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HomeMy WebLinkAbout1350 POINSETTIA LN; TRUSS; PCR14168; Permit12-04-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR14168 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: DAN OWEN 1350 POINSETTIA LN CBAD PCR 2150704900 Lot#: 0 $0.00 „ Construction Type: SB NORTH COAST CALVARY: DEFERRED TRUSS status Applied Entered By Plan Approved Issued Inspect Area Owner: CALVARY CHAPEL NO COAST ISSUED 09/22/2014 JMA 12/04/2014 12/04/2014 760-518-4041 1330 POINSETTIA LN CARLSBAD CA 92011 Plan Ctiecl< Revision Fee Fire Expedited Plan Review Additional Fees $150.00 $0.00 $0.00 Total Fees: $150.00 Total Payments To Date: $150.00 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit v^as issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad IVlunicipal Code Section 3.32,030. Failure lo timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project, NOR DOES IT APPLY to any fees/exactions of which vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previouslv othenwise expired, C City of Carlsbad PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 w/ww.carlsbadca.gov Plan Check Revision No. Original Plan Check No. Project Adciress ^fb\>\fegffAAr LAI Date Contact DM I Ovdl^Ai Ph(76Q)^/^- W( Faxf^j^g^' Email ciOU)eri ^^VthT^C^ • C£>^ fiiimiO^ €i\^n,la^ GvyCiM^^M^ Zip '72X)C^ Contact Acidress General Scope of Work fl^")^ , V:>f^ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 • Elements revised: • Plans • Calculations • Soils • Energy • Other 2i • Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets 0-No 5. Does this revision, in any way, alter the exterior of the project? • Yes 6, Does this revision add AIMY new floor area(s)? • Yes ^r^No 7, Does this revision affect any fire related issues? • Yes No 8. is this a complete set? T^t^^y [^^o ^Signature'^r^tZuL^^^^X^ > 1635 Faraday AvenderCarlsbad, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: bu/)ding@car)sbadca.gov vwvw.carlsbadca.gov EsGil Corporation In (PartnersHip witH government for (Buifding Safety DATE: 11/3/14 • APPLICANT • JURIS. JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: PCR14-168 ( 10-2519) SET: REV 1, Set II PROJECT ADDRESS: 433a Poinsettia Lane PROJECT NAME: North Coast Calvary Chapel, Phase II ( Deferred Trusses ) ^ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: ^ Esgil Corporation staff did not advise the applicant that the plan check has been completed. I I Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person • REMARKS: By: Chuck Mendenhall Enclosures: EsGil Corporation • GA • EJ • PC 10/22/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (PartnersHip witH government for (BuiCding Safety DATE: 9/29/lA^ a/APPLICANT JURIS. JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: PCR14-168 ( 10-2519) SET: I PROJECT ADDRESS: 13§b Poinsettia Lane PROJECT NAME: North Coast Calvary Chapel, Phase II ( Deferred Trusses ) I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ^ The Remarks check list below is transmitted herewith for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. Submit response and revisions either to City or Esgil Corp for recheck I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ^ The applicant's copy of the check list has been sent to: Timeless Architecture, Att'n: Jim Thayer 9891 Irvine Center Dr., Suite 140, Irvine, CA 92618 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Jim Thayer Telephone #: (949) 831-8110 Date contacted: ^\2>0 (by:TV^ nawy^-^^haro^^^ 0949) 951-2820 XI REMARKS Check List: A. The truss details and design for both the flat open web roof trusses by Web Joist and the pitched roof trusses by CTF must be reviewed by the building design engineer of record, Shawn Nikjoo for compliance with the building design. The approval may be in the form of a letter stating he has reviewed the trusses for compliance with his design or a shop stamp approval on the drawing and design by others. By: Chuck Mendenhall Enclosures: EsGil Corporation • GA • EJ • PC 9/23/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 Carlsbad PCR14-168 ( 10-2519) 9/29/14 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: PCR14-168 ( 10-2519) PREPARED BY: Chuck Mendenhall DATE: 9/29/14 BUILDING ADDRESS: 1330 Poinsettia Lane BUILDING OCCUPANCY: A-3 TYPE OF CONSTRUCTION: III A BUILDING PORTION AREA ( Sq. Ft.) Valu ation Multiplier Reg. Mod. VALUE ($) Chapel 17972 Hrly Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Cb By Ordinance Bldg. Permit Fee by Ordinance • Plan Check Fee by Ordinance • Type of Review: • Complete Review • Structural Only • Repetitive Fee ^ Repeats Based on tiourly rate Comments: • Other 0 Hourly EsGil Fee 1.5 Hrs. @ $150.00 Sheet 1 of 1 macvalue.doc + ^TC i Califomia w I r • TrusFrameu TRUSS PLACEMENT PLAN AND CALCULATIONS PROJECT: NORTH COAST CALVARY CHAPEL LOCATION: CARLSBAD DEVELOPER: OWNER / BUILDER Project No. M19037 23665 Cajaico Road, Perris, CA 92570 (951) 657-7491 phone / (951) 657-0486 fax PRINT DATE: 07/28/2014 MiTek MiTek USA, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 Telephone 314/434-1200 Fax 314/434-9110 December 18, 2012 To whom it may concem: Re: Turb-O-Web Trusses This letter is to certify that MiTek USA. Inc. assumes responsibility for the structural integrity of the sealed Turb-O-Web Truss designs provided by our professional engineers based on the parameters stated on the face of the engineering designs. Design procedures for both lumber design and plate connections are in full compliance with the American National Standard "National Design Standard for Metal Plate Connected Wood Truss Construction" ANSFTPI 1-2007. Section 104.11 Altemative materials, design, and methods of construction and equipment, of the 2012 Intemational Building Code states: "The provision of this code are not intended to prevent the installation of any material or prohibit any design or method of construction not specifically prescribed by this code, provided that any such altemative has been approved... and that the material, method or work offered is, for the purpose intended, at least the equivalent of that prescribed in this code..." We hereby certify that the Turb-O-Web is an acceptable altemative to conventional tmss webs with equivalent performance. Sincerely, Stephen W. Cabler, P.E. Senior Vice President Engineering and Technical Services eg Turb-O-Web USA, Inc 2665 N Atlantic Ave # 400, Daytona Beach, Florida 32118 Toll Free: 1 (888) 750 6005 Fax : (321)747 0306 Email: iohn@turb-o-web.com Website: www.turb-o-web.com The Turb-O-Web system is protected in the United States by the following US patents:- #6,176,060; #6,249,972; #6,415,511; #6,688,067; and #6,842,981 with further applications pending. The use of the Tuit-O-Web ™ system requires a license from Turb-O-Web USA, Inc. ANSI-TPI 1-2002 Clause 3.7.6J limits maximum gaps in all joints (not being floor ti-uss chord splices) to be no more than l/8".This clause provides a method of measurement for "joints designed with single points of contact between adjacent members as shown on the Truss Design Drawing, the maximum gap between all contact points shall not exceed 1/8". Reference is then made to Figure 3.7-3.The relevant portion of Figure 3.7-3 showing a joint "designed with single points of contact is sho\Am below":- 1/8" max. gap al ali points of contact Reference should be made to the original complete document ANSI/TPI 1-2002 30-04-10 -00-0 > AA1G 5 jrX30" AfrTIC iACCESS AB2 22"X3|0" ATTIC ACCBSS 22-05-05 AB3 2-09-C 0 12-08-05 11 THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. 23665 Cajaico Road Perris, CA 92570 Tel: 951-657-7491 Fax: 951-657-0486 THIS IS A TRUSS PUCEMENT DIAGRAM ONLY. These tnjtiei are desired as Individual building conponents to be incorponted into the building design st the specification of the buildfrig designer. See individual design sheets for each truss design Identtfted an the placement drawing. The txifldlng desifier fs respansiUe for terrporary and permanent bradng of the roof and floor system and for the overall structure. The desi^i of the truss support structure Including headen, beams, walls, and colurms Is the responsibility of the building designer. TRUSS PUCEMENT PLAN ROOF TRUSS LAYOUT SCALE: l/8"=l'-0" NORTH COAST CALVARY CHAPEL CUSTOMER: BTC DEVELOPER; NORTH COAST CALVARY CHAPEL LOCATION: CARLSBAD PITCH ! 4 /12 U.N.O OVERHANG : 24" LOADING ; TCLL=20 / TCDL= 14 / BCDL= 10 PROJECT NUM6ER: M19037 START DATE: 6 MAY 14 PRINT DATE: DESIGNED BY: RANEE ENGINEERING Truss AA1 Califomia TrusFname LLC, Penis, CA. 92570 Truss Type COMMON Qty Ply 7 1 M19037/CHAPEL/ranee Job Reference I -2-3-0 6-10-7 2-3-0 6-10-7 15-2-5 8-3-14 .r,v o o...,».o,^ .^.r. 7.5M8Ocl23 2013Mn-eklnia«r1oft Mon May 1213:51:112014 Paoell ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-Mopx5xAhtT QU40pqbmTetbtmXexUFr8x1DZUazHC? 23-6-3 , 30-4-10 . 32-7-10 Scale = 1:56.2 Camber = 7/16 In 8-3-14 6-10-7 5-7-15 12-2-2 18-2-8 24-8-11 30-4-10 5-7-15 6-6-3 6-0-6 6-6-3 5-7-15 Plate Offsets (X.Y): r2:Edge.0-1-141. f5:0-2-0.Edge1. [8:0-0-0.0-1-141. [12:0-4-0.0-3-0] LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.60 BC 0.80 WB 0.52 (Matrix-M) DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) -0.2011-12 -0.99 10-11 0.16 8 0.2010-11 l/defl >999 >368 n/a >999 Ud 360 240 n/a 240 PLATES GRIP MT20 220/195 Weight: 1341b FT = 20%j LUMBER TOP CHORD 2x4 DF No.l&Btr G BOT CHORD 2x4 DF No.l&Btr G WEBS 2x4 DF Stud/STD G 'Except* W8: 2x6 DF No.3 G WEDGE Left: 2x4 DF Stud/STD. Right: 2x4 DF Stud/STD REACTIONS (lb/size) 2=1493/0-5-8 (min. 0-1-9). 8=1493/0-5-8 (min. 0-1-9) Max Horz2=-112(LC 7) Max Uplifl2=-478(LC 9). 8=-478(LC 9) BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 3-2-2 oc purling Rigid ceiling directly applied or 8-9-13 oc bracing. 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross brae be installed during truss erection, in accordance with Stabilizer^ Installation guide. FORCES (Ib) TOP CHORD BOT CHORD WEBS Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-20=-2992/663. 3-20=-2903/695, 3-21 =-2494/651, 4-21-2447/665. 4-22-521/126. 5- 22=-496/141, 5-23=-496/141. 6-23=-521/126. 6-24-2439/664, 7-24=-2486/651. 7-25=-2904/695. 8-25=-2993/663 2-13=-519/2754. 12-13=-569/2741, 11-12-395/2314,10-11=-569/2741. 8-10=-518/2755 6- ll=-14/439, 7-11 =-610/194, 4-12=-15/440, 3-12=-603/194. 4-6-2076/564 NOTES (10) 1) This truss has been checked for unifonn roof live load only, except as noted. 2) Wind: ASCE 7-05; 110mph; TCDL=8.4psf; BCDL=6.0psf; h=25n; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip D0L=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = lO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=478, 8=478. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard • MAKE CORRECTIONS AS NOTED • REVISE AND RESUBMIT )qNO EXCEPTION TAKEN •hREJECTED RM^BW t» onW *K iBnefal conformance wHh the dwign COUCBH of nw pnteci and aeneral compiwnoe wWli tlw jntomiation BMinJn m» or m fUm ami apecifteifc'-o : - ..^1* '«»E>"«*'" tof. wtiiohXll he oonntmed ^. .i i-r.racted t ^JtJS^lJ^'^ XKooewn awl tflchnt^uas ol oon«lfuctlon; CMrdwawin of n» worn wrt* »>«• o» »• oittw ltwJe» and »h« Mtisfactofy petfcmianoa of h« vrorK. INLAND ENGINEERINO RECEIVED OCT22 20t4 CITY OF CARLSBAD BUILDING DIVISION 1 Job Truss Truss Type [Qty Ply M19037/CHAPEL/ranee ENGINEERING AA1G GABLE jl 1 Job Reference (optional) Califomia TrusFrame LLC, Perris, CA, 92570 15-2-5 7,500 s Oct 23 2013 MiTel( Industries, Inc. Mon May 12 09:31:18 2014 Paget ID,Xu8x2NW!?Cqgy6VFucd6gxzJD8C-Pz78T9TI2XRuHmtztHWsAdHCiwhW0L?KCIyhtzHFod J 30-4-10 , 32-7-10 2-3-0 15-2-5 15-2-5 2-3-0 ' Scale = 1:66.2 10 63 11 64 12 65 69 4x6 ; 17 36 35 34 73 33 32 31 48 30 52 3x4 II 4x6 = 4x6 = 2x4 I 29 49 54 28 2f0 26 25 74 24 23 22 5xt2 - 4x6 = 4x6 = 3x4 11 2x4 I 30-4-10 Plate Offsets (X,Y): [2:Edge,0-0-14], [20:0-0-0,0-0-14], [28:0-2-8,0-2-0], [29:0-6-0,0-3-0], [30:0-0-0,0-2-0] LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.35 BC 0.30 WB 0.54 (N/latrix) DEFL in (loc) l/defl L/d Vert(LL) -0.03 21 n/r 180 Vert(TL) -0.05 21 n/r 120 Horz(TL) 0.01 23 n/a n/a Wind(LL) 0.01 21 n/r 120 PLATES GRIP MT20 220/195 Weight: 194 1b FT = 20% LUMBER TOP CHORD 2x4 DF No.1 SBtr G BOTCHORD 2x4 DF No.l&BtrG WEBS 2x4 DF Stud/STD G OTHERS 2x4 DF Stud/STD G 'Except* ST2: 2x8 DF No.2 G WEDGE Left: 2x4 DF Stud/STD, Rigtit: 2x4 DF Stud/STD BRACING TOP CHORD BOTCHORD JOINTS Structural wood stieatfiing directly applied or 4-5-14 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 4-8-15 00 bracing: 2-36 4-9-2 oc bracing: 20-22. 1 Brace at Jt(s): 37, 41, 46, 52, 54 REACTIONS All bearings 30-4-10. (lb) - MaxHorz2=-112(LC21) Max Uplift All uplift 100 Ib or less atjoint(s) 30, 31, 28, 27 except 2=-1056(LC 24), 20=-1058(LC 25), 32=-936(LC 25), 34=-1136(LC 24), 35=-119(LC 24), 36=-135(LC 19), 26=-938(LC 24), 24=-1139(LC 25), 23=-119(LC 26), 22=-137(LC 16) Max Grav All reactions 250 Ib or less at joint{s) 31, 27, 33, 25 except 2=981 (LC 33), 20=983(LC 32), 29=441(LC 63), 30=417(LC 42), 32=921(LC 32), 34=1219(LC 33), 35=275(LC 56), 36=360(LC 36), 28=417(LC 47), 26=923(LC 33), 24=1222{LC 32), 23=275{LC 70), 22=36D(LC 53) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except wfien shown. TOP CHORD 2-55=-2237/2214, 3-55—1882/1851, 3-56—1459/1483, 4-56—1228/1237, 4-57—1215/1239, 5-57=-955/993, 5-58—2005/2007, 6-58=-1673/1727, 6-59—1437/1491, 7- 59-1293/1354, 7-60-1144/1192, 8-60-885/973, 8-61-869/988, 9-61—609/741, 9-62=-552/695, 10-62-407/563, 10-63=-287/451, 12-64-295/459, 12-65=-415/571, 13-65-553/703, 13-66-606/748, 14-66-868/995, 14-67-866/980, 15-67-1113/1199, 15-68-1271/1361, 16-68-1417/1498, 16-69-1681/1734, 17-69=-1965/1967, 17- 70-922/998, 18-70=-1186/1244, 18-71—1192/1242, 19-71-1456/1488, 19-72—1829/1800, 20-72—2198/2178 BOT CHORD 2-36-2000/2072, 35-36=-546/586, 34-35-752/792, 34-73-814/854, 33-73-1050/1090, 32-33-1050/1090, 25-26-1043/1110, 25-74-1043/1110, 24-74-782/850, 23-24=-720/787, 22-23-523/590, 20-22-2010/2077 WEBS 29-49-356/45, 46-49—348/35, 11-46-331/14, 30-48-350/130, 45-48—311/112, 8- 45=-300/108, 6-32=-300/120, 5-34=-1191/1163, 4-35-253/95, 3-36=-307/179, 28-50-350/130, 47-50-311/112, 14-47-300/108, 16-26-300/120, 17-24-1194/1165, 18- 23-253/95, 19-22=-307/180, 5-32=-1342/1406, 17-26-1354/1409 NOTES (14) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; llOmph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=2ft; CaL II; Exp C; enclosed; MWFRS (all heights) and C-C lnterior{1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D0L=1.33 plate grip D0L=1.33 Continued on page 2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Job ENGINEERING Truss AA1G Truss Type GABLE Ply" Ml 9037/CHAPEU ranee Job Reference (optional) California TrusFrame LLC, Perns, CA. 92570 Inc. Mon May 12 09:31:18 2014 Page 2 HCi -7.500 s Oct 23 2013 MiTek Industries, ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-Pz78T9TI2XRuHmrztHWsAdHCiwhW0L?KCIyhtzHFod NOTES (15) 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1, 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) All plates are 1.5x3 MT20 unless othen/vise indicated, 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 30, 31, 28, 27 except Gt=lb) 2=1056, 20=1058, 32=936, 34=1136, 35=119, 36=135, 26=938, 24=1139, 23=119, 22=137. 11) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-6-0, 23-10-0 to 30-4-10 for 465.6 plf. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard Job Truss Truss Type Qty Ply M19037/CHAPEU ranee ENGINEERING AA2 COMMON 7 1 Job Reference (optional) California TrusFrame LLC, Perns, CA, 92670 -2-3-0 , 6-10-7 15-2-5 7.600 s Oct 23 2013 MiTek Industries, Inc Mon May 12 13:44:47 2014 Paget ID:Xu8x2NWI?Cqgy6VFucd6gxzJD8C-bwcmVeWqJUcwQ310LytQ4uiDjlZtVWVfddw?F0qzHC5_ 23-6-3 , 26-0-13 , 30-4-10 , 32-7-10 2-3-0 6-10-7 8-3-14 8-3-14 2-6-10 4-3-13 2-3-0 Scale = 1:56.2 Camber = 13/16 in 17-8-5 6-6-3 Plate Offsets (X,Y): [2:Edge,0-1-14], [5:0-2-0,Edge], [10:0-2-0,0-0-15], [14:0-4-0,Edge] LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 csi TC 0.72 BC 0.94 WB 0.78 (Matrix-M) DEFL in (loc) l/defl L/d Vert(LL) -0.19 13-14 >999 360 Vert(TL) -1.30 12-13 >277 240 Horz(TL) 0.17 10 n/a n/a Wind(LL) 0.21 14-15 >999 240 PLATES GRIP MT20 220/195 Weight: 140 1b FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.l&BtrG TOP CHORD BOTCHORD 2x4 DF No.l&BtrG BOTCHORD WEBS 2x4 DF Stud/STD G 'Except* WEBS W8: 2x6 DF No.3 G, W9: 2x6 DF No.2 G WEDGE Left: 2x4 DF Stud/STD SLIDER Right 2x4 DF Stud/STD -G 1-11-14 REACTIONS (lb/size) 2=1575/0-5-8 (min. 0-1-11), 10=2087/0-5-8 (min. 0-2-4) Max Horz2=-112(LC 7) Max Uplift2=-474(LC 9), 10=-490(LC 9) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-8-3 oc purlins. Rigid ceiling directly applied or 8-10-14 oc bracing. 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. TOP CHORD BOT CHORD WEBS 2-23-3192/654, 3-23-3100/686, 3-24=-2769/639, 4-24-2669/653, 4-25-550/119, 5- 25-536/134, 5-26-508/135, 6-26-521/120, 6-27-2715/650, 7-27=-2786/635, 7-28-3728/697, 8-28=-3824/685, 8-29-3802/652, 9-29 -3896/639, 9-10-1273/0, 10-30=-1445/0 2-15—508/2941, 14-15=-558/2948, 13-14=-382/2576, 12-13=-521/3628, 10-12=-477/3578 6- 13=0/555, 7-13-1312/152, 4-14-14/440, 3-14=-504/196, 4-6-2298/560, 7- 12-76/270 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; llOmph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = lO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 1b uplift at joint(s) except (jt=lb) 2=474, 10=490. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 Ib down at 23-6-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 Job Truss Truss Type Qty jPiy Ml 9037/CHAPEL/ranee ENGINEERING AA2 COMMON 7 i 1 Job Reference (optional) California TrusFrame LLC, Penis, CA. 92570 7.600 s Oct 23 2013"MiTek Industries, Inc Mon May 12 13:44:47 2014 Page 2 ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-bwcmVeWqJUcwQ310LytQ4uiDjlZtVWVfddw?F0qzHC5_ NOTES (12) 12) In the LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or back (B), LOADCASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-5=-68, 5-7—68, 7-10=-143(F=-75), 10-11—68, 16-19—20 Concentrated Loads (Ib) Vert: 7=-200(F) 14) 1st Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5-28, 5-7-28, 7-10=-103(F=-75), 10-11=-28, 16-19-20 Concentrated Loads (lb) Vert: 2=-250 7=-200(F) 15) 2nd Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-28, 5-7=-28, 7-10=-103(F=-75), 10-11=-28, 16-19=-20 Concentrated Loads (Ib) Vert: 7-200(F) 23-250 16) 3rd Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Verl: 1-5=-28, 5-7-28, 7-10=-103(F=-75), 10-11-28, 16-19-20 Concentrated Loads (Ib) Vert: 7=-200(F) 24=-250 17) 4th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5-28, 5-7=-28, 7-10=-103(F=-75), 10-11=-28, 16-19-20 Concentrated Loads (Ib) Vert: 7=-200(F) 25=-250 18) 5th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-28, 5-7-28, 7-10=-103(F=-75), 10-11-28, 16-19-20 Concentrated Loads (Ib) Vert: 7=-200(F) 26=-250 19) 6th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5-28, 5-7-28, 7-10=-103(F=-75), 10-11-28, 16-19-20 Concentrated Loads (Ib) Vert: 7=-200(F) 27=-250 20) 7th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-28, 5-7=-28, 7-10=-103(F=-75), 10-11=-28, 16-19-20 Concentrated Loads (Ib) Vert: 7=-200(F) 28-250 I 21) 8th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5-28, 5-7=-28, 7-10=-103(F=-75), 10-11-28, 16-19=-20 Concentrated Loads (Ib) Vert: 7-200(F) 29=-250 22) 9th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-28, 5-7=-28, 7-10=-103(F=-75), 10-11=-28, 16-19=-20 Concentrated Loads (lb) Vert: 7=-200(F) 30=-250 23) 10th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-28, 5-7=-28, 7-10—103(F=-75), 10-11—28, 16-19—20 Concentrated Loads (lb) Vert: 2=-250 7=-200(F) 24) 11th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-28, 5-7=-28, 7-10=-103(F=-75), 10-11=-28, 16-19-20 Concentrated Loads (lb) Vert: 2=-250 7=-200(F) 25) 12th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5-28, 5-7-28, 7-10=-103(F=-75), 10-11=-28, 16-19-20 Concentrated Loads (Ib) Vert: 7=-200(F) 3=-250 26) 13th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-28, 5-7-28, 7-10=-103(F=-75), 10-11=-28, 16-19-20 Concentrated Loads (lb) Vert: 7=-200(F) 4=-250 27) 14th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5-28, 5-7=-28, 7-10=-103(F=-75), 10-11=-28, 16-19-20 Continued on page 3 Job Truss 1 Truss Type Qty Ply Ml 9037/CHAPEL/ranee ENGINEERING AA2 1 COMMON i 7 1 Job Reference (optional) California TrusFrame LLC, Perns, CA, 92570 LOAD CASE(S) Concentrated Loads (Ib) Vert: 5=-250 7-200(F) 28) 15th Moving Load: Lumber lncrease=1.25, Plate lncrease=1,25 Uniform Loads (plf) Vert: 1-5=-28, 5-7=-28, 7-10=-103(F=-75), 10-11=-28, 16-19-20 Concentrated Loads (lb) Vert: 6=-250 7=-200(F) 29) 16th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-28, 5-7-28, 7-10=-103(F=-75), 10-11=-28, 16-19-20 Concentrated Loads (lb) Vert: 7=-450(F=-200) 30) 17th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-28, 5-7-28, 7-10=-103(F=-75), 10-11-28, 16-19-20 Concentrated Loads (lb) Vert: 7=-200(F) 8=-250 31) 18th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-28, 5-7-28, 7-10=-103(F=-75), 10-11-28, 16-19-20 Concentrated Loads (Ib) Vert: 7=-200(F) 20=-250 32) 19th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5-28, 5-7=-28, 7-10=-103(F=-75), 10-11=-28, 16-19-20 Concentrated Loads (Ib) Vert: 7=-200(F) 10-250 7.500 s Oct 23 2013 MiTek Industries, Inc. Mon May 12 13:44:47 2014 Page 3 ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-bwcmVeWqJUcwQ310LytQ4uiDjlZtWWfddw?F0qzHC5_ Job Truss Truss Type [Qty Ply M19037/CHAPEU ranee ENGINEERING AA3 COMMON 1 |7 1 Job Reference (optional) Califomia TrusFrame LLC, Perns, CA, 92570 -2-3-0 6-10-7 15-2-5 7,500 s Oct 23 2013 MiTek Industries, Inc Mon May 12 13:38:42 2014 Pagel ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-ni3nuq6tGLdi7zesSoqqnw4rVcz1VYrvid4QhUzHCAh 16-2-10 23-6-3 , 30-4-10 32-7-10 '1-0-5' 7-3-9 6-10-7 2-3.0 Scale = 1.56.2 Camber = 5/8 in 4.00 ri2" 10 U 18-2-8 24-8-11 30-4-10 5-7-15 6-6-3 1-11-14 6-6-3 5-7-15 Plate Offsets (X,Y): [2:Edge,0-1-10], [5:0-2-0,Edge], [9:0-0-0,0-1-10], [14:0-4-0,0-3-0] LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.74 BC 0.97 WB 0.36 (Matrix-M) DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) -0.17 14-16 -1.01 11-12 0.18 9 0.20 11-12 l/defl >999 >369 n/a >999 L/d 360 240 n/a 240 PLATES GRIP MT20 220/195 WeighM43lb FT = 20% LUMBER TOP CHORD 2x4 DF No.l&Btr G BOT CHORD 2x4 DF No.l&Btr G WEBS 2x4 DF Stud/STD G 'Except* W8,W9: 2x6 DF No.2 G WEDGE Left: 2x4 DF Stud/STD, Right: 2x4 DF Stud/STD REACTIONS (lb/size) 2=1588/0-5-8 (min. 0-1-11), 9=1598/0-5-8 (min. 0-1-11) Max Horz 2=-112(LC 7) Max Uplift2=-478(LC 9), 9=-478(LC 9) BRACING TOP CHORD BOTCHORD WEBS Structural wood sheathing directly applied or 2-11-4 oc purlins. Rigid ceiling directly applied or 8-9-11 oc bracing. 1 Row at midpt 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. • FORCES (lb)- TOP CHORD BOTCHORD WEBS Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-23-3241/662, 3-23—3151/694, 3-24-2772/653, 4-24-2717/667, 4-25=-748/157, 5-26-687/172, 5-26-599/167, 6-26-614/163, 6-27-725/168, 7-27=-771/158, 7-28-2713/667, 8-28—2768/653, 8-29-3195/694, 9-29-3286/662 2-15-618/2989, 14-16=-569/2987, 13-14=-398/2574, 12-13-398/2574, 11-12-569/3017, 9-11-517/3031 7-12—25/389, 8-12—610/191, 4-14=-22/412, 3-14—603/191, 4-16—1901/537, 7-16=-1902/538, 6-16—23/333 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; 1 lOmph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C-C Interior(l) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = lO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=478, 9=478. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This truss has been designed for a moving concentrated load of 260.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 Ib down at 16-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or back (B). Continued on page 2 Job Truss 1 Truss Type iQty Ply M19037/CHAPEL/ranee ENGINEERING AA3 1 iCOMMON 1 |7 1 Job Reference (optional) Califomia TrusFrame LLC, Penis, CA, 92570 LOADCASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber lncrease=1,25, Plate lncrease=1,25 Uniform Loads (pit) Vert: 1-5=-68, 6-10=-68, 17-20=-20 Concentrated Loads (Ib) Vert: 13=-200(F) f ,ouu 5 UCI iiu 1.3 MM BK maustnes, inc. wion iviay ij:jo:^zzui^ rage z ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-ni3nuq6tGLdi7zesSoqqnw4rVcz1VYrvid4QhUzHCAh Job j Truss Truss Type Qty Ply M19037/CHAPEL; ranee ENGINEERING jAA3F COMMON 7 1 Job Reference (optional) California TrusFrame LLC, Perris, CA. 92570 6-10-7 7.600 s Oct 23 2013 MiTek Industries, Inc Mon May 12 13:50:57 2014 Pagel ID:Xu8x2NWI?Cqgy6VFucd6gxzJD8C-m6ze99?vAADQpwK70fWB4w0UlutgCwN4jUdq?OzHC?C 23-6-3 30-4-10 32-7-10 2-3-0 2-3-0 Scale = 1:56.2 Camber = 7/16 in 5-7-15 12-2-2 17-8-5 5-7-15 6-6-3 6-6-3 5-7-15 Plate Offsets (X.Y): [2:Edge,0-1-141, [5:0-2-0,Edge], [8:0-0-0,0-1-14], [12:0-4-0,0-3-0] LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.26 Lumber Increase 1.26 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.60 BC 0.80 WB 0.52 (Matrix-M) DEFL in (loc) l/defl L/d Vert(LL) -0.20 11-12 >999 360 Vert(TL) -0.99 10-11 >368 240 Horz(TL) 0.16 8 n/a n/a Wind(LL) 0.20 10-11 >999 240 PLATES GRIP MT20 220/195 Weight: 145 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.l&BtrG BOTCHORD 2x4 DF No.l&BtrG WEBS 2x4 DF Stud/STD G 'Except' W8: 2x6 DF No.3 G WEDGE Left: 2x4 DF Stud/STD, Right: 2x4 DF Stud/STD REACTIONS (lb/size) 2=1493/0-5-8 (min. 0-1-9), 8=1493/0-5-8 (min. 0-1-9) Max Horz 2=-112(LC 7) Max Uplift2=-478(LC 9), 8=-478(LC 9) BRACING TOP CHORD BOTCHORD WEBS Structural wood sheathing directly applied or 3-2-2 oc purlins. Rigid ceiling directly applied or 8-9-13 oc bracing. 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb). TOP CHORD BOTCHORD WEBS Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-22-2992/663, 3-22-2903/695, 3-23-2494/651, 4-23-2447/665, 4-24-621/126, 5.24-496/141, 5-26-496/141, 6-25-521/126, 6-26-2439/664, 7-26=-2486/651, 7-27-2904/696, 8-27=-2993/663 2-13-519/2754, 12-13=-569/2741, 11-12-395/2314, 10-11 =-569/2741, 8-10-518/2755 6-11-14/439, 7-11—610/194, 4-12=-15/440, 3-12-603/194, 4-6-2076/564 NOTES (10) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; 1 lOmph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=30ft; eave=4ft; CaL II; Exp C; enclosed; MWFRS (all heights) and C-C Interior(l) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = lO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=478, 8=478. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard Job Truss 1 mss Type Qty Ply Ml 9037/CHAPEL/ranee ENGINEERING Aei COMMON 4 1 Job Reference (optional) Califomia TrusFrame LLC, Perris, CA. 92570 , -2-3-0 , 6-7-3 14-6-10 7.600 s Oct 23 2013 MiTek Industries, Inc, Mon May 12 11:19:03 2014 Pagel ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-cjGAKmi0XuyaOlaU6Y?whyYtW GmxvayXtYefzHEDc 22-5-5 , 30-3-7 , 35-1-10 , 37-4-10 2-3-0 6-7-3 7-11-7 7-10-11 7-10-2 ' 4-10-3 ' 2-3-0 Scale: 3/16"=1 Camber = 11/16 in 8-8-4 17-2-10 e-8-4 ' 8-6-5 Plate Offsets (X,Y): [2:Edge,0-0-14], [6:0-4-4,0-1-8], [11:0-2-4,0-3-0] 26-8-12 35-1-10 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.97 BC 0.84 WB 0.53 (Matrix-M) DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) -0.29 12-13 -0.80 12-13 0.15 11 0.24 13-14 l/defl >999 >622 n/a >999 L/d 360 240 n/a 240 PLATES GRIP MT20 220/195 Weight: 181 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.l&Btr G BOTCHORD 2x4 DF No.l&BtrG WEBS 2x4 DF Stud/STD G 'Except* W4,W5: 2x4 DF No.l&Btr G, EV2: 2x6 DF No.2 G WEDGE Left: 2x4 DF Stud/STD REACTIONS (lb/size) 2=1718/0-6-8 (min. 0-1-13), 11=1757/0-5-8 (min. 0-1-14) Max Horz2=303(LC 8) Max Uplift2=-531 (LC 9), 11=-639(LC 9) BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 7-6-13 oc bracing. 1 Row at midpt 7-12,8-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb)- TOP CHORD BOT CHORD WEBS Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-18-3647/887, 3-18-3554/917, 3-4-3383/842, 4-19-3298/845, 5-19-3290/846, 5-6=-3227/861, 6-20-2687/746, 7-20-2487/785, 7-21=-1630/553, 8-21 =-1720/532, 9-11-365/344 2- 14-756/3372, 13-14-558/2764, 13-23=-198/1645, 23-24-198/1645, 24-26-198/1645, 12-25-198/1645, 11-12-182/1247 3- 14-340/223, 6-14-61/674, 6-13-892/400, 7-13=-305/1244, 8-12=0/612, 8-11-1909/450 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; llOmph; TCDL=8.4psf; BCDL=6.0psf; h=26ft; B=40ft; L=35ft; eave=6ft; CaL II; Exp C; enclosed; MWFRS (all heights) and C-C Interior(l) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = lO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Ot=lb) 2=531, 11=639. 8) This truss is designed in accordance with the 2009 International Building Code section 2306,1 and referenced standard ANSI/TP11. 9) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 Ib down at 22-5-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 Job Truss Truss Type Qty Ply M19037/CHAPEU ranee ENGINEERING AB1 COMMON 4 1 Job Reference (optional) Califomia TrusFrame LLC, Perris, CA, 92570 LOADCASE{S) Standard Except: 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7=-68, 7-9=-68, 9-10=-68, 11-15=-20 Concentrated Loads (lb) Vert: 24=-76(F) 14) 1st Moving Lo3d: Lumber lncrease=1.25, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-7-28, 7-9-28, 9-10=-28, 11-15-20 Concentrated Loads (lb) Vert: 2=-250 24=-76(F) 15) 2nd Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7-28, 7-9-28, 9-10=-28, 11-15=-20 Concentrated Loads (lb) Vert: 18=-250 24=-75(F) 16) 3rd Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7-28, 7-9-28, 9-10=-28, 11-15=-20 Concentrated Loads (lb) Vert: 19=-250 24=-76(F) 17) 4th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7=-28, 7-9=-28, 9-10-28, 11-15=-20 Concentrated Loads (lb) Vert: 20-250 24=-75(F) 18) 6th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7-28, 7-9-28, 9-10=-28, 11-16=-20 Concentrated Loads (lb) Vert:21=-250 24=-75(F) 19) 6th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7—28, 7-9—28, 9-10—28, 11-16—20 Concentrated Loads (lb) Vert: 22=-260 24=-76(F) 20) 7th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7=-28, 7-9-28, 9-10=-28, 11-15=-20 Concentrated Loads (lb) Vert: 9=-260 24=-76(F) 21) 8th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7-28, 7-9-28, 9-10=-28, 11-15-20 Concentrated Loads (lb) Vert: 2-250 24=-75(F) 22) 9th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7—28, 7-9—28, 9-10=-28, 11-15—20 Concentrated Loads (lb) Vert: 2=-250 24=-75(F) 23) 10th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7=-28, 7-9-28, 9-10-28, 11-15=-20 Concentrated Loads (lb) Vert; 3=-250 24=-75(F) 24) 11th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-7—28, 7-9—28, 9-10=-28, 11-16—20 Concentrated Loads (lb) Vert: 6=-260 24=-75(F) 25) 12th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7—28, 7-9—28, 9-10=-28, 11-15=-20 Concentrated Loads (lb) Vert: 7=-250 24=-75(F) 26) 13th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7—28, 7-9-28, 9-10=-28, 11-16-20 Concentrated Loads (lb) Vert: 8=-250 24=-75(F) 7.500 s Oct 23 2013 MiTek Industries, Inc Mon May 12 11:19:03 2014 Page 2 ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-cjGAKmi0XuyaOlaU6Y?whyYtW_GmxvayXtY6fzHlDc Job Truss Tmss Type IQty Ply M19037/CHAPEL/ranee ENGINEERING ABIF COMMON r 1 Job Reference (optional) Califomia TrusFrame LLC, Perns, CA. 92570 -2-3-0 , 6-7-3 14-6-10 7.500 s Oct 23 2013 MiTek Industries, Inc Mon May 12 11:20:04 2014 Pagel ID;Xu8x2NWt?Cqgy6VFucd6gxzJD8C-KSSE7dRHAeexDglDAsbDfqal7a46aX0Z W9HlczHECf 22-5-5 , 30-3-7 , 35-1-10 , 37-4-10 2-3-0 6-7-3 7-11-7 7-10-11 1 7-10-2 ' 4-10-3 ' 2-3-0 Scale: 3/16"=1 Camber = 11/16 in 19-11-5 24-11-5 ,26-8-12, 35-1-10 8-8-4 2-8-11 1-9-7 8-4-14 Plate Offsets (X,Y): [2:Edge,0-0-141, [6:0-4-4,0-1-8], [11:0-2-4,0-3-0] LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TP12007 CSI TC 0.97 BC 0.84 WB 0.53 (Matrix-M) DEFL in (loc) l/defl L/d Vert{LL) -0.19 13-14 >999 360 Vert(TL) -0.80 12-13 >522 240 Horz(TL) 0.15 11 n/a n/a Wind(LL) 0.24 13-14 >999 240 PLATES GRIP MT20 220/195 Weight: 192 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.l&BtrG BOTCHORD 2x4 DF No.l&BtrG WEBS 2x4 DF Stud/STD G 'Except' W4,W5: 2x4 DF No.l&Btr G, EV2: 2x6 DF No.2 G W7: 2x6 DF No.3 G WEDGE Left: 2x4 DF Stud/STD REACTIONS (lb/size) 2=1718/0-5-8 (min. 0-1-13), 11=1757/0-6-8 (min. 0-1-14) Max Horz 2=303(LC 8) Max Uplift2=-531(LC 9), 11=-539(LC 9) BRACING TOP CHORD BOTCHORD WEBS Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 7-6-13 oc bracing. 1 Row at midpt 7-12, 8-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb). TOP CHORD BOTCHORD WEBS Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-20=-3647/887, 3-20-3554/917, 3-4=-3383/842, 4-21-3298/845, 5-21 =-3290/846, 5-6-3227/861, 6-22=-2587/746, 7-22=-2487/786, 7-23=-1630/553, 8-23-1720/532, 9-11-366/344 2- 14-766/3372, 13-14=-658/2764, 13-25=-198/1645, 12-25=-198/1646, 11-12=-182/1247 3- 14-340/223, 6-14-61/574, 6-13=-892/400, 7-13=-305/1244, 8-12=0/512, 8-11-1909/460 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; llOmph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=35ft; eave=5ft; CaL 11; Exp C; enclosed; MWFRS (all heights) and C-C Interior(l) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=531, 11=639. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 Ib down at 22-5-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or back (B). Continued on page 2 Job Truss Truss Type Qty Ply Ml 9037/CHAPEL/ranee ENGINEERING ABIF COMMON 4 1 Job Reference (optional) Califomia TrusFrame LLC, Perns, CA. 92570 LOADCASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7—68, 7-9=-68, 9-10—68, 11-17=-20 Concentrated Loads (lb) Vert: 25=-76(F) 14) 1st Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7=-28, 7-9-28, 9-10-28, 11-17=-20 Concentrated Loads (lb) Vert: 2-250 25=-75(F) 15) 2nd Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7=-28, 7-9-28, 9-10-28, 11-17-20 Concentrated Loads (lb) Vert: 20=-250 26=-75(F) 16) 3rd Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7-28, 7-9-28, 9-10-28, 11-17=-20 Concentrated Loads (lb) Vert: 21-250 25=-75(F) 17) 4th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7=-28, 7-9-28, 9-10=-28, 11-17-20 Concentrated Loads (lb) Vert: 22=-260 26=-75(F) 18) 5th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-7-28, 7-9-28, 9-10=-28, 11-17=-20 Concentrated Loads (lb) Vert: 23-260 25-75(F) 19) 6th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7-28, 7-9-28, 9-10-28, 11-17-20 Concentrated Loads (lb) Vert: 24-250 25=-76(F) 20) 7th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7=-28, 7-9=-28, 9-10=-28, 11-17=-20 Concentrated Loads (lb) Vert: 9=-250 26=-76(F) 21) 8th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-7=-28, 7-9-28, 9-10=-28, 11-17=-20 Concentrated Loads (lb) Vert: 2=-250 26=-76(F) 22) 9th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7=-28, 7-9-28, 9-10-28, 11-17-20 Concentrated Loads (lb) Vert: 2=-250 25=-75(F) 23) 10th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-7-28, 7-9-28, 9-10-28, 11-17=-20 Concentrated Loads (lb) Vert: 3=-250 25=-75(F) 24) 11th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7—28, 7-9—28, 9-10=-28, 11-17=-20 Concentrated Loads (lb) Vert: 6=-260 25-75(F) 25) 12th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7-28, 7-9-28, 9-10=-28, 11-17-20 Concentrated Loads (lb) Vert: 7=-250 26=-76(F) 26) 13th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-7-28, 7-9-28, 9-10=-28, 11-17=-20 Concentrated Loads (lb) Vert: 8=-250 25=-75(F) 7.600 s Oct 23 2013 MiTek Industries, Inc. Mon May 12 11:20:05 2014 Page2 ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-of0cLzSvxymnqqJPka7SC16Ts_QLJ_GiCAuqH3zHECe Job Truss Tmss Type Qty Ply M19037/CHAPEL/ranee ENGINEERING AB1G GABLE 1 1 Job Reference (optional) California TrusFrame LLC, Peris, CA. 92570 -2-3-0 14-6-10 7,500 s Oct 23 2013 MiTek Industries, Inc. Mon May 12 11:45:11 2014 Pagel ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-iN0yPwgaGgV6WGSrys8dEcUwe3WCA?rNWTiX8mzHDr6 22-5-5 I 30-3-7 , 35-1-10 , 37-4-10 7-8-12 7-10-11 4-10-3 2-3-0 Scale = 1:64.9 Plate Offsets (X,Y): [2:Edge,0-1-6], [3:0-5-0,Edge], [6:0-4-8,0-4-8], [7:0-2-12,0-2-81, [10:0-4-0,Edpel, [26:0-3-0,0-3-0] LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code 1BC2009/TPI2007 CSI TC 0.60 BC 0.48 WB 0.93 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.04 12 n/r 180 Vert(TL) -0.08 12 n/r 120 Horz(TL) 0.04 13 n/a n/a Wind(LL) -0.00 11 n/r 120 PLATES GRIP MT20 220/196 M18SHS 220/195 Weight: 356 Ib FT = 20% 2-5-5 8-8-4 17-2-15 22-0-8 26-8-12 35-1-10 2-5-5 6-2-15 8-6-10 4-9-9 4-8-4 8-4-14 LUMBER TOP CHORD 2x4 DF No.l&Btr G 'Except* T6,T7,T8: 2x6 DF No.2 G BOTCHORD 2x4 DF No.l&BtrG WEBS 2x4 DF Stud/STD G *Except* W4,W5: 2x4 DF No.l&Btr G, EV2: 2x6 DF No.2 G OTHERS 2x4 DF Stud/STD G WEDGE Left: 2x4 DF Stud/STD BRACING TOP CHORD BOTCHORD WEBS JOINTS Structural wood sheathing directly applied or 3-5-4 oc purlins, except end verticals. Rigid ceiling directly applied or 3-10-7 oc bracing. 1 Row at midpt 6-31, 8-26 1 Brace at Jt(s): 40, 41 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance witn Stabilizer Installation guide. FORCES (lb). TOP CHORD BOTCHORD REACTIONS All bearings 35-1 -6. (lb) - Max Horz2=358(LC22) Max Uplift All uplift 100 Ib or less at joint(s) 23, 35, 14 except 2=-1396(LC 24), 31=-1716(LC 24), 26=-381(LC 24), 19=-979(LC 25), 13=-1148(LC 25), 27=-324(LC 25), 36=-300(LC 19) Max Grav All reactions 260 Ib or less atioint(s) 22, 23, 24, 25, 28, 29, 30, 32, 33, 34, 35, 21, 20, 18, 17, 16, 15, 14 except 2=1311(LC 33), 31 = 1677(LC 33), 26=401(LC 16), 19=1084(LC 14), 13=1062(LC 32), 27=568(LC 14), 36=353(LC 20) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3-3013/2886, 3-4-2661/2558, 4-82=-2416/2318, 5-82=-1960/1885, 6-83-1497/1461, 6-83-373/422, 6-84-1978/1983, 84-85-1117/1166, 8-85-922/1090, 8-86-1488/1628, 9-86-667/764, 9-87-977/1060, 10-87-520/581, 11-13-357/349, 7-27-613/618 2-36=-2824/2828, 36-36—1814/1819, 34-35—1263/1268, 33-34—712/661, 32-33=-640/644, 31-32—1018/1022, 30-31—841/832, 29-30=-587/678, 28-29—1193/1184, 27-28-2814/2805, 26-27=-2693/2635, 25-26-1907/1969, 24-25-1907/1969, 23-24=-1907/1969, 22-23=-1907/1969, 21-22=-1907/1969, 20-21 =-1907/1969, 19-20—1907/1969, 18-19=-801/833, 17-18—801/833, 16-17=-801/833, 15-16—801/833, 14-16-801/833, 13-14-801/833 WEBS 5-31-457/295, 6-31 =-2286/2312, 6-7-1018/1107, 7-26=-436/496, 26-39-987/950, 8-39-1027/989, 8-40-1558/1499, 19-40=-1554/1495, 9-19-772/841, 9-13-1216/1213, 4-36—301/241 NOTES (15) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; llOmph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=35ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C interior(l) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D0L=1.33 plate grip D0L=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TP11. 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) All plates are MT20 plates unless othenA/ise indicated. Continued on page 2 Job" ENGINEERING Truss AB1G I Tnjss Type I GABLE rM19037/CHAPEL/ranee Job Reference (optional) Califomia TrusFrame LLC, Perns, CA. 92570 ' 7.500 5 Oct 23 2013 MiTek Industries, Inc Mon May 12 11:45:11 2014 Page 2 ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-iN0yPwgaGgV6WGSrys8dEcUwe3WCA?rNWTiX8mzHDre NOTES (15) 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 23, 35, 14 except (jt=lb) 2=1396, 31=1716, 26=381, 19=979, 13=1148, 27=324, 36=300. 10) Non Standard bearing condition. Review required, 11) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 12) This truss has been designed for a moving concentrated load of 260.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-0-0 for 413.4 plf. 14) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOADCASE(S) Standard Job Truss Taiss Type Qty PV M19037/CHAPEL/ranee ENGINEERING AB2 COMMON 1 1 Job Reference (optional) ! California TrusFrame LLC, Penis, CA, 92570 -2-3-0 6-7-3 14-6-10 7,500 s Oct 23 2013 MiTek Industries, Inc. Mon May 12 11:08:45 2014 Paget ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-jqwYdSDN405GFKKjvmw?eeylGsJ_RddrNAsQTzHENG 22-5-5 , 25-6-10 , 32-4-10 , 35-1-10 , 37-4-10 2-3-0 7-10-11 2-9-0 ' 2-3-0 Scale = 1:64.9 Camber = 9/16 in 5x8 I 5x8 = 4x6 = 6x8 = 4x12 = 2x4 1 5x5 = 8-8-4 , 17-2-10 i 25-6-10 32-4-10 1 35-1-10 , 1 8-8-4 ' 8-6-5 1 8-4-0 6-10-0 ' 2-9-0 ' Plate Offsets (X,Y): [2:Edge,0-1-10], [6:0-7-10,0-2-8], [10:0-2-8,Edge], [13:0-2-4,0-2-12] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) -0.21 15-16 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.74 16-17 >563 240 BCLL 0.0 • Rep Stress Incr YES WB 0.66 Horz(TL) 0.18 13 n/a n/a BCDL 10.0 Code 1BC2009/TPI2007 (Matrix-M) Wind(LL) 0.23 16-17 >999 240 Weight: 216 Ib FT = 20% Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 10-13 LUMBER BRACING TOP CHORD 2x4 DF No.l&Btr G 'Except* TOP CHORD T9: 2x6 DF SS G BOTCHORD 2x4 DF No.l&BtrG BOTCHORD WEBS 2x4 DF Stud/STD G 'Except* WEBS W4,W5: 2x4 DF No.l&BtrG, EV2,W7,W10: 2x6 DF No.2 G WEDGE Left: 2x4 DF Stud/STD REACTIONS (lb/size) 2=1867/0-5-8 (min. 0-2-0), 13=2503/0-6-8 (min. 0-2-11) Max Horz2=303(LC 8) Max Uplift2=-631(LC 9), 13=-539(LC 9) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 260 (Ib) or less except when shown. TOP CHORD 2-21 =-4067/880, 3-21-3958/910, 3-4—3798/841, 4-22-3733/846, 5-22-3724/860, 5-6-3664/861, 6-23-3040/744, 7-23=-2940/766, 7-8=-2912/786, 8-24-2473/650, 9- 24-2512/633, 9-26-2403/551, 10-25-2547/533, 11-13=-313/378 BOT CHORD 2-17-749/3755, 16-17=-584/3243, 16-27=-190/2070, 27-28-190/2070, 28-29=-190/2070, 15-29-190/2070, 14-16=-63/1267, 13-14-65/1264 WEBS 3-17—306/203, 6-17—36/559, 6-16—923/417, 8-16=-314/1230, 8-15=-94/742, 10- 13—2592/339, 9-16—999/251, 10-15=-181/1239 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-06; llOmph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=35ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Interior(l) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = lO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 531 Ib uplift at joint 2 and 639 Ib uplift at joint 13. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 MiTek recommends that Stabilizers and required cross bracing be installed during truE.<; erection, in accordance with Stabilizer Installation guide. Job Taiss Tmss Type Qty Ply Ml 9037/CHAPEL/ranee ENGINEERING AB2 COMMON 1 1 Job Reference (optional) 7.500 sOrt 23 2013_MiTek lnd_lJStnes, Inc. Mon M_ay 12 1J:08:45 2014 P^^e 2 Califomia TrusFrame LLC, Perris, CA, 92570 ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-jqwYdSDN405GFKKjvmw?eeylGsJ_RddrNAsQTzHeNG NOTES (14) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 Ib down at 32-4-0, and 200 lb down at 25-6-0 on top chord, and 76 Ib down at 22-5-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or back (B). LOADCASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Unitorm Loads (pl^ Vert: 1-8=-68, 8-9—68, 9-10—143(F=-76), 10-11—68, 11-12=-68, 13-18—20 Concentrated Loads (lb) Vert: 10=-200(F) 9=-200(F) 28-76(F) 14) 1st Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8-28, 8-9=-28, 9-10=-103(F=-75), 10-11=-28, 11-12-28, 13-18-20 Concentrated Loads (lb) Vert: 10=-200(F) 2=-250 9=-200(F) 28=-75(F) 15) 2nd Moving Load: Lumber lncrease=1.25, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-8-28, 8-9-28, 9-10=-103(F=-75), 10-11=-28, 11-12-28, 13-18=-20 Concentrated Loads (lb) Vert: 10=-200(F) 9=-200(F) 21=-250 28=-75(F) 16) 3rd Moving Load: Lumber lncrease=1.26, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-8=-28, 8-9—28, 9-10=-103(F=-75), 10-11=-28, 11-12—28, 13-18—20 Concentrated Loads (lb) Vert: 10=-200(F) 9=-200(F) 22=-250 2B=-75(F) 17) 4th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-8=-28, 8-9—28, 9-10=-103(F=-75), 10-11=-28, 11-12—28, 13-18—20 Concentrated Loads (lb) Vert: 10=-200(F) 9=-200(F) 23=-250 28=-75(F) 18) 5th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8=-28, 8-9-28, 9-10=-103(F=-75), 10-11-28, 11-12-28, 13-18-20 Concentrated Loads (lb) Vert: 10-200(F) 9=-200(F) 24=-250 28=-75(F) 19) 6th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8-28, 8-9=-28, 9-10=-103(F=-76), 10-11-28, 11-12-28, 13-18=-20 Concentrated Loads (lb) Vert: 10=-200(F) 9=-200(F) 25=-250 28=-76(F) 20) 7th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8—28, 8-9—28, 9-10=-103(F=-76), 10-11=-28, 11-12=-28, 13-18—20 Concentrated Loads (lb) Vert: 10=-200(F) 9=-200(F) 26=-250 28=-75(F) 21) 8th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8=-28, 8-9-28, 9-10=-103(F=-75), 10-11=-28, 11-12-28, 13-18-20 Concentrated Loads (lb) Vert: 10=-200(F) 11 =-250 9=-200(F) 28=-75(F) 22) 9th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1.8=-28, 8-9-28, 9-10=-103(F=-75), 10-11-28, 11-12-28, 13-18=-20 Concentrated Loads (lb) Vert: 10=-200(F) 2-260 9=-200(F) 28=-76(F) 23) 10th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8-28, 8-9-28, 9-10=-103(F-75), 10-11=-28, 11-12-28, 13-18=-20 Concentrated Loads (lb) Vert: 10=-2DO(F) 2=-250 9=-20D(F) 28=-75(F) 24) 11th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8=-28, 8-9-28, 9-10=-103(F=-75), 10-11=-28, 11-12-28, 13-18-20 Concentrated Loads (lb) Vert: 10—200(F) 3-260 9=-200(F) 28-75(F) 25) 12th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8-28, 8-9-28, 9-10=-103(F~75), 10-11-28, 11-12-28, 13-18-20 Concentrated Loads (lb) Vert: 10=-200(F) 6=-260 9=-200(F) 28=-75(F) 26) 13th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8-28, 8-9=-28, 9-10=-103(F=-75), 10-11-28, 11-12-28, 13-18=-20 Concentrated Loads (lb) Vert: 8=-250 10-200(F) 9=-200(F) 28=-75(F) Continued on page 3 Job Truss Truss Type Qty Ply M19037/CHAPEL/ranee ENGINEERING AB2 COMMON 1 1 Job Reference (optional) California TrusFrame LLC, Perris, CA, 92570 7.500 s Oct 23 2013 MiTek Industries, Inc Mon May 12 11:06:46 2014 Page 3 ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-jqwYdSDN406GFKKjvmw?eeylGsJ_RddrNAsQTzHENG LOAD CASE(S) 27) 14th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-8=-28, 8-9=-28, 9-10=-103(F=-75), 10-11=-28, 11-12=-28, 13-18=-20 Concentrated Loads (Ib) Vert: 10=-200(F) 9=-450(F=-200) 28=-75(F) 28) 15th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8—28, 8-9—28, 9-10=-103(F=-75), 10-11—28, 11-12—28, 13-18=-20 Concentrated Loads (lb) Vert: 10=-450(F=-200) 9=-200(F) 28=-76(F) ENGINEERING Truss Type GABLE Qtr 1 PIT Tnjss AB2G M19037/CHAPEL/ranee Job Reference (optional) Califomia TrusFrame LLC, Perris, CA. 92570 , -2-3-0 , 7-0-15 14-3-5 7.600 s Oct 23 2013 MiTek Industries, Inc Mon May 12 13:16:15 2014 Page 1 ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-jZ9ZBFoyUUvq1z9_20Ayhsof?dG?OFneyZlfv3zHCVk 22-5-5 , 25-6-10 _| 32-4-10 , 35-1-10 , 37^10 8-2-0 3-1-5 6-10-0 2-9-0 2-3-0 Scale: 3/16"=1 Camber = 1/4 in 5x6 = 1392 ^2 9-0-3 9-0-3 17-2-10 25-6-10 Plate Offsets (X,Y): [2:0-8-7,Edge], [4:0-2-12,0-5-0], 8-2-7 ' "8?^ 3:0-4-0,Edge], [12:0-3-0,0-2-0], [19:0-2-0,0-3-0], [26:0-2-8,0-3-4] 26-8-12 '1-2-2' 32-4-10 35-1-10 5-7-14 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TP12007 CSI TC 0.71 BC 0.84 WB 0.72 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) -0.14 26-27 -0.40 26-27 -0.05 2 0.21 26-27 l/defl L/d >999 360 >530 240 n/a n/a >999 240 PLATES GRIP MT20 220/195 Weight: 374 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 G 'Except* T2,T3: 2x4 DF No.l&BtrG BOTCHORD 2x4 DF No.l&BtrG WEBS 2x4 DF Stud/STD G *Except* W4,W5,W16: 2x4 DF No.l&Btr G, EV2: 2x6 DF No.2 G OTHERS 2x4 DF Stud/STD G WEDGE Left: 2x6 DF SS BRACING TOP CHORD BOTCHORD WEBS JOINTS Structural wood sheathing directly applied or 3-10-1 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 3- 9-2 oc bracing: 2-27 5-0-7 oc bracing: 26-27 4- 6-11 oc bracing: 25-26 4-9-3 oc bracing: 12-13. 1 Row at midpt 7-19 1 Brace at Jt(s): 33, 34 REACTIONS All bearings 17-5-8 except Ot=length) 2=2-5-8. (Ib) - Max Horz 26=2184(LC 23) Max Uplift All uplift 100 lb or less at joint(s) 23, 21, 15, 13 except 19=-1692(LC 24), 12=-2192(LC 26), 2=-1674(LC 24), 20=-192(LC 24), 14=-329(LC 33), 24=-613(LC 15), 25=-846(LC 24) Max Grav All reactions 260 Ib or less at joint(s) 22, 23, 21, 18, 17, 16, 15, 13 except 19=2330(LC 15), 12=2003(LC 22), 2=1787(LC 16), 20=564(LC 48), 14=360(LC 24), 24=494(LC 24), 26=1029(LC 15) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-85-3999/3532, 3-85=-3324/2706, 3-86=-2630/2194, 4-86-1729/1411, 4-87—911/955, 5-87-949/1110, 5-88=-836/1303, 6-88-1154/1597, 6-89=-1432/1741, 7-89-2179/2669, 7-90-842/920, 8-90-590/772, 8-9-532/607, 10-12-380/410 BOT CHORD 2-91 =-3228/3774, 27-91-1707/2360, 26-27=-1623/1921, 25-26-1959/2067, 18- 19=-1172/1123, 17-18=-1172/1123, 16-17-1172/1123, 15-16=-1172/1123, 14-15=-1172/1123, 13-14=-1172/1123, 13-92—1172/1123, 12-92—1967/1918 WEBS 3-27-431/231, 4-27-167/664, 4-26-858/408, 6-26-609/916, 5-33=-1200/292, 19- 33-1218/280, 7-19=-1939/1888, 7-34-2922/3160, 12-34=-2645/2850, 6-33-667/199, 20- 33=-543/212, 8-34-392/107, 14-34=-363/285 NOTES (15) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; llOmph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=35ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C Interior(l) zone; cantilever lefl and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TP11. 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Job ENGINEERING Tmss AB2G Truss Type GABLE PIF M19037/CHAPEL/ranee Job Reference (optional) Califomia TrusFi-ame LLC, Pen-is, CA, 92570 7,500 s OcfSS 2013 MiTek Industries, inc Mon May 12 13:16:16 2014 Page 2 ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-jZ9ZBFoyUUvq1z9_20Ayhsof?dG?OFneyZlfv3zHCVk NOTES (17) 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 23, 21, 15, 13 except (jt=lb) 19=1692,12=2192, 2=1574, 20=192, 14=329, 24=613, 25=846. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 10) This truss has been designed for a moving concentrated load of 260.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-0, 33-7-0 to 35-1-10 for 2072.2 plf. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 Ib down at 32-4-0, and 200 Ib down at 25-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5-68, 5-10=-68, 10-11=-68, 2-12=-20 Concentrated Loads (lb) Vert: 6=-200(F) 8=-200(F) 36) 1st Moving Load: Lumber lncrease=1.25, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-5=-28, 5-10=-28, 10-11-28, 2-12=-20 Concentrated Loads (lb) Vert: 6=-200(F) 8=-200(F) 85-250 37) 2nd Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6=-28, 5-10-28, 10-11-28, 2-12-20 Concentrated Loads (lb) Vert: 6=-200(F) 8=-200(F) 86=-260 38) 3rd Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6=-28, 6-10-28, 10-11-28, 2-12-20 Concentrated Loads (lb) Vert: 6=-200(F) 8=-200(F) 87=-260 39) 4th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5-28, 5-10=-28, 10-11-28, 2-12=-20 Concentrated Loads (lb) Vert: 6=-200(F) 8=-200(F) 88=-250 40) 5th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-6—28, 5-10=-28, 10-11—28, 2-12—20 Concentrated Loads (lb) Vert: 6=-200(F) 8=-200(F) 89-250 41) 6th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5-28, 5-10-28, 10-11-28, 2-12-20 Concentrated Loads (lb) Vert: 6=-200(F) 8=-200(F) 90=-250 42) 7th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5-28, 5-10=-28, 10-11-28, 2-12-20 Concentrated Loads (lb) Vert: 9=-260 6=-200(F) 8—200(F) 43) 8th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-5=-28, 6-10-28, 10-11-28, 2-12-20 Concentrated Loads (lb) Vert: 10-250 6=-200(F) 8=-200(F) 44) 9th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-5-28, 5-10-28, 10-11-28, 2-12-20 Concentrated Loads (lb) Vert: 2=-250 6=-200(F) 8=-200(F) 45) 10th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-28, 6-10=-28, 10-11=-28, 2-12=-20 Concentrated Loads (lb) Vert: 3=-250 6=-200(F) 8=-200(F) 46) 11th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Continued on page 3 \Job ! ENGINEERING Truss Truss Type Qty Ply M19037/CHAPELy ranee AB2G GABLE 1 1 Job Reference (optional) Califomia TrusFrame LLC, Penis, CA, 92570 LOAD CASE(S) Uniform Loads (plf) Vert: 1-5—28, 5-10=-28, 10-11—28, 2-12—20 Concentrated Loads (Ib) Vert: 4=-250 6=-200(F) 8=-200(F) 47) 12th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6-28, 5-10-28, 10-11-28, 2-12-20 Concentrated Loads (lb) Vert: 6=-260 6=-200(F) 8=-200(F) 48) 13th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-28, 5-10=-28, 10-11—28, 2-12=-20 Concentrated Loads (lb) Vert: 6=-460(F=-200) 8=-200(F) 49) 14th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-28, 6-10=-28, 10-11 =-28, 2-12=-20 Concentrated Loads (lb) Vert: 7=-260 6=-200(F) 8-200(F) 50) 15th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-28, 5-10-28, 10-11-28,2-12-20 Concentrated Loads (lb) Vert: 6-200(F) 8=-450(F=-200) 7.600 s Oct 23 2013 MiTek Industries, Inc Mon May 12 13:16:15 2014 Page 3 ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-jZ9ZBFoyUUvq1z9_20Ayhsof?dG?OFneyZlfv3zHCVk ^b Tmss Tmss Type Uty [Ply Ml 9037/CHAPEL/ranee ENGINEERING AB3 COMMON 1 1 Job Reference (optional) Califomia TrusFrame LLC, Perris, CA. 92570 -2-3-0 , 6-7-3 , 14-6-10 7.500 s Oct 23 2013 MiTek Industries, Inc, Mon May 12 11:31:37 2014 Pagel ID:Xu8x2NJWI?Cqgy6VFucd6gxzJD8C-YnqDaaq_z2ycsADPHvXkFynjKwctSuCZKqWSZyzHElq 19-10-0 , 22-5-5 , 32-4-10 , 35-1-10 , 37-4-10 , 2-3-0 6-7-3 7-11-7 5-3-6 2-7-5 ' 9-11-5 ' 2-9-0 ' 2-3-0 ' Scale: 3/16"=1 Camber = 11/16 in 2x4 11 27 7 28 5x12 8-8-4 19-10-0 32-4-10 35-1-10 8-8-4 8-6-5 2-9-0 Plate Offsets (X,Y): [2:0-0-3,0-1-12], [3:0-4-0,0-2-4], [5:0-5-14,0-1-12], [8:0-3-12,Edgel, [10:0-2-14,0-2-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0,96 Vert(LL) -0.18 16-17 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.89 16-17 >470 240 BCLL 0.0 * Rep Stress Incr YES WB 0.81 Horz(TL) 0.20 12 n/a n/a BCDL 10.0 Code 1BC2009/TPI2007 (Matrix-M) Wind(LL) 0.23 16-17 >999 240 WeighL 236 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.l&BtrG'Except* TOP CHORD T9: 2x6 DF SS G BOT CHORD BOT CHORD 2x4 DF No.l&BtrG WEBS WEBS 2x4 DF Stud/STD G *Except' JOINTS W4,W5: 2x4 DF No.l&Btr G, W7,W12,W13: 2x6 DF No.2 G OTHERS 2x4 DF No.l&BtrG SLIDER Left 2x8 DF No.2-G 6-11-0 REACTIONS (lb/size) 2=2000/0-5-8 (min. 0-2-2), 12=2287/0-5-8 (min. 0-2-7) Max Horz 2=303(LC 8) Max Uplift2=-544(LC 9), 12=-532(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-23-4411/868, 2-24=-4522/924, 3-24=-4462/940, 3-26-4250/851, 4-25—4177/856, 4-5-4112/880, 6-26-3393/735, 6-26-3296/760, 6-27-3267/798, 7-27-3177/809, 7-28=-2436/648, 8-28=-2589/630, 8-29=-2332/546, 29-30=-2470/644, 9-30=-2535/528, 9- 31-1266/341, 10-31-1318/328, 10-12-2257/585 BOT CHORD 2-17=-791/4269, 16-17-539/3512, 15-16-183/2346, 15-32-183/2346, 14-32-183/2346, 13-14=-83/1218 WEBS 3-17=-428/257, 6-17—100/683, 5-16—878/355, 16-18=-323/1276, 7-18=-352/1414, 10- 13=-271/1997, 8-14=-758/236, 9-13—1516/264, 9-14-159/1422, 6-18-272/100 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; 110mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=40ft; L=35ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C-C lnterior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = lO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=544, 12=532. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 7-14 1 Brace at Jt(s): 18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Job Tmss Truss Type [Qty Ply M19037/CHAPEL/ranee ENGINEERING AB3 COMMON jl 1 Job Reference (optional) CaliforniaTnjsFrame LLC, Perris, CA, 92670 " 7.600 s Oct23 2013 MiTek Industries, Inc Mon May 12 11:31:372014 Page 2 ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-YnqDaaq_zZycsADPHvXkFynjKwctSuCZKqWSZyzHE1q NOTES (14) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down at 26-7-4, and 200 Ib down at 20-0-12 on top chord The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or back (B). LOADCASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6=-68, 6-7=-143(F=-75), 7-29=-143(F=-75), 10-29-68, 10-11-68, 12-19-20 Concentrated Loads (Ib) Vert: 6=-200(F) 29=-200(F) 14) 1st Moving Load: Lumber lncrease=1.26, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6—28, 6-7=-103(F—76), 7-29=-103(F—75), 10-29=-28, 10-11=-28, 12-19=-20 Concentrated Loads (lb) Vert: 6=-200(F) 23-260 29=-200(F) 15) 2nd Moving Load: Lumber lncrease=1.26, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6—28, 6-7—103(F=-76), 7-29—103(F=-75), 10-29—28, 10-11=-28, 12-19—20 Concentrated Loads (lb) Vert: 6=-200(F) 24-250 29-200(F) 16) 3rd Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6=-28, 6-7-103(F=-75), 7-29=-103(F=-75), 10-29=-28, 10-11-28, 12-19-20 Concentrated Loads (Ib) Vert: 6=-200(F) 26-250 29=-200(F) 17) 4th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-6=-28, 6-7=-103(F=-76), 7-29-103(F=-76), 10-29-28, 10-11=-28, 12-19=-20 Concentrated Loads (Ib) Vert: 6-200(F) 26-250 29=-200(F) 18) 5th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6-28, 6-7=-103(F=-76), 7-29=-103(F=-75), 10-29=-28, 10-11=-28, 12-19-20 Concentrated Loads (Ib) Vert: 6=-200(F) 27=-250 29=-200(F) 19) 6th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-6-28, 6-7-103(F=-76), 7-29-103(F=-75), 10-29-28, 10-11=-28, 12-19-20 Concentrated Loads (lb) Vert: 6=-200(F) 28-250 29=-200(F) 20) 7th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6=-28, 6-7=-103(F=-76), 7-29=-103(F=-75), 10-29=-28, 10-11=-28, 12-19-20 Concentrated Loads (lb) Vert: 6=-200(F) 29=-200(F) 30=-250 21) 8th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6-28, 6-7=-103(F=-75), 7-29-103(F=-75), 10-29-28, 10-11-28, 12-19-20 Concentrated Loads (Ib) Vert: 6=-200(F) 29=-200(F) 31-260 22) 9th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6-28, 6-7-103(F=-75), 7-29=-103(F=-75), 10-29-28, 10-11=-28, 12-19-20 Concentrated Loads (lb) Vert: 10-250 6=-200(F) 29-200(F) 23) 10th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6=-28, 6-7=-103(F-76), 7-29-103(F=-75), 10-29=-28, 10-11-28, 12-19-20 Concentrated Loads (lb) Vert: 2-250 6=-200(F) 29=-200(F) 24) 11th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6-28, 6-7-103(F=-75), 7-29-103(F=-76), 10-29-28, 10-11-28, 12-19-20 Concentrated Loads (Ib) Vert: 6=-200(F) 20=-250 29=-200(F) 25) 12th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6=-28, 6-7=-103(F=-75), 7-29=-103(F=-76), 10-29=-28, 10-11=-28, 12-19=-20 Concentrated Loads (lb) Vert: 3=-250 6=-200(F) 29=-200(F) 26) 13th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6=-28, 6-7-103(F=-76), 7-29-103(F=-75), 10-29-28, 10-11=-28, 12-19=-20 Concentrated Loads (lb) Vert: 5=-250 6=-200(F) 29=-200(F) Continued on page 3 Truss AB3 Truss Type COMMON TPT Job ENGINEERING M19037/CHAPEL/ranee Job Reference (optional) Califomia TrusFrame LLC, Perns, CA. 92570 7.500 s Oct 23 2013 MiTek Industries, Inc. Mon May 12 11:31:37 2014 Page 3 ID:Xu8x2NVVt?Cqgy6VFucd6gxzJD8C-YnqDaaq_zZycsADPHvXkFynjKwctSuCZKqWSZyzHE1q LOAD CASE(S) 27) Mth Moving Load: Lumber lncrease=1.26, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6—28, 6-7—103(F—75), 7-29—103(F=-75), 10-29—28, 10-11=-28, 12-19—20 Concentrated Loads (lb) Vert: 6=-450(F=-200) 29=-200(F) 28) 16th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-6=-28, 6-7-103(F=-75), 7-29-103(F=-75), 10-29-28, 10-11-28, 12-19-20 Concentrated Loads (Ib) Vert: 7-260 6=-200(F) 29=-200(F) 29) 16th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-6-28, 6-7=-103(F=-75), 7-29=-103(F-75), 10-29-28, 10-11-28, 12-19-20 Concentrated Loads (Ib) Vert: 8=-250 6=-200(F) 29=-200(F) 30) 17th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-6=-28, 6-7-103(F=-75), 7-29=-103(F=-76), 10-29=-28, 10-11=-28, 12-19=-20 Concentrated Loads (Ib) Vert: 9-260 6=-200(F) 29=-200(F) Job Tmss Tmss Type Qty Ply M19037/CHAPEL/ranee ENGINEERiNG AB4 COMMON 2 1 Job Reference (optional) California TrusFrame LLC, Pemis, CA, 92570 7.500 s Oct 23 2013 MiTek Industries, Inc Mon May 12 13:49:41 2014 Pagel ID:Xu8x2NWt?Cqgy6VFucd8gxzJD8C-_UNvCA4E4qeChFWWZh9M?utQkFuoPY0vEfDoKozHC0O 17-9-0 22-5-5 : 30-1-0 30-1-10 35-1-10 37-4-10 3-2-6 ' 4-8-6 ' 7-7-11 0-dlO 5-0-0 ' 2-3-0 Scale = 1:64.9 Camber - 3/4 in 4.00 nr -+-Plate Offsets (X,Y): [2:Edge,0-1-14], [6:0-4-14,Edge], [10:0-4-0,Edge], [13:0-2-4,0-2-12] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.18 16-17 >999 360 MT20 220/196 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.94 14-16 >446 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.55 Horz(TL) 0.17 13 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 0.23 16-17 >999 240 Weight: 214 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G 'Except* T6: 2x6 DF SS G BOT CHORD 2x4 DF No.l&Btr G WEBS 2x4 DF Stud/STD G *Except* W4,W5: 2x4 DF No.l&Btr G, EV2,W7,W8: 2x6 DF No.2 G W9: 2x6 DF No.3 G WEDGE Left: 2x4 DF Stud/STD REACTIONS (lb/size) 2=1815/0-5-8 (min. 0-1-15), 13=1860/0-5-8 (min. 0-2-0) Max Horz2=303(LC 8) Max Uplift2=-631(LC 9), 13=-539(LC 9) TOP CHORD Structural wood sheathing directly applied or 2-1-16 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-6-6 oc bracing. WEBS 1 Row at midpt 8-14,9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb). TOP CHORD BOTCHORD WEBS Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. 2-24=-3924/892, 3-24=-3830/922, 3-4=-3665/837, 4-25=-3569/841, 5-25=-3554/842, 5-6=-3513/867, 6-26=-2874/736, 7-26=-2832/753, 7-27=-2790/793, 8-27=-2761/807, 8-28-1772/659, 9-28-1862/538, 11-13=-381/357 2- 17-762/3634, 16-17-534/3020, 15-16=-192/1803, 15-30=-192/1803, 14-30-192/1803, 13-14-191/1386 3- 17-331/248, 6-17-79/589, 6-16=-849/329, 16-18-334/1336, 8-18-334/1475, 8-14-250/81, 9-14=0/541, 9-13-2053/441 NOTES (12) 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; HOmph; TCDL=8.4psf; BCDL=6.0psf; h=26ft; B=40ft; L=36ft; eave=5ft; CaL 11; Exp C; enclosed; MWFRS (all heights) and C-C Interior(l) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1,33 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=531, 13=539. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TP11. 9) This truss has been designed for a moving concentrated load of 250.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Job Tmss Truss Type Qty Ply M19037/CHAPEL/ranee [ ENGINEERING AB4 COMMON 2 1 1 Job Reference (optional) 7.600 s Oct 23 2013 MiTek Industries, Inc, Mon May 12 13:49:42 2014 Page 2 - .. _ California TrusFrame LLC, Perns, CA. 92570 ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-SgxlPW5tq7m3JP5j7PgbX5QbTfD18?G2TJzMsEzHC0N NOTES (12) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 Ib down at 17-11-12, and 75 Ib down at 22-5-5 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or back (B), LOADCASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-8-68, 8-11-68, 11-12=-68, 13-21-20 Concentrated Loads (lb) Vert: 15=-200(F) 30-75(F) 14) 1st Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8=-28, 8-11=-28, 11-12=-28, 13-21=-20 Concentrated Loads (lb) Vert: 2-250 15=-200(F) 30=-75(F) 16) 2nd Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8-28, 8-11=-28, 11-12=-28, 13-21=-20 Concentrated Loads (Ib) Vert: 16=-200(F) 24-250 30=-76(F) 16) 3rd Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8-28, 8-11-28, 11-12-28, 13-21=-20 Concentrated Loads (lb) Vert: 15=-200(F) 25=-260 30=-75(F) 17) 4th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8=-28, 8-11=-28, 11-12=-28, 13-21-20 Concentrated Loads (lb) Vert: 15=-200(F) 26=-250 30=-75(F) 18) 5th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-8—28, 8-11=-28, 11-12=-28, 13-21—20 Concentrated Loads (lb) Vert: 15=-200(F) 27=-250 30=-75(F) 19) 6th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8=-28, 8-11-28, 11-12-28, 13-21-20 Concentrated Loads (lb) Vert: 16=-200(F) 28=-260 30=-76(F) 20) 7th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8-28, 8-11-28, 11-12-28, 13-21-20 Concentrated Loads (lb) Vert: 16-200(F) 29-250 30=-75(F) 21) 8th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8-28, 8-11=-28, 11-12-28, 13-21-20 Concentrated Loads (lb) Vert: 11-250 16=-200(F) 30=-75(F) 22) 9th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.25 Uniform Loads (plf) Vert; 1-8=-28, 8-11-28, 11-12=-28, 13-21-20 Concentrated Loads (lb) Vert: 2-250 15=-200(F) 30=-75(F) 23) 10th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8=-28, 8-11=-28, 11-12-28, 13-21-20 Concentrated Loads (lb) Vert: 2=-250 16=-200(F) 30=-76(F) 24) 11th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8-28, 8-11=-28, 11-12=-28, 13-21-20 Concentrated Loads (Ib) Vert: 3=-250 15=-200(F) 30=-75(F) 26) 12th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.26 Uniform Loads (plf) Vert: 1-8-28, 8-11 =-28, 11-12-28, 13-21-20 Concentrated Loads (lb) Vert: 6=-260 16=-200(F) 30-75(F) 26) 13th Moving Load: Lumber lncrease=1.26, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8-28, 8-11-28, 11-12-28, 13-21-20 Concentrated Loads (lb) Vert: 7=-250 15=-200(F) 30=-75(F) Continued on page 3 Job Truss Truss Type Qty Ply Ml 9037/CHAPEU ranee ENGINEERING jAB4 COMMON 2 1 Job Reference (optional) Califomia TrusFrame LLC, Perris, CA. 92570 LOAD CASE(S) 27) 14th Moving Load: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-8=-28, 8-11=-28, 11-12=-28, 13-21=-20 Concentrated Loads (Ib) Vert: 8-250 15=-200(F) 30=-75(F) 28) 15th Moving Load: Lumber lncrease=1.25, Plate lncrease=1,25 Uniform Loads (plf) Vert: 1-8-28, 8-11-28, 11-12=-28, 13-21-20 Concentrated Loads (Ib) Vert: 9-250 15=-200(F) 30=-75(F) 7.500 s Oct 23 2013 MiTek Industries, Inc Mon May 12 13:49:42 2014 Page 3 ID:Xu8x2NWt?Cqgy6VFucd6gxzJD8C-SgxlPW5tq7m3JP5j7PgbX5QbTfD18?G2TJzMsEzHC0N Master Number: £1. ^ i California Win TrusFrameLLc Transmittal Letter To: \^CX^O'bCO '^AVAQT^ Date: Address: fiPon '9\o^oeev ^V\)A W Attn: ^OTNAU Ph. #: ^^Z- o-b^A^ ~ Project Name: 5*5^ UO \-.^TNrvcrN fW(f^P>voe Location: VT\Cx-\Y-r^\CX Developer: O j ^ Please find enclosed the following documents: ^Truss Layouts and Engineering ( ^wet signed and ^dry) Truss Layouts Only Truss Engineering Only Others For Your use as indicated: v^-^or your Review and Approval ^For Submittal to Building Department For Job Site use Others Note: Truss engineering marked "Wet signed" shall be submitted to the appropriate building department after the review and approval of the Structural Engineer of Records. Remarks: Sincerely, California TrusFrame, LLC 23665 Cajaico Road, Perris, CA 92570 Phone: 951.657.7491 Fax: 951.657.0486 Web Joisr Material List and Design Data JOB NAME: North Coast Calvary Chapel-Carlsbad, CA. Job No. 14-095 Type Depth(s) (Inches) Series Qty. Pricing Len.(Ft.) Footoge (LF.) Uniforrii Loading (psf) O.C. (Inches) LDF Comber Type Depth(s) (Inches) Series Qty. Pricing Len.(Ft.) Footoge (LF.) Live Dead Part. Total O.C. (Inches) LDF Comber RT01 18 WJ24 13 27.0 351.0 20 21 -41 24 1.25 1,5DL RTOIA 18 WJ28 3 27.0 81.0 20 21 -41 24 1.25 1.5DL RT02 18 WJ24W 14 31.5 441.0 20 21 -41 24 1.25 1.5DL 18 WJ24W 4 31.5 126.0 20 21 -41 24 1.25 1.5DL RT04 18 WJ24 1 23.5 23.5 20 21 -41 24 1.25 1.5DL Total 35 Total 1022.5 ACCESSORIES 130 LF 2x4 NLS Bridging (No. 2 or Const.) Min 12' Lengths 34 Pes 2x4x20^" Blocking for 24" o/c (68 LF) 26 Pes 2x4x18%" Blocking for 24" o/c (52 LF) REChlVED 13 Pes 2x4x15' Load Transfer Blocks with Notch Ship Loose OCT 2 2 2014 CITY or CARLSBAD RNII. DING DIVISION Special Shop Materials Required for Fabrication Shop to Use 3 RT1A to Make One Triple W/L.T.B. ® EA. BTM Pin WEB JOIST PRODUCT INFORMATION 1) Description: (Series: WJ21, WJ24, WJ28, WJ21W, WJ24W or WJ28W) Version 1 Web Joist Truss per ICC-Evluation Service (ICC-ES) Report No, ESR-2504 2) Material specificotion: A) Chord members: Machine Stress Rated 2x4's or 2x6's grade marked by on approved grading agency. B) Web members: 1" dia. or dia, steel tubing ASTM A500 grode B C) Solid pins: %' or %" dio. knurled pin - ASTM A 449 & A 307 D) Bearing ongles: 13 Go. steel - ASTM A 1011 Grode 40 E) Bridging strap: 18 Go. steel 1) Description: (Series: WJ-L6) Version 2 Web Joist Truss per ICC Evaluation Sen/ice (ICC-ES) Report No. ESR-2504 2) Moterioi specification: A) Chord members: 2)i\^" Lam-Stock 8) Web members: r dia., 1^4" dio. or l/z" dio. steel tubing - ASTM A500 grode B. C) Solid pins: )i' or %" dio. knurled pin - ASTM A 449 & A 307 0) Beoring ongles: 13 Go. steel - ASTM A 1011 Grode 40 E) Bridging strop: 18 Go. steel UU -2x4 Load Transfer block 2x4 Load Transfer Block with Notch Field Install at the Nearest Bottom Pin Under Wall Load DESIGHBR-U NO. REQD* 13^^YPE^RTOl- Var 3.20 . 8/18/14 9:43 an 1 BLOG. CODE* 1 LUMBER- 1 ROHS BRDG- 2 NO. HEBS-1 SIRESS3l.25'm'l MOD-l-Q-l-O-O o.,Moajft m»j,50oo_ i2_,5o^^^^^ O^OQQQ^ _ 0.0000 080.0000 TR- 1480.5000 080.0000 BR» 080.0000 030.OOOO JOB No.- 4-14-009S NAME-N. Coast C«lvaey Chapal COOE t Wt* 2 MATCH* 0 SERIES- 3 PROFILE- 1 BR8.- TL« _3, 5gofBt- _ 5,900-0 5PA»l ?6|1, - 9, 1250IM/_TR»_. 3. SOOO^BR- DLE- O.0OOO DCL- 18.0000 DRE- 0.0000 DIST lr> 0.0000 DIST R- 3EARIH6 PIKS ( B DIST. TL- 180.5000 080.0000 Bl- 080,0000 TOP PAHEl/S {NO. 8 LENQTH)* 1822.5625 11825.0000 1822.5625 BTK PANBErS (NO. 8 LElKIH)s 1822.5625 10825.0000 1822,5625 0C= 24.00' TOP- 36.00' BTM- 5.00 ^ LIVE = 20.00 ' TOP POINr IQAOS (LB. 8 PIN) - 42.258 2 42.258 3 52.001 4 52.008 5 125.008 6 125.006 7 225.428 » BTM POINT lOAOS (LB. 8 PIN) - 364,138 9 SPAK- 320.1250 BE- 0.0000^ ANO TOP AND Bn«< 0.0000 C« 21.34 e* 6.52 tf- 24.20 2.87 L-17.63 T- 72.58 MF- 2.04 LF- 0.65 PF- 2.69 CF-2.18 I- 28 B» 28 S=14 t-13 JOB No. 4-14-0095 JOB NAME: N. Coatt Calvary Chapal Carlsbad, CA, MPS. PLANT: tfab Joist Korthwast, Corp 118 Boroveo Road Chahalifl, HA 98532 PHONE! 360-748-1173 PARALLEL TTPE RTOl M724 HORIZONTAL SPAN - 26 FI. 8.13 IH. DEPTH - 18.00 TOP TO TOP BBARINS CONDITIONS 125» ROOF - BIDG. CODE = ICC-ES * BTM. CHORD SLOPED 0.0000 IN./FT. *MAX DIST(IN,) OF PINS OFF BRG. SURFACE* * LEFT-1.25 ^ RIGHr-1.25 • T.L. DEFL. 351.0 LIN. FT.* CAMBER < / O.C. SPACING - 24.00 IN. TOP CHORD LD. - 36,00 PSF BTM CHORD LD. - 5.00 PSF TOTAL LOAD - 82.00 PLF f OR - EXTRA LOADS SHOHN BELOH 101.351^ CONTROL 2 8 HEB 19 102.22t CONTROL 5 8 PIN 7 BTM EXTRA LOADS LBS. AT TOP PIN NUMBER LBS. AI BOIM PIN NUMBER /at— - 1.13-L/ 284 ^''IN. - L/ * 13 REQD X 27.0 FT ( 42.258 2 42.258 3) [ 52.008 4)l 52.008 s)( 125.008 6)(l25.00t ?)(225.428 ll*:lVli/^.d^^.jr.J^^^^^^ REACTIONS LEFT = 1622.4 LB. ^ RIGHI = 1635.1 LB/ B -1251 I -3223 L -5043 3 -6550 S -7715 S -8490 S -8818 S -8794 S -8337 S -6912 L -5217 L -3283 \ -1904\ -1606\ -1380\ -1089\ -814\ -444\ -75\ 144\ 1087\ 1303\ 1528\ 1694 \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / 2071/ 1625/ 1408/ 1115/ 840/ 469/ 101/ -116/ -611/ -1273/ -1503/ -1674/ I. 2241 L 4192 I, 5876 8 7207 3 8206 S 8757 S 8863 S 8706 S 7680 S 6124 L 4294 L 2260 CONTKOLS l-TBNSIOM HE8 2=C0MP. WEB (L/R) 3- T+ MOU 8 PANEL 4- Ci MOM 8 PANEL 5- T+ MM. 8 PIN 6=Ct MOK. 8 PIN 7-HANKINSOM EQ. T-IENSION C-CCMPRBSSION L -1261 B / \ 2088 \ / -1920/ I. 18.00 HORIZ. 73- 4L BRG. 4-14-0095 PARALLEL TTPE RTOl HJ24 DEPTH = BEARING LOCATIONS ANGLB TOP LEFT AT ( 1- 0) TOP CHORD 13 REQ'D 1-2x4 MSR 2100f-1.8E CHORD LENGTH = 27 FI. TOP LEFT END- 3.50*^ PIN TO PIN » 26 FT. 8,13 TOP PANELS 18 22.5625 118 25.0000 18 22.5625 2 ROHS OF BRIDGING AT PANELS - BTM PINS S-O.375" 1=0,625" DRILL PATTERN TOP » 3L- CAMBER " /, <>OiH, CAMBER PLATE - 0.^32IN. BTM PANELS 18 22.5625 m2J^,f(»f3 22.5625 BTM LEFT END - 12. PIH TO PIN BTM CHORD 13 REQ'D 1-2x4 HSR 2400f-2.0E CHORD LENGTH - 26 FI. TC=» 0- 3.5 2- 2.1 4- 3.1 6- 4,1 8- 5.1 10- 6.1 12- 7.1 14- 8, 26-11.6 27- 3.1 BC- 1- 0,5 2-11.1 5- 0.1 7- 1.1 9- 2.1 11- 3.1 13- 4.1 15- 5. 26- 8.1 N. Coast Calvary Chapal ANGLB TOP RIGHI AI (14- 0) APPROVED FOR -P-RODUCTJON 3.13 IN. IN. TOP RIGHI END = 3.50 TO BRG. MAIN SPAN - 26 FT. 8.13 IN. DRILL PATTERN BIH - 3L- 78- 3L BTM RIGHT END - 12. 24 FT. IN. 8.13 IN.«^ 1 16- 9,1 18-10.1 20-11.1 23- 0.1 25- 1.1 1 17- 6,1 19- 7.1 21- 8.1 23- 9,1 25- 7.6 4-14-0095 PARALLEL TTPE RTOl FT. TUBS REQD/JOIST 1.00019- 24.59 NMBR DIA.-GA. HOLES LENGTH TOTAL HJ24 DEPTH = 18.00 .00018- 17.03 1.00016- 7.34 NMBR DIA.-GA. HOLES LENGTH N. Coast Calvary Chapel Digitally sealed by Guy A. Bennett on Septemb)er 12, 2014 1 1.00016 L-L 20.700 13 1 1.00016 L-L 19.326 13 3 1,00018 L-L 20.700 39 1 1.00018 8-L 20,700 13 13 1.00019 S-S 20.700 169 1.00018 1.00018 1.00016 1.00016 S-L L-L L-L L-L 20,700 20.700 19.326 20.700 TOTAL 13 52 13 13 Certification is to verity the Joist/Beam/Truss to carry the loads shown. The input loads and dimensions were provided by others and must ite verified and approved for the specific application by the project design professional. BI^BUWOtWT REQ'D 4-14-0095 PARALLEL TYPE RTOl HJ24 DEPTH - 18.00 O/C- 24.00 PSF TOP- 36.00 PSF BTM- 5.00 1251 ROOF PLF TOP- 72.00 PLF BTM- 10.00 _ t^OR - EXTRA LOADS SHOHN BELOH DEFLECTia MAIN N. Coast Calvary Chapal 130.861 CONTROL 1 8 HEB 3 132.31% CONTROL 1 8 HEB 1 8/18/14 9:43 an ^S EXTRA LOADS LBS. AI TOP PIH NUMBER 42.258 2 42.258 3 52.008 4 52.008 5 125.008 6 125.008 7 REACTIONS LEFT - 1410.3 LB, RIGHT - 1257.7 LB. B -1080 L -2757 L -4258 S -5444 3 -6289 3 -6743 S -6751 3 -6407 3 -5803 8 -4944 L -3821 L -2454 \ -1640\ -1345\ -1114\ -825\ -549\ -179\ 191\ 406\ 619\ 831\ 1054\ 1229 \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / 1787/ 1364/ 1141/ 850/ 574/ 204/ -165/ -379/ -594/ -805/ -1028/ -1209/ L 1933 L 3569 L 4930 S 5942 S 6620 S 6851 S 6636 S 6162 S 5429 S 4441 L 3184 L 1711 L -957 B / \ 1584 \ / -1450/ L 4-14-0095 PARALLEL TIPS RTOl O/C- 24.00 PSF TOP- 36.00 PSF BIM^ PLF TOP- 72.00 PLF BTM- 10.00 DEFLECTION MAIN SPAN - 0.69 IN. =• L/ 463 HJ24 DEPTH - 18.00 H. Coast Calvary Chapal 5,00 1251 ROOF 169,431 CONTROL 1 8 NEB 24 169.451 CONTROL 1 8 HEB 3 8/18/14 9;43 aa 1.3 REACTIONS LEFT- 1114.7 LB. RIGHI = 1114.8 LB. B -841 L -2140 I -3293 S -4198 S -4843 3 -5230 3 -5359 S -5230 S -4843 S -4199 L -3292 L -2140 \ -1272\ -1033\ -848\ -626\ -415\ -201\ 13\ 227\ 440\ 652\ 875\ 1054 \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / 1393/ 1053/ 875/ 652/ 441/ 227/ 13/ -201/ -415/ -626/ -848/ -1033/ L 1504 L 2764 L 3805 S 4576 S 5093 3 5351 8 5351 S 5093 3 4576 S 3804 L 2764 L 1504 L -841 B / \ 1393 \ / -1272/ L Digitally sealed by Guy A. Bennett on September 12, 2014 Certification is to verify the Joist/Beam/Tmss to cany the loads shown. The input loads and dimensions were provided by others and must be verified and approved for the specific application by the project design professional. JCB No.7 4-14-0095 NAME«N. Coast Calvary Chapal DESIGNER-LS NO. REQD- 3-^TYPE-RTlX' Var 3.20 8/18/14 9:49 aa CODE f CAT- 2 MATCH- 0 SERIES- 5 PROFILE- 1 BM.- 1 BLDG. CODE- 1 LUMBER- 1 ROHS BRD> 2 NO. HEBS-1 STRESS>1.2S^CA^1 MOD-1-0-1-0-0 TL- 3.5O0«"BL- 0.0000 8|AN- 26FT.- 8.1250ll>/TR- 3,5000 BR- 0.0000 TL PIE- 3.5000MW PAN- 12.500rBTM SLOPE- 0.0000 ^ 01 00001iCI>T870000 ORE- OOOO DIST L- O.OWDIST R» OOOOOO DlKi BEARING PINS i B DIST. TL- 180.5000 080.0000 TOP PANELS (HO, 8 LENGTH)- 1822.5625 11825.0000 BIH PANEI.3 (KO. 8 LENGTH)- 1822.5625 10825.0000 OC » 12.00' TOP - 155.00 • BTM - 5.00' LIVE SPAN- 320.1250 BE< C- 23.40 P» 6.70 H' BL- 080,0000 1822.5625 1822.5625 20.00/ 0.0000^ ANG TOP AND BTM> 0.0000 26.19 M- 2.87 L-17.63 I- 76.79 MF- 2.19 LE^ 0. 080,0000 TR- 1480,5000 080,0000 BR- 080.0000 080,0000 65 PF^ 2.84 CF^2.18 I- 28 B- 28 S-13 L-14 JOB No. 4-14-0095 JOB NAME: N. Coast Calvary Chapal Carlsbad, CA, MFG. PLANT: Wsb Joist Horthvest, Corp. 118 Boroveo Road Chehalla, HA 98532 PHONE: 360-748-1173 PARALLEL TTPE RIlA HJ28 HORIZONTAL SPAN - 26 FT. 8.13 IN, OEPTH - 18.00 TOP TO TOP BEARING CONDITIONS 125% ROOF - BLDG. CODE - ICC-ES BTM. CHORD SLOPED 0.0000 IH./FT. O.C, SPACING - 12.00 IN. TOP CHORD LO. - 155.00 PSF BTM CHORD LD, - 5.00 PSF TOTAL LOAD - 160.00 PLF 102.66^- 102.821^ CONTROL 5 CONTROL 5 PIN PIN *HAX DIST(IN.) OF PINS OFF BRG. SURFACE* ALLOHABLE LOAD- 164.3PSF& 164.3PLF * LEFT^,75 - RIGBT>^,'75 -* T.L. DEFL. - 1.20-L/ 267 * 3 REQD X 27.0 FT - 81.0 LIN. FT.* CAMBER »= L/.^2.0 CONTBOLS 1- IENSIOH HEB 2- COHP. TnCB(L/R) 3- 14^ MOM 8 PANEL 4- C+ MOM 8 PANEL 7 BTM 5=1+ MOM. 8 PIN 6 BTM 6-C+ MOM. 8 FIN 7=HANKIHS0N EQ. T-TEN3I0N C-CCMPRESSIW REACTIONS LEFT- 2179.4 LB. */ RIGHT - 2179,4 LB, B -1632 L -4171 L -6419 L -8186 S -9443 3-10198 3-10450 S-10198 3 -9442 S -8186 L -6419 L -4170 \ -2505\ -2037\ -1672\ -1242\ -828\ -411\ 6\ 423\ 840\ 1254\ 1686\ 2043 \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / 2704/ 2043/ 1686/ 1254/ 840/ 423/ 6/ -411/ -828/ -1241/ -1672/ -2037/ L 2937 L ^5^01 L 7429 8 8936 S 9943 8 10447 S 10447 S 9943 3 8936 8 7429 ^^^^ ^ 2937 L -1632 B / \ 2704 \ / 2505/ L /6> ^ -prcr 4-14-0095 PARALLEL TTPE RTIA BEARING LOCATIONS ANGLE TOP LEFT AI TOP CHORD 3 REQ'D TOP LEFT END - 3.50 TOP PANELS 18 22.5625 18,00 HJ28 DEPTH ( 1- 0) 1-2x4 MSR 2400£-2.0E CHORD LENGTH - 27 FT. 3.13 PIN TO PIN » 26 FI. 8.13 IH. 18 22.5625 N. Coast Calvary Chapel ANGLE TOP RIGHT AT (14- 0) WROVEDFOR PRODUCT/ON - IN. TOP RIGHT END = 3.50 ' 118 25.0000 4L- HORIZ. 63- 4L BRG, TO BRG, MAIN SPAN = DRILL PATTERN BTM 26 FT. 8.13 IN. = 3L- 7S- 3L 2 RONS OF BRIDGING AT PANELS - BTM PINS 3=0,375" L-0.625" DRILL PATTERN TOP CAMBER =1 .oO IH. CAMBER PLATE - 0. fi$ZlH. BTM PANELS 18 22.5625 108^V.?^?^ ^8 22.5625 BTM LEFT END - 12.(^6 PIN TO PIN - 24 tf./p.BO IN. BTM CHORD 3 REQ'D 1-2x4 MSR 28S0f-2.3E CHORD LENGTH - 26 FI. 8.13 IN. TC- 0- 3.5 2- 2.1 4- 3.1 6- 4.1 8- 5.1 10- 6.1 12- 7.1 14- 8.1 16- 9. 26-11.6 27-3,1 BC= 1- O.S 2-11.1 5- 0.1 7- 1.1 9- 2.1 11- 3.1 13- 4.1 IS- 5.1 17- 6.1 19- 7.1 21- 8.1 23- 9.1 25- 7.6 26- 8.1 y 18-10.1 20-11 BTM RIGHI END = 12. 1 23- 0.1 25- 1.1 4-14-0095 PARALLEL TYPE RTIA HJ28 DEPTH - 18.00 FT. TUBE REQD/JOIST 1.00019- 22.70 1.00018- 11.35 1.00016- 11.12 1,00014-3.78 NMBR DIA.-GA. HOLES LENGTH TOTAL NMBR DIA.-GA. HOLES LENGTH TOIAL 1 1.00014 L-L 20.700 3 1 1.00018 S-L 20.700 3 1 1.00016 L-L 19,326 3 2 1.00018 L-L 20.700 6 2 1.00016 L-L 20.700 6 2 1,00016 L-L 20.700 6 2 1.00018 L-l 20.700 6 1 1.00016 L-L 19.326 3 1 1.00018 S-L 20.700 3 1 1.00014 L-L 20,700 3 12 1.00019 S-8 20.700 36 Certification is to verify the Joist/Beam/Tnjss to cany the loads shown. The Input loads and dimensions were provided t)y others and must be verified and approved for ttie specific application by the project design professional. Digitally sealed by Guy A. Bennett on September 12, 2014 N. Coast Calvary Chapal BRlDGINQBiXJCKSMOT^'D z.X^±U)ADTRANSFER .uOCKSATEA.BOnOMPIN DESIGNER-LS BLDG. CODE- 1 LUMBER- 0 14'^TYPE-RT02>' NO, 1 ROHS BRPG- 2 NO. HEBS-1 STRESS-1.25 CAH-1 MOD-l-Q-l OOOO IL PTE- 3.5017 HALF PAN- 17.5000 BTM SLOPE- -0,3750 ^ OOOO 080.0000 TR- 1280.5000 080.0000 BR- 080.0000 080.OO00 JOB No.- 4-14-0095 NAME>4I. Coast Calvary Chapal CODE I CAT- 2 MATCH- 0 SERIES- 7 PROFILE- 1 BRG.- 1 TL- 3.5000'BL- 0.0000 SPAN-30FI.-10.62S0INyiR- 3.50<n) BR DLE- O.OOOO DCL- 18.000C/OU- 0.0000 DIST L- 0.0000 DIST R- BEARIN6 PIHS ( B DIST. TL- 180,5000 080.0000 BL- 080.0000 TOP PANELS (NO, 8 LENGTH)* 1827.9030 9835.OOOO 1827.9030 BTM PANELS (NO. 8 LENGTH)- 1827.9030 8835,0000 1827,9030 OC- 24,00 TOP- 36.00 BTM- 5.00 LIVE - 20.00 TOP POINT LOADS (LB. 8 PIN) - 104.008 9 104,00811 68,008 6 BTM POINT LOADS (LB. 8 PIN) - 728.008 6 SPAN- 370,6250 BE- 0.0000 ANG TOP AND BIN- -1.7899 C= 32.09 P«10.8e H« 26.17 M« 2.99 L-20.57 T= 92.70 MP- 2.29 LP« 0.65 PP« 2.94 0^.13 T« 32 B- 32 S» S L-17 Ver 3.20 8/15/14 10:57 an 0-0 JOBKo. 4-14-0095 JOB NAME: N. Coast Calvary Chapal Carlsbad, CA, MFG. PLANT: Hab Joist Horthwest, Corp 118 Boroveo Road Cbahalis, HA 98S32 PHONE: 360-748-1173 * PARALLEL TYPE RT02 HJ24H^ O.C. SPACING * HORIZONTAL SPAN - 30 FT. 10.63 IN * DEPTH - 18,00 * TOP TO TOP BEARING C(»n)IIIONS * 125% ROOF - BLOG. CODE - ICC-ES * BTM. CHORD SLOPED -0.3750 IN./FT, *MAX DIST(IN.) OF PINS OFF BRG. SURFACE* * LEFT-1.0 9 RIGHT-1. * T.L. DEFL 24.00 IN. * TOP CHORD LO. = 36,00 PSF * BTM CHORD LO. - 5.00 PSF TOTAL LOAD - 82.00 PLF + OR - EXTRA LOADS SHOHN BELOH 101.54%' CONTROL 7 8 PIN 11 BTM 102.55% , CONTROL 1 8 HEB 18 1.28-L/ 289 EXTRA LOADS LBS. AT TOP PIN NUHBER LBS, AT BTM PIN NUMBER * 14 REQD X 31.5 FT - 4^1.0 LIN. FT.* CAMBER > / .// IN. - I'/33^ 104.00811 /^68.008 6 ) CONtlWLS 1- TENSION HEB 2- COMP. •HKB(l/R) 3- T+ MOM e PANEL 4- C+ MOM e PANEL 5=1+ MOM. 8 PIN 6- C+ MOM. 8 PIN 7- HANKIN80N EQ. T-IENSIOM C-C0MPRBS8I0N 104,008 9 728.008 6 REACIKaiS LEFT - 1725.2 LB, RIGHT - 1853.4 LB. B -1781 L -4320 L -7012 L -9210 L-10903 S-12010 3-11016 3 -9507 L -7386 I -4659 L -2028 B \ -2003\ -1984\ -1661\ -1312\ -956\ 536\ 888\ 1234\ 1741\ 2045\ 2712 \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / 2517/ 2014/ 1707/ 1350/ 1005/ 554/ -839/ -1195/ -1695/ -2017/ -2159/ L 2898 L 5806 L 8256 L 10192 3 11618 3 11608 3 10351 L 8583 L 6082 L 3126 L 4-14-0095 PARALLEL TYPE RI02 HJ24H DEPTH - 18.00 BEARING LOCATIONS ANGLE TOP LEFT AT ( 1- 0) TOP CHORD 14 REQ'D 1-2x6 MSR 2100F-1.8E CHORD LENGTH = 31 FT. 5,81 IN, TOP LEFT END - 3.50 ^ PIN TO PIH = 30 FT. 10.81 IN. TOP PANELS 18 27.9030 98 35.0000 18 27.9030 2 ROHS OF BRIDGING AT PANELS - BTM HORIZ. BRG. TO BRG. MAIN SPAN • PINS 3-0.375" L-0.625" DRILL PATTERN TOP - 5L- 33- 4L DRILL PATTERN BTM CAMBER * / . / / IH. CAMBER PLATE - 0.037IH. BTM PANELS 18 27.9030 883^|^% 18 27.9030 N. Coast Calvary Chapal ANGLE TOP RIGHT AI (12- 0) TOP RIGHT END = 3.50 30 FT. 10.63 IH. = 4L- 33- 4L APPROVED FOR PRODUCTION BTM LEFT END - I"? • l3 BTM CHORD 14 REQ'D 1-2X6 MSR 2400F-2 TC- 0- 3.5 2- 7,4 5- 6.4 8- 5.4 11- BC- 1- 6.0 3- 9.9 6- 8.9 9- 7.9 12- PIH TO PIN = 27 FT. 11.51 IN, OE CHORD LENGTH - 30 FT. 10.81 IN.v^ 4.4 14- 3.4 17- 2.4 20- 1.4 23- 0.4 25-11.4 28-10.4 31- 2.3 31- 6.9 15- 5.9 18- 4.9 21- 3.9 24- 2.9 27- 1.9 29- 5,8 30-10.8 BTM RIGHT END - 18. 17 5.8 4-14-0095 PARALLEL TYPE RT02 HJ24H DEPTH - 18.00 FT. TUBE RE(^/JOISI 1.00019- 10.86 1.00018- 19.54 1.00016- 12.27 1.00014- 4.34 NMBR DIA.-GA. HOLES LENGTH TOTAL NMBR DIA.-GA. HOLES LENGTH TOTAL 1 1.00014 L-L 24.052 14 1 1.00018 S-L 24.052 14 1 1.00O16 L-L 19.506 14 3 1.00018 L-L 24.052 42 2 1.00016 L-L 24.052 28 2 1.00016 L-L 24.052 28 4 1.00O18 L-L 24.052 56 1 1.00016 L-L 19.506 14 1 1.00O18 3-L 24.052 14 1 1.00014 L-L 24.052 14 5 1.00O19 S-S 24.052 70 Digitally sealed by Guy A. Bennett on Septemtjer 12, 2014 N. Coast Calvary Chapal PAINT ueFTBiaBUie BRIDGING BIX)CKS NOT REQ'D Certification is to verify the Joist/Beam/Truss to cany the loads shown. The input loads and dimensions were provided by others and must be verified and approved for the specific application by the project design professional. 4-14-00»5 PARALLEL TYPE RT02 HJ24H OEPTH O/C- 24.00 PSF TOP- 36.00 PSF BTM- 5.00 PLF TOP' 72.00 PLF BTM- 10.00 DEFLECTIOH MAIN SPAN - 0.82 IN. = 1/455 18.00 N. Coast Calvary Chapal 125% ROOF 149.53% CONTROL 7 8 PIN 11 BTM 149.55% CONTROL 7 8 PIN 1 BTM 8/15/14 10:57 aa RKACIIONa LEFT - 1287.3 LB. RIGHT - 1287,3 LB. B -1307 L -3098 L -4868 L -6140 L -6905 S -7165 S -6920 S -6170 L -4913 L -3158 L -1380 B \ -1460\ -1354\ -1024\ -674\ -327\ 20\ 368\ 713\ 1068\ 1382\ 1846 \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / 1846/ 1384/ 1069/ 714/ 370/ 21/ -325/ -673/ -1023/ -1353/ -1459/ L 2121 L 4113 L 5635 L 6644 S 7150 S 7150 3 6644 I 5635 L 4112 L 2122 I Digitally sealed by Guy A. Bennett on September 12, 2014 Certification is to verify the Joist/Beam/Tmss to carry the loads shown. The input loads and dimensions were provided by others and must be verified and approved for the specific appllcalion by the project design professional. JOB No.» 4-14-0095 NAHB-N. Coast Calvary Chapel CODE I CAI- 2 MATCH- 0 SERIES- 7 PROFILE- 1 BRG. DE3ICNER-L3 NO. REQD- 4^TYPE-RT03 Var 3.20 8/15/14 11:03 aa 1 BLDG, CODE- 1 LUMBER- 1 ROHS BRP6- 2 NO, HEBS-1 STRBSS-1.25^0^1 MOD-1-0-1-0-0 3,50iT HALF PAN- 17.5000 BTM SLOPE- -0.3750 ^ 1280.5000 080.0000 BR- 080.0000 080.0000 TV 3.50(^0 BL- 0,0000 SPAN- 31FI,- 0,0000IN/^R> 3.5000^R- 0.0000 Tl. PTE- DLEi O.OOOO DCl^ 18.0000 ORE- 0.0000 DISf L- 0.0000 DIST R- 0.0000 BEARING FINS i B DIST. 71/* 180,5000 080.0000 BL- 080.0000 080.0000 TR' TOP PANELS (NO. 8 LENGTH)- 1827,9030 9835.0000 1829.2786 BTHPANBIS (NO. 8 LENGTH)- 1827.9030 8835.0000 1829,2786 OC - 24,00^ TOP - 36.00^ BTM- 5.00LIVE - 20.00 TOP POINt LOADS (LB. 8 PIN) - 104.008 9 68.008 6 BTM POINT LOADS (LB. 8 PIN) - 728.008 6 SPAN- 372.0000 BE- -0.0000^ANG TOP AND BTM- -1.7899 C- 32.95 P-10.88 H- 26.22 M- 2.99 L-20.57 T- 93.60 MF- 2,32 LF- 0.65 PP* 2.97 CF-2.20 I- 34 B- 32 S- 6 L-17 JOB No. 4-14-0095 * PARALLEL TYPE RI03 HJ24H * O.C. SPACING - 24.00 IH. CONTROLS JOB NAME: * HORIZONTAL SPAN - 31 FT. 0.00 IN. * TOP CHORD LO. - 36,00 PSF 1-TENSION NEB N. Coast Calvary Chapel * DBPTB - 18,00 * BTM CHORD LD. - 5,00 PSF 2-CaiP. 1fEB(L/R) Carlsbad, CA, * TOP TO TOP BEARING CONDITIONS * TOTAL LOAD - 82,00 PLP 3-T+ MOM 8 PANEL * 125% ROOF - BLDG. CODE > ICC-ES * + OR - EXTRA LOADS SHORN BELOH 4-C+ MOM 8 PANEL MFG, PLAHT: * * 102,41% CONTROL 13 HEB 18 5-1+MOM. 8 PIN Hab Joist Horthvest, Corp. * BIH. CHORD SLOPED -0.3750 IN./FT. * 102.67% CONTROL 7 8 PIN 11 BIH 6-C+ MOM. 8 PIN 118 Boroveo Road *MAX DISKIN.) OF PIHS OFF BRG, SURFACE* 7-HANKItlSON EQ. Chehalis, HA 98532 * LEFT-l.OO RIGHI-lv^C * T.L. DEFL. - 1.29-L/ 289 T-IENSION PHONB: 360-748-1173 * 4 RKQD X 31.5 FT = 126.0 LIN. FT.* CAMBER » | .|ZIN. - W S^^- C-COMK«SSION EXTRA LOADS LBS. AT TOP PIN NUMBER - 104.008 9 (68.008 6 ^ LBS, AT BTM PIN NUMBER - 728.008 6 ^ J^ o p^p ^ PtF ^2^). ^2^^ REACTIONS LEFT- 1723.6 LB. RIGHT - 1760.6 LB. r-ZNO B -1778 L -4315 L -7003 L -9197 L-10886 8-11990 S-10993 3 -9481 L -7355 L -4626 L -1913 B APPROVED rUrl \ -2001\ -1982\ -1659\ -1310\ -954\ 538\ 890\ 1236\ 1743\ 2048\ 2559'^» ' \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / PRODUCTION 2514/ 2011/ 1704/ 1348/ 1003/ 552/ -841/ -1198/ -1698/ -2018/ -2115/ ' / L 2896 L 5800 L 8246 L 10179 S 11601 3 11587 3 10327 L 8555 L 6050 L 3092 L ^1 \S 4-14-0095 PARALLEL TYPE RT03 HJ24H DEPTH - 18.00 N, Coast Calvary Chapel BEARING LOCATIONS ANGLE TOP LEFT AI ( 1- 0) ANGLE TOP RIGHI AI (12- 0) TOP CHORD 4 REQ'D 1-2x6 MSR 2100F-1.8E CHORD LENGTH - 31 FT. 7.19 IN, TOP LEFT END - 3,50 v/ PIN TO PIN - 31 FI. 0.18 IN. TOP RIGHT END - 3.50 TOP PANELS 18 27.9030 98 35.0000 18 29.2786 2 ROHS OF BRIDGING AT PANELS - BTM HORIZ. BRG. TO BRG. MAIN SPAN - 31 FT. 0.00 IN. PINS S-O.375" L=0,625" DRILL PATTERN TOP = 5L- 33- 4L DRILL PATTERN BTM = 4L- 33- 4L CAMBER . I'^IH, CAMBER PLATE - 0.O37lN. BTM PANELS 18 27.9030 88 3<P?|^26 16 29.2786 BTM LEFT END =17,13 PIN TO PIN = 28 FT. ^.^IH. , BTM RIGHT END - 18, 17 BTM CHORD 4 REQ'D 1-2X6 MSR 2400F-2.OB CHORD LENGTH - 31 FT. 0.18 IN,^ TC- 0- 3.5 2- 8.8 5- 7.8 8- 6.8 11- 5.8 14- 4.8 17- 3.8 20- 2.8 23- 1.8 26- 0.8 28-11.8 31- 3.7 31- 7.2 BC- 1- 6.0 3-11.3 6-10.3 9- 9.3 12- 8.3 15- 7.3 18- 6,3 21- 5.3 24- 4.3 27- 3.3 29- 7,2 31- 0.2 4-14-0095 PARALLEL TYPE RT03 FT. TUBE REQD/JOIST 1.00019- 10.86 NMBR DIA.-6A. HOLES LENGTH TOTAL HJ24H DEPTH - 18.00 1.00018- 19.54 1.00016- 12.33 1.00014- NMBR DIA.-GA. HOLES LENGTH TOTAL 4.34 N, Coast Calvary Chapal 1 1.00014 L-L 24.052 4 1 1,00018 8-L 24.052 4 1 1.00016 L-L 19,506 4 3 1.00018 L-L 24.052 12 2 1.00016 L-L 24.052 8 2 1.00016 L-L 24.052 8 4 1.00018 L-L 24,052 16 1 1.00016 L-L 20.273 4 1 1.00018 S-L 24.052 4 1 1.00014 L-L 24.052 4 5 1.00019 S-3 24,052 20 Digitally sealed by Guy A. Bennett on September 12, 2014 BRIDGING BIOCKS NOT REQ'D Certification is to verify the Joist/Beam/Truss to carry the loads shown. The input loads and dimensions were provided by others and must be verified arid approved for the specific application by the project design professional. 4-14-0095 PARALLEL TYPE RT03 HJ24H DEPTH - 18.00 O/C- 24.00 PSF TOP- 36.00 PSF BTM* 5.00 125% ROOF PLF TOP» 72,00 PIF iXHf 10.00 + OR - EXTRA LOADS SHOHN BELOH DEFLECTIOr MAIH SPAN » 1.25 IN. = L/ 298" N. Coast Calvary Chapel 8/15/14 ii:03 102.18% CONTROL 7 8 PIN 8 TOP Z.S 106.96% CONTROL 7 8 PIN 6 BTM EXTRA LOADS IBS. AT TOP PIN NUMBER - 68.008 LBS, AT SIM PIH NUMBER - 728.008 0 REACTIONS LEFT - 1695.7 LB. RIGHT - 1684.5 LB. B -1748 L -4237 L -6867 L -9002 L-10632 3-11677 3-10621 S -9050 L -6972 L -4402 L \ -1966\ -1942\ -1618\ -1269\ -913\ 579\ 931\ 1277\ 1633\ 1938\ \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / 2471/ 1971/ 1664/ 1307/ 962/ 511/ -882/ -1238/ -1588/ -1908/ L 2846 L 5692 L 8079 L 9953 S 11316 3 11244 S 9924 L 8094 L 1826 B 2443 \ / -2017/ 5750 L 2950 L Digitally sealed by Guy A. Bennett on September 12, 2014 Certification is to verify the Joist/Beammuss to cany the loads shown. The input loads and dimensions were provided by others and must be verified and approved for the specific application by the project design professional. TMCiS 080.0000 TR- 1280.5000 080,0000 BR- 080.0000 080.0000 .IOB No.* 4-14-0095 NAMB-N. Coast Calvary Chapel DESIGNER-LS NO. REQD- l'^IYPS-RT04''^ Ver 3.20 8/18/14 9:51 aa CODE t CAT-2 MATCH- 0 SERIES- 3 PROFILE- 1 BRS.- 1 BLDG. CODE- 1 LUMBER- 1 ROHS BRP6^2 NO. HEBS-1 STRESS-1.2f CA)«-1 MODal-o-l-O-O TL- 3,500O4L- 0,0000 SPAN- 23Fr,- 0.37S0IH/TR- 3.SOOO4R- 0.0000 TL PTE- 3.5000 HALF PAN- 12.5000 BTM SLOPE- fl.OOQQ • -DLE=-O70000-DCL--18;000(niRBs-O7000O"DI8T~F~OT0000Tnfn^~Tr BEARING PIHS t B DIST, TL- 180,5000 080,0000 Bt^ 080.0000 TOP PANELS (NO, 8 LENGTH)- 1822,5625 9825.0000 1828,8125 BTHPANBLS (NO. 8 LENGTH)- 1822,5625 8825,0000 1828.8125 OC * 24.00^ TOP » 36.00^ BIH- 5.00-' LIVE - 20.00 TOP POINT LOADS (LB. 3 PIN) - 42.258 2 42.258 3 52.008 SPAN- 276.3750 BE- 0.0000 ANG TOP AND BTM- 0.0000 C« 18.53 £fe 4,49 »• 19.65 M- 2.78 L-15.34 T= 60.79 MP" 1.93 LF- 0.65 PFW 2.59 CF-2.23 I- 26 B= 24 S=18 L» 5 52.008 5 125.003 6 125.003 7 JOB Ho. 4-14-0095 JOB NAME: H. Coast Calvary Chapel Carlsbad, CA, MFG. PLANI: Heb Joist Northifest, Corp. 118 Boroveo Road Chehalis, HA 98532 360-748-1173 PARALLEL TYPE RT04 HJ24 * HORIZONTAL SPAN - 23 FT, 0,38 IN. * DEPTH =18.00 * TOP TO TOP BEARING CONDITIONS * 125% ROOF - BLDG. COOE = ICC-ES * BTM. CHORD SLOPED 0.0000 IN./FT. *MAX DISKIN.) OF PINS OFF BRG. SURFACE* * lEFI-1.25 RIG8I-1.25 X 23.5 FT - 23.5 LIN O.C. SPACING - 24.00 IN. TOP CHORD ID. - 36.00 PSF BTM CHORD LD. - 5.00 PSF TOTAL LOAD = 82.00 PLF + OR - EXTRA LOADS SHOHN BELOH 105.55%^ CONTROL 2 8 HEB 2 107.59%'' CONTROL 7 8 PIN 2 TOP * T.L. DEFL. = 0.53-L/ 521 FT,* CAMBER -Z>,76 IN. » L/ 37 / CONTROLS l=TENSr<a) HEB 2=C0MP. HEB{L/R) 3-T+ WH 8 PANEL 4=C+ MOBM e PANEL 5-T+ MOM. 8 PIH 6=C+ MOM. 8 PIN 7-HANXniSOH EQ. I-TENSION C-C0HPRE88I0N EXTRA LOAOS LBS. AI TOP PIH NUMBER - ^42,258 2 42,258 s) ^ 52,008 4^^52,008 5j|^125,008 6j^25.008 7 \ REACTIONS LEFT - 1238.4 LB. RIGHT = 1130.6 LB. / S -941 S -2379 S -3622 3 -4548 3 -5133 S -5328 3 -5076 3 -4473 3 -3606 S -2500 L -830 B \ -1426\ -1133\ -897\ -611\ -333\ 36\ 407\ 618\ 843\ 1014\ 1374 \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / \ / 1558/ 1152/ 925/ 636/ 359/ -11/ -381/ -592/ -817/ -988/ -1505/ L 1683 3 3063 3 4163 S 4916 S 5335 3 5306 S 4830 S 4099 8 3097 S 1888 L N. Coast Calvary Chapal ANGLE TOP RIGKT AT (12- 0) TOP RIGHT END = 3,50 4-14-0095 PARALLEL TYPE RT04 HJ24 OEPTH - 18.00 BEARING LOCATIONS ANGLB TOP LEFT AT { 1- 0) TOP CHORD 1 REQ'D 1-2x4 MSR 2100£-1.8E CHORD LENGTH = 23 FI. 7.38 IH TOP LEFT END - 3.50 PIN TO PIN - 23 FT. 0.38 IN. TOP PANELS 18 22.5625 98 25.0000 18 28.8125 2 ROHS OF BRIDGING AT PANELS - BTM HORIZ. PINS S-O.375" L=0.625'' DRILL PATTERN TOP = IL- 93- 2L CAMBER - ^.75 IN. CAMBER PLATE = 0, CfiZXS. BTMPAHELS 18 22,5625 StlAffl^^ li 28.B125 BTM LEFT END = 12,fc3 PIN TO PIN = 20 FT. ll./«^IN, BIH CHORD 1 REQ'D 1-2x4 MSR 21tOO£-2.8E CHORD LENGTH - 23 FT. 0.38 IH. IC= 0- 3.5 2- 8.3 4- 9.3 6-10.3 8-11.3 11- 0.3 13- 1.3 15- 2.3 17- 3.3 19- 4.3 21- 5.3 23- 3,9 23- BC- 1- 0.5 3- 5.3 5- 6.3 7- 7,3 9- 8.3 11- 9.3 13-10.3 15-11.3 18- 0.3 20- 1,3 21-11.9 23- 0.4 APPROVED POh PRODUCTION ... a/,^ BRG. TO BRG. MAIN SPAN = 23 FT, DRILL PATTERN BTM = IL- 0.38 IH. 93- IL BTM RIGHT END - 12. ^3 7.4 4-14-0095 PARALLEL TYPE RT04 FT. TUBE REQD/JOIST 1,00019- HJ24 DEPTH - 18,00 32,16 1.00018- 5.77 1,00016= 3.78 NMBR DIA.-GA. ROLES LENGTB TOIAL 1 1.00016 L-L 20.700 1 1 1.00018 S-L 19.326 1 17 1.00019 S-8 20,700 17 1 1,00018 S-L 20,700 1 1 1.00018 L-L 23.202 1 1 1.00016 L-L 20,700 1 N. Coast Calvary Chapel MifiPqr OND BLUE Digitally sealed by Guy A. Bennett on September 12, 2014 BRIDGiNQ0tJDa®|«)Til6CrD Certitication is to verify the Joist/Beam/Tmss to cany the loads shown. The input loads and dimensions were provided by others and must be verified and approved for the specific application by the project design professional. INLAND ENGINEERING & CONSULTING, INC. Structural & Civil Engineering 4883 E. LA PALMA AVENUE. SUITE 501-A. ANAHEIM. CA 92807 Tel: (714)777-7700 FAX: (714)777-7773 SHT# OF 462 JOB# 101585 DATE 12-20-10 9-13-11 Project: NORTH COAST CALVARY CHAPEL 1330 POINSETTIA LANE, CARLSBAD, CA. 92011 Subject; STRUCTURAL CALCULATIONS Scope: Structural cs INDEX: LOADS 3 ROOF.FRAMING 5 ROOF TRUSS 9 FLOOR FRAMING 19 LATERAL 104 MOM FRAME LOAD SUMMARY 147 RIDID DIAPH. 164 MOM. FRAMES 169 TOWER FRAMING 271 LATERAL CANOPY 281 BM. TO BM. CONN. 285 FOUND. DESIGN 287 COL. BASE PL. 289 PAD FTG. 290 GRADE BM. DESIGN 350 CPJo'3SA\ INLAND ENGINEERING DATE SUBJECT SHEET NO. BY CHKD. JOB NO. General Information: Building Code : 2010 CBC Material Properties: Lumber: (Douglas Fir Larch) Grade Fb (psi) 2x and 4x Joist and Beam No.2 900 No.1 1000 Select 1500 6x Beam & Wider No.l 1350 6x Posts No.l 1200 Glu-Laminated Beams 24F-V4 2400 Parallam PSL 2900 Timber Strand LSL 2325 Concrete: fc Slab on Grade 2500 psi Footing 2500 psi Concrete on Deck 3000 psi Masonry: Fb Cone. Block 1500 psi Ft (psi) 575 675 1000 675 825 1100 2025 1070 wt. 150pcf 150pcf 11Opcf Fv (psi) 180 180 180 170 170 265 290 310 Fc (psi) E (psi) 1350 1.6x10^6 1500 1.7xl0'^6 1700 1.9x10^^6 925 1000 1650 2900 2050 1.6xl0'^6 1.6xl0'^6 1.7x10^6 2.0x10-^6 1.5xl0'^6 Reinf. Steel: Struc. Steel: Stl. Plates— StLBeams— Pipe Cols. — Steel Tubes— Stainless steel: TASTM A276) Type 304-Hot Rolled Corten Stl #4 Bar and smaller #5 Bar and Larger Fy=36 ksi Fy=50 ksi Fy= 35 ksi Fy= 46 ksi Fb=18 ksi Gr. 40 Gr.60 -Fy=50ksi Struc. Alum: 6061-T6 Fb=19 ksi Anchor Rods:rASTM A1554)... Fy=55 Ksi INLAND ENGINEERING DATE: SUBJECT NCCC SHEET NO. BY CHKD. JOB NO. —--101585 - — JOB NO. —- Design Loads SLOPED ROOF LOADS: RF'G 10.0 psf SHT'G 4.0 Esf R.R S.Opsf CJ 2.0psf CLG. & INSUL 4.0 psf SPRINKLER 2.0 psf MISC 1.0 psf D.L 26.0 psf L.L 20.0 psf T.L 46.0 psf FLOOR LOADS: F.F lO.Opsf SHT'G 48.0 psf F.J 4.0 psf CLG. «& INSUL 3.0 psf SPRINKLER 2.0 psf MISC 2.0 psf D.L 69.0 psf L.L 50.0 psf T.L 119.0 psf DECK LOADS: DECK'G 10.0 psf SHT'G 48.0 psf D.J 4.0 psf CLG. & INSUL 3.0 psf MISC 4.0 psf D.L 69.0 psf L.L 100.0 psf T.L 169.0 psf FLAT ROOF LOADS RF'G 6.0 psf SHT'G 2.0 psf R.R 5.0 psf CLG. & INSUL 4.0 psf SPRINKLER 2.0 psf MISC ..•2.0 psf D.L 21.0 psf L.L 20.0 psf T.L 41.0 psf BALCONY LOADS: F.F 2.0 psf SHT'G 3.0 psf F.J 3.0 psf _CLG. & INSUL 3.0 psf SPRINKLER 2.0 psf MISC 1.0 psf D.L 14.0 psf L.L 100.0 psf TOTAL LOAD 114.0 psf EXT. WALLS: STUCCO 10.5 psf STUDS 2.0 psf DRYWALL 2.0 psf MISC ...0.5 psf D.L 15.0 psf INT. WALLS: D.L 10.0 psf ® ©- (D (Sy *y rr U •' / / > i 1 «' i-* • 1 \ 1 .1 i. -tf. ; / 1 4 ® TIMELESS ARCHITECTURE Mtt nvnne, » wwu oi mtr. Himavr .™ Of THOW MtMIOWUW. , (HUMOTMUMDmOONmiUCtMH North Coast Cotvcny Chapel Chapel Budding iSsOPolnsetfla Lone Cariibcxl, CA 92011 PH 760.929.0029 ^\ Roof Framing pkm Roof Framing Plan INLAND ENGINEERING DATE SUBJECT SHEET NO. ^ BY CHKD. JOB NO. 10/ XJ ^? ® ^•'^ • stV) m*' U^E^'. Ti^lo )2-i<2- . 0 ^.27' a^^. is" ee'o-u INLAND ENGINEERING DATE SUBJECT SHEET NO. ^ BY CHKD. JOB NO. fo/SJjT (S) It- f 0^ INLAND ENGINEERING DATE SUBJECT CLC c:.-SHEET NO. ^ . BY CHKD. JOB NO. /eP/'Qi'^ \\m>x^ U?t^ ^^r/A ' lu- (^1 ^ "^"2^ c^v^) + i^+ -^-^ • -r^i INLAND ENGINEERING DATE SUBJECT SHEET NO. TA- BY CHKD. joB NO. 'r^:r <D <3) Klt?r^. ^2 \/^'5,Tie>x;t^ = 2; > i INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 Wood Beam Design Lie. #: KW-06006198 Description: bm.3 Matenal Properties Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing File: C:\Documents and Settingstehawn nil(joo\My Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC, INC. 1983-2010, Ver: 6.1.51, N:75423 I License Owner: INLAND ENGINEERING CONSULTING INC Fb - Tension Fb - Compr Fc-Prll DF/DF Fc - Perp : 24F - V4 Fv Ft Beam is Fully Braced against lateral-torsion buckling Calculations per IBC 2006, CBC 2007, 2005 NDS 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi E: Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend - xx Ebend-yy Eminbend - yy Density 930.0 ksi 1,600.0ksi 830.0 ksi 32.21 Opcf D(0.64) Lr(0.354) 8.75x24 Span = 32.0 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0,640, Lr = 0.3540 k/ft, Tributary Width DESIGNSUMMARY IVIaximum Bending Stress Ratio Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs = IVIaximum Deflection Max Downward L+Lr+S Deflection 0.464 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 1.364 in Max Upward Total Deflection 0,000 in Service loads entered. Load Factors wiil be applied for calculations. ^ 1,0ft 0.935 1 8.75x24 1,903.49 psi 2,035.09psi +D+Lr+H 16,000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv; Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 827 0 <360 281 O<240 Design OK 0.395 : 1 8.75x24 104.69 psi 265.00 psi +D+Lr+H 30,080 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span* M V Cd C f/v Cr C m Ct Cfu Mactual fb-design Fb-allow Vactual fv-design Fv-allow +0 0,848 1.000 1,000 1,000 1,000 Length = 32.0 ft 1 0.617 0,261 1,000 0,848 1.000 1,000 1,000 1.000 87,93 1,256,18 2,035,09 9,67 69.09 265,00 +D+Lr+H 0,848 1.000 1,000 1.000 1.000 Length = 32.0 ft 1 0.935 0,395 1,000 0,848 1.000 1,000 1.000 1.000 133,24 1,903.49 2,035,09 14,66 104.69 265,00 +O+O.750Lr+0,750L+H 0,848 1.000 1,000 1.000 1.000 Length = 32,0 ft 1 0.685 0,289 1,250 0,848 1,000 1,000 1,000 1,000 121,92 1,741.66 2,543,86 13,41 95.79 331,25 +D+O,750Lr-K),750L-tO,750W+H 0.848 1,000 1,000 1,000 1.000 Length = 32,0 ft 1 0.685 0,289 1,250 0,848 1.000 1,000 1,000 1,000 121,92 1,741.66 2,543,86 1341 95.79 331,25 +O-K),750Lr-K).750L-0,750W+H 0,848 1,000 1,000 1,000 1,000 Length = 32.0 tt 1 0.685 0,289 1,250 0,848 1.000 1,000 1,000 1,000 121,92 1,741.66 2,543,86 13,41 95,79 331,25 +D+0,750Lrt{),750L-K).5250E+H 0,848 1.000 1,000 1,000 1,000 Length = 32.0 ft 1 0,685 0,289 1,250 0,848 1,000 1,000 1,000 1,000 121,92 1,741,66 2,543,86 13,41 95,79 331,25 INLAND ENGINEERING 4883 E. LA PALMA STE,501-A ANAHEIM,CA, 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 7 cy Wood Beam Design Pc. #: KW-06006198 Description: bm,3 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max,"-" Defl D+Lr 1 1,3644 Vertical Reactions ^Unfactored Load Combination Support 1 Support 2 Overall MAXimum 16,656 16,656 D Only 10,992 10,992 LrOnly 5,664 5,664 D+Lr 16,656 16,656 File: C:\Docunients and Settingstehawn nil(joo\My Documents\ENERCALC Data Files\nccc_101585,ec6 | ENERCALC, INC, 1983-2010, Ver: 6.1,51, N:75423 | License Owner: INLAND ENGINEERING CONSULTING ING Location in Span Load Combination 16.160 Support notation: Far left is #1 Max."+" Defl 0,0000 Values in KIPS Location in Span 0,000 INLAND ENGINEERING DATE SUBJECT SHEET NO. BY CHKD. JOB NO. / C?/ Luc ^ ' 35. D P.^i^ 4, t> .'1,5 ^7 fee:' INLAND ENGINEERING DATE SUBJECT SHEET NO. ? BY CHKD. JOB NO. ^^^^^r / J*/ Hi 11 y^ Y CP -,42k/ft -.42k/ft Loads: LCI, DL+LL Results for LG 1, DL+LL Inland Engineering, Inc. SHAWN NIKJOO 101585 NCCC SK-1 Nov 5, 2010 at 2:09 PM nccc-101585.r2d Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 101585 NCCC Checked By:. Global Display Sections for Member Calcs 5 J Max Intemal Sections for Member Calcs 97 - Include Shear Defomation Yes Merge Tolerance (in) .12" P-Delta Analysis Tolerance Hot Roiled Steel Code 0.50% AISC: ASD 9th Cold Fomned Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD l Wood Temperature < 100F Concrete Code Masonry Code ACI 1999 MSJC 05/IBC 06 ASD Number of Shear Regions Region Spacing Increment (in) Concrete Stress Block Use Cracked Sections Bad Framing Warnings Uriused Force War^^^ Rectangular Yes 7 No Yes General Material Properties Label GEN STL E[ksil 29000 G [ksil il154 Nu .3 Therm aiE5F) ,65 Density[k/ft'^3] .49 Wood Material Properties Label Species Grade Cm Emod Nu Thenri IME... DensLk/ff^ai 1 M Wl ; CUSTOM J ' _ ^ na 1 .. L ,3 .3 1 .035 Wood Section Sets Ubel Shape Type _ Design List , Material Desiga Rules ^[m2l 1 (90,270) [i.. 1 tOJ80Uin4] 1 1 B-CHORD 8X8 Beam i Rectanaular j Wl \ Tvoical 1 56.25 263.672 1 263.672 \ 2 ] t-CHORD 8X8 Beam Rectangular i W1 i _ Typical J 56.25 263.672 ! 263.672 3 1 WEB 6X8 Beam Rectangular i W1 i typical 1 41.25 103.984 i 193.359 Member Primarv Data 1 Label Ml 1 Joint Nl J Joint N2 Rotate(deg) Section/Shape T-CHORD Type Beam Design List Rectangu.. Material Wl ' D|esign_Ru!es _ tvoicai 2 M2 N2 N3 i T-CHORD Beam Rectangu.. Wl Typical 3 M3 N3 Nl B-CHORD Beam Rectangu.. Wl Tvoical 4 M4 N4 N5 1 WEB Beam Rectangu.. Wl Typical 5 M5 N4 N8 WEB Beam Rectangu.. Wl Tvoical 6 M6 N6 N8 WEB Beam Rectangu.. Wl Typical 7 M7 N6 N7 WEB Beam Rectangu., Wl Tvoical 8 M8 N2 N8 WEB Beam Rectangu.. W1 Typical Joint Coordinates and Temperatures Label X[ft] - mi Temp [F] 1 Nl _ . Q _ 0 0 : 2 i N2 j 20 8 J- 0_ 3 : N3 40 0 1 0 : 4 1 _ N4_ [ 10 4 L.:_;,._L_._._Q..._ RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585.r2d] Page 1 Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 101585 NCCC Checked By:. Joint Coordinates and Temperatures (Continued) Label XM Yifll Temp [F] 5 N5 10 0 0 6 N6 30 4 0 7 N7 30 0 0 8 N8 20 0 0 Joint Boundarv Conditions 1 2 Joint Label Nl N3 X[k/inl Reaction Y[Win] Reaction Reaction Rptefon[k-ft/rad] i: Footing Wood Desian Parameters 1 Label Ml Shape T-CHORD LengthiM 21.541 Le-oupl Seament Le-inLftJ Seament le-bend to,^. Seament le-bend bo,.. Seament K-out K-in CH Cr Out sway. In syyay ^ 2 M2 T-CHORD 21.541 0 Segment 0 0 3 M3 B-CHORD 40 0 Seament 0 0 4 M4 WEB 4 5 M5 WEB 10.77 Seament Seament Seament Seament 6 M6 WEB 10.77 7 M7 WEB 4 8 1 M8 WEB 8 Joint Loads and Enforced Displacements (BLC 3: LAT) J.OLnLLabel Nl L L No Data to Print _Pirection X Magnitude[(k.k-ft). (in.rad), (k*s'^2/ft.. i _ _ 6.7 Member Distributed Loads (BLC 1: DL) _Mem_ber Label _DirectioiL_ Start Magnitude[l</ft,d..£nd Magnitudelk/ft.d^ Startj-ocajionja."/?! EndJ.ocationLfL%l Ml i_ Y ; -.26 I -.26 0 \ 0 M2 Y -.26 .26 M3 Y -.2 Member Distributed Loads (BLC 2: LL) 1 2 Member Label Ml M2 Direction Y Y Starit Maanitude[km.d.,£nd Magnitude -.16 .16 .16 -.16 Start Location[ft.%l 0 0 End Location[ft,%l 0 0 Basic Load Cases • 1 1 BLC Description "DL Category DL _ _X Grayity_ Y Gravity -1 . „ Joint ^ Point Distributed 2 i LL LL i i 1 ' 2 3 1 LAT_ EL i._ ^__ Load Combinations descripiion SolvePD... SB,. BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC/actor JLC Factor BIXL Factor 1 DL+LL iYes^ ; ;DL' 1 I LLI 1 ; i ] [ ' i ' ' 2 _ [ DL+LL+U\T jYesj I JDLL _1_..J LL L._. 1 j.ELj l..L.._ L_ _J RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 101585 NCCC Checked By:. /3 Joint Deflections LC Joint Label - X Qnl _ - Y[in] Rotation ^radj 1 IMI 0 0 0 1 2 1 N2 .058 -.296 0 3 1 N3 .117 0 0 4 1 N4 .081 -.294 -1.146e-3 5 1 N5 .029 -.295 -7.966e-4 ! 6 1 N6 .035 -.294 1.146e-3 ! 7 1 N7 .088 -.295 7.966e-4 i 8 1 N8 .058 -.308 0 Joint Reactions LC Joint Label X[k] YM MZ [k-ft] \ 1 ' 1 Nl 0 13.794 0' 2 1 N3 0 13.794 3 1 Totals: 0 27.587 4 1 COG (ft): X: 20 Y: 2.741 Member Section Forces LC Member Label Sec /^ial[k] Sheartkl Mpment[k-ft] : 1 1 1 Ml 1 , 30.146 1.739 0 1 2 2 ( 29.279 -.428 i -3.529 1 3 1 ! 3 ^ 28.412 -2.596 1 4,614 1 4 _ !. _ . .4 ... 19.153 .428 i -3.529 1 5 5 . 18.286-^ -1.739 0 1 6 1 i M2 1 18.286 > 1.739 0 1 7 2 19.153^^ -.428 -3.529 8 3 28.412 2.596 4.614 9 ! 4 29.279 .428 -3.529 1 10 ! I 5 30.146 -1.739 L 0 i 11 1 ! M3 1 -27.344 -.983 0 12 2 -27.344 1.152 1 -.845 13 3 -27.344 1.196 -2.129 ! 14 4 -27.344 -1.152 i -.845 15 1 5 -27.344 .983 0 i 16 1 i M4 1 -2.131 0 i 0 ' 17 2 -2.121 0 1 0 18 i 3 -2.111 0 0 19 4 -2.101 0 0 : 20 5 -2.091 0 1 0 21 1 M5 1 10.449 .05 I 0 1 22 2 10.459 .025 1 -.1 23 3 10.469 0 -.133 24 4 10.478 -.025 i -.1 ; 25 5 10.488 -.049 0 ' 26 1 M6 1 I 10.449 -.05 1 0 i 27 2 10.459 -.025 .1 28 1 3 10.469 0 1 .133 ; 29 1 i 4 10.478 .025 .1 30 1 5 10.488 .049 i 0 : 31 1 M7 1 -2.131 0 1 0 32 2 -2.121 0 ! 0 33 3 -2,111 0 0 34 i 4 -2,101 0 i 0 35 5 -2.091 0 0 36 i 1 M8 1 -10.353 0 1 0 RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585.r2dI Page 3 Company Designer Job Number Inland Engineering, SHAWN NIKJOO 101585 Inc. NCCC Checked By:. Member Section Forces (Continued) LC Member Label Sec Axlailkl Shearlkl Momentk-ft] 37 ' 2 -10.334 0 0 38 3 -10.314 0 0 39 4 -10.294 0 0 40 5 -10.274 0 0 Member Section Stresses LC 1 ^ 1 2 3 4 5 6 J„ 7 8 9 10 11 ITT 12 .1 13 14 f5 16 Til ^_1Z_ 1 [ 18 j 19 ; 20 r 21 : 22 23 1 24 25 1 26 ::TZ 27 i 28 29 30 i 31 .1. ! I 32 33 34 ; 35 1 36. :T.::::_ 37 1 38 1 Member Label Ml M2 M3 M4 M5 Sec 1 39 40 M6 M7 M8 2 3 4_ 5 'l 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 A 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 AxlaKksH .536 .521 .505 .341 .325 .325 .341 .505 .521 .536 -.4l86_ -.486 -.486 -.486 -.486 -.052 -JC)5J -.051 -.(351 -.051 .253 .254 ^254 .254 .254 .253 .254 .254 .254 .254 -:052 -.051 -.051_ -.051 -.051 -.251 -.251 -.25 -J5 -.249 ShearQcsil .046 -jm. -.069 .011 -.046 .046 -.011 .069 .011 -.046 -.026 .031 .032 ^31 .026 o" 0^ d 0 0 .002 0 0 0 -.002 -.002 0 0 _ 0 .002 0 0 0 d 0 6 0 d 0 0 Top Bendlng[ksi] 0 •602 -.787 t- -I TZ .602 0 .602 •787 .602 0 d d 0 d Bot Bendingfksi] _0 -•602 .787 ^602 u • 144 •363 • 144 0 0 0 0 0 d 0 •023 .d31 .023 0 0 -.023 -.031 -.023 0 d 0 0 0 0„ 0„ -.602 .787 -.602 0 0_ -.144 -.363 -.144 0 d 0 d d 0 -.023 -.031 -.023 0 0 .023 .031 .023 0 _0„ 0 0 0 d il 0 0 0 0 Member Section Deflections LC Member Label Sec x[in] y[in] (n) L/y Ratio 1 1 M1 1 i 0 0 NC ; 2 1 2 ! -.017 -.273 1298.444 i 3 ; 3 \ -.034 -.303 1665.244 •^ 4 \ 4 i -.045 -.421 1298.444 i 5 I 5 i -.056 J -.296 NC RISA-2D Version 9.1.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585.r2d] Page 4 Company Designer Job Number Inland Engineering, Inc. SHAWN NIKJOO 101585 NCCC Checked By:. /5 Member Section Deflections (Continued) I o I -cgr LC Member Labe\ Sec xnm vlinl (n) L/v Ratio 6 1 M2 1 .164 -.253 NC 7 2 .153 -.378 1298.444 8 3 .142 -.26 1665^244 9 4 .125 -.23 1298^444 10 5 .108 .043 NC 11 1 M3 1 -.117 0 NC 12 2 -088 •295 1625.252 13 3 -•058 •308 1560.183 14 4 -•029 •295 1625.252 15 5 0 0 NC 16 1 M4 1 •294 •081 NC 17 2 •294 •068 NC 18 3 •295 •055 NC 19 4 .295 .042 NC 20 5 •295 •029 NC 21 1 M5 1 .185 -•243 NC 22 2 .181 -.253 NC 23 3 .177 -.261 NC , 24 i 4 .173 -.264 NC ; 25 1 5 ,168 -•264 NC i 26 1 M6 1 .076 .286 NC ^ 27 2 .072 .297 NC i 28 3 •068 .304 NC 29 4 • 064 .307 NC 30 5 .06 .307 NC 31 1 M7 1 .294 .035 NC 32 1 \ 2 .294 I .048 NC 33 \ \ 3 .295 .061 NC 34 1 4 ! .295 1 .074 NC i 35 5 .295 i .088 NC 36 1 M8 1 .296 .058 NC 37 2 .299 .058 NC I 38 1 1 3 .302 .058 1 NC 39 i 4 .305 .058 S NC 1 40 1 5 .308 1 .058 NC Member Wood Code Checks LC Member Shape UC Max LoctftL Shear... Locptl Fc'Iksi] FflksiL Fblksi] Fy'iksil RB CL CP Eqn . 1 1 Ml 8X8 .377 ld.77 .191 10.77 1713 2.813 3.625 •362 4.151 1 .473 3^9-3 i ? 1 M2" J 8X8 .377 ^ 10.77 .191 10.77 1713 2.813 3.625 •362 d 1 .473 3^9-3 3 1 M3 8X8 .279 4.583 .088 20 1915 2.813 3.625 ^ •362 0 1 .528 3.9-1 i 4 1 M4 6X8 •018 0 .000 d il91 2.813 3.625 ^ .362 3.45 1 .'88' 3.9-1 5 1 M5 6X8 ^ , .252 10.77 .005 , 0 i^ood 2.813 3.625 .362 5.661 1 .278 3.6.3 1 6 1 M6 6X8 •252 10.77 .005 d 1009 2.813 3.625 .362 5.661 1 .278 ' 3.6.3 1 7 1 M7 6X8 .018 d .000 0 3^191 2.813 3^625 .362 3.45 ^ 1 ^ .88 3.9-1 1 8 1 M8 6X8 .089 0 .000 0 1679 I 2.813 3^625 .362 4.879 •463 3.9-1 RISA-2D Version 9^10 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585^r2d] Page 5 INLAND ENGINEERING DATE SUBJECT SHEET NO, \(^ BY CHKD. JOB NO. / ^/i^ JT \T>^^^ d^l^JT K^e^'"^^ * i( ••- 1 3 3*/^ vc^ 'J) iz? ^ 'vy; ^ y ^ I § ^' t"— — ^ 7^3^ r 8 X -'^"x 2- INLAND ENGINEERING DATE SUBJECT SHEET NO. 1 BY CHKD. JOB NO. /O/S^S^ 6* \%n(o ^2 \'^^^^ c<,u^ I INLAND ENGINEERING DATE SUBJECT SHEET NO. ^ BY CHKD. JOB NO. ^0J'^^ 3>^ ^y!'i,t f\$'^OA ^'4f ^f' I r^t ({7 lo T'|"^/£?' ) iA cr If) o © 0 © © © (o: © © © © © © © TIMELESS ARCHITECTURE North Coast Colvary Chapel Chofwl Building PH 760.929.0029 structural Base Sheet NLAND ENGINEERING DATE SUBJECT SHEET NO. / A- BY CHKD. JOB NO. /^/C^-T' 1^ 3^ i..-pf L<>^j. ;-5- X. "2^ ^ii' 8.' I 3 J 7-f g> ^^(^' ('iy^)f ll>7v INLAND ENGINEERING DATE SUBJECT SHEET NO. ' ^ 2> BY CHKD. JOB NO. l^/^^ 1^ ii^ /^-I^.X?. A1=^/^(,b v/ljiSi. w I <-x3( /L^c 5??^ *^/-^>v«r F-1 I '^/i p6,5A ^^26 ^^1.^4 /l^ 17,36. 7 , ^ INLAND ENGINEERING DATE SUBJECT SHEET NO, BY CHKD, JOB NO, fC)/S2S~ /Ox S INLAND ENGINEERING DATE SUBJECT SHEET NO, 2-1 BY CHKD, JOB NO. i'>I^S^ *3C.7^ INLAND ENGINEERING DATE SUBJECT SHEET NO. • BY CHKD. JOB NO. / S^JT^ f^B-.'fA ( i^i)f^c>s As |=S'/<=' ) [js'B'-L y^ii>^^ 32- 11^ )4/ 1-2- INLAND ENGINEERING DATE SUBJECT \4yc^ SHEET NO. '•^5> BY CHKD. JOB NO. (O/S^S^ V737 ns^'*^ IjsTs-- w ic^x c=.7 Act-, 1^ IS y "ot). 3-7^r,^^, 2.s'^g $i 4", 'ft-' NLAND ENGINEERING DATE SUBJECT SHEET NO. BY CHKD. JOB NO. /^/ S fe..|<fc AUT , W ) ^ X 6 7 lint 2 fB^/^l ^^(V 6^24' t^e^^fl^.^^^f uj^.Kfo^ 1^" 27 INLAND ENGINEERING DATE SUBJECT SHEET NO. ^^A BY CHKD. JOB NO. II^I'^^C^ i * I ^ ^ (^'l-i) -4- s 5'g,7. ^' j%.?4 p ^' A 1 ftj-f /"I r:^. 1 I 47 AiL5o ^C'fi P/S^-' /6A/.Zii-*/5s INLAND ENGINEERING DATE SUBJECT SHEET NO. "^ A t> BY CHKD. JOB NO. ^''/^J\ / ^.e*' ^^/^^( •i'^r:^' /^7^ Inland EnglnMiing & Consulting, Ine. 4883 E. La PahMAve, Suite 501-A PROJECT: NCCC Anaheim, CA92807 n ICMT Titaci CCC Phone: (714) 777-77001 Fax: (714) 777-7773 OLItN 1 , TIMELESS inlandenginaehngesbcglotial net JOB NO- : 10158S DATE : PAGE: DESIGN BY: REVIEW BY: FB-4 Composite Beam Design with Verco Fioor Decic Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the fbllowing total [15] studs, if ribs spacing r • o c 12"o.c., the minimum composte beam capacity is from ^ 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W16X31 W2-6 1/4" LW A d 9.13 15.9 I. 375 Sx 47.2 54 BEAM SPAN ii = 31 ft CANTILEVER (0 = ho cantilever) 0 ft BEAM SPACING (TRIB. WIDTH) B = 8 ft, O.C. SUPERIMPOSED LOAD, ASD Ws.1 = 71.00 lbs/ft^ Ws,2 = 0.00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? Yes (perpendicular) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksl SHEAR STUD DIA. (1/2, 5/8, 3/4) •j) = 3/4 in STUDS SPACING 1 row® 12 in o.c. (Total Studs 32) THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS 71 •( 48.10 + 3.88 ) = + w^ = 0 *( 48.10 + 3.88 ) = p = 0 15.50 kips ft /?,= 15.25 kips kips y' X2 = 15.50 ft /?2 = 15.25 kips kips y' Xz = 0.00 ft ''max ~ 15.25 kips, at Rl right. ^max = 118.2 ft-kips A^min ~ 0 ft-kips 122.98 0.98 51.98 0.42 lbs/ft^ span beam) kips / ft (uniform gravity loads on cantilever) kips / ft (total gravity loads on lbs/ft^ CHECK DIMENSION REQUIREMENTS to = 4.25 in > 2 in [Satisfactory] (AISC 360-0513.2c. l.c) hr = 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c.I.a) 4, = 3/4 in < 3/4 in [Satisfactory] (AISC 360-0513.2c.I.b) Hs = h, + 1.5 = 3.5 in < "f+fo - 0.5 = 5.75 in [Satisfactory] (AISC 13.2c. 1. s = 12 in o.c. < MAX[8(hr+to) 36;= 50 in o.c. [Satisfactory] > 4 (t)= 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-0513.2c. I .a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 93 in, (AISC 360-05 13.1a) Aar= 0.85fc'bto/Fy = Afn =A-2Af-Aw = 0.13 f„ = 0.28 in 20.2 „2 h =to +hr*d = Atotal =Actr*A = Af= 2.43 in' tf = 0.44 in 22.2 in, (total height) 29.3 in^ 2 DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN « = -— = 13.01 , (ACI 318-05 8,5,1) Ec Vb = A F h ^ for A,o,a/^2Ac tf 0.85/^ I.SAioiar bf — for A,o,al>2{Ac,r+Af) (cont'd) lAp ^_0.5^W Acr f^^ A,o,al^2{Ac,r + Af) 20.2 in, (plastic neutral axis to bottom) 0,5(fo+/ir+>'6) /<"• Atotal^'^Actr '^•hfjActr+'^id'i+i^-^ Atotal'A, '^•^ Atotal ^•^toAtotat+A f{tO+hr+t f)+0.5A jm{t0+hr+2, f)+tv,{d-yi,-t /)(/i-0.5rf-0.5j>^+0,5fy)+f„,(>>ft-r f){o.5yi,+0.5i y) ^ ^•^toActr+'^-5dA+{0.5Atotal'Actr){''-d-yb) ^ \ * TT- M Atotal^AActr+Af) '^•^ Atotal ^ ' h- thus, y Ztr=0.5yAt '^•^Atotal 13,2 in, (moment arm between centroid of tensile force and the resultant compressive force, = 194 in' for Atotal>'^[Actr*Af) A^r = bto/n: 30,4 in yb = — = 17,2 in, (elastic neutral axis to bottom) Acn+A Itr = lx + A{y^-0.5df + + Ac,r{0-5to+fir+d-yhf = 1444 Sir — 84 in , referred to steel bottom. yh S, •• (d + hr + to-yb) 294 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : M^ax = (Ztr /Z^) MOL + l^u. 247,6 ft-kips < M„ / Dt, =Ztr Fy / Ot, = where /J^ = 1,67 (AISC 360-0513,2a) 3.76(E/Fy)''^ = 90,55 > Cantilever Top: M^jn = 0 ft-kips < M„ / Ot, = where /?6 = 1,67 (AISC 360-0513,2b) Lt=MAX(X3 .L2)= 0,00 ft Lp= 1,76ry(E/Fy,)"= 4,12 ft 483,7 ft-kips, (AISC 360 13,2a) 57.82 134,7 ft-kips, (AISC 360 13,2b) [Satisfactory] [Satisfactory] 0.lFy\S,ho 225,0 ft-kips ' Lb) V Sxho\rtsj rts 11,87 ft ''ts =[( ly Cw)° ^/ Sx]°^ = c = 1,00 ho = d - t( = Cb= 1,30 1,42 15,46 in , (AISC 360-05 Fl) #DIV/0! ksi ly G J 12 11200 0,461 r„ Zx 54 739 'y 1,17 Mp MIN{Cp [Mp - (Mp - 0,75 Fy Sx) (L^ - Lp) / (L^ - Lp)], Mp} MIN(Fa, Sx , Mp) 225 ft-klps, for/, b@[0,/.p] N/A ft-kips, for Lb ©C-p./-rl N/A ft-kips, for Lp(g (i-r. Larger) Shear: Vmax = 15.25 kips where 2.24rH/Fy;"^ k^= 5 (k, E/Fy)"' = CHECK SHEAR CONNECTOR CAPACITY ^7 ^ (cont'd) V„/Clv=0.6FyAwCv/Qv= 78.548 kips, (AISC 360-05 13.1b) [Satisfactory] 53.946 (AISC 360-05 G2.1b) 53.852 118.2 ft-kips C„ = 1 (AISC 360-05 G2.1b) = 1,67 (AISC 360-05 Gl) 134,7 ft-kips <== No Shear Stud Required where = 1,67 (AISC 360-05 Fl & F2-1) C, = MIN (0.85 fo'Ao . FyAs) = S ef, = Mini M„,^,/(0.66 Fy),S,r] V = MAX Seff-Ss Str—Ss ,0.25 456,5 kips, (AISC 360-05 C-13.1) = 43 in', refered to steel bottom. C f = 114.13 kips, (AISC 360-05 C-13-4) Q„ =MIN[0.5A,c (fc'Ec)"' . RgRpAscFu]= 15,37 where = 115 pcf Ec =w c"33(fcr' 2229,1 ksi Asc ~ 0.44 in= Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.60 (AISC 360-05 Table I3.2b.3) IQn =Q„ NrX, /s = 238.3 kips > V [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Self Weight L = Li = 31.00ft a = L2 = P = PDL = 000 kips w, = WQi_i = 0.31 klf 0.00 ft w, = w 0L,2 0.31 klf ^End _Pa^{L + a) ^v,i^a >v.^^(4Z.-f 3a) 1.EI AA/, rf - —— 1- 24^/ 2^EI 4 2 2 Sw\L WiL a 0.00 in, downward perpendicular to beam. \6EI 3S4EI 32EI 0.60 in, downward perpendicular at middle of beam. M max 37.5 ft-kips Mn //2t, =Zx Fy/ n„ 134.7 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0,00 kips = = 0,57 klf W2 = = 0.00 klf /eff = 1148 in'' (AISC 360-05 C-13-3) 3EI ^ 24 EJ 2,4 El 0,00 in, downward, 2L2 /240= 0,00 in [Satisfactory] wiL'a 2„2 \6El^ff 3»4E/^ff 32E/ "ff nff - 0,28 in, downward, < L,/360= 1,03 in [Satisfactory] Technical References: 1, AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005, Inland Englnasring & Consulting, Inc. 4883 E, U Pakna Ave,, Suite 501-A Anaheim, CA 92807 Phone: (714) 777-77001 Fax: (714) 777-7773 inlandengineenng08bcglQbal.net PROJECT: NCCC CLIENT: TIMELESS JOB NO.: 10158S DATE : Composite Beam Design witii Verco Floor Decit Based on AiSC 360-06 / IBC 09 PAGE DESIGN BY REVIEW BY FB-5 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the fbllowing total [15] studs, if ribs spacing 1; 0 c 12" 0. c, the minimum composte beam capacity is from ^——Y 2 rows @ 12' o.c, not one row @ 8.57" o.c. _ J 1 INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W16X31 W2-6 1/4" LW A d 9.13 15.9 375 Sx 47.2 54 BEAM SPAN i.i = 28 ft CANTILEVER (0 = no cantilever) li = 0 ft BEAM SPACING (TRIB. WIDTH) B = 8 ft, O.C. SUPERIMPOSED LOAD, ASD = 71.00 lbs/ft^' ^5,2 = 0.00 lbs/ft^ CONCENTRATED END LOADS p = 0 kips RIBS PERPENDICULAR TO BEAM ? Yes (perpendicular) BEAM YIELD STRESS ^y = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 12 in O.c. (Total Studs 28) THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS Wl 71 + ( 48.10 + W2 = Ws,2+W^ = 0 *( 48.10 + P = 0 kips A',= 14.00 ft «1 = 13.77 X2 = 14.00 ft R2 = 13.77 X3 = 0.00 ft ^max ~ 13.77 ^max = 96.4 ft-kips 'Wmin = 0 3.88 3.88 122.98 lbs/ft^ 0.98 kips / ft (total gravity loads on span beam) 51.98 lbs/ft^ 0.42 kips / ft (uniform gravity loads on cantilever) ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c. l.c) 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c. I.a) * = 3/4 in < 3/4 in [Satis^ctory] (AISC 360-05 13.2c. I .b) + 1.5 = 3.5 in < hr + to'0.5= 5.75 in [Satisfactory] (AISC 13.2c. 1. s = 12 in o.c. < MAX[8(hr+to).36]= 50 in o.c. [Satisfactory] > 4 ()) = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. I .a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b = MIN (L/4 ,B}= 84 in, (AISC 360-05 13.1a) Adr = Af, =A-2Af-A„ •• t„ = 0.28 0.85fc'bto/Fy = 18.2 m 0.13 in^ h =to +hr +d = Atotal = Ac(r+A = Af = 2.43 in' tf = 0.44 in 22.2 in, (total height) 2 27.3 ,2 (cont'd) yb = 1 A F h ^ for A,o,al^'2Ac 0.85/^ a_0.5A,o,al-Ac,r A.o,a,^2(Ac,r+Af) */ , Aiotal—Af-0.5Aftii _ , \ tf+ — for Ai„,al>^{Ac,r+Af) 7J\ 20.0 in, (plastic neutral axis to trattom) y = 0.5(,o+/ir+>'ft) for Atotal^'^Actr ^ 0-^tOActr+'^-^dH'>-^Atotal-Actrp-d-yb) ^•^ Atotal for Atotal^^{Actr+Af) 0-^IOAtotal+A f{tO+hr+t f)+0.5A f,ll{to+hr+2r f)+ty,{d-yi,-t f){h-0.5d-0.5yi,+0.5t f)+t„{yb-t /)(o,5)'ft+0,5, y) — — — for Atotal>2[Actr+Afj thus, y = Z,r = 0.5yA,o,ai O.i Atotal 13,1 in, (moment arm between centroid of tensile force and the resultant compressive forc»,) ,3 180 in DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN n = -— = 13,01 , (ACI 318-05 8,5,1) Ec Acr = bto/n= 27,4 in' yb A„rid+hr+0-5to)+0-5Ad ^ ^ in, (elastic neutral axis to bottom) Acr+A Itr = Ix + A[yk-^.5df + + Ac,r{Q-^to+hr+d-ybf = 1415 83 in , referred to steel bottom. S, •• {d + hr + to-yb) 275 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom ; Mrr,ax = (Ztr/Zx) MDL + Mi_i_ = 191-2 ft-kips < Mr,/n„=z,rFy/n„ = where n„= 1,67 (AISC 360-0513,2a) 3,76(E/Fy j"^ = 90,55 > h/t„-- Cantilever Top: M mm where /2t, = 0 ft-kips < Mr,/ £2„ = 1,67 (AISC 360-05 13,2b) Lt =MAX(X3 ,L2)= 0,00 ft Z,p= 1.76ry(E/Fy,)''^= 4,12 ft 447,9 ft-kips, (AISC 360 13.2a) 57.82 134.7 ft-kips, (AISC 360 13.2b) Lr = \.95rts' Jc 1-1-6.76 0.7F_, VS;c/!0 Mp = Fy Zx = 225.0 ft-kips ^,. = £-|L.078-^f^T rts) E Jc 11,87 ft #DIV/OI ksi [Satisfactory] [Satisfactory] '•ts =I( ly Cw)"'^/ Sx ''•^= 1,42 'y G J C„ c= 1,00 12 11200 0,461 739 ho = d - t, = 15.46 in "•y Zx (rp= 1,30 , (AISC 360-05 F1) 1,17 54 Mp = 225 ft-kips, for i tj (g [0,/.p] MIN{Cp [Mp - (Mp 0,75 FyS,) (Lp-Lp)/{Lr-Lp)],Mp} = N/A ft-kips, for /- b @ (Lp./.r] MIN(Fcr Sx, Mp) = N/A ft-kips, for A b @ (i-r, Larger) Shear: yrnax = 1377 kips where 2.24(E/Fy)°^ •• k„= 5 (k, E/Fy)"' = CHECK SHEAR CONNECTOR CAPACITY Mmax = 96.4 ft-kips < - ^ (cont'd) V„/a.v = 0.6FyA».Cv/Clv= 78.548 kips, (AISC 360-0513.1b) [Satisfactory] 53.946 (AISC 360-05 G2.1b) 53.852 C^= 1 (AISC 360-05 G2.1b) = 1.67 (AISC 360-05 G1) M„/ nti= Zx Fy / = 134.7 ft-kips <== No Shear Stud Required where 1.67 (AISC 360-05 F1 &F2-1) Cf = MIN (0.85 fc'Aa , FyAs) = S = Mini Mmex/(0.66 Fy), Str] V = MAX Seff-Ss S ir—S s ,0.25 Qr, =MINl0.5Asc (fc'Ec)"- ,RgRpAscFu] = 456.5 kips, (AISC 360-05 C-13.1) = 35 in^, refered to steel bottom. Cf= 114.13 kips, (AISC 360-05 C-13-4) 15.37 kips, (AISC 360-05 I3.2d.3) Wc = 115 pcf Ec =w," 33 (fof 2229.1 ksi 0.44 in^ Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.60 (AISC 360-05 Table I3.2b.3) NrXt /S = 215.24 kips > [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = L, = 28.00 ft a = L2 = P = PDL = 0.00 kips w, = WQ^I = 0.31 klf W2 = WDI_2 = 0.31 klf 0.00 ft Mr, 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. PaL"-^ 5w,L I GEI 3S4EI 32EI 0.40 in, downward perpendicular at middle of beam. 30.6 ft-kips < Mr, / n„ =Z^ Fy / Ot, = 134.7 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips w, = Wi_i_., = 0.57 klf W2 = WLi2 = 0.00 klf /eff= 1089 in* (AISC 360-05 C-13-3) A End Pa-jL + a) w.L^a w,a^ (4L-h Sa) 3 El 24 EI ^ 24EI 0.00 in, downward. 2L2 /240= 0.00 in [Satisfactory] PaL^ Sw.Z," 16£/^^ ^%4Eleff ^2EUff 0.19 in, downward. < /.,/360= 0.93 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave., Suite 501-A Anaheim, CA 92807 Phone: (714) 777-77001 Fax; (714) 777-7773 inlandengineenngQstKglotKiLnet PROJECT: NCCC CLIENT: TIMELESS JOB NO. : 101585 DATE: PAGE DESIGN BY REVIEW BY ^1 FB-6 Composite Beam Design with Verco Floor Deck Based on AiSC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following total [15] studs, if ribs spacing 12 ' o.c 12" o. c, the minimum composte beam capacity is from ^ 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W12X30 W2-6 1/4" LW A 8.79 d 12.3 "x 238 Sx 38.6 Zx 43.1 BEAM SPAN ii = 24 ft CANTILEVER (0 = no cantilever) ^2 = 0 ft BEAM SPACING (TRIB. WIDTH) S = 8 ft, o.c. SUPERIMPOSED LOAD, ASD W's.t = 71.00 lbs/ft^ ^5,2 = 0.00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? Yes (perpendicular) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) 4, = 3/4 in STUDS SPACING 1 roiv@ 12 in o.c. (Total Studs 24) TP. THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS 71 + ( 48.10 + 3.74 ) =1 122.84 lbs/ft^ / =^~:=0;98-' "RTpsTft (total gravity loads on span beam) W2 = Ws 2+W,^ = 0 + ( 48.10 + 3.74 ) = 51.84 lbs/ft^ = 0.41 kips / ft (uniform gravity loads on cantilever) P = 0 kips 12.00 ft «i = 11.79 kips X2 = 12.00 ft «2 = 11.79 kips Xi = 0.00 ft ^max ~ 11.79 kips, at Rl right. Wmax = 70.8 ft-kips 0 ft-kips CHECK DIMENSION REQUIREMENTS to = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c. 1.C) hr = 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c. I .a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 I3.2c.1.b) Hs = hr + 1.5 = 3.5 in < -0.5= 5.75 in [Satisfactory] (AISC 13.2c. 1.b) •V = 12 in o.c. < MAXl8(hr + to) ,36;= 50 in o.c. [Satisfactory] > 4 It) = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. I .a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b = MIN (L/4 ,B)= 72 in, (AISC 360-05 13.1a) ^ctr • 0.85fc'bto/Fy 15.6 in Am =A-2Af-Ay,-- t^ = 0.26 0.08 h =to +hr +d Atotal =Aot,*A Af = 2.87 in' tf = 0.44 in 18.6 in, (total height) 24.4 in^ 2 yb • AF O.SSfjb ^ for Atota/^^Actr (cont'd) ^_0.5A,o,al Acr A,o,al^2{Ac,r+Af) Of 16.2 in, (plastic neutral axis to bottom) ^^^A.o,a,-Af-0.5Af,„ A,o.a,^2{Ac,r+Af) 0,5(fo+/ir+>fi) for Atotal^^Actr ^ 0.5loActr+0.5dA+{0.5Atotal-Actr){f'-d-yb) , ^ 77- for Atotal^AAar+Af) Atotal ^ ' O-itQAtotal+A f[tO+hr+l f)+0-iA f,ll{tO+hr+2t f)+t„{d-yf,-t f)[h-0.5d-0.5y,,+0.5t/)+f w(yf,-r f){0-iyb+°-^> f) h- thus, y Z,r = 0,5/A,ote/ 0.5 Atotal 11.2 in, (moment arm between centroid of tensile force and the resultant compressive force 3 for Atotal>'^[Actr+Af) 137 in DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN n = -— = 13.01 , (ACI 318-05 8.5.1) Ec bto/n--23.5 in yb ^ Acr{d+hr+0.5to)+0.5Ad ^ g in, (elastic neutral axis to bottom) Acr+A Itr = Ix + A{yi,-0.5df + + Actr{0-5to+hr+d-ybf = 949 in' fir yb 70 in , referred to steel bottom. S, (d + hr + to-yb) 193 in , refen'ed to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : M^ax = fZfr/Z,; MDL + Wa = 135.6 ft-kips < Mr,/0„=Z,rFy/n„ = where n„ = 1.67 (AISC 360-0513.2a) 3.76(E/Fy r 90.55 h/t. Cantilever Top: Mmin = 0 ft-kips < Mr,/ Cif, = Where /J^ = 1.67 (AISC 360-0513.2b) Lb =MAX('X3 , Lj; = 0.00 ft ip= 1.76rj,(E/Fy,)''-^= 5.37 ft E I Jc 341.0 47.31 107.5 ft-kips, (AISC 360 13.2a) ft-kips, (AISC 360 13.2b) [Satisfactory] [Satisfactory] Lr = l-95rts 0.7F>, VSx/io^ 179.6 ft-kips l-t-. 1-1-6.76 °^Sxho Jc 15.60 ft Fcr — Cb^E U rts 1-1-0.078 Jc { Lb #DIV/0! ksi ^ts=((lyCw)"/Sx]"= 1.77 'y G J C„ e = 1,00 20 11200 0.457 719 ho = d - tf = 11.86 in fy Zx Cb= 1.30 , (AISC 360-05 F1) 1.52 43 Mp = 179.58 ft-kips, for I b (g [O.ip] MIN{Cb [Mp - (Mp - 0.75 Fy SJ (Lb - Lp) / (L^ - Lp)], Mp} = N/A ft-kips, for /. b @ (/-p. iri MIN(F„Sx,Mp) = N/A ft-kips, forip® (Lr, Larger) CHECK SHEAR CONNECTOR CAPACITY Shear: V,rax = 11-79 kips Where 2.24 (E/Fy )°-' • k^= 5 (k^E/Fy)"' = (cont'd) F„ / fiv = 0.6FyAwCv I Ov = 57.449 kips, (AISC 360-05 13.1 b) [Satisfactory] 53.946 (AISC 360-05 G2.1b) 53.852 C^= 1 (AISC 360-05 G2.1b) £i^= 1.67 (AISC 360-05 Gl) Mmax where Qt, 70.8 ft-kips Mr,/ Qt>= Zx Fy / nt,= 107.5 ft-kips <== No Shear Stud Required 1.67 (AISC 360-05 Fl & F2-1) Cf = MIN (0.85 fo'Ao . FyA^) = Seff = MinlMrriax /(0-66 Fy) ,3^7 = 439.5 kips, (AISC 360-05 C-13.1) 26 in', refered to steel bottom. V = MAX Seff-Ss ,0.25 Str Ss Qr, =MINl0.5A,o (fc'Ec)"' . RgFlpA,oFu] Cf= 109.88 kips, (AISC 360-05 C-13-4) 15.37 kips, (AISC 360-05 I3.2d.3) Wo = 115 pcf Eo=Wo" 33(fo')°' 2229.1 ksi ^SC ~ 0.44 in^ Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.60 (AISC 360-05 Table I3.2b.3) NrX, /S = 184.49 kips > V CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = L, = 24.00ft a = L2 = 0.00 ft P = PDL = 0.00 kips w, = WDi_t = 0.31 klf Wj = Wi^i_2 = 0.31 klf [Satisfactory] ^Pa^{L + a) w.x^g w,a\4L + 3a) ^ AEnd 24EI 0.00 in, downward perpendicular to beam. M„ 16EI 3S4EI 32EI 22.4 ft-kips 0.34 in, downward perpendicular at middle of beam. )07.5 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips w, = Wi_i_t = 0.57 klf W2 = Wu.,2 = 0.00 klf U„= 699 in* (AISC 360-05 C-13-3) ^Mtd - Pa^(^L-i-a) w,L^a w,a^ {41.+-3a) 3E/ 24EI 24EI - 0.00 in, downward. < 2L2 /240= 0.00 in [Satisfactory] XbEUff 3MEUff 32£/, = 0.15 in, downward. < L,/360= 0.80 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Constmction, March 9, 2005. Inland Enginaaring & Consulting, Inc. 4883 E, La Palma Ave,, Suite 501-A Anaheim, CA ^807 Phone: (714) 777-77001 Fax: (714) 777-7773 inlandengineenngOstx:global,net PROJECT: CLIENT: JOB NO,: NCCC TIMELESS 101585 DATE: PAGE DESIGN BY REVIEW BY FB-7 Composite Beam Design with Verco Fioor Decit Based on AiSC 360-06 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the fbllovirtng total [15] studs, if ribs spacing 1: 0 c 12" 0, c., the minimum composte beam capacity is from 7ir 2 rows (g 12" o.c, not one row® 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W12X26 W2-6 1/4" LW A d 7.65 12.2 Ix 204 Sx 33.4 37.2 BEAM SPAN il-24 ft CANTILEVER (0 = no cantiiever) l2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 8 ft, O.c. SUPERIMPOSED LOAD, ASD Ws,r = 71.00 lbs/ft^ lVs,2 = 0.00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? Yes (perpendicular) BEAM YIELD STRESS '^y = 50 ksi CONCRETE STRENGTH 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) <|, = 3/4 in STUDS SPACING 1 mw@ 12 in o.c. (Total Studs 24) THE BEAM DESIGN IS ADEQUATE. ~ ; p-N ^ ^ y^.. . ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS IV, = Wsi+W^ = 71 + ( 48.10 + 3.25 ) = 122.35 lbs/ft^ = 0.98 kips / ft (total gravity loads on span beam) W2 = Wj 2+W^ = 0 + ( 48.10 + 3.25 ) = 51.35 lbs/ft^ = 0.41 kips / ft (unifonnn gravity loads on cantilever) P = 0 kips Xi = 12,00 ft /?,= 11.75 kips X2 = 12,00 ft R2 = 11.75 kips ^3 = 0.00 ft ^max ~ 11.75 kips, at Rl right 70.5 ft-kips 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c. l .c) 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c. I.a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c.I.b) Hs = hr + 1.5 = 3.5 in < hr*to -0.5 = 5.75 in [Satisfactory] (AISC 13.2c. lb) s = 12 in o.c. < MAXl8(hr+to) , 36; = 50 in o.c. [Satisfactory] > 4^ = 3 in o.c. [Satisfactory] (AISC 360-05 I3.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. 1.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B) = 72 in, (AISC 360-05 13.1a) h =to +hr +d= 18.5 in, (total height) Actr = 0.85fc'bt o/Fy = 15.6 in' A/o(a/ =A ctr+A= 23.3 in^ Am =A-2Af-A„ = 0.09 in^ Af = 2.47 in^ tw = 0.23 in tf = 0.38 in yb AF h ^ for A,oiaI<2.Ac tf+ 0.85/^ 'S.S Atotal- bf Atoial-A f—0.5 A fill - _/ _ \ ~ — for Ato,al>2{Actr+Af) ^_0.5Ato^a, Acrr A.o,al^2{Actr+Af) 16.4 in, (plastic neutral axis to bottom) (cont'd) y = O.S(tO+hr+yb) for Atoial^^Actr ^ OStQAcir+OSdA+iO.SAtotal-Acirp-d-yb) 0-^ Afotal 0-5ioAtoial+A f[tO+hr+t f)+0.iA ftllito+hr+'^t f)+tJd-yb-t f)[h-O.Sd-0.iy^+O.St f)+t^[yb-t /)(o.5j'j+0.5r/) h — for Aiotal>AAcir+Af} Atotal ^ ' for Atolal^'A.Actr+Af] thus, y = Z,r = 0.5yA,o,a/ = 11.3 in, (moment arm between centroid of tensile force and the resultant compressive force.) 3 131 in DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN n = - = 13.01 , (ACI 318-05 8.5.1) Ec Aotr= bto/n = 23.5 in ^ Acr{d+hr+0.5to)+0.5Ad ^ g in, (elastic neutral axis to bottom) yb-Acr+A ltr = Ix + A{yh-0-5df + + Actr{0.5to+hr+d-ybf = 843 Itr 61 in , referred to steel bottom. S, = (d + hr + to-yb) 182 in , refeaed to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : /Vf„ax = (Ztr ^Z^) MQU + Mu_ = 145.5 ft-kips < Mr,/n„=Z,rFy/niy = where Ot, = 1.67 (AISC 360-0513.2a) 3.76(E/F^ ) O.S 90,55 > h/t w Cantilever Top: M mtn - Where 0 ft-kips < Mr,/ £2b = 1,67 (AISC 360-05 13,2b) Lf, =MAy.{X3 ,L2)= 0,00 ft Lp = 1,76ry(E/Fy,)''^= 5.31 ft 328.1 53.04 92.8 ft-kips, (AISC 360 13.2a) ft-kips, (AISC 360 13.2b) Lr = 1.95r„ 0.7Fy VS;t/io 155.0 ft-kips 14,89 ft cyE U rts 1+0.078 Jc { Lb_ Sxhoyrts #DIV/0! ksi [Satisfactory] [Satisfactory] M„ = '•ts=[(lyCw)"/Sx]°== 1,75 'y G J C« c = 1,00 17 11200 0,3 606 ho = d - t, = 11,82 in fy Zx Cb= 1,30 , (AISC 360-05 F1) 1,50 37 Mp = 155 ft-kips, for L b @ [0,/.p] MIN{Cb [Mp - (Mp - 0,75 Fy SJ (Lp - Lp) / (L^ - Lp)], Mp} = N/A ft-kips, for/.b @ MIN{F„Sx,Mp) = N/A ft-kips, for /. b @ (Lr, Larger) •plS"^7 3^ (cont'd) 50,407 kips, (AISC 360-05 13,1b) [Satisfactory] C„ = 1 (AISC 360-05 G2,1b) 1,67 (AISC 360-05 G1) ft-kips <== No Shear Stud Required (k^ E/Fy)"' CHECK SHEAR CONNECTOR CAPACITY Mmax - 70.5 ft-kips < Shear: V„ 11.75 kips Vn/nv = 0.6FyA«.Cy/Civ where 2.24 (E/Fy j"'= 53.946 k^= 5 (AISC 360-05 G2.1b) 53.852 M„ //26 =Zx Fy/i3b 92.8 where = 1.67 (AISC 360-05 Fl &F2-1) C,=MIN(0.85fo'Ao ,FyAs) = Sef, = MinlM„„,/(0.66Fy).S,r] = s2 382.5 kips, (AISC 360-05 C-13.1) „3 V • = MAX Seff-Sj S Ir—S s ,0.25 26 in , refered to steel bottom. Cf = 95.625 kips, (AISC 360-05 C-13-4) Q„ = MIN[0.5A^ (fo'Eo)"' . RgRpAscFuI = 15.37 kips, (AISC 360-05 I3.2d.3) Wo = 115 pcf Ec=Wo" 33 (fo')"' 2229.1 ksi Asc ~ 0.44 in^ Fu = 58 ksi 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.60 (AISC 360-05 Table I3.2b.3) NrX, /S = 184.49 kips > V CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = Li = 24.00 ft a = /.2 = 0.00 ft P = PDL = 0.00 kips Wl = woij = 0.31 klf W2 = WDI_2 = 0.31 klf [Satisfactory] /^End Pa^{L + a) y,,L^a ^y{4L + 3a) 3EI 24EI 24 EI 0.00 in, downward perpendicular to beam. '^''^ 16EI 384EI 32EI 0.39 in, downward perpendicular at middle of beam. M„ 22.2 ft-kips < M„//2b =Zx/^y/^b = 92.8 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips w, = Wy,, = 0.57 klf 1^2 = ^iL.l - 0.00 klf \^„= 648 in''(AISC 360-05 C-13-3) A. End = AM;t/ - Pa-{L + a) w.L^a w^g^ (^4L+-3a) 3EI 24E1 24EI - 0.00 in, downward. < 2L2 /240= 0.00 in [Satisfactory] \6El^ff 384Ef^j, 32£:/^^ = 0.17 in, downward. < L,/360= 0.80 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Englnaaring & Consulting, Ine. 4883 E. La Pahia Ave., Suite 501-A PROJECT Anaheim,CA92807 Phone: (714) 777-77001 Fax: (714) 777-7773 V^LItN 1 inlandengineenngQsbcglobal net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY " ^1 FB-8 Composite Beam Design with Verco Fioor Decic Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the fbllowing total [15] studs, if ribs spacing j: o.c 12" o. c, the minimum composte beam capacity is from ^ 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W16X31 W2-6 1/4" LW A d 9.13 15.9 375 Sx 47.2 Zx 54 BEAM SPAN ii = 28 ft CANTILEVER (0 = no cantilever) i.2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 8 ft, o.c. SUPERIMPOSED LOAD, ASD = 121.00 lbs/ft^ Ws.2 = 0.00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? Yes (perpendicular) BEAM YIELD STRESS Py = 50 ksi CONCRETE STRENGTH 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o.c. (Totel Studs 28) .lit 't—i—i' THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS >f Wl =VVsl+W^ = 121 + ( 48.10 + 3.88 ) = 172.98 lbs/ft^ = 1.38 kips / ft (totel gravity loads on span beam) W2 = Ws,2+Wwl = 0 *( 48.10 + 3.88 ) = 51.98 lbs/ft^ = 0.42 kips /ft (uniform gravity loads on cantilever) P = 0 kips Xi = 14.00 ft /?! = 19.37 kips X2 = 14.00 ft R2 = 19.37 kips x:3 = 0.00 ft ymax = 19.37 kips, atRI right. Wmax = 135.6 ft-kips A</min = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c. l .c) hr = 2 in < 3 in [Satisfactory] (AISC 360-0513.2c. I.a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-0513.2c.1.b) hr + 1.5 = 3.5 in < "r+fo - 0.5 = 5.75 in [Satisfactory] (AISC 13.2c. I.b) s = 12 in o.c. < MAX[8(hr+to) 36;= 50 in o.c. [Satisfactory] > 4^ = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. 1.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 84 in, (AISC 360-05 13.1 a) O.85fo'bto/Fy = "ctr- Affl, =A-2Af-A„ = t„ = 0.28 18.2 in 0.13 h =to +hr +d = Atotal =Actr*A = A,= 2.43 iri tf = 0.44 in 22.2 in, (totel height) 27.3 in^ 2 yb AFy — for Atotal^2Actr (cont'd) 0.85/^ '),5Aiotar bf , Atotal-A f-0.5 A fill , , ->/,,, \ tf+ — for A,otal>2{Aclr+A/) ^_0.5Ato.a, Actr j.^^ Arotal^2{Actr+Af) Of 20.0 in, (plastic neutral axis to bottom) y = 0.i{t^^hr+yb) for Atotal^^Actr 0-itOActr+0-idA+(0.5AtotarActr){l'-d-yb) 0-i Atotal for Atotal^'^(Actr+Af) O-itQAtotal+A f{tO+hr+t f)+0.5A f,ll{l0+hr+2t f)+t„{d-yt,-t f)(h-0.5d-0.5yj,+0.5t f)+ty,{yb-t f){o.5yi,+0.5t f) 0.5 Atotal thus, y = 13.1 in, (moment arm between centroid of tensile force and the resultent compressive force.) Z,r = 0.5yA,otai= 180 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN n = — = 13.01 , (ACI 318-05 8.5,1) Ec Aoir=bto/n= 27,4 in^ for Atotal>'2{Actr+Af) yh _ Acr{d+hr+0.5to)+0-5Ad _ ^.^ Aa,+A 0 in, (elastic neutral axis to bottom) Itr = /.c + A{yi,-Q.5df + + Actr{^.St,i+hr+d-ykf = 1415 Str = 83 in , referred to steel bottom. yb S, = (d + hr + to-yb) 275 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : M^ax = (Ztr /Zx) MQL * Mi_i_ where (it, = 3.76(E/Fy) 230,4 ft-kips /Oi,= 1,67 (AISC 360-05 13.2a) < Mr, / n„ =Z,r Fy / Ol, 447.9 ft-kips, (AISC 360 13.2a) 90.55 Cantilever Top: M^n = 0 ft-kips < Mr,/ iit, = Where O,, = 1.87 (AISC 360-0513.2b) Lt=MAX(X3,L2)= 0.00 ft /,p= 1.76ry(E/Fy,)"= 4.12 ft E h/ty, = 57.82 134.7 ft-kips, (AISC 360 13.2b) Lr = ^•95rts 0.7 Fy"^ Sxho |l.jl.6.76(^^ 11.87 ft Wp = Fy Zx = 225.0 ft-kips cr - 72 u rts ^"'^'^ 'l+0.078 ' Sxhoyrts #DIV/0! ksi [Satisfactory] [Satisfactory] '•ts=[(lyCwr/Sx]°'= 1.42 'y G J C« c= 1.00 12 11200 0.461 739 ho = d - t, = 15,46 in ••y Zx Cb= 1,30 , (AISC 360-05 Fl) 1.17 54 Mp = 225 ft-kips, for/,b @ [0,/.p] MIN{Cb [Mp - (Mp - 0,75 Fy S,) (Lb - Lp) / (L^ - Lp)], Mp} = N/A ft-kips, for /.(, @ {Lo.'-A MIN(F„S,,Mp) = N/A ft-kips, for/.,b(g {Lr, Larger) CHECK SHEAR CONNECTOR CAPACITY Mmax = 135.6 ft-kips Shear: V^a^ = 19.37 kips Where 2.24 f£/Fy ^ k^= 5 ^1 VnlClv = 0.6FyA».Cv/Civ = 78.548 kips, (AISC 360-05 13.1b) (cont'd) [Satisfactory] 53.946 (AISC 360-05 G2.1b) (ky E/Fy )"•'= 53.852 C„= 1 (AISC 360-05 G2.1b) = 1.67 (AISC 360-05 Gl) Mr,/ (2b= Zx Fy / nt,= 134.7 ft-kips <== Shear Studs Required wrtiere /2h = 1.67 (AISC 360-05 Fl &F2-1) Cf = MIN (0.85 fo'Ao .FyAs) = S eff = Mini M,„ex/(0.66 Fy), Str] V' = MAX Seff-Ss Str—S s ,0.25 Q„ = MIN [0.5 Asc (fc'Ec)" . RgRpAscF ul 456.5 kips, (AISC 360-05 C-13.1) = 49 in', refered to steel bottom. Cf= 114.13 kips, (AISC 360-05 C-13-4) 15.37 kips, (AISC 360-05 I3.2d,3) Wc = 115 pcf Ec =lVc" 33 (fo')"' 2229,1 ksi Asc = 0,44 in^ Fu = 58 ksl «9 = 1,00 (AISC 360-05 Table I3,2b,3) Rp = 0,60 (AISC 360-05 Table I3,2b,3) NrXf/S = 215,24 kips > [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = L, = 28,00 ft a = L2 = P = PDL = 0,00 kips ^1 = ^DL,1 = 0,31 klf ^2 - ^DL,2 = 0,31 klf 0,00 ft Pa^{L + a) H'.Z.^a wyi4L + 3a) AEnd ' 3EI 24EI 24EI 0,00 in, downward perpendicular to beam. Mn \6EI 3MEI 32EI 0,40 in, downward perpendicular at middle of beam. 30,6 ft-kips < M„ / a„ =Z^ Fy / S2i, = 134.7 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0,00 kips w, = Wi.1.,) = 0,97 klf W2= Wu.,2 - 0.00 klf /eff= 1089 in* (AISC 360-05 C-13-3) AEnd • AMid - Pa-(^L+-a) w.L^a ^ w,a^(4L+-3ay 3EI 24 EI ^ 24EI — 0.00 in, downward. < 2L2/240= 0.00 in [Satisfactory] \6Eleff i84E/^ff 32Er eff 'eff = 0.33 in, downward. < Li/360= 0.93 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Englnaaring & Consulting, Inc. 4883E. La Palma Ave , Suite 501-A PROJECT Anaheim,CA92807 ^, .^...f. Phone: (714) 777-77001 Fax: (714) 777-7773 CLItNT inland<>ngineehngesbcglobai.nat JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY FB-8A Composite Beam Design with Verco Fioor Decic Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing fbr perpendicular to beam. For the following totel [15] studs, if ribs spacing 1J j c 12" 0. c., the minimum composte beam capacity is from f ^ 2 rows (g 12" o.c, not one row (g 8.57" o.c. _• J INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W16X31 W2-6 1/4" LW A d 9.13 15.9 375 Sx 47.2 54 BEAM SPAN ii = 20 ft CANTILEVER (0 = no cantilever) ^2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 18 ft, o.c. SUPERIMPOSED LOAD, ASD Ws,i = 121.00 lbs/ft^ >Vs,2 = 0.00 lbs/ft^ CONCENTRATED END LOADS p = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row(g 12 in o.c. (Totel Studs 20) _J_ 1_ J i I I THE BEAiM DESIGN IS ADEQUATE. f f ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS w, =iVsi+w^= 121 + ( 48.10 + 1.73 W2=Ws,2+Ww(= 0 *( 48.10 + 1.73 P= 0 kips A-, = 10.00 ft «i = 30.75 kips A'2= 10.00 ft /?2 = 30.75 kips X3 = 0.00 ft ^max ~ 30.75 kips, at Wmax= 153.7 ft-kips *^min = 0 ft-kips CHECK DIMENSION REQUIREMENTS („ = 4.25 in > 2 in hr= 2 in < 3 in (|) = 3/4 in < 3/4 in Hs= hr + 1.5 = 3.5 in < .1 = 12 in o.c. < MAXl8(hr + to) > 4 ^ = 3 Wr= 6 in > 2 In DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4.B) = 60 in, (AISC 360-0513.1a) Aotr= 0.85fo'bto /Fy = 13.0 in^ Am =A-2Af-A„ = 0.13 in^ t„ = 0.28 in 170.83 lbs/ft^ 3.07 kips / ft (totel gravity loads on span beam) ) = 49.83 0.90 lbs/ft^ kips / ft (uniform gravity loads on cantilever) [Satisfactory] [Satisfactory] [Satisfactory] - 0.5 = 5.75 36;= 50 (AISC 360-05 13.2c. l .c) (AISC 360-05 13.2c. I.a) (AISC 360-05 I3.2c.1.b) in [Satisfactory] in o.c. [Satisfactory] (AISC 13.2c. I.b) in o.c. [Satisfactory] (AISC 360-0513.2d.6) [Satisfactory] (AISC 360-05 13.2c. 1 a) h =to +hr +d = Atotal =Aotr+A = Af = 2.43 t, = 0.44 22.2 in, (total height) 22.1 in^ yb •• AF Ai (cont'd) T— for Atotal^^Aci, tf O.SSfJ, ).5 Atotal bf Atotal—A f—O.^Aftll ^_0.5Atotal Acr A,o,al^2{Ac,r+Af) bf 19.2 in, (plastic neutral axis to bottom) for Aiotal>2(Actr+Af) 0.5(tO+hr+yb) for A,otal^^Actr 0.5tQActr+0.5dA+{0.5 Atotal-A < 0-5 Atotal O-^tOAtotal+A f{tO+hr+t f)+O.SA fill{tO+hr+2l f)+lv{d-yb-t f){h-0.5d-0.5yi,+0.5t f)+tw{yb-'/)(°-^>'/.+°-^^/) 0.5toActr+0.5dA+(0.5A,otarActr){''-d-yb) , \ f> rr- for Atolal^AActr+Af) O.i Atotal ^ ' thus, y = Z,r=0.5yA,o,et O.i Atotal 12.7 in, (moment arm between centroid of tensile force and the resultent compressive force.) ,3 for Atotal>2{Actr+Af) 141 in DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN n = -— = 13.01 , (ACI 318-05 8.5.1) Ec Actr=tito/n= 19.6 in"^ Acr{d+hr+Q-Sto)+^-^'id -yb = .4ar+A = 16.2 in, (elastic neutral axis to bottom) Itr = Ix + A{yi,-0.5df + + Actr(0-5to+hr+d-ybf = 1313 81 in , referred to steel bottom. yh S, (d + hr + to~yb) 220 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom: = f^fr/Zxj Mo/. + M^L = 225.7 ft-kips < Mn/n„=ZtrFy/Oi,= where n,, = 1.67 (AISC 360-0513.2a) 3.76(E/Fy j"-^ = 90.55 > h/t^-- Cantilever Top: M 0 ft-kips < Mr, / nt,= where a„= 1.67 (AISC 360-0513.2b) ip =MAX(X3 , L2) = 0.00 ft Lp= 1.76 ry(E/Fyf)°-== 4.12 ft 350.9 ft-kips, (AISC 360 13.2a) 57.82 134.7 ft-kips, (AISC 360 13.2b) Lr = \ .95rts (i.i Fy'i Sxho 11.87 ft Mp = Fy Zx = 225.0 ft-kips \ SxhoKrts rts '•ts=[(lyC„r/Sx]°'= 1,42 c = 1,00 ho = d - tf = 15,46 in Cb= 1,30 , (AISC 360-05 Fl) #DIV/OI ksi •y 12 1,17 [Satisfactory] [Satisfactory] M„ MIN{Cb [Mp - (Mp - 0,75 Fy Sx) (Lp - Lp) / (L^ - Lp)] , Mp} MIN(F„ Sx , Mp) G J 11200 0,461 739 Zx 54 225 ft-kips, for /. b @ [0 .pl N/A ft-kips, for/. b@(Lp,/. r] N/A ft-kips, for /. b @ C- r. Larger) CHECK SHEAR CONNECTOR CAPACITY Mmax = 153,7 ft-kips Shear: V^ax = 30.75 kips where 2.24 (E/Fy )''^ •• k^= 5 (k, E/Fy)°' = < V„/Cl,. = 0.6FyA>,Cv/nv-- 53.946 (AISC 360-05 G2.1b) 53.852 M„//3/, =Z, F„//36 = 134.7 78.548 kips, (AISC 380-05 13.1b) [Satisfactory] CJ, = 1 (AISC 360-05 G2.1b) n„ = 1.67 (AISC 360-05 G1) ft-kips <== Shear Studs Required where Of, = 1.67 (AISC 360-05 Fl &F2-1) C, = MIN (0.85 fo'Ao , FyAs) = Sef, = MihlM,r,axn0.66F,),S,r] \2 V = MAX Seff-Ss ,0.25 Sir Ss Qr, =MIN[0.5Aso (fo'Eo)°'.RgRpAsoFuJ = 456.5 kips, (AISC 360-05 C-13.1) = 56 in^, refered to steel bottom. Cf= 114.13 kips, (AISC 360-05 C-13-4) 18.06 kips, (AISC 360-05 I3.2d.3) where Wo = 115 pcf Ec =wc" 33 (fo')"' 2229.1 ksi 0.44 in^ Fu = 58 ksi «g = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.75 (AISC 360-05 Table I3.2b.3) £Q„ =Q„ NrX, /s = 180.64 kips > [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = Lf = 20.00 ft a = L2 = 0.00 ft P = PDL = 0.00 kips IV, = W[}i_j = 0.67 klf ^2 = WDI_2 = 0.67 klf AEnd '• Pa^{L + a) H-.L^g wy(^L + 3a) AM/t/ - • 3EI PaL^ 24EI 24EI e ,4 r2 2 5w\L WiL a 0.00 in, downward perpendicular to beam. 16EI 3B4EI 32EI 0.22 in, downward perpendicular at middle of beam. Mmax = 336 ft-kips Mr,/ Oi,= Zx Fy/ flu = 134.7 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips w, = Wi_i, = 2.18 klf 1V2 = Wu_2 = 0.00 klf Uff= 965 in* (AISC 360-05 C-13-3) AEnd — AMid '• Pa^(L+-a) w.L^a w,a^(4L + 3ay 3EI 24E1 24EI 0,00 in, downward, 2L2 /240= 0,00 in [Satisfactory] l6Eleff 384El^j,f 32E/eff = 0,21 in, downward, < L,/360 = 0,67 in [Satisfactory] Technical References: 1, AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005, Inland Englnaaring S Consulting, Ine. 4883 E, La Palma Ave,, Suite 501-A Anaheim, CA 92807 Phone: (714) 777-77001 Fax: (714) 777-7773 inlarwtMngmeenngQsbcglObal PROJECT: CLIENT: JOB NO • NCCC TIMELESS DATE- PAGE DESIGN BY REVIEW BY FB-8B Compoalte Beam Design with Verco Fioor Decic Based on AiSC 360-OS / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be on actual deck ribs spacing for perpendicular to beam. For the following total [15] studs, if ribs spacing 12" o. c, the minimum composte beam capacity is ft^om 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W12X26 W2-6 1/4" LW Ad Ix Sx Zx 7.65 12.2 204 33.4 37.2 BEAM SPAN ti = 10 ft CANTILEVER (0 = no cantilever) 0 ft BEAM SPACING (TRIB. WIDTH) B = 8 ft, O.C. SUPERIMPOSED LOAD, ASD M's.r = 121.00 lbs/ft^ *'s.2 = 0.00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? yes (perpendicular) BEAM YIELD STRESS '^y = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o.c. "I \ r (Total Studs 10) THE BEAIVI DESIGN IS ADEQUATE. \ ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS W, =lVs1+Wj^ = 121 *( 48.10 + 3.25 ) = 172.35 Ibs/ft' = 1.38 kips / ft (totel gravity loads on span beam) W2=Ws,2+Wiv( = 0 *( 48.10 + 3.25 ) = 51.35 Ibs/ft' = 0.41 kips / ft (unifomi gravity loads on cantilever) P = 0 kips X,= 5.00 ft /?,= 6.89 kips X2 = 5.00 ft R2 = 6.89 kips X3 = 0.00 ft Vmax = 6.89 kips, at Rl right. Wmax = 17.2 ft-klps Wmin = 0 ft-kips CHECK DIMENSION REQUIREMENTS to = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c. 1.C) 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c. 1.a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c. I .b) Hs=hr + f.5 = 3.5 in < hr+to-0.5= 5.75 in [Satisfactory] (AISC 13.2c. I.b) s = 12 in o.c. < MAXl8(hr*to).36]= 50 in o.c. [Satisfactory] > 4 i^ = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. 1.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 30 in, (AISC360-05 13.1 a) Actr -• Afm = f» = 0.85fo'bto/Fy = A-2Af-A„= 0.09 0.23 in 6.5 in h =fo +hf +d = Atotal =Actr+A = Af = 2.47 tf = 0.38 18.5 in, (total height) 14.2 in' ,2 yb = AF (cont'd) T- for Atotal^2Ac tf 0.85/^ 't.S Atotal- bf Atotal—A f-0.5 A fill J. -,1 „ ^ .. \ — for Atotal>2\Actr+A f) ^_0.5Ato,al Actr j-^^ A,o,a,^2(Ac,r+Af) bf 12.1 in, (plastic neutral axis to bottom) 0.'i[tiii+hr+yb) for Atoial^'^Actr ^ OitoActr+0.5dA+{0.5A,o,ai-Actr){>'-d-yb) O i Atotal for Atotal^'2{Actr+Af) OitoAtotal+A /(iQ+lir+t f)+0.5Afitl{tO+hr+2t f)+t„{d-yb-t f){h-0.5d-0.5yi,+0.5tf)+t„[yi,-t /)(o.5>-j,-1-0.5, y) thus, / = Z(r = 0.5yAfo,a, o.i Atotal 10.4 in, (moment arm between centroid of tensile force and the resultent compressive force.) 3 /"'• Atotal>'2{Aclr+Af) 73 in DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN n = -— = 13.01 , (ACI 318-05 8.5.1) Ec Actr= bto/n yb 9.8 in Acr{d+hr+0.5to)+0.5Ad ^ g in, (elastic neutral axis to bottom) Acr+A Ilr = Ix + A(yi,-0.5df + i^l^ + Actr(0-5to+hr+d-ybf = 668 in^ Itr yh 56 in , referred to steel bottom. (d + hr + to-yb) 101 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : M^ax = (Ztr /Zx) MOL + MU. = 22.2 ft-kips < Mr,/at,=ZtrFy/nt = where 0^= 1.67 (AISC 360-0513.2a) 90.55 > /i/t„ = Cantilever Top: M 3.76(E/Fy )" 0 ft-kips < M„/ n„ = where /2p = 1.67 (AISC 360-0513.2b) L„ = MAX(X3 .L2)= 0.00 ft ip= 1.76ry(E/Fyf)"= 5.31 ft E 183.2 ft-kips, (AISC 360 13.2a) 53.04 92.8 ft-kips, (AISC 360 13.2b) Lr = \,95rts 0.7 Fy\ Sxho |l.jl.6^76[^^ 14.89 ft Mp = FyZx= 155.0 ft-kips ^^^ = ^^jl+0.078 f^-'^ ' y rts Sxhoyrts #DIV/0l ksi [Satisfactory] [Satisfactory] '•ts=[{lyCw)"/Sx]''== 1.75 'y G J C„ c = 1.00 17 11200 0.3 606 ho = d - tf = 11.82 in fy Zx Cb= 1.30 , (AISC 360-05 F1) 1.50 37 Mp = 155 ft-kips, ior I.i, @ [0,/-p] MIN{Cb [Mp - (Mp - 0.75 Fy SJ (Lb - Lp) / (L^ - Lp)], Mp} = N/A ft-kips, for /. b @ (i.p,/.r] MIN(FerSx,Mp) = N/A ft-kips, for Lb @ (Lr, Larger) ^3~~ 50,407 kips, (AISC 360-Ob i3,1b) CHECK SHEAR CONNECTOR CAPACITY Shear: V^ax = 6,89 kips where 2.24(E/Fy)°^ • fc„ = 5 (kyE/Fy) 0.5 < V„/nv = 0.6FyAwCJClv-- 53.946 (AISC 360-05 G2.1b) 53.852 (cont'd) [Satisfactory] Mn 17.2 ft-kips C„ = 1 (AISC 360-05 G2.1b) 0^= 1.67 (AISC 360-05 Gl) ft-kips <== No Shear Stud Required where = 1.67 (AISC 360-05 Fl 8. F2-1) Cf = MIN (0.85 fo'Ao , FyAs) = S ef, = Mini Mr,,^,/(0.66 Fy),S,r] •- V = MAX Seff-Sj S tr—S s ,0.25 Q„ =MIN[0.5Aso (fc'Ec) .RgRpAsoFul^ 325.13 kips, (AISC 360-05 C-13.1) 6 in', refered to steel bottom. Cf = 452.39 kips, (AISC 360-05 C-13-4) 15.37 kips, (AISC 360-05 I3.2d.3) where Wo = 115 pcf Eo ="'c" 33 (fof 2229.1 ksi 0.44 in' Fu = 58 ksi Rp = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.60 (AISC 360-05 Table I3.2b.3) £Qr, = Qn NrXi/s = 76.871 kips < V" CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = L, = 10.00ft a = L2 = 0.00 ft P = PQL = 0.00 kips '^1 = WOL,! = 0.31 klf Wj = M'DL,2 = 0.31 klf [Satisfactory] /^End Pa^(L + a) ^,L^a ^ w.a^(4i,-f 3a) 3EI 24EI 24 EI 0.00 in, downward perpendicular to beam. Mn 16EI 3S4EI 32EI 0.01 in, downward perpendicular at middle of beam. 39 ft-kips < Mr,/Cip=Z„Fy/Qf,= 92.8 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wi = Wiii = 0.97 klf W2 = Wi_i_,2 = 0.00 klf leff= 430 in" (AISC 360-05 C-13-3) AEnd — AMid - 3EI 24 EI 24 EI — 0.00 in, downward. < 2L2 /240= 0.00 in [Satisfactory] 16£;/^^ 384£;/^^ 32Eleff = 0.01 in, downward. < I,/360= 0.33 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. •J!»«II«;EIIISI!,*BM DESIGN CRITERIA The Input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the fbllowing total [15] studs, if ribs spacing ij.c. 12" o.c, the minimum composte beam capacity is from INPUT DATA & DESIGN SUMMARY BEAM SECTION • > FLOOR DECK TYPE » > BEAM SPAN CANTILEVER (0 = no cantilever) BEAM SPACING (TRIB. WIDTH) SUPERIMPOSED LOAD, ASD CONCENTRATED END LOADS RIBS PERPENDICULAR TO BEAM ? BEAM YIELD STRESS CONCRETE STRENGTH SHEAR STUD DIA. (1/2, 5/8, 3/4) STUDS SPACING 1 Inland Englnaaring S CentuMng, tne. 4883 E. La Palma Ave., SuHa 501-A Anahei(n,CA 82807 Phona: (714) 777-77001 Fax: (714) 777-7773 Wandangliiaeili^OilicokibalJiet PROJECT CLIENT JOB NO. NCCC TIMELESS 101585 DATE: PAGE DESIGN BY REVIEW BY FB-9 2 rows @ 12" o.c^, not one row @ 6.5T o.c ii = B = Ws,t = Ws,? = p = Fy = fc'' W16X8g W2-6 1/4" LW 29 ft 0 ft 20 ft, o.c 127.00 Ibs/ft' 0.00 lbs/ft' A d 26.4 16.8 'X 1310 157 Zx 177 0 no 50 3 3/4 12 kips (parallel) ksi ksi in in o.c. (Totel Studs 30) THE BEAM DESIGN IS ADEQUATE. y- ICS y^ '1 ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS W, = W,1+tVw( = 127 + ( 48.10 + 4.49 ) = 179.59 lbs/ft* = 3.59 kips / ft (total gravity loads on span beam) >*2 = Wa,2*'*w( = 0 + ( 48.10 • 4.49 ) = 52.59 lbs/ft' = 1.05 kips / ft (unifomi gravity loads on cantilever) P = 0 kips Xi = 14.50 ft «i = 52.08 kips X2 = 14.50 ft «2 = 52.08 kips ^3 = 0.00 ft ^max ~ 52.08 kips, at R1 right A^max = 377.6 ft-klps A^min " 0 ft-kips CHECK DIMENSION REQUIREMENTS to = 4.25 in > 2 in [Satisfactory] (AISC 360-0513.2c rc) = 2 In < 3 in [Satisfactory] (AISC 360^)513.2c la) • = 3/4 In < 3/4 in [Satisfactory] (AISC 360-0513.2c1.b) Ha = hf + 15 = 3.5 in < hr^to-Q.5- 5^75 in [Satisfactory] (AISC 13.2c lb) s = 12 in o.c. < MAXfSf/lf+f<,;,36;= 50 in o.c [Satisfactory] > 4 i|) = 3 ino.c [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-0513.2c la) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =M/N(L/4, B) = Aff-A-2Af-Ay,= 0^30 f„ = 0^53 In 0,B5fo'bto/Fy = 87 in, (WSC 360-05 IS^Ia) lag in' in Atom =Ac(f+A = A, = aio in' tf = 0^88 in 23^1 in, (totel height) 45^3 in' ,2 DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN n = = 13.01 , (ACI 318-05 8.5.1) Ec yb = AF 1— for Aiotal^^Ac O.SSfJb ^_0.5 Atotal-Actr A,o,al^2{Actr+Af) ^1 (cont'd) bf ^A,otal~Af-0.5Afii, A,^,^,^2{Ac,r+Af) t w 16.4 in, (plastic neutral axis to bottom) y = 0.i{tO+hr+yb] for A,otal^'^Actr 1^ 0.it0Actr+0idA+(0.5A,oial-Actr)(''-d-yb) O i Atotal for Atotal^'^{Aclr+Af) OilQAiotal+A f[tO+hr+t f)+0.iA flll[t0+hr+2t f)+fw{d-y/,-t f){h-0.5d-0.5yi,+0.5t f)+tw{yb-t f)(oiyb+°-^>/) thus, y = Z,r = 0.5yA,o,ai O i Atotal 13.2 in, (moment arm between centroid of tensile force and the resultant compressive force.) ,3 for Atotal>'^(Actr+Af) 298 in Aotr= bto/n= 28.4 in Ac,{d+hr+0.5to)+0,5Ad yh .4cr + A 14.9 in, (elastic neutral axis to bottom) hr = /.V + A{yi-Q.5df + + Actri^-^tD+hr+d-yhY = 3500 in* S tr — ' 235 in , referred to steel bottom. yh (d + hr + to-yb) 429 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : M,„ex = (Z,r /Z, j MDL + Ma = 453.3 ft-kips < Mr,/nb=Z,rFy/n„ = where 0^= 1.67 (AISC 360-0513.2a) > h/t„--3.76(E/Fy)''-^ = 90.55 0 Cantilever Top: Mn ' mm ~ where Op ft-kips < M„ / i2p = 1.67 (AISC 360-05 13.2b) Lp =MAX(X2 , L2;= 0.00 ft /.p= 1.76ry{E/Fy,)''^= 8.78 ft E I Jc 744.0 32.00 441.6 ft-kips, (AISC 360 13.2a) ft-kips, (AISC 360 13.2b) [Satisfactory] [Satisfactory] Lr = 1.95r,5 .^p-Fy^x- ^•^^Fy^Sxho\ 737.5 ft-kips 1-I-, l-t-6.76 ^yjySxho Jc 30.56 ft 'uf \ SxhoKris rts #DIV/0! ksi '•ts=[(lyC„)"/Sx]°'= 2,87 'y G J CvK c- = 1,00 163 11200 5,83 10300 ho = d - tf = 15,93 in ••y Zx Cb= 1,30 , (AISC 360-05 Fl) 2,48 177 Mp = 737,5 ft-kips, for /. b (g [0 , /-pl MIN{Cb [Mp - (Mp - 0,75 Fy Sx) (Lp - Lp) / (L, - Lp)] , Mp} = N/A ft-kips, for/,b@(Lp ,/.rl MIN(FerSx,Mp) = N/A ft-kips, for/.b@ (Lr , Larger) (cont'd) Shear: \/max = 52,08 kips where 2,24f£/Fy;°^ k^= 5 (k, E/Fy)"' = V„ I Qv = l).6FyA«Cv IClv= 158.44 kips, (AISC 360-05 13,1 b) [Satisfactory] 53,946 (AISC 360-05 G2,1b) 53,852 = 1 (AISC 360-05 G2,lb) n^= 1,67 (AISC 360-05 Gl) CHECK SHEAR CONNECTOR CAPACITY Mmax Where Hp 377,6 ft-kips Mr,/ Op = Zx Fy / Op = 441.6 ft-kips <== No Shear Stud Required 1,67 (AISC 360-05 Fl 8, F2-1) C, = MIN (0.85 fo'Ao . FyAs) ' 942.86 kips, (AISC 360-05 C-13,1) Seff = MiniMrr,ax^(0.66Fy),S,r]= 137 in , refered toSteel bottom. MAX le/rys ,0.25 Str S.S Q„ = MIN 10.5 Asc (fc'Ec)"' . RgRpAscFul Cf = 235.72 kips, (AISC 360-05 C-13-4) 18.06 kips, (AISC 360-05 I3.2d.3) Wo = 115 pcf Ec =kVc" 33rfc';'" 2229.1 ksi ^ SC ~ 0.44 in' Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.75 (AISC 360-05 Table I3.2b.3) Nr X, /S = 261.92 kips > [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = L, = 29.00 ft a = L2 = P = PDL = 0.00 kips Wf = WQij = 0.79 klf W2 = WQI_2 = 0.79 klf 0.00 ft _ Pa^{L + a) ^,i^a ^ wy(4L + 3a) AEnd - 24£:/ 24EI 0,00 in, downward perpendicular to beam. Mn \6EI 384EI 32EI 0.33 in, downward perpendicular at middle of beam. 82,9 ft-kips < Mn / Op =Z„ Fy / Op 441.6 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips w, = Wi_i_i = 2.54 klf W2 = WLi.2 = 0.00 klf leff= 2464 in" (AISC 360-05 C-13-3) AEnd — AMid '- Pg-jL-t-a) w^L^a w,a^{4L+-3ci) 3EI 24 EI 24 EI - 0.00 in, downward. < 2L2 /240= 0,00 in [Satisfactory] SmL" \6EUff 384£/^yy 32E/^j,f - 0,40 in, downward, < L,/360= 0,97 in [Satisfactory) Technical References: 1, AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005 Inland Englnaaring & Consulting, Inc. 4883 E. La Palma Ave , Suite 501-A PROJECT Anaheim, CA 92807 „, I-KIT Pl»ne: (714) 777-77001 Fax: (714) 777-7773 l-LltN 1 inlandangineefinoeslxglolnl net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY 4^ FB10 iomposKe Beam Design witli Vereo Fioor Deck Based on AiSC 360-05 / IBC 08 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following totel [15] studs, if ribs spacing r " o c 12" o. c, the minimum composte beam capacity Is from 'f if 2 rows @ 12" o.c., not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W16X77 W2-6 1/4" LW A d 22.9 16.5 Ix 1120 Sx 136 Zx 152 BEAM SPAN /•! = 26 ft CANTILEVER (0 = no cantilever) /.2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 6 ft, o.c ; - SUPERIMPOSED LOAD, ASD Ws,1 = 136.00 Ibs/ft' 1 Ws.2 = 0.00 Ibs/ft' T CONCENTRATED END LOADS P = 0 kips p, RIBS PERPENDICULAR TO BEAM ? no (parallel) 1 BEAM YIELD STRESS Fy = 50 ksi 1-- CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o.c. (Totel Studs 26) THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS w, = Ws, W2 • + W^ = 136 + ( 48.10 + 12.99 ) = 197.09 Ibs/ft' = 1.18 kips / ft (totel gravity loads on span beam) + w^ = 0 + ( 48.10 + 12.99 ) = 61.09 Ibs/ft' = 0.37 kips / ft (uniform gravity loads on cantilever) p = 0 kips x^ = 13.00 ft «i = 15.37 kips X2 = 13.00 ft R2 = 15.37 kips 0.00 ft ^max ~ 15.37 kips, at Rl right. ^max-99.9 ft-kips '*^min ~ 0 ft-kips lON REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2cl.c) 2 in < 3 in [Satisfactory] (AISC 360-0513.2cI.a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-0513.2c l b) Hs = hr + 1.5 = 3.5 in < hr+to - 0.5 = 5.75 in [Satisfactory] (AISC I3.2c1.b) s = 12 in o.c. < MAXl8(hr+to) ,36;= 50 in o.c. [Satisfactory] > 4 (tl = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 I3.2c1.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 72 in, (AISC 360-05 13.1a) Ao,r= 0.85 f, Afm =A-2Af-A„ = t„ = 0.46 bto/Fy = 0.43 15.6 in h =to +hr +d = Atotal =Aotr+A= 38.5 in' 2 22.8 in, (total height) ,2 A,-- tf = 7.83 in 0.76 in yt • AF 4— for Atotal^^A Ctr (cont'd) 0.85/^ t.5 Atotal- bf ,^y""o>-Af-0.5Af.ii ^,^,^,>2{Actr+Af) ^_0.5A,o,al Actr Atotal^AAcr+Af) bf 16.1 in, (plastic neutral axis to bottom) 0.i{t^+hr+yb) for Atotal^'^Aar ^ 0.itQActr+0.idA+{'^.'iAtotal-Actr){^-^-yb) n O i Atotal for Atotal^^{Actr+Af) OiloAtotal+A f{tO+hr+t f)+0.iA /ill{lO+l'r+^l f)+tw{d-yb-t f){h-0.Sd-0.5yj,+0.5t /)+tw(y/,-'/)(o.^J'fc+°-Sr/) thus, y = Z,r = 0.5yA,o,a/ OiAtotal 13.1 in, (moment arm between centroid of tensile force and the resultent compressive force.) 3 for Atotal>'^(Actr+Af) 252 in DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN n = —- = 13.01 , (ACI 318-05 8.5.1) Ec Aoir=t}to/n= 23.5 m Acr{d+hr+0-^to)+(i-iAd Acr+A 14.5 in, (elastic neutral axis to bottom) hr = Ix + A(yt,-0.5df + + Actr((i-^tQ+hr+d-ybf = 2932 I tr o Str — = 202 in , referred to steel bottom. yb S,= (d + hr + to-yb) - 356 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom: Mmax = (Ztr/Zx) Ma. + MLL = 120.3 ft-kips < Mr,/ Op= Ztr Fy/ Op = where Op = 1,67 (AISC 360-0513,2a) Cantilever Top: M 628,8 ft-kips, (AISC 360 13,2a) 3.76(E/Fy )''^ = 90,55 > h/t„= 36,26 m,n - 0 ft-kips < M„/ Op = 379.2 ft-kips, (AISC 36013.2b) where Op = 1.67 (AISC 360-0513.2b) Lp = MAX(X3 , L2) = 0.00 ft Z,p= 1.76ry(E/Fyf)"= 8.67 ft E j Jc [Satisfactory] [Satisfactory] Lr = \-95rts O.lFy'^Sxho] 633.3 ft-kips l-H. 1-1-6.76 0.7F ySxho E Jc 28.04 ft „ _cyE "cr - - rf Lb rts 1-1-0.078-•fc Lb Sxhoyrts #DIV/0l ksi '•ls=l(lyCw)°'/Sx]"= 2.83 'y G J C„ c = 1.00 138 11200 3.86 8570 ho = d - t, = 15.74 in fy Zx Cb= 1.30 , (AISC 360-05 F1) 2.45 152 Mp = 633.33 ft-kips, for Lp@ [0, MIN{Cb [Mp - (Mp - 0.75 Fy S,) (Lp - Lp) / (L^ - Lp)] , Mp} = N/A ft-kips, forLp@ ./.rl MIN(FcrSx, Mp) = N/A ft-kips, for Lb® {Lt , Larger) CHECK SHEAR CONNECTOR CAPACITY Shear: Vm^x = 15.37 kips where 2.24 (E/Fy )''-^ k^= 5 (k,E/Fy)°' = K„ / Qv = 0.6FyA„Cy / = 134.87 kips, (AISC 360-05 13.1 b) i^j (cont'd) [Satisfactory] 53.946 (AISC 360-05 G2.1b) 53.852 Wmax where O^, 99.9 ft-klps C^ = 1 (AISC 360-05 G2.1b) 0^= 1.67 (AISC 360-05 G1) 379.2 ft-kips <== No Shear Stud Required 1.67 (AISC 360-05 Fl & F2-1) Cf = MIN (0.85 fo'Ao , FyAs) = Set, = MinlMrrtax/(0.66 Fy) , S,r ] = 780.3 kips, (AISC 360-05 C-13.1) V' = MAX Seff-Ss Str—S s 36 in , refered to steel bottom. ,0.25 Q„ = MIN 10.5 Asc (fc'Ec)"' .RgRpAscFul = Cf= 1782.2 kips, (AISC 360-05 C-13-4) 18.06 kips, (AISC 360-05 I3.2d.3) Wo = 115 pcf Ec=Wc'' 33 (f o'f 2229.1 ksi ^SC ~ 0.44 in' Fu = 58 ksi "9 = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.75 (AISC 360-05 Table I3.2b.3) NrXf /S = 234.83 kips < [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = L, = 26.00 ft a = L2 = P = PDL = 0.00 kips w, = IVDL,I = 0.27 klf ^2 = ^DL,2 = 0.27 klf 0.00 ft Pa^(L + a) yvX^a w,a^4L + 3a) A FnJ -~ ' 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. AMid - - Mn 16EI 3S4EI 32EI 0.09 in, downward perpendicular at middle of beam. 23.2 ft-kips < Mr, / Op =Z„ Fy / Op = 379.2 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips w, = Wi_ii = 0.82 klf W2 = WLL2 - 0.00 klf / »ff = 2114 in" (AISC 360-05 C-13-3) AEnd — AMid '- Pa^(L + a) w.L^a ^ w,a^ (4L-h 3a) 3EI 24EI 24EI = 0,00 in, downward, < 2/. 2/24(9= 0,00 in [Satisfactory] 16£:/^^ 384Efeff 32El^jf 0,10 in, downward, < Li /360= 0,87 in [Satisfactory] Technical References: 1, AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005, Inland Englnaaring & Consulting, Inc. 4883 E. La Palma Ave .. Suite SOI-A Anatieim. CA 92807 Plione; (714) 777-77001 Fax: (714) 777-7773 iniandengineenngQ^txiglobal.net PROJECT: CLIENT: JOB NO. : NCCC TIMELESS 101585 DATE: PAGE DESIGN BY REVIEW BY FB-10A Composite Beam Design witli Verco Floor Deck Based on AISC 360-06 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following totel [15] studs, if ribs spacing : o c 12" 0. c, the minimum composte beam capacity is frcim ^ Jf 2 rows @ 12" o.c, not one row @ 8.57" o.c INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE => W16X40 W2-6 1/4" LW A 11.8 d 16.0 518 S, 64.7 Zx 73 BEAM SPAN /-i = 27 ft CANTILEVER (0 = no cantilever) 0 ft BEAM SPACING (TRIB. WIDTH) B = 6 ft, o.c SUPERIMPOSED LOAD, ASD Ws,f = 136.00 Ibs/ft' 1^5,2 = 0.00 Ibs/ft' CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 mw@ 12 in o.c. (Totel Studs 28) THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS W, =IVsi+W^ = 136 *( 48.10 + 6.69 ) = 190.79 lbs/ft' = 1.14 kips / ft (totel gravity loads on span tieam) W2 = WS,2+W^ = 0 *( 48.10 + 6.69 ) = 54.79 Ibs/ft' = 0.33 kips / ft (uniform gravity loads on cantilever) P = 0 kips ^-1 = 13.50 ft «i = 15.45 kips X2 = 13.50 ft «2 = 15.45 kips X3 = 0.00 ft ^max ~ 15.45 kips, at Rl right. 104.3 ft-kips "^min = 0 ft-kips CHECK DIMENSION REQUIREMENTS to = 4.25 in > 2 in [Satisfactory] (AISC 360-0513.2cl.c) hr = 2 in < 3 in [Satisfactory] (AISC 360-05 13.2cI.a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2cI.b) hr + 1,5 = 3.5 in < hr+to-0.5= 5.75 in [Satisfactory] (AISC 13.2c. I.b) s = 12 in o.c. < MAXl8(hr+to).36]= 50 in o.c. [Satisfactory] > 4 (|) = 3 inac [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c 1.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 72 in, (AISC360-05 13.la) Actr= 0.85fc'bto/Fy = 15.6 in' h =to +hr +cl = Ami =A-2Af-A„ f„ = 0.31 0.16 in Atotal Af = tf = • +A = 3.54 0.51 22.3 in, (total height) 27.4 in' 2 UlUS, / = Z^r = 0.5yA^otel= 173 m DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN 13.01 , (ACI 318-05 8.5.1) (cont'd) yb = AF h ^ for Atotal^2Actr O.SSfJ, ^_0.5Ato,al-Ac,r AtotaMActr+Af) bf ^Aiotal-Af-0.5Aftii / , „ \ tf+ ~ for Atotal>2{Aclr+Af) 5^ 19.0 in, (plastic neutral axis to bottom) O.i(l0+hr+yb) for Atotal^'^Actr ^ 0il0Acir+0idA+(0.5Atotal-Actr)(h-d-yb) OiAtotal for Atolal^'^{Actr+Af) OilOAtotal+Af{tO+hr+lf)+OiA/illitO+hr+^tf)+rJd-yi,-tf){h-0.5d-0.5yi,+0.5tf)+lw{yb-'f){oiyb+^-^'f) ^ , \ h — for Atotal>AActr+Af) OiAtotal ^ ' 12.6 in, (moment arm between centroid of tensile forc^ and the resultent compressive force.) 3 E 'ET. Artf = bto/n= 23.5 m ^4c/-i-/,,-i-0.5,o)-i-0.5/lc/ Vh Acr + A = 16.1 in, (elastic neutral axis to bottom) Ur = lx + ^(>'6-0.5a')^ + + Aclri^-'it^+hr+d-y^^ = 1709 Str = 106 in , referred to steel bottom. yh (d + hr + to-yh) 277 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom: Mmax = ^2,^/Z^;/WD/. + = 145.5 ft-kips Where Op = Mr,/Op =Z,rFy/Op = 1.67 (AISC 360-05 13.2a) 432.3 ft-kips, (AISC 360 13.2a) 3.76(E/Fy)°^ = 90.55 > h/t„= 52.46 Cantilever Top : M 0 ft-kips < M„/ Op = where Op= 1.67 (AISC 360-0513.2b) ib =MAXfX3 , = 0.00 ft Ip= 1.76ry(E/Fyf)''^= 5.53 ft 182.1 ft-kips, (AISC 360 13.2b) [Satisfactory] [Satisfactory] Lr = 1.95r;5 Jc 1-t-, 1-1-6.76 0-7Fy'^Sxho\ 304.2 ft-kips . =£^.Lo.078^f^l = 0.7F ySxho E Jc 15.91 ft /^j V Sxhoyrts rts) '-ts=[(lyCwf'/Sx]°== 1.86 c = 1.00 ho = d - tf = 15.50 in Cb= 1.30 , (AISC 360-05 F1) #DIV/0l ksi ly G J Cw 29 11200 0,794 1740 1,56 73 Mp MIN{Cb [Mp - (Mp - 0,75 Fy S,) (Lp - Lp) / (W - Lp)] , Mp} MIN(F„ Sx , Mp) 304,17 ft-kips, for /. p @ [0 , /, p] N/A ft-kips, forib(@(Lp,/.r] N/A ft-kips, for /. b @ C- r. Larger) CHECK SHEAR CONNECTOR CAPACITY Shear: V„ 15.45 kips V„l^l^, = 'i.(>FyA^vCvlO,v = 87.665 kips, (AISC 360-05 13.1b) ?4 rrA (cont'd) [Satisfactory] where 2.24 (E/Fy = 53.946 ky= 5 (AISC 360-05 G2.1b) (K E/Fy)' 53.852 Cy= 1 (AISC 360-05 G2.1b) 0^= 1.67 (AISC 360-05 Gl) Mn where Op = 104.3 ft-kips Mr,/ Op= Zx Fy / Op= 182.1 ft-kips <== No Shear Stud Required 1.67 (AISC 360-05 F1 &F2-1) Cf = MIN (085 fo'Ao . FyAs) = Seff = MiniMrrtax/(0.66 Fy).Str] = Seff-S 590 kips, (AISC 360-05 C-13.1) „3 MAX ,0.25 Qr, =MIN[0.5Asc (fc'Ec)"' . RgRpAscFul 38 in , refered to steel bottom. Cf = 244.32 kips, (AISC 360-05 C-13-4) 18.06 kips, (AISC 360-05 I3.2d.3) Wo = 115 pcf Ec=^^c" 33 2229.1 ksi Asc ~ 0.44 in' Fu = 58 ksl Rg = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.75 (AISC 360-05 Table I3.2b.3) NrX,/s = 243.86 kips < [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = Li = 27.00ft a = L2 = P = PDL = 0.00 kips w, =WQII = 0.25 klf W2 = WDI2 = 0.25 klf 0.00 ft AEnd '• AMid • Mn Pa^{L + a) w,L^a W2a{4L + 3a) 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. \6EI 3S4EI 32EI 0.20 in, downward perpendicular at middle of beam. 22,5 ft-kips < Mr, / Op =Z^ Fy / Op = 182.1 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0,00 kips W( = Wi_i_i = 0,82 klf W2 = Wii2 = 0.00 klf leff= 1283 in" (AISC 360-05 C-13-3) A Knd — Pa^{L + a) yv,L^u ^ w,a^(4L+-3a) 3EI 24EI 24EI = 0.00 in, downward. < 2L2/240= 0.00 in [Satisfactory] AMid '-16£;/^^ 3Z4Eleff 32E[^ff = 0.20 in, downward, < L,/360= 0,90 in [Satisfactory] Technical References: 1, AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005 INU\ND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 Composite Steel Beam Description: FB-11 Material Properties File: C:\DocuiT)ents and Setlings\shawn nlkjoo\My Documents\ENERCALC Data FilesViccc_101S8S.ec6 i ENERCALC, INC. 1983-2011, Buiki:6.1145, Ver6.11.4.5 J Licensee : INLAND ENGINEERING CONSULTING INC Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Beam Bracing: Beam is Fully Braced against lateral-torsion budding by attached sla Load Combination 2006 IBC & ASCE 7-05 Fy: Steel Yield: 50.0 ksi E; Modulus: 29,000.0 ksi Composite Beam Section Data Total Slab Thickness 6.0 in Concrete fc Effective Width 5.0 ft Concrete Density Metal Deck... Verco, PLW2 Formlok Rib Height Ribs: Parallel Rib Spacing Beam is UNSHORED for Concrete Placement 3.0 ksi Stud Diameter 3/4" in 120.0 pcf Qn; Stud Capacity 17.240 k 2^0 in Top Width 5^0 in 12^0 in Btm Width 6^0 in D(8^5) L(8.5) 0(2) L(1.45) D(8.5) L(8.5) i/vsoms" 46.0 ft Applied Loads Beam + Slab self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D = 8.50, L = 8.50 k &. 6.0 ft. Applied after curing Point Load: D = 8.50, L = 8.50 k @ 38,0 ft. Applied after curing Uniform Load: D = 2.0, L = 1.450 k/ft. Tributary Width = 1.0 ft, Applied after curing DESIGNSUMMARY Maximum Bending Stress Ratio = Section used for this span Percent Composite Action (Construction Mu : Applied 0.0 Mn / Omega : Allowable 1,247.51 Service loads entered. Load Factors will be applied for calculations. Design OK 1 0.802: W30X148 25 After Curing 1,149.07 k-ft 1,433.29 k-ft % Load Combination After Curing : +D+L-1-H Location of maximum on span 23.307ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr-nS Deflection 0.927 in Max Upward L+Lr+S Deflection 0^000 in Live Load Deflection Ratio 595 Max Downward Total Deflection 2^089 in Max Upward Total Deflection 0^000 in Total Deflection Ratio 264 Shear Stud Requirements From Support 1 @ to 2131 ft use 11 studs' From 23^31 ft to Support 2 use 11 studs. Maximum Forces & Stresses for Load Combinations Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.299 W30X148 107.31 k 358.47 k span 1 0.0 ft Span # 1 1 Load Comb & Design Length 1 DL on StIBm Before'Curing Span L = 46 ft 1 DLon StIBm After Curing Span L = 46 ft After Curing: +0 Span L = 46 ft After Curing: +0+L+H Span# Max Stress Ratios Bending Summary Ma-Const MnSti/Omega Ma-NonCJonst Mnfr/Omega Shear Summaiy Va Vn / Omega 0.493 0.182 1,247.50 706.00 1,433.29 65.09 358.47 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 5^ Composite Steel Beam Lie. # : KW-06006198 File: C;\D(Kuments and Setlingstehawn iiikjoo\My Do(ainnents\ENERCALC Data Files\nc»cJ01585.e(* | ENERCALC, INC. 1983-2011, Bulki«.11.4.5, Ver.6.11.4.5 J Licensee : INLAND ENGINEERING CONSULTING INC Description: FB-11 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span# M V Ma-Const MnStI / Omega Ma-NonConst MnTr/Omega Va Vn / Omega SpanL = 46ft 1 0.802 0.299 1,247.50 1,149.07 1,433.29 107,31 358.47 After Curing: +D+0.750Lr-tO.750L-HH Span L = 46 ft 1 0.724 0.270 1,24750 1,038.30 1,433.29 96.75 358.47 After Curing: +D-H).750L-K).750S-HH Span L = 46 ft 1 0.724 0.270 1,247.50 1,038.30 1,433.29 96.75 358.47 After Curing: -K)-tO.750Lr-K).750L-tO. Span L = 46 ft 1 0.724 0.270 1,247.50 1,038.30 1,433.29 96.75 358.47 After Curing: +D+0.750L-K).750S-K).7 Span L = 46 ft 1 0.724 0.270 1,247.50 1,038.30 1,433.29 9675 358.47 After Curing: +O-t0.750Lr-i^).750L+0. SpanL = 46ft 1 0.724 0.270 1,247.50 1,038.30 1,433.29 96.75 358.47 After Curing: +O-K).750L-K1.750S-O.5 Span L = 46 tt 1 0.724 0.270 1,247.50 1,038.30 1,433.29 96.75 358.47 Maximum Deflections for Load Combinations - Unfactored Loads Location Dead Load Defl Dead Load Defl Const Loads Non-Dead Total Load Combination Span in Span Before Curing After Curing Net Defl Load Defl Deflection Ixx - Used DL on Stee! Alone BEFORE Curing Downward 1 45.000 0.0000 0.000 0.000 0.000 0.000 6,680.00 DL on Steel Alone BEFORE Curing Upward 1 46.000 0.0000 0.000 0.000 0.000 0.000 6,680.00 DL on Steel Alone AFTER Curing Downward 1 23.307 0.0000 1.163 1.163 0.000 1.163 8,168.48 DL on Steel Alone AFTER Curing Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 8,168.48 After Curing : D after + lr-*l-*S Downward 1 23.307 0.0000 1.163 1.163 0.927 2.089 8,168.48 After Curing : D after •*• Lr+L+S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 8,168.48 After Curing : D after + Lr -i- L Downward 1 23.307 0.0000 1.163 1.163 0.927 2.089 8,168.48 After Curing: D after + Lr + L Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 8,168.48 After Curing : D after + L + S Downward 1 23.307 0.0000 1.163 1.163 0.927 2.089 8,168.48 After Curing : D after-<• L+S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 8,168.48 After Curing: D after + L + W + S Downward 1 23.307 0.0000 1.163 1.163 0.927 2.089 8,168.48 After Curing : D after -i- L W + S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 8,168.48 After Curing; D after -i- L S + W Downward 1 23.307 0.0000 1.163 1.163 0.927 2.089 8,168.48 After Curing : D after + L + S + W Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 8,168.48 After Curing: D after + L -i- S + E Downward 1 23.307 0.0000 1,163 1.163 0.927 2.089 8,168.48 After Curing : D after -(• L -i- S -^ E Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 8,168.48 Maximum Vertical Reactions -Unfactored Si«portnoiat on . Far iefi is #1 Load Combination Support 1 Support 2 Overall MAXimum 117.523 116.045 DL Applied Before Curing UM.+S 52.437 51.698 {Dbc-Oac)+Lr + l 117.523 116.045 (Dbc-Dac) + L + S 117.523 116.045 (Dbc-Dac)+L-^W•HS/2 117.523 116.045 (Dbc-Dac) + L-^S•^W/2 117.523 116.045 (Dbc-Dac)+L + S-.-E/1.4 117.523 116.045 Steel Section Properties : W30X148 Depth 30.700 In Ixx 6,680.00 m''4 lyy 227.000 in*4 Web Thick 0.650 in Sxx 436.00 in'>3 Syy 43.300 in-'S Flange Width = 10.500 in Rxx 12.400 in Ryy 2.280 in Flange Thick 1.180 in Zx 500.000 in»3 Zy 68.000 in"3 Area = 43.500 in'*2 J 14.500 inM Weight 148.074 plf Composite Section Properties Span 1 Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia PlasticN. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft l-Steel l-Trans l-Lwr Bound 1 PNA in Web 100.0 26.693 752.250 44 3,055.82 6,680.0 12,226.6 10,669.6 PNA in Web 95.0 26.114 714.638 42 3,024.38 6,680.0 12,226.6 10,569.6 PNA in Web 90.0 25.536 677.025 40 2,991.13 6,680.0 12,226.6 10,461.9 PNA in Web 85.0 24.957 639.413 38 2,956.06 6,680.0 12,226.6 10,346.2 PNA in Web 80.0 24.378 601.800 35 2,919.18 6,680.0 12,226.6 10,222.0 PNA in Web 75.0 23.800 564.188 33 2,880.48 6,680.0 12,226.6 10,089.1 PNA in Web 70.0 23.221 526.575 31 2,839.96 6,680.0 12,226.6 9,946.9 PNA in Web 65.0 22.643 488.963 29 2,797.63 6,680.0 12,226.6 9,795.0 PNA in Web 60.0 22.064 451.350 27 2,753.48 6,680.0 12,226.6 9,633.0 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 ; Composite Steel Beam File: C:\Dociiments and Settingstehawn nikjoo\My DocaimentstNERCALC Data Files\n(xx;_101585.ec6 | ENERCALC, INC. 1983-2011, Buikl:6.11.4.5, Ver6.11.4.5 • Lie. #: KW-06006198 Licensee INLAND ENGINEERING CONSULTING INC Description: FB-11 Span Number Analysis % Shear Plastic N.A. SumQn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k-ft l-Steel l-Trans l-Lwr Bound " PNAinWeb " " 55:0 21.485 jmw ^4 -6,680.0 T2;22B:B" 9,460:3 PNA In Web 50.0 20.907 376.125 22 2,659.74 6,680.0 12,226.6 9,276.5 PNA in Web 45.0 20.328 338.513 20 2,610.15 6,680.0 12,226.6 9,080.8 PNA in Web 40.0 19.749 300.900 18 2,558.73 6,680.0 12,226.6 8,872.9 PNA in Web 35.0 19.171 263.288 16 2,505.51 6,680.0 12,226.6 8,652.0 PNA in Web 30.0 18.592 225.675 14 2,450,46 6,680.0 12,226.6 8,417.4 PNA in Web 25.0 18.013 188.063 11 2,393.60 6,680.0 12,226.6 8,168.5 Inland EnglnMring & Consulting, Inc. 4883 E. La Palma Ave., Suite 501-A PROJECT: NCCC Anaheim, CA92807 />i ICMT Phone: (714) 777-7700 |Fa«: (714) 777-7773 OLItlN 1 . TIMELESS inlandengineeri(«at!xqlobalnet JOB NO ' 101585 DATE: PAGE: DESIGN BY: REVIEW BY: S'i> FB-12 Composite Beam Design with Verco Floor Decic Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing fbr perpendicular to beann. For ttie following total [15] studs, if ribs spacing 1 12" 0. c, the minimum composte beam capacity is from ^ ^ 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W18X119 W2-6 1/4" LW A d 35.1 19.0 2190 S, 231 262 BEAM SPAN /•! = 29 ft CANTILEVER (0 = no cantilever) 1-2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 26 ft, o.c. SUPERIMPOSED LOAD, ASD Ws,1 = 101.00 lbs/ft^ Ws.2 = 0.00 lbs/ft^ CONCENTRATED END LOADS p = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS Fy = SO ksi CONCRETE STRENGTH fc'= 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 fOW@ 12 in o.c. (Total Studs 30) THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS 101 + ( 48.10 + 4.59 ) = 0 •( 48.10 + 4.59 ) = p = 0 kips A-, = 14.50 ft «i = 57.94 kips X2 = 14.50 ft li2 = 57.94 kips Xi = 0.00 ft ^max ~ 57.94 kips, at Rl right. Mmax = 420.1 ft-kips Wmin = 0 ft-kips 153.69 lbs/ft^ 4.00 kips / ft (total gravity loads on span beam) 52.69 lbs / ft:^ 1.37 kips / ft (unifbmi gravity loads on cantilever) CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in Kr = 2 in < 3 in * = 3/4 in < 3/4 in hr + 1.5 = 3.5 in < h, s -12 in o.c. < MAXl8(hr > 4 (t) = Wr = 6 in > 2 in [Satisfactory] [Satisfactory] [Satisfactory] - 0.5 = 5.75 , 36; = 50 (AISC 360-0513.2c. l .c) (AISC 360-0513.2c. I.a) (AISC 360-0513.2c. I.b) in [Satisfectory] in o.c. [Satisfactory] (AISC 13.2c. I.b) in o.c. [Satisfactory] (AISC 360-0513.2d.6) [Satisfactory] (AISC 360-05 13.2c. 1 a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 87 in, (AISC 360-05 13.1a) Aotr= 0.85fo'bto/F,= Afut =A-2Af-A„ = f„ = 0.66 in y 0.09 18.9 in' in h =to +tir +d = Atotal =Aoir+A= 54.0 _2 25.3 in, (total heigtit) 2 Af = tf = 11.98 in 1.06 in thus, y = Z,, = 0.5yA,<„a, = 405 m' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN n = -— = 13.01 , (ACI 318-05 8.5.1) Ea yh = AF-i for Atotal^^Ac (cont'd) O.ZSfJ, ).5Atoiar bf Atotal-Af-0.5Ami ^ ...o/ . , , \ — for A,olal>^(Aclr+Af) ^_0.5Ato,al Actr A,„,^,<2{Actr+Af) bf 18.3 in, (plastic neutral axis to bottom) 0.i{t^+hr^yb) for Atotal^'^Actr , 0.itQActr+OidA+(0.i Atotal-Acir){''-''-yb) hi OiAtotal for Atotal^'^{Actr+Af) OitOAtolal+A f{tO+hr+t f)+0.iA fill{l0+hr+2t f)+tw{d-yb-lf){''-Oid-0.iyb+0.itf)+lw{yb~' f){^iyb+^-^'f) OiAtotal 15,0 in, (moment arm between centroid of tensile force and the resultant compressive force, 3 for Atotal>'^{Acrr+Af) Actr = bto/n •• 28,4 in yh Acrid+hr+0-5io)+0.5Ad ,^r. • , , - ^ l^ii = 15.6 in, (elastic neutral Ac„+A axis to bottom) Itr = lx + A{yb-Q-^df + + Ac,r{Q-^t()+hr+d-yb)' = 5148 in Str = 330 in , referred to steel bottom. yh S,= (d + hr + to-yh) - 533 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : Mmax = (Ztr /Zx) MDL + MR = 498.9 ft-kips < Mr, / Op =Z,r Fy / Op = 1011,5 ft-kips, (AISC 360 13,2a) Where Op = 1,67 (AISC 360-0513,2a) 90,55 > h/f„ = 29,01 Cantilever Top: M mm where Op 3.76(E/Fy ) 0 0.5 _ ft-kips < M„/ Op= 653.7 ft-kips, (AISC 36013.2b) 1.67 (AISC 360-05 13.2b) Lp =M/0((X3 ,L2)= 0.00 ft /.p= 1.76ry(E/Fy,)°^= 9.48 ft E i Jc [Satisfactory] [Satisfactory] Lr = i-95rts 0.7 Fy^^ Sxho 1091.7 ft-kips 1-I-J1-H6.76 OjllySJto] - CbTT^E 1-F0.078 Jc I Lh Sxhoyrts E Jc #DIV/OI ksi 34.28 ft '•te=((lyCwr/Sxl"= 3.13 ly G J C„ c = 1.00 253 11200 10.6 20300 ho = d - t, = 17.94 in "•y C^= 1.30 , (AISC 360-05 Fl) 2.68 262 Mp = 1091.7 ft-kips, for /. t, lg [0 , /. p] MIN{Cb [Mp - (Mp - 0.75 Fy S^) (L^ - Lp) / (L^ - Lp)], Mp} = N/A ft-kips, for/,b(g(Lp,/.r] MIN(FcrSx,Mp) = N/A ft-kips, for /.b @ C-r. Larger) CHECK SHEAR CONNECTOR CAPACITY Mmex = 420.1 ft-kips < where Op= 1.67 (AISC 360-05 Fl & F2-1) Shear: Vn 57.94 kips where 2.24 (E/Fy )°-^ •• k^= 5 (k, E/Fy)"' = V„/Clv = 0.6FyAwCv/Ov= 223.56 kips, (AISC 360-05 13.1b) (cont'd) [Satisfactory] 53.946 (AISC 360-05 G2.1b) 53.852 Cv = 1 (AISC 360-05 G2.1b) O^ = 1.67 (AISC 360-05 Gl) ft-kips <== No Shear Stud Required Cf= MIN (0.85 fo'Ao , FyAs) = Set, = Mini Mmax/(0.66 Fy),S,r] V' = MAX Seff-S, ,0.25 Sir Ss Qr, =MINl0.5Asc (fc'Ec)"' . RgRpAscFul = 942.86 kips, (AISC 360-05 C-13.1) = 153 in'', refered to steel bottom. Cf = 587.82 kips, (AISC 360-05 C-13-4) 18.06 kips, (AISC 360-05 I3.2d.3) Wo = 115 pcf 33 (fc')"' 2229.1 ksi SC ~ 0.44 in^ Fu = 58 ksi 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.75 (AISC 360-05 Table I3.2b.3) NrXi /S .-261.92 kips < CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = L, = 29,00 ft a = L2 = P = PDL = 0,00 kips IV, =WDL, = 1,03 klf W2 = V^DL,2 = "^03 klf [Satisfactory] 0,00 ft ^PcHL + a)_wdM w^a^{'^L + 3a) A End 24£'/ ^ 24 EI 0,00 in, downward penaendicular to beam. AMid ~ • M„ PaL^ \6EI 3S4EI 32EI 0,26 in, downward perpendicular at middle of beam. fOaO ft-kips < Mr,/Op=Z„Fy / Op= 653.7 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0,00 kips w, = Wu_i = 2,63 klf W2 = Wii2 = 0,00 klf ieif= 3749 in* (AISC 360-05 C-13-3) AMid - Pa^(L+-a) w,a^i4L+-3a) 3E1 24EI ^ 24EI — 0,00 in, downward, < 2L 2/240= 0,00 in [Satisfactory] \(>Eleff 3S4Ef^.// 32E/ •iff leff 0,28 in, downward. < L,/360= 0.97 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 E, La Palma Ave,, Suite 501-A Anaheim, CA 92607 Phone: (714) 777-nOO | Fax: (714) 777-7773 inlandengineenngQsbcgiobai net PROJECT; NCCC CLIENT: TIMELESS JOB NO, : 101SB5 DATE: PAGE DESIGN BY REVIEW BY 'kl FBI 2-A Composite Beam Design with Verco Floor Decic Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing fbr perpendicular to beam. For the fbllowing total [15] studs. If ribs spacing ij o c, 12"o,c., the minimum (xjmposte team capacity is from ^ • 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION => FLOOR DECK TYPE => W16X26 W2-6 1/4" LW A d 7.68 15.7 Ix 301 38.4 Zx 44.2 BEAM SPAN ii = 15 ft CANTILEVER (0 = no cantilever) i2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 26 ft, O.C. SUPERIMPOSED LOAD, ASD fs.1 = 100.40 lbs/ft^ Ws,2 = 0.00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc'= 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o.c. (Total Studs 16) THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS w, = Wj, W2 = W5 2 + w^ = 100.4 + ( 48.10 + 1.01 ) = 149.51 lbs/ft^ = 3.89 kips / ft (total gravity loads on span beam) + w^ = 0 *( 48.10 + 1.01 ) = 49.11 lbs/ft^ = 1.28 kips / ft (unifbmi gravity loads on cantilever) p = 0 kips A-i = 7.50 ft «i = 29.15 kips X2 = 7.50 ft R2 = 29.15 kips ^3 = 0.00 ft ^max ~ 29.15 kips, at Rl right. Wmax = 109.3 ft-kips ^min = 0 ft-kips ION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c.l.c) hr = 2 in < 3 in [Satisfactory] (AISC 360-0513.2c. I.a) <|) = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c.I.b) Hs = hr + 1.5 = 3.5 in < "r+fo - 0.5 = 5.75 in [Satisfactory] (AISC 13.2c. I.b) .1 = 12 in o.c. < MAXl8(hr+to).36]= 50 In o.c. [Satisfactory] > 4 ^ = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. I.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4, B)= 45 in, (AISC 360-05 13.1a) Aotr= 0.85fo'bto/F Am =A-2Af-A„ = f„ = 0.25 y 0.13 9.8 in in h = to +hr + d = Atotal =Actr+A = Af= 1.90 tf = 0.35 22.0 in, (total height) 17.4 ,2 yb = AF ^ for Atolal^^Actr (cont'd) 0.85/^ ). 5 Atotal- bf , Atotal—A f—0.5 A fill -,f . . . \ tf+ — for Ato,al>^{Actr+A/) ^_0.5Ato,al Actr A,o,al^2{Actr+Af) bf 18.6 in, (plastic neutral axis to bottom) 0.i{tO+hr+yb) for A,otal^'^Actr , 0.iiQActr+0idA+[0.5Atotal-Actr){h-d-yb) ^ \ h — ^ for Atotal^AActr+Af) OiAtotal ^ ' OifQAtotal+A f{fO+fir+f f)+0.iA fill[t(i+hr+2t f)+t„{d-yi,-tf)[h-0.5d-0.5yi,+O.Stf)+t„[yj,-tf){o.5yi,+0.5,f) h — Jor Atotal>AActr+Af] OiAtotal ^ ' thus, / = Z,r =0.5yAto,a; 12.4 in, (moment arm between centroid of tensile force and the resultant compressive force.) 3 108 in DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN rt = ~ = 13.01 , (ACI 318-05 8.5.1) Ec Aotr = bto/n = 14.7 in Ac,rid+hr+0-5to)+0-5Ad yb Acr+A 15.7 in, (elastic neutral axis to bottom) Ilr = Ix + A{y/,-0.5df + ig^O + Acir{0.5t0+llr+d-y/,f = 1047 Str = 67 in , referred to steel bottom. yh S,= (d + hr + to-yb) - 168 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : Mmex = (Ztr/Z>.) Mni_ + Mu, = 1614 ft-kips < Mr,/Op=Z,rFy/Op = where Op = 1.67 (AISC 360-0513.2a) 3.76r£/Fy j"^ = 90.55 > h/t„-- Cantilever Top: Mmir, = 0 ft-kips < Mr, / Op = where Op = 1.67 (AISC 360-0513.2b) Lp =MAX(X3 , L2)= 0.00 ft Lp= 1.76ry(E/Fy,)°^= 3.95 ft E 270.3 ft-kips, (AISC 360 13.2a) 62,80 110,3 ft-kips, (AISC 360 13,2b) [Satisfactory] [Satisfactory] Lr = \,95rts 0.7 Fy\ Sxho 184.2 ft-kips fcr-^U.07.^[l^] - ll/] \ Sxhoyrts) rts 11.21 ft #DIV/0! ksi '•ts=[(lyC„r/S/== 1.38 ly G J C„ c = 1.00 10 11200 0.262 565 ho = d - t, = 15.36 in "•y Zx Cb= 1.30 , (AISC 360-05 Fl) 1.12 44 Mp = 184.17 ft-kips, for /. D @ [0,/-p] MIN{Cb [Mp - (Mp - 0.75 Fy (Lp - Lp) / (L^ - Lp)], Mp} = N/A ft-kips, for /, b @ (Lp.L,] MIN(FcrSx,Mp) = N/A ft-kips, for /. b @ (Lr, Larger) CHECK SHEAR CONNECTOR CAPACITY Mmax = 109-3 ft-kips < where Op = 1.67 (AISC 360-05 Fl 8, F2-1) Cf =MIN(0.85fo'Ao . FyAs)= 384 kips, (AISC 360-05 C-13.1) Seff = MinlMmax ^(0 66 Fy),Strl= 40 in^ refered to steel bottom. ,0.25 Cy = 96 kips, (AISC 360-05 C-13-4) Shear: Vn 29.15 kips where 2.24 (E/Fy )''-^ •• ky= 5 (k, E/Fy)"' = < Vn/nv = 0.6FyAwCv/nv 53.946 (AISC 360-05 G2.1b) 53.852 66.508 kips, (AISC 360-05 13.1b) (cont'd) [Satisfactory] C^ = 0.9433 (AISC 360-05 G2.1b) Oy = 1.67 (AISC 360-05 Gl) ft-kips <== No Shear Stud Required MAX Seff—Ss StrS s Qr,= MIN 10.5 Asc (f c'E 0)"^ RgR pA scF ul = where Wo= 115 pcf Ec = Wc " 33 (fo 'j"'^ = 2229.1 ksi 18.06 kips, (AISC 360-05 I3.2d.3) A sc ~ Fu = Ro = IQo =Q„ NrX,/s 0.44 in 58 ksi 1.00 (AISC 360-05 Table I3.2b.3) 0.75 (AISC 360-05 Table I3.2b.3) 135,48 kips > [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = Li = 15.00 ft a = L2 = 0.00 ft P = PDL = 0.00 kips IV( = WDL,I - 0.96 klf W2 = WDL,2 = 0-96 klf A End _Pa^{L + a) y^^i}a w,a^(4Z.-h3a) _ 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. \6EI 3S4EI 32EI 0.12 in, downward perpendicular at middle of beam. M„ 26.9 ft-kips < M„ / Op =Zx Fy / Op = 110.3 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wt = Wilt = 2.61 klf W2 = W112 = 0.00 klf 744 in* (AISC 360-05 C-13-3) AEnd — AMid — Pa^(^L+-a) w,L,^a w.a^{4L+-3a) 3EI 24EI 24EI — 0,00 in, downward, < 2L2 /240= 0 00 in [Satisfactory] \(>EUff 384£/^yy 32£-/ = 0,10 in, downward. < Li/360= 0.50 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave , Sdite 501^ PROJECT Anaheim.CA92807 —, .P-..^- Phone: (714) 777-77001 Fax: (714) 777-7773 OLIbN 1 inlandengineeringQsbcglotnl.net JOB NO. NCCC PAGE Timeless DESIGN BY 101585 DATE: REVIEW BY FB-13 Composite Beam Design with Verco Floor Deck Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the fbllowing total [15] studs, if ribs spacing 2' 0 c 12" o. c, the minimum composte beam capacity is from 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE => W18X50 W2-6 1/4" LW A d 14.7 18.0 800 S, 88.9 Zx 101 BEAM SPAN 19 ft CANTILEVER (0 = no cantilever) 0 ft BEAM SPACING (TRIB. WIDTH) B = 23 ft, o.c. SUPERIMPOSED LOAD, ASD Ws,1 = 76.20 lbs/ft^ Ws,2 = 0.00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? No (parallel) BEAM YIELD STRESS Fy-SO ksi CONCRETE STRENGTH fo' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 mw® 12 in o.c. t I I r~~< i ! Mr.;. (Tofal Studs 20) THE BEAM DESIGN IS ADEQUATE. W—1^ Wf ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS wt=ws^+wy„ = 76.2 *( 48.10 + 2.17 ) = 126.47 lbs/ft^ = 2.91 kips / ft (total gravity loads on span beam) W2 = Ws,2+Wy^ = 0 + ( 48.10 + 2.17 ) = 50.27 lbs/ft^ = 1.16 kips / ft (uniform gravity loads on cantilever) p = 0 kips x,= 9.50 ft /?1 = 27.63 kips X2 = 9.50 ft R2 = 27.63 kips ^3 = 0.00 ft ^max ~ 27.63 kips, at Rl right A^max = 131.3 ft-kips Wmin = 0 ft-kips CHECK DIMENSION REQUIREMENTS to = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c.l.c) hr = 2 in < 3 in [Satisfactory] (AISC 360-0513.2c.I.a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 I3.2c.1.b) Hs = hr + 1.5 = 3.5 in < hr+to-0.5= 5.75 in [Satisfactory] (AISC I3.2c.1.b) s = 12 in o.c. < MAX/'8f/)r+fo;,36;= 50 in o.c. [Satisfactory] > 4^ = 3 ino.c. [Satisfactory] (AISC360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c. I .a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 57 in, (AISC 360-05 13.la) Aotr = Ami =A t« = 0.85 f, •2Af-A„ 0.36 bto/Fy 0.16 12.4 „2 h =to +hr +cl = Atotal = Actr* A = Af = 4.28 iri tf = 0.57 in 24.3 in, (total height) 27.1 in^ 2 yb AF y for Atotal^2A C (cont'd) 0.%5fjy ).5Atotal- bf Atotal—A f—0.5 Anil , ^ .^1 . , . \ — for Atolal>^\Actr+Af) j_0.5Atotal Acr Ato,al^2{Actr+Af) bf 17.8 in, (plastic neutral axis to bottom) y = O.i(t0+hr+yb) for Aiotal^^Actr ^ OitOActr+OidA+{0.iAtotal-Actr){fi-d-yb) OiAtotal for Atotal^'^(Actr+Af) OilOAtotal+A f{lO+hr+t f)+0.iA f,ll{t0+hr+2t f)+tw{d-yb-' f){h-0.id-0.5y^+0.5t f)+t„{yb-t f){oiyb+0.il f) , , TT- for Atotal>AActr+Af] OiAtotal ^ ' thus, y= 13,5 in, (moment arm between centroid of tensile force and the resultent compressive force,) Z/r = 0.5yA,o,a, = 183 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN E n = = 13.01 , (ACI 318-05 8.5.1) Ec Aotr=bto/n= 18.6 in^ yb = AAd+h..+0.5to)+0.5Ad ^ ^g^3 Aclr+A :ic neutral axis to bottom) hr = Ix+ A{yi,-0.5df + + Actr(^-itO+hr+d-ybf = 2243 S,r = 137 in , referred to steel bottom. yh S, (d + hr + to-yb) 283 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom: Mmax = (Ztr/Z„) MDL + Mu = 173.7 ft-kips < Mn / Op =Z,r Fy / Op = where Op = 1.67 (AISC 360-0513.2a) Cantilever Top: M mif, where Op 456.8 ft-kips, (AISC 360 13.2a) 1.67 (AISC 360-05 13.2a) 376(£/Fy = 90.55 > h/t„= 50.70 252.0 ft-kips, (AISC 360 13.2b) 0 ft-kips < M„/ Op = 1.67 (AISC 360-05 13.2b) Lp =MAX(X3 , L2)= 0,00 ft /.p= 1,76ry(E/Fy,)"= 5,83 ft E [Satisfactory] [Satisfactory] Lr = l.95rts 0.7Fy^Sxho^ M [ E Jc 420.8 ft-kips 16.96 ft F^^^Cb^i^^^^J^fu '^Lb} V Sxho{ris rts #DIV/0! ksi M„ '•«=[( lyCwr/Sx]"= 1,98 'y G J C„ c= 1,00 40 11200 1,24 3040 ho = d - t, = 17,43 in "•y Zx Cb= 1,30 , (AISC 360-05 Fl) 1,65 101 Mp = 420,83 ft-kips, for Lb @ MIN{Cb [Mp - (Mp - 0,75 Fy SJ (Lb - Lp) / (L, - Lp)], Mp} = N/A ft-kips, for /. b @ MIN(F„S,,Mp) = N/A ft-kips, for/.b@ (conrd) 114.79 kips, (AISC 360-05 13.1b) [Satisfactory] C„= 1 (AISC 360-05 G2.1b) 0^= 1.67 (AISC 360-05 Gl) Shear: l/„ 27.63 kips where 2.24(E/Fy)°^ • ky= 5 (k.E/Fy)" = < l^„/Qv = 0.6FyAwCv I Qv = 53.946 (AISC 360-05 G2.1b) 53.852 CHECK SHEAR CONNECTOR CAPACITY Mmax = 131.3 ft-kips Mr,/ Op = Zx Fy / Op = 252.0 ft-kips <== No Shear Stud Required where np = 1.67 (AISC 360-05 Fl &F2-1) Cf = MIN (0.85 fo'Ao , FyAs) = S eff = Mini Mmsx/(0.66 Fy),S,r] •• V = MAX Seff-Ss S ir—S s ,0.25 617.74 kips, (AISC 360-05 C-13.1) 48 in', refered to steel bottom. Cf = 446.45 kips, (AISC 360-05 C-13-4) Q„ =MINl0.5Asc (fc'Ec) .RgRpAscFul = 18.06 kips, (AISC 360-05 I3.2d.3) where Wo = 115 pcf Eo =ivc" 33 (fc')"' 2229.1 ksi 0.44 in^ Fu = 58 ksi 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.75 (AISC 360-05 Table I3.2b.3) £Q„ =Q„ NrX,/s -171.6 kips < [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = Lf = 19.00 ft a = L2 = P = PDL = 0.00 kips w, = WQit = 0.87 klf W2 = WQI2 = 0.87 klf 0.00 ft AEiid '• PaHL + a)_wd^ w.a\4L + 3a) _ 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. 16EI 3S4EI 32EI 0.11 in, downward perpendicular at middle of beam. M„ 39.1 ft-kips < M„ / Op =Zx Fy / Op = 252.0 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips w, = Wiif = 1.75 klf w, = Wii2 = 0.00 klf /»ff= 1561 in" (AISC 360-05 C-13-3) AEnd = AMid = 3EI 24 EI 24 EJ — 0.00 in, downward. < 2L2 /240= 0.00 in [Satisfactory] \6Eleff 3S4El^ff 32Er 'eff 0.08 in, downward. < L,/360= 0.63 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Stnjctural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Engineering & Consulting, inc. 4883 E. La Paima Ave., Suite 501-A PROJECT NCCC PAGE Anaheim, CA 92807 ii-mx . i-.ncMoi.i D\/ Phone: (714) 777-77001 Fax: (714) 777-7773 CLIbN 1 . Timeless DtblGNBY inlandenginee(ingest>cglobal.net JOB NO. : 101585 DATE : REVIEW BY FB-14 C360-4I5/IBC09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the fbllowing totel [15] studs, if ribs spacing 12 o.c 12" 0. c, the minimum composte beam capacity is ft-om if »r 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > BEAM SPAN CANTILEVER (0 = no cantilever) BEAM SPACING (TRIB. WIDTH) SUPERIMPOSED LOAD, ASD CONCENTRATED END LOADS RIBS PERPENDICULAR TO BEAM ? BEAM YIELD STRESS CONCRETE STRENGTH SHEAR STUD DIA. (1/2, 5/8, 3/4) STUDS SPACING 1 ii = /-2 = B = Ws,1 = Ws,2 = p = fc'= <l> = W24X94 W2-6 1/4" LW 32 ft 0 ft 25 ft, o.c. 104.00 lbs/ft^ 0.00 lbs/ft^ A d 27.7 24.3 2700 Sx 222 Zx 254 r-r-r-r 0 No 50 3 3/4 12 kips (parallel) ksi ksi in in o.c. (Totel Studs 32) THE BEAIM DESIGN IS ADEQUATE. f ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS T Vl'- ] f T L'feclive Sec til W: = Ws^+Wy^= 104 *( 48.10 + 3.77 ) = 155.87 lbs/ft^ = 3.90 kips / ft (totel gravity loads on span beam) W2 = Ws,2+W^= 0 *( 48.10 + 3.77 ) = 51.87 lbs/ft^ = 1.30 kips / ft (unifomi gravity loads on cantilever) P= 0 kips .^1 = 16,00 ft /?1 = 62.35 kips X2 = 16.00 ft R2 = 62.35 kips X3 = 0.00 ft ^max ~ 62.35 kips, at Rl right. Mroax= 498.8 ft-kips •'^min = 0 ft-kips CHECK DIMENSION REQUIREMENTS to = 4.25 in > 2 in [Satisfactory] (AISC 360-0513.2c. 1.0) hr= 2 in < 3 in [Satisfactory] (AISC 360-0513.2c.1.a) (t) = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c.I.b) Hs = hr + 1.5 = 3.5 in < t^r+to -0.5 = 5.75 in [Satisfactory] (AISC 13.2c. I.b) s = 12 in o.c. < MAXl8(hr+to) 36] = 50 in o.c. [Satisfactory] > 4^ = 3 in o.c. [Satisfactory] (AISC 360-05 I3.2d.6) Wr= 6 in > 2 in [Satisfactory] (AISC 360-0513.2c.I.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B) = 96 in, (AISC 360-05 13.1a) h =to +hr +d= 30.6 in, (totel height) Aotr= O.aSfp'bt o/Fy = 20.8 in^ Atotal =A ctr+A= 48.5 in^ Afsi =A-2Af-A„ = 0.21 in^ Af = 7.94 in^ t„ = 0.52 in tf = 0.88 in yb = 1 AF^ for Atotal^^Ac ^3 (cont'd) 0.85/^ 0.5Atotar bf , Atotal—A f—0.5 A fill - ^ \ tf+ — for Atotal>2{Actr+Af) j_0.5Atotal Acr A,o,al^2iAatr+Af) bf 23.9 in, (plastic neutral axis to bottom) y = 0.i(to+hr+yb) for Atotal^''-Actr ^ OitoActr+0idA+[n.5Atotal'Actr){>>-d-yb) n OiAtotal for Atotal^'^[Actr+Af) OitoAtotat+A f{tO+hr+l f)+0.iA f,ll(tO+hr+2t f)+tw(d-yb-t f){h-0.5d-0.5y^+0.5t/)+tw(>'A-r/)(0S>j,+O-5</) thus, y = OiAtotal 17.4 in, (moment arm between centroid of tensile force and the resultent compressive force.) 3 for Atotal>'^{Actr+Af) 421 in DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN „ = —— = 13.01 , (ACI 318-05 8.5.1) Ec Aotr=t}to/n= 31.4 in' ^ Aaid+hr+0.Sto)+0.5Ad ^ 20.8 in, (elastic neutral axis to bottom) ^* A.r+A Itr = Ix + A(y,,-0.5df + + Actr(0.5to+hr+d-ybf = 6643 in* Itr yb 320 in , referred to steel bottom. S,= (d + hr + to-yb) - 681 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : Mmax = (Ztr /Zx) MDL + Mn = 608.0 ft-kips < Mr,/Op= Zfr Fy/Op = where Op = 1.67 (AISC 360-0513.2a) 3.76(E/Fy )°^ = 90.55 > h/t„-- Cantilever Top: Mmin = 0 ft-kips < M„ / Op = where Op= 1.67 (AISC 360-0513.2b) Lp=MAX(X3 ,L2)= 0.00 ft /,p= 1.76ry(E/Fy,)°'== 7.01 ft 1050.6 ft-kips, (AISC 360 13.2a) 47.18 633.7 ft-kips, (AISC 360 13.2b) [Satisfactory] [Satisfactory] Lr = 1.95r,.s 0.7 F ^LL6.76f^^l = 21.21 ft y \Sxho\ V y E Jc ' 1058.3 ft-kips CbJ^E Lb_ rts l-^0.078 Jc Lb Sxhoyrts #DIV/0! ksi '•ts=[(lyC„)°'/Sj"= 2.40 'y G J C„ c= 1.00 109 11200 5.26 15000 ho = d - t, = 23.43 in fy Zx Cb= 1.30 , (AISC 360-05 Fl) 1 98 254 Mp = 1058.3 ft-kips, forib @ [0 . ^-pl MIN{Cb [Mp - (Mp - 0.75 Fy S^) (Lb - Lp) / (L^ - Lp)], Mp} = N/A ft-kips, for Lb @(Lp,/-r] MIN(Fcr Sx , Mp) = N/A ft-kips, for /,b @ C-r. Larger) (k.E/Fy)"' CHECK SHEAR CONNECTOR CAPACITY Mmax = 498.8 ft-kips < Shear: Vn 62.35 kips y„/nv = 0.6FyA,„Cv/nv= 224.8I kips, (AISC 350-05 is.ib) ' (cont'd) [Satisfactory] where 2.24 (E/Fy )''^ = 53.946 k^= 5 (AISC 360-05 G2.1b) 53.852 C;, = 1 (AISC 360-05 G2.1b) ny= 1.67 (AISC 360-05 Gl) Mr, / Op = Zx Fy / Op = 633.7 ft-kips <== No Shear Stud Required where Op 1.67 (AISC 360-05 Fl 8. F2-1) C, =/W/W(0.85fc'Ac ,F),As; = S eff = Mini Mmax/(0.66 Fy),S,r] Seff-Ss S irSs V' = MAX ,0.25 Qn = MIN 10.5Asc (fc'Ec)"' . RgRpAscFul 1040.4 kips, (AISC 360-05 C-13.1) = 181 inVefered to steel bottom. Cf = 260.1 kips, (AISC 360-05 C-13-4) 18.06 kips, (AISC 360-05 I3.2d.3) where Wo = 115 pcf Ec=Wo'' 33 (fo')"' 2229.1 ksi Asc ~ 0.44 in^ Fu = 58 ksi 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.75 (AISC 360-05 Table I3.2b.3) IQn =Q„ NrX,/s = 289.02 kips > [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = Li = 32.00 ft a = L2 = P = PDL = 0.00 kips Wf = WDL1 = 0.97 klf W2 = WOL,2 = 0-97 klf 0.00 ft AEnd _Pa^(L + a) w,L^a ^ w.a\4L + 3a) _ 3EI 24 El 24 EI 0.00 in, downward perpendicular to beam. PaL^ ^ 5w,Z,'* w.Z,V AMid 1 16EI 3UEI 32EI 0.29 in, downward perpendicular at middle of beam. Wmax = ^24.5 ft-kips < M„ / Op =Zx Fy / Op CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wf = WLL,! = 2.60 klf W2 = wu_2 = 0.00 klf /eff = 4778 in" (AISC 360-05 C-13-3) 6337 ft-kips [Satisfactory] AEnd = AMid - Pa^(L+-a) w,L^a w,a^(4E + 3a) 3EI 24EI ^ 24EI 0.00 in, downward. 2L2 /240= 0.00 in [Satisfactory] PaL^ _^ 5w.L* w,L^a^ \6El^ff 3S4Eleff 32El^ff = 0.32 in, downward. < L,/360= 1.07 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Stnjctural Steel Buildings", American Institute of Steel Construction, March 9, 2005. inland Engineering & Consuiting, Inc. 4883E. Palma Ava , Suite S01-A PROJECT Anaheim, CA 92807 oi ir-M-r Phone: (714) 777-77001 Fax: (714) 777-7773 ULItN 1 inlandengineering@sbcgiobal.net JOB NO. NCCC PAGE TIMLESS DESIGN BY 101585 DATE; REVIEW BY bm.15 Composite Beam Design with Verco Floor Deck Based on MSC 360^ / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing fbr perpendicular to beam. For the following totel [15] studs, if ribs spacing : 12" o. c, the minimum composte beam capacity is ftxjm ^ 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W18X40 W2-6 1/4" LW = > Ad I, Sx Zx 11.8 17.9 612 68.4 78.4 BEAM SPAN ii = 45 ft CANTILEVER (0 = no cantilever) 1.1-0 ft BEAM SPACING (TRIB. WIDTH) B = 4 ft, o.c. SUPERIMPOSED LOAD, ASD Ws,r = 121.00 lbs/ft^ 0.00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? yes (perpendicular) BEAM YIELD STRESS '^y = 50 ksi CONCRETE STRENGTH 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) •j) = 3/4 in STUDS SPACING 1 row@ 12 in o.c. t____J__ ( 1 1 ! i.. J 1 _..J t J 1 I .t (Totel Studs 46) THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS w^=Ws%+w„A= 121 + ( 48.10 + 10.04 ) = 179.14 lbs/ft^ = 0.72 kips / ft (totel gravity loads on span beam) W2 = Ws,2+»'iv*= 0 + ( 48.10 + 10.04 ) = 58.14 lbs/ft^ = 0.23 kips / ft (unifbmi gravity loads on cantilever) P= 0 kips Xl = 22.50 ft R,= 16.12 kips X2 = 22.50 ft R2 = 16.12 kips X3 = 0.00 ft ^'max = 16.12 kips, at Rl right Wmax= 181.4 ft-kips A^min = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-0513.2c. l.c) hr= 2 in < 3 in [Satisfactory] (AISC 360-05 I3.2c.1.a) (tl = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c.I.b) Hs= hr + 1.5 = 3.5 in < hr+to -0.5 = 5.75 in [Satisfactory] (AISC 13.2c. I.b) .s= 12 in o.c. < MAX[8(hr+to),36} = 50 in o.c. [Satisfactory] > 4 ij) = 3 in o.c. [Satisfactory] (AISC 360-05 I3.2d.6) Wr= 6 in > 2 in [Satisfactory] (AISC 360-0513.2c. I .a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B) = 48 in, (AISC 360-05 13.1a) h =to +hr +d= 24.2 in, (totel height) Aotr= 0.85fc'bto /Fy = 10.4 in^ A,o(a/ =A otr+A= 22.2 in^ Am=A-2Af-A„ = 0.17 in^ Af = 3.16 in^ f„ = 0.32 in tf = 0.53 in DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN E n = = 13.01 , (ACI 318-05 8.5.1) yb = AF. for Atoial^2A C 71 (cont'd) tf 0.S5fJ> ).5A,otar bf Atotal-A r—0.5 A fill „ \ ~ for Atolal>^Actr+Af) ^_0,5A,otal Acr Atotal^2{Actr+Af) bf 17.8 i n, (plastic neutral axis to bottom) 0.i{lO+hr+yb) for Atotal^''-Aar ^ 0il0Aclr+0.idA+(0.5Atotal'Actrifi-d-yb) n OiAtotal for Atotal^^{Actr+Af) OitoAtoral+A /{tO+hr+t f)+0.iA f,ll{l0+hr+2t f)+lx,(d-yb-l f){h-0.5d-0.Syi,+0.5t f)+tw{yb-t f\o.iyb+Oil/) , . h — for Atotal>^Acir+Af) OiAtotal thus, y= 13,4 in, (moment arm between centroid of tensile force and the resultent compressive force,) „3 Z,r =0,5yA total 148 in Aotr=t}to/n= 15,7 in Ac..(d+hr+0.5to)+0.5Ad ^ ^ in, (elastic neutral axis to bottom) yb Acr + A Itr = Ix + A{yi,-0.5df + + Actr(0-5to+hr+d-ybf = 1787 109 in , referred to steel bottom. yh S, = (d + hr + to-yb) - 231 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : Mmax = (Ztr /Zx) MDL + Mu = 234.0 ft-kips < Mr,/Op= Z,r Fy/Op = where Op = 1.67 (AISC 360-0513.2a) 3.76(E/Fy )°^ = 90,55 > h/t„= 56,83 370.4 ft-kips, (AISC 360 13.2a) Cantilever Top: Mmin = 0 ft-kips < Mr, / Op = where Op = 1.67 (AISC 360-0513.2b) Lp = MAX(X3 . L2)= 0.00 ft /.p= 1.76ry(E/Fy,)°'= 4.49 ft 195.6 ft-kips, (AISC 360 13.2b) [Satisfactory] [Satisfactory] Lr = \.95rts- 0.7 Fy"^ Sxho Mp = Fy Zx = 326.7 ft-kips 13.08 ft I-FO.078 Jc Lb Sxho\rts #DIV/0! ksi M„ = '•ts=[( lyCv,)°'^/Sx °-^= 1.56 'y G J C„ c- = 1.00 19 11200 0.81 1440 ho = d - t, = 17.38 in fy Zx rb= 1.30 , (AISC 360-05 Fl) 1.27 78 Mp = 326.67 ft-kips, for /, b @ [0, MIN{Cb [Mp - (Mp 0.75 Fy Sx)(Lb-Lp)/(Lr-Lp)],Mp} = N/A ft-kips, forLp@ MIN(Fer Sx , Mp) = N/A ft-kips, for/.b@ (i-r , Larger) CHECK SHEAR CONNECTOR CAPACITY (cont'd) Shear: Vmax = 1612 kips where 2.24 (E/Fy )''^ •• k^= 5 Vn/Ov = 0.6FyAwCv/flv = 101.29 kips, (AISC 360-05 13 [Satisfactory] 53.946 (AISC 360-05 G2.1b) (kyE/Fy )''^= 53.852 Cy= 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 Gl) l^max Where Op 181.4 ft-kips M„/ Op = Z„ Fy / Op = 195.6 ft-kips <== No Shear Stud Required 1.67 (AISC 360-05 Fl & F2-1) C, =MIN(0.85fo'Ao , FyAs) = S eff = Mini Mmex/(0.66 Fy).S,rl V = MAX Seff-Ss ,0.25 Str-S Qr, = MIN 10.5Asc (fo'Ec)°'.RgRpAscFul 520.2 kips, (AISC 360-05 C-13.1) = 66 in^, refered to steel bottom. Cf = 130.05 kips, (AISC 360-05 C-13-4) 15.37 kips, (AISC 360-05 I3.2d.3) Where Wc = 115 pcf Ec =KVc" 33 (fo')"' 2229.1 ksi 0.44 in^ Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.60 (AISC 360-05 Table I3.2b.3) ZQr, =Q„ NrXf/s = 345.92 kips > [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 40% Self Weight L = Lt = 45.00 ft a = L2 = 0.00 ft P = PQL = 0.00 kips Wi =wni 1 = 0.09 klf 0.09 klf '1 - W0L,1 W2 = WDI2 A AW - Pa^{L + a) ^,i}a y,,a^{4L + 3a) 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. ^"^ \6EI 3%4EI 32EI 0.48 in, downward pensendicular at middle of beam M max 23.5 ft-kips Mn/ Op= Zx Fy / Op= 195.6 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips w, = Win ~ '^•48 klf W2 = Wii2 = 0.00 klf ; eff = 1570 in* (AISC 360-05 C-13-3) A Knd — AMid - Pg-jL + a) w,L^a ^ {4L->-3a) 3EI 24EI 24EI 0.00 in, downward. 2L2 /240= 0.00 in [Satisfactory] \6Elef) 3S4E/^ff 32Ef "ff leff = 0.86 in, downward. < L,/360= 1.50 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Engineering & Consulting, inc. 4883 E. La Paima Ave., Suite 501-A Anaheim, CA 92807 Phone; (714) 777-77001 Fax: (714) 777-7773 inl»idengineering^bcglobal.net PROJECT: CLIENT: JOB NO. : NCCC TliWELESS 101585 DATE: PAGE DESIGN BY REVIEW BY 73 BM.15A Composite Beam Design witin Verco Floor Decic Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing fbr perpendicular to beam. For the ftjilowing totel [15] studs, if ribs spacing ]_• j c 12" 0. c, the minimum composte beam capacity is from if 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE => BEAM SPAN CANTILEVER (0 = no cantilever) BEAM SPACING (TRIB. WIDTH) SUPERIMPOSED LOAD, ASD CONCENTRATED END LOADS RIBS PERPENDICULAR TO BEAM ? BEAM YIELD STRESS CONCRETE STRENGTH SHEAR STUD DIA. (1/2, 5/8, 3/4) STUDS SPACING 1 W18X50 W2-6 1/4" LW A d 14.7 18.0 Ix 800 Sx 88.9 Zx 101 47 ft Ll" 0 ft B = 4 ft, O.C. Ws,J = 121.00 lbs/ft^ Ws,2 = 0.00 lbs/ft^ P = 0 kips I t t ' y fc' = Yes 50 3 3/4 12 (perpendicular) ksi ksi in in o.c. (Totel Studs 48) THE BEAM DESIGN IS ADEQUATE. USE C = 0 3/4" AT MID BEAM. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS 7^/ W, =IA'sl+W^ = 121 + ( 48.10 + 12.51 ) = 181.61 lbs/ft^ = 0.73 kips / ft (totel gravity loads on span beam) W2 = Ws,2+^vA = 0 + ( 48.10 + 12.51 ) = 60.61 lbs/ft^ = 0.24 kips / ft (uniftjrm gravity loads on cantilever) P = 0 kips 23.50 ft «i = 17.07 kips X2 = 23.50 ft R2 = 17.07 kips X3 = 0.00 ft ^max ~ 17.07 kips, at Rl right. Mmax = 200.6 ft-kips Wmin = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c. l .c) hr = 2 in < 3 in [Satisfactory] (AISC 360-0513.2c.1.a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c. I .b) hr + 1.5 = 3.5 in < hr+to-0.5= 5.75 in [Satisfactory] (AISC 13.2c. I.b) s = 12 in o.c. < MAXl8(hr+to),36]= 50 in o.c. [Satisfactory] > 4 (t) = 3 ino.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c.I.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 48 in, (AISC 360-05 13.1a) Ao,r= 0.85fo'bto/Fy = Afm =A-2Af-Ay, = 0.16 /«, = 0.36 in 10.4 in h =to +hr +d = Atotal =Aotr+A = Af = 4.28 iri tf = 0.57 in 24.3 in, (total height) 25.1 in^ ,2 Z,r = 0.5 y Atotal = 175 DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN n = -— = 13.01 , (ACI 318-05 8.5.1) Ec Vb A F h ^— for Atotal^^Actr 74-(cont'd) 0.85/^ 0.5Atotar bf ^^^Atotal-Af-0.5Afm ^,^^^,^2{Actr+Af) j_0.5Atotal Acr f^^ Atotal^2{Actr+Af) bf 17.7 in, (plastic neutral axis to bottom) y = Oi(lO+hr+yb) for Atotal^^Aar 0.5toActr+OidA+(0.5Atotal-Actr){'>-d-yb) n 0-5.4,0(0/ OitoAtotal+A f{tO+hr+l f)+0.iA ftll{tO+fir+^f f)+tw{d-yb-t f){h-0.Sd-0.5y^+(i.St f)+tw{yb-' f){oiyb+'^-^f/) . ./ N h — for Atotal>AActr+Af\ OiAtotal ^ ' for Atotal^'^[Actr+Af) thus, y = 13,9 in, (moment arm between centroid of tensile force and the resultent compressive force,) Acff = bto/n = 15,7 in' yb A4d+hr+0.5to)+0.5Ad_ ^ g in, (elastic neutral axis to bottom) Acr+A Itr = Ix + A(yb-0.5df + ^^^ + Ac,r(0-5to+hr+d-ybf= 2131 in* Sir = —- = 135 in^, referred to steel bottom, yh s, •• (d + hr + to-yb) 251 in , refen-ed to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : Mmax = (Ztr /Zx) MOL + M^ = 249,4 ft-kips < M„/Op= Ztr Fy/Op = where Op= 1,67 (AISC 360-0513,2a) 435,6 ft-kips, (AISC 360 13,2a) 376(E/Fyr== 90,55 > h/t„ = 50,70 Cantilever Top: M 0 ft-kips < M„/ Op = where Op= 1,67 (AISC 360-0513,2b) Lp =MAX(X3 , L2)= 0,00 ft Lp= 1,76ry(E/Fyf)''-*= 5,83 ft E 252,0 ft-kips, (AISC 360 13,2b) [Satisfactory] [Satisfactory] Lr = 1-95,-, Mp = Fy Zx = 0.7 Fy\ Sxho 420,8 ft-kips J<= ll.U.76f^^l = 1 fcr - 7 ^ rts Sxhoyrts E Jc #DIV/0! ksi 6.96 ft Mn '•ts=[{lyCw)°'/Sx]''== 1,98 'y G J C„ c = 1,00 40 11200 1,24 3040 ho = d - t, = 17,43 in fy z. Cb= 1,30 , (AISC 360-05 F1) 1,65 101 Mp = 420.83 ft-kips, for Lb @ MIN{Cb [Mp - (Mp - 0,75 Fy Sx) (Lb - Lp) / (L^ - Lp)], Mp} = N/A ft-kips, for Lb @ MIN(F„ Sx , Mp) = N/A ft-kips, for/.b@ CHECK SHEAR CONNECTOR CAPACITY Shear: U^ax = 1707 kips where 2.24 (E/Fy )"-^ •• ky= 5 (ky E/Fy) 0.5 < Vn/Clv = 0.6FyAwCvlCiv-- 53.946 (AISC 360-05 G2.1b) 53.852 114.79 kips, (AISC 360-05 13.1b) 7$ (cont'd) [Satisfactory] Cy= 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 Gl) Mmax where Op 200.6 ft-kips M„/Op =Zx Fy/Op 252.0 ft-kips <== No Shear Stud Required 1.67 (AISC 360-05 Fl 8iF2-1) Cf = MIN (0.85 fo'Ao , FyAs) = S eff = Mini Mmax/(0.66 Fy).S tri Seff-S V = MAX Sir Ss ,0.25 520.2 kips, (AISC 360-05 C-13.1) = 73 in^, refered to steel bottom. Cf= 130.05 kips, (AISC 360-05 C-13-4) Qn = MIN 10.5 Asc (fc'Ec) . RgRpAscFul = 15.37 kips, (AISC 360-05 I3.2d.3) Wc = 115 pcf Ec=Wo'' 33 (fc';" 2229.1 ksi ^SC ~ 0.44 in^ Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.60 (AISC 360-05 Table I3.2b.3) NrXi /s = 361.29 kips > V CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = L, = 47.00 ft a = L2 = 0.00 ft P = PDL = 0.00 kips ^1 - ^DL,i - 0.\8 klf 1^2 = WDL,2 = 0.18 klf [Satisfactory] AEnd = Pa^jL + a)_wdM w,a^(4L+3a) _ 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. AMid = *• \6EI 3S4EI 32EI - = 0.86 in, downward perpendicular at middle of beam. USE C = 03/4" AT MID BEAM. Mn / Op =Zx Fy / Op = 252.0 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips Wi = Win ~ 0.48 klf 1V2 = Wll 2 = 000 i<lf / eff = 1909 in" (AISC 360-05 C-13-3) AEnd ' AMid — 3EI 24EI 24EI — 0.00 in, downward. < 2/. 2/240= 0.00 in [Satisfactory] PaL\^_ Sw.Z," w,i^cj" \6E[^ff 3S4Elefr ^2^1 eff = 0.86 in, downward. < L1 /360= 1.57 in [Satisfactory] Technical References: 1. AISC 360-05; "Specification fbr Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005, inland Engineering & Consulting, inc. 4883 E, La Paima Ave . Suite 501-A PROJECT Anaheim, CA92807 _ ICMT Phone: (714) 777-77001 Fax: (714) 777-7773 OLItN i inlandengineefingeeix:glol»l,nel JOB NO, NCCC PAGE Tlil^ELESS DESIGN BY 101585 DATE; REVIEW BY BM.te Composite Beam Design with Varco Floor Decic Based on AISC 38045 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing fbr perpendicular to beam. For the fbllowing totel [15] studs, if ribs spacing 1" o.c. 12" o.c, the minimum composte beam capacity is from ^ 2 rows @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W24X62 W2-6 1/4" LW A d 18.3 23.7 1560 Sx 132 Zx 154 BEAM SPAN ii = 25 ft CANTILEVER (0 = no cantilever) ll-0 ft BEAM SPACING (TRIB. WIDTH) B = 28.5 ft, O.C SUPERIMPOSED LOAD, ASD = 121.00 lbs/ft^ Ws,2 = 0.00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? No (parallel) BEAM YIELD STRESS 50 ksi CONCRETE STRENGTH 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row® 12 in o.c. I I t r (Totel Studs 26) THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS Wl =lV5i+W^ = W2 = Ws,2+Wwt = P = X^ = X2 = Xi = 121 0 12.50 12.50 0.00 381.4 + ( *( kips ft ft ft ft-kips 48.10 48.10 «i = R2 = ^max ~ Wmin = 2.18 2.18 ) = ) = effective 171.28 lbs/ft^ 4.88 kips / ft (totel gravity loads on span beam) 50.28 lbs / ft^ 1.43 kips / ft (unifbmi gravity loads on cantilever) 61.02 kips 61.02 kips 61.02 kips, atRI right 0 ft-kips CHECK DIMENSION REQUIREMENTS to = 4.25 in > 2 in [Satisfactory] (AISC 360-0513.2cl.c) t^r = 2 In < 3 in [Satisfactory] (AISC 360-0513.2c la) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-0513.2c l b) + 1.5 = 3.5 in < hr+to - 0.5 = 5.75 in [Satisfactory] (AISC 13.2c 1.b) s = 12 in o.c. < MAXl8(hr+to) 367= 50 in o.c. [Satisfactory] > 4^= 3 in o.c [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-0513.2c l a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b = MIN (L/4 ,B)= 75 in, (AISC 360-05 13.1a) Acfr= 0.85fo'bto/Fy = Afg,=A-2Af-Ay,= 0.31 t„ = 0.43 in 16.3 in h =to+hr+d = Atotal =Actr+A = Af = 4.15 iri tf = 0.59 in 30.0 in, (total height) 34.6 in^ ,2 OiAtotal thus, y= 16.4 in, (moment ann between centroid of tensile force and the resultent compressive force.) Ztr=0.5yA,otai= 284 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN n = = 13.01 , (ACI 318-05 8.5.1) Aotr=t}to/n= 24.5 in^ Aar{d+hr+0.5to)+0.5Ad yb = AF 0.85 f^ ^ for Atotal^'2.A Ctr (cont'd) ^_0.5Ato,al Actr Atotal^2{Ac,r+Af) bf 23.6 in, (plastic neutral axis to bottom) , Atotal—A f—0.5 A fill . _ 1/' , , , \ //+ — for Atolal>2(Ac,r+Af) 0.i[tQ+hr+yb) for A,otal^^Actr . O.itoActr+OidA+iO.SAtoial-Actrp-d-yb) , _.,i \ '' TTT- for Atotal^AActr+Af) OiAtotal ^ ' ^•ilQAtoial+A/{iQ+hr+t f)+0.iA fill{t0+hr+2t f)+tv{d-yb-t /)(/i-0.5rf-0.5j>^-t-0.5t f)+tw{yb-' f){oiyb+°-^t f) for Atotal>'2{Actr+Af) yb Acr+A 21.0 in, (elastic neutral axis to bottom) Itr = Ix + A(yt-Q.Sdf + + Ac,r{Q-^t<^+hr+d-ybf = 4270 203 in , referred to steel bottom. yb (d + hr + to-yb) 477 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom : Mmax = (Ztr 'Z^) MDL +Mii= 475.7 ft-kips < M„/Op= Ztr Fy/Op = where Op= 1.67 (AISC 360-0513.2a) 708.0 ft-kips, (AISC 360 13.2a) Cantilever Top: M mm ~ where 376(£/Fj, = 90.55 > h/t„= 55.12 384.2 ft-kips, (AISC 360 13.2b) 0 ft-kips < Mp/ Op = 1.67 (AISC 360-05 13.2b) Lp =MAX(X3 ,L2)= 0.00 ft Z,p= 1.76ry(E/Fy,)°^= 4.85 ft [Satisfactory] [Satisfactory] Lr = \.'^5rts Jc l-i-JlH-6.76 0.7Fy SjSxho 641.7 ft-kips /r,, = ^Jl+0.078-^f^l = 'i^f \ Sxho{rts) rts ^•^FySxho E Jc 14.38 ft #DIV/0! ksi Mr,-- '•ts=[(lyCw)°'/S/'= 1.74 'y G J C„ c = 1.00 35 11200 1.77 4620 ho = d - t, = 23.11 in ••y z. Cb= 1.30 , (AISC 360-05 Fl) 1.37 154 Mp = 641.67 ft-kips, fortb @ MIN{Cb [Mp - (Mp - 0.75 Fy Sx) (Lb - Lp) / (L, - Lp)], Mp} = N/A ft-kips, forib® MIN(FcrSx,Mp) = N/A ft-kips, for L b @ CHECK SHEAR CONNECTOR CAPACITY Mmax = 381.4 ft-kips Shear; Vrrax = 61.02 kips where 2.24CE/Fy;"^ ky= 5 (kyE/Fy)"' = < Vn/Slv = 0,6FyAwCv/Clv 53.946 (AISC 360-05 G2.1b) 53.852 183.07 kips, (AISC 360-05 13.1b) (cont'd) [Satisfactory] C^ = 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 Gl) M„ / Op =Zx Fy / Op = 384.2 ft-kips <== No Shear Stud Required where Op = 1,67 (AISC 360-05 Fl & F2-1) Cf = MIN (0.85 fo'Ao , FyAs) = Seff = Mini Mmex/(0.66 Fy),S tri-• V' = MAX Seff-Ss S tr—S s ,0.25 812.81 kips, (AISC 360-05 C-13.1) 139 in', refered to steel bottom. Cf= 203.2 kips, (AISC 360-05 C-13-4) Q„ = MIN 10.5 Asc (fo'Eo)"^ . RgRpAscFul •• 18.06 kips, (AISC 360-05 I3.2d.3) where Wo 115 pcf Eo=Wo'' 33(fo')"' = 2229.1 ksi Asc ~ Fu = Ra = £Q„ =Q„ NrXf/s 0.44 in 58 ksi 1.00 (AISC 360-05 Table I3.2b.3) 0.75 (AISC 360-05 Table I3.2b.3) 225.79 kips > [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = L, = 25.00 ft a = L2 = P = PDL = 0.00 kips Wl = Wfjit = 1.07 klf W2 = W£)i2 = 1.07 klf 0.00 ft AEnd _Pa^{L + a) M/iL^a ^ w^a^(4L + 3a) _ 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. /^Mid — ~ 2 2 WiL a \6EI 3S4EI 32EI 0.21 in, downward perpendicular at middle of beam. M max 84.0 ft-kips < Mp / Op =Zx Fy / Op = 384.2 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips w, = WLL,I = 3.45 klf W2=wm2= 0.00 klf Uff= 2988 in* (AISC 360-05 C-13-3) AEnd '• AMid = Pa^(L+-a) w.g^ {4L+-3a) 3EI 24EI 24EI - 0.00 in, downward. < 2L2/240= 0.00 in [Satisfactory] \f>EUff 3%4El^ff 32El^ff = 0.24 in, downward. < Lf/360= 0.83 in [Satisfactory] Technical References; 1. AISC 360-05; "Specification for Stnjctural Steel Buildings", American Institute of Steel Construction, March 9, 2005. inland Engineering & Consulting, Inc. 4883 E. La Paima Ave., Suite 501-A PROJECT Anaheim, C^A92807 Phone: (714) 777-nOO | Fax: (714) 777-7773 OLIbN 1 iniandengineenngQstKglobai net JOB NO NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY BM.17 Composite Beam iSesign with Verco Floor Deck Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the following totel [15] studs, if ribs spacing i; 11 ; 12" o. c., the minimum composte beam capacity is from ^ >f 2 rows (@ 12" o.c, not one rciw@ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W24X62 W2-6 1/4" LW A d 18.3 23.7 Ix 1560 Sx 132 Zx 154 BEAM SPAN ii = 20 ft CANTILEVER (0 = no cantilever) i2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 22 ft, o.c SUPERIMPOSED LOAD, ASD Ws,» = 121.00 lbs/ft^ Ws,2 = 0^00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? No (parallel) BEAM YIELD STRESS f^/ = 50 ksi CONCRETE STRENGTH tc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) H, = 3/4 in STUDS SPACING 1 row@ 12 in o.c. (Totel Studs 20) THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS W, =Ws\+Wy^ = 121 *( 48.10 * 2.83 ) = 171.93 lbs/ft^ = 3.78 kips / ft (totel gravity loads on span beam) W2 = Ws2+W;^ = 0 + ( 48.10 + 2.83 ) = 50.93 lbs/ft^ = 1.12 kips / ft (uniform gravity loads on cantilever) P = 0 kips Xy = 10.00 ft «i = 37.82 kips X2 = 10.00 ft R2 = 37.82 kips Xz = 0.00 ft ^max -37.82 kips, at Rl right Mmax -189.1 ft-kips 0 ft-kips CHECK DIMENSION REQUIREMENTS to = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c l .c) hr = 2 in < 3 in [Satisfactory] (AISC 360-0513.2c 1.a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 I3.2c1.b) Hs=hr + 15 = 3.5 in < hr+to-0.5= 5.75 in [Satisfactory] (AISC 13.2c. I.b) s = 12 in o.c. < MAXl8(hr+to),36]= 50 in o.c. [Satisfactory] > 4 ^ = 3 ino.c [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c I.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4, B)= 60 in, (AISC 360-05 13.1 a) Aotr'- Am = f» = 0.85fo'bto/Fy = A-2Af-A„= 0.31 0.43 in 13.0 in h =to +hr +d = Atotal =Aotr +A = Af = 4.15 in' tf = 0.59 in 30.0 in, (totel height) 2 31.3 2 OitoAtotal+A f{tO+hr+l f)+0.iA f,ll{t0+hr+2l f)+tw{d-yb-tf){t'-0.id-0.5yj,+0.5t f)+tw{yb-t f){oiyb+^-^t f) . \ — for Atotal^AAclr+Afj OiAtotal ^ ' thus, y= 17.2 in, (moment arm between centroid of tensile force and the resultent compressive force.) Z„=0.5yA,o,a, = 270 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN 13.01 , (ACI 318-05 8.5.1) yb = for Aioial^'^Actr 0.85/'^ aJi.5Atotal-Ac!r_ Atotal^2{Actr+Af) bf , Atotal—A f-0.5 A fill . , . . . \ tf+ — for Atolal>2{Aclr+Af) (cont'd) 23.3 in, (plastic neutral axis to bottom) y = 0.i{tr^+hr+yb) for Atotal^'^Actr ^ O.itQActr+OidA+iO.SAtotal-Aarp-d-yb) OiAtotal for Atotal^'^{Actr+Af) E ~E7. ^ A.r{d+hr+Q.5to)+0.5Ad ^ 20.1 in, (elastic neutral axis to bottom) ^* A«,+A Itr = Ix + A(yi,-0.5df + + Actr{^-^tn+hr+d-ybf = 4005 in^ I Ir T Str = = 199 in , referred to steel bottom. yh S, = (d + hr+to-yb) - 407 in', referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom: Mmax = (Ztr/Z^) MDL + Mn = 231,1 ft-kips < Mn/Op= Ztr Fy/Op = where Op = 1.67 (AISC 360-0513.2a) 672.4 ft-kips, (AISC 360 13.2a) 3.76(E/Fy)'' 90.55 > h/ty. Cantilever Top: M mm ~ where Op 0 ft-kips < M„ / Op = 1.67 (AISC 360-05 13.2b) Lp =MAX(X3 , Li) = 0.00 ft Ap=1.76ry(E/Fy,)"= 4.85 ft E 55.12 384.2 ft-kips, (AISC 36013.2b) (Satisfactory] [Satisfactory] Lr = \.95rts- 0.7 Fy\Sxho\ \ 14.38 ft Mp=FyZx= 641.7 ft-kips Sxho\rts #DIV/0! ksi '•,5=l(lyCwr/Sx]'"= 1,74 'y G J C« c-= 1,00 35 11200 1,77 4620 ho = d - tf = 23,11 in ry Zx Cp= 1,30 , (AISC 360-05 F1) 1,37 154 Mp = 641,67 ft-kips, for/,b @ MIN{Cb [Mp - (Mp - 0,75 Fy Sx) (Lb - Lp) / (L^ - Lp)], Mp} = N/A ft-kips, for L b @ MIN(FcrSx,Mp) = N/A ft-kips, for /. b @ CHECK SHEAR CONNECTOR CAPACITY "^max = 189.1 ft-kips < Shear: l/„ ,0 I (cont'd) 37.82 kips < VnlOv = 0.6FyAwCvlClv= 183.07 kips, (AISC 360-0513.1b)'^ ' [Satisfactory] where 2.24 (E/Fy )"'= 53.946 ky = 5 (AISC 360-05 G2.1b) (kyE/Fy)"-'= 53.852 M„/ Op= Zx Fy/ Op= 384.2 = 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 Gl) ft-kips <== No Shear Stud Required where Op= 1.67 (AISC 360-05 Fl & F2-1) C, = MIN (0.85 fo'Ao , FyAs) = Sen = MinlMmax/(0.66 Fy), Str 1 '^^T,0.25 Str Ss 650.25 kips, (AISC 360-05 C-13.1) 69 in', refered to steel bottom. V = MAX Cf= 576.94 kips, (AISC 360-05 C-13-4) Qn = MINlO.SAsc (fo'Ep)"'^ , RgRpAscFul = 18,06 kips, (AISC 360-05 I3,2d,3) where Wc = 115 pcf 33f/c';" 2229,1 ksi Asc " 0,44 in^ Fu = 58 ksi 1,00 (AISC 360-05 Table I3,2b,3) Rp = 0,75 (AISC 360-05 Table I3,2b,3) XQ„ =Q„ NrX,/s = 180,64 kips < V CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight /. = /.,= 20,00 ft a = L2 = 0,00 ft P = PDL = 0.00 kips Wi = W[}ii = 0.84 klf ^2 = W012 = 0.84 klf [Satisfactory] AEnd _Pa^{L + a) w,/.3<3 w2a^(4L + 3a) 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. '^''^ 16EI 3&4EI 32EI 0.07 in, downward perpendicular at middle of kieam. 42.0 ft-kips 384.2 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips w, = Wim = 2.66 klf W2 = Wll 2 = 0.00 klf leff= 2849 in" (AISC 360-05 C-13-3) AEnd = AMid = Pci^(^L + a) w,L^a w,a^{4L+-3a) 3E1 24EI 24EI - 0.00 in, downward. < 2L2 /240= 0.00 in [Satisfactory] \6El^ff 384Ef^ff 32El^ff = 0.08 in, downward. < L,/360= 0.67 in [Satisfactory] Technical References; 1. AISC 360-05; "Specification for Structural Steel Buildings", American Institute of Steel Constnjction, March 9, 2005. inland Engineering & Consuiting, Ine. 4883 E. La Paima Ave , Suite 501-A PROJECT Anaheim, CA92807 _. .CMT Phone; (714) 777-77001 Fax: (714) 777-7773 OLII:N i iniandengineeringQsbcgiobal net JOB NO NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY BM.18 Composite Beam Design with Verco Floor Deck Based on AISC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing fbr perpendicular to beam. For the fbllowing totel [15] studs, if ribs spacing i.: • ij c 12" o. c., the minimum composte beam capacity is fi'om *f if 2 rows @ 12" o.c, not one row© 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W12X26 W2-6 1/4" LW A d 7.65 12.2 204 S, 33.4 Z, 37.2 BEAM SPAN ii = 18 ft CANTILEVER (0 = no cantilever) 0 ft BEAM SPACING (TRIB. WIDTH) B = 8 ft, o.c. SUPERIMPOSED LOAD, ASD Ws,r = 121.00 lbs/ft^ M's,2 = 0.00 lbs/ft^ CONCENTRATED END LOADS p = 0 kips RIBS PERPENDICULAR TO BEAM ? No (parallel) BEAM YIELD STRESS p/ = SO ksl CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o.c. L~i r I t I ^T^l (Totel Studs 18) THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS V^=Ws^+Wyrt = 121 + ( 48.10 3.25 ) = 172.35 lbs/ft^ = 1.38 kips / ft (totel gravity loads on span beam) W2 = Ws,2+W«t = 0 + ( 48.10 * 3.25 ) = 51.35 lbs/ft^ = 0.41 kips / ft (unifbrm gravity loads on cantilever) P = 0 kips X^ = 9.00 ft «l = 12.41 kips X2 = 9.00 ft K2 = 12.41 kips X3 = 0.00 ft Vmax = 12.41 kips, at Rl right. Mmax -55.8 ft-kips Mmn -0 ft-kips DIMENSION REQUIREMENTS to = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2cl.c) hr = 2 in < 3 in [Satisfac;tory] (AISC 360-0513.2c1.a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-0513.2c1.b) Hs=hr + f.5 = 3.5 in < hr+to - 0.5 = 5.75 in [Satisfactory] (AISC 13.2c 1.b) s = 12 in o.c. < MAXl8(hr+to) ,367= 50 in o.c [Satisfactory] > 4 (|) = 3 in o.c. [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c l a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 54 in, (AISC360-05 13.1a) Ac,r= 0.85fo'bto/Fy = Afg =A-2Af-A„ = 0.09 /„ = 0.23 in 11.7 in' h =to +hr +d = Atotal =Aotr+A = Af = 2.47 in' tf = 0.38 in 18.5 in, (total height) 19.4 in^ 0.i{tO+hr+yb) for Atotal^^Actr ^ 0.5toActr+OidA+{0.5AtotarActrp-d-yb) ^ ^.i \ h — ^ for Atotal^AActr+Af] OiAtotal ^ ' ^ O.itQAtolal+Af{tO+hr+tf)+0.iAfill{lO+hr+2tf)+tw{d-yb-tf){h-0.id-0.5y,,+0.5tf)+lw(yb-tf){oiyb+°-^'f) OiAtotal thus, y= 11.0 in, (moment arm between centroid of tensile force and the resultent compressive force.) Z,r = 0.5yAto,ai= 106 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN „ = -A. = 13 01 , (ACI 318-05 8.5.1) Ec yb A F h ^ for Atolal^^Actr 0.85 fjb ^_0,5A,o,al-Actr A,o,al^2{Actr+Af) bf ^^^Ato.a,-Af-0.5Af.„ ^,^,^,>2{Ac.r+Af) 3^ (cont'd) 15.7 in, (plastic neutral axis to bottom) for Atotal>\Actr+Af] Actr = t}to/n yb 17.6 in ^ A.r{d+hr+Q-Sto)+Q.5Ad ^ 2 in, (elastic neutral axis to bottom) Acr+A Itr = Ix + A(yi,-0.5df + + Actr{0.5to+hr+d-ybf = 788 Ilr , Str = = 60 in , referred to steel bottom. yb St (d + hr + to-yb) 151 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom ; Mmax = (Ztr 'Z^) M^ + Mu = 86.6 ft-kips < M„/Op= Ztr Fy/Op= 264.7 ft-kips, (AISC 36013.2a) where Op = 1.67 (AISC 360-0513.2a) 3.76(E/Fy )"^ = 90.55 > h/t„= 53.04 Cantilever Top: M 0 ft-kips < M„ / Op = where Op = 1.67 (AISC 360-0513.2b) Lp = MAX(X3 , L2) = 0.00 ft Z,p= 1.76ry(E/Fy,)°-== 5.31 ft E 92.8 ft-kips, (AISC 360 13.2b) Lr = l,95rts 0.7Fy\ Sxho 155.0 ft-kips E Jc 14.89 ft Fcr = CbK^'E cr - - ^ Lb rts l-hO.078— Sxhoyrts #DIV/0! ksi [Satisfactory] [Satisfactory] '•ts=[(lyCw)'"/Sx]"= 1.75 'y G J Cw c = 1.00 17 11200 0,3 606 ho = d - tf = 11.82 in fy Zx Cb= 1.30 , (AISC 360-05 F1) 1,50 37 Mp = 155 ft-kips, for /. b @ [0,/-p] MIN{Cb [Mp - (Mp - 0.75 Fy Sx) (Lb - Lp) / (L, - Lp)], Mp) = N/A ft-kips, for/,b@ {Lp.Lr] MIN(FcrSx,Mp) = N/A ft-kips, forLb @ (Lf, Larger) (kyE/Fy)"- CHECK SHEAR CONNECTOR CAPACITY ^'max = 55.8 ft-kips < Shear; V-12.41 kips VnlQv = 0.6FyAwCv/Slv = 50.407 kips, (AISC 360-05 13.1b) 2^ (cont'd) [Satisfactory] where 2.24C£/Fy;"= 53.946 ky= 5 (AISC 360-05 G2.1b) 53.852 M„/Op=Z^Fy/Op= 92.8 Cy= 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 Gl) ft-kips <== No Shear Stud Required where Op 1.67 (AISC 360-05 F1 S, F2-1) Cf =MIN(0.85fo'Ac . FyAs) = Sef, = Min[Mmax/(0.66Fy).S,rl = x2 382.5 kips, (AISC 360-05 C-13.1) -3 MAX Seff-Ss S trS s ,0.25 Q„ = MIN 10.5Asc (fc ,p ,0.5 RgRpAscFul^ 1806 where Wc = 115 pcf Eo =Wc'' 33 (fc';" 2229.1 ksi ^ SC ~ 0.44 in^ Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.75 (AISC 360-05 Table I3.2b.3) £Q„ =Q„ NrXi/s 16257 kips > V 20 in , refered to steel bottom. Cf= 95.641 kips, (AISC 360-05 C-13-4) 18.06 kips, (AISC 360-05 I3.2d.3) [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Self Weight L = Li = 18.00ft a = L2 = P = PDI = 0.00 kips w, =WDm = 0.31 klf W2 = WDI__2 = 0.31 klf 0.00 ft AEnd _^a^{L + a) w,L^a w,a^(4L + 3a) 3EI 24EI 24EI 0.00 in, dovmward perpendicular to beam. AMTC/ • M„ \6EI 3S4EI 32EI 0.12 in, downward perpendicular at middle of beam. 12.5 ft-kips < M„ / Op =Z^ Fy / Op 92.8 ft-kips (Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips = Will - 0.97 klf W2 = Wll 2 = 0.00 klf l^ff= 585 in* (AISC 360-05 C-13-3) AEnd = AMid ' Pa^(L+-a) w,L^ci w,a^{4L + 3a) 3EI 24EI ^ 24EI 0.00 in, downward. 2L 2 /240= 0.00 in [Satisfactory] \6El^ff 3S4E/^ff 32E/ leff = 0.10 in, downward. < L,/360 = 0.60 in [Satisfactory] Technical References: 1. AISC 360-05; "Specification for Stnjctural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland EnglnMring & Consulting, ine. 4883 E. La Palma Ave., Suite 501-A PROJECT Anaheim, CA92807 ^. Phone: (714) 777-77001 Fax: (714) 777-7773 CLItN 1 iniandengineering@sbcgiobaJ.net JOB NO. NCCC PAGE Timless DESIGN BY 101585 DATE: REVIEW BY F.BM. 19 dompbsitie Beam Design With Vet^ 360-05/IBC09 DESIGN CRITERIA The input STUDS SPACING must be tased on actual deck ribs spacing for perpendicular to beam. For the following total [15] studs, if ribs spacing 12" 0. c, the minimum composte beam capacity is from / / 2 rows @ 12" o.c, not one row (g 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W12X30 W3-6 1/4" LW = > Ad Ix S, Z, 8.79 12.3 238 38.6 43.1 BEAM SPAN /.i = 13 ft CANTILEVER (0 = no cantilever) 1-1 = 0 ft BEAM SPACING (TRIB. WIDTH) H = 24 ft, ac SUPERIMPOSED LOAD, ASD Ws.1 = 130.00 lbs/ft^ Ws,2 = 0.00 lbs/ft^ CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) ^ = 3/4 in STUDS SPACING 1 row@ 12 in o.c. (Totel Studs 14) t r j__ I f 1 I I I » f ! _ 1 I t THE BEAIVI DESIGN IS ADEQUATE. \ ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS W\ = Wsi+ w,K= 130 + ( 43,50 + 1.25 ) = 174.75 lbs/ft^ = 4.19 kips / ft (total gravity loads on span beam) W2 = Ws,2+W,^= 0 + ( 43,50 + 1.25 ) = 44.75 lbs/ft^ = 1.07 kips / ft (uniform gravity loads on cantilever) P= 0 kips •V, = 6.50 ft «1 = 27.26 kips X2 = 6.50 ft l<2 = 27.26 kips Xi = 0.00 ft ^'max ~ 27.26 kips, at Rl right. Wmax = 88.6 ft-kips Mmin = 0 ft-kips CHECK DIMENSION REQUIREMENTS fo = 3.25 in > 2 in [Satisfectory] (AISC 360-05 I3.2C.1.C) hr= 3 in < 3 in [Satisfactory] (AISC 360-05 13.2c l a) (|) = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c lb) Hs= hr + 1.5 = 4.5 in < hr+to-0.5= 5.75 in [Satisfactory] (AISC 13.2c I.b) .s = 12 in o,c. < MAXl8(hr+to),36]= 50 in o.c. [Satisfactory] > 4 (jl = 3 inac [Satisfactory] (AISC360-0513.2d.6) Wr= 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c l a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4, B) = 39 in, (AISC 360-05 13,1a) h =to +hr +d= 18,6 in, (total height) Aotr= 0.85fo'bt o/Fy = 6,5 in^ Atotal =A ctr+A= 15,3 in' Am =A-2A,-Ay, = 0,08 in^ A,= 2.87 in' f„ = 0.26 in tf = 0.44 in y = Ztr = 0.5yAto,oi = 84 m DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN 13.01 , (ACI 318-05 8.5.1) yb = ^F, for Atntal^^A ctr 0.85/^ ^_0.5 Atotal-Acr A,o,al£2{Actr + Ar) bf (cont'd) 12.1 in, (plastic neutral axis to bottom) tf- A total—A f—0.5 A fill for Ai„,al>^iActr+Af) O.iilO+iir+yb) for Aiotal^'^Aar , 0.5taActr+0idA+{0.iAtotal-Actr){l'-d-yb) , ,.l \ r- for Atotal^^Actr+Af) OiAtotal h- thus. ^•i'OAtotal+A f{lO+hr+t f)+0.iA Jlll(tO+h-+^'/)+'>.'(''->'/,-' f){h-0.5d-0.5yij+0.5t f)+u{yb-l f){oiyb+Oi> f) OiAtotal 11,0 in, (moment arm between centroid of tensile force and the resultant compressive force, 3 for A,otal>^(Actr+Af) E Aotr = btn/n: 97 in yb _ Aa,.{d+hr+0-5to)+0.5Ad ^ Acn+A 8 in, (elastic neutral axis to bottom) 2 4 t Ilr = I.r + A{y,,-0.5d) +L^+ Ac,r{Q-5tO+hr+d-yby = 783 in" Str = 66 in , referred to steel bottom. yh S, = Itr (d + hr + to-yb) 116 in , referred to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom: Mmax = (Ztr/Z^) M^L + M^ = HOO ft-kips < Mn/Op=Z,rFy/Op = where Op= 1,67 (AISC 360-0513,2a) 3.76(E/Fy )°^ = 90,55 > h/t„ = 47,31 209,0 ft-kips, (AISC 360 13.2a) Cantilever Top: M 0 ft-kips < M„/ Op = where Op = 1,67 (AISC 360-0513,2b) l.p =MAX(X3 . L;) = 0.00 ft /.p= 1.76ry(E/Fyf)°^= 5.37 ft 107.5 ft-kips, (AISC 360 13,2b) [Satisfactory] [Satisfactory] Lr = 1,95 rts Jc 1+6.76 0.7Fy\jSxho\ 179,6 ft-kips 'uA'^ S.^ho{rts rts 0.7 F ySxho E Jc 15.60 ft #DIV/0! ksi '•ts=[( lyCJ°^/ Sx]°^- 1.00 1.77 ho = d - t, = 11.86 in rb= 1.30 , (AISC 360-05 Fl) ly G J C^ 20 11200 0,457 719 1,52 43 M„ = MIN{Cb [Mp - (Mp - 0,75 Fy Sx) (Lb - Lp) / (L^ - Lp)] , Mp} MIN(Fc, Sx , Mp) 179,58 ft-kips, for/, b@[0,/.p] N/A ft-kips, for/,b @ (Lp ,/-rl N/A ft-kips, for /. b @ (/- r, Larger) CHECK SHEAR CONNECTOR CAPACITY Mmax = 88,6 ft-kips < M„ / Op =Z^ Fy / Op = 107,5 Where Op= 1,67 (AISC 360-05 F1 8. F2-1) Shear: V„ 27,26 kips < K„/nv = 0,6Fv.4„Cv/a„= 57,449 kips, (AISC 360-0513,1b) (cont'd) [Satisfactory] where 2,24 (£/Fy j"* ky= 5 (kyE/Fy)°' = 53,946 (AISC 360-05 G2,1b) 53,852 C;, = 1 (AISC 360-05 G2,1b) Oy= 1,67 (AISC 360-05 Gl) ft-kips <== No Shear Stud Required Cf =MlN(0.85fo'Ao .FyAs)= 323,21 kips, (AISC 360-05 C-13,1) rl C f = 80,803 kips, (AISC 360-05 C-13-4) Seff = MinlMmax /(0 66 Fy) .S,r]= 32 in^ refered to steel bottom. Seff-Ss r' = MAX S,r 5.V .0^25 >--1 Q„ = MIN 10.5 Asc (fc 'Ec)"\ RgRpAscFul= 1 Where Wc = 115 pcf Hc=Wc" 33 (fc';''^ 2229,1 ksi ^ sc ~ 0.44 in' = 58 ksi ffg = 1.00 (AISC 360-05 Table I3,2b,3) Rp = 0,75 (AISC 360-05 Table I3.2b,3) •rQ„ =Q„ W.Xf/s = 117,41 kips > [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Self Weight L = L, = 13,00 ft a = L2 = 0,00 ft P = PQI = 0,00 kips w, = , = 0,81 klf Wj = WQI2 = 0,81 klf Pa-{L + a) w,L^a w,a^{4L + 3a) A h'nti — ' 3EI 24 EI 24 El 0,00 in, downward perpendicular to beam. '"'"^ \6EI 3S4EI 32EI 0,07 in, downward perpendicular at middle of beam. M„ 17.0 ft-kips < Mn / Op =Z,, Fy / Op 107.5 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0,00 kips w, = w^i.) = 3,12 klf W2 = Wii2 = 0,00 klf l^fl= 567 in* (AISC 360-05 C-13-3) A End — AMUI - Pc,-{L + a) w.L^a w,a^(^4L-h3a) 3EI 24EI ^ 24EI 0,00 in, downward, 2L2 /240= 0,00 in [Satisfactory] PaL^ = 0,09 in, downward, < L f /360 = 0,43 in [Satisfactory] Technical References: 1, AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. inland Engineering & Consulting, inc. 4883 E. La Palma Ave . Suite 501-A PROJECT Anaheim, CA92807 Phone; (714) 777-77001 Fax: (714) 777-7773 OLItIN 1 inlandengineering®8bcgiobai.net JOB NO. NCCC PAGE Timless DESIGN BY 101585 DATE: REVIEW BY F.BM. 20 Gomilbslteifieain Design wItH Verco Floor Deci( Based on AiSC 360-05 / IBC 09 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing fbr perpendicular to beam. For the fbllowing total [15] studs, if ribs spacing 12" 0. c, the minimum composte beam capacity is from / • 2 rows (g 12" o.c, not one row (g 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W12X30 W3-6 1/4" LW :> Ad I, S, Z, 8.79 12.3 238 38.6 43.1 BEAM SPAN /-! = 22 ft CANTILEVER (0 = no cantilever) /-: = 0 ft BEAM SPACING (TRIB. WIDTH) B = 9 ft, o.c. SUPERIMPOSED LOAD, ASD Ws,r = 130.00 Ibs/ft' ^5,2 = 0.00 Ibs/ft' CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) <|, = 3/4 in STUDS SPACING 1 row@ 12 in o.c. 1.1 I t t I.. J (Totel Studs 22) THE BEAM DESIGN IS ADEQUATE. \ \ ANALYSIS DETERMINE REACTIONS, MOMENTS 8. SHEARS W, =Wsi+IA'^ = 130 + ( 43.50 + 3.32 ) = 176.82 Ibs/ft' = 1.59 kips / ft (total gravity loads on span beam) W2=Ws,2*^'>A = 0 + ( 43.50 + 3.32 ) = 46.82 Ibs/ft' = 0.42 kips / ft (uniform gravity loads on cantilever) P = 0 kips X,= 11.00 ft «i = 17.51 kips X2 = 11.00 ft /<2 = 17.51 kips Xz = 0.00 ft ^'max ~ 17.51 kips, at Rl right MmAx -96.3 ft-kips 0 ft-kips CHECK DIMENSION REQUIREMENTS to = 3.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c l.c) Kr = 3 in < 3 in [Satisfactory] (AISC 360-05 13.2c l a) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c l b) hr + 1.5 = 4.5 in < hr+to-0.5= 5.75 in [Satisfactory] (AISC 13.2c lb) .V = 12 in o.c. < MAXl8(hr+to),361= 50 in o.c [Satisfactory] > 4 ^ = 3 ino.c [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2cI.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 66 in, (AISC 360-05 13.1a) h =to +hr +d = Ac,r= 0.85fo'bto/Fy = Afj, =A-2Af-A„ = 0.08 f„ = 0.26 in 10.9 in A(o(a( • Af = tf = .+A= 19.7 Iri 18.6 in, (total height) 2 2.87 0.44 yh APy " '-i— for Atoial^^A 0.85/^ ^_0,5Ato,al-Actr A,o,al^2{Actr+Af) bf (cont'd) 15.9 in, (plastic neutral axis to bottom) A^.^,-Af-0.5Afiii Atotal^2{A.,r+Af) 0.5(,o+/i,•-(->';,) for Afoial^'^Actr , 0il0Acir+0idA+(0.5A,otal-Aclr)(''-''~yb) , ^^i \ ^ -Tl ^ for Atoial^AActr+Af) Oi.itotal ^ ' OitOAtotal + A f{tO+hi.+t f)+0.5Af,ll{tO+hr+2r f)+t«{d'yb-t f){l'-0.id-0.5yi,+0.5t f)+tw{yb-'/)(0-5>'^+0,5f/) OiAtotal thus, y= 11.1 in, (moment arm between centroid of tensile force and the resultant compressive force.) Z,r = 0.5yA,o,ei= 109 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN E « = —- = 13.01 , (ACI 318-05 8.5.1) Ec for Atotal>^{Aclr+Af) Aoir= bto/n = 16.5 in' A,,r{d+hr+Q-^to)+Q.S.4d Vb Acr+A = 13.2 in, (elastic neutral axis to bottom) \2 _^ Aclrtp ' 12 70 in', referred to steel bottom. //,• = /.V + A{yi,-0.5d)- + + Ac,r{0.5to+hr+d-yb)' = 918 in* yb St Ilr (d + hr + to-yh) 171 in , referred to concrete top. CHECK BENDING 8. SHEAR CAPACITIES Middle Bottom: M^ax = (Ztr/Z^) MD,_ + Mn = 135.5 ft-kips < M„/Op=ZtrFy/Op = where Op= 1.67 (AISC 360-0513.2a) 273,1 ft-kips, (AISC 360 13,2a) 3.76(E/Fy ) 0.5 90,55 > h/t„ = 47.31 Cantilever Top : M min - 0 ft-kips < Mn/Op = where Op = 1.67 (AISC 360-0513.2b) /.„ = MAX(X3 , L2) = 0.00 ft /.p= 1.76ry(E/Fyf)°^= 5.37 ft 107.5 ft-kips, (AISC 360 13.2b) [Satisfactory] [Satisfactory] Lr = 1.95/75 Mn = F„ Zv - 0.7 Fy\Sxho 15.60 ft 179.6 ft-kips CbTT-E 1+0.078--Ic ( Lb Lb_\ V Sxho{rts rts) /•te=[(lyCX'/Sx]°'= 1.77 c- = 1.00 ho = d - tf = 11.86 in ('b= 1.30 , (AISC 360-05 Fl) #DIV/0! ksi •y 20 1.52 M„ = Mp MIN{Cb [Mp - (Mp - 0.75 Fy SJ (Lb - Lp) / (L, - Lp)], Mp) MIN(FcrSx,Mp) G J Cw 11200 0,457 719 Zx 43 179.58 ft-kips, for /. b @ (0 , /- p] N/A ft-kips, for/, b®^-p./-rl N/A ft-kips, for /. b @ C- r. Larger) CHECK SHEAR CONNECTOR CAPACITY Mmax = 96.3 ft-kips < where Op= 1.67 (AISC 360-05 Fl 8. F2-1) Shear: Vmax = 17.51 kips where 2.24 (E/Fy )"^ ky= 5 (ky E/Fy)"' = Vni ay = o.eFyA,vCviav = 57.449 wps, (AISC 360-05 i3.ib) (cont'd) [Satisfactory] 53.946 (AISC 360-05 G2.1b) 53.852 C„ = 1 (AISC 360-05 G2.lb) Oy= 1.67 (AISC 360-05 Gl) ft-kips <== No Shear Stud Required Cf = MIN (0.85 fo'Ao . FyAs) = Set, = MinlMmax / (0.66 Fy),S,rl •• 439.5 kips, (AISC 360-05 C-13.1) 35 in', refered to steel bottom. C = MAX Seff-S.1 ,0.25 Slr S.S Qr, =MINl0.5Asc (fc'Ec)"' , RgRpAscFul C/= 109.88 kips, (AISC 360-05 C-13-4) 18.06 kips, (AISC 360-05 I3.2d.3) where Wo = 115 pcf Eo =ivc" 33 (fo')"' 2229.1 ksi ^ SC ~ 0.44 in' Fu = 58 ksi Rff = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.75 (AISC 360-05 Table I3.2b.3) IQn =Q„ NrX,/S = 198.7 kips > [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = L, = 22.00 ft a = L2 = P = PDL = 0.00 kips w, = WDL,I = 0.32 klf W2 = WQI2 = 0.32 klf 0.00 ft Pa-(L + a) w,i^a w.a\4L + 3a) lind T-rr TTTTr + TTTTr, = 3EI 24 El 24 EI 0.00 in, downward perpendicular to beam is. Mid \6EI 384EI 32EI 0.24 in, downward perpendicular at middle of beam. 19.1 ft-kips < Mn / Op =Zx Fy / Op = 107.5 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0,00 kips w, = Wi_Li = 117 klf W2 = Wll2 - 0,00 klf 695 in* (AISC 360-05 C-13-3) AMid — Pa^(L + a) w.L^a M>._U^ {4 L + 3a) 3EI 24 EI 24 EI - 0,00 in, downward, < 2L2 /240= 0.00 in [Satisfactory] \6El„ff 3S4E/,.ff 32E/,f,-0.23 in, downward. < L,/360= 0.73 in [Satisfactory] Technical References; 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. Inland Engine*ring & Consulting, Inc. 4883 E. La Palma Ave.. Suite S01-A Anaheim, CA 92807 Phone; (714) 777-77001 Fax: (714) 777-7773 inlandengineenngeBbcglotiai.nel PROJECT: CLIENT: JOB NO. : NCCC Timeless 101585 DATE; PAGE DESIGN BY REVIEW BY Floor Decil Based on FB-21 DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing fbr perpendicular to beam. For the fbllowing totel [15] studs. If ribs spacing o c 12" 0. c, the minimum composte beam capacity is ft^om ^ ^ 2 rovvs @ 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W12X26 W2-6 1/4" LW Ad Ix Sx Z, 7.65 12.2 204 33.4 37.2 BEAM SPAN L,= 10.5 ft CANTILEVER (0 = no cantilever) L2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 12 ft, o.c. SUPERIMPOSED LOAD, ASD Ws,1 = 97.10 Ibs/ft' Ws,2 = 0.00 Ibs/ft' CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? no (parallel) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o.c. (Totel Studs 12) THE BEAIVI DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS «> SHEARS W, = Wsi-HV^ = 97.100729 *( 48.10 + 2.17 ) = 147.37 Ibs/ft' = 1.77 kips / ft (totel gravity loads on span beam) W2 = W5,2+WvK = 0 *( 48.10 + 2.17 ) = 50.27 Ibs/ft' = 0.60 kips / ft (unifbrm gravity loads on cantilever) P = 0 kips Xy = 5.25 ft «i = 9.28 kips X2 = 5.25 ft R2 = 9.28 kips Xz = 0.00 ft ^max ~ 9.28 kips, at Rl right. Mmax = 24.4 ft-kips Wmin = 0 ft-kips CHECK DIMENSION REQUIREMENTS to = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c 1.C) hr = 2 in < 3 in [Satisfactory] (AISC 360-0513.2c la) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c l b) hr + 1.5 = 3.5 in < hr+to -0.5= 5.75 in [Satisfactory] (AISC 13.2c I.b) s ' 12 in o.c. < MAX[8(hr+to) 367= 50 In o.c. [Satisfactory] > 4 (|) = 3 in o.c [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-0513.2c I.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 31.5 in, (AISC 360-05 I3.1a) Aotr= 0.85fo'bto/Fy = Afta =A-2Af-A„ = 0.09 ty, = 0.23 in 6.8 in h =to +f'r +d = Atotal =Aotr+A = 18.5 in, (total height) 14.5 in' 2.47 in 0.38 in thus, y = Ztr = 0.5 y Atotal = 75 iri DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN n = ~ = 13.01 , (ACI 318-05 8.5.1) yb AF h ^ for Atotal^2Ac li^-T^. (cont'd) 0.85/^ 0.5Atotal- bf Atotal-A f—0.5 Ann . , \ tf+ — for Ato/a/>2(Actr+Af) a_0.5Atotal Actr A,„,al^2{Ac.r+Af) bf 12.1 in, (plastic neutral axis to bottom) 0.i{to+hr+yb) for Atoial^^Acir 0il0Actr+0idA+{0.5 Atotal-A, OiAtotal OitOAtotal+A f{lO+hr+t f)+0.iA f,ll{tO+hr+'^t f)+tw{d-yb-t f){h-0.id-0.5yi,+0.5t f)+t„{yb-t f){oiyb+Oit f) ^ 0il0Actr+0idA+{0.5Atotal-Actr)(h-d-yb) ^ ^ / x h — ^ for Atotal^AActr+Afj OiAtotal ^ ' OiAtotal 10.3 in, (moment arm between centroid of tensile force and the resultent compressive force.) ,3 for Atotal>^{Actr+Af) Aoir= bto/n--10.3 in yb A.id+hr+Q.5,o)+0.5Ad ^ Acr+A neutral axis to bottom) hr = Ix + A(yk-Q.5df + + Acir{(i-Slo+hr+d-ybf = 678 57 in , referred to steel bottom. yh S,= (d + hr + to-yb) 105 in , refen-ed to concrete top. CHECK BENDING & SHEAR CAPACITIES Middle Bottom: M max = (Ztr/Zx) M DL + M n = 32.8 ft-kips < Mn/Op=ZtrFy/Op = where Op= 1.67 (AISC 360-0513.2a) Cantilever Top: M mtn where Op = 186.6 ft-kips, (AISC 360 13.2a) 376(E/Fy = 90.55 > h/ty,= 53.04 92.8 ft-kips, (AISC 360 13.2b) 0 ft-kips < M„/ Op = 1.67 (AISC 360-05 13.2b) Lp = MAXiXs , L2) = 0.00 ft Lp= 1.76ry(E/Fyf)"= 5.31 ft 0.7Fy\Sxho\ V I E Jc 14.89 ft 155.0 ft-kips Fcr - Lh] rts) 1-1-0.078-Jc ( Lh_ Sxhoyrts #DIV/0! ksi [Satisfactory] [Satisfactory] Mn '•ts=[( ly Cj'lSj"= 1.75 'y G J C„ c = 1.00 17 11200 0.3 606 ho = d - tf = 11.82 in fy Zx Cb = 1.30 , (AISC 360-05 F1) 1.50 37 Mp = 155 ft-kips, forLb® [O.Apl MIN{Cb [Mp - (Mp - 0.75 Fy Sx) (Lb - Lp) / (L^ - Lp)], Mp} = N/A ft-kips, for/,b @ (Lp.Lr] MIN(For Sx, Mp) = N/A ft-kips, for/.b @ (Lr, Larger) CHECK SHEAR CONNECTOR CAPACITY (cont'd) Shear; Vmax - 9-28 kips where 2.24 (E/Fy )"^ ^ k^= 5 < Vnlay. = 0.6FyAMCvlCly 53.946 (AISC 360-05 G2.1b) 50.407 kips, (AISC 360-05 13.1b) [Satisfactory] (kyE/Fy)"'= 53.852 Wmax where Op 24.4 ft-kips Cy= 1 (AISC 360-05 G2.1b) Oy= 1.67 (AISC 360-05 Gl) ft-kips <== No Shear Stud Required 1.67 (AISC 360-05 F1 & F2-1) Cf =MIN(0.85fo'Ao . FyAs) = Sen = MinlMmax/(0.66Fy).S,r}-- V • = MAX Seff-Si Sir—Ss ,0.25 Qn = MIN 10.5 Asc (fc'Ec)"' . RgRpAscFul 341.38 kips, (AISC 360-05 C-13.1) 9 in', refered to steel bottom. Cf = 379.05 kips, (AISC 360-05 C-13-4) 18.06 kips, (AISC 360-05 I3.2d.3) where Wc = 115 pcf Ec=wc" 33 (fo')"' 2229.1 ksi 0.44 in' Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table I3.2b.3) Rp = 0.75 (AISC 360-05 Table I3.2b.3) IQn =Qn NrXt/S 94.834 kips < CHECK INITIAL DEFLECTION / C/MVIBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = Li = 10.50 ft a = L2 = 0.00 ft P = PDI. = 0.00 kips w, = WDL.I = 0.45 klf 1^2 = WDL,2 = 0.45 klf [Satisfactory] AEnd - Pa^{L + a) y^,i^a w2a^{4L + 3a) Mn 3EI Pal} 24 EI 24 EI 0.00 in, downward perpendicular to beam. - ,4 ,22 5wiL -WiL a \6EI 3S4E1 32EI 0.02 in, downward perpendicular at middle of beam. 62 ft-kips < Mn / Op =Z^ Fy / Op = 92.8 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips W, = Wll., = l-l'' i<if W2 = Wll 2 = 0.00 klf lg„= 454 in* (AISC 360-05 C-13-3) AlSnd = AMid — Pa-{L + a) w,L^a w,a^{4L+-3a) 3EI 24EI ^ 24EI - 0.00 in, downward. < 2L2 / 240 = 0.00 in [Satisfactory] 16£:/^^ 384£:/,^/ 32EUff = 0.02 in, downward. < L,/360= 0.35 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Stnjctural Steel Buildings", American Institute of Steel Constmction, March 9, 2005. Inland Engineering & Consulting, Inc. 4883 EUPahia Ave., Suite 501-A PROJECT; NCCC Anaheim,CA92807 .^...j. Phone: (714) 777-77001 Fax: (714) 777-7773 ULItN 1 : Timeless iniandengineefingOebcgloM.net JOB NO ' 101585 DATE ' PAGE; DESIGN BY; REVIEW BY; Composite Beam DMign with V«Md Floor Deck Based on AISC 360-05 / IBC 09 FB4A DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing fbr perpiendicular to beam. For the following totel [15] studs, if ribs spai^ng L " o c 12'o. c, the minimum composte beam capacity is from 'j'—< 2 raws @ 12" o.c, not one rciw @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE W16X31 W2-6 1/4" LW A d 9.13 15.9 Ix 375 47.2 54 BEAM SPAN 31 ft CANTILEVER (0 = no cantilever) /-2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 8 ft, o.c SUPERIMPOSED LOAD, ASD 106.00 Ibs/ft' 1*5,2 = 0.00 Ibs/ft' CONCENTRATED END LOADS p = 0 kips RIBS PERPENDICULAR TO BEAM ? Yes (perpendicular) BEAM YIELD STRESS SO ksi CONCRETE STRENGTH fc' = 3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o.c. (Totel Studs 32) i t t I- THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS w^=Ws^+Wyy,= 106 *( 48.10 • 3.88 ) = W2 = Ws,2+Wwt = 0 + ( 48.10 + 3.88 ) = P = 0 kips A-i = 15.50 ft / «i = 19.59 Jcigs 7 X2 = 15.50 ft ' t_^2 = 19.59 kips j X3 = 0.00 ft ^max ~ 19.59 kips, at Rl right. Mnax-151.8 ft-klps •^min = 0 ft-kips 157.98 1.26 kips / ft (totel gravity loads on span beam) 51.98 Ibs/ft' 0.42 kips / ft (uniform gravity loads on cantilever) CHECK DIMENSION REQUIREMENTS to = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c 1.0) hr = 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c la) * = 3/4 in < 3/4 in [Satisfactory] (AISC 360-05 13.2c lb) Hs = hr + 1.5 = 3.5 in < hr+to-0.5= 5.75 in [Satisfactory] (AISC 13.2c. 1 s = 12 in o.c. < MAX^8(h,+fo;, 367= 50 in o.c. [Satisfactory] > 4 (|) = 3 in o.c [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2cI.a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 93 in, (AISC 360-05 13.1 a) Actr' Am =A-2Af-A„ f„ = 0.28 0.85 fp'bto/Fy = 0.13 in' 20.2 2 in h =to+tir Atotal =Aotr +A Af= 2.43 in tf = 0.44 in 22.2 in, (totel height) 2 29.3 ,2 DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN n = —- = 13.01 , (ACI 318-05 8.5.1) Ec AF h ^ for Atoial-^'2-Actr 0.85/^ ^ ^ a_0.5Atotal-Actr Atotal^2{Actr+Ar) bf ^^^A,o.al-Af-0.5Aftll Atotal>2iActr+Af) 0.5[to+hr+yb) for Aiotal^^Actr ^ 0.itOActr+OidA+(0.5Atotal-Actr){''-d-yb) , \ ^TT- ' for AiotaMActr+Af) OiAtotal ^ ' 20.2 in, (plastic neutral axis to bottom) OitgAtotal+A f{tn+hr+t f)+0.'i A f,ll{ro+hr+2t f)+t„{d-yb-t f)[h-0.5d-0.5y^+0.5t f)+tw{yb-'/)(0-5y6+O-5//) OiAtotal thus, y = 13.2 in, (moment arm between centroid of tensile force and the resultent compressive force.) „3 for Atotal>'^{Actr+Af) Ztr=0.5yA totai 194 in Aotr=t)to/n= 30.4 in' ^ A4d+hr+0.Sto)+0.SAd ^ 2 in, (elastic neutral axis to bottom) yb-Acr+A Itr = Ix + A(yi,-0.5df + + Actr(^-^t(i+hr+d-ykf = 1444 84 in , referred to steel bottom. yb (d + hr + to-yb) 294 in', referred to concrete top. CHECK BENDING 8. SHEAR CAPACITIES Middle Bottom; Mmax = (Ztr/Z^) M^i + Mn = 281.2 ft-kips < Mri/Op= Ztr Fy/Op = where Op = 1.67 (AISC 360-0513.2a) Cantilever Top; M 483.7 ft-kips, (AISC 360 13.2a) 1.67 (AISC 360-05 13.2a) 3.76(E/Fy= 90.55 > h/t„= 57.82 134.7 ft-kips, (AISC 360 13.2b) 0 ft-kips < M„/ Op = where Op= 1.67 (AISC 360-0513.2b) Lp =MAX(Xs , L2) = 0.00 ft 4.12 ft [Satisfactory] [Satisfactory] vO.5 _ Z,p=1.76ry(E/Fyf)" E I Jc Lr = l.95rt. l-H. 1-H6.76 0-''FyiSxho\ 225.0 ft-kips ''LP) V Sxho{ris rts ra=l{\yCX'lSj"= 1.42 c= 1.00 ho = d - tf = 15.46 in Cb= 1.30 , (AISC 360-05 Fl) 0.7F ySxho E Jc 11.87 ft #DIV/0! ksi M„ = Mp MIN{Cb [Mp - (Mp - 0.75 Fy Sx) (Lb - Lp) / (L^ - Lp)] , Mp} MIN(FcrSx,Mp) 12 11200 0.461 739 ry Zx 1.17 54 225 ft-kips, forib @ [O.i p] N/A ft-kips, for Lb ©C-p. ^r] N/A ft-kips, for Z, b @ (i- r. Larger) CHECK SHEAR CONNECTOR CAPACITY Mmax = 151.8 ft-kips (cont'd) Shear: V„ 19.59 kips V„IQ.y = 0.(>FyA^CvlO.v-78.548 kips, (AISC 360-05 13.1b) [Satisfactory] where 2.24(E/Fy)''^ = 53.946 ky= 5 (AISC 360-05 G2.1b) (kyE/Fy)" 53.852 Cy= 1 (AISC 360-05 G2.1b) Oy= 1,67 (AISC 360-05 Gl) Mn / Op =Zx Fy / Op = 134,7 ft-kips <== Shear Studs Required where Op 1,67 (AISC 360-05 F1 &F2-1) C, = M/;V('0.85fc'Ac,FyAs; = Seff = MinlMmax ^066Fy),S,rl = 456.5 kips, (AISC 360-05 C-13.1) 55 in', refered to steel bottom. MAX Seff-Ss SirSs ,0.25 Q„ =MINl0.5Aso (fc'Ec)"" . RgRpAsoFul = where Wc = 115 pcf Ec = ^c' ' 33 (fo') = 2229.1 ksi Ajc = 0.44 in' Fu = 58 ksi Cf= 114.13 kips, (AISC 360-05 C-13-4) 15.37 kips, (AISC 360-05 I3.2d.3) Rp = IQn=Q„ NrXf/s = 1.00 (AISC 360-05 Table I3.2b.3) 0.60 (AISC 360-05 Table I3.2b.3) 238.3 kips > [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = L, = 31.00 ft a = L2 = 0.00 ft P = PDL= 0.00 kips w, -W[)i,i = 0.31 klf ^2 = WDi.,2 = 0.31 klf AEnd Pa^{L + a) y^^i^a y^,a^(4L + 3a) 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. AMid '• Pal} ^ SwiZ,"^ w^L^a• \6EI 3S4EI 32EI 0.60 in, downward perpendicular at middle of beam. Mn/Op =Zx Fy/Op 134.7 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips ^1 = Wu,) = 0.85 klf W2 = Wii2 = 0.00 klf / eff = 1148 in* (AISC 360-05 C-13-3) AEnd — AMid = Pa^{L+-a) w.L^a ^ w,cPi4L + 3a) 3EI 24EI ^ 24EI - 0.00 in, downward. < 2L2 /240= 0.00 in [Satisfactory] PaL^ W,L^C7' l6El^ff 3»4Eleff 32El^jf = 0.42 in, downward. < L,/360= 1.03 in [Satisfactory] Technical References; 1. AISC 360-05; "Specification for Stiuctural Steel Buildings", American Institute of Steel Construction, March 9, 2005. inland Engineering & Consulting, inc. 4883 E, La Paima Ave .Suite 501^ PROJECT' NCCC Anaheim, CA 92807 r^i icKn . xi i Phone: (714) 777-77001 fax: (714) 777-7773 l^LICIN 1 , llmeleSS inlandanginaenngQsbcglabal nal JOB NO ' 101585 DATE : PAGE : DESIGN BY; REVIEW BY: ^7 Composite Beam Design with Verco Floor Decic Based on AiSC 360-05 / IBC 09 FBSA DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the fbllowing totel [15] studs, if ribs spacing I 0 c 12" o.c, Uie minimum composte beam capacity is from ^ ^ 2 rows @ 12" o.c, not one row @ 8.57" o.c. 1 INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W16X31 W2-6 1/4" LW A d 9.13 15.9 Ix 375 Sx 47.2 Zx 54 BEAM SPAN /-! = 28 ft CANTILEVER (0 = no cantilever) L2 = 0 ft BEAM SPACING (TRIB. WIDTH) B = 8 ft, o.c. SUPERIMPOSED LOAD, ASD Ws,1 = 106.25 Ibs/ft' "'s,2 = 0.00 Ibs/ft' CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? Yes (perpendicular) BEAM YIELD STRESS Fy = 50 ksi • CONCRETE STRENGTH fc'-3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o.c. rr.' (Totel Studs 28) THE BEAIVI DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS w, = Ws^+w,y,= 106.25 *( 48.10 4-3.88 ) = 158.23 Ibs/ft' = 1.27 kips / ft (totel gravity loads on span beam) W2 = Ws,2+Wyrt = 0 *( 48.10 + 3.88 ) = 51.98 Ibs/ft' W2 = Ws,2+Wyrt = = 0.42 kips / ft (unifbrm gravity loads on cantilever) p = 0 kips X: = 14.00 ft «l = 17.72 kips X2 = 14.00 ft «2 = 17.72 kips X3 = 0.00 ft ^max ~ 17.72 kips, at Rl right. Mniax-124.1 ft-kips •Wmin = 0 ft-kips CHECK DIMENSION REQUIREMENTS to = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c 1.C) hr-2 in < 3 in [Satisfactory] (AISC 360-05 13.2cI.a) <t> = 3/4 in < 3/4 in [Satisfactory] (AISC 360-0513.2cI.b) Hs = hr + 1.5 = 3.5 in < hr+to - 0.5 = 5.75 in [Satisfactory] (AISC 13.2c. I.b) s = 12 in o.c < MAXl8(hr+to) 367= 50 in o.c. [Satisfactory] > 4 ^ = 3 in 0.C [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c la) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b =MIN(L/4,B)= 84 in, (AISC 360-05 13.1a) Aotr= O.B5fo'bto/Fy = Afg, =A-2Af-A„ = 0.13 ty, = 0.28 in 18.2 _2 in h =to +hr +d = Atotal =Actr+A = Af = 2.43 in tf = 0.44 in 22.2 in, (total height) 27.3 in' ,2 yb = AF h ^— for A,otal-^2Actr 0.85/^ a_0.5Atotal-Acr A,o,al^2{Actr+Af) bf , Atotal-A f—0.5 A fill J. ^ ^ ^ . \ tf+ — for Aiotal>2{Actr+Af) (cont'd) 20.0 in, (plastic neutral axis to bottom) y = 0.i{tn+hr+yb) for Atotal^'^Aar OitnActr+Oi^+{0.i Atotal-A, OiAtotal ^•^IQAtotal+A f{tO+hr+t f)+0.iA fill{tO+hr+2t f)+tw{d-yb-t f){l>'0.id-0.5yj,+0.5t f)+tw{yb-t f){oiyb+'^-^'f) 0.it(iActr+OidA+(O.SAtotal-Actr)(''-''-yb) r \ — for Atotal^AActr+Af) OiAtotal ^ OiAtotal 13,1 in, (moment arm between centroid of tensile force and the resultant compressive forcie,) for Atotal>'^(Aclr+Aj thus, y = Z„=0,5yA,o,a/= 180 in' DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN 13,01 , (ACI 318-05 8,5,1) 2 Aotr=t)to/n= 27,4 in yb ^ Ac,r{d+hr+0.5to)+0.5Ad ^ ^ in, (elastic neutral axis to bottom) Acr+A Itr = Ix + A(y,,-0.5df + + Ac,r{(>-5to+hr+d-ybf = 1415 Str = —— = 83 in', referred to steel bottom, yh s, ^ (d + hr + to-yb) 275 in , referred to concrete top. CHECK BENDING 8. SHEAR CAPACITIES Middle Bottom: Mmax = (Ztr/Zx) MDL + Mu = 218,8 ft-kips < M„/Op=Z,rFy/Op = where Op = 1,67 (AISC 360-0513,2a) Cantilever Top: M 447,9 ft-kips, (AISC 360 13,2a) 1,67 (AISC 360-05 13,2a) 3.76(E/Fy )"'= 90 55 > h/t„= 57,82 134,7 ft-kips, (AISC 360 13,2b) 0 ft-kips < Mn/ Op = where Op = 1,67 (AISC 360-0513,2b) Lb =MAX(X3 , L2;= 0,00 ft /:p=1,76ry(E/Fyf)°^= 4,12 ft E Lr = 1.95rM- 0.7Fy\Sxho 225.0 ft-kips 11,87 ft 'cr = 72 Lh rts 1-1-0,078- Sxhoyrts #DIV/0! ksi r,s=[(lyCy,)°=/Sx]"= 1.42 c= 1.00 ho = d - tf = 15.46 in Cb= 1,30 , (AISC 360-05 F1) [Satisfactory] [Satisfactory] ly G J Cw 12 11200 0,461 739 fy Zx 1,17 54 M„ M„ MIN{Cb [Mp - (Mp - 0,75 Fy Sx) (Lb - Lp) / (L^ - Lp)], Mp) MIN(F„ Sx , Mp) 225 ft-kips, for/.b@ [0 , ip] N/A ft-kips, for7b@(Lp,/-rl N/A ft-kips, for /, b @ (i- r. Larger) CHECK SHEAR CONNECTOR CAPACITY 124.1 ft-kips (cont'd) Shear; l/„ 17.72 kips K„/nv = 0.6FyAwCvlnv = 78.548 kips, (AISC 360-05 13.1b) [Satisfactory] where 2.24 (E/Fy )°^ = 53.946 ky = 5 (AISC 360-05 G2.1b) (ky E/Fy)" 53.852 C„ = 1 (AISC 360-05 G2.1b) Oy = 1.67 (AISC 360-05 Gl) •Wmax where Op M„ / Op = Zx Fy/Op = 134.7 ft-kips <== No Shear Stud Required 1.67 (AISC 360-05 Fl & F2-1) Cf =MIN(0.85fo'Ao . FyAs) = Seff = Mini Mmax/(0.66 Fy), Str 1 s2 V • = MAX Seff-Ss Str—S s ,0.25 456.5 kips, (AISC 360-05 C-13.1) = 45 in', refered to steel bottom. C/= 114.13 kips, (AISC 360-05 C-13-4) l_ -1 Q„ =MINl0.5Aso (fc •'Eo)"'. RgRpAscFul- 15,37 kips, (AISC 360-05 I3,2d,3) where iVc = 115 pcf He =Wc" 33 (fof' 2229,1 ksi 0.44 in' Fu = 58 ksi 1.00 (AISC 360-05 Table I3,2b,3) Rp = 0.60 (AISC 360-05 Table I3,2b,3) IQn =Q„ NrX, /S 215,24 kips > V [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = L, = 28,00 ft a = L2 = 0,00 ft P = PDL = 0,00 kips w, = iVDi.,f = 0,31 klf Wj = WDIL,2 = 0,31 klf AEnd Pa^{L + a) yv,i^a ^ w.a^4L + 3a) _ 3EI 24 EI 24 EI 0,00 in, downward perpendicular to beam. AMid - ~ M„ PaL^ , SwiZ'* - + -\6EI 3S4EI 32EI 30.6 ft-kips 0,40 in, downward perpendicular at middle of beam. f34.7 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips w, = Wu,< = 0.85 klf W2 = W(X,2 = 0.00 klf / eff = 1089 in^ (AISC 360-05 C-13-3) AEnd = AMid — Pa^(^L+-a) w,z.3a ^ w,a^{4L+-3a) 3EI 24EI ^ 24EI — 0.00 in, downward. < 2L2/240= 0.00 in [Satisfactory] w^L^a^ l6El^jf 384£:/wr 32£/,, = 0.29 in, downward. < Lf/360= 0.93 in [Satisfactory] Technical References: 1. AISC 360-05; "Specification fbr Stiuctural Steel Buildings", American Institute of Steel Construction, March 9, 2005. •'•t'-pl inland Engineering & Consulting, ine. 4883 E. La Paima Ave., Suite S01-A Anaheim, CA 92807 Phone: (714) 777-77001 Fax: (714) 777-7773 inlan(ten9tneeiing@8ticolobal.net PROJECT CLIENT JOB NO. NCCC Timeless 10158S DATE; PAGE; DESIGN BY; REVIEW BY; Composite Beam Design with Verco Floor Decic Based on AISC 360-05 / IBC 09 FB6A DESIGN CRITERIA The input STUDS SPACING must be based on actual deck ribs spacing for perpendicular to beam. For the fbllowing totel [15] studs, if ribs spacing 12" o. c, the minimum composte beam capacity is from /f y 2 rows® 12" o.c, not one row @ 8.57" o.c. INPUT DATA & DESIGN SUMMARY BEAM SECTION = > FLOOR DECK TYPE = > W12X30 W2-6 1/4" LW A d 8.79 12.3 238 Sx 38.6 Zx 43.1 BEAM SPAN /-i = 24 ft CANTILEVER (0 = no cantilever) /-: = 0 ft BEAM SPACING (TRIB. WIDTH) B = 8 ft, ac SUPERIMPOSED LOAD, ASD = 204.00 lbs/ft' Ws,2 = 0.00 Ibs/ft' CONCENTRATED END LOADS P = 0 kips RIBS PERPENDICULAR TO BEAM ? Yes (perpendicular) BEAM YIELD STRESS Fy = 50 ksi CONCRETE STRENGTH fc'-3 ksi SHEAR STUD DIA. (1/2, 5/8, 3/4) * = 3/4 in STUDS SPACING 1 row@ 12 in o.c. (Totel Studs 24) / / THE BEAM DESIGN IS ADEQUATE. ANALYSIS DETERMINE REACTIONS, MOMENTS & SHEARS W, = Wsi+w^ = 204 + ( 48.10 + 3.74 ) = 255.84 Ibs/ft' = 2.05 kips / ft (totel gravity loads on span beam) W2 = Ws_2+IV,K = 0 + ( 48.10 + 3.74 ) = 51.84 Ibs/ft' = 0.41 kips / ft (uniform gravity loads on cantilever) P = 0 kips -^^1 = 12.00 ft R^ = 24.56 kips X2 = 12.00 ft R2 = 24.56 kips X3 = 0.00 ft Vmax-24.56 kips, at Rl right. Mmax = 147.4 ft-kips Wmin = 0 ft-kips CHECK DIMENSION REQUIREMENTS to = 4.25 in > 2 in [Satisfactory] (AISC 360-05 13.2c l .c) hr = 2 in < 3 in [Satisfactory] (AISC 360-05 13.2c l a) <!> = 3/4 in < 3/4 in [Satisfactory] (AISC 360-0513.2c I.b) Hs = hr + 1.5 = 3.5 in < hr+to-0.5= 5.75 in [Satisfactory] (AISC 13.2c. 1.b) .V = 12 in o.c. < MAX/8(/7r+fo;, 367= 50 in o.c. [Satisfactory] > 4 (tl = 3 inac [Satisfactory] (AISC 360-0513.2d.6) Wr = 6 in > 2 in [Satisfactory] (AISC 360-05 13.2c l a) DETERMINE COMPOSITE PROPERTIES FOR PLASTIC DESIGN b = MIN (L/4 ,B)= 72 in, (AISC 360-05 13.1a) Acf= 0.85fo'bto/Fy = Aai =A-2Af-A„ = 0.08 = 0.26 in 15.6 in' h =to +hr +d = Atotal -Aotr+A = Af = 2.87 in' tf = 0.44 in 18.6 in, (total height) 24.4 in' 2 yh AF, for A,o,al^2 1.1 0.85/^ ~).5Ai„iar bf Atoial-Af—0.5A fill ^_q,5A,o,al Acr A,„tal^2{Ac,r + Af) bf / of 16.2 in, (plastic neutral axis to bottom) (cont'd) for A,„ial>2{Actr+Af) y Oi{trt+hr+yb) for Atoial^^Actr OitOActr+OidA+{0.5Atotal-Actr){h-d-yb) OiAtotal for Atotal^^{Actr+Af) itOAtotal+Af{tO+hr+l f)+0.iA f,ll{tO+hr+^' f)+tw{d-yb-lf){l^-Oid-0.iyi,+0.it f)+tw{yb-t f){oiyb+^-^' h- thus, y Ztr = 0.5yA,otei DETERMINE COMPOSITE PROPERTIES FOR ELASTIC DESIGN E f) OiAtotal 11.2 in, (moment arm between centroid of tensile force and the resultant compressive force, 137 in' for Atotal>'^[Acti+Af] = 13,01 E Aotr-bto/n= 23,5 in' .4c„{d+hr+0-5to}+0-5Ad (ACI 318-05 8,5,1) yh •• Acr+A = 13,6 in, (elastic neutral axis to bottom) hr = lx + A[yk-Q.5df + + Act,{^-^tQ+hr+d-yb)^ = 949 Sir — 70 in , referred to steel bottom. yh Sl = (d + hr + to-yb) 193 in , referred to concrete top. CHECK BENDING 8. SHEAR CAPACITIES Middle Bottom : Mmax - (Ztr /Zy,) MOL + Mu = 212,2 ft-kips < M„ / Op =Ztr Fy / Op = where Op = 1,67 (AISC 360-0513.2a) 341,0 ft-kips, (AISC 360 13,2a) 3.76(E/Fy r 90,55 > h/t^ = 47,31 Cantilever Top: M 0 ft-kips < M„ / Op = where Op = 1,67 (AISC 360-0513,2b) Lp = MAX(X3 , Ll) - 0,00 ft /.p = 1,76ry(E/Fyf)°-== 5,37 ft 107,5 ft-kips, (AISC 360 13,2b) [Satisfactory] [Satisfactory] 0.7 Fy'i Sxho \i V \ E Jc 15,60 ft 179,6 ft-kips Fcr = 1-F0.078 Jc { U Sxhoyrts #DIV/0! ksi '•ts=[( lyCX^/S/^: c= 1.00 ho = d - tf = 11.86 in rb= 1.30 , (AISC 360-05 Fl) 1.77 ly G J C^ 20 11200 0.457 719 1.52 43 Mp MIN{Cb [Mp - (Mp - 0.75 F, Sx) (Lb - Lp) / (L^ - Lp)], Mp} MIN(Fcr Sx , Mp) 179.58 ft-kips, for Lb® [0,/.p] N/A ft-kips, for/,b@ (Lp , Lr] N/A ft-kips, for L b @ C- r. Larger) /<? 2-. CHECK SHEAR CONNECTOR CAPACITY Wmax = 147.4 ft-kips (cont'd) Shear: V/^ax = 24.56 kips where 2.24(E/Fy )"^ • ky = 5 (ky E/Fy)"' = Vn I Cly = 0.6FyA«:Cy I Civ = 57.449 kips, (AISC 360-05 13.1b) [Satisfactory] 53,946 (AISC 360-05 G2,1b) 53,852 Cy= 1 (AISC 360-05 G2,lb) Oy = 1,67 (AISC 360-05 G1) Mn / Op = Zx Fy / Op = 107,5 ft-kips <== Shear Studs Required where Op 1,67 (AISC 360-05 F1 &F2-1) C, = MIN(0.85fo'Ao . FyAs) = S ef, = Mini Mmax/(0.66 Fy),S,rl J" = MAX Seff-Ss S Ir—S s ,0.25 439.5 kips, (AISC 360-05 C-13.1) = 54 in', refered to steel bottom. Cf = 109.88 kips, (AISC 360-05 C-13-4) Q„ = MIN 10.5 Asc (f -'Eo)"\ RgRpAscFul- 1537 kips, (AISC 360-05 13.2d.3) where Wo = 115 pcf 33(/c'i''' 2229.1 ksi -^sc ~ 0.44 in^ Fu = 58 ksi Rg = 1.00 (AISC 360-05 Table 13.2b.3) Rp = 0.60 (AISC 360-05 Table I3.2b.3) IQn =Qn NrX,/s = 184.49 kips > V [Satisfactory] CHECK INITIAL DEFLECTION / CAMBER AND STRESS ON NON-COMPOSITE DL= 75% Selfweight L = Lt = 24.00 n a = L2 = P-PDL - 0.00 kips ^1 = V^DL.1 = 0.31 klf W2 = woi2 = 0.31 klf 0.00 ft Pa'^{L + a) yv.L^a vi'.a'(4Z,-f 3a) A A W = ZTTT; -:rrTrr ^ -:rT^, = AMid - - Mn 3EI 24 EI 24 EI 0.00 in, downward perpendicular to beam. \6EI 3%4E1 32E1 0.34 in, downward perpendicular at middle of beam. 22.4 ft-kips < Mn / Op =Z)i Fy / Op = 107.5 ft-kips [Satisfactory] CHECK LIVE LOAD DEFLECTION ON COMPOSITE P = 0.00 kips w, = Wj^Li = 1-63 klf W2 = Wii2 = 0.00 klf le„= 699 in" (AISC 360-05 C-13-3) A Iind • AMid '• Pa^{L + <u) w.L^a w,a^ {4L-i-3c,) 3EI 24EI 24EI - 0.00 in. downward. < 2/. 2 /240= 0.00 in [Satisfactory] \6El^ff 3S4E/^j,j 32El^ff = 0.44 in, downward. < L,/360= 0.80 in [Satisfactory] Technical References: 1. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. i A o 0 0 0 WS=210plf WS= 135 pll o © 0 © © 0 I M E i- F * C H ' T £ C T U R E DESCBfllON North Coost Calvary Chopol Chapel Building 1350 Poinsettia Lane Coffebcd, CA 92011 PH 760.929.0029 LAST SAVED BY Alan Hinduior FILtHAME; 10003 CnapOl MaiZ jl! Lateral Base Sheet DATE SUBJECT NCCC SHEET NO. BY CHKD. JOB NO. 101585 Lateral Design WIND: (Basic Method) - ^)4AP« V 85 1 1.15 Kzt 1 Kd 0.85 Kz 0^94 External Pressure Coefficient, GCpf Roof Angle, 9 14 GCpf (windward) 0^75 GCpf (leeward) 0^6 qh = 0.00256 * Kz * Kzt* Kd * * 1 = 17.00 P = Qh * (GCpf-GCpi) = 26.00 H = h3/2 + h4 = 19.5 Wind Load = P*H 507.05 A = Variable = 20 B = Variable = 10 Internal Pressure Coefficient, GO, GC, pi pi 0.18 DATE BY SUBJECT NCCC CHKD. SHEET NO. JOB NO. /ogr 101585 Lateral Design WIND: (Basic Rflethod) ( ^<^n S ) Z^f^ fyi- - V 85 '^h(0-15) -0.00256* Kz*Kz,*Kd*V^*l = 13.36 1 1 Qh (20-25) = 0.00256* Kz*K2t*Kd*V^*l = 14.78 Kzt 1 P(0-15) = Clh(0-15)* (GCpf-GCpj) = 20.45 Kd 0.85 P (20-25) = C|h (20-25) * (GCpf - GCpj) = 22.61 Kz(0-15) 0.85 HpLR = hi/2-i-h2 + h3/2 = 12.25 Kz (20-25) G^94 HRF = hg / 2 + h4 = 10^25 Wind Load, RF = PRF * HRF 231 ^76 External Pressure Coefficient, GCpf Wind Load, FLR = PpLR * Hpu^ 250^46 Roof Angle, 0 14 A = Variable = 20 GCpf (windward) 0.75 B = Variable = 10 GCpf (leeward) 0.6 Internal Pressure Coefficient, GCpj GC, 0^18 DATE SUBJECT nccc SHEET NO. BY CHKD. JOB NO. 101585 Lateral Design jept>//3 FUD^ WIND: (Basic Method) V 85 1 1 Kzt 1 Kd 0^85 Kz 0^94 External Pressure Coefficient, GCpf Roof Angle, 9 14 GCpf (windward) 0.75 GCpf (leeward) 0 qh = 0.00256 * Kz * Kzt * Kd * V^ * 1 = 14.78 P = qn * (GCpf-GCpi) = 13.74 H = hs / 2 + h4 = 10.25 Wind Load = P*H ( _ 140.87 A = Variable = ^~20^ ~^ B = Variable = 10 Intemal Pressure Coefficient, GC GCn pi 0.18 A? Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.111 Longitude = -117.294 Spectral Response Accelerations Ss and SI Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa = 1.0,Fv=1.0 Data are based on a 0.009999999776482582 deg grid spacing Period Sa (sec) (g) 0.2 1.220 (Ss, Site Class B) 1.0 0.460 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.111 Longitude = -117.294 Spectral Response Accelerations SMs and SMI SMs = Fa X Ss and SMI = Fv x SI Site Class D - Fa = 1.012 ,Fv = 1.54 Period Sa (sec) (g) 0.2 1.234 (SMs, Site Class D) 1.0 0.709 (SMI, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.111 Longitude = -117.294 Design Spectral Response Accelerations SDs and SDI SDs = 2/3 X SMs and SDI = 2/3 x SMI Site Class D - Fa = 1.012 ,Fv = 1.54 Period Sa (sec) (g) 0.2 0.823 (SDs, Site Class D) 1.0 0.472 (SDI, Site Class D) INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. BY CHKD. JOB NO. 101585 SEISMIC-CHAPEL Location: CARLSBAD Ss = 1.22 -.•Cu.::::, ZIP Code: 92011 Si = 0.46 0^4 1.4 Seismic Design Category: D Fa = 1.012 0^3 14 Site Class: D Fv = 1.54 0.2 15 Occupancy Category III SMs=(F,)(Ss) 1.235 Seismic Importance Factor (1) r25 SMi = (Fv)(Si) 0.708 Csmax = SDi/[T(R/l)] ForT^TL Seismic Modification Factor (R) 15 SDs =(2/3) (SMs) 0.82 Csmax = (SDi*TL)/[T^(R/l)] ForT>TL Redundancy Factor (p) 1.3 SDi = (2/3) (SMi) 0^472266667 Csmin = MIN (0.01 . 0.5*Si / (R/l)) SDi/[T(R/l)] 10965 Cu = 1.4 (SDI*TL)/[T^(R/I)] 24^4398 T =Ta*Cu 03589 0.5 * Si / (R /1) 0.19 TL = 8 Csmax ~ 1.0965 SDs / (R /1) 0^686 Cs min ~ 0.0100 CT = 0^02 Cs =(.686/1.4) 0.490 X = 075 V =C5*W hn = 30 Ta =CT(hn)'' 0^2564 INLAND ENGINEERING DATE BY SUBJECT NCCC CHKD. SHEET NO. /p-if JOB NO. 101585 Calculate Base Shear: C '^^•^ ^^'^X-'^ LONG Direction: Exterior Wall Interior Wall Level X Wall wr. PSF Wall HT. ft Wall WT. PSF Wail HT. ft Wx (PLF.) 2(Wall WT. X Wall HT.) Wall (2nd Fir) 14.00 22.00 0.00 0.00 308 Wall (1st Fir) 0.00 0.00 0.00 0.00 0 Level X DL PSF DEPTH, "d" ft Wx (PLF.) DL X TRIB. "L" Roof 26 65 1690 Floor 0 0 0 Level X Cs ZWx Vx(=CsXWx) Roof 0.490 1998 978.9 Floor 0.490 0 0.0 Shear Distribution: Level X W(=Vx) H , Roof 978.89 14.00 13704.50 . 978.89 Floor 0.00 28.00 0.00 0.00 SHORT Direction: 978.89 13704.50 n-1 -1 Exterior Wall Interior Wall Level X Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) ^(Wall WT. x Wall HT^) Wall (2nd Fir) 14.00 22.00 0.00 0.00 308 Wall (1st Fir) 0.00 0.00 0.00 0.00 0 Level X DL DEPTH"d" Wx (PLF.) Level X PSF ft DL X TRIB. "L" Roof 26 46 1196 Floor 0 0 0 Level X iWx V,(=CsXWx) Roof 0.490 1504 736.9 Floor 0.490 0 0.0 Shear Distribution: Level X W(=VJ H Roof 736.86 14.00 10316.10 , 736.86 Floor 0.00 28.00 0.00 0.00 736.86 10316.10 INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. //^ BY CHKD. JOB NO. 101585 WRF = —1 i 978.89 ARF = 40 BRF -64 WFLR = i 1 0.00 AFLR = 0 BFLR -1 0 ^1 MAX. DIAPHRF = V= (WRF*ARF) / (2*BRF) = 305.90 ^ Ipfca USE: Vi' A^A Y ^^'^^^ C^o<H>^.^'l^>^4i f^^^^^^-^U^. CHORD Force RF = (WRF*A^RF) / (8*BRF) = 3059.04 USE: t^^fi^ /e ^>pt^iC(^ d. ^'^o^ Bf^^s :5 INLAND ENGINEERING DATE SUBJECT SHEET NO. 1 \\ BY CHKD. JOB NO. /l^ / ^ \ i-vr F3/^^-L , 21-ah^/u> 3 4»'7 2.'*' c2 r2f=. -fT «7 ^' -• / / • 5 o 7 o •iS VP ' 1 - 13^ i P3L^6 \ iKJttw. ^ / / / tj:' \D ^ ) POL Qo ' ... 8000 6000 4788 2 10892.8 t III ^ ^aMx12/(FbXl.33) P 18.43 88242.84 28.847 26492.8 0.823 E,^ = Qo Qe + 0.2SDS PDL = 10892.8 (fa/Fa + fb/Fb) < 12 = Qo QE - 0.2SDS PQL = 8259.2 P = 12 PDL + PLL + Em = 26492.8 P = 0.9 PDL - = -3692.8 • . A"' ' is' ^ S. i. ,T, ...... . - 1 1 , . ' : V ' > r * c , 22.4 81 4.66 2.1 $99.66 Fa . ,. ,• Fb 1183 12980 13073 27600 0.565 .fe • 1 2.90E+07 485.00 1.23 2.2116 INLAND ENGINEERING DATE SUBJECT SHEET NO. BY CHKD. JOB NO. 0 V 6 a j^.^ -7 ^ =^ ^^^^^ 0 : ir-I I =s V 5 4 -< I '•^ 27 ^ ! 4^ '5 it i I -3 5 -i/j- f 4^ - 7^z> 11 ''^i 4 2.1 r IU -7, .Y •Z ..X 1.75k >5 -1.554k/f1 12.2k 2 "%: 18.6 1.75k 199.7 19.2 180.5 "^117 ^iPPC572. <i>L- H /2.y.i i^a^ Loads: LC 1, DL+LL+EL Solution: Envelope Member Bending Moments (k-ft) Inland Engineering, Inc. SN 101585 nccc SK-1 July 22, 2011 at 4:04 PM nccc-101585-FRAME AT BALCON. Company Designer Job Number Inland Engineering, Inc. SN 101585 ncxc Checked By: 1/4 Global Display Sections for Member Calcs jMax Internal Sections for Member Calcs 97 1 Include Shear Deformation Yes 1 Merge Tolerance (in) .12 1 P-Delta Analysis Tolerance a 50% Hot Rolled Steel Code " AISC 366-05: ASD ~ iCold Formed Steel Code AISI 1999: ASD | Wood Code AF&PA NDS-97: ASD jWood Temperature <100F 1 Concrete Code ACI 318-99 1 Masonry Code ACI 530-05; ASD | Aluminum Code AAADM1-05: ASD Number of Shear Regions 4 1 Region Spacing Increment (in) 4 1 Concrete Stress Block Rectangular lUse Cracked Sections Yes i Bad Framing Warnings No 1 Unused Force Warnings Yes 1 Hot Rolled Steel Properties Label E {ksil G [ksil Nu , Therm (\1E5F) .Density[k/ff^Sl YieldXksi] 1 HR STL 29000 11154 .3 .65 .49 50 1 2 HSS 29000 11154 _ .3 1 .65 .49 46 1 Hot Rolled Steel Section Sets Label Shape Type Design List Material DesigrLRujes A [in2] 1 (90_,270) [i. . 1(0,180) [in4] 1 SEC1 W18X106 Beam Wide Flanqe HR STL Tvoical 31.1 220 1910 1 2 sec2 HSS12X12X8 Column Tube HSS Typical 20.898 457.107 457.107 3 sec3 HSS12X12X10 Column Tube HSS Typical 25.679 548.266 548.266 Member Primarv Data Labe 1 Joint J Joint Rotate(deg) _ Section/Shape Type Design List Material Design Rules 1 M1 Nl N2 sec3 Column Tube HSS Typical 1 2 M2' N2 N3 SEC1 , Beam Wide Fla... HR STL i Typical 3 M3 N3 N4 sec3 Column „„ Tube „ HSS Typical i 4 M4 N2 N5 sec2 Column Tube 1 HSS i Typical 5 M5 "N3 N6 sec2 Column Tube HSS Typical Joint Coordinates and Temperatures Label X[ftl Y[ftl Temp [F] 1 N1 0 0 0 1 2 N2 0 10 0 ! 3 N3 40 10 0 i 4 N4 40 0 0 i 5 N5 0 21 0 ! 6 N6 40 21 0 1 RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585-FRAME AT BALC0NY.r2d] Page 1 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 nccc Checked Bv: Joint Boundarv Conditions Joint Label 1 N1 X [k/inl Reaction Y„Ik/LnJ Reaction Rotajoolk-ft/radl Reaction Footing ! 2 N4 Reaction Reaction Reaction Hot Rolled Steel Desian Parameters „LabeL Shape Length[... Lb-out[ft] _Lb-in[ft] Lcomp tQp.,,Lcomp_bpt,^.K:Out K-in Cni . Cb _ Outs.,,Jn sway Functi,., 1 Ml sec3 __10 _ ^ ^ „„ „ Lateral 2 M2__ 1 SECi 40 i „ „ 1_ _ i i Lateral 3 M3 sec3 10 _ „ „ _ _ Lateral 4 M4 sec2 11 M5 sec2 11 Latei[a[ Lateral Plate Primarv Data Label A Joint B Joint C Joint No Data to Print.. Djoiiit Material Thicknesslin] Joint Loads and Enforced Displacements (BLC 1: LAT.) 1 2 3 Joint Label N2 N5 N6 LD,M L L L Dicection „ Ma5nLtudeL(k,k-ft), On.rad), (k*s'^2/ft.. _ X 12_,2 X _ _1J5 X 1.75 Member Point Loads Member Label DirectLon „ M_agnitude[k,k-ftl No Data to Print... Localon[ft,%]_ Member Distributed Loads (BLC 2; PL) Member LabeL 1 M2 Direction Stait MagnitudeLk/ft,d...End Magnitude[k/ft.d... _ Start Location[ft,%] End Location[ft,%] Y -.664 -.664 0 _ 40 Member Distributed Loads (BLC 3 ; LL) Mernber Label 1 M2 _Direction__ Start Magnitude[k/ft,d..End Magnitude[k/ft.d..^ Start Locatipn[ft,%l End Location{ft,%] Y -.9 -.9 0 _ 40 Basic Load Cases BLC Description 1 LAT. Category EL _ X Gravity Y Gravity Joint 3 Point Distributed i 2 DL DL -1 1 1 3 LL LL • -1 Load Combinations Description SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL+LL+EL Yes Y EL 1 DL 1 LL 1 RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585-FRAME AT BALC0NY.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 nccc Checked By:. Envelope Joint Displacements 1 Joint N1 max Xiinj 0 LC_^ YOnl__ _ 0 LC Rotation [rad] 0 LC 1 ! 2 min 0 1 0 1 0 1 3 N2 max .139 -.005 1 -4.624e-3 1 ! 4 min .139 i -.005 1 -4.624e-3 1 5 N3 max .124 1 -.006 1 2^872e-3 1 1 6 min • 124 1 -.006 1 2.872e-3 1 7 N4 max 0 -j 0 1 0 1 i 8 min 0 1 0 i i j 0 1 9 N5 max .853 -•005 1 -5.776e-3 1 1 10 min .853 1 -•005 1 i -5.776e-3 1 11 N6 max -.152 -•006 1 1.723e-3 1 1 12 min -.152 1 -.006 1 1.723e-3 1 Envelope Joint Reactions 3 4 5 6 Joint Nl max mm N4. Totals: max min max min xiki. 13.989 13.989 -29.689 -29j89 -15.7 -15.7 LC YM 32.595 32.595 37.51 37.51 70.105 mi 05 LC Moment [k-ft] -18.597 -18.597 117JD38 117^038 LC 1 1 1 1 Envelope Member Section Forces Member Sec AxiaILk] LC Shear[k] _ _LC MomentLk-ft] LC 1 Ml 1 max 32^595 1 -13.93 1 -18.597 1 1 2 . min 32^595 1 -13.93 1 -18.597 1 3 2 max 32.377 1 -13.93 1 16.228 1 1 4 ; min 32.377 1 -13.93 1 16.228 1 5 3 max 32^158 1 -13.93 1 51053 1 1 6 min 32.158 1 -13.93 1 51053 1 7 4 max 31.94 1 -13^93 i 85.877 1 I 8 i min 31.94 1 -13^93 1 85.877 1 9 5 max 31.721 1 -13.93 1 120.702 1 ! 10 : min 31.721 1 -13.93 1 120.702 1 11 M2 1 max 27.939 1 30.939 1 101415 1 i 12 min 27.939 1 30.939 1 101415 1 13 2 max 27.939 1 14.241 1 -124.487 1 1 14 min 27.939 1 14.241 1 -124.487 1 15 3 max 27.939 1 -2.457 1 -183.406 1 t 16 ' min 27.939 1 -2.457 1 -183.406 1 17 4 max 27.939 1 -19.155 i -75.343 1 1 18 i min 27.939 1 -19.155 1 -75.343 1 19 5 max 27^939 1 -35^854 1 199.703 1 1 20 i min 27.939 1 -35^854 1 199.703 1 21 M3 1 max 36^636 1 29^751 1 180.468 1 1 22 i min 36^636 1 29^751 1 180.468 1 23 2 max 36^855 1 29^751 1 106.091 1 i 24 min 36^855 1 29^751 1 106.091 1 25 3 max 37^073 1 29^751 1 31.715 1 1 26 min 37^073 1 29.751 1 31715 1 27 4 max 37^291 1 29.751 1 -42.661 1 i 28 min 37^291 -j 29.751 i -42.661 1 29 5 max 37.51 1 29.751 1 -117.038 1 30 min 37.51 1 29.751 1 -117.038 1 RISA-2D Version 10.0,0 [S:\...\SHAWN\JOBS-10\church\nccc-101585-FRAME AT BALC0NY.r2d] Page 3 Company Designer Job Number Inland Engineering, SN 101585 Inc. nccc Checked By:. /// Envelope Member Section Forces (Continued) Member Sec Axialfk] _ .J-C.. „ Shearfk] . LC^ Moment[k-ft] LC 31 M4 1 max .782 1 1.753 1 19.287 1 1 32 1 min .782 1 1753 1 19.287 1 33 2 max .587 1 1.753 1 14.465 1 1 34 1 min .587 1 1.753 1 14.465 1 35 3 max .391 1 1753 1 9.644 1 i 36 1 min .391 1.753 1 9.644 1 37 4 max .196 i 1753 1 4,822 1 1 38 min i .196 1 1.753 1 4.822 i 1 39 5 max 0 1 1.753 1 0 1 1 40 i min 0 1 1.753 1 0 1 1 41 M5 1 max .782 1 1.749 1 19.236 1 1 42 ! mm .782 1 1.749 1 19.236 1 43 2 max .587 1 1.749 1 14.427 1 ! 44 min .587 1 1749 1 14.427 1 45 3 max .391 1 1.749 1 9.618 1 1 46 i min .391 1 1.749 1 9.618 i 1 47 4 max .196 1 1.749 1 4.809 1 i 48 1 min .196 1 1.749 1 4.809 1 49 5 max 0 1 1.749 1 0 1 i 50 i min 0 1 1.749 1 0 1 Envelope Member Section Stresses Member Sec Axialfksi] LC Shear[ksi] LC Top Bendingfk... LC Bottom Bendin... LC 1 Ml 1 max 1.269 1 -.999 1 2.442 1 -2.442 1 [ 2 1 min , 1.269 1 -.999 i 1 2.442 \ 1 -2.442 1 3 2 max 1.261 1 -.999 1 -2.131 1 2.131 1 1 4 1 min 1.261 i 1 -.999 1 1 -2.131 1 2.131 \ 1 5 7. 37 max 1.252 1 -.999 1 -6.704 1 6.704 1 1 6 : min 1.252 ; 1 -.999 i 1 -6.704 1 6.704 i 1 7 . 4 max 1.244 1 -.999 1 -11.278 1 11.278 1 18 : min 1.244 ; 1 -.999 1 -11.278 1 11.278 : 1 9 5^_ max 1235 1 -.999 1 -15.851 1 15.851 1 1 10 min 1.235 1 -.999 1 -15.851 ' 1 15.851 1 11 M2 1 max .898 1 2.8 1 -5.967 1 5.967 1 1 12 I min .898 L 1 2.8 : 1 -5.967 1 5.967 • 1 13 2 max .898 1 1289 1 7.325 1 -7.325 1 1 14 • min , .898 i 1 1.289 ; 1 . 7.325 ; 1 ; -7.325 i 1 15 [ 3 max .898 1 -.222 1 10.791 1 -10.791 1 1 16 : min .898 ; 1 -.222 ; 1 10.791 1 -10.791 : 1 17 4 max .898 1 -1733 1 4.433 1 -4.433 1 [ 18 i min .898 1 -1.733 i 1 4.433 1 -4.433 1 19 5 max .898 1 -3.244 1 -11.75 1 11.75 1 1 20 min _ .898 1 -3.244 i 1 -11.75 1 1 11.75 : 1 21 M3 1 max 1.427 1 2.133 1 -23.7 1 23.7 1 1 22 min , 1.427 i 1 2.133 \ 1 -23.7 i 1 23.7 1 23 2 max 1.435 1 2.133 1 -13.932 1 13.932 1 1 24 . , min 1.435 ; 1 2.133 ^ 1 -13.932 : 1 13.932 I 1 25 3 max 1444 1 2.133 1 -4.165 1 4.165 1 i 26 , min 1.444 i 1 2.133 ; 1 -4.165 1 : 4.165 ! 1 27 4 max 1.452 1 2.133 1 5.602 1 -5.602 1 1 28 i min 1.452 1 2.133 ^ 1 5.602 1 -5.602 ! 1 29 5 max 1.461 1 2.133 1 15.37 1 -15.37 1 1 30 1 min 1.461 j 1 2.133 ^ 1 15.37 1 -15.37 1 31 M4 1 max .037 1 .157 1 -3.038 1 3.038 1 1 32 i min .037 • 1 .157 1 -3.038 1 3.038 1 33 2 max .028 1 .157 1 -2.278 1 2.278 1 RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585-FRAME AT BALC0NY.r2d] Page 4 Company Designer Job Number Inland Engineering, SN 101585 Inc. nccc Checked By, Envelope Member Section Stresses (Continued) Member Sec Axialfksil LC Shearfksi] LC Top Bendinofk... LC Bottom Bendin... LC 1 34 1 min •028 1 1 • 157 i 1 -2.278 1 2^278 i 1 35 3 max •019 1 .157 1 -1.519 1 1.519 1 1 36 1 mm •019 1 1 • 157 ! 1 -1.519 . 1 1519 i 1 37 4 max •009 1 .157 1 -.759 1 •759 1 1 38 1 min •009 1 1 .157 i 1 -.759 1 1 .759 i 1 • 39 5 max 0 1 .157 1 0 1 0 1 1 40 1 min 0 ! 1 .157 1 1 0 1 1 0 ! 1 41 M5 1 max •037 1 .157 1 -3.03 1 3.03 1 1 42 ! min .037 ! 1 1 .157 ! 1 -3.03 ! 1 3.03 1 1 1 43 2 max .028 1 .157 1 -2.272 1 2.272 1 1 44 1 min .028 1 1 : .157 1 1 -2.272 ! 1 2,272 ; 1 45 3 max .019 1 .157 1 -1515 1 1.515 1 1 46 1 min .019 i 1 .157 1 1 -1515 \ 1 1.515 1 1 47 4 max .009 1 .157 1 -•757 1 .757 1 1 48 i 1 min .009 i 1 .157 j 1 -•757 I 1 •757 ; 1 49 5 max 0 1 .157 1 0 1 0 1 1 50 i min 0 ; 1 .157 i 1 0 i 1 0 ! 1 Envelope Member Section Deflections 3 4 5 6 7 8 9_ io 11 i2 13 14 15 16 17 18 19 [ 20 21 1 22 23 24_ 25 26 27 28 29 30 31 32 33 34 35 36 Member M1 Sec ...1.... 727^ "3 max i jT)in_ max mm max min xfin] 0 0 „ -.001 -.001 -.003 -.003 LC J 1 M2 4... j5 T 2. .1 4 max min max jnin max min max min -.004 •.Op4_ •.005 -.005 .139 .139 .135 .135, max mj n _ max min _M3 _.niax^ min max min .131 .131 .128 .128 .724 .124 .006 .006_ M4 2 "3" A J. 'V 2 3 JD.ax_ min max .004 .004 .003 mm JTiax min JT!ax„ min max min max min max min .003 .001 .001 0 0 -005 -.005 -.005 -.005 -.005 -.005 yDnl 0 .006 .0^6 0 0 -.04 -.04 .139 .139 .005 .005 -.576 .576 -.803 -.803 -J -.5 -.006 -.006 • 124 .124 .15 • 15 .105 .105 .038 .038 0 0 -.139 -.139 -^01 -.301 -.477 -•477 LC 1 L/y Ratio NC NC NC^ NC NC NC 2984^653 2984.653 864.97 864.97 NC NC 840.627 840^271 60Z218 602.218 970.982 970.982 NC NC NC NC, 2084^261 2084.261 2785.171 2785.171 NCl NC HC_ NC NC NC 815.634 815.634 390.608 390.608 LC 1 1 RISA-2D Version 10.0.0 [S:V^^\SHAWN\JOBS-10\church\nccc-101585-FRAME AT BALC0NY^r2d] Page 5 Company Designer Job Number Inland Engineering, Inc. SN 101585 nccc Checked By: Envelope Member Section Deflections (Continued) Member Sec xiln]— _LC„ yiinl. LC Uy Ratio LC 37 4 max -.005 1 -.662 1 252.13 1 1 38 1 min -.005 1 -.662 1 252.13 1 39 5 max -.005 1 -.853 1 184.901 1 1 40 1 min -.005 1 -.853 1 184.901 1 1 41 M5 1 max -.006 1 -.124 1 NC 1 1 42 1 min -•006 i -.124 1 NC : 1 43 2 max -.006 1 -.038 1 7955.484 1 1 44 i min -•006 -j -.038 1 7955.484 1 45 3 max -.006 1 .033 1 6961.049 1 746" i min -•006 1 .033 1 6961.049 1 47 4 max -.006 1 .095 1 NC 1 ! 48 min -.006 1 .095 NC 1 49 5 max -.006 1 .152 1 NC 1 i 50 I min -.006 1 .152 i NC 1 Envelope AISC 360-05: ASD Steel Code Checks Member Shape Code Ch... Loc[ft] LC Shear C... LocLft] LC Pnc/om [k] Pnt/om fk] Mn/om fk-ft] Cb Eqn 1 M1 HSS12X12X10 .507 10 1 .071 0 1 675.941 707.313 249.407 1 H1-1b 1 2 M2 W18X106 .645 : 40 1 1 ; .162 40 ; 1 143.523 931.138 364.329 .1. .. H1-1b 3 M3 HSS12X12X10 .751 0 1 .151 0 1 675.941 707.313 249.407 2. .. Hl-lb 1 4 M4 HSS12X12X8 .095 0 1 .011 0 1 545.607 575.641 205.588 1 ..; Hl-lb 5 M5 HSS12X12X8 .094 0 1 .011 0 1 545.607 575.641 205.588 1.... Hl-lb RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585-FRAME AT BALC0NY.r2d] Page 6 INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. BY CHKD. JOB NO. 101585 SEISMiC-Diaph. A Location: CARLSBAD Ss = 1.22 c„ ZIP Code: 92011 Si = 0.46 0.4 14 Seismic Design Category: D Fa = 1.012 0.3 14 Site Class: D Fv = 154 0.2 15 Occupancy Category III SMs=(F3)(Ss) 1235 Seismic Importance Factor (1) 1.25 SMi = (Fv)(Si) 0.708 Csmax = SDi/[T(R/l)] ForT<TL Seismic Modification Factor (R) 4.5 SDs=(2/3)(SMs) 0.82 Csn,ax = (SDi*TL)/[T^(R/l)] ForT>TL Redundancy Factor (p) 13 SDi = (2/3) (SMi) 0.472266667 Cs min = MIN (0.01 . 0.5 * Si / (R /1)) SDi/[T(R/l)] 0.3655 Cu = 14 (SD,*TL)/[T'(R/I)] 8^1466 T =Ta*Cu 0^3589 0.5 * Si / (R /1) 0^06 TL = 8 Cs max ~ 0^3655 SDs / (R /1) 0.229 Csmin ~ 0^0100 CT = 0^02 Cs =(-229/1.4)1.3 0.212 X = 0.75 V =Cs*W hn = 30 Ta = CT (hn)" 0.2564 INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. BY CHKD. JOB NO. 101585 Calculate Base Shear: LONG Direction: Exterior Wall InteriorWali Level X Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) I(Wall WT.xWallHT.) Wall (2nd Fir) 14.00 21.00 0.00 0.00 294 Wall (1st Fir) 14.00 28.00 0.00 0.00 392 Level X DL PSF OEPTH. "d" ft Wx (PLF.) DLxTRIB. "L" Roof 26 60 1560 Floor 69 59 4071 Level X IWx Vx(= CsXWx) Roof 0.212 1854 393.6 Floor 0.212 4463 946.2 Shear Distribution: Levei X W(=Vx) H •I ' Wk» ' Roof 393.61 11.00 4329.76 330.05 Floor 946.16 14.00 13246.18 1009.72 1339.77 17575.95 SHORT Direction: Exterior Wall InteriorWali Level X Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) IQNaW WT. X Wall HT.) Wall (2nd Fir) 14.00 21.00 0.00 0.00 294 Wall (1st Fir) 14.00 28.00 0.00 0.00 392 Level X DL PSF DEPTH"d" ft Wx (PLF.) DL X TRIB. "L" Roof 26 44 1144 Floor 69 52 3588 Levei X IWx V«(=CsXWx) Roof 0.212 1438 305.3 Floor 0.212 3980 843.8 Shear Distribution: Level X W(=VJ H W3<« Roof 305.30 11.00 3358.25 254.36 Floor 843.76 14.00 11812.64 894.70 1149.06 15170.89 INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. BY CHKD. JOB NO. 101585 WRF = 330.05 ARF = 58 BRF -32 WFLR = 1009.72 AFLR = 58 BFLR = 32 MAX. DIAPHRF = V= (WRF*ARP)/(2*BRF) = 299.11 USE: CHORD Force RF = (WRF*A^RF) / (8*BRF) = USE: 4337.03 MAX^ DIAPHFLR V= (WFLR*AFLR)/(2*BFLR) = 915.06 USE: CHORD Force FLR= (WFLR*AVR)/(8*BFLR) = 13268.40 USE: INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. /2-^ BY CHKD. JOB NO. 101585 SEISMIC-DiaDh. B Location: CARLSBAD Ss = 122 SD, Cu ZIP Code: 92011 Si = 0.46 0.4 1.4 Seismic Design Category: D Fa = 1.012 0^3 14 Site Class: D Fv = 1.54 0^2 15 Occupancy Category III SMs=(F3)(Ss) 1.235 Seismic Importance Factor (1) 1.25 SMi = (Fv)(Si) 0.708 Csmax = SDi/[T(R/l)] ForT<TL Seismic Modification Factor (R) 4.5 SDs=(2/3)(SMs) 0.82 Csmax = (SDi*TJ/[T^(R/l)] ForT>TL Redundancy Factor (p) 1.3 SDi = (2/3) (SMi) 0.472266667 Cs min = MIN (0^01 , 0^5 * Si / (R /1)) SDi/[T(R/l)] 0.3655 Cu = 14 (SDI*TL)/[T^(R/I)] 8.1466 T =Ta*Cu 0^3589 0.5 * Si / (R /1) 0.06 TL = 8 Cs max ~ 0.3655 SDs / (R /1) 0.229 Csmin ~ 0.0100 CT = 0^02 Cs =(.229/14)1.3 0.212 X = 0.75 V =Cs*W hn = 30 Ta =CT(hn)'' 0.2564 INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. /7 4- BY CHKD. JOBNO. 101585 Calculate Base Shear: LONG Direction: Exterior WaU InteriorWali Leveix Wall WT. PSF Wall HT. ft Wall WT. PSF Wail HT. ft Wx (PLF.) I(Wall WT. x Wall HT.) Wall (2nd Fir) 14.00 21.00 0.00 0.00 294 Wall (1st Fir) 14.00 28.00 0.00 0.00 392 Level X DL PSF DEPTH, "d" ft Wx (PLF.) DLxTRIB. "L" Roof 26 39 1014 Floor 69 39 2691 Leveix IWx V,(=CsXWx) Roof 0.212 1308 277.7 Floor 0.212 3083 653.6 Shear Distribution: Leveix W(=VJ » i Roof 277.70 11.00 3054.66 233.08 Floor 653.60 14.00 9150.34 698.21 931.29 12205.00 SHORT Direction: Exterior Wall InteriorWali Leveix Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) I(Wall WT. X Wall HT ) Wall (2nd Fir) 14.00 21.00 0.00 0.00 294 Wall (1st Fir) 14.00 28.00 0.00 0.00 392 Levei X DL PSF DEPTH "d" ft Wx (PLF.) DLxTRIB. "L" Roof 26 25 650 Floor 69 25 1725 Levei X IWx V,(=CsXWx) Roof 0.212 944 200.4 Floor 0.212 2117 448.8 Shear Distribution: Leveix W(=V,) Roof 200.42 11.00 2204.58 ^ 68.62 Floor 448.80 14.00 6283.26 480.60 649.22 8487.84 INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. BY CHKD. JOB NO. 101585 WRF = 233.08 ARF = 35 BRF -24 WFLR = 698.21 AFLR = 35 BFLR -24 MAX^ DIAPHRF = V= (WRF*ARF)/(2*BRF) = 169.96 USE: CHORD Force RF = (WRF*A^RF) / (8*BRF) = USE: 1487.12 MAX. DIAPHFLR V= (WFLR*AFLR)/(2*BFLR) = 509.11 USE: CHORD Force FLR=(WFLR*A FLR)/(8*BFLR) = 4454.72 USE: INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. BY CHKD. JOB NO. 101585 SEISMiC-Diaph. C Location: CARLSBAD Ss = 1.22 SDt Cu ZIP Code: 92011 Si = 0^46 0.4 1.4 Seismic Design Category: D Fa = 1012 0.3 14 Site Class: D Fv = 1.54 0.2 15 Occupancy Category III SMs=(F3)(Ss) 1235 Seismic Importance Factor (1) 125 SMi = (Fv)(Si) 0^708 Csmax = SDi/[T(R/l)] ForT<TL Seismic Modification Factor (R) 4^5 SDs=(2/3)(SMs) 0.82 Csmax = (SDI*TL)/[T2 (R/l)] ForT>TL Redundancy Factor (p) 13 SDl = (2/3) (SMi) 0.472266667 Cs min = MIN (0^01 , 0.5 * Si / (R /1)) SDi/tT(R/l)] 0^3655 Cu = 1.4 (SDI*TL)/[T2(R/I)] 81466 T =Ta*C„ 0.3569 0.5 * Si / (R /1) 0^06 TL = 8 Cs max ~ 0.3655 SDs / (R /1) 0^229 Cs min ~ 0.0100 CT = 0^02 Cs =( •229/14)13 0^212 X = 0^75 V =Cs*W hn = 30 Ta = CT (Kf 0^2564 INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. j BY CHKD. JOB NO. 101585 Calculate Base Shear: LONG Direction: ExteriorWaU Interior Wail Leveix Wall WT. PSF Wall HT. ft Wail WT. PSF Wall HT. ft Wx (PLF.) I(WallWT.xWall HT.) Wall (2nd Fir) 14.00 21.00 0.00 0.00 294 Wall (1st Fir) 14.00 28.00 0-00 0.00 392 L^wlx DL DEPTH, "d" Wx (PLF.) L^wlx PSF ft DLxTRIB."L" Roof 26 34 884 Floor 69 34 2346 Leveix c» IWx Vx(= CsXWx) Roof 0.212 1178 250.1 Floor 0.212 2738 580.5 Shear Distribution: L^vel X W(=V^ WxH FJPLF) Roof 250.10 11.00 2751.06 210.06 Floor 580.46 14.00 8126.38 620.49 830.55 10877.44 SHORT Direction: ExteriorWaU InteriorWali L.evelx Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) I(Wall WT. X Wall HT.) Wall (2nd Fir) 14.00 21.00 0.00 0.00 294 Wall (1st Fir) 14.00 28.00 0.00 0.00 392 Levei X DL PSF DEPTH "d" ft Wx (PLF.) DL X TRIB. "L" Roof 26 22 572 Floor 69 22 1518 Level X IWx V,(=CsXW,) Roof 0.212 866 183.9 Floor 0.212 1910 404.9 Shear Distribution: Level X W(=VJ H WxH F(PLF) Roof 183.86 11.00 2022.43 154.82 Floor 404.92 14.00 5668.88 433.96 588.78 7691.31 INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. BY CHKD. JOB NO. 101585 WRF = 210.06 ARF = 30 BRF -22 WFLR = 620.49 AFLR = 30 BFLR -22 MAX. DIAPHRF = V= (WRF*ARF)/(2*BRF) = 143.22 USE: CHORD Force RF = (WRF*A^RF) / (8*BRF) = USE: 1074.16 MAX^ DIAPHFLR V= (WFLR*AFLR)/(2*BFLR) = 423^06 USE: CHORD Force FLR=(WFLR*AVRV(8*BFLR) = 3172^98 USE: INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. BY CHKD. JOB NO. 101585 SEISMiC- \ff^V€>oL^ Location: CARLSBAD Ss = 1.22 SDl Cu ZIP Code: 92011 Si = 0.46 0.4 14 Seismic Design Category: D Fa = 1012 0.3 14 Site Class: D Fv = 1.54 0.2 1.5 Occupancy Category III SMs=(F3)(Ss) 1.235 Seismic Importance Factor (1) 125 SMi = (Fv)(Si) 0.708 Csmax = SDi/[T(R/l)] ForT<TL Seismic Modification Factor (R) 45 SDs=(2/3)(SMs) 0.82 Csmax = (SDi*TO/[T'(R/l)] ForT>TL Redundancy Factor (p) 13 SDl = (2/3) (SMi) 0.472266667 Cs min = MIN (0^01 , 0^5 * Si / (R / 1)) SDi/[T(R/l)] 0^3655 Cu = 1.4 (SDI*TL)/[T2(R/I)] 8^1466 T =Ta*Cu 0.3589 0.5 * Si / (R /1) 0^06 TL = 8 Cs max ~ 0^3655 SDs / (R /1) 0.229 Cs min ~ 0^0100 CT = 0^02 Cs =( •229/14)1.3 0.212 X = 0^75 V =Cs*W hn = 30 Ta =CT(hn)'' 0.2564 INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. BY CHKD. JOB NO. 101585 Calculate Base Shear: LONG Direction: ExteriorWaU InteriorWali Leveix Wall WT. PSF Wall HT. ft Wall WT. PSF Wail HT. ft Wx (PLF.) I(Wall WT.xWall HT.) Wall (2nd Fir) 14.00 21.00 0.00 0.00 294 Wall (1st Fir) 14.00 28.00 0.00 0.00 392 Leveix DL DEPTH, "d" Wx (PLF.) Leveix PSF ft DLxTRIB.T" Roof 26 22 572 Floor 69 22 1518 Leveix IWx Vx(= CgXWx) Roof 0.212 866 183.9 Floor 0.212 1910 404.9 Shear Distribution: Level x W(=VJ H WxH , .;F(i|.^. „; • Roof 183.86 11.00 2022.43 154.82 Floor 404.92 14.00 5668.88 433.96 588.78 7691.31 SHORT Direction: ExteriorWaU Interior Wail Leveix Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) I(Wall WT. x Wall HT^) Wall (2nd Fir) 14.00 21.00 0.00 0.00 294 Wall (1st Fir) 14.00 28.00 0.00 0.00 392 Level x DL PSF DEPTH"d" ft Wx (PLF.) DL X TRIB. "L" Roof 26 18 468 Floor 69 18 1242 Level X % IWx V,(=CsXWx) Roof 0.212 762 161.8 Floor 0.212 1634 346.4 Shear Distribution: Level X W(=VJ H W«H Roof 161.78 11.00 1779.55 136.42 Floor 346.41 14.00 4849.71 371.77 508.19 6629.26 INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. BY CHKD. JOB NO. 101585 SEiSMIIC-Diaph. D Location: CARLSBAD Ss = 122 ZIP Code: 92011 Si = 0^46 0.4 14 Seismic Design Category: D Fa = 1012 0.3 14 Site Class: D Fv = 1.54 0.2 15 Occupancy Category III SMs=(F3)(Ss) 1.235 Seismic Importance Factor (1) 125 SMi = (Fv)(Si) 0.708 Csmax = SDi/[T(R/l)] ForT<TL Seismic Modification Factor (R) 4.5 SDs =(2/3) (SMs) 0.82 Csmax = (SDi*T0/[T2(R/l)] ForT>TL Redundancy Factor (p) 1.3 SDi = (2/3) (SMi) 0^472266667 Cs min = MIN (0^01 , 0^5 * Si / (R /1)) SDi/[T(R/l)] 0.3655 Cu = 14 (SDI*TL)/[T^(R/I)] 8.1466 T =Ta*Cu 0^3589 0^5 * Si / (R /1) 0.06 TL = 8 Csmax ~ 0-3655 SDs / (R /1) 0^229 Csmin ~ 0-0100 CT = 0.02 Cs =(.229/14)13 0.212 x = 0.75 V =Cs*W hn = 30 Ta = CT (hn)'' 0^2564 INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. ! ^ 'i- BY CHKD. JOB NO. 101585 Calculate Base Shear: ' 1^' LONG Direction: ExteriorWaU InteriorWali Lswix Wall WT. PSF Wall HT. ft Wall WT. PSF Wail HT. ft Wx (PLF.) I(Wall WT.xWall HT.) Wall (2nd Fir) 14.00 14.00 0.00 0.00 196 Wall (1st Fir) 0.00 0.00 0.00 0.00 0 Leveix DL PSF DEPTH, "d" ft Wx (PLF.) DLxTRIB. "L" Roof 69 64 4416 Floor 69 0 0 Level X IWx V«(=CsXWj Roof 0.212 4612 979.2 Floor 0.000 0 0.0 Shear Distribution: Leveix W(=VJ H WxH Roof 979.15 14.00 13708.16 979.15 Floor 0.00 14.00 0.00 0.00 SHORT Direction: 979.15 13708.16 ExteriorWaU InteriorWali Leveix Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) I(Wall WT.xWall HT.) Wall (2nd Fir) 14.00 14.00 0.00 0.00 196 Wall (1st Fir) 0.00 0.00 0.00 0.00 0 Levei X DL PSF DEPTH"d" ft Wx (PLF.) DLxTRIB. "L" Roof 69 32 2208 Floor 0 0 Levei X IWx V,(= CsXWx) Roof 0.212 2404 510.4 Floor 0.000 #VALUE! #VALUE! Shear Distribution: Level X W(=Vx) WxH Roof 510.38 14.00 7145.36 510.38 Floor 0.00 0.00 0.00 0.00 510.38 7145.36 INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. BY CHKD. JOB NO. 101585 SEiSIUIiC-Diaoh. E Location: CARLSBAD Ss = 1.22 ZIP Code: 92011 Si = 0.46 0.4 1.4 Seismic Design Category: D Fa = 1.012 0^3 14 Site Class: D Fv = 1.54 0.2 15 Occupancy Category III SMs=(Fa)(Ss) 1235 Seismic Importance Factor (1) 125 SMi = (Fv)(Si) 0.708 Csmax = SDi/[T(R/l)] ForT<TL Seismic Modification Factor (R) 4.5 SDs =(2/3) (SMs) 0.82 Csmax = (SDi*TL)/[T^(R/l)] ForT>TL Redundancy Factor (p) 1.3 SDl = (2/3) (SMi) 0.472266667 Cs min = MIN (0.01 , 0.5 * Si / (R /1)) SDi/[T(R/l)] 0.3655 Cu = 1.4 (SDI*TL)/[T2(R/I)] 8.1466 T =Ta*Cu 0.3589 0.5 * SI / (R /1) 0.06 TL = 8 Cs max ~ 0.3655 SDs / (R /1) 0.229 Cs min ~ 0^0100 CT = 0.02 Cs =(.229/14)1.3 0.212 X = 0.75 V =Cs*W hn = 30 Ta = CT (h/ 0.2564 INLAND ENGINEERING DATE SUBJECT NCCC SHEET NO. 1 3>A- BY CHKD. JOB NO. 101585 Calculate Base Shear: t) LONG Direction: EjderiorWail InteriorWali Leveix Wall WT. PSF Wail HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) I(Wali WT.xWall HT.) Wall (2nd Fir) 14.00 14.00 0.00 0.00 196 Wall (1st Fir) 0.00 0.00 0.00 0.00 0 Level X DL PSF DEPTH, "d" ft Wx (PLF.) DLxTRIB.T" Roof 69 64 4416 Floor 69 0 0 Leveix IWx Vx(= CsXWx) Roof 0.212 4612 979.2 Floor 0.000 0 0.0 Shear Distribution: Leveix W{=Vx) K WxH Roof 979.15 14.00 13708.16 979.15 Floor 0.00 14.00 0.00 0.00 979.15 13708.16 SHORT Direction: ExteriorWaU InteriorWali Leveix Wall WT. PSF Wall HT. ft Wall WT. PSF Wall HT. ft Wx (PLF.) I(Wall WT. X Wall HT.) Wall (2nd Fir) 14.00 14.00 0.00 0.00 196 Wall (1st Fir) 0.00 0.00 0.00 0.00 0 Leveix OL PSF DEPTH"d" ft Wx (PLF.) DLxTRIB. T" Roof 69 52 3588 Floor 0 0 Level X IWx V,(= CsXWx) Roof 0.212 3784 803.4 Floor 0.000 #VALUE! #VALUE! Shear Distribution: Level X W(=VJ H WxH Roof 803.37 14.00 11247.11 803.37 Floor 0.00 0.00 0.00 0.00 803.37 11247.11 INLAND ENGINEERING DATE SUBJECT nccc SHEET NO. / 31:? BY CHKD. JOB NO. 101585 UNE1.(Diph. A) WsEIS 330 Ll 16 ROOF DL 420 WwiND 232 La 6 FLOOR DL 0 DIAPH. TRIB. WIDTH 40 La 6 DECK DL 0 SHEAR FROM 2ND FLR 0 L4 0 WALL DL 126 SHEAR FROM DIAPH B LATERAL LOAD (F) LENGTH OF SHEAR WALLS (L) UNITY (F/L) USE: 0 6600 \ (Js)" 1>( 255.71 9 L5 HEIGHT OF WALL (H) WALL UNIT WEIGHT (W) 0 9.5 14 IDL Coefficient (a) 546 0^67 L MOT MR UPLIFT REIVIARKS 16 35828^57 46824.96 -687.27 No Uplift HDU2 6 13435.71 6584.76 114183 USE: HDU2 6 13435.71 6584.76 114183 USE: HDU2 INLAND ENGINEERING DATE SUBJECT nccc SHEET NO. BY CHKD. JOB NO. 101585 LINE 1.(DiDh. B) WsEIS 169 Li 10 ROOF DL 367 WvVIND 232 Lz 0 FLOOR DL 0 DIAPH. TRIB. WIDTH 35 i La 0 DECK DL 0 SHEAR FROM 2ND FLR 0 u 0 WALL DL 126 SHEAR FROM DIAPH B 0 0 .,._,IPI: 493 LATERAL LOAD (F) 4060 HEIGHT OF WALL (H) 9.5 Coefficient (aj ]^''''a677 ' LENGTH OF SHEAR WALLS (L) 10 WALL UNIT WEIGHT (W) 14 UNIT V (F/L) 406.00 USE: 2>X • L MOT MR UPUFT REIMARKS 10 38570.00 16515.50 2205.45 USE: HDU2 INLAND ENGINEERING DATE SUBJECT nccc SHEET NO. 1^1 BY CHKD. JOB NO. 101585 LINE1.(Diph. C) WsEIS 155 Li 6 ROOF DL 367 WwiND 232 L2 5.33 FLOOR DL 0 DIAPH. TRIB. WIDTH 30 La 0 DECK DL 0 SHEAR FROM 2ND FLR 0 U 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 IDL 493 LATERAL LOAD (F) 3480 HEIGHT OF WALL (H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) 11 WALL UNIT WEIGHT (W) 14 UNIT V (F/L) 316.36 USE: ^^/tt- /e. - L MOT MR UPLIFT REIMARKS 6 18032.73 5945.58 2014^52 USE: HDU2 5.33 16019.07 469187 2125^18 USE: HDU2 .'it- INLAND ENGINEERING DATE SUBJECT nccc SHEET NO. t3S BY CHKD. JOB NO. 101585 LINE 2.(Diph. A) WsEIS 330 Ll 14 ROOF DL 420 232 L2 10 FLOOR DL 0 DIAPH. TRIB. WIDTH 40 La 0 DECK DL 0 SHEAR FROM 2ND FLR 0 U 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 IDL 546 LATERAL LOAD (F) 6600 HEIGHT OF WALL (H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) 24 WALL UNIT WEIGHT (W) 14 UNIT V (F/L) 275.00 USE: 10 2xsill pl. L MOT MR UPLIFT REIMARKS 14 36575.00 35850.36 5176 USE: HDU2 10 26125.00 18291.00 783.40 USE: HDU2 ... % J> /.. !T INLAND ENGINEERING DATE SUBJECT nccc SHEET NO. BY CHKD. JOB NO. 101585 LINE 2.(Diph. B) WsElS 169 Li 8 ROOF DL 367 WwiND 141 L2 8 FLOOR DL 0 DIAPH. TRIB. WIDTH 35 La 0 DECK DL 0 SHEAR FROM 2ND FLR 0 U 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 IDL 493 LATERAL LOAD (F) 2957.5 HEIGHT OF WALL (H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) 16 WALL UNIT WEIGHT (W) 14 UNIT V (F/L) 184.84 USE: 9 L MOT MR UPLIFT REIMARKS 8 14048.13 10569.92 434.78 USE: HDU2 8 14048.13 10569.92 434.78 USE: HDU2 I / INLAND ENGINEERING DATE SUBJECT nccc SHEET NO. BY CHKD. JOB NO. 101585 LINE 2.(Diph. C) WsEIS 169 Ll 9 ROOF DL 367 WwiND 232 La 0 FLOOR DL 0 DIAPH. TRIB. WIDTH 30 La 0 DECK DL 0 SHEAR FROM 2ND FLR 0 L4 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 IDL 493 LATERAL LOAD (F) 3480 HEIGHT OF WALL (H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) 9 WALL UNIT WEIGHT (W) 14 UNIT V (F/L) 386.67 USE: 11 3xsill L MOT MR UPLIFT REIMARKS 9 33060.00 13377.56 2186.94 USE: HDU2 5tJi?-e - ^c-^i^'^^ INLAND ENGINEERING DATE SUBJECT nccc SHEET NO. BY CHKD. JOB NO. 101585 LINEA.(Diph. A) WsEIS 255 10 ROOF DL 0 WwiND 232 L2 8 FLOOR DL 0 DIAPH. TRIB. WIDTH 59 La 0 DECK DL 0 SHEAR FROM 2ND FLR 0 L4 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 IDL 126 LATERAL LOAD (F) 7522.5 HEIGHT OF WALL (H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) 18 WALL UNIT WEIGHT (W) 14 UNIT V (F / L) 417.92 USE: 11 3xsill L MOT MR UPLIFT REIMARKS 10 39702.08 4221.00 3548^11 USE: HDU4 8 31761.67 270144 3632^53 USE: HDU4 ""2 c /i I r . / Uf 7 l-'O Mo ic> Da - / :> INLAND ENGINEERING DATE SUBJECT nccc SHEET NO. \^2^ BY CHKD. JOB NO. 101585 LINEB.(Diph. A) WsEIS 255 Li 18 ROOF DL 0 WwiND 232 L2 0 FLOOR DL 0 DIAPH. TRIB. WIDTH 83 La 0 DECK DL 0 SHEAR FROM 2ND FLR 0 L4 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 IDL 126 LATERAL LOAD (F) 10582.5 HEIGHT OF WALL (H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) 18 WALL UNIT WEIGHT (W) 14 UNIT V (F / L) 587.92 USE: 3xsill L MOT MR UPLIFT REIMARKS 18 100533.75 13676.04 4825.43 USE: HDU5 2 ' /i LT. U '•^1 2. L. u bar/ >• •, INLAND ENGINEERING DATE SUBJECT nccc SHEET NO. BY CHKD. JOB NO. 1015^5 LINE C(Diph. B) WsEis 255 Li 33 ROOF DL 0 WwiND 232 L2 0 FLOOR DL 0 DIAPH. TRIB. WIDTH 47 La 0 DECK DL 0 SHEAR FROM 2ND FLR 0 L4 0 WALL DL 126 SHEAR FROM DIAPH B 0 L5 0 IDL 126 LATERAL LOAD (F) 5992.5 HEIGHT OF WALL (H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) 33 WALL UNIT WEIGHT (W) 14 UNIT V (F / L) 181.59 USE: L MOT MR UPUFT REIMARKS 33 56928.75 45966.69 332.18 USE: HDU2 1/ I 'i" INLAND ENGINEERING DATE SUBJECT nccc SHEET NO. • 1 BY CHKD. JOB NO. 101585 LINE D(Diph. C) WsEIS 255 Li 6 ROOF DL 0 WyviND 232 Lz 6 FLOOR DL 0 DIAPH. TRIB. WIDTH 22 La 0 DECK DL 0 SHEAR FROM 2ND FLR 0 L4 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 IDL 126 LATERAL LOAD (F) 2805 HEIGHT OF WALL (H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) 12 WALL UNIT WEIGHT (W) 14 UNIT V (F/L) 233.75 USE: 9 L MOT MR UPLIFT REIMARKS 6 13323.75 1519.56 1967.37 USE: HDU2 6 13323.75 1519.56 1967.37 USE: HDU2 'lfi Air INLAND ENGINEERING DATE SUBJECT nccc SHEET NO. 1 "HT BY CHKD. JOB NO. 101585 LINE D(CHAPEL) WsElS 737 Li 16 ROOF DL 0 WwiND 508 Lz 16 FLOOR DL 0 DIAPH. TRIB. WIDTH 18 La 0 DECK DL 0 SHEAR FROM 2ND FLR 0 U 0 WALL DL 126 SHEAR FROM DIAPH B 1317.5 Ls 0 IDL 126 LATERAL LOAD (F) 7950.5 HEIGHT OF WALL (H) 9.5 Coefficient (a) 0.67 LENGTH OF SHEAR WALLS (L) 32 WALL UNIT WEIGHT (W) 14 UNIT V (F/L) 248.45 USE: 9 L MOT MR UPUFT REIMARKS 16 37764.88 10805.76 1684.94 USE: HDU2 16 37764.88 10805.76 1684.94 USE: HDU2 I't/ i iW\ SC. I. INLAND ENGINEERING DATE SUBJECT nccc SHEET NO. l4<o BY CHKD. JOB NO. 101585 LINE E(CHAPEL) WsEIS 155 Li 8 ROOF DL 0 ^WIND 232 L2 8 FLOOR DL 0 DIAPH. TRIB^ WIDTH 17 La 0 DECK DL 0 SHEAR FROM 2ND FLR 0 U 0 WALL DL 126 SHEAR FROM DIAPH B 0 Ls 0 IDL 126 LATERAL LOAD (F) 1972 HEIGHT OF WALL (H) 9^5 Coefficient (a) 0^67 LENGTH OF SHEAR WALLS (L) 16 WALL UNIT WEIGHT (W) 14 UNIT V (F/L) 123^25 USE: L MOT MR UPLIFT REMARKS 8 9367^00 270144 833.20 USE: HDU2 8 9367^00 270144 833.20 USE: HDU2 V ALT. "{I j Ifr-7 a INLAND ENGINEERING DATE SUBJECT SHEET NO. ' BY CHKD. JOB NO. 1^1^^^ 3o ^4' .. ^ |-T....-'Nr- W 11-14^ 7^ -1" Of--5^4 ^ 3c p .. , , 11^ '''L- INLAND ENGINEERING DATE SUBJECT M i^i>Cy SHEET NO. ' O BY CHKD. JOB NO. \0\^^^ ^1^- ^:^t&C^/^) -^^^'1 C'^^A) =2'7^2l r \-7 A boo, YfiL ^ 44A ) A,A, l_ -:. -'[Y'" O '7 t^-tt Ac; \A ' ' 4- J i:;. 4f k-e£:zi=:;:'.:i;_i If ; K AJ (0 3o • A 4- 3t> INLAND ENGINEERING DATE SUBJECT SHEET NO. i^'^ BY CHKD. JOB NO. 1 f:' / 1 /X" Wot ? 2, 5 Ivt-L -=-1 ,^ ? > 21' 5S V -'fe '^"^ 2.. 2 - U^L f-^Of L/^^£ it7 \ "i- \^ a. fiA I -> < o . .J -1 , si-. A < INLAND ENGINEERING DATE SUBJECT SHEET NO. ' "^^ BY CHKD. JOB NO. 1 ® 1 4 I4-' W.. .... ^,o( '•>/^ } 14 3 •^ f Inland Engineering & Consuiting, Inc. 4883 E. La Palma Ave., Suile 501-A PROJECT Anaheim. CA 92807 pi iCMT Phone: (714) 777-7700 | Fax: (714) 777-7773 ULlbN 1 inlandengineering@sbcgloba!,net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE; REVIEW BY /5 f FRAME F-1 LINE 1 Formulas of Moment l^isting FraiTO at Bottom Fixed Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W16X77 ORIENTATION (x-x, y-y) x-x COLUMN SECTION W16X77 ORIENTATION (x-x, y-y) x-x BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT W Shape It, = , (strong axis bending) W Shape = , (strong axis beniJIng) 1120 in 1120 in L = h = 25 14 I I ! ! I r 1 r GRAVITY LOAD HA = HD = MA = Mo = w = 11.8 33.8 54.9 2.7 kips kips^j ft-kips klf MB = MC= 109.9 ft-kips Mmax= 101.1 ft-kips LATERAL LOAD HA = Ho = VA = VD = MA = MD = P= 30 15.0 kips 6.5 kips 4 129.1 ft-kips kips MB = Mc = 80.9 ft-kips 0.31 in 97.4 kips / in GRAVITY ANALYSIS //, h n = HA = H,>- = 0.560 (KH is frame stiffness.) wL ('^ = ''/) = = 33.8 kips 4h{2 + n)' wL'{2 + 3n) 24(2 +n) LATERAL ANALYSIS 3n a = h bn + \ 5.39 ft I'-,, = !'•,.= 3nPh 11.8 kips 101.1 ft-kips b = h 6.5 kips M.I = MD 12(2-fn) 6(2+ n) 54.9 ft-kips 109.9 ft-kips 3n+l 6n + \ 8.61 ft M . i -///;- Y = Ph(\ + 3n) Mi = M,t = --f—~= 129.1 ft-kips 2(\ + 6n) All = - 29000 ksi 1- (JT 1 M It - Mc 3nPh '2(l-t-6n)" 80.9 ft-kips 6E 0.31 in p y Kii= = 97.4 kips/in ^ All 4 ^ 15.0 kips Inland Engineering & Consuiting, inc. 4883 E, La Palma Ave., Suite 501-A PROJECT Anaheim, CA 92807 p. .pj^_ Phone: (714) 777-7700 | Fax: (714) 777-7773 ULItIN I inlanciengineering@sbcglobal.net JOB NO. NCCC TIMELESS 101585 DATE: PAGE: I ^2— DESIGN BY : REVIEW BY : Frame F-2 Line 1 Formulas #Menwnt Reaisting FriWiS aitggttom Fixed Gopditioff • INPUT DATA & DESIGN SUMMARY BEAM SECTION W16X57 ORIENTATION (x-x, y-y) x-x COLUMN SECTION W16X57 ORIENTATION (x-x, y-y) x-x BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT W Shape It, , (strong axis bending) W Shape lo , (strong axis bending) 758 in 758 in 22 14 GRAVITY LOAD 2.7 klf HA = HD = 8.9 kips MB = Mc = 82.6 ft-kips VA = VD = 29.7 kips Mmax = 80.7 ft-kips MA = MD = 41.3 ft-kips LATERAL LOAD 25 kips GRAVITY ANALYSIS II, h — = 0.636 (KH is frame stiffness.) V A = V D = — = 29.7 kips H A — H I, WL M., 4h{2 + n) wL'{2 + 3n)_ 24(2 + «) LATERAL ANALYSIS 3n a = h 6n + l 5.55 ft V, = V„-3nPh L{\ + 6ny 8.9 kips 80.7 ft-kips A=/7 3.3 kips MA = MD-- M11 - Mc '• WL i / T ! I -. .1 t t T r ! » HA - Ho = 12.5 kips MB = Mc = 69.3 ft-kips VA = VD = 6.3 kips 0.36 in MA = MD = 105.7 ft-kips KH = 68.6 kips / in 12(2-i-«) wL- 6(2 + 11) ' 41.3 ft-kips 82.6 ft-kips in+\ 6/7-1-1 8.45 ft H A — H ij - - E = 29000 ksi M I - M D — Ma- Mc Ph(\ + 3n) 2(1-H6n) 3nPh ' 2{\ + 6n)' Al, = • fc Vic 21 I 6E = 0.36 in Kl All = 105.7 ft-kips 69.3 ft-kips 68.6 kips / in 12.5 kips inland Engineering S Consulting, Inc. 4883 E. La Palma Ave., Suile 501-A PROJECT Anaheim. CA 92807 PIIPMT Phone: (714) 777-7700 | Fax: (714) 777-7773 OLItPM 1 inlandengineering@sbcglobal.net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY 15^ Frame F-3 Line 1 Foimfiuias of IMt^iiat Resisting Frat^ Fi^ced Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W16X57 ORIENTATION (x-x, y-y) x-x COLUMN SECTION W16X57 ORIENTATION (x-x, y-y) x-x BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT W Shape It, , (strong axis bending) W Shape U , (strong axis bending) 758 in 758 in L = h = 14 14 GRAVITY LOAD 0.456 klf HA = HD = 0.5 kips MB = Mc = 5.0 ft-kips VA = VD = 3.2 kips l^max = 6,2 ft-kips MA = MD = 2.5 ft-kips GRAVITY ANALYSIS n = — — Ic L = 1.000 (KH is frame stiffness.) wL VA = VD = — = 3-2 kips HA = HD-wL 4h(2 + n) 0.5 kips wL^(2 + 3n\ M ,„„ = 7.;., 4 = 6.2 ft-kips 24(2-1-n) M.I - MB = MII — Mc WL I. . .! 1 _ . I . r I I.— I, - I LATERAL LOAD P = 25 kips HA = HD = 12.5 kips MB = Mc = 75.0 ft-kips — VA = VD = 10.7 kips AH = 0.32 in MA = MD = 100.0 ft-kips KH = 77.9 kips / in l2(2-i-«) wL' 6(2 + n) 2.5 ft-kips 5.0 ft-kips LATERAL ANALYSIS 3/7 a = h 6/7-1-1 6.00 ft b = h 3/7-t-1 6/7-1-1 8.00 ft HA=HI, = - = l''..| = l'/; = 3nPh L(l-1-6/7)' 10.7 kips M.I - Ml) - Ph(\ + 3n) 2(\ + 6n) E = 29000 ksi M H - Mc 3nPh 2(1-1-6/7)" 100.0 ft-kips 75.0 ft-kips All =• h or 1 /. I /. 27/ 6E = 0.32 in Ki,= = 77.9 kips/in Afl 12.5 kips inland Engineering & Consuiting, inc, 4883 E. La Palma Ave.. Suito 501-A PROJECT Anaheim, CA 92807 PMPWT Phone: (714) 777-7700 | Fax: (714) 777-7773 ULII::IN 1 tnlandengineering@sbcglobal.net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY 1^54 Frame F-12 Line 2 Formulas of ll/ioment Resisting Frame at Bottom Fixed Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W18X86 ORIENTATION (x-x, y-y) x-x COLUMN SECTION W18X86 ORIENTATION (x-x, y-y) x-x BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT W Shape It, = , (strong axis bending) W Shape 1^ = , (strong axis bending) 1530 in 1530 in L = h = 14 14 GRAVITY LOAD HA = Ho = VA = VD = MA = Mo = w = 0.456 klf 0.5 kips 43^ kips) frkips MB = Mc = 5.0 ft-kips M. 6.2 ft-kips LATERAL LOAD HA = HD = VA = VD = 7 MA=MD = P= 25 12.5 kips 10.7 kips 100.0 ft-kips kips GRAVITY ANALYSIS Lth. = JJl—= 1.000 MB = Mc = 75.0 ft-kips AH= 0.16 in KH= 157.2 kips/in (KH is frame stiffness.) 1'.^ = ('/) = — = 3.2 kips HA = HD WL 4h{2 + n) wL'{2 + 3n) _ 24(2-1-/7) 0.5 kips 6.2 LATERAL ANALYSIS 3/1 a = h 6/7-1-1 6.00 ft ft-kips b = h MA - MD - MB - Mc - WL 12(2-1-/7) wL' 6(2 + n) 3/7-t-l 6/7-t-1 8.00 ft VA = VB- 3nPh £(1-1-6/7) 10.7 kips E = 29000 ksi M.I = Ml) - MII- Mc Ph(\ + in) 2(\ + 6n) ' 3nPh 2(1-f 6/7)" An = - a L 1 Ic 2Ih y . . .I i... ! I t t I 2.5 ft-kips 5.0 ft-kips HA = HIJ = - = 12.5 kips 100.0 ft-kips 75.0 ft-kips 6E = 0.16 in Kii= = 157.2 kips/in / Inland Engineering & Consulting, inc. 4883 E. La Palma Ave . Su«e 501-A PROJECT Anaheim, CA. 92807 r^l ICMT Phone: (714) 777-77001 Fax: (714) 777-7773 '-'LIfcIN 1 inlandengineering@sbcglobaI.net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY /55 Frame F-7 Line 2 Fonnulas of IMoment Resisting Frame at Bottom Fixed Condition. INPUT DATA & DESIGN SUMMARY BEAM SECTION W16X57 ORIENTATION (x-x, y-y) x-x COLUMN SECTION W16X57 ORIENTATION (x-x, y-y) x-x BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT W Shape It, = , (strong axis bending) W Shape Ic = , (strong axis bending) 758 in 758 in 22 14 (—1. .A.. I J 1 -A t_. 1 GRAVITY LOAD HA = HD = VA = VO = MA = MD = w= 1.154 klf 3.8 kips 12.7 kips 17.7 ft-kips MB = Mc = 35.3 ft-kips Mn 34.5 ft-kips LATERAL LOAD HA = Ho = VA = VD = MA = MD = GRAVITY ANALYSIS P= 28 14.0 kips 7.1 kips 118.3 ft-kips kips MB = Mc = AH = KH = 77.7 ft-kips 0.41 in 68.6 kips / in Ic L 0.636 (KH is frame stiffness.) wL Fx = ('/; = — = 12.7 kips HA = HD-WL Ah(2 + n) wL'(2 + 3n) 24(2 +n) " LATERAL ANALYSIS 3/7 a = hi 6/7-1-1 5.55 ft 3nPh L(\ + 6n)' 3.8 kips 34.5 ft-kips b = h 7.1 kips M.I - Mo -WL l2(2 + n) MB — Mr WL- ' 6(2 + n) 17.7 ft-kips 35.3 ft-kips 3/7-hi 6/7-t-1 8.45 ft HA = HD = ~ = E = 29000 ksi Ph(\ + in) M I = Mo =-TT—-4 = 118.3 ft-kips 2(l-i-6n) 3nPh W« = 'W(=7r77—rT= 77.7 ft-kips A,; Ic KIc 211 6E = 0.41 in 2{\ + 6n) K„ = = 68.6 kips / in 4 14.0 kips inland Engineering & Consulting, inc. 4883 E. La Palma Ave., Suite 501-A PROJECT Anaheim, CA 92807 m IPMT Phone: (714) 777-7700 | Fax: (714) 777-7773 l-'LltP^J 1 inlandengineering@5bcglobal.net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY FRAME F-9 LINE 3 Formulas M IMoiin^ Reeisting Frame at Bottom Fixed Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W16X57 ORIENTATION (x-x, y-y) x-x COLUMN SECTION W16X57 ORIENTATION (x-x, y-y) x-x BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT W Shape It, , (strong axis bending) W Shape Ic , (strong axis bending) 758 in 758 in L = h = 19 14 L.I. I I I I .1 . I _ I GRAVITY LOAD 3.04 klf HA = HD = 7.2 kips Ms = Mc = 66.8 ft-kips VA = VD = 28.9 kips Mmax= 70.3 ft-kips MA = MD = 33.4 ft-kips LATERAL LOAD 33 kips HA = Ho = 16.5 kips MB = Mc = 94.2 ft-kips VA = VD = 9.9 kips AH = 0.46 in MA = Mo = 136.8 ft-kips KH = 71.6 kips / in GRAVITY ANALYSIS « = -^-^= 0.737 Ic L (KH is frame stiffness.) VA = Vn = — = 28.9 kips HA = HD WL 4/7(2-(-/7) wL\2 + 3n) ^ 24(2-1-/7) LATERAL ANALYSIS 3/7 a = h 6/7-fl 5.71 ft VA = KD = 3nPh L(\ + 6n)' 7.2 kips 70.3 ft-kips b = h 9.9 kips M .1 - M D -wL- l2(2 + n) M B — Mc wL- 6(2 + n) 33.4 ft-kips 66.8 ft-kips 3/7-1-1 6/7-t-1 8.29 ft E = 29000 ksi PhiX + in) M I = Mo =-TTT—r4 = 136.8 ft-kips 2(1-1-6/7) 3nPh M B = Mc = -Z77-r-^= 94.2 ft-kips 2(1-1-6/7) An — + a-\ — + Ic Klc 7.11 6E = 0.46 in K,i = 71.6 kips/in HA = Hn = -= 16.5 kips Inland Engineering & Consuiting, inc. 4883 E La Palma Ave,, Suite 501-A PROJECT Anaheim, CA 92807 p. ipi^-i- Phone: (714) 777-7700 | Fax: (714) 777-7773 ULIbIN 1 inlandengineering@sbcglobal.net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY IS"? FRAME F10LINEA FormulasMIMiiMnt l^eeistiMg Frathe a^ Fixed Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W16X89 ORIENTATION (x-x, y-y) x-x COLUMN SECTION W1$X89 ORIENTATION (x-x, y-y) x-x BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT GRAVITY LOAD w = 3.33 HA = HD= 21.7 kips VA = VD = / 50.0 kips4 MA = MO= foT.3 ft-kips W Shape It, , (strong axis bending) W Shape Ic , (strong axis bending) 1310 in 1310 in 30 14 t I r i I T t 1 klf MB = MC= 202.5 ft-kips Mmax= 172.1 ft-kips LATERAL LOAD P = 38 kips HA = HD = 19.0 kips MB = Mc = 98.0 ft-kips —^ VA = Vo = 6.5 kips AH = 0.35 in MA = Mo = 168.0 ft-kips KH = 107.5 kips / in GRAVITY ANALYSIS n = —^ Ic L HA = HI,-- = 0.467 (KH is frame stiffness.) wL ' ij = —-= 50.0 kips WL 4h(2+n) ' M„ wL'{2 + 3n) 24(2-1-/7) LATERAL ANALYSIS 3/7 a = h 6/7-1-1 5.16 ft 21.7 kips 172.1 ft-kips b = h MA - MD - Mn = Mc wL l2(2 + n) wL' 6(2 + n) 101.3 ft-kips 202.5 ft-kips 3/7-t-l 6/7-1-1 8.84 ft HA ~ HD - ' VA = V„--3nPh L[\ + (m) 6.5 kips M.i = Mo = Ph(\ + 3n) 2(\ + 6n) E = 29000 ksi MB - MC - 3nPh l{\ + 6n) 168.0 ft-kips 98.0 ft-kips All a L 1 Ic 2/A 6E = 0.35 in P 4- K„ = = 107.5 kips/in All 19.0 kips Inland Engineering & Consulting, inc. 4883 E. La Palma Ave., Suite 501-A PROJECT Anaheim. CA 92807 PIIPMT Phone: (714) 777-7700 | Fax: (714) 777-7773 ULI bIN 1 inlandengineering@sbcglobal.net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY )5"6 FFIAME F8 LINE A.7 Fomfiuias of IMoment Resisting Frame iiBottom Fixed Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W18X119 ORIENTATION (x-x, y-y) x-x COLUMN SECTION Wl 8X119 ORIENTATION (x-x, y-y) x-x BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT W Shape It, , (strong axis bending) W Shape Ic , (strong axis bending) 2190 in 2190 in L = ti = 35 14 GRAVITY LOAD HA = HD = VA = VD = MA = MD = w = 4.06 37.0 kips 71.1 kips 172.7 ft-kips klf MB = Mc = 345.4 ft-kips M^ax= 276.3 ft-kips LATERAL LOAD P = 38 kips GRAVITY ANALYSIS Ic L H A~ H D — = 0.400 WL 4h{2 + n)' (KH is frame stiffness.) wL r.4 = l'7j = —= 71.1 kips . wL\2 + 3n) 24(2 +n) - 37.0 kips 276.3 ft-kips Ml — Mo = M B — MC WL 1 fir t t - !, t, t HA - HD = 19.0 kips MB = Mc = 93.9 ft-kips VA = VO = 5.4 kips AH = 0.22 in MA = Mo = 172.1 ft-kips KH = 170.8 kips / in \2(2 + n) wL' 6(2 + n) 172.7 ft-kips 345.4 ft-kips LATERAL ANALYSIS 3/7 a = h 6/7 4-1 4.94 ft b = h 3/7-t-1 6/7-Fl 9.06 ft r.t = Ko = 3nPh L{\ + bn) 5.4 kips E = 29000 ksi MA = MD= , /= 172.1 ft-kips 2(1-1-on) 3nPh MB = MC = , 93.9 ft-kips All b' 2( c L 1- a 1 Ic KIc 111 6E = 0.22 in 2(1-1-6/7) Kii = = 170.8 kips All /in ^ HA = HD = -= 19.0 kips inland Engineering & Consulting, Inc. 4883 E. La Palma Ave., Suite 501-A PROJECT Anaheim, CA 92807 p. .—jg— Phone: (714) 777-77001 Fax: (714) 777-7773 l.^UtlN 1 inlandengineering@sbcglobal.net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY ) FRAME F-11 LINEB Foritiuias of IMoment Resisting FraiMW^BOttom FixedCoiVdttion INPUT DATA & DESIGN SUMMARY BEAM SECTION W18X119 ORIENTATION (x-x, y-y) COLUMN SECTION W18X119 ORIENTATION (x-x, y-y) x-x W Shape It, = , (strong axis bending) W Shape Ic = , (strong axis bending) 2190 in 2190 in BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT L = h = 29 14 ( I. . ! I I I ft t GRAVITY LOAD HA = VA = MA = HD = VD = MD = w = 4.35 26.3 kips 63.1 kips 122.8 ft-kips klf MB = Mc = 245.6 ft-kips LATERAL LOAD 55 kips HA = HD = 27.5 kips MB = Mc = 143.1 ft-kips VA = VD = 9.9 kips AH = 0.30 in MA = MD = 241.9 ft-kips KH = 181.6 kips / in GRAVITY ANALYSIS Ic L HA = HD = = 0.483 WL (KH is frame stiffness.) wL :['„ = — = 63.1 kips M„.x = 4/7(2-1-/7) wL'(2 + 3n) ^ 24(2-1-/7) 26.3 kips 211.7 ft-kips M A - M D — WL' \2(2 + n) MB- MC — wL' 6(2 + n) 122.8 ft-kips 245.6 ft-kips LATERAL ANALYSIS 3/7 a = h 6/7-t-1 5.20 ft b = h 3/7-t-1 6/7-t-1 8.80 ft H A~ H D- VA = VD = 3nPh L(\ + (>n) 9.9 kips E = 29000 ksi b' , ; Ph(\ + 3n) MA = MD= ^ X - 241.9 ft-kips 2(1-1-6/7) 3nPh Mi, = Mc = ,,. , ,= 143.1 ft-kips 2{\ + 6n) An = • Ic a L 1 lc 2I1 0.30 in 27.5 kips Kii = = 181.6 kips/in ^ All / Fotiaiftias of Moment Rasisting Frame ai Bottom Fixed ConditioT inland Engineering & Consulting, Inc. 4883 E La Palma Ave , Suite 501-A PROJECT /knahelm, CA 92807 .r-ki-r CLIENT Phone: (714) 777-7700 | Fax: (714) 777-7773 1nlandengineenn9@sfacglobal.net JOB NO. NCCC TIMELESS 101585 PAGE: I C"^ DESIGN BY : DATE: REVIEW BY FRAME F-6 LINE D INPUT DATA & DESIGN SUMMARY BEAM SECTION W18X71 ORIENTATION (x-x, y-y) COLUMN SECTION Wi 8X71 ORIENTATION (x-x, y-y) W Shape /„ , (strong axis bending) Ic W Shape x-x : , (strong axis bending) 1170 in 1170 in 4. BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT 24 14 _J I L ,.J i. . GRAVITY LOAD W : 1.66 klf HA = HD -6.6 kips MB = MC= 61.7 ft-kips VA = VD = 19.9 kips l^max = 57.8 ft-kips MA = MD = 30.8 ft-kips LATERAL LOAD P = 47 HA = = HD = 23.5 kips VA = VD = 107 kips MA = = MD = 201.1 ft-kips kips MB = Mc = AH = KH = 127.9 ft-kips 0.46 in 103.0 kips/in GRAVITY ANALYSIS Ib h n = ——= 0.583 Ic L (KH is frame stiffness.) wL VA = VD = — = 19-9 i^iPS HA = Hn = WL 4h(2 + n) wL\2 + 3n) 2A(2 + n) LATERAL ANALYSIS 3/7 a = h 6/1-Fl 5.44 ft K,, = Ko = 3nPh l{\+f,n) 6.6 kips 57.8 ft-kips b^h 10.7 kips M A — M D — MB — MC - wL \2(2 + n) __wL_ 6(2-4-/7) 30.8 ft-kips 61.7 ft-kips 3/7-t-1 6/7-1-1 8.56 ft Ph(l + 3n) MA = MD= ^ / = 201.1 ft-kips 2(1-1-6/7) AH = • 29000 ksi b\ 2{ a L 1- a 1 Ic KIc 211 6E = 0.46 in M B - Mc - K, 3nPh 2(1 + 6/7)" P AH ' 127.9 ft-kips 103.0 kips/in VD HA = HD = -= 23.5 kips inland Engineering & Consuiting, Inc. 4883 E, La Palma Ave., Suite 501-A PROJECT Anaheim, CA 92807 —. .—...j. Phone: (714) 777-7700 | Fax: (714) 777-7773 OLItN 1 inlandengineering@sbcglobal.net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY / FRAME F-13 LINE E FOrmttiaieiof iMl^tiiit Fbsisting Fraii»it g[ittom Fixed Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION WieX40 ORIENTATION (x-x, y-y) W Shape /„ = , (strong axis bending) COLUMN SECTION HSS12X12X1/2 Tube U ORIENTATION (x-x, y-y) x-x , (strong axis bending) BEAM LENGTH BETWEEN COL. CENTERS L= 19 ft STORY HEIGHT h = 14 ft 518 in' 457 in GRAVITY LOAD HA = Ho = VA = VD = MA = MD = w= 0,7 1.6 kips 6.7 kips 7.4 ft-kips klf MB = Mc = 14.9 ft-kips Mmax= 16.7 ft-kips LATERAL LOAD HA = HQ = VA = VD = MA = MQ = GRAVITY ANALYSIS P= 18.5 9.3 kips 5.7 kips 75.5 ft-kips kips MB = Mc = 54.0 ft-kips AH = 0.41 in KH = 44.7 kips / in (KH is frame stiffness.) n = —— = IcL = 0.835 VA = 1'D = - wL 6.7 kips HA = HI,= WL 4/7(2-1-/7) wL'(2 + 3n) 24(2-1-/7) LATERAL ANALYSIS 3/7 a = h 6/7-hi 5.84 ft VA^VD-- 3nPh £(1-1-6/1)" 1.6 kips 16.7 ft-kips h = h 5.7 kips M. I — M o - MB - Mc wL^ 12(2-1-/7) WL' 6(2-1-/3) 3/7-t-1 6/7 + 1 8.16 ft E = 29000 ksi M l = Mo - MB- Mc- Ph(\ + 3n) 2(1 + 6/7) 3nPh 2(1 + 6/7) ~ AH b + A " + ^ \- a 1 Ic KIc III 6E = 0.41 in Aii L I _ 1 , !- I t I t I I 7.4 ft-kips 14.9 ft-kips HA - HD -' 75.5 ft-kips 54.0 ft-kips 44.7 kips / in 9.3 kips Inland Engineering & Consulting, inc. 4883 E. La Palma Ave., Suite 501-A PROJECT Anaheim, CA 92807 —. .p...j- Phone: (714) 777-7700 | Fax: (714) 777-7773 t-'Ll tr>l 1 inlandengineering@sbcgiobal.net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY 1 FFIAME F-4 LINE D.7 Formulas of iMoMifint Resisting Franp at iotfom Ftxed Ootidiflon INPUT DATA & DESIGN SUMMARY BEAM SECTION W16X40 ORIENTATION (x-x, y-y) COLUMN SECTION W16X40 ORIENTATION (x-x, y-y) x-x W Shape It, , (strong axis bending) W Shape U , (strong axis bending) 518 in 518 in BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT 19 14 GRAVITY LOAD 0.7 klf HA - HD = 1.6 kips MB = MC= 15.4 ft-kips VA = VO = 6.7 kips Mmax= 16.2 ft-kips MA = MD = 7.7 ft-kips LATERAL LOAD P = 18.5 kips HA = HD = 9.3 kips MB = Mc = 52.8 ft-kips VA = VD = 5.6 kips AH = 0.38 in MA = MD = 76.7 ft-kips KH = 48.9 kips / in (KH is frame stiffness.) GRAVITY ANALYSIS II, h n = HA = HI, = 0.737 WL wL i-A = ri)~-1.7 kips M„,„ = 4/7(2 +/?) wL'(2 + 3n) _ 24(2 +n) LATERAL ANALYSIS 3/7 a = h 6/7 + 1 5.71 ft --V,,-- 3nPh L(\ + 6ny 1.6 kips 16.2 ft-kips b = h 5.6 kips M A - MI)'- Mi, = Mc wL l2(2 + /7) wL' 6(2 + n) 3/7+1 6/7+1 8.29 ft I I ! I I f ! I t 7.7 ft-kips 15.4 ft-kips H A - H D- Ph(\ + 3n) MA = MD= ^ / = 76.7 ft-kips 2(1 + 6/7) E = 29000 ksi MB - Mc - 3nPh 2(1 + 6/7)" 52.8 ft-kips AH =• b' a L + .3- H Ic Kic 211, 6E 0.38 in KH= = 48.9 kips/in 9.3 kips inland Engineering & Consuiting, Inc. 4883 E. La Palma Ave., Suite 501-A PROJECT Anatieim.CA92807 .rrMi- Phone: (714) 777-7700 | Fax (714) 777-7773 l-^LItlN 1 inlandengineering@5bcglobal.net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY FRAME F-5 LINE 4.7 Formulas of IMoment Resisting Frame at Bottom Fixed Condition INPUT DATA & DESIGN SUMMARY BEAM SECTION W16X40 ORIENTATION (x-x, y-y) COLUMN SECTION W16X40 ORIENTATION (x-x, y-y) x-x W Shape It, = , (strong axis bending) WShape U = , (strong axis bending) 518 in 518 in BEAM LENGTH BETWEEN COL. CENTERS STORY HEIGHT 16 14 GRAVITY LOAD HA = HD = VA = VO = MA = MD = w= 1.52 2.4 kips 12.2 kips 11.3 ft-kips klf MB = Mc = 22.6 ft-kips LATERAL LOAD HA = HD = VA = VO = MA = MD = P= 5 2.5 kips 1.8 kips 20.3 ft-kips kips GRAVITY ANALYSIS Ic L n = ^—= 0.875 MB = Mc = 14.7 ft-kips AH= 0.10 in KH = 51.4 kips / in (KH is frame stiffness.) wL ^„„ ,. VA = VI, = — = 12.2 kips HA = H,) = 4/7(2 + //) wZ,'(2 + 3/7)_ 24(2 + n) LATERAL ANALYSIS 3/7 a = h 6/7 + : 5.88 ft 3nPh L{\ + 6n) 2.4 kips 26.1 ft-kips b = h 1.8 kips MA — Mo - M B — M( WL' l2(2 + n) WL' 6(2 + n) 3/7+1 6/7 + 1 8.12 ft MA - MD • Ph(\ + 3n) 2(1 + 6/7) ' E = 29000 ksi AH • b ' A + ^ h or 1 Ic \Ic 211 6E 0.10 in M B - Mc - Kl 3nPh 2(1 + 6/7)' P An .LJ T _ !__ .1 . I t T . I . I 11.3 ft-kips 22.6 ft-kips H A — H I) — - 20.3 ft-kips 14.7 ft-kips 51.4 kips/in ^ 2.5 kips inland Engineering & Consuiting, Inc. 4883 E. La Palma Ave., Suite S01-A PROJECT Anaheim, CA 92807 H-MT Phone: (714) 777-nOQ | Fax: (714) 777-7773 CLIENT inlandengineering@sbcgtobal.net JOB NO. \^^-^ PAGE tl ^ DESIGN BY \0) 97S~ DATE; REVIEW BY Rgj^itbm^/lpalysii of Mgi^^^ 2009 / CBC 2010 INPUT DATA & DESIGN SUMMARY DIAPHRAGM FORCES Fn ' px rpy - 175 175 DIAPHRAGM EDGE COORDINATES Start Point End Point X(ft) Y(ft) 0 0 0 53 0 58 5 58 5 58 5 83 5 83 8 83 8 83 8 105 8 105 12 105 12 105 17 141 17 141 35 139 35 139 35 128 35 128 54 130 54 130 55 123 55 123 77 125 77 125 78 108 78 108 42 105 42 105 52 40 52 40 117 47 117 47 117 25 117 25 114 0 114 0 0 0 kips kips LATERAL FRAME LOCATION, RELATIVE RIGIDITY, & FRAME LINE FORCES Frame Nuinber 1 2 3 4 5 6 7 8 9 10 11 12 13 Start Point X^ft) Y(ft) 6 83 120 141 128 125 105 105 32 41 25 0 58 End Point 6 8 145 17 35 77 47 42 51 60 117 17 20 X(ft) 6 8 16.5 35 54 78 71 45 51 93 115 46 49 Y(ft) 31 105 133 139 130 108 107 83 0 45 8 0 58 Relative R 97.4 68.6 78 44.7 49 51.4 103 68.6 157 171 72 107.5 181.6 Frame F @Fpx 5.9 40 3.8 10.6 11.9 2.8 25.8 0.3 1.9 50,3 8.1 39.7 49.9 (kips) @Fpy 29.7 209 23.0 2.9 2.8 16.5 3.8 19.9 473 2.0 25.1 5.5 0.8 Relative 5xe (in) 0.30 0.30 0.30 0.24 0.24 0.32 0.25 0.29 0.30 0.29 0.35 0.37 0.27 DIAPHRAGM A = 9197.0 ft^ \a= 19907846 ft" lcy= 3052500 ft" MASS MOMENT OF INERTIA M = Wt/32.174 , kips-sec^/ft f 14''/.384 , kipssec' /in) Ijc = 2497 M , kips-ft-sec^ ( ,359497 !'-^ • kips~in-sec-'j CENTER OF MASS Xcm = 46.4 ft Ycm = 52.5 ft CENTER OF RIGIDITY 43.4 63.1 77, 125 ANALYSIS DETERMINE CENTER OF RIGIDITY Frame Number 1 2 3 4 5 6 7 8 9 10 11 12 13 Relative R 97.4 68.6 78 44.7 49 51.4 103 68.6 157 171 72 107.5 181.6 Direction 90.0 90.0 81.3 -6.3 6.0 -86.6 4.8 -82.2 90.0 6.9 83.3 0.0 0.0 R^os^e 0.0 0.0 1.8 44.2 48.5 0.2 102.3 1.3 0.0 168.5 1.0 107.5 181.6 rxy R Sin^e 97.4 68.6 76.2 0.5 0.5 51.2 0.7 67.3 157.0 2.5 71.0 0.0 0.0 "9 6.0 8.0 15.5 26.0 44.5 77.5 59.0 43.5 51.0 76.5 116.0 31.5 34.5 ..J«). 18.5 94.0 126.5 140.0 129.0 116.5 106.0 94.0 16.0 43.0 16.5 0.0 58.0 0.0 0.0 228.1 6181.7 6251.7 20.6 10842.7 117.7 0.0 7246.5 16.2 0,0 10532.8 584.4 548.8 1181.0 14.2 23.9 3969.8 41.9 2929.6 8007.0 189.4 8238.0 0.0 0,0 117,47 117, 25 Ay/\g. Yen " ^ RxYn / S Rx 43.4 ft 63.1 ft 656.7 593.1 41438.2 25728.0 (cont'd)l DETERMINE ECCENTRICITY (ASCE 7-05 12.8.4.2) Actual Additional Total C SFpx Total ( gFpy CG-CM 5% & Ax Case 1 Case 2 Case 3 Case 4 ex (ft) -3.0 5.9 2.9 -8.8 ey(ft) 106 7.1 17.7 3.6 (ASCE 7-05 12.8.4.3) 1^7 (cont'd)l DETERMINE FRAME FORCES Frame rx Ty _ _ _Tx^ Tx^Ry Ty^Rx Fx (kips) (kips) Number 1ft) («) . Case 1 Case 2 Case 3 Case 4 Case 1 Case 2 Case 3 Case 4 1 -37.4 -44.6 502.4 -1545.1 3094.4 626.9 136111 0 5.9 1.2 29.7 25.8 2 -35.4 30.9 502.4 -1545.1 3094.4 626.9 85881 0 40 0.8 20.9 18.3 3 -27.9 63.4 502.4 -1545.1 3094.4 626.9 59237 7250 3.8 1.1 23.0 20.8 4 -174 76.9 502.4 -1545.1 3094.4 626.9 165 261142 6.2 10.6 -0.7 2.9 5 1.1 65.9 502.4 -1545.1 3094.4 626.9 1 210491 7.7 11.9 • -0.7 2.8 6 34.1 53.4 502.4 -1545.1 3094.4 626.9 59624 505 -2.8 -0.5 14.7 16.5 7 15.6 42.9 502.4 -1545.1 3094.4 626.9 173 188290 20.1 25.8 -1.0 3.8 8 0.1 30.9 502.4 -1545.1 3094.4 ] 626,9 1 1196 0.3 0.3 19.9 19.9 9 7.6 -47.1 502.4 -1545.1 3094.4 626.9 9111 0 -1.9 -0.4 46.0 47.3 10 33.1 -20.1 502.4 -1545.1 3094.4 626.9 2716 68059 50.3 46.0 ' 1.6 -2.0 11 72.6 -46.6 502.4 -1545.1 3094.4 626.9 374496 2134 -8.1 -1.4 ; 19.6 25.1 12 -11.9 -63.1 502.4 -1545.1 3094.4 626.9 0 427969 39.7 30.9 1.8 -5.5 13 -8.9 -5.1 502.4 -1545.1 3094,4 626.9 0 4716 49.9 48.7 0.2 -0.8 L (cont'd) 727515 : 1171752 Fx = (Fpx Rx) / (2 Rx) - [Tx (Rx ry +Ry rx) / (X ry' Rx + I rx= Ry)] Fy = (Fpy Ry) / (I Ry) - [Ty (Ry rx -l-Rx ry) / (I Tx' Ry + I Ty' Rx)] .Y »Z .X ^KAvye f'l ll^^ CD -2.665kyft -117.5k 30k 188 "^1 188 Loads: LC 1, DL+LL+EL Solution: Envelope Member Bending Moments (k-ft) Inland Engineering, Inc. SN 101585 NCCC SK-1 July 26, 2011 at 6:05 PM nccc-101585- FRAME F-1-line1.r2d Company : Inland Engineering, Inc. Checked Bv: ' Designer : SN Checked Bv: ' Job Number : 101585 NCCC Checked Bv: ' Global Display Sections for Member Calcs Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes [Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC 360-05: ASD Cold Formed Steel Code AISI 1999: ASD Wood Code AF&PA NDS-97: ASD iWood Temperature < 100F Concrete Code ACI 318-99 Masonry Code I ACI 530-05: ASD Aluminum Code AAADM1-05: ASD Number of Shear Regions [Region Spacing Increment (in) Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No [Unused Force Warnings I Yes Hot Rolled Steel Properties Label _ W SHAPE E[ksi] 29000 G [ksl] _11154_ Nu Themi (MES F) Density[k/ft'^31 YieldlksiJ .3 .65 .49 50^ Hot Rolled Steel Section Sets Label SECI Shape W16X77 Type Beam , Design.List Wide Flanqe Material W SHAPE Design Rules Typical A [in2] I (90J70)li.. 22.6 138 I (0.18gi [in4] 1110 sec2 W16X77 Beam jWide Flange! W SHAPE i Typical 22.6 138 1110 Member Primarv Data Label 1 Joint J Joint Rotate(deg) Section/Shape Type 1 Ml N1 N2 SECI . Beam 2 M2 N2 N3 j sec2 Beam 3 M3 N3 N4 SECI Beam Design List Material Design Rules Wide Fla... W SHAPE tvpical Wde Fla...lW SHAPE [ Typical Wide Fla... w SHAPE Typical Joint Coordinates and Temperatures label 1 N1 XJft] 0 -YM 0 Temp [F] 0 I 2 N2 0 I 14 1 0 1 3 N3 25 14 0 1 4 N4 ! 1 25 1 0 ! 0 1 Joint Boundarv Conditions Joint Label 1 Nl !..2 N4__ X [k/in] Reacton Reaction _Y[k/inl Reaction Reaction _ : Rotation[k-ft/rad] Reaction Reaction Footing RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585- FRAME F-1-line1.r2d] Page 1 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 NCCC Checked Bv: ' ' Hot Rolled Steel Desian Parameters Label Shape Length]... Lb-out[ft] Lb-in[ft] Lcomp top...Lcomp boL 1 M1 SEC1 14 : K-o_ut____ K-in Cm Cb Out s... In sway Functi... Lateral 1 2 M2 ; sec2 25 i 1 1 i ill; iLateral, 3 M3 SEC1 14 Lateral Plate Primarv Data LabeJ A Joint B Joint 0 Joint D Joint Material Thickness[in] No Data to Print... i Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label L.D.M Direction Magnitude[(k,k-ft), (in.rad). (k*s'*2/ft... 1 . N2 L X 30 Joint Loads and Enforced Displacements (BLC 2: DL) Joint Label L,DJ«I 1 N3 L Direction Y Magnitude[(k,k-ft), (in,rad), (k*s''2/ft... ^__-47 Joint Loads and Enforced Displacements (BLC 3: LL) Joint Label UD.M 1 N3 L Direction Y Ma_gnitude[(k.k-ft),(in,radX(k*s'^2/ft... -703 Member Point Loads Member Label Direction Magnitude[k,k-ft] No Data to Print... Location[ft,%] Member Distributed Loads (BLC 2: DL) Member Label 1 _ M2 Direction _Start Maanitude[k/fLd.^End MagnItudeLk/ft,d_,.. Start Location[ft,%l End Locafon[ft,%] Y -1.54 -1.54 0 _ 25_ Member Distributed Loads (BLC 3 : LL) Member Label 1 M2 Direction Start Magnitude[k/ft.d..End Magnitude[k/M... Start Location[ft,%] End Location[ft.%] Y -1.125 -1.125 0 25 Basic Load Cases BLC Description 1 LAT. 2 - „,DL 3 LL Categoiy EL DL LL X Gravity Y Gravity. _ _ ' -1 Joint 1 1 1 Point Distributed 1 1 Load Combinations Description SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC factor BLC Factor BLC_Factor BLC Factor 1 DL+LL+EL Yes Y EL 1 DL. 1 LL 1 RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585- FRAME F-1-line 1.r2d] Page 2 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 NCCC Checked By: Envelope Joint Displacements Joint Xfinl LG Y[inl LC Rotation l!:adj LC_ 1 Nl max 0 1 0 1 0 1 1 2 : i min 0 1 1 0 ^ 0 1 3 N2 max .37 1 -.007 1 -3.649e-3 1 1 4 i ! min .37 1 -.007 1 -3.649e-3 1 1 5 N3 max .358 1 -.041 1 2.655e-4 1 1 6 min .358 1 -.041 1 2.655e-4 1 7 N4 max 0 1 0 1 0 1 1 8 • min 0 1 1 0 1 0 1 Envelope Joint Reactions Joint X[kL ^ LC Yfk] LC Moment [k-ft] LC 1 Nl max -4.284 1 28.927 1 88.954 1 r 2"-:"" " • min -4.284 I 28.927 1 88.954 1 3 N4 max -25.716 159.274 179.559 1 1 4 • • • min -25.716 1 1 r 179.559 J 1 5 Totals: max -30 1 1 min -30 1 188.201 ill Envelope Member Section Forces Member Sec Axial[k] LC Shear[kl LC Momentlk-ft] LC 1 Ml 1 max 28.927 1 4~.384 1 88.954 1 1 2 1 min 28.927 1 I 4.384 1 88.954 1 3 2 max 28.658 1 4.384 1 73.609 1 1 4 1 min 28.658 1 4.384 1 73.609 1 5 3 max 28.389 1 4.384 1 58.263 1 1 6 min 28.389 1 4.384 1 58.263 1 7 4 max 28.12 1 4.384 1 42.918 1 1 8 j min 28.12 1 4.384 1 42.918 1 9 5 max 27.851 1 4.384 1 27.572 1 1 10 i min 27.851 1 4.384 1 27.572 1 1 11 M2 1 max 25.716 1 27.855 1 27.572 1 1 12 j min 25.716 1 27.855 1 27.572 i 1 13 2 max 25.716 1 10.718 1 -92.969 1 1 14 ! ! min 25.716 1 10.718 1 -92.969 ! 1 15 3 max 25.716 1 -6.419 1 -106.406 1 1 16 1 min 25.716 1 -6.419 1 -106.406 1 17 4 max 25.716 1 -23.556 1 -12.736 1 1 18 min 25.716 1 -23.556 1 -12.736 1 1 19 5 max 25.716 1 -40.692 1 188.039 1 1 20 1 1 min 25.716 1 i -40.692 1 188.039 1 21 M3 1 max 158.197 1 26.257 1 188.039 1 1 22 j min 158.197 1 i 26.257 1 188.039 i 1 23 2 max 158.466 1 26.257 1 96.14 1 t 24 min 158.466 1 26.257 1 ! 96.14 1 25 3 max 158.735 1 26.257 1 4.24 1 1 26 1 min 158.735 1 ' 26.257 1 4.24 1 27 4 max 159.005 1 26.257 1 -87.659 1 1 28 min 159.005 1 26.257 1 -87.659 1 29 5 max 159.274 1 26.257 1 -179.559 1 1 30 i min 159.274 1 26.257 1 -179.559 1 RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585- FRAME F-1-linei.r2d] Page 3 Company Designer Job Number : Inland Engineering, Inc. : SN : 101585 NCCC Checked By: Envelope Member Section Stresses Member Sec Axial[ksl] LC Shear[ksi] LC TOD Bendinofk.. LC Bottom Bendin.. . LC 1 Ml 1 max 1.28 1 .583 1 -7.943 1 7.943 1 1 2 I min i 1.28 1 .583 1 -7.943 1 7.943 1 \ 3 2 max 1.268 1 .583 1 -6.573 1 6.573 1 1 4 min 1.268 1 .583 1 i -6.573 1 6.573 1 i 5 3 max 1.256 1 .583 1 -5.203 1 5.203 1 1 6 : . : mm i 1.256 1 .583 1 -5.203 1 5.203 1 7 4 max 1.244 1 .583 1 -3.832 1 3.832 1 8 1 min 1 1.244 1 .583 1 ! -3.832 1 1 3.832 1 9 5 max 1.232 1 .583 1 -2.462 1 2.462 1 1 10 I min 1.232 1 .583 1 -2.462 2.462 1 11 M2 1 max 1.138 1 3.706 1 -2.462 1 2.462 1 1 12 min 1.138 1 3.706 1 -2.462 1 2.462 1 13 2 max 1.138 1 1.426 1 8.302 1 -8.302 1 i 14 min 1.138 1.426 8.302 1 -8.302 1 15 3 max 1.138 1 -.854 1 9.502 1 -9.502 1 1 16 min 1.138 1 -.854 9.502 1 -9.502 1 17 4 max 1.138 1 -3.134 1 1.137 -1.137 1 i 18 mm 1.138 1 -3.134 1 1.137 .j -1.137 1 1 19 5 max 1.138 -5.414 1 -16.791 1 16.791 1 1 20 min 1.138 . -5.414 A -16.791 1 16.791 1 1 21 M3 1 max 7 1 3.493 1 -16.791 1 16.791 1 1 22 min 7 1 3.493 1 ; -16.791 1 16.791 1 .1 1 i ' 23 2 max 7.012 1 3.493 1 -8.585 1 8.585 1 1 24 : min 7.012 1 3.493 1 -8.585 1 8.585 1 I 25 3 max 7.024 1 3.493 1 -.379 1 .379 1 1 26 min 7.024 3.493 1 -.379 ^ .379 27 4 max 7.036 1 3.493 1 7.828 1 -7.828 1 1 28 min 7.036 3.493 1 7.828 1 -7.828 1 1 29 5 max 7.048 1 3.493 16.034 1 -16.034 1 1 30 min 7.048 .| 3.493 1 16.034 1 -16.034 1 j Envelope Member Section Deflections Member Sec X fin] LC y [in] LC L/y Ratio LC. 1 '" „ Ml , _ 1 max 0 1 0 1 NC 1 _J min i 0 0 1 i NC I 1 3 _2_ max -.002 -.03 1 5600.11 1 [T min -.002 1 1 -.03 1 5600.11 1 5 3 max -.004 1 -.108 1 1549.764 1 f--6" i mm -.004 1 1 -.108 1 1549.764 1 1 7 4 max -.005 1 -.225 1 746.264 1 1 8 r min -.005 1 -.225 1 746.264 1 9 5 max -.007 1 -.37 1 453.978 1 1 10 i min -.007 1 -.37 i 1 453.978 1 11 M2 1 max .37 1 -.007 1 NC 1 [ 12 i j mm .37 1 ! -.007 1 • NC i 1 13 2 max .367 1 -.252 1 1269.158 1 ri4 1 min .367 1 -.252 1 1 i 1269.158 1 1 15 3 max .364 1 -.321 1 1011.734 1 1 16 i min .364 1 1 -.321 1 1011.734 1 17 4 max .361 1 -.185 1 1970.371 1 [ 18 i min .361 1 -.185 1 1970.371 1 1 19 ,. ^ ._ 5._ max .358 1 -.041 1 NC 1 [ 20 i 1 min .358 1 -.041 1 NC 1 21 M3 _ _1 max .041 1 .358 1 NC 1 1 22 1 min .041 1 \ .358 1 NC 1 RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585- FRAME F-1-linei.r2d] Page 4 Company Designer Job Number inland Engineering, Inc. SN 101585 NCCC Checked By:. ['74 Envelope Member Section Deflections (Continued) Member Sec x[in] LC y [in] LC L/y Ratio LC 23 2 max .031 1 .303 1 4883.906 1 1 24 • i min j .031 1 .303 1 1 I 4883.906 ( 1 25 3 max .02 1 .185 1 NC 1 126 ' ; min i .02 1 .185 i 1 ! NC i 1 27 4 max .01 1 .064 1 6453.1 1 1 28 i 1 min .01 1 ,064 1 1 i 6453.1 1 1 29 5 max 0 1 0 1 NC 1 1 30 I 1 min \ 0 1 0 111 NC 1 1 Envelope AISC 360-05: ASD Steel Code Checks Member Shape 1 Ml W16X77 I 2 M2 i W16X77 3 M3 W16X77 Code Ch... .268 .558 1 .774 LocLftl 0 25 0 LC Shear C... 1 .029 1 i .271 . 1 .175 Loc[ftl 0 25 0 LC 1 1 1 Pnc/om M Pnt/om M Mn/om Jfcft] Cb 482.6 676.647 374.251 I-- 230.472 I 676.647 1 374.251 ;1 1 482.6 676.647 374.25f 2.... Eqn H1-1b , Hi-It) HI-la RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585-FRAME F-1-line1.r2d] Page 5 Inland EnglnMring & Consulting, Inc. 4S83 E. La Palma Ave., Suite 501-A PROJECT Anaheim, CA ^807 /^i ICMT Ptione; (714) 777-77001 Fax: (714) 777-7773 CLIENT inlandengineenngQsbcglobal.net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY \nf FRAME F-1 LINEI Seismic Design for IntermecHate/Ordinary Moment Resisting Frames Based on CBC 10, AISC 341-05 & AISC 3S8^ INPUT DATA & OESIGN SUMMARY COLUMN SECTION BEAM SECTION A d 22.9 16.5 A d 22.9 16.5 tw 0.46 tw 0.46 = > W16X77 b, t, 10.30 0.76 = > W16X77 bf t, 10.30 STRUCTURAL STEEL YIELD STRESS THE FACTOR AXIAL LOAD ON THE COLUMN BEAM LENGTH BETWEEN COL. CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW 0.76 S, 136 Sx 136 1120 1120 fx 6.99 fx 6.99 2.45 2.45 Zx 152 Zx 152 k 1.47 k 1.47 Pu = L = h = 50 ksi 132 kips 25 ft 14 ft I L l . -L I I I 1 - THE DESIGN IS ADEQUATE. (Continuity column stiffeners 0.9375 x 8 with 1/4" fillet weld to web & CP to flanges. A doubler plate is required with thic:kness of 7/16 in. J ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) FRAME TYPE R no Cd SMRF 8 3 5 1/2 IMRF 4.5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) bf/(2tf)= 6.78 < 0.3(Es/Fy)°^= 7.22 [Satisfactory] [ 52 / (Fy)°^ for AISC Seismic 97, Tab. 1-9-1] Where E, = 29000 ksi h /1„ = 29.80 < 2.45 (Es / Fy)°^ = 59.00 [Satisfactory] [418/(F/= for FEMA Sec. 3.3.1.2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab. 1-8-1) bf/(2tf)= 6.78 < 0.3(ES/F/== 7.22 [Satisfactory] [52/(F/ ° for AISC Seismic 97, Tab. 1-9-1] h/t« = 29.80 [Satisfactory] 3.14(Es/Fy)°'(1-1.54P^;i|i|,Py) = N/A , for Pu/i|)bPy< 0.125 [ 520 / (Fy)°*(1-1.54Pu/i|)bPy) for AISC Seismic 97, Tab. 1-9-1] (E5/Fy)"MAX[1.49, 1.12(2.33-Ca)]= 59.39 , for Pu/(|)bPy > 0.125 {MAX[191 / (Fy)'"(2.33-Pu/i|n,Py), 253 / (Fy)" *] for AISC Seismic 97, Tab. 1-9-1} Where i|ib= 0.9 , Py = FyA 1145 kips CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-05 Sec. 2.4.4) tcf = MIN{ bbf / 6 , 0.4[1.8bbf tb, (FybRyb) / (FybRyb)l ° ' }= 1.50 in > actual tcf (The continuity plates required.) 8 tst - tbf for interior connecSion, or (tbf 12) for exterior connection = < 1.79(Es/Fys,)°'ts,= 653.5 kips 0.76 in,USE 0.94 in, (13/16 in ) 47.63 in, (LRFD Sec. Kl .9) [Satisfactory] *cPn,sl = *cFcrA = Where 0.9 0.75 l = ts,(2bs, + tv„)'/12 A rs Pu.st = Ryb Fyb t>fb Vb = 2bs,ts, + 25(t,^' = :(I/A)°' = 348 in 20 in^ 4.15 in 430.5 kips < ((icPn hs, = dc - 2k = K hs, / fs, < 200 Xc = 0.027 Fcr = 35.99 Fys, = 36 [Satisfactory] 13.56 (AISC 360, E2) ksi kips, plate yield stress [Satisfactory] The best fillet weld size (AISC 360-05 Sec. J2.2b) > WMIN = 0.1875 in w= 1/4 in < WMAX = 0.3125 in [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360-05 Sec.J2.2b) Lv, = 0.6ts|Lns,Fy / [(2) ^ F„ (0.707 w)] = (0.9375 X 10.6) X 36 / [(2) 0.75 (0.6x70)(0.707x1/4)] = Where Lnet = dc - 2(k-H.S) = 10-6 < 13.58 in 2(Lnet -0 5) [Satisfactory] (cont'd) CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec. 10.2d) tRe<,D=MAX(ti,t2)= 0.87 in ti = CyMpr(h-db)/[0.9(0.6)FycRycdc(db-tft,)h]= 0.87 in Where C, = Sb / (Cpr Zb) = 0.78 Cpr = 1.15 (AISC 341-05 Sec. 9.6 & AISC 358-05 Sec. 2.4.3) Ry = 1.1 (AISC 341-05 Tab. 1-6-1) Sb = 2lb/db= 136 in^ lb = lx= 1120 in" Mpr = Nb CprRyFyb Zb = 801 ft-kips Nb = 1 , (if double side connection of beams, input 2) t2 = (d2 + Wz)/90 = (db-2ts, + dc-2k)/90= 0.31 in Since t^ = 0.46 in < tReqo, a doubler plate is required with thickness of 7/16 In. Technic^al References: 1. AISC 341-05: "Seismic Provisions for Stnjctural Steel Buildings", American Institute of Steel Constmction, Nov. 16, 2005. 2. AISC 360-05: "Specification for Stnjctural Steel Buildings", American Institute of Steel Construction, March 9, 2005. 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Constnjction, Dec 13, 2005, 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar", AISC, Oct. 12, 2006. .Y .Z .X -2 665k/ft 135.4 25k FPF 1 i 135,4 14,9 Loads: LC 1, DL+LL+EL Solution: Envelope Member Bending Moments (k-ft) Inland Engineering, Inc. SN 101585 NCCC SK-1 July 18, 2011 at 5:22 PM nccc-101585- FRAME F-2 Iine1-r2.. Company Designer Job Number Inland Engineering, SN 101585 Inc. NCCC Checked By:_ 1^ Global Display Sections for Member Calcs Max Internal Sections for Member Calcs 97 1 Include Shear Deformation Yes j Merge Tolerance (in) 1.12 1 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code Aisc 360-05: ASD iCold Formed Steel Code 1 AISI 1999: ASD | Wood Code AF&PA NDS-97: ASD IWood Temperature i<100F 1 Concrete Code ACI 318-99 1 Masonry Code 1 ACI 530-05: ASD | Aluminum Code AA ADM1-05: ASD Number of Shear Regions 4^ i Region Spacing Increment (in) 14 1 Concrete Stress Block Rectangular ! Use Cracked Sections Yes i Bad Framing Wamings No 1 Unused Force Warnings )Yes 1 Hot Rolled Steel Properties Label HR STL E [ksi] 29000 G[ksil 11154 Nu .3 Therm (MES F) .65 Densitytk/ff^Sl .49 Yield[ksil 50 Hot Rolled Steel Section Sets Label SECI Shape W16X57 -Type Beam Design List Wide Flanqe Material HR STL Design Rules _ typical AIIn21 16.8 I (90,270) [i. 43.1 1(0,180) [in4] 758 sec2 W16X57 Beam Wide Flange! HR STL ; Typical 16.8 43.1 758 Member Primarv Data Label 1 Joint J Joint 1 M1 Nl N2 2 M2 N2 N3 3 M3 N3 N4 Rotate(deg) Section/Shape Type Design List Material Design Rules SECI Beam Wide Fla. . HR Sf L . TVPjcal sec2 Beam Wide Fla...: HR_stL ; typical SECI Beam wide Fla... HR_STL Typical Joint Coordinates and Temperatures Label Xlft] Ylftl Temp [F] 1 N1 0 0 0 i 2 N2 0 14 0 1 3 N3 20 14 0 1 4 N4 20 0 0 1 Joint Boundarv Conditions Joint Label X[k/in] Y [k/in] Rotatipn[k-ft/rad] Footing 1 N'1 Reaction Reaction Reaction ! 2 _ N4 Reaction Reaction Reaction RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585- FRAME F-2 Iine1-r2d.r2d] Page 1 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: 7^ Hot Rolled Steel Desian Parameters 1 Label Ml Sha^e SEC1 Lengthf... Lb-out[ft] Lb-in[ft]_ Lcomp top...Lcom_p boL.. K-out K-in Cm 14 Cb^ Out §,., In sway Functi... Lateral 2 M2 sec2 20 . i 1 i : Lateral 3 M3 _ SECI 14 Lateral Plate Primarv Data .Label. A Joint B Joint _C Jgirit No Data to Print.. D Joint Material Thickries_s[in] Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label N2 L.D.M L Direction Magnitude[(k,k-ft), (injad). (k*s'*2/ft.. X 25 Member Point Loads Member Label Direction No Data to Print. MagnitudeLkak-ftl LocalLon[ft,%] Member Distributed Loads (BLC 2: DL) Member Label 1 M2 Direction Start MagnitudeLk/ft,d.^End Magnitude[kyfLd..^ Start Location[ft.%] EndJ.ocation[ft,%] ___ __ Y -1.54 -1.54 0 25__ _ Member Distributed Loads (BLC 3 : LL) Member Label Direction Start Magnitude[k/ft,d...End Magnitude[k/ftJ... _ _Start Locatjon[ft,%] _ End Location[ft,%] 1 M2 Y -1.125 -1.125 0 25 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 LAT. EL 1 . ! 2 DL DL .-1.. 1 3 LL LL - -1 Load Combinations Description SolvePD.. SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL+LL+EL Yes Y EL 1 DL 1 LL 1 - -- - Envelope Joint Displacements Joint X [in] LC - Y linl _ LC Rotation [rad] LC 1 Nl max 0 1 0 1 0 1 1 2 ^ min . _ 0 1 0 : 1 0 1 3 N2 max .399 1 -.007 1 -3.325e-3 1 1 4 , min .399 1 -.007 1 -3.325e-3 1 5 N3 max .39 1 -.012 1 2.44e-5 1 I 6 • min :39 1 -.012 1 2.44e-5 1 7 N4 max 0 1 0 1 0 1 i 8 min 0 1 0 1 0 1 RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585- FRAME F-2 Iine1-r2d.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By:. Envelope Joint Reactions Joint 1 Nl max X[kl -5,823 LC Y[kl 20.998 LC Moment [k-ft] 77.56 LC 1 ! 2 min -5.823 1 20.998 1 77.56 1 3 N4 max -19.177 1 35.046 1 134.874 1 1 4 min -19.177 1 35.046 1 i 134.874 1 5 Totals: max -25 1 56.044 1 ! 6 min -25 1 56.044 1 Envelope Member Section Forces 1 Member Sec ML 1 max Axiallkl 20.998 LC Shear[k] 5.901 LC Moment[k-ft] 77.56 LC 1 2 : i min 20.998 ; 1 [ 5.901 1 77.56 1 3 r:i:::::: :z:,:r :x: . _max 20.798 1 5.901 1 56.907 1 i,:„4"" min 20.798 1 5.901 1 56.907 1 5 _3_._ max 20.598 1 5.901 1 _ 36.253 1 [,.6:7::: min 20.598 1 5.901 1 36.253 1 7 ::::::: ::...:::::4 max 20.398 i 5.901 1 15.599 1 L,_,8::::: i min 20.398 1 5.901 1 15.599 1 9 5 max 20.198 1 5.901 1 -5.055 1 i 10 i min 20.198 ... 5.901 1 -5.055 1 11 _ M2 _ _ ±_____ max 19.177 1 20.199 1 -5.055 1 1 12 min 19.177 1 20.199 1 -5.055 1 13 _ 2 max „ 19.177 1 6.588 1 : -72.021 1 1 14 '. min 19.177 1 6.588 1 -72.021 1 15 _.__3... max 19.177 1 -7.023 1 -70.933 1 I 15 _:___ min 19.177 1 -7.023 1 -70.933 1 17 :: ::i::::::: :zr:4:: max 19.177 1 -20.634 1 -1.79 1 1 18 1 min 19.177 1 -20.634 1 -1.79 1 19 __^5_^_ max 19.177 7 1Z_ -34.245 1 135.406 1 [ 20 1 min 19.177 1 -34.245 1 135.406 1 21 M3 _ _ _ 1 _ max 34.245 1 19.306 1 135.406 1 1 22 i min 34.245 1 19.306 1 135.406 1 23 :,::::!.:::,::: 2: max 34.445 1 19.306 1 67.836 1 1 24 min 34.445 1 19.306 ' 1 67.836 1 25 ::::.''TZ" max 34.645 1 19.306 1 .266 1 t 26 J min 34.645 1 19.306 1 .266 1 27 ..::::::::::::: .:::4: max 34.846 T 19.306 1 -67.304 1 1 28 min _ 34.846 1 19.306 1 -67.304 1 29 ':::"zi:7i::::::5i max 35.046 1 19.306 1 -134.874 1 \ 30 ^ ; min 35.046 1 19.306 1 -134.874 1 Envelope Member Section Stresses Member Sec Axia|[ksll _ LC Shear[ksi] LC _Top Bending[k,.. LC Bottom Bendjn..,. ^ 1 Ml 1 max 1.25 1 .835 1 -10.087 1 10.087 1 1 2 ; min 1.25 ; 1 .835 1 -10.087 i 1 i 10.087 i 1 3 2 max 1.238 1 .835 1 -7.401 1 7.401 1 1 4 : i min 1.238 1 1 .835 1 -7.401 1 1 i 7.401 i 1 5 3 max 1.226 1 .835 1 -4.715 1 4.715 1 1 6 i min 1.226 i 1 .835 1 -4.715 1 4.715 1 1 7 4 max 1.214 1 .835 1 -2.029 1 2.029 1 1 8 min 1.214 i 1 .835 1 -2.029 1 2.029 1 9 5 max 1.202 1 .835 1 .657 1 -.657 1 i 10 min 1.202 ; 1 .835 1 .657 1 -.657 : 1 11 M2 1 max 1.142 1 2.859 1 .657 1 -.657 1 ! 12 : min 1.142 i 1 2.859 1 .657 1 i -.657 i 1 RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585- FRAME F-2 linei-r2d.r2d] Page 3 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By:_ Envelope Member Section Stresses (Continued) Member Sec Axial[ksi] LC SheailksiL _ LC Top Bending[k... LC _Bottom^_BeMin.., LC 13 2 max 1.142 1 .932 1 9.366 -9.366 1 i 14 \ min 1.142 \ 1 .932 1 9.366 i ' -9.366 \ 1 15 3 max 1.142 1 -.994 1 9.225 -9.225 1 1 16 I min 1.142 i 1 -.994 1 9.225 1 ^ -9.225 I 1 17 4 max 1.142 1 -2.921 1 .233 -.233 1 1 18 I min 1.142 1 1 -2.921 1 .233 • • -.233 1 19 5 max 1.142 1 -4,847 1 -17.61 17.61 1 I 20 1 min 1.142 1 1 -4.847 1 -17.61 i ' 1 i 17.61 1 i 21 M3 1 max 2.038 1 2.733 1 -17.61 1 17.61 1 i 22 1 min 2.038 1 1 2.733 1 -17.61 I ' 1 i 17.61 1 23 2 max 2.05 2.733 1 -8.822 1 8.822 1 1 24 i min 2.05 1 ' 2.733 1 -8.822 i • 1 8.822 1 25 3 max 2.062 2.733 1 -.035 1 .035 1 I 26 i min 2.062 ! " 2.733 1 -.035 i • 1 .035 1 27 4 max 2.074 2.733 1 8.753 1 -8.753 1 i 28 i min 2.074 1 ' 2.733 1 8.753 1 -8.753 1 1 29 5 max 2.086 2.733 1 17.541 1 -17.541 1 1 30 ^ min 2.086 i ' 2.733 1 17.541 1 -17.541 ; 1 Envelope Member Section Deflections Member Sec x[in] 1 M1 1 max 0 2 min 0 3 2 max -.002 4 min -.002 5 3 max -.004 6 niin -.004 7 4 max -.005 8 min -.005 9 5 max -.007 10 min -.007 11 M2 1 max .399 12 min .399 13 2 max .397 14 min .397 15 3 max .394 16 min .394 17 4 max .392 18 min .392 19 5.. max .39 20 min .39 21 M3 1 max .012 22 niin .012 23 2 : max .009 24 mm .009 25 : 3 max .006 26 min .006 27 4 niax .003 28 min .003 29 5 max 0 30 min 0 LC y[in] 0 0 -.037 -.037 -.13 -.13 -.257 -.257 -.399 -.399 -.007 -.007 -.168 -.168 -.199 -.199 -.102 -.102 -.012 -.012 .39 .39 .325 .325 .195 .195 .065 .065 0 0 LC L/y Ratio NC NC 4487.973 4487.97'3 1295.637 1295.637 654.183 654.183 421.081 421.081 NC NC 1499.855 1499.855 1265.57 1265.57 2637.202 2637.202 NC NC NC NC 5103.556 5103.556 NC NC 5225.562 5225.562 NC NC LC RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585- FRAME F-2 linei-r2d.r2d] Page 4 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By:. Envelope AISC 360-05: ASD Steel Code Checks Member „Shape CodeJIh... Loc[ftl^LC_ShearC, Ml W16X57 .343 0 1 .042 Loc[ft] LC Pnc/om [k] Pnt/om [kJ Mn/om„Ik-ftl Cb Eqn 0 1 225.0"18 502.994 261.976 1 H1-1b M2 W16X57 602 ' 20 I 1 j .242 ' 20 1 112.47 ; 502.994 261.976 2....j H1-1b M3 W16X57 .593 0 1^ .137 0 1 225.018 502.994 261.976 .2:- H1-1b RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585- FRAME F-2 linei-r2d.r2d] Page 5 Inland Englnaaring & Consuiting, inc. 4883 E La Palma Ave.. Suite 501-A PROJECT Anaheim, CA 92807 r^i icMT Phone: (714) 777-77001 Fax: (7") 777-7773 OLillN i iniandengine«fingQ$bcglobat.net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY FRAME F-2 LINEI S«lsffllc Oesisn forlntarniecRateJOrdinary Moment Resisting Frames Based on CBC 10, AISC 341-05 & AISC 358-05 INPUT DATA & DESIGN SUMMARY COLUIWN SECTION = > W16X57 Ad tw 16.8 16.4 0.43 BEAM SECTION bf 7.12 = > tf 0.72 W16X57 Sx 92.2 Ix 758 fx 6.72 1.60 Zx k 105 1.12 Ad tw 16.8 16.4 0.43 bf 7.12 tf 0.72 Sx 92.2 •x 758 fx 6.72 1.60 Zx k 105 1.12 STRUCTURAL STEEL YIELD STRESS = 50 ksi i THE FACTOR AXIAL LOAD ON THE COLUMN BEAM LENGTH BETWEEN COL. CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW Pu = L = h = 35 20 14 kips ft ft t I, .1, t .1.1 I I 1 r : THE DESIGN IS ADEQUATE. (Continuity column stiffeners 0.875 x 7 with 1/4" fillet weld to web & CP to flanges. A doubler plate is required with thickness of 3/16 in. ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) FRAME TYPE R Ho Cd SMRF 8 3 51/2 IMRF 4.5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) bf/(2tf)= 4.98 < 0.3(ES/F/^= 7.22 [Satisfactory] [ 52 / (Fy)°^ for AISC Seismic 97, Tab. 1-9-1] Where E, = 29000 ksi h/t,, = 32.93 < 2.45 (E,/F/ 59.00 [Satisfactory] [ 418 / (F/^ for FEMA Sec. 3.3.1.2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab. 1-8-1) b, / (2t,) = 4.98 h/tw = 32.93 [Satisfactory] 0.3(Es/F/='= 7.22 [Satisfactory] for AISC Seismic 97, Tab. 1-9-1] lO-S, [52/(F/ 3.14(Es/F/ =(1-1.54Pu/i|i5Py)= 70.23 , for Pu/fePy < 0.125 [ 520 / (Fy)''^(l-1.54Pu/i|)bPy) for AISC Seismic 97, Tab. 1-9-1] (Es/Fy)°^MAX[1.49, 1.12(2.33 - Ca)] = N/A , for Pu/(|)bPy> 0.125 { MAX[ 191 / (Fy)°^(2.33-Pu/ijibPy), 253 / (Fy)°^ for AISC Seismic 97, Tab. 1-9-1} Where is>t,= 0.9 :FyA = 840 kips CHECK CONTINUITY PLATE REQUiREMENT (AISC 358-05 Sec. 2.4.4) tc = MIN{ bw / 6 , 0.4[1.8bb, tb, (FybRyb) / (FybRyb)l" ' }= 1.19 In > actual tcf (The continuity plates required.) tst = tbf for interior connection, or (tbf 12) for exterior connection = bst= 7 in < 1.79 (Es/Fys,)°%,= 546.4 kips 0.72 in,USE 0.88 in, ( 3/4 in ) 44.45 in, (LRFD Sec. Kl.9) [Satisfactory] •cPn.st - <l>cFa Where K = 0.9 0.75 l = ts,(2bs, + t„c) /12 = A = 2bs,ts, + 25(twc)' = rs, = (l/A)°= = ^yb Pyb hfb 'fb - 219 17 3.60 in 280.0 kips hs, = dc-2k = Khs,/rs, <200 Xc = 0.033 F„ = 35.98 14.16 (AISC 360, E2) [Satisfactory] •^yst -36 ksl kips, plate yield stress iticPn,5t [Satisfactory] The best fillet weld size (AISC 360-05 Sec.J2.2b) > WMIN = 0.1875 in w= 1/4 in < WMAX = 0.3125 in [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360-05 Sec.J2.2b) L„ = 0.6ts,Lns,Fy / [(2) ^ F„ (0.707 w)] = (0.875 X 11.2) X 36 / [(2) 0.75 (0.6x70)(0.707x1/4)] = Where LTO, = dc-2(k-H.5) = 11.2 13.39 in 2(Lnei -0.5) [Satisfactory] CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec. 10.2d) tReqo = MAX (ti.t2)= 0.60 in ti=CyMpr(h-db)/[0.9(0.6)FycRyodc(db-t,b)h]= 0.60 in Where Cy = Sb / (Cp^ Zb) = 0.77 Cpr = 1.15 (AISC 341 -05 Sec. 9.6 & AISC 358-05 Sec. 2.4.3) Ry = 1.1 (AISC 341-05 Tab. 1-6-1) Sb = 2lb/db= 92 in' lb = Ix = 758 in" Mpr = Nb CprRyFyb Zb = 553 ft-kips Nb = 1 . (it double side connection of beams, input 2) t2 = (d2 + Wj)/90 = (db-2ts, + dc-2k)/90 = 0.32 in Since t«ic= 0.43 In required with thickness of 3/16 in. tReqD. a doubler plate is (cont'd) Technical References: 1, AISC 341-05: "Seismic Provisions for Stmctural Steel Buildings", American Institute of Steel Construction, Nov. 16, 2005. 2. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. 3, AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar", AISC, Oct. 12, 2006. .Y .Z ,X CD • 456m 25k 78 M2 ..irl'lHrT 78 **R4o4.: Loads: LC 1, DL-t-LL-i-EL Solution: Envelope Member Bending Moments (k-ft) Inland Engineering, Inc. SN 101585 NCCC SK-1 July 18, 2011 at 5:59 PM nccc-101585-FRAI\/IE F-3 LINE1.r2d Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By:. Global Display Sections for Member Calcs 5 IMax Internal Sections for Member Calcs 97 \ Include Shear Deformation Yes Merge Tolerance (in) 1.12 1 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC 360-05: ASD ICold Formed Steel Code 1 AISI 1999: ASD | Wood Code AF&PA NDS-97: ASD IWood Temperature l<100F 1 Concrete Code ACI 318-99 1 Masonry Code : ACI 530-05: ASD | Aluminum Code AA ADM 1-05: ASD Number of Shear Regions 4 [Region Spacing Increment (in) 14 1 Concrete Stress Block Rectangular lUse Cracked Sections Yes 1 Bad Framing Warnings No 1 Unused Force Warnings Yes 1 Hot Rolled Steel Properties Label E [ksil G [ksi] Nu Therm (\1 E5 F) DensityLk/ffS] YieldLksIl 1 HR_STL 29000 11154 ^ .3 .65 .49 50 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] 1 (90,270) [i. .l(0J80)[in41 1 SECI W16X57 Beam WideFlanae HR STL Typical 16.8 43.1 758 1 2 sec2 W16X57 Beam iWide Flange HR STL Tvpical 16.8 43.1 758 Member Primarv Data Label 1 Joint J Joint _ Rptate(deg)_ _ Section/Shape Type _ Design List IVlaterial Design Rules 1 M1 Nl N2 SECI . ..... Beam Wide Fla... HR STL Typical 1 2 M2 N2 N3 sec2 Beam Wide Fla... HR STL typical 3 M3 N3 N4 -SEG1 _ _ Beam Wide Fla^r HR STL typical Joint Coordinates and Temperatures Label X[ft] Y[ft Temp [F] 1 Nl 0 0 0 [2 N2 0 14 0 3 N3 14 14 0 [ 4 N4 14 0 0 Joint Boundarv Conditions 1 2 Joint Label Nl N4 X [k/inl Reaction Reaction Y[k/inJ Reaction Reaction Rotation[k-ft/radl . Reaction Reaction Footing RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-3 LINEI.r2d] Page 1 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 NCCC Checked By: 1^7 Hot Rolled Steel Desian Parameters Label Shape Length[... Lb-out[ft] Lb-ln[ft] Lcomp top...Lcomp bot... K-out K-in Cm Cb. Out s.Jn syyay.Functi,.. 1' Ml SECI 14 Lateral 2 M2 sec2 14 Lateral 3 _ M3 SECI 14 Lateral Plate Primarv Data LabeL _AJoinL B Joint C Joint No Data to Print... D Joint MateriaL Thicknesspn] Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label N2 l.DM L Direction Magnitudel(k_,k-ft),(in.rad). (k*s''2/ft.. X 25 Member Point Loads Member Label Direction Magnitude[k,k-ftJ No Data to Print... Location[ft.%l Member Distributed Loads (BLC 2 : DL) Member Label 1 M2 Direction Start Magnitude[k/ft,d...End MagnitudeLk/ft,d... Start Location[ft,%] End LocationXft,%] Y -.056 -.056 0 14 Member Distributed Loads (BLC 3 : LL) Member Label Direction Start Magnitude[k/ft,d...End Magnitude[k/fLd... Start LocationLft,%] End Location[ft,%] M2 Y -.4 -.4 0 14 Basic Load Cases BLC Description 1 LAt. [ 2 DL 3 LL_ Category EL DL LL X Gravity Y Gravity -1 Joint ___ 1 _ P oM Distributed 1 ! 1 Load Combinations Description SoJvePD.., SR . . BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor. BLC Factor 1 DL+LL+EL YesY EL 1 DL 1 LL._ J - -- - --- -- Envelope Joint Displacements Joint X[in] LC YDnl LC Rotation [rad] LC 1 Nl max 0 1 0 1 0 1 ! 2 min 0 1 0 1 0 1 3 N2 max .366 1 .002 1 -1.456e-3 1 1 4 min .366 1 .002 1 -1.456e-3 1 5 N3 max .361 1 -.005 1 -1.159e-3 1 1 6 min .361 1 -.005 1 -1.159e-3 1 7 N4 max 0 1 0 1 0 1 1 8 . min 0 1 0 1 0 . 1... RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-3 LINEI.r2d] Page 2 Company Designer Job Number Inland Engineering, SN 101585 Inc. NCCC Checked By:. Envelope Joint Reactions 1 Joint N1 max - XM -12.032 LC 1 YLkl _ -6.085 LC 1 Moment [k-ft] 99.944 LC 1 2 min -12.032 1 -6.085 : 1 99.944 1 3 N4 max -12.968 1 14.87 1 103.767 1 4 min -12.968 1 14.87 ^ 1 103.767 1 5 Totals: max -25 1 8.785 1 6 min -25 1 8.785 1 Envelope Member Section Forces 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Member Ml Sec .1 ~2 "3 M2 M3 _1 2 4 3 T 1 A. 5 max jnin .max min max. min max min max min _Oiax^ min _ max min max min max min max min max min max min max min max min max min AxiaJ[ki -6.085 -6.085 -6.285 -6.285 -6.485 -6.485 -6.685 -6.685 -6.885 -6.885 12.968 12J68 12.968 12.968 12.968 12.968 12.968 12.968 12.968 12.968 14.069 14.069 14.27 14.27 14.47 14.47 14.67 14.67 14.87 14.87 LC 1 1 1 Shear[k] 12.009 12.009 12.009 12.009 LC 1 1 1 1 12j)09 12.009 12.009 12.009 12.009 12.009, -6.884 -6,884 -8j8 -8.68 -10.476 -10.476 -12.272 -12.2J2 -14.069 -14.069 13.018 13.018 13.018 13.018 13.018 13.018 13.018 13.018 13018 13.018 Moment[k-ft] 99.944 99.944 57.911 57.911 _15.878 15.878 -26.155 -26.155 -6.8J,88 -eil 88 -68J88_ -68.188 -40.95 -40.95 -L426 -7.426 32.385 32.385 78.481 78.48J 78.481 78.481 32.919 32.919 -12.643 -12.643 -58.205 -58.205 -103.767 -103.767 LC 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Envelope Member Section Stresses 1 Member Ml Sec 1 max Axialfksi] -362 LC 1 Shear[ksil 1.7 LC 1 Tc>p Bending[k... -12.998 LC 1 Bottom Bendin.. 12.998 . LC 1 2 i min -.362 1 1.7 i 1 -12.998 1 12.998 1 3 2 max -.374 1 1.7 1 -7.531 1 7.531 1 4 i min -.374 i 1 1.7 : 1 -7.531 1 7.531 1 5 3 max -.386 1 1.7 1 -2.065 1 2.065 1 6 min -.386 1 1 1.7 : 1 -2.065 1 2.065 1 7 4 max -.398 1 1.7 1 3.402 1 -3.402 1 8 min -.398 i 1 1.7 1 3.402 1 -3.402 1 9 5 max -.41 1 1.7 1 8.868 1 -8.868 1 10 min -.41 1 1 1.7 1 8.868 1 -8.868 1 11 M2 1 max .772 1 -.974 1 8.868 1 -8.868 1 12 min .772 i 1 -.974 ^ 1 8.868 1 -8.868 1 RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-3 LINEI .r2d] Page 3 Company : Inland Engineering, Inc. Checked Bv: < Designer : SN Checked Bv: < Job Number : 101585 NCCC Checked Bv: < Envelope Member Section Stresses (Continued) Member Sec Axial[ksi] LC Shearfksi] LC Top Bending[k.. LC Bottom Bendin... LC 13 2 max .772 1 -1.229 1 5.326 1 -5.326 1 1 14 1 min .772 1 1 -1.229 1 1 5.326 1 -5.326 1 1 15 3 max .772 1 -1.483 1 .966 1 -.966 1 1 16 i min .772 i 1 -1.483 ! 1 .966 1 ; -.966 1 1 17 4 max .772 1 -1.737 1 -4.212 1 4.212 1 1 18 i min .772 1 1 -1.737 ; 1 -4.212 1 4.212 I 1 19 5 max .772 1 -1.991 1 -10.207 1 10.207 1 1 20 1 min .772 1 1 -1.991 i 1 -10.207 1 10.207 1 1 21 M3 1 max .837 1 1.843 1 -10.207 1 10.207 1 1 22 ' i min .837 i 1 1.843 1 1 -10.207 1 ; 10.207 1 : 23 2 max .849 1 1.843 1 -4.281 1 4.281 1 i 24 i min .849 i 1 1.843 ; 1 -4.281 1 4.281 i 1 25 3 max .861 1 1.843 1 1.644 1 -1.644 1 1 26 ^ min .861 i 1 1.843 : 1 1.644 1 -1.644 ! 1 27 4 max .873 1 1.843 1 7.57 1 -7.57 1 1 28 ; min .873 1 1 1.843 ! 1 7.57 1 -7.57 1 1 29 5 max .885 1 1.843 1 13.495 1 -13.495 1 1 30 ! min .885 i 1 1.843 i 1 13.495 1 -13.495 ; 1 Envelope Member Section Deflections Member Sec x[in] LC yQnl LC L/y Ratio LC 1 Ml 1 max 0 1 0 1 NC 1 1 2 min 0 1 0 1 NC ; 1 i 3 2 max 0 1 -.048 1 3478.022 1 1 4 : i min 0 1 -.048 1 3478.022 1 5 3 max .001 1 -.152 1 1102.556 1 i 6 ! min .001 1 -.152 1 1102.556 i 1 7 4 , max .002 1 -.272 1 618.254 1 1 8 ! min .002 1 -.272 1 618.254 1 9 5 max .002 1 -.366 1 459.134 1 1 10 ; min .002 1 -.366 1 459.134 1 11 M2 1 max .366 1 .002 1 NC 1 1 12 1 nriin .366 1 .002 1 NC 1 13 2 max .365 1 -.024 1 6829.862 1 1 14 min .365 ] 1 -.024 1 6829.862 1 15 .1 3 rnax .364 1 -.012 1 NC 1 i 16 ; min .364 1 -.012 [ 1 NC 1 17 4 max .363 1 .008 1 NC 1 1 18 I min .363 1 .008 1 NC 1 19 5 max .361 1 -.005 1 NC 1 1 20 i min .361 1 -.005 1 NC 1 21 M3 1 rriax .005 1 .361 1 464.814 1 i 22 : min .005 I 1 : .361 1 464.814 1 23 2 max .004 1 .275 1 611.462 1 1 24 j min .004 : 1 .275 1 611.462 1 25 3 max .002 1 .156 1 1074.389 1 1 26 I min .002 1 .156 1 1074.389 1 27 ' 4 max .001 1 .05 1 3349.334 1 [ 28 i min .001 1 .05 1 3349.334 1 29 5 max 0 1 0 1 NC 1 1 30 : min 0 1 ; 0 : 1 NC 1 RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-3 LINEI.r2d] Page 4 Company Designer Job Number Inland Engineering, Inc. 101585 NCCC Checked Bv: ' ' Envelope AISC 360-05: ASD Steel Code Checks Member Shape Code Ch... Loc[ft] LC Shear C... Loc[ft] LC Pnc/om [k] Pnt/om [k] Mn/om [k-ft] Cb Eqn Ml W16X57 .388 0 1 .085 0 1 225.018 502.994 261.976 2.... HI-lb M2 W16X57 ; .328 14 I 1 .100 14 ; 1 225.018 I 502.994 \ 261.976 2.2l Hl-lb M3 W16X57 .429 14 1 .092 0 1 225.018 502.994 261.976 2. .. H1-1b RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-3 LINEI .r2d] Page 5 Inland EnglnMring & Consulting, Inc. 4883 E. La Pabna Ava., Suite 501-A Anaheim. CA 92807 Phone: (7141777-7700 j Fax: (7141777-7773 inlandenoineefinoOsbcglobal.nat PROJECT: CLIENT: JOB NO.: NCCC TIMELESS 101586 DATE: PAGE DESIGN BY REVIEW BY FRAME F-3 LINEI Tn St iimic Design for (ntermediate/Ordlnary Momeirt Resisting Ffames Ctetctf oh C6C10, AISC 341.05 & AISC 3SM5 INPUT OATA & OESIGN SUMMARY COLUMN SECTION = > Ad t„ b, 16.8 16.4 0.43 7.12 BEAM SECTION » > Ad tw bf 16.8 16.4 0.43 7.12 STRUCTURAL STEEL YIELD STRESS THE FACTOR AXIAL LOAD ON THE COLUMN BEAM LENGTH BETWEEN COL. CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW W16X57 tf 0.72 W16X57 tf 0.72 S, 92.2 S, 92.2 •x 758 I, 758 6.72 fx 6.72 1.60 1.60 Z, k 105 1.12 Zx k 105 1.12 50 ksi Pu = 15 kips L = 14 ft h = 14 ft I I - 1. I I T I THE DESIGN IS ADEQUATE. (Continuity column stiffeners 0.875 x 7 with 1/4" fillet weld to web & CP to flanges. A doubler plate Is required with thickness of 3/16 in.) ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) FRAME TYPE R "o Cd SMRF 8 3 5 1/2 IMRF 4.5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) b,/(2tf)= 4.98 < 0.3(Es/Fy)°^= 7.22 [Satisfactory] [ 52 / (Fy)°^ for AISC Seismic 97, Tab. 1-9-1] Where Es = 29000 ksl h /1„ = 32.93 < 2.45 (Ej / Fy)"^ = 59.00 [Satisfactory] [418/(F/^ for FEMA Sec. 3.3.1.2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab. 1-8-1) bf/(2tf)= 4.98 h/t« = 32.93 [Satisfactory] [52/(Fy)° ° for AISC Seismic 97, Tab. 1-9-1] 3.14(Es/Fy)"(1-1.54Pu/i|)bPy)= 73.31 , for Py/fePy < 0.125 [ 520 / (Fy)°^(1-1.54PJ^„Py) lor AISC Seismic 97, Tab. 1-9-1] (Es/Fy)°^MAX[1.49, 1.12(2.33 - Ca)] = N/A , for PJ^P^ > 0.125 { MAX[ 191 / (Fy)°^(2.33-Pu/(|ii,Py), 253 / (Fy)° ^] for AISC Seismic 97, Tab. 1-9-1} Where ^= 0.9 = FyA 840 kips CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-05 Sec. 2.4.4) tcf = MIN{ by / 6 , 0.4[1.8bM tb, (FybRyb) / (FybRyb)l)= tst = tbf for interior connection, or (tbf 12) for exterior connection = bs,= 7 in < 1.79(Es/Fys,)° = ts,= 't>cPn,st = *cFcrA= 546.4 kips Where i^c = 0.9 K = 0.75 l = tst(2bs, + t«c)'/12= 219 in" A = 2bs,tst + 25(t^)' = 17 in' rst = {l/A)'''= 3.60 in Pu,st = RybFybbfbtfb= 280.0 kips < 1.19 in > actual tcf (The continuity plates required.) 0.72 ln,USE 0.88 in, (3/4 In) 44.45 in, (LRFD Sec. Kl .9) [Satisfactory] hs, = dc - 2k = K hst / rs, < 200 Xc = 0.033 Fcr = 35.98 14.16 (AISC 360, E2) [Satisfactory] ryst • 36 ksi kips, plate yield stress <l>cPn,st [Satisfactory] The best fillet weld size (AISC 360-05 Sec. J2.2b) > WMIN = 0.1875 in w= 1/4 in < WMAX = 0.3125 in [Satisfactory] The required weid length between A36 continuity plates and column web (AISC 360-05 Sec.J2.2b) Lv, = 0.6tstLns|Fy / [(2) <|i F^ (0.707 w)] = (0.875 X 11.2) X 36 / [(2) 0.75 (0.6x70)(0.707x1/4)] = Where L^et = dc - 2(k •H.5) = 11.2 13.39 in 2(Lnet -0-5) [Satisfactory] (cont'd) CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec. 10.2d) tReqD = MAX (ti,t2)= 0-60 in ti = CyMp,(h-db)/[0.9(0.6)FycRycdc(db-t,b)h]= 0.60 in Where C, = Sb / (Cpr Zb) = 0.77 Cpr = 1.15 (AISC 341-05 Sec. 9.6 & AISC 358-05 Sec. 2.4.3) Ry = 1.1 (AISC 341-05 Tab. 1-6-1) Sb = 2lb/db= 92 in' lb = IK = 758 in" Mpr = Nb CprRyFyb Zb= 553 ft-klps Np = 1 , {if double side connection of beams, input 2) t2 = (dz-vWj)/90 = (db-2ts, + dc-2k)/90= 0.32 in Since t,re= 0.43 in < tRe,,D. a doubler plate is required with thickness of 3/16 in. Technical References: 1. AISC 341 -05: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, Nov. 16, 2005. 2. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Constnjction, March 9,2005. 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar", AISC, Oct. 12, 2006. .Y .Z ..X -1,152k/ft 63k -116k M2 233.2 233.2 ^4l2.7 Loads; LC 1, DL-fLL-i-EL Solution: Envelope Member Bending Moments (k-ft) Inland Engineering, Inc. SN 101585 NCCC SK-1 July 21, 2011 at 11:05 AM nccc-101585-FRAME F-12 LINE 2.. Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By:. Global Display Sections for Member Calcs 5 iMax Internal Sections for Member Calcs 97 Include Shear Deformation Yes 1 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC 360-05: ASD Cold Formed Steel Code AISI 1999: ASD Wood Code AF&PA NDS-97: ASD jWood Temperature < 100F Concrete Code ACI 318-99 1 Masonry Code ACI 530-05: ASD Aluminum Code AAADM1-05: ASD Number of Shear Regions 4 1 Region Spacing Increment (in) 4 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Properties Label E [ksi] G [ksl] Nu Therm (\1E5F) DensityLk/ff^a] . Yield[ksi] 1 HR_StL 29000 11154 .3 .65 .49 50 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] 1 (90.270)Ji. . 1 (0,180) [in4] 1 SECI W18X86 Beam Wide Flanqe HR STL Typical 25.3 175 1530 r 2 sec2 W18X86 Beam Wide Flange: HR STL Typical 25.3 175 1530 Member Primarv Data label 1 Joint J Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 Ml Nl N2 SECI Beam Wide Fla... HR STL _ Typical 1 2 M2 N2 N3 sec2 Beam \N\deF\aZ HR STL ] Typical 3 M3 N3 N4 SECI _ Beapi Wide F\a...' HR STL Typical Joint Coordinates and Temperatures Label - xift] Ylft]--Temp IF] 1 N1 0 0 0 1 2 N2 0 14 0 \ 3 N3 30 14 0 1 4 N4 30 0 0 i Joint Boundarv Conditions Joint Label X [k/in] Y[k/lnl Rotation[k-ft/rad] Footing 1 Nl Reaction Reaction Reaction !._. 2 m Reaction Reaction ______ Reaction RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-12 LINE 2.r2d] Page 1 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 NCCC Checked By: Hot Rolled Steel Desian Parameters 1 Label Ml Shape SECI Lengthl... Lb-out[ft] 14" Lb-in[ft] Lcomp top...Lcomp boL.. K-out K-in Cm Cb Outs... Ins way_Functi,.. Lateral 1 2 M2 sec2 30 Lateral _3 M3 SECI 14 Lateral Plate Primarv Data Label A Joint B Joint C Joint D Joint Material Thicknessfin] No Data to Print... Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label 1 N2^ LD.M L Direction X Magnitude[(k,k-ft). (m.radX {k*s'^2/ft... 63 _ Joint Loads and Enforced Displacements (BLC 2: DL) Joint Label 1 N3 L.D.M L_„.. Direction „Y „ Magnitude[(k.k-ft). (in.rad), (k*s'*2/ft... -58 Joint Loads and Enforced Displacements (BLC 3 : LL) Joint Label 1 N3 L,D,M _ L Direction Y Magnitude[(k_.k-ft). (in.rad), (k*s'^2/ft... -58 Member Point Loads Member Label Direction No Data to Print... M_agnltude[k,k-ft]_. _ _Location[ft,%]. Member Distributed Loads (BLC 2: DL) Member Label 1 M2 Direction Start Magnitudefk/ft,d...End Magnitude[k/ft,d... _ Y -.552 _-,552 Start Location[ft,%] End Location[ft,%] 0 30 Member Distributed Loads (BLC 3 : LL) Member Label 1 M2 Direction Start Magnitude[k/ft,d...End Ma5nitude{k/ft,i.. Y _ _j-,6 -.6 Start Location(ft,%] End Location[ft,%] 0 30 6as/c Load Cases BLC Description 1 LAT. 1 2 DL Category X Gravity EL DL Y Gravity _ -1 • Joint Point Distributed 1 1 1 • 1 ] 3 XL _ LL • 1 1 Load Combinations Description SolvePD... SR... ^LC Factor BLC_Factor BLQ Factor BLC Factox BLC„Factor BLC Factor BLC Factor BLC Factor 1 DL+LL+EL Yes Y EL 1 DL 1 LL 1 RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-12 LINE 2.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By:_ Envelope Joint Displacements 1 Joint Nl max . X [Ln] 0 LC Y[in] 0 LC Rotation [radl 1 0 . LC 1 2 min 0 1 0 1 0 1 3 N2 max .591 1 -.002 1 -3.844e-3 1 1 4 min .591 1 -.002 1 -3.844e-3 1 5 N3 max .572 1 -.033 1 -1.806e-3 1 1 6 min .572 1 -.033 1 -1.806e-3 1 7 N4 max 0 i 0 1 0 1 1 8 min 0 1 0 1 0 1 Envelope Joint Reactions 1 Joint Nl max X[k] -24.804 LC Y[k] 9.019 LC Moment [k-ft] 1 258.566 LC 1 [ 2 . min -24.804 1 9.019 1 258.566 1 3 [T:" 5 N4^ totals: . .cnax „.rnin„. max min -38.196 -38.196 -63 -63 146.534 146.534 155.553 155.553 1 312.675 1 312.675 1 1 Envelope Member Section Forces 1 Member Sec Ml 1 max Axial[kJ 9.019 LC Shear[k] 24.852 LC Moment[k-ft] 1 258.566 LC 1 2 i min 9.019 1 24.852 1 258.566 1 3 2 max 8.718 1 24.852 1 171.585 1 1 4 1 min 8.718 1 24.852 1 171.585 1 5 3 max 8.417 1 24.852 1 84.604 1 1 6 min 8.417 1 24.852 1 84.604 1 7 4 max 8.116 1 24.852 1 -2.377 1 1 8 min 8.116 1 24.852 1 -2.377 1 9 5 max 7.814 i 24.852 1 -89.357 1 1 10 min 7.814 1 24.852 1 -89.357 1 11 M2 1 max 38.196 1 7.82 1 -89.357 1 i 12 min 38.196 1 7.82 1 -89.357 1 13 2 max 38.196 1 -1.466 1 -113.183 1 1 14 min 38.196 1 -1.466 1 -113.183 1 15 3 max 38.196 1 -10.752 1 -67.366 1 L16 min 38.196 1 -10.752 1 -67.366 1 17 4 max 38.196 1 -20.037 1 48.094 1 1 18 min 38.196 1 -20.037 1 48.094 1 19 5 max 38.196 1 -29.323 1 233.197 1 1 20 min 38.196 1 -29.323 1 233.197 1 21 M3 1 max 145.329 1 38,991 1 233.197 1 1 22 , min 145.329 _ 1 38.991 1 233.197 1 23 2 max 145.63 1 38.991 1 96.729 1 1 24 min 145.63 1 38.991 1 96.729 1 25 3 max 145.931 1 38.991 1 -39.739 1 1 26 min 145.931 1 38.991 1 -39.739 1 27 4 max 146.232 1 38.991 1 -176.207 1 1 28 min 146.232 1 38.991 1 -176.207 1 29 5 max 146.534 -j 38.991 1 -312.675 1 1 30 min 146.534 1 38.991 1 -312.675 1 RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-12 LINE 2.r2d] Page 3 Company Designer Job Number Inland Engineering, SN 101585 Inc. NCCC Checked By:_ H7 Member 1 M1 Sec 1 max Axiallksi] .357 LC 1 Shear[ksil 2.815 LC Top Bending[k... 1 -18.647 LC 1 Bottom Bendin.. 18.647 LC 1 1 2 i min .357 1 1 2.815 : i -18.647 1 18.647 1 3 2 max .345 1 2.815 1 -12.374 1 12.374 1 1 4 1 min .345 1 1 2.815 i 1 -12.374 1 12.374 1 5 3 max .333 1 2.815 1 -6.101 1 6.101 1 1 6 i min .333 ! 1 2.815 : 1 -6.101 1 6.101 1 7 4 max .321 1 2.815 1 .171 1 -.171 1 1 8 i min .321 1 1 2.815 \ 1 .171 1 -.171 1 9 5 max .309 1 2.815 1 6.444 1 -6.444 1 1 10 , min .309 i 1 2.815 i 1 6.444 1 -6.444 1 11 M2 1 max 1.51 1 .886 6.444 1 -6.444 1 1 12 1 min 1.51 I 1 .886 j 1 6.444 1 -6.444 1 13 2 max 1.51 1 -.166 1 8.162 1 -8.162 1 1 14 ; : min 1.51 : 1 -.166 1 1 8.162 1 -8.162 1 15 3 max 1.51 1 -1.218 1 4.858 1 -4.858 1 1 16 i min 1.51 1 -1.218 , 1 4.858 1 -4.858 1 17 4 max 1.51 1 -2.27 -3.468 1 3.468 1 1 18 ; min 1.51 1 -2.27 ; 1 -3.468 1 3.468 1 19 5 max 1.51 1 -3.322 1 -16.818 1 16.818 1 i 20 : min 1.51 1 -3.322 : 1 -16.818 1 16.818 1 21 M3 1 max 5.744 1 4.417 •j -16.818 1 16.818 1 1 22 i min 5.744 1 1 4.417 j 1 -16.818 1 16.818 1 23 2 max 5.756 1 4.417 1 -6.976 1 6.976 1 1 24 min 5.756 i 1 4.417 1 1 -6.976 1 6.976 1 25 3 max 5.768 1 4.417 1 2.866 1 -2.866 1 1 26 : i min 5.768 1 4.417 ; 1 2.866 1 -2.866 1 27 4 max 5.78 1 4.417 1 12.708 1 -12.708 1 1 28 : min 5.78 1 4.417 1 12.708 1 -12.708 1 29 5 max 5.792 1 4.417 1 22.549 1 -22.549 1 1 30 ; min 5.792 1 1 4.417 I 1 22.549 1 -22.549 1 Envelope Member Section Deflections Member 1 Ml Sec 1 max x[in] 0 LC 1 0 LC 1 Uy Ratio NC LC 1 i..2 3 min 2 max 0 0 1 1 0 -.066 1 1 NC 2528.577 1 1 1 4 min 0 1 -.066 1 2528.577 1 5 3 max 0 1 -.215 1 782.339 1 1 6 min 0 1 -.215 1 782.339 1 7 4 max -.001 1 -.403 1 416.456 1 LT: min -.001 1 -.403 1 416.456 1 .9 ^- ----- 1 10 5 max [ min -.002 -.002 1 1 -.591 -.591 1 1 284.296 284.296 1 1 11 M2 1 max .591 1 -.002 1 NC 1 I..J2T" min .591 1 -.002 1 NC 1 13 _ _2 ^._iriax .586 1 -.224 1 1679.597 1 i 14 i min .586 1 -.224 1 1679.597 1 3 max .582 1 -.211 1 1861.023 1 r 16 min .582 1 -.211 1 1861.023 1 17 1 18 4 max min .577 577 1 1 -.063 -.063 1 1 9552.915 9552.915 1 1 19 5 max 572 1 -.033 1 NC 1 [ 20 min .572 1 -.033 1 NC 1 21 M3 i 22 1 max min .033 .033 1 • 1 .572 .572 1 1 293.608 293.608 ; 1 1 RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-12 LINE 2.r2d] Page 4 Company ; Inland Engineering, Inc. Designer : SN Job Number : 101585 NCCC Checked By: Envelope Member Section Deflections (Continued) Member Sec x [In] 23 2 max .025 LC. y_[LnJ. . .433 LC 1 L/y Ratio 387.759 LC 1 24 1 min .025 1 .433 1 387.759 1 25 3 max .017 i .248 1 676.932 1 1 26 ! min .017 1 .248 1 676.932 1 27 4 max .008 1 .082 1 2047.356 1 1 28 1 min i .008 1 .082 1 2047.356 1 29 5 max 0 1 0 1 NC 1 1 30 1 min 0 1 0 1 NC 1 1 Envelope AISC 360-05: ASD Steel Code Checks Member Shape CodeCh... Lociftl LC ShearC... 1 Ml W18X86 .565 0 1 .141 1 2 ^ M2 W18X86 .597 30 M .166 3 M3 W18X86 .860 14 1 .221 Loc[ft] 0 30 0 LC 1 1 1 Pnc/om [k] 562.087 202.962 562.0'87 Pnt/om [k] 757.485 757.485 757.485 Mn/om [k-ft] Cb 464.072 2.... 464.072 2.... 464.072 2 • Eqn Hl-lb Hl-lb HI-1a RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-12 LINE 2.r2d] Page 5 Inland Engineering & Consulting, Inc. 4683 E. La Palma Ave.. Suite 501-A PROJECT Anaheim, CA 92807 ICMT Phone: (714) 777-7700 i Fax: (714) 777-7773 l^LlbN 1 inlandengineering@sbcgk3bal.net JOB NO. NCCC PAGE Timeless DESIGN BY 101585 DATE: REVIEW BY I2f^ frame F-12 Line 2 Seismic Design for intermediate/brdinaiv M i^ent Reslstingf Pimes B^dd^n IBC 09, AiSC 341-(K &^MS^ INPUT DATA & DESIGN SUMMARY COLUMN SECTION => W18X86 Ad t„ b, t, S, 25.3 18.4 0.48 11.10 0.77 166 BEAM SECTION => W18X86 Ad tw b, V Sx 25.3 18.4 0.48 11.10 0.77 166 STRUCTURAL STEEL YIELD STRESS THE FACTOR AXIAL LOAD ON THE COLUMN BEAM LENGTH BETWEEN COL CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW THE DESIGN IS ADEQUATE. (Continuity column stiffeners 0.9375 x 8 with 1/4" fillet weld to web & CP to flanges. A doubler plate is required with thickness of 3/8 in.) ANALYSIS THE SEISMiC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) 1530 •x 1530 rx 7.78 rx 7.78 •y 2.63 2.63 k 1.17 k 1.17 Fy = 50 ksi Pu = 147 kips L= 30 ft h= 14 ft r :zz:-j'<l r. \ r 1 r I I l-J -! - I I I CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) bf/(2t,)= 7.21 < 0.3(Es/Fy)°== 7.22 Where 33.46 = 29000 ksi 2.45 (Es / Fy)°^ = 59.00 [Satisfactory] [418/(Fy)" for FEMA Sec. 3.3.1.2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab. 1-8-1) FRAME TYPE R "o Cd SMRF 8 3 5 1/2 IMRF 4.5 3 4 OMRF 3.5 3 3 [Satisfactory] h/t« b,/(2t,)= 7.21 h/tv,= 33.46 [Satisfactory] 0.3 (Es / Fy)""* = 7.22 [Satisfactory] [52/(Fy)°^ for AISC Seismic 97, Tab. 1-9-1] 3.14(Es/Fy)"(1-1.54Pu/<|>bPy) = N/A , for Pu/fePy< 0.125 Where [ 520 / {Fy)°^(1-1.54Pu/itii,Py) for AISC Seismic 97, Tab. 1-9-1] (Es/Fy)°^MAX[1.49, 1.12(2.33 - Ca)] = 59.36 , for Pu/fcPy > 0-125 ( MAX] 191 / (Fy)° ^{2.33-Pu/(tii,Py), 253 / (Fy)° ^] for AISC Seismic 97, Tab. 1-9-1} (|)i3= 0.9 ,Py=FyA= 1265 kips CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-05 Sec. 2.4.4) tc, = MIN{ bb, / 6 , 0.4[1.8bb, tb, (FybRyb)' (FybRyb)l ° ' }= 1.57 in > actual tc (The continuity plates required.) tst = tb, for interior connection, or (tb, 12) for exterior connection = bst = ^cPn.st = i| Where 8 ::Fcr A - 0.9 0.75 l = ts,(2bst + twc)'/12 = A = 2bs,ts, + 25(t,„)' = rst=(l/A)" = Pu.st = Ryb Fyb hfb tft = < 1.79(Es/Fys,)"'ts, 672.3 kips 350 in 21 in^ 4,10 in 470.1 kips < iticPn.s 0.77 47.63 in.USE 0.94 in in, (LRFD Sec K1.9) [Satisfactory] hs, = clc-2k = K hs, / rst < 200 Xc = 0.033 Fcr = 35.98 Fyst = 36 [Satisfactory] 16.06 (AISC 360, E2) [Satisfactory] ksi kips, plate yieW stress The best fillet weld size (AISC 360-05 Sec.J2.2b) > WMIN = 0.1875 in w= 1/4 in WMAX = 0.3125 in [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360-05 Sec.J2.2b) L« = 0.6ts,LnstFy / [(2) (|> F^ (0.707 w)] Where Lnet = dc - 2(k + 1.5) = = (0.9375 X 13,1) X 36 / [(2) 0.75 (0.6x70)(0.707x1/4)l = 13.1 16.79 in 2(Lnet -0 5) [Satisfactory] (cont'd) CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sea 10.2d) tReqD = MAX (ti,t2)= 0.85 in ti=CyMpr{h-db)/[0.9(0.6)FycRycdc(db-t,b)h]= 0.85 in Where Cy = Sb / (Cpr Zt) = 0.78 Cpr= 1.15 (AISC 341-05 Sec 9.6 & AISC 358-05 Sec. 2.4.3) Ry = 1.1 (AISC 341-05 Tab. 1-6-1) Sb = 2lb/db= 166 in^ lb = lx= 1530 in" WIpr = Nb CprRyFyb Zp = 980 ft-kips Nb = 1 , (if double Side connection of beams, input 2) t2 = (dz + Wz)/90 = (db-2ts, + dc-2k)/90= 0,36 in Since two = 0.48 in < tpeqc. a doubler plate is required with thickness of 3/8 in. Technical References: 1. AISC 341-05: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, Nov. 16, 2005. 2. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Constmction, March 9, 2005. 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar", AISC, Oct. 12, 2006. .Y .Z ,X -1.154k/ft -28k 28k J da!'' FF -62k 113.5 113.5 •is 37.2 Loads: LC 1, DL+LL+EL Solution: Envelope Member Bending Moments (k-ft) Inland Engineering, Inc. SN 101585 NCCC SK-1 July 21, 2011 at 11:38 AM nccc-101585-FRAI\/IE F-7 LINE 2.r2d Company Designer Job Nunnber Inland Engineering, SN 101585 Inc. NCCC Checked By: Global Display Sections for Member Calcs IMax Internal Sections for Member Calcs 97 1 Include Shear Deformation Yes 1 Merge Tolerance (in) .12 1 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code "A1SCM0-05TASD ICold Formed Steel Code AISI 1999: ASD | Wood Code AF&PA NDS-97: ASD IWood Temperature <100F 1 Concrete Code ACI 318-99 1 Masonry Code ACI 530-05: ASD | Aluminum Code AA ADM 1-05: ASD Number of Shear Regions 4 [Region Spacing Increment (in) 4 1 Concrete Stress Block Rectangular jUse Cracked Sections Yes 1 Bad Framing Warnings No Unused Force Warnings Yes 1 Hot Rolled Steel Properties Label HR STL EJksiJ 29000 G [ksi] 11154 Nu Thenn (\1 ESF) Densit^Lk/ff^S] Yield[ksi] .3 .65 .49 50 Hot Rolled Steel Section Sets Label SECI Shape W16X57 Type Beam Design List Wide Flanqe Material HR STL JDesjgnRuLes Tvpical A [In2] 16.8 I (90,270) [i.. 43.1 l(0,180)Lin4] 758 sec2 W16X57 Beam Wide Flangel HR_STL Typical 16.8 43.1 758 Member Primarv Data Label 1 Joint J Joint 1 Ml Nl N2 2 M2 N2 N3 3 M3 N3 N4 Rotate(deg) Section/Shape SEC1_ sec2 SECI Type _Beam Beam Beam Design List VVide Fla... Wide Fla.. Wide Fla.. Material HR STL HR_STL HR StL Design Rules Typical Typical Typical Joint Coordinates and Temperatures Label ___Xtft]. Y[ftl. Tenfip [F] 1 Nl 0 0 0 i 2 N2 0 14 0 3 N3 22 14 0 1 4 N4 22 0 0 Joint Boundarv Conditions Joint Label X[k/in] Y[k/in]„ RoMQnJk-ft/rad] Footing , 1 _ N1 _ Reaction Reaction Reaction N4 Reaction Reaction Reacticn_ RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-7 LINE 2.r2d] Page 1 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 NCCC Checked By: Hot Rolled Steel Desian Parameters Label Shape Lengthf... Lb-out[ft] Lb-in[ft] Lcomp top...Lcomp bot . K-out K-in _ Cm .„ Cb _Out s..Jn sw/axFuncti,,. 1 M1 SECI 14 Lateral 1 2 M2 ; sec2 22 Lateral 3 M3 SECI 14 Lateral Plate Primarv Data Label A Joint B Joint C Joint D Joint Material Thlckness[in] No Data to Print... Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label LD.M 1 N2 L Direction JK Magnitude[(k,k-ft), (in,rad), (k*s'*2/ft... 28 Joint Loads and Enforced Displacements (BLC 2: DL) Joint Label L,D,M 1 N3 L \ 2 N2 L . Direction Y Y^ Magnitude[(k,k-ftX ^in.rad)Jk*s*2/ft... -31 -14 _ 1 Joint Loads and Enforced Displacements (BLC 3: LL) Joint Label L.D,M 1 N3 L Direction Y Magnitude[(k,k-ft), (in.rad), (k*s'^2/ft... -31 1 2 N2 L Y -14,. _ ! Member Point Loads Member Label Direction Magnitude[kjk-ftl No Data to Print... Location[ft,%] Member Distributed Loads (BLC 2: DL) Member Label Direction Start Magnitudelk/ft,d...End Magnitude[k/ft,d... Stajt LocaJion[ft,%l End Location[ft,%] 1 _ M2 Y -.554 -.554 0 _____ __ 22 Member Distributed Loads (BLC 3 : LL) Member Label 1 M2 Direction Stert Magnltudelk/ft.d..£nd MagnJtudeLk/ft,d.._^ Start Location[ft,%l End Locationtft,%] Y -.6 -.6 0 22 Basic Load Cases BLC Description Category X_ Gravity. Y Gravity Joint Point Distributed 1 CAT. EL 1 1 2 DL DL ., '-1 ..I 2 3 LL LL -2 1 Load Combinations Description. SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL+LL+EL Yes Y EL 1 DL 1 LL J RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-7 LINE 2.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By Envelope Joint Displacements 1 Joint Nl max -xtin] 0 LC XM 0 LC Rotation [rad] 1 0 LC 1 2 min 0 1 0 1 ; 0 1 3 N2 max .464 1 -.012 1 -2.965e-3 1 1 4 min .464 1 -.012 1 -2.965e-3 1 5 N3 max .455 1 -.029 1 -1.087e-3 1 1 6 min .455 1 -.029 1 -1.087e-3 1 7 N4 max 0 1 0 1 0 1 1 8 min 0 1 i 0 1 1 0 1 Envelope Joint Reactions 1 Joint Nl max -X [k] LC -10.448 1 YM 35.058 LC Moment [k-ft] 1 106.541 LC 1 I 2 min -10.448 1 35.058 1 106.541 1 3 1 4 N4 max min -17.552 1 -17.552 1 83.188 83.188 1 137.225 1 r37.225 1 1 5 Totals: max -28 1 118.246 1 [ 6 min -28 1 118.246 " 1" Envelope Member Section Forces 1 Member Sec Ml 1 max Axial[kl LC 35.058 1 Shear[k] 10.601 LC Moment[k-ft] 1 106.541 LC 1 2 min 35.058 1 10.601 1 106.541 1 3 2 max 34.858 1 10.601 1 69.436 1 1 4 min 34.858 1 10.601 1 69.436 1 5 3 max 34.658 1 10.601 1 32.331 1 1 6 min 34.658 1 10.601 1 32.331 1 7 4 max 34.458 1 10.601 1 -4.773 1 1 8 min 34.458 1 10.601 1 -4.773 1 9 5 max 34.258 1 10.601 1 -41.878 1 1 10 min 34.258 1 10.601 1 -41.878 1 11 M2 1 max 17.552 1 6.259 1 -41.878 1 I 12 min 17.552 1 6.259 1 -41.878 1 13 2 max 17.552 1 -.402 1 -57.986 1 1 14 min 17.552 1 -.402 1 -57.986 1 15 3 max 17.552 1 -7.063 1 -37.456 1 1 16 min 17.552 1 -7.063 1 -37.456 1 17 4 max 17.552 1 -13.725 1 19.711 1 1 18 min 17.552 1 -13.725 1 19.711 1 19 5 max 17.552 1 -20.386 1 113.517 1 1 20 min 17.552 1 -20.386 1 113.517 1 21 M3 1 max 82.388 1 17.91 1 113.517 1 1 22 . min 82.388 1 17.91 1 113.517 ; 1 23 2 max 82.588 1 17.91 1 50.831 1 1 24 min 82.588 1 17.91 1 50.831 ; 1 25 3 max 82.788 1 17.91 1 -11.854 1 1 26 min 82.788 1 17.91 1 -11.854 1 27 4 max 82.988 1 17.91 1 -74.539 1 1 28 min 82.988 1 17.91 1 -74.539 1 29 5 max 83.188 1 17.91 1 -137.225 1 1 30 min 83.188 1 17.91 1 -137.225 1 RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-7 LINE 2.r2d] Page 3 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked ByJ^^ Envelope Member Section Stresses Merr)ber_ Sec LC LC LC _Bc5ttom Bendin... LC 1 Ml 1 max 2.087 1 1.501 1 -13.856 1 13.856 1 1 2 i min 2.087 ! 1 1.501 ; 1 -13.856 1 1 13.856 ; 1 3 2 max 2.075 1 1.501 1 -9.03 1 9.03 1 1 4 1 min 2.075 1 1 1.501 j 1 -9.03 1 9.03 1 1 5 3 max 2.063 1 1.501 i -4.205 1 4.205 1 1 6 i min 2.063 j 1 1.501 1 1 -4.205 1 1 i 4.205 i 1 • 7 4 max 2.051 1 1.501 1 .621 1 -.621 1 1 8 i min 2.051 1 1 1 1.501 j 1 .621 1 1 ! -.621 1 1 i 9 5 max 2.039 1 1.501 1 5.446 1 -5.446 1 \ 10 i min 2.039 1 1 1.501 i 1 5.446 1 1 i -5.446 1 1 ' 11 M2 1 max 1.045 1 .886 1 5.446 1 -5.446 1 1 12 i min 1.045 1 1 .886 i 1 5.446 i 1 -5.446 i 1 i 13 2 max 1.045 1 -.057 1 7.541 1 -7.541 1 1 14 min 1.045 1 1 -.057 j 1 7.541 i 1 i -7.541 i 1 15 3 max 1.045 1 -1 1 4.871 1 -4.871 1 1 16 min 1.045 1 -1 i 1 4.871 1 i -4.871 i 1 17 4 max 1.045 1 -1.943 i -2.564 1 2.564 1 1 18 min 1.045 t 1 -1.943 i 1 -2.564 1 2.564 1 1 19 5 max 1.045 1 -2.886 1 -14.763 1 14.763 1 I 20 min 1.045 1 -2.886 ; 1 -14.763 i 1 14.763 ; 1 21 M3 1 max 4.904 1 2.535 1 -14.763 1 14.763 1 1 22 i min 4.904 1 1 2.535 i 1 -14.763 1 1 14.763 ; 1 23 2 max 4.916 1 2.535 1 -6.611 1 6.611 1 1 24 : min 4.916 ! 1 2,535 i 1 -6.611 1 : 6.611 ' 1 25 3 max 4.928 1 2.535 1 1.542 1 -1.542 1 I 26 i min 4.928 1 1 2.535 1 1 1.542 1 i -1.542 i 1 27 4 max 4.94 1 2.535 1 9.694 1 -9.694 1 1 28 1 min 4.94 \ 1 2.535 i 1 9.694 1 -9.694 I 1 29 5 max 4.952 1 2.535 1 17.846 1 -17.846 1 1 30 i min 4.952 1 2.535 i 1 17.846 1 -17.846 i 1 Envelope Member Section Deflections Member Sec X fin] LC y [Ln] LC L/y Ratio LC 1 M1 T max L min 0 0 1 1 0 d 1 1 NC NC 1 1 3 '^"2 max 003 1 -.051 1 3264.783 1 [ 4 min 003 : 1 -.051 1 3264.783 1 5 3 ___ max _ 006 1 -.17 1 989.508 1 1 6 i min 006 ' 1 -.17 1 989.508 1 7 I[ZZA max -009 1 -.319 1 526.252 1 [I.::::::: 1 min _ 009 1 -.319 1 526.252 1 9 5 max _ 012 1 -.464 1 361.992 1 \ 10 _ _J__jT!in 012 i 1 -.464 1 361.992 1 11 M2 max 464 1 -.012 1 NC 1 [12..:::r min 464 i 1 i -.012 1 NC 1 13 _ 2 max 462 1 -.141 1 2106.239 1 1 14 „ i _ mj n _ .462 1 -.141 1 2106.239 1 15 3 max .459 1 -.14 1 2198.969 1 [16 ~ ~~ min .459 1 -.14 1 2198.969 1 17 max 457 1 -.057 1 8009.275 1 1 18 „ . _ inin _ .457 1 -.057 1 8009.275 1 19 i 2 0" "ir [.Z5 max min 455 455 1 1 -.029 -.029 1 1 NC NC 1 1 21 M3 \ 22 [irn max min 029 029 1 1 i 455 .455 1 1 369.565 369.565 1 1 RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-7 LINE 2.r2d] Page 4 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By Envelope Member Section Deflections (Continued) Member Sec LC LC LC 23 ^2 max .021 1 .354 1 474.575 1 1 24 1 min .021 1 .354 1 474.575 1 25 3 max .014 1 .204 1 821.66 i 1 26 1 min .014 1 .204 1 821.66 1 27 4 max .007 1 .066 1 2532.309 i 1 28 1 min .007 1 .066 1 2532.309 1 29 5 max 0 1 0 i NC 1 1 30 1 min 0 1 0 NC 1 Envelope AISC 360-05: ASD Steel Code Checks Member Shape 1 Ml W16X57 [ 2 M2 W16X57 3 M3 W16X57 Code Ch... .485 i .528 ; .835 Loc[ft] b 22 14 LC Shear C... 1 .075 1 .144 1 .127 Loc[ftl 0 ; 22 0 LC 1 1 1 Pnc/om [k] 225.018 92.95 225.018 Pnt/om [k] 502.994 502.994 502.994 Mn/om [k-ft] Cb 261.976 2. .. 261.976 2....; 261.976 2.-. Eqn Hl-lb H1-1b H1-1a RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-7 LINE 2.r2d] Page 5 Inland Enginesring & Consulting, Inc. 4883 E La Paima Ave,, Suite 501-A PROJECT Anaheim, CA 92807 r.i tcKiy Phone: (714) 777-77001 Fax: |714) 777-7773 C-LIENT inlandengtneering@sbcglobal,net JOB NO. NCCC PAGE Timeless DESIGN BY 101585 DATE; REVIEW BY ^1 frame F-7 Line 2 S^jsinicfi^sign fo^ Moment Resisting Frames Based on IBC 09, AISC 341-05 & AisC 358-05 INPUT DATA & DESIGN SUMMARY COLUMN SECTION = > W16X57 A 16.8 BEAM SECTION d 16.4 tw 0.43 bf 7.12 = > tf 0.72 W16X57 s, 92.2 Ix 758 rx 6.72 "•y 1.60 Zx k 105 1.12 A 16.8 d 16.4 tw 0.43 bf 7.12 tf 0.72 Sx 92.2 Ix 758 rx 6.72 fy 1.60 Zx k 105 1.12 STRUCTURAL STEEL YIELD STRESS Fy = 50 ksi THE FACTOR AXIAL LOAD ON THE COLUMN Pu = 84 kips BEAM LENGTH BETWEEN COL. CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW L = h = 22 14 ft ft .It t_J-_! t I ! THE DESIGN IS ADEQUATE. (Continuity column stiffeners 0.875 x 7 with 1/4" fillet weld to web & CP to flanges. A doubler plate is required with thickness of 3/16 in.) ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) FRAME TYPE R «c Cd SMRF 8 3 5 1/2 IMRF 4.5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) bf'(2t,) h/tw 4.98 32.93 [Satisfactory] 0.3(Es/Fy)"'= 7.22 [ 52 / (Fy)° ^ for AISC Seismic 97, Tab. 1-9-1] Wtiere E. = 29000 ksi 2.45 (E,/F/ 59.00 [Satisfactory] [418/(F/' for FEMA Sec 3.3.1.2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab. 1-8-1) b,/(2t,) 0.3(E,/F/ 7.22 (Satisfactory] [ 52 / (FX for AISC Seismic 97, Tab. 1-9-1] 32.93 [Satisfactory] Where itii, 3.14(Es/F/ '{1-1.54Pu/(|)bPy)= 62.68 , for Pu/fePy < 0.125 1520 / (Fy)° ^1 -1.54PMt,Py) for AISC Seismic 97, Tab. 1-9-1 ] (Es/Fy)°^MAX[1.49, 1.12(2.33-Ca)]= N/A , for Pu/(|)bPy > 0125 { MAX] 191 / (Fy)° ^(2.33-Pu/(tibPv), 253 / (Fy)° ^] for AISC Seismic 97, Tab, 1-9-1} Pv 0.9 •• FyA 840 kips CHECK CONTINUITY PLATE REQUiREMENT (AISC 358-05 Sec. 2.4.4) trf = MIN{ bw / 6 , 0.4[1.8bM tb, (FybRyb) / (FybRyb)l " }= 1.19 in > actual tcf (The continuity plates required.) 'st - 'bf for interior connection, or (tbf 12) for exterior connection = bst= 7 in < 1.79 (Es/Fys, )°^ts,= 546.4 kips 0.72 in.USE 0.88 in 44.45 in, (LRFD Sec Kl .9) [Satisfactory] itcPn.st = Where ^cFcrA = it>c = K = 0.9 0.75 l = tst{2bs, + t„c)'/12 = A = 2bs,tst + 25(twc)' = rsl = {l/A)" = Pu.st - Ryb Fyb bfb tfb = 219 17 3,60 in 280,0 kips hs,= dc-2k = K hs, / rs, < 200 Xc = 0.033 F„ = 35.98 14.16 (AISC 360, E2) [Satisfactory] ksi ryst - [Satisfactory] 36 kips, plate yield stress 0.1875 0.3125 The best fillet weld size (AISC 360-05 Sec, J2.2b) > WMIN = w= 1/4 in < WMAX = [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360-05 Sec.J2.2b) Lw = 0.6ts,LnstFy' [(2) i|> F„ (0.707 w)] = (0.875 x 11,2) X 36 / [(2) 0.75 (0,6x70)(0.707x1/4)l = Where Lnet = dc - 2(k+ 1.5) = 112 < 13.39 in 2(Lnet -0.5) [Satisfactory] (cont'd) CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec. 10.2d) tReqD = MAX {ti,t2)= 0-60 in ti = CyMpp(h-db)/[0.9(0.6)FycRycdc(db-tfb)ll]= 0,60 in Where Cy = Sb/(Cpr2b) = 0.77 ^^__ Cpr= 1.15 (AISC 341-05 Sec 9.6 & AISC 358-05 Sec. 2.4.3) Ry = 1.1 (AISC 341-05 Tab. 1-6-1) Sb = 2lb/db= 92 in^ r 1 r lb = lx= 758 in" Mpr = Nb CprRyFyb Zb = 553 ft-kips : Nb= 1 , (if double side connection of beams, input 2) _ t2 = (dz + Wz)/90 = (db-2ts, + dc-2k)/90= 0.32 in Since = 0.43 in < tReqo. 3 doubler plate is required with thickness of 3/16 in. ^."^ Technical References: 1. AISC 341-05: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Consbuction, Nov. 16, 2005. 2. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. 3. AiSC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar", AISC, Oct. 12, 2006. .Y .Z .X -304k/ft 158,4 33k M2 If 3=F %1 158.4 Loads: LC 1, DL+LL+EL Solution: Envelope Member Bending Moments (k-ft) Inland Engineering, Inc. SN 101585 NCCC SK-1 July 19, 2011 at 10:07 AM nccc-101585-FRAME F-9 LINE 3.r2d Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Global Display Sections for Member Calcs 5 [Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes 1 Merge Tolerance (in) i.12 P-Delta Analysis Tolerance 0,50% Hot Rolled Steel Code AISC 360-05: ASD iCold Formed Steel Code AIS11999: ASD Wood Code AF&PA NDS-97: ASD jWood Temperature !< 100F Concrete Code ACI 318-99 Masonry Code ! ACI 530-05: ASD Aluminum Code AAADM1-05: ASD Number of Shear Regions 4 ' Region Spacing Increment (in) ;4 Concrete Stress Block Rectangular lUse Cracked Sections Yes Bad Framing Warnings No [Unused Force Warnings Yes Hot Rolled Steel Properties Label HR STL E [ksi] 29000 Glksi] 11154 Nu .3 Therm (\1E5 F) .65 DensityXk/ff^S] .49 Yield[ksil 50 Hot Rolled Steel Section Sets Label Shape .Type Design List Material Design Rules A [in21 1 (90,270) [1. .1(0,180) [in41 1 SEC1 W16X57 Beam WideFlanae HR STL tvoical 16.8 43.1 758 [ 2 sec2 W16X57 Beam WideFlanae! HR STL Tvpical 16.8 ; 43.1 758 Member Primarv Data label 1 Joint J Joint Rotate(deg) Section/Shape TyRe_ Design List Material Design Rules 1 Ml Nl N2 SECI Beam Wide Fla... HR STL Typical 1 2 M2 N2 N3 sec2 Beam Wide Fla... HR STL Typical 3 M3 N3 N4 SECI Beam Wide Fla... HR STL Typical Joint Coordinates and Temperatures label - xtft] _ Ylft] Temp [F] 1 Nl 0 0 0 ! 2 N2 0 14 0 1 3 N3 19 14 0 14 N4 19 0 0 1 Joint Boundarv Conditions Joint Label X[k/in] Y[k/in] Rotation|k-ft/rad] Footing 1 N1 Reaction Reaction Reaction 1 2 N4 Reaction Reaction Reaction RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-9 LINE 3.r2d] Page 6 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 NCCC Checked Bv:"^' Hof Rolled Steel Desian Parameters Label Shape Lengthf... Lb-out[ft] Lb-in[ft] Lcomp top...Lcomp bot... K-out K-in 1 Ml SECI 14 Cm Cb Put s... In sway Functi... Lateral 12 M2 [ sec2 19 : Lateral 3 M3 SECI 14 Lateral Plate Primarv Data Label A Joint B Joint C Joint D Joint No Data to Print ... ^ Material Thickness[in] Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label L,D,M Direction 1 . N2 _ L X Magnitudel(k,k-ft), (in.rad), (k*s'^2/ft.. .33 Member Point Loads Member Label Direction MagnitudeXk,k-ftl No Data to Print... Location[ft,%] Member Distributed Loads (BLC 2 : DL) Member Label 1 M2 Direction Start Magnitude[k/ft,d..£nd Magnitude[k/ftjj... Start Locationtft,%l End Location[ft,%] Y -1.24 -1.24 0 19 Member Distributed Loads (BLC 3 : LL) Member Label Direction Start Magnitude[k/ft,d...End Magnitude[k/ft,d... Start Location[ft,%] End Location[ft,%l M2 Y -1.8 -1.8 0 19 8as/c Load Cases 1 2 3 BLC Des_cription LAT. DL LL Category EL DL LL X Gravity Y Gravity -i Joint 1 Point Distributed 1 1 Load Combinations Description SolvePD... SR^.. BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL+LL+EL Yes Y EL 1 DL 1 LL 1 Envelope Joint Displacements Joint X[inl LC . YOn] LC Rotation Irad] LC 1 Nl max 0 1 0 1 0 1 2 .. . . min 0 1 0 1 0 1 3 N2 max .52 1 -.007 1 -3.804e-3 1 4 min .52 1 -.007 1 -3.804e-3 1 5 N3 max .509 1 -.014 1 -4.074e-4 1 6 min .509 1 -.014 . 1 -4.074e-4 1 7 N4 max 0 1 0 1 0 1 8 min 0 1 0 1 0 1 RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAMEF-9LINE3.r2d] Page 7 Company Designer Job Number Inland Engineering, SN 101585 Inc. NCCC Checked By:. Envelope Joint Reactions Joint XM LC Y[k] LC Mpmenllkrft] LC 1 Nl max -9.781 1 20.374 1 110.638 1 1 2 min -9.781 1 20.374 1 i 110.638 1 3 N4 max -23.219 1 40.073 1 168.324 1 1 4 min -23.219 1 40.073 1 168.324 1 5 Totals: max -33 1 60.447 6 min -33 1 60.447 Envelope Member Section Forces 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Member Ml M2 M3 Sec 1 2 3 4 T 2 J A K J 2 3 4 5 max min max _ mjn_. max min max min max min max min max min max min , max min max min max min max min max min max min max min Axial[kl 20.374 20.374 20.174 20.174 LC 19.974 19.974 19.774 19.774 19.574 19.574 23.219 23.219 23.219 23.219 23.219 23.219 23.219 23.219 23.219 23.219 39.272 39.272 39.472 39.472 39.673 39.673 39.873 39.873 40.073 40.073 Sheartkl 9.88 LC -24.56 -24.56 -39.271 -39.271 23^412 23.412 23.412 23.412 23.412 23.412 23.412 23.412 23.412 23.412 M_pment[k-ft] 110.638 110.638 76.059 76.059 41.481 41.481 6.902 6.902 -27.676 -27.676 -27.676 -27.676 -85.717 -85.717 -73.878 -73.878 7.84J 7.841 159.439 159.439 159.439 159.439 77.498 77.498 -4.442 -4.442 -86.383 -86.383 -168.324 -168.324 LC Envelope Member Section Stresses 1 Member Ml Sec 1 max Axiallksi] 1.213 __LC Shear[ksi] 1.398 LC Top Bending[k... 1 -14.389 LC Bottom Bendin... LC 1 14.389 1 \ 2 . min 1.213 ; 1 1.398 1 -14.389 1 14.389 1 3 2 max 1.201 1 1.398 1 -9.892 1 9.892 1 \ 4 : min 1.201 1 1 1.398 1 -9.892 1 9.892 i 1 5 3 max 1.189 1 1.398 1 -5.395 1 5.395 1 [ 6 min 1.189 : 1 1.398 1 -5.395 1 5.395 1 7 4 max 1.177 1 1.398 1 -.898 1 .898 1 S 8 min 1.177 1 1.398 1 -.898 1 .898 1 9 5 max 1.165 1 1.398 1 3.599 1 -3.599 1 10 min 1.165 1 1.398 1 3.599 1 -3.599 1 11 M2 1 max 1.382 1 2.771 1 3.599 1 -3.599 1 12 min 1.382 : 1 2.771 1 3.599 1 -3.599 1 RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAMEF-9LINE3.r2d] Page 8 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 NCCC Checked Bv: Envelope Member Section Stresses (Continued) Member Sec Axial[ksiJ LC Shear[ksi]_ LC Top Bending[k,. LC Bottom Bendin,, LC 13 2 max 1.382 1 .688 1 11.148 1 -11.148 1 1 14 min 1.382 i 1 .688 i 1 11.148 1 ^ -11.148 1 15 3 max 1.382 1 -1.394 1 9.608 1 -9.608 1 1 16 ; min 1.382 I 1 -1.394 1 1 9.608 1 : -9.608 I 1 17 4 max 1.382 1 -3.476 1 -1.02 1 1.02 1 i 18 i min 1.382 i 1 -3.476 1 1 -1.02 1 1.02 1 19 5 max 1.382 1 -5.559 1 -20.736 1 20.736 1 1 20 [ min 1.382 i 1 -5.559 : 1 -20.736 1 ; 20.736 1 21 M3 1 max 2.338 1 3.314 1 -20.736 1 20.736 1 [ 22 ; min 2.338 : 1 3.314 i 1 -20.736 1 ; 20.736 1 23 2 max 2.35 1 3.314 1 -10.079 1 10.079 1 i 24 ! min 2.35 5 1 3.314 ; 1 -10.079 1 10.079 i 1 25 3 max 2.361 1 3.314 1 .578 1 -.578 1 [ 26 ^ min 2.361 ; 1 3.314 : 1 .578 1 -.578 ! 1 27 4 max 2.373 1 3.314 1 11.234 1 -11.234 1 [ 28 : min 2.373 1 3.314 ' 1 11.234 1 1 -11.234 [ 1 29 5 max 2.385 1 3.314 1 21.891 1 -21.891 1 1 30 min 2.385 i 1 3.314 I 1 21.891 1 -21.891 1 Envelope Member Section Deflections Member Sec X [in] LC y [in] LC L/y Ratio LC 1 M.I 1 . max 0 1 0 1 NC 1 \ 2" : min 0 1 0 1 NC 1 3 2 max -.002 1 -.053 1 3144.89 1 i 4 , min -.002 1 -.053 1 3144.89 1 5 3 max -.003 1 -.18 1 932.904 1 i 6 : min -.003 1 -.18 1 932.904 1 7 4 max -.005 1 -.347 1 484.582 1 i 8 , min -.005 1 -.347 1 484.582 1 9 5 max -.007 1 -.52 1 323.111 1 1 10 min -.007 1 -.52 1 323.111 1 11 M2 1 max .52 1 -.007 1 NC 1 1 i2 ; min .52 1 -.007 1 NC 1 13 2 max .517 1 -.169 1 1419.941 1 1 14 : min .517 1 -.169 1 1419.941 1 15 3 max .515 1 -.19 1 1270.635 1 i 16: min .515 1 -.19 1 1270.635 1 17 4 . max .512 1 -.09 1 2938.088 1 1 18 , min .512 1 -.09 1 2938.088 1 19 5 ^ max .509 1 -.014 1 NC 1 i 20 ' min 509 1 -.014 1 NC 1 21 M3 1 max 014 1 .509 1 330.008 1 [ 22 min .014 1 .509 1 330.008 1 23 2 , max .01 1 .415 1 404.97 1 1 24 min .01 1 .415 1 404.97 ; 1 25 3 max .007 1 .246 1 682.972 1 1 26 : min .007 1 246 1 682.972 1 27 4 max .003 1 .081 1 2063.889 1 1 28 : min .003 1 .081 1 2063.889 1 29 5 max 0 1 0 1 NC 1 1 30 min 0 1 0 1 NC , 1 RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-9 LINE 3.r2d] Page 9 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 NCCC Checked Bv-^ ^ Envelope AISC 360-05: ASD Steel Code Checks Member Shape Code Ch... Loc[ft] LC Shear C... 1 Ml W16X57 .468 0 1 .070 Loc[ftl 0 LC 1 Pnc/om Xk] 225.018 Pnt/om [k] 502.994 Mn/om [k-ft] Cb Eqn 261.976 2 Hl-lb 1 2 M2 : W16X57 i .702 . 19 ; 1 ; .278 19 1 124.62 502.994 261.976 2....i H1-1b 3 M3 W16X57 .732 14 1 .166 0 1 225.018 502.994 261.976 2. .. H1-1b RISA-2D Version 10.0.0 lS:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-9 LINE 3.r2d] Page 10 Inland Englnaaring & Consulting, Inc. 4883 E, La Palma Ave,, Suite 501-A PROJECT Anaheim, CA 92807 oi ICMT Phone: |714) 777-7700 I Fax: (714) 777-7773 OLIENT inlandengineenng@5bcglobal,net JOB NO. NCCC PAGE: ^ ^ Timeless DESIGN BY : frame F-9 101585 DATE: REVIEW BY: Line 3 Seismic DfS{git:l^rT^ Moment Resisting Frames Based on IBC 09, AISC 341-05 & AISC 358-05 INPUT DATA & DESIGN SUMMARY COLUMN SECTION W16X57 A bf tf Sx Ix rx ••y Zx k 16.8 16.4 0.43 7.12 0.72 92.2 758 6.72 1.60 105 1.12 BEAM SECTION = > W18X57 A d tw bf tf Sx •x rx fy Zx k 16.8 16.4 0.43 7.12 0.72 92.2 758 6.72 1.60 105 1.12 STRUCTURAL STEEL YIELD STRESS Fy = 50 ksi THE FACTOR AXIAL LOAD ON THE COLUMN Pu = 40 kips r BEAM LENGTH BETWEEN COL. CENTERS L = 19 ft r AVERAGE STORY HEIGHT OF ABOVE & BELOW h = 14 ft T THE DESIGN IS ADEQUATE. (Continuity column stiffeners 0.875 x 7 with 1/4" fillet weld to web & CP to flanges. A doubler plate is required with thickness of 3/16 in.) ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) FRAME TYPE R Cd SMRF 8 3 5 1/2 IMRF 4.5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) b,/(2t,) h/tw 4.98 32.93 0.3 (Es/Fy)°^= 7.22 [Satisfactory] [ 52 / (Fy)° = for AISC Seismic 97, Tab. 1-9-1] Where E, = 29000 ksi 2.45 (Es/FJ 5900 [Satisfactory] [418/(Fy)'" for FEMA Sec 3.3.1.2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab. 1-8-1) b, / (2t,) = 4.98 < 0.3(Es/F/ 7.22 [Satisfactory] h/tw = 32.93 [Satisfactory] [52/(Fy)° ^ for AISC Seismic 97, Tab. 1-9-1] 3.14(Es/F/'(1-1.54Pu/(|)bPy) = 69.46 ,forPu/<|)bPy<0.125 [ 520 / {Fy)°^(1-1.54Pu/<|)bPy) for AISC Seismic 97, Tab. 1-9-1] (Es/Fy)°^ MAX[1.49, 1.12(2.33 - Cg)] = N/A , for Pu/fePy > 0.125 { MAX] 191 / (Fy)°^(2.33-Pu/(|)bPy), 253 / (Fy)° ^] for AISC Seismic 97, Tab. 1-9-1} Where 0.9 ^FyA 840 kips CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-05 Sec. 2.4.4) trf = MIN{ bb, / 6 , 0.4[1.8bb, tb, (FybRyb)' (FybRyb)l °' }= 1.19 in > actual tj, (The continuity plates required.) 'st = 'bf '°r interior connection, or (tbf 12) for exterior connection = bst= 7 in < 1.79(E3/Fy5,)"t3,= 546.4 kips 0.72 44.45 in.USE 0.88 in in, (LRFD Sec K1.9) [Satisfactory] 'ticPn,st = iticFcrA = Where (br = 0.9 0.75 l = tst(2bst + twc)'/12 = A = 2bs,ts, + 25(twc)' = rs, = (l/A)°^ = Pu.st = Ryb Fyb bfb tfb = 219 17 3.60 in 280.0 kips hs, = dc - 2k = K hs, / fs, < 200 Xc - 0.033 Fcr = 35.98 Fyst = 36 [Satisfactory] 14.16 (AISC 360, E2) ksi kips, plate yield stress [Satisfactory] The best fillet weld size (AISC 360-05 Sec,J2.2b) > WMIN = 0.1875 in w = 1/4 in < w„Ax = 0,3125 in [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360-05 Sec,J2.2b) Lw = 0.6tstLns,Fy / [(2) (|) Fw (0.707 w)] = (0.875 X 11.2) X 36 / [(2) 0.75 (0.6x70)(0.707x1/4)] = 13.39 in Where Lnet = dc - 2(k +1,5) = 11,2 < 2(Lnet-0-5) [Satisfactory] (cont'd) CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec 10.2d) tReqD = MAX (ti,t2)= 0.60 in ti = CyMpp(h-db)/[0.9{0.6)FycRycdc(db-t,b)h]= 0.60 in Where Cy = Sb / (Cpr Zb) = 0.77 Cp,= 1.15 (AiSC 341-05 Sec 9.6 & AISC 358-05 Sea 2.4.3) Ry = 1.1 (AISC 341-05 Tab. 1-6-1) Sb = 2lb/db= 92 in^ lb = Ix = 758 in" Mpr = Nb CprRyFyb Zb = 553 ft-kips Nb = 1 , (if double side connection of beams, input 2) t2 = (dz + Wz) / 90 = (db -2ts, + dc - 2k) / 90 = 0,32 in Since two = 0.43 in < tpeqo, a doubler plate is required with thickness of 3/16 in. Technical References; 1. AISC 341-05: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, Nov. 16, 2005. 2. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar", AISC, Oct. 12, 2006. .Y .Z .X -3,32k/ft 304,3 40k -6M J TO 304.3 ^4 !64,5 Loads: LC 1, DL+LL+EL Solution: Envelope Member Bending Moments (k-ft) Inland Engineering, Inc. SN 101585 NCCC SK-1 Sept 12, 2011 at 11:04 AM nccc-101585-FRAME F-10 LINE A... Company Designer Job Number Inland Engineering, SN 101585 Inc. NCCC Checked By: Global Display Sections for Member Calcs IMax Internal Sections for Member Calcs 197 1 Include Shear Deformation Yes [Merge Tolerance (in) !.12 1 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC 360-05: ASD ICold Formed Steel Code 1 AIS11999: ASD I Wood Code AF&PA NDS-97: ASD IWood Temperature i<100F 1 Concrete Code ACI 318-99 1 Masonry Code 1 ACI 530-05: ASD | Aluminum Code AAADM1-05: ASD Number of Shear Regions 4 1 Region Spacing Increment (in) 14 1 Concrete Stress Block Rectanqular |Use Cracked Sections lYes 1 Bad Framing Warnings No 1 Unused Force Warnings lYes 1 Hot Rolled Steel Properties Label HR STL [ksi] 29000 _G[ksiL 11154 Nu ThermfVLE5 F) Density[k/ft^3] __YJeldij^ .3 _ .65 .49 __3Q _ Hot Rolled Steel Section Sets Label SECI Shape W16X89 Type „ Beam De_sign List Wide Flanqe Material HR STL Design Rules _ typical A an21 K90,270iiL. 26.2 163 IC0,180j[in4l 1300 sec2 W16X89 Beam iWide Flanqe: HR STL Typical 26.2 163 1300 Member Primarv Data Label 1 Joint J Joint 1 Ml Nl N2 2 M2 N2 N3 3 M3 N3 N4 Rotate(deg) Section/Shape Type Design List Material Design Rules SECI Beam Wide Fia..^ HR STL _Tyfiical sec2 Be_am Wide Fla...; HR_STL ; Typical SECI Beam Wide Fla... HR_STL typical Joint Coordinates and Temperatures label 1 Nl X [ftl 0 _.„.YLftL . _ 0 Temp [F] 0 1 2 N2 0 1 14 0 1 3 N3 30 14 0 1 4 N4 30 i 0 0 1 Joint Boundarv Conditions Joint Label 1 Nl 1 2 N4 : X [k/inl Reaction Reaction Y [k/ini Reaction Reaction Rotationlk-ft/radl^ Reaction Reaction Footing RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585-FRAME F-10 LINE A.r2d] Page 1 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 NCCC Checked By: Hot Rolled Steel Desian Parameters Label Shape Length[... Lb-out[ft] Lb-in[ftl Lcomp top...Lcomp bot . K-out K-in Cm Cb Outs... In sway Functi... 1 Ml SECI 14 Lateral 12 M2 i sec2 30 i ! I Lateral 3 M3 SECI 14 Lateral Plate Primarv Data Label A Joint B Joint C Joint D Joint Material Thicknessfin] No Data to Print... • Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label L.D.M Direction Magnitude[(k.k-ft). (in.rad). (k*s'^2/ft... 1 N2 L X 40 Joint Loads and Enforced Displacements (BLC 2: DL) Joint Label L,D,M 1 N2 L Direction Y Magnitude[Ck,,k-ft) Jinj-adJ, (k*s'*2/ft... -3 _ _ „^ [ 2 N3 L Y r" _ -3 _ ,.j Joint Loads and Enforced Displacements (BLC 3 : LL) Joint Label L,D,M 1 N2 L 1 2 N3 L Direction Y Y Magnitude[Ck,k-ft), (in.rad), (k*s*2/ft... -3 .:i::::::::i:;^3:::::,:::::::i Member Point Loads Member_ Label Direction _^ Magnitude[k.k-ftl No Data to Print... Location[ft.%] Member Distributed Loads (BLC 2: DL) Member Label Direction Start Magnitudelk/fLd...End Magnjtude[k/ft,d^._ StartJ-0catLpn[ft,%] _ EnctLpcatiojT[ft,%] 1 M2 Y -1.92 -1.92 _0 _ 30 Member Distributed Loads (BLC 3 : LL) Member Label 1 M2 Directioji Start Maanitude[kZftJ...End Magnitudelk/ft.d... StartJ.ocation[fL%l End_LQcation[ft,%l Y -1.4 -1,4 0 _30 8as/c Load Cases BLC Description Category X Gravity _ Y Gravity Joint Point Distributed 1 LAT. EL 1 1 2 DL DL 2 " 1 " 11 3 _LL . -LL -2 1 Load Combinations Description So[vePP.... SR... BLC FactOLBLC Factor BLC Factor BLC Factor BLC^Factor BLC_Factor„BLC Factor BLC Factor 1 DL+LL+EL Yes Y EL 1 DL i _ LL___1 RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585-FRAME F-10 LINE A.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Envelope Joint Displacements Joint XRnJ LC Yiiol LC Rotation [rad] .LC„_ 1 N1 max 0 0 1 0 1 1 2 min 0 1 0 1 : 0 1 3 N2 max .433 1 -.011 1 -5.18e-3 1 1 4 min .433 1 -.011 1 -5.18e-3 1 5 N3 max .414 1 -.014 1 1.066e-3 1 1 6 min .414 1 -.014 ! 1 1.066e-3 1 7 N4 max 0 0 1 0 1 1 8 min 0 1 0 i 1 I 0 Envelope Joint Reactions Joint 1 Nl max X[kl LC .374 1 Y [kL_ - 51.507 LC Moment [k-ftl 1 95.715 LC 1 1 2 min .374 : 1 51.507 1 i 95.715 1 3 N4 max -40.374 1 65.263 1 264.467 1 1 4 min ^0.374 1 65.263 1 264.467 1 5 Totals: max -40 1 116.771 1 rr: min -40 1 116.771 J 1 Envelope Member Section Forces Member 1 Ml Sec 1 max Axiallkl 51,507 LC Shear[k]_ 1 -.164 LC Moment[k-ft] 1 95.715 _ LC 1 2 ! min 51.507 1 -.164 1 95.715 1 3 2 max 51.195 1 -.164 1 96.291 1 1 4 i min 51.195 1 -.164 1 96.291 ; i 5 3 max 50.883 1 -.164 1 96.866 1 1 6 min 50.883 1 -.164 1 96.866 1 7 4 max 50.571 1 -.164 1 97.442 1 1 8 min 50.571 1 -.164 1 97.442 1 9 5 max 50.259 1 -.164 1 98.017 1 1 10 min 50.259 1 -.164 1 98.017 1 11 M2 1 max 40.374 1 44.26 1 98.017 1 1 12 i min 40.374 1 44.26 1 98.017 1 13 2 max 40.374 1 18.691 1 -138.05 1 1 14 min 40.374 1 18.691 1 -138.05 1 15 3 max 40.374 1 -6.877 1 -182.351 1 1 16 min 40.374 1 i -6.877 1 -182.351 1 17 4 max 40.374 1 -32.446 1 -34.888 1 1 18 1 min 40.374 1 -32.446 1 -34.888 1 19 5 max 40.374 1 -58.015 1 304.34 1 1 20 1 1 min 40.374 1 \ -58.015 1 304.34 1 21 M3 1 max 64.015 1 40.629 1 304.34 1 1 22 min 64.015 1 40.629 1 304.34 1 23 2 max 64.327 1 40.629 1 162.138 1 1 24 1 min 64.327 1 40.629 1 162.138 1 25 3 max 64.639 1 40.629 1 19.937 1 1 26 i min 64.639 1 i 40.629 1 19.937 1 27 4 max 64.951 1 40.629 1 -122.265 1 1 28 min 64.951 1 40.629 1 -122.265 1 29 5 max 65.263 1 40.629 1 -264.467 1 I 30 min 65.263 1 40.629 1 -264.467 1 RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585-FRAME F-10 LINE A.r2d] Page 3 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Envelope Member Section Stresses Member Sec Axialfksi] LC Shear[ksi] LC Top Bending[k... LC Bottom Bendin.. LC 1 Ml 1 max 1.966 1 -.019 1 -7.4 1 7.4 1 2 ! min 1.966 i 1 -.019 1 -7.4 7.4 M 3 2 max 1.954 1 -.019 1 -7.444 1 7.444 1 4 1 min 1.954 ! 1 -.019 1 -7.444 1 7.444 1 1 5 3 max 1.942 1 -.019 1 -7.488 7.488 1 6 i min 1.942 1 1 -.019 1 -7.488 1 7.488 1 1 i 7 4 max 1.93 1 -.019 1 -7.533 1 7.533 1 8 i min 1.93 1 1 -.019 1 -7.533 -| 7.533 1 1 5 9 5 max 1.918 1 -.019 1 -7.577 1 7.577 1 10 min 1.918 i 1 -.019 1 -7.577 1 7.577 1 11 M2 1 max 1.541 1 5.033 1 -7.577 1 7.577 1 12 min 1.541 1 1 5.033 1 -7.577 1 7.577 1 1 i 13 2 max 1.541 1 2.126 1 10.672 1 -10.672 1 14 ; min 1.541 1 1 2.126 1 10.672 1 -10.672 1 1 15 3 max 1.541 1 -.782 1 14.097 1 -14.097 1 16 ! min 1.541 \ 1 -.782 1 14.097 1 -14.097 1 i 17 4 max 1.541 1 -3.69 1 2.697 1 -2.697 1 18 i min 1.541 ! 1 -3.69 1 2.697 1 -2.697 1 1 ' 19 5 max 1.541 1 -6.597 1 -23.528 1 23.528 1 20 : min 1.541 i 1 -6.597 1 -23.528 i 23.528 ! 1 i 21 M3 1 max 2.443 1 4.62 1 -23.528 1 23.528 1 22 i min 2.443 i 1 4.62 1 -23.528 1 23.528 i 1 23 2 max 2.455 1 4.62 1 -12.535 1 12.535 1 24 i min 2.455 1 1 4.62 < 1 -12.535 1 12.535 1 1 25 3 max 2.467 1 4.62 1 -1.541 i 1.541 1 26 ; min 2.467 1 1 4.62 i 1 -1.541 -j 1.541 I 1 27 4 max 2.479 1 4.62 1 9.452 1 -9.452 1 28 i mm 2.479 i 1 4.62 i 1 9.452 1 -9.452 1 1 29 5 max 2.491 1 4.62 1 20.445 1 -20.445 1 30 ! min 2.491 1 1 4.62 i 1 20.445 1 -20.445 i 1 : Envelope Member Section Deflections 1 Member Ml _ Sec 1 _ max - . x[in] 0 LC 1 - yilDl-. - 0 LC L/y Ratio 1 NC . LC i::2:::: ; min 0 1 0 1 NC i 1 i 3 ZIZIIiIl max -.003 1 -.027 1 6257.77 1 1 4 i min -.003 1 -.027 1 6257.77 1 5 3 _ JTiax -.006 1 -.108 1 1559.034 1 1 6 I min -.006 1 -.108 1 1559.034 i 1 7 4 max -.008 1 -.243 1 691.186 1 1 8 i min -.008 1 -.243 1 691.186 1 \ 9 .5. .. max -.011 1 -.433 1 387.925 1 [ 10 , mm -.011 1 -.433 1 387.925 1 J 11 M2 1 max .433 1 -.011 1 NC 1 ri2 i min .433 1 -.011 1 NC 1 1 13 2 max .428 1 -.475 1 778.036 1 1 14 i min .428 1 -.475 1 778.036 ' - ,-.1 , ..i 15 3 max .424 1 -.623 1 589.505 f16' 1 min .424 1 -.623 1 589.505 1 i 17 ___^__ 4. _ max .419 1 -.343 1 1091.851 1 18 ; min .419 1 -.343 1 1091.851 1 1 19 _ ^_ __,_5. _ max .414 1 -.014 1 NC 1 1 20 min .414 1 -.014 1 NC 11 21 M3 _____1_ _ max .014 1 .414 1 NC L~j.L j 22 i min .014 1 . .414 1 NC _^ 1 j RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585-FRAME F-10 LINE A.r2d] Page 4 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Envelope Member Section Deflections (Continued) Member Sec X [in] LC y [in] LC L/y Ratio _LC_- 23 2 max .011 1 .367 •] 2962.268 1 1 24 : i min .011 1 1 i .367 1 2962.268 1 1 25 3 max .007 1 .229 1 7503.922 1 1 26 1 min .007 1 1 .229 1 7503.922 i i 27 4 max .004 1 .08 1 7263.023 1 1 28 1 min .004 1 .08 1 7263.023 1 29 5 max 0 0 NC 1 1 30 i min 0 i 1 1 0 1 NC 1 1 Envelope AISC 360-05: ASD Steel Code Checks Member Shape 1 Ml W16X89 1 2 M2 W16X89 3 M3 W16X89 CodeCh... Loc[ft] .290 14 833 : 30 .754 0 LC Shear C... 1 .001 i 1 .330 1 .231 Loclft] 0 i 30 0 LC 1 i 1 1 Pnc/pnL[k] 562.985 189.044 562.985 Pnt/om lk] 784.43'l 784.431 784.431 Mn/om [k-ft] Cb 400.198 1 - ! 436.627 '1. [ 436.627 2.... Ecjn Hl-lb HI-la HI-'lb RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585-FRAME F-10 LINE A.r2d] Page 5 Inlind Engimsring & Consulting, ine. 4883 E, La Palma Ave,, Suite 501-A PROJECT " NCCC Anaheim, CA92807 ^^i itn-r -r- , Phone: (714) 777-77001 Fax: (714) 777-7773 OLIblM 1 . Timeless inlandengineering@st)cg!obal,net JOB NO. : 101585 DATE : PAGE: DESIGN BY: REVIEW BY: frame F-10 Line A Seismic I3«slgn for Intermediate/Ordinary Moment Resisting Frames Based on IE C 09, AiSC 341-OS & AISC 358-05 INPUT DATA & DESIGN SUMMARY COLUMN SECTION BEAM SECTION A d 26.4 16.8 A d 26.4 16.8 tw 0.53 tw 0.53 bf 10.40 = > bf 10.40 W16X89 tf 0.88 W16X89 tf 0.88 S, 157 Sx 157 1310 1310 rx 7.04 rx 7.04 •y 2.48 2.48 177 Zx 177 k 1.58 k 1.58 Fy = 50 ksi Pu= 60 kips L= 30 ft h= 14 ft STRUCTURAL STEEL YIELD STRESS THE FACTOR AXIAL LOAD ON THE COLUMN BEAM LENGTH BETWEEN COL. CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW THE DESIGN IS ADEQUATE. (Continuity column stiffeners 1.0625 x 8 with 5/16" fillet weld to web & CP to flanges. A doubler plate is required with thickness of 1/2 in.) ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12,2-1) FRAME TYPE R "o Cd SMRF 8 3 5 1/2 IMRF 4.5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) b,/(2t,)= 5.94 0.3(Es/Fy)°^= 7.22 [Satisfactory] [ 52 / (Fy)°^ for AISC Seismic 97, Tab. 1-9-1] Where E. = 29000 ksi h/t„ 25.98 < 2.45 (Es/Fyi 59.00 [Satisfactory] [418/(Fy)°* for FEMA Sec 3,3.1.2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab, 1-8-1) b,/(2t,) = h/tw = 5.94 25.98 0.3(Es/Fy)°^= 7.22 [Satisfactory] [52/(F/^ for AISC Seismic 97, Tab. 1-9-1] 3.14(Es/Fy)°=(1-1.54Pu/(t)bPy) = 69.74 , for Pu/<|>i,Py< 0,125 [Satisfactory] [ 520 / (Fy)° '(1-1.54Pu/(|ii,Py) for AISC Seismic 97, Tab. 1-9-1] (Es/Fy)°^MAX[1.49, 1.12(2.33 - Gg)] = N/A , for PMt,Py > 0-125 ( MAX] 191 / (Fy)°^(2.33-Pu/(|)bPy). 253 / (Fy)°^ for AISC Seismic 97, Tab. 1-9-1} Where ^= 0.9 ,Py = FyA= 1320 kips CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-05 Sec. 2.4,4) tc, = MIN{ bw / 6 , 0.4[1.8bb, tb, (FybRyb) / (FybRyb)] ° ' }= 1.62 in > actual tc (The continuity plates required.) tst = tb, for interior connection, or (tb, 12) for exterior connection = 8 in < 1.79 (Es/Fys, )''^ts,= b« = *cPn,st = *cFcrA = 0.88 53.98 in,USE 1.06 in in, (LRFD Sec K1.9) [Satisfactory] 773.8 kips Wtiere 0.9 0.75 l = ts,(2bs, + t«c)'/12 = A = 2bs,ts, + 26(tv^' = rst = (l/A)°= = Pu.st = Ryb Fyb bfb tft = 400 24 4,09 in 500,5 kips hs, = dc - 2k = Khst/rs, <200 Xc = 0.028 Fcr = 35.99 Fys, = 36 [Satisfactory] 13.64 (AISC 360, E2) [Satisfactory] ksl kips, plate yield stress The best fillet weld size (AISC 360-05 Sec. J2.2b) > WMIN = 0.1875 in w= 5/16 in •= WMAX = 0.4375 in [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360-05 Sec.J2.2b) Lw = O.etsiLnsfFy / [(2) * F„ (0.707 w)] = (1.0625 X 10.6) X 36 / [(2) 0.75 (0,6x70)(0.707x5/16)] = 12.40 in Where Lnet = dc - 2(k + 1.5) = 10.6 2(Lnei -0.5) [Satisfactory] CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec 10.2d) tReqD = MAX (ti,t2)= 0.97 in tl = Cy Mpr (h - db) / [0,9 (0.6) Fyc Rye dc (db - t,b) h] = 0.97 Where Cy = Sb / (Cpr Zb) = 0.77 2^4 (cont'd) •'pr-1.15 (AISC 341-05 Sec. 9.6 & AISC 358-05 Sec. 2.4.3) 1.1 (AISC 341-05 Tab. 1-6-1) Sb = 2lb/db= 156 lb=lx= 1310 in" Mpr = Nb CprRyFyb Z,, = Nb= 1 in irrr":;:^ rz r 1 r 933 ft-kips (if double side connection of beams, input 2) t2 = (dz + Wz) / 90 = (db -2tst + dc - 2k) / 90 = Since t„c= 0.53 in required with thickness of 1/2 in. 0.31 in tReqD. 3 doubler plate is Technical References: 1. AISC 341-05; "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, Nov. 16, 2005. 2. AISC 360-05; "Specification for Structural Steel Buildings", American Institute of Steel Constnjction, March 9, 2005. 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar", AISC, Oct. 12,2006. .Y Z^:A -4,06k/ft -15.4k 50,3k I N2 ^1 M2 Httt 7 \ 1 "tt 468.7 =l3 -15_4k fffi 468.7 ^3 J: 70.7 Loads: LC 1, DL+LL+EL Solution: Envelope Member Bending Moments (k-ft) Inland Engineering, Inc. SN 101585 NCCC SK-1 Sept 12, 2011 at 11:15 AM nccc-101585-MOM. FRAME F-8 Ll... Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Global Display Sections for Member Calcs iMax Internal Sections for Member Calcs !97 ] Include Shear Deformation Yes i Merge Tolerance (in) 1.12 1 P-Delta Analysis Tolerance 0^0% Hot Rolled Steel Code AISC 360-05: ASD ICold Formed Steel Code 1 AISI 1999: ASD I Wood Code AF&PA NDS-97: ASD IWood Temperature l<100F 1 Concrete Code ACI 318-99 1 Masonry Code ! ACI 530-05: ASD | Al u m i n u rn Code AA ADM 1-05: ASD Number of Shear Regions 4 1 Region Spacing Increment (in) 14 1 Concrete Stress Block Rectangular |Use Cracked Sections lYes 1 Bad Framing Warnings No Unused Force Warnings lYes 1 Hot Rolled Steel Properties Label E [ksi] Giksi] Nu Therm E5 F) DensityLk/ff^Sl Yieldlksil 1 HR_STL 29000 11154 _ ,3 .65 ,49 _ 50 _ Hot Rolled Steel Section Sets label Shape . Type Design List _ Material . Design Rules _ Aiin2] 1 (90,270) [i. . IC0J80ian4] 1 SECI W18X119 Beam Wide Flanqe HR STL tvoical 35.1 253 2190 1 2 sec2 W18X119 Column Wide Flanael HR STL Typical 35.1 i 253 2190 Member Primarv Data label 1 Joint J Joint Rotate(cleg) Section/Shape Type _ Desjg.n List Material _Design_RuLes_ 1 Ml Nl N2 sec2 Column Wide Fla... HR STL typical i 2 M2 N2 N3 SECI Beam Wide Fla...i HR stlI _TypJcaL 3 M3 N3 N4 sec2 Column Wide Fla.T. H R s tl typical Joint Coordinates and Temperatures label 1 Nl --- -xifti 0 mi 0 Temp [F] 0 1 2 N2 i 0 i 14 i 0 1 3 N3 35 14 0 1 4 N4 35 0 0 1 Joint Boundarv Conditions Joint Label 1 Nl 1 2 _ _..._N4 .Xik/in]_. Reactjon Reaction _ Y_[k/inl Reaction Reaction Rotation[k-ft/rad] Reaction Reaction Footing RISA-2D Version 10.0.0 [S:\...\...\JOBS-10\church\nccc\nccc-101585-MOM. FRAME F-8 LINE A.7.r2d] Page 1 Company : Inland Engineering, Inc. Designer : SN -.^ —» Job Number : 101585 NCCC Checked Bv:^-^ / Hot Rolled Steel Desian Parameters Label Shape Length[... Lb-out[ft] Lb-in[ft] Lcomp top...Lcomp bot . K-out K-in Crn_ Cb Out s... In sway Functi... 1 Ml sec2 14 Lateral 12' M2 i SECI 35 : I • i Iilii jt-ateral, 3 __M3 sec2 14 Lateral Plate Primarv Data Label A Joint _B_Jpint C_JpJnt D Joint_ Material Thickness[inJ^ No Data to Print... Joint Loads and Enforced Displacements (BLC 1: LAT.) _Joint Label _ ^ „L,aM Direction Magnitude[(k.k-ft). (in.rad). (k*s^2/ft.. 1 N2 L X 50.3 Joint Loads and Enforced Displacements (BLC 2: DL) Joint Label _ L,D,M _ DLrection _ Magnitude[(k.k-ft). (in.rad), (k*s'^2/ft.. 1 _ N2 J- ^ _ Y _ ^ „ _ -7J_ 2 _ N3 _ ! L Y 1 _ _-L7 ______ _ Joint Loads and Enforced Displacements (BLC 3 : LL) Joint Label L.D.M Direction _ Magnitude[(k.k-ft). (in.rad). (k*s'^2/ft.. 1 _N2 _ _ X ^ ^ Y ^ -7J„ _ 1 2 : N3 J _^L...^ Y ] __-L.7 Member Point Loads Member Label _ Direction _ _ Magnitude[k.k-ft] LocationIft,%l No Data to Print... Member Distributed Loads (BLC 2: DL) Member Label Direction Start Magnitude[k/ftjJ..End Magnitudelk/ft,d... Start Locafon[ft,%l _ EndJ.ocation[ft,%] 1 M2 Y -1.66 -166 0 35 _ Member Distributed Loads (BLC 3: LL) Member Label _ Direction. Start Magnitude[k/ft.d...End Magnitude[k/ft,d... Start Location[ft,%1 End Locationlft,%] 1 M2 _ _ Y _ -2.4 _ -:2.4 __0 ,35 Basic Load Cases BLC Description Category _X.Gravity Y Gravity Joint Point _ _ Distributed 1 LAt, EL 1 1 2 DL DL -1 ..._.L_ 2 __ :r ::..x.:.j 3_. LL LL ^ 2 ___ 1 Load Combinations Description SolvePD... SR .. BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC_Factor BLC Factor BLC Factor 1. . DL+LL+EL .Yes Y EL 1 DL 1 LL 1 RISA-2D Version 10.0.0 [S:\...\...\JOBS-10\church\nccc\nccc-101585-MOM. FRAME F-8 LINE A.7.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Envelope Joint Displacements Joint X anl LC Yfinl LC Rotation [radl LC 1 Nl max 0 1 0 1 0 1 1 2 min 0 1 0 1 1 0 1 3 N2 max .349 1 -.014 1 -4.97e-3 1 1 4 min .349 1 -.014 1 i ^.97e-3 1 5 N3 max .324 1 -.016 1 1.556e-3 1 1 6 min .324 1 -.016 \ 1 1.556e-3 1 7 N4 max 0 1 0 1 0 1 i 8 : min 0 11' 0 i 1 1 0 1 Envelope Joint Reactions Joint Xlkl LG YLkl LC Moment [k-ft] LC 1 Nl max 9.356 1 83.11 1 92.976 1 f 2 min 9.356 i 1 83.11 7 1 i 92.976 1 3 N4 max -59.656 1 97.314 1 370.661 1 1 4 min -59.656 1 97.314 1 370.661 1 5 Totals: max -50.3 1 180.425 1 1. 6 min -50.3 1 180.425 i Envelope Member Section Forces Member 1 1^1 Sec 1 max Axiallkl LC 83.11 1 ShearM -9.083 LC Moment[k-ftl 1 92.976 .„.LC i 2 min 83.11 1 -9.083 1 92.976 1 3 2 max 82.692 1 -9.083 1 124.768 1 1 4 min 82.692 1 -9.083 1 124.768 1 5 3 max 82.274 1 -9.083 1 156.56 1 1 6 min 82.274 1 -9.083 1 156.56 1 7 4 max 81.856 1 -9.083 1 188.352 1 1 8 min 81.856 1 -9.083 1 188.352 1 9 5 max 81.438 1 -9.083 1 220.143 1 1 10 min 81.438 1 -9.083 1 220.143 1 11 M2 1 max 59.656 1 66.039 1 220.143 1 1 12 i min 59.656 1 66.039 1 220.143 ! 1 13 2 max 59.656 1 29.469 1 -197.701 1 1 14 min 59.656 1 29.469 1 -197.701 1 15 3 max 59.656 1 -7.102 1 -295.556 1 1 16 min 59.656 1 -7.102 1 -295.556 1 17 4 max 59.656 1 -43.672 1 -73.424 1 1 18 i min 59.656 1 -43.672 1 -73.424 1 19 5 max 59.656 1 -80.242 1 468.696 1 1 20 min 59.656 ; 1 -80.242 1 468.696 1 21 M3 1 max 95.642 1 59.954 1 468.696 1 1 22 min 95.642 i 1 59.954 1 468.696 1 23 2 max 96.06 1 59.954 1 258.857 1 1 24 min 96.06 1 59.954 1 258.857 1 25 3 max 96.478 1 59.954 1 49.018 1 1 26 min 96.478 1 59.954 1 49.018 1 27 4 max 96.896 1 59.954 1 -160.822 1 1 28 min 96.896 1 59.954 1 -160.822 29 5 max 97.314 1 59.954 1 -370.661 ! 30 min 97.314 1 59.954 1 -370.661 1 RISA-2D Version 10.0.0 [S:\...\...\JOBS-10\church\nccc\nccc-101585-MOM. FRAME F-8 LINE A.7.r2d] Page 3 Company : Inland Engineering, Inc. Designer : SN Job Number ; 101585 NCCC Checked By: 27<^ Envelope Member Section Stresses Member Sec Axialfksil LC Shear[ksil LC Too Bendinofk. . LC Bottom Bendin.. ic__ 1 Ml 1 max 2.368 1 -.731 i -4.832 1 4.832 1 1 2 min 2.368 1 -.731 j 1 -4.832 i 1 i 4.832 1 i 3 2 max 2.356 1 -.731 1 -6.485 1 6.485 1 1 4 i min 2.356 1 -.731 1 1 -6.485 1 1 i 6.485 1 5 3 max 2.344 1 -.731 1 -8.137 1 8.137 1 1 6 i 1 i min 2.344 1 -.731 i 1 -8.137 i 1 1 8.137 1 I 7 4 max 2.332 1 -.731 -9.789 1 9.789 1 1 8 min 2.332 1 -.731 i 1 -9.789 1 1 ! 9.789 1 1 9 5 max 2.32 1 -.731 -11.441 1 11.441 1 1 10 min 2.32 1 -.731 i 1 -11.441 i 1 I 11.441 1 11 M2 1 max 1.7 1 5.315 1 -11.441 1 11.441 1 1 12 min 1.7 1 5.315 i 1 -11.441 1 1 i 11441 1 i 13 2 max 1.7 1 2.372 1 10.275 1 -10.275 1 1 14 min 1.7 2.372 1 10.275 i 1 i -10.275 1 i 15 3 max 1.7 -.572 1 15.361 1 -15.361 1 1 16 min 1.7 -.572 i 1 15.361 1 1 i -15.361 1 17 4 max 1.7 1 -3.515 1 3.816 1 -3.816 1 18 min 1.7 -3.515 j 1 3.816 I 1 -3.816 1 i 19 5 max 1.7 1 -6.458 1 -24.359 1 24.359 1 1 20 min 1.7 1 -6.458 j 1 -24.359 1 1 1 24.359 1 i 21 M3 1 max 2.725 1 4.825 1 -24.359 1 24.359 1 1 22 min 2.725 1 4.825 1 -24.359 1 1 i 24.359 1 i 23 2 max 2.737 1 4.825 i -13.453 1 13.453 1 1 24 1 min 2.737 1 4.825 i 1 -13.453 1 1 i 13.453 1 25 3 max 2.749 4.825 -2.548 1 2.548 1 1 26 min 2.749 1 4.825 i 1 -2.548 ! 1 1 2.548 1 27 4 max 2.761 1 4.825 1 8.358 1 -8.358 1 1 28 min 2.761 "l 4.825 } ^ 8.358 i 1 i -8.358 1 29 5 max 2.772 1 4.825 1 19.264 1 -19.264 1 1 30 min 2.772 4.825 19.264 1 1 i -19.264 1 Envelope Member Section Deflections Member 1 M1 Sec 1 max xM 0 LC 1 y linl _ 0 _ LC L/y Ratio NC LC 1 1 2 _ min 0 1 0 NC ! 1 3 2 max -.003 1 -.014 1 NC 1 n i min -.003 1 -.014 1 NC 1 5 3___ ._inax_ -.007 1 -.07 1 2402.682 1 1 6 i min -.007 i 1 i -.07 1 2402.682 T 7 4 max -.01 1 -.178 1 944.578 1 i min -.01 i 1 -.178 1 944.578 1 9 5 max -.014 1 -.349 1 481968 1 1 10 • i min -.014 i 1 -.349 1 481968 1 11 M2 1 max .349 1 -.014 1 NC 1 [12 _y ~ \ min .349 1 ; -.014 1 NC i 1 13 2_ max .342 1 -.586 1 734.733 1 i 14 i min .342 1 -.586 1 734.733 i •f 15 3 max .336 1 -.802 1 533.684 1 [ 16 i min .336 i 1 -.802 1 533.684 1 17 4 _ max .33 1 -.458 1 949.81 1 t 18 19 L..20_ _ _ _ 21 M3 i 22 : _ 5 . ~__^_TL : min _ max J min max min .33 .324 .324 .016 .016 1 1 1 1 1 -.458 -.016 -.016 .324 .324 949.81 : NC NC NC NC 1 1 RISA-2D Version 10.0.0 [S:\...\...\JOBS-10\church\nccc\nccc-101585-MOM. FRAME F-8 LINE A.7.r2d] Page 4 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: .23^ Envelope Member Section Deflections (Continued) Member Sec xjinl LC y [i"] LC L/y Ratio LC 23 2 max .012 1 .302 1 2824.648 1 1 24 i min .012 1 .302 1 2824.648 1 25 3 max .008 1 .195 1 5141491 1 1 26 i min .008 1 .195 1 5141491 1 i 27 4 max .004 1 .071 NC 1 1 28 1 min .004 1 .071 1 NC 1 29 5 max 0 1 0 1 NC 1 1 30 i mm 0 1 0 NC t 1 1 Envelope AISC 360-05: ASD Steel Code Checks Member Shape Code Ch... Locfftl LC Shear C... Locfft] LC Pnc/om [kl PnVom fkl Mn/om fk-ft] Cb Ecjn 1 Ml W18X119 12. M2 W18X119 3 M3 W18X119 .390 .917 j .780 14 35 0 1 .037 1 1 ' .323 1 .241 0 35 0 i 1 : 1 789.262 215.577 789.262 1050.898 1050.898 1050.898 651.198 1.3 , 651.198 |18^ 651.198 2.23 Hl-lb H1-1a Hl-lb RISA-2D Version 10.0.0 [S:\...\...\JOBS-10\church\nccc\nccc-101585-MOM. FRAME F-8 LINE A.7.r2d] Page 5 Inland Engineering & Consulting, Inc. 4883 E, La Palma Ave,, Suite 501-A PROJECT Anaheim, CA 92807 ir-MT Phone: (714) 777-7700 I Fax: (714) 777-7773 CLIENT inlandenQineerjng@sbcglobal,net JOB NO, NCCC PAGE Timeless DESIGN BY 101585 DATE: REVIEW BY 7 ^/ ' frame F-8 Line A.7 Seismic Design fiitr Intermediate/Ordtitary Moment Resisting PrameSiBased On IBC 09, AISC 341-0S:&iAiSC 358-05 INPUT DATA & DESIGN SUMMARY COLUI\/IN SECTION = > W18X119 A d 35.1 19.0 BEAM SECTION tw 0.66 11,30 = > tf 1,06 W18X119 s, 231 Ix 2190 rx 7.90 ••y 2.68 Zx 262 k 1.46 A d 35.1 19.0 tw 0.66 bf 11.30 V 1.06 Sx 231 Ix 2190 rx 7.90 fy 2.68 z, 262 k 1.46 STRUCTURAL STEEL YIELD STRESS = 50 ksi :— THE FACTOR AXIAL LOAD ON THE COLUMN BEAM LENGTH BETWEEN COL. CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW Pu = L = h = 76 35 14 kips ft ft r \_ r,;'..': THE DESIGN IS ADEQUATE. (Continuity column stiffeners 1.1875 x 9 with 7/16" fillet weld to web & CP to flanges. A doubler plate is required with thickness of 1/2 in.) ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) FRAME TYPE R "o Cd SMRF 8 3 5 1/2 IMRF 4.5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) b,/(2t,)= 5.33 < 0.3(Es/Fy)°*= 7.22 [Satisfactory] [ 52 / (Fy)°^ for AISC Seismic 97, Tab, 1-9-1] Where E. = 29000 ksi h/tw 24.55 2.45 (Es/F/ 59.00 [Satisfactory] [418/(Fy)" for FEMA Sec 3,3.1,2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab, 1-8-1) b,/(2tf)= 5,33 0.3(Es/F„ 7.22 [Satisfactory] [52/(Fy)" for AISC Seismic 97, Tab. 1-9-1] h/tw = 24,55 [Satisfactory] 3.14(Es/Fy)° '(1-1.54Pu/i|)bPy)= 70,02 , for Pu/itii,Py < 0.125 [ 520 / (Fy)° ^(1-1,54Pu/(tn,Py) for AiSC Seismic 97, Tab. 1-9-1] (Es/Fy)"' MAX[1,49, 1,12(2.33 - Cg)] = N/A , for Pu/i|)bPy > 0,125 Where { MAX[ 191 / (Fy)°^(2.33-Pu/(tiijPy), 253 / (Fy)°^ for AISC Seismic 97, Tab. 1-9-1} P„ = F 1 y, UIYIJI y; , t JO / ^l y; 0.9 , P„ = FvA = 1755 kips CHECK CONTINUITY PLATE REQUiREMENT (AISC 358-05 Sec. 2.4.4) to, = MIN{ bbf / 6 , 0,4[1.8bb, tb, (FybRyb) / (FybRyb)l " ' >= 1.86 in > actual t^f (The continuity plates required.) tst - tbf for interior connection, or (tbf /2) for exterior connection = bst= 9 in < 1,79 (Es/Fyst )°'ts,= 1,06 60.33 in.USE 1.19 in in, (LRFD Sec K1.9) [Satisfactory] •cPn.st - <l>cFcr A - Where i^c = 0.9 K = 0,75 l = ts,(2bs, + twc)'/12 = A = 2bs,ts, + 25(t„e)' = rst = (l/A)°' = f^u.st • Ryb Fyb bfb tfb = 1039.7 kips 642 32 4.47 in 658.8 kips in in^ hst = dc - 2k = Khs,/rst <200 Xc = 0.030 Fcr = 35.99 Fyst = 36 [Satisfactory] 16.08 (AISC 360, E2) [Satisfactory] ksi kips, plate yield stress The best fillet weld size (AISC 360-05 Sec,J2.2b) > WMIN = 0.25 in w= 7/16 in ^ WMAX = 0,5625 in [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360-05 Sec,J2.2b) L„ = 0,6ts,LnstFy/[(2)(|,F«(0.707 w)] Where Lnet = dc - 2(k + 1,5) = 13,1 ^ (1,1875 X 13,1) X 36/[(2) 0,75 (0,6x70)(0.707x7/16)]= 13,11 in < 2(Lnet-0 5) [Satisfactory] (cont'd) CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec 10.2d) tReqD = MAX (ti,t2)= 1H ih ti = CyMpr(h-db)/[0.9(0.6)FycRycdc(db-tfb)h]= 1.11 in Where Cy = Sb / (Cpr Zb) = 0.77 Cpr= 1.15 (AISC 341-05 Sec 9.6 & AISC 358-05 Sea 2.4.3) Ry = 1.1 (AISC 341-05 Tab. 1-6-1) Sb = 2lb/db= 231 in' lb = lx= 2190 in" Mpr = Nb CprRyFyb Zb = 1381 ft-kips Nb = 1 , (if double side connection of beams, input 2) t2 = (dz + Wz)/90 = (db-2tst + dc-2k)/90= 0.36 in Since two = 0.66 in < tR^qo, a doubler plate is required with thickness of 1/2 in. Technical References: 1. AISC 341-05: "Seismk: Provisions for Structural Steel Buildings", American Institute of Steel Construction, Nov. 16, 2005, 2. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005, 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminal, AISC, Oct. 12, 2006. .Y .Z ..X -4.35k./ft -30k 55k 1 -28k 385.8 ::;i8.8 %1 385.8 *T^444.7 Loads: LC 1, DL+LL+EL Solution: Envelope Member Bending Moments (k-ft) Inland Engineering, Inc. SN 101585 NCCC SK-1 Sept 12, 2011 at 11:30 AM nccc-101585-FRAME F-11 LINE B... Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Global Display Sections for Member Calcs 5 |Max Internal Sections for Member Calcs 197 1 Include Shear Deformation Yes 1 Merge Tolerance (in) 1.12 1 P-Delta Analysis Tolerance 0,50%^ ^ Hot Rolled Steel Code AISC 360-05: ASD ICold Formed Steel Code 1 AISI 1999: ASD \ Wood Code AF&PA NDS-97: ASD IWood Temperature l<100F 1 Concrete Code ACI 318-99 1 Masonry Code 1 ACI 530-05: ASD I Aluminum Code AAADMI-PSLASD Number of Shear Regions 4 1 Region Spacing Increment (in) i4 1 Concrete Stress Block Rectanqular lUse Cracked Sections iYes 1 Bad Framing Warnings No 1 Unused Force Warnings IYes 1 Hot Rolled Steel Properties LabeL HR STL Eiksi] 29000 Gtksi] 11154 Nu Iherm_(\1E5F) Densitylk/ff^a] Yield[ks]l_ .3 .65 .49_, 501 _ Hot Rolled Steel Section Sets Label SECI Shap_e W18X119 -TyRe Beam Design LLsL Wide Flanqe Material HR STL Design_Rules^ typical AXin21 _J (90,270) | 35.1 253 1(0,180) [in4] 2190 sec2 W18X119 Column IWide Flanae! HR STL ! Typical 35.1 253 2190 Member Primarv Data Label 1 Joint J Joint 1 Ml Nl N2 2 M2 N2 N3 3 M3 N3 N4 Rotate(deg) Section/Shape sec2 _ _1_ SEC1__ sec2 _ Type— - Design List Material _ Design Rules Column Wide Fla... HR STL _ Typjcal ^eam JWidj Fla...| HR STL Column Wide Fla... HR StL L TypicaL _ . Typical Joint Coordinates and Temperatures Label X[ft] Ylftl Temp [F] 1 Nl 0 0 0 1 2 N2 0 14 1 0 1 3 N3 29 14 0 1 4 N4 29 0 i 0 1 Joint Boundarv Conditions 1 2 Joint Label N1 X [k/in] N4 Reaction Reaction __YJk/Lnl- Reaction Reaction Rotation[k-ft/rad] Reaction Reaction FootLng. RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585-FRAME F-11 LINE B.r2d] Page 1 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 NCCC Checked By: Hof Rolled Steel Desian Parameters label Shape 1 Ml sec2 Length[... Lb-out[ft] 14 Lb-inlft]_ Lcomp top...Lcomp bot... K-out K-in Cm Cb Outs... In sway Functi... Lateral 1 2 M2 i SECI 29 1 \ 1 iLateral 3 M3 sec2 14 Lateral Plate Primarv Data Label A Joint B Joint 0 Joint D Joint Material Thicknessfin] No Data to Print. Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label N2 L,D,M 1 N2 L Joint Loads and Enforced Displacements (BLC 2: DL) Direction Magnitude[(k.k-ft). (in.rad). (k*s'^2/ft.. X 55 1 2 Joint Label N3 N2 UD,M L L Direction Magnitude[{k_,k-ft). (in,rad), (k*s*2/ft.. Y -14 Y J -15 Joint Loads and Enforced Displacements (BLC 3: LL) Joint Label N3 N2 L.D.M L L Direction _ Y ^ Y Maanitude[(k,k-ft). (in.rad), (k*s'^2/ff.. -14 -15 Member Point Loads _Memb_er Label J)irectiorL No Data to Print... Maqnitude[k.k-ft] .LocatipntftJ^ Member Distributed Loads (BLC 2: DL) M6mber_LabeL 1 M2 Direction Start Magnitude[k/ft,d...End Magnitude[k/ft.d... Start LocationLft,%l End LocationLft,%] Y -2.5 ___ ;;2,5 0 29^ Member Distributed Loads (BLC 3 : LL) Member Label 1 M2 Direction Start Magnitude[k/ft,d...End MagniU!de[k/ft.d... Start Location[ft,%] End LocationIfL%] Y -1.85 -1.85 0 29 Basic Load Cases BLC Descyiptiojn 1 LAf 2 DL 3 LL ^ate^^oiy EL DL LL X Gravity Y Gravity ; x.^ _Jp|nt 1 2 2 Point pistributed Load Combinations Description SolyePa . SR .. BLC Factor BLC Factor BLC_Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL+LL+EL Yes Y EL 1 DL 1 LL _ 1 RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585-FRAME F-11 LINE B.r2d] Page 2 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 NCCC Checked By: i3(^ Envelope Joint Displacements Joint X [in] LC _ _ _ YQn], LC Rotation frad] LC_ 1 Nl max 0 1 0 1 0 1 1 2 min 0 ; 1 0 i 1 i 0 1 3 N2 max .359 1 -.014 1 -3.956e-3 1 1 4 min .359 1 -.014 ! 1 ! -3.956e-3 1 5 N3 max .341 1 -.017 1 6.531 e-4 1 1 6 min .341 1 1 -.017 1 1 6.531e-4 1 7 N4 max 0 1 0 1 0 1 1 8 min 0 i 1 0 1 1 i 0 i 1 Envelope Joint Reactions Joint X Lk] LC Y[k] LC Moment fk-ft] LC 1 N1 max -3.161 1 86.639 1 148.814 1 r 2 min -3.161 1 86J39 i 1 148.814 1 3 N4 max -51.839 1 104.319 1 344.65 1 1 4 min -51.839 1 104v319 1 1 1 344.65 1 5 Totals: max -55 1 190.958 1 1 6 min -55 1 190.958 1 Envelope Member Section Forces Member 1 Ml Sec 1 max AxialLkl 86.639 LC ShearlK] 1 3.454 LC Momentfk-ft] 1 148.814 LC ! 2 min 86.639 1 3.454 1 148.814 i 1 ' 3 2 max 86.221 1 3.454 1 136.726 1 1 4 min 86.221 1 i 3.454 1 : 136.726 1 1 5 3 max 85.803 1 3.454 1 124.638 1 1 6 < min 85.803 1 3.454 1 124.638 1 7 4 max 85.385 1 3.454 1 112.55 1 1 8 min 85.385 1 3.454 1 112.55 \ 1 9 5 max 84.967 1 3.454 1 100.461 1 ! 10 i min 84.967 1 3.454 1 100.461 I 1 11 M2 1 max 51.839 1 54.968 1 100.461 1 1 12 min 51.839 1 54.968 1 100.461 1 13 2 max 51.839 1 22.564 1 -180.591 1 1 14 j min 51.839 1 22.564 1 -180.591 1 1 15 3 max 51.839 1 -9.839 1 -226.719 1 1 16 min 51.839 1 i -9.839 1 -226.719 1 17 4 max 51.839 1 -42.243 1 -37.922 1 1 18 1 min 51.839 1 -42.243 1 -37.922 1 19 5 max 51.839 1 -74.646 1 385.8 1 1 20 min 51.839 1 -74.646 1 385.8 1 i 21 M3 1 max 102.647 1 52.175 1 385.8 1 1 22 j min 102.647 1 52.175 1 385.8 1 23 2 max 103.065 1 52.175 1 203.187 1 1 24 min 103.065 1 52.175 1 203.187 1 25 3 max 103.483 1 52.175 1 20.575 1 1 26 min 103.483 1 52.175 1 20.575 1 27 4 max 103.901 1 52.175 1 -162.038 1 1 28 min 103.901 1 52.175 1 -162.038 ' 1 29 5 max 104.319 1 52.175 1 -344.65 1 ! 30 min 104.319 1 52.175 1 -344.65 1 RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585-FRAME F-11 LINE B.r2d] Page 3 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Envelope Member Section Stresses Member Sec Axialfksi] LC Shearfksi] LC Top Bendingfk.. LC Bottom Bendin... LC 1 Ml 1 max 2.468 1 .278 1 -7.734 1 7.734 1 1 2 j min 2.468 1 .278 1 -7.734 1 1 7.734 1 3 2 max 2.456 1 .278 1 -7.106 1 7.106 1 1 4 t mm 2.456 1 .278 1 -7.106 1 \ 7.106 1 ! 5 3 max 2.445 1 .278 1 -6.478 1 6.478 1 1 6 I min 2.445 1 .278 1 -6.478 1 i 6.478 1 7 4 max 2.433 1 .278 1 -5.849 1 5.849 1 1 8 1 min 2.433 1 .278 1 1 -5.849 1 i 5.849 1 ' 9 5 max 2.421 1 .278 1 -5.221 1 5.221 1 1 10 1 min 2.421 1 .278 1 -5.221 1 i 5.221 1 1 11 M2 1 max 1.477 1 4.424 1 -5.221 1 5.221 1 1 12 : min 1.477 1 4.424 1 -5.221 1 I 5.221 1 : 13 2 max 1.477 1 1.816 1 9.386 1 -9.386 1 1 14 1 min 1.477 1 1.816 1 9.386 1 1 -9.386 1 ; 15 3 max 1.477 1 -.792 1 11.783 1 -11.783 1 1 16 mm 1.477 1 -.792 ; 1 11.783 1 -11.783 1 ; 17 4 max 1.477 1 -3.4 1 1.971 1 -1.971 1 i 18 min 1.477 1 -3.4 1 1.971 1 1 -1.971 1 ; 19 5 max 1.477 1 -6.008 1 -20.051 1 20.051 1 1 20 i min 1.477 1 -6.008 ! 1 -20.051 1 i 20.051 1 21 M3 1 max 2.924 1 4.199 1 -20.051 1 20.051 1 1 22 j min 2.924 1 4.199 1 -20.051 1 i 20.051 1 23 2 max 2.936 1 4.199 1 -10.56 1 10.56 1 1 24 1 min 2.936 1 4.199 i 1 -10.56 1 ^ 10.56 1 25 3 max 2.948 1 4.199 1 -1.069 1 1.069 1 1 26 1 min 2.948 1 4.199 ! 1 -1.069 1 i 1.069 1 27 4 max 2.96 1 4.199 1 8.422 1 -8.422 1 1 28 1 min 2.96 1 4.199 i 1 8.422 1 ! -8.422 1 29 5 max 2.972 1 4.199 1 17.912 1 -17.912 1 i 30 1 min 2.972 1 4,199 i 1 17.912 1 : -17.912 1 Envelope Member Section Deflections Member Sec . _ __ x [in] 1 Ml 1 max 0 [ 2 _ „ 1 _min„ 0 _ 3 2 max _ __.:.004 [ 4 _ J min -.004 5 . _ _ 3 max -.007 : 6 _ _ _ . min -.007 7 4 max -.011 : 8 _ min -.011 9 5 max -.014 [ 10 _ „_ „ _„ __l „min -.014 11 M2 1 max .359 1 12 _ . min .359 13 _ 2 _ max _ .354 14 „j min .354 15 3 max .35 I 16 „ ; min _ .35 17 _ _ , _ _ 4 max _ .345 [ 18 ___ ___ _ _ __ _ [ min ^ .345 19 ^ 5 max .341 I 20 ^ min .341 21 _ _ M3 _____ 1 max ,017 I 22 _ : min .017 LC 1 1 1 1 1 1 1 yliol 0 0 -.025^ -.025 LC 1 "l ^096 096_ .209 -.209 ^59 .359 .014 .014 Uy Ratio NC ^NC 6639.186 6639.186 1746.732 1746.732 805.381 805.381 468.584 468.584 NC NC LC 1 1 1 1 .342„ .342 -.44 -.44 -.242 -.242 -.017 -.017 .341 .341 1062.972 1062.972 819.797 819.797 1544.157 1544.157 NC^ NC NC NC RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585-FRAME F-11 LINE B.r2d] Page 4 Company : Inland Engineering, Inc. Designer Job Number : SN : 101585 NCCC Checked Bv: Envelope Member Section Deflections (Continued) Member Sec 23 2 max xfinl .013 _ LC yfinl .296 _.LC L/y Ratio 4125.848 LC_ _ 1 24 i min .013 1 .296 1 4125.848 1 25 3 max .009 .184 1 NC 1 i 26 i min .009 .184 1 NC 1 27 4 max .004 1 .065 1 8339.04 1 i 28 min .004 1 .065 1 8339.04 1 29 5 max 0 1 0 1 NC 1 1 30 ! min 0 1 0 1 NC 1 Envelope AISC 360-05: ASD Steel Code Checks Member Shape 1 Ml W18X119 1 2 M2 WT8X119 3 M3 W18X119 Code Ch... .283 .675 i .657 Locfft] 0 29 0 LC Shear C... 1 .014 i 1 . .300" 1 .210 Lociftl 0 29 0 LC 1 1 1 Pnc/om fk]_ 789.262 314.01 789.262 Pnt/om tk] 1050.898 1050.898 1050.898 Mn/om tk-ftj Cb 651.198 1.. 651.198 1 •] 651.198 2. .. Eqn Hl-lb Hl-lb Hl-lb RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585-FRAME F-11 LINE B.r2d] Page 5 Inland EnglnMring & Consulting, Inc. 4883 E, La Palma Ave,, Suite 501-A PROJECT Anaheim, CA 92807 r^i ICMT Phone: (714) 777-77001 Fax: (714) 777-7773 CLIENT inlandengineenng@sbcslobal,net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101586 DATE: REVIEW BY FRAME F-11 LINE B ScHsmicDMign forintermecliate/OHiiRary Mon^erit Resistinig F^tnes^a^tf on CBC10^AISC341Mi^$ JIScI SSS-OS INPUT DATA & DESIGN SUMMARY COLUMN SECTION = > W18X119 A 35.1 BEAM SECTION d 19,0 tw 0.66 bf 11.30 = > tf 1.06 W18X119 Sx 231 Ix 2190 rx 7.90 ry Zx 2.68 262 k 1.46 A 35.1 d 19.0 tw 0.66 11,30 tf 1,06 Sx 231 Ix 2190 rx 7.90 ry Zx 2.68 262 k 1,46 STRUCTURAL STEEL YIELD STRESS Fy = SO ksi : - • THE FACTOR AXIAL LOAD ON THE COLUMN BEAM LENGTH BETWEEN COL. CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW Pu = L = h = 104 29 14 kips ft ft t I. ! ! ! I 1 THE DESIGN IS ADEQUATE. (Continuity colunnn stiffeners 1.1875 x 9 with 7/16" fillet weld to web & CP to flanges, A doubler plate is required with thickness of 1/2 in,) ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) FRAME TYPE R Co SMRF 8 3 5 1/2 IMRF 4,5 3 4 OMRF 3,5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab, 1-8-1) bf / (2tf) = 5.33 < 0,3(Es/Fy)°^= 7,22 [Satisfactory] [52/(Fy)" for AISC Seismic 97, Tab. 1-9-1] Where Eg = 29000 ksi h/t„, = 24.55 < 2,45 (Es / Fy)°^ = 59,00 [Satisfactory] [418/(Fy)" for FEMA Sec 3.3.1.2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab, 1-8-1) b,/(2t,)= 5,33 h / tv, = 24,55 0.3 (Es / Fy)"' = 7 22 [Satisfactory] [52/(Fy)°^ for AISC Seismic 97, Tab, 1-9-1] [Satisfactory] Wtiere 3.14(Es/Fy)° "(1-1.54Pu/it>i,Py)= 67.95 , for Pu/(ti|,Py < 0.125 [ 520 / (Fy)"(1-1.54Pu/(|>bPy) for AISC Seismic 97, Tab. 1-9-1] (Es/Fy)''^MAX[1.49, 1.12(2.33-Ca)]= N/A , for Pu/(t)bPy > 0.125 { MAX[ 191 / (Fy)°^(2,33-Pu/(t)bPy), 253 / (Fy)°^] for AISC Seismic 97, Tab, 1-9-1} •b = 0.9 , Py = FyA = 1755 kips CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-05 Sec 2,4,4) = MIN{ bb, / 6 , 0.4[1.8bb, tb, (FybRyb) / (FybRyb)l ° ' }= 1,86 actual tc. (The continuity plates required.) tst = tbf for interior connection, or (tb, 12) for exterior connection = 1,79 (E,/F,, 1.06 in.USE 1.19 in, (1-1/16 in ) 60,33 in, (LRFD Sec Kl.9) [Satisfactory] Wheie :FcrA = itic = 0-9 K = 0.75 I = t3t(2bs, + t„c)'/12 = A = 2bs,ts, + 25(t„c)' = 1039,7 kips rst = (l/A Pu.st - Ryb Fyb hfb t,b = 642 32 4.47 in 658.8 kips i|>cPn,s tls, = dc - 2k = K tls, / Ts, < 200 Xc = 0,030 Fcr = 35.99 Fys, = 36 [Satisfactory] 16.08 (AISC 360, E2) [Satisfactory] ksi kips, plate yield stress The best fillet weld size (AISC 360-05 Sec.J2.2b) > WMIN = 0,25 in w= 7/16 in < WMAX = 0.5625 in [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360-05 Sec.J2,2b) L„ = 0,6ts,L,s,Fy/[(2)(|)F„ (0,707 w)] Where Lnet = dc - 2(k + 1,5) = = (1.1875 X 13,1) X 36 / [(2) 0.75 (0,6x70)(0,707x7/16)] = 13.1 13.11 in 2(Lnet -0 5) [Satisfactory] CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec. 10.2d) tReqD = MAX (ti,t2)= 1-11 in ti = CyMpr(h-db)/[0.9(0.6)FycRycClc(db-tfb)hl= 1.11 in Where Cy = Sb / (Op, Zb) = 0.77 Cpr = 1.15 (AISC 341-05 Sec. 9.6 & AISC 358-05 Sec, 2.4.3) Ry = 1.1 (AISC 341-05 Tab 1-6-1) Sb = 2lB/db= 231 in' lb = lx= 2190 in" Mpr = Nb CprRyFyb Zb = 1381 ft-kips Nb = 1 (if double side connection of beams, Input 2) t2 = (dz + Wj) / 90 = (db-2ts,-I-dc - 2k) / 90 = 0.36 in Since t,yc = 0-66 in < tReqo, a doubler plate is required with thickness of 1/2 in. Technical References: (cont'd) 1. AISC 341-05: "Seismic Provisions tor Structural Steel Buildings", American Institute of Steel Construction, Nov. 16, 2005. 2. AISC 360-05: "Specification for Stmctural Steel Buildings", American Institute of Steel Construction, March 9, 2005, 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005, 4. Thomas A. Sabol, Ph.D,, S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar", AISC, Oct, 12, 2006, .Y .Z^- ,X -1,66k/ft -5k 47k M2 -5k 188.7 188,7 29.3 Loads: LC 1, DL+LL+EL Solution: Envelope Member Bending Moments (k-ft) Inland Engineering, Inc. SN 101585 NCCC SK-1 Sept 12, 2011 at 11:45 AM nccc-101585-FRAME F-6 LINE D.r... Company Designer Job Number Inland Engineering, SN 101585 Inc. /I 1. NCCC Checked By:_ Global Display Sections for Member Calcs 5 IMax Intemal Sections for Member Calcs 197 Include Shear Deformation Yes 1 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC 360-05: ASD ICold Formed Steel Code iAISI 1999: ASD Wood Code AF&PA NDS-97: ASD IWood Temperature |<100F Concrete Code ACI 318-99 1 Masonry Code 1 ACI 530-05: ASD Aluminum Code AAADM1-05: ASD Number of Shear Regions 4 [Region Spacing Increment (in) 14 Concrete Stress Block Rectangular Use Cracked Sections IYes Bad Framing Warnings No 1 Unused Force Warnings IYes Hot Rolled Steel Properties Label HR STL Elksi] GIksj]__ Nu Therm (MES F) Density[k/ft*3] YieldLksil 29000 11154 .3 .65 ,49 50 Hof Rolled Steel Section Sets LabeL SECI Shape W18X71 Type Beam Design List Wide Flanqe Material HR STL Design Rules Typical AJn21 20.8 i (90.270) [i.. 60.3 1(0.180) [in41 1170 seG2 W18X71 Column IWide Flanae; HR STL I Tvoical 20.8 60.3 1170 Member Primarv Data Label 1 Joint J Joint 1 Ml Nl N2 2 M2 N2 N3 3 M3 N3 N4 RotateCdegl. _Section/Sha.pe _ sec2 SECI sec2 Type Design List Material Design Rules ^ Column Wide Fla... HR STL TypicaL_^ Beam WideFla...j HR_STL j Typical Colujun Wide Fla... HR_STL Typical Joint Coordinates and Temperatures Label Nl Y[ft]_ 0 JenipiFJ 0 N2 14 N3 24 14 N4 24 Joint Boundarv Conditions 1 2 Joint Label Nl N4 X [Mm] Reacjion_ Reaction Y [k/in] ReactLpn^ Reaction Rotation[k-ft/rad] Reaction Reaction Foptirig^ RISA-2D Version 10.0.0 [S:V..\SHAWN\JOBS-10\church\nccc\nccc-101585-FRAME F-6 LINE D.r2d] Page 1 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 NCCC Checked By:. Hot Rolled Steel Desian Parameters Label Shape Len3th[... Lb-out[ft] Lb-in[ftl Lcomp top...Lcomp bot... K-out K-ln Cm ._.Cb _._QuJ s^,,Jn^sway.Functi„, 1 Ml sec2 14 Lateral 2 M2 1 SECI 24 1 1 1 Lateral 3 M3 sec2 14 Lateral Plate Primarv Data Label A Joint B Joint C Joint D Joint Material Thickness[in] No Data to Print... Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label L.D.M Direction Magnitude[(k.k-ft). (in.rad). (k*s'^2/ft... 1 „^ _ M. . L X _ 47 Joint Loads and Enforced Displacements (BLC 2: DL) Joint Label 1 N2 l.OM L Direction Y Ma5nitude:CkJ<-ft),iin.,rad),(k*s'^2/ft... -2.5 1 2 _.NL_ I . Y i -i5 ] Joint Loads and Enforced Displacements (BLC 3: LL) Joint Label 1 N2 L.D.M L Direction Y Maanitude[(k,k-ft)Uin.rad),(k*s'*2/ft... -2.5 [ 2^ N3 _ ...L Y 1 ••""•"•"-ZS'"'1 Member Point Loads Member Label Direction No Data to Print... Magnitude[k,k-ft] LocationLft,%l Member Distributed Loads (BLC 2: DL) Member Label 1 M2 Direction Start Magnitude[k/ft.d...End Magnitude[k/ft,d... Start Location[ft,%] End Locatioji[ft,%] Y -.76 -.76 0 24 Member Distributed Loads (BLC 3 : LL) Member Label 1 M2 Direction Start Magnitude[k/ft,d...End Ma5nitude[k/ft,d... Start Location[ft,,%j End Location[ft,%] Y -.9 -.9 _ 0 24 Basic Load Cases BLC Description 1 LAT. Cateaory X Gravity EL Y Gravity Joint 1 Point Distributed 1 2 DL DL -1 i 2 . .J.. L ^ 1 3 LL LL 2 . ... 1 Load Combinations DescriB.tion SolyePp... SR... BLC_ Factor BLC Factor BLC Factor BLC Factor. BLQ Factor BLC Factor BLC Factor BLC Factor 1 DL+LL+EL Yes Y EL 1 DL 1 LL 1 RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585-FRAME F-6 LINE D.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Envelope Joint Displacements Joint LC LC 1 Nl max 0 1 0 1 0 1 i 2 min 0 1 I 0 i 1 1 0 1 3 N2 max .517 1 -.004 1 -3.369e-3 1 4 min .517 ; 1 -.004 1 1 -3.369e-3 1 5 N3 max .503 1 -.01 1 -1.206e-3 1 1 6 min .503 ' 1 -.01 1 1 i -1.206e-3 1 7 N4 max 0 1 0 1 0 1 1 8 : min 0 111 0 1 1 1 0 1 Envelope Joint Reactions . . Joint X [k] LC - -Y-IK] LC Moment [k-ft] LC 1 Nl max -17.316 1 16.185 1 178.454 1 L2 „ min -17.316 ; 1 16.185 I 1 i 178.454 1 3 N4 max -29.684 1 37.335 1 229.316 1 \:4--L:L min -29.684 1 37.335 i 1 i 2"29.316 1 5 Totals: max -47 1 53.52 I 6 min -47 I 1 53.52 1 Envelope Member Section Forces Member Sec Axialfk] LC Shear[k] LC Moment[k-ft] LC 1 "M1 1 max 16.185 1 17.393 1 178.454 1 1 2 i min 16.185 1 17.393 1 178.454 3 2 max 15.937 1 17.393 1 117.578 1 4 1 min 15.937 1 17.393 1 1 117.578 ! 1 i 5 3 max 15.69 1 17.393 1 56.702 1 1 6 : min 15.69 1 17.393 1 56.702 1 1 i 7 4 max 15.442 1 17.393 1 -4.174 1 8 min 15.442 1 17.393 1 -4.174 1 9 5 max 15.194 1 17.393 1 -65.05 1 1 10 min 15.194 1 17.393 1 -65.05 1 11 M2 1 max 29.684 1 10.195 1 -65.05 1 t 12 min 29.684 1 10.195 1 -65.05 1 ' 13 2 max 29.684 1 -.189 1 -95.068 1 1 14 i min 29.684 1 -.189 1 1 -95.068 1 1 15 3 max 29.684 1 -10.574 1 -62.777 1 16 i min 29.684 1 -10.574 1 -62.777 1 i 17 4 max 29.684 1 -20.959 1 31.822 1 1 18 1 min 29.684 1 -20.959 1 31.822 1 1 19 5 max 29.684 1 -31.343 1 188.729 1 20 : min 29.684 1 -31.343 1 188.729 1 1 21 M3 1 max 36.344 1 29.86 1 188.729 1 22 min 36.344 1 29.86 1 188.729 1 1 i 23 2 max 36.592 1 29.86 1 84.218 1 1 24 min 36.592 ; 1 29.86 1 84.218 j . 25 3 max 36.84 1 29.86 1 -20.294 1 26 min 36.84 1 29.86 1 -20.294 1 1 27 4 max 37.088 1 29.86 1 -124.805 1 1 28 i min 37.088 1 29.86 1 -124.805 29 5 max 37.335 1 29.86 1 -229.316 1 1 30 min 37.335 1 29.86 1 -229.316 1 1 RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585-FRAME F-6 LINE D.r2d] Page 3 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Envelope Member Section Stresses Member Sec Axial[ksi] LC Shear[ksi] LC Too Bendingfk.. LC Bottom Bendin.. LC 1 Ml 1 max .778 1 1.902 1 -16.903 1 16.903 1 2 I min .778 1 1 1.902 1 1 -16.903 1 1 16.903 1 1 : 3 2 max .766 1 1.902 1 -11.137 1 11.137 1 4 1 min .766 1 1 1.902 1 1 -11.137 1 1 11.137 1 1 • 5 3 max .754 1 1.902 1 -5.371 1 5.371 1 6 1 min .754 1 1 1.902 1 1 -5.371 1 1 5.371 1 1 7 4 max .742 1 1.902 1 .395 1 -.395 1 8 1 min .742 1 1 1.902 1 1 .395 1 1 -.395 1 1 1 9 5 max .73 1 1.902 1 6.161 1 -6.161 1 10 1 min .73 i 1 1.902 i 1 6.161 1 1 -6.161 i 11 M2 1 max 1.427 1 1.115 1 6.161 1 -6.161 1 12 1 min 1.427 1 1 1.115 1 1 6.161 1 i -6.161 1 13 2 max 1.427 1 -.021 1 9.005 1 -9.005 1 14 1 min 1.427 1 1 -.021 ! 1 9.005 1 1 -9.005 1 15 3 max 1.427 1 -1.157 1 5.946 1 -5.946 1 16 i min 1.427 1 1 -1.157 1 1 5.946 1 1 -5.946 1 1 17 4 max 1.427 1 -2.292 1 -3.014 1 3.014 1 18 1 min 1.427 1 1 -2.292 1 1 -3.014 1 1 3.014 1 1 19 5 max 1.427 1 -3.428 1 -17.876 1 17.876 1 20 1 min 1.427 1 1 -3.428 1 1 -17.876 1 1 17.876 1 1 21 M3 1 max 1.747 1 3.266 1 -17.876 1 17.876 1 22 1 min 1.747 1 1 3.266 1 1 -17.876 1 1 17.876 1 23 2 max 1.759 1 3.266 1 -7.977 1 7.977 1 24 min 1.759 1 1 3.266 1 1 -7.977 1 1 7.977 i 1 25 3 max 1.771 1 3.266 1 1.922 1 -1.922 1 26 1 min 1.771 1 1 3.266 1 1 1.922 1 1 -1.922 1 1 27 4 max 1.783 1 3.266 1 11.821 1 -11.821 1 28 I min 1.783 1 1 3.266 1 1 11.821 1 1 -11.821 1 1 ' 29 5 max 1.795 1 3.266 1 21.72 1 -21.72 1 30 i min 1.795 1 1 3.266 1 1 21.72 1 1 -21.72 t 1 : Envelope Member Section Deflections 1 Member Ml Sec „ _ 1 __ max xfin] 0 LC . y-Iin] 0 LC L/y Ratio LC 1 NC 1 min 0 ' 1 '7 0 1 NC 1 3 LZ'xL. max -.001 1 -.057 1 2940.54 1 L4 : ! mm -.001 1 -.057 1 2940.54 1 1 5 ___ .3 max -.002 1 -.188 1 895.435 1 L.....6. min -.002 1 -.188 1 895.435 1 1 1 7 4 max -.003 1 -.353 1 475.276 1 1 8 min -.003 1 '< -.353 1 475.276 I 1 9 .5... max -.004 1 -.517 1 325.118 1 1 10 1 min -.004 \ 1 \ -.517 1 325.118 1 1 1 11 M2 1 max .517 -.004 1 NC 1 1 iz.„:.,.„....,„ 1 min .517 1 -.004 1 NC ill 13 2 max .513 1 -.165 1 1806.695 1 [...14....^„ 1 min .513 1 I -.165 1 1806.695 : 1 15 3 max .51 { """""" -.161 1 1869.708 1 Ll6.._.._l... : min ^ .51 1 -.161 1 1869.708 1 17 4 max .506 1 -.052 1 6684.324 1 i 18 min .506 ] Ti -.052 1 6684.324 . 1 19 5 max .503 1 -.01 1 NC 1 I 20 _.i mm .503 X I -.01 1 NC 1 ! 21 LM L ..... ...... max .01 1 .503 1 334.287 1 1 22 -.1. min .01 ' .503 1 334.287 L 1 RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585-FRAME F-6 LINE D.r2d] Page 4 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 NCCC 24 ^I? Checked Bv: Envelope Member Section Deflections (Continued) Member Sec x fin] 23 2 max .008 L.C yfin] .391 LC „_ L/y Ratio 430.182 LC 1 24 1 min i .008 1 .391 1 430.182 1 1 25 3 max .005 1 .226 1 743.494 1 i 26 1 min .005 1 .226 1 743.494 1 27 4 max .003 1 .074 1 2268.77 1 1 28 i I min ; .003 i 1 .074 1 2268.77 1 29 5 max 0 i 0 1 NC 1 1 30 1 1 min 1 0 1 1 0 1 NC 1 ' Envelope AISC 360-05: ASD Steel Code Checks Member Shape CodeCh... Locfftl LC ShearC... 1 Ml W18X71 .520 0 1 .095 1 2 M2 W18X71 f .736 i 24 j 1 .171 i 3 M3 W18X71 .695 14 1 .163 Loc[ft] 0 24 0 LC 1 1 1 Pnc/om {kJ 305.61 109.273 305.61 Pnt/om M 622.754 622.754 622.754 Mn/om fk-ft] Cb 361.776 2. . 1 361.047 ^. 361.776 2... Eqn Hl-lb I H1-1a ; m-ib RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc\nccc-101585-FRAME F-6 LINE D.r2d] Page 5 Inland Engineering & Consulting, Ine. 4883 E, La Palma Ave,, Suite 501-A PROJECT Anaheim, CA 92807 m ICMT Phone: (714) 777-7700 i Fax: (714) 777-7773 CLIENT tnlanclengineering@sbcgtobaj,net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY 2-41 FRAME F-6 LINED Sebmic D€«i^livfoFMerinediate/dnd{ii9^ Frames Based on CBC 10, AISC 341-05 & AISC 358-05 INPUT DATA & DESIGN SUMMARY COLUMN SECTION => W18X71 Ad t„ bf tf Sx 20.8 18.5 0.50 7.64 0.81 127 BEAM SECTION => W18X71 Ad t„ bf tf 20.8 18.5 0.50 7.64 0.81 127 STRUCTURAL STEEL YIELD STRESS THE FACTOR AXIAL LOAD ON THE COLUMN BEAM LENGTH BETWEEN COL. CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW THE DESIGN IS ADEQUATE. (Continuity column stiffeners 0.9375 x 9 witti 1/4" fillet weld to web & CP to flanges. A doubler plate Is required with thickness of 3/16 In. ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) 1170 1170 rx 7,50 rx 7.50 1.70 'y 1.70 Zx 146 Zx 146 k 1,21 k 1.21 Fy = 50 ksi Pu = 33 kips L = 24 ft h = 14 ft 1 r. 3 I-L J.I 1 I I FRAME TYPE R Ho Cd SMRF 8 3 5 1/2 IMRF 4.5 3 4 OMRF 35 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) bf / (2tf) = 4,72 < tl/tv, = 32,48 < 0.3(Es/F„ 7.22 [Satisfactory] [ 52 / (Fy)° ^ for AISC Seismic 97, Tab, 1-9-1] Where E. = 29000 ksi 2,45(Es/F„)° 59.00 [Satisfactory] [418/(Fy)°^ for FEMA Sec, 3.3.1,2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab, 1-8-1) bf/(2tf)= 4,72 0.3(E3/Fy)' 7,22 [Satisfactory] [52/(Fy)°^ for AISC Seismic 97, Tab. 1-9-1] 32,48 [Satisfactory] 3,14(Es/F/'(1-1.54Pu/4)t,Py) = 71.52 , for Pu/(|)t,Py< 0,125 Where [ 520 / (Fy)°^1-1,54Pu/i|>5Py) for AISC Seismic 97, Tab. 1-9-1] (Es/Fy)°^MAX[1.49, 1.12(2.33-Ca)]= WA , for Py/fePy > 0.125 {MAX[191 / (Fy)°^(2.33-Pu/itibPy). 253 / (Fy)°=] for AISC Seismic 97, Tab. 1-9-1} (bb = 0.9 , Py = FyA 1040 kips CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-05 Sec. 2.4.4) tcf = MIN{ bb, / 6 , 0.4(1,8bb, tbf (FybRyb) / (FybRyb)l }= 1.27 in > actual tcf (Ttie continuity plates required ) tst = tbf 'or interior connection, or (tbf 12) for exterior connection = bst= 9 in < 1.79 (Es/Fys, )'"ts,= 0.81 in,USE 0.94 in, (13/16 in) 47,63 in, (LRFD Sec. Kl.9) [Satisfactory] i|>cPn,sl - iticFcr A - Where be = 0.9 K = 0,75 l = ts,(2bs, + t„c)'/12 = A = 2bs,ts, + 25(t„c)' = rs,= {l/A)°' = Ryb Pyb hfb 'fb - 745.0 kips 494 23 4.64 in 340.4 kips in in^ <ticPn,s hst = dc - 2k = K hs, / Ts, < 200 Xc = 0.029 Fcr = 35.99 Fys, = 36 [Satisfactory] 16.08 (AISC 360, E2) ksi kips, plate yield stress [Satisfactory] The best fillet weld size (AISC 360-05 Sec.J2,2b) > WMIN = 0.1875 in w= 1/4 in WMAX = 0.3125 in [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360-05 Sec.J2.2b) L„ = 0.6ts,Lns,Fy / [(2) (j) F,, (0.707 W)] = (0,9375 X 13.1) X 36 / [(2) 0.75 (0.6x70)(0,707x1/4)] = Where Lnet = dc - 2{k + 1.5) = 13,1 < 16,82 in 2(Lnet -0 5) [Satisfactory] CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec. 10.2d) tReqD = MAX (ti,t2)= 0-64 in ti = CyMpr(h-db)/[0.9(0.6)FycRycdc(db-t,b)h]= 0.64 in Where Cy = Sb / (Cp, Zb) = 0.75 Cpr= 1.15 (AISC341-05Sec. 9.6 & AISC 358-05 Sec. 2.4.3) Ry = 1.1 (AISC 341-05 Tab. 1-6-1) Sb = 2lb/db= 126 in^ lb=lx= 1170 in" Mpr = Nb CprRyFyb Zb = 770 ft-kips Nb = 1 , (if double side connection of beams, input 2) t2 = (dj + Wz) / 90 = (db -2ts, + dc - 2k) / 90 = 0.36 in Since t„c= 0-50 in < iReqO^ a doubler plate is required with thickness of 3/16 in. Technical References: (cont'd) 1. AISC 341-05; "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, Nov. 16, 2005. 2. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar, AISC, Oct. 12, 2006. .Y -,675k/ft 18,5k ^ ..,, , rrt- ^lfe^.^[j4j[|IIIIIIJIIIIli"" 68,3 m •^1 68.3 3,1 Loads: LC 1, OL+LL+EL Solution: Envelope Member Bending Moments (k-ft) inland Engineering, Inc. SN 101585 nccc SK-1 July 19, 2011 at 2:23 PM nccc-101585-FRAIVIE F-13 LINE E. Company : Inland Engineering, Inc. Designer : SN Checked Bv:"^^^ Job Number : 101585 ncxjc Checked Bv:"^^^ Global Display Sections for Member Calcs 5"^^ |Max Intemal Sections for Member Calcs 197 1 Include Shear Deformation Yes [Merge Tolerance (in) 1.12 1 P-Delta Analysis Tolerance 0,50% Hot Rolled Steel Code AISC 360-05: ASD ICold Formed Steel Code AISI 1999: ASD | Wood Code AF&PA NDS-97: ASD [Wood Temperature 1 <100F 1 Concrete Code ACI 318-99 1 Masonry Code i ACI 530-05: ASD | Aluminum Code MADM1-05: ASD Number of Shear Regions 4 Region Spacing Increment (in) i4 1 Concrete Stress Block Rectangular [Use Cracked Sections Yes 1 Bad Framing Warnings No [Unused Force Warnings iYes ! Hot Rolled Steel Properties label E [ksil G Lksi] Nu ThermalE5F) Densitylk/ff^Sl _ Yield[ksil 1 HR STL 29000 11154 .3 .65 .49 50 \ 2 HSS 29000 11154 .3 .65 .49 46 Hot Rolled Steel Section Sets label Shape __Iype Design List Material Design Rules Aan2] 1 (90,270) [i. .1(0,180) [in4] 1 SEC1 W16X40 Beam Wide Flanae HR STL typical 11.8 28.9 518 1 2 sec2 HSS12X12X8 Column Tube HSS Tvpical 20.898 ; 457.107 457.107 Member Primarv Data Label 1 Joint J Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 Ml Nl N2 sec2 Column Tube HSS Typical ! 2 M2 N2 N3 i SECI Beam Wide Fla... HR STL : Typical 3 M3 N3 N4 sec2 Coiumn Tube HSS Typical Joint Coordinates and Temperatures Label mi Y [ft] Temp [F] 1 Nl 0 0 0 i 2 N2 0 14 0 3 N3 19 14 0 1 4 N4 1 19 ! 0 0 Joint Boundarv Conditions Joint Label X [Mm] Y[k/lnl Rotation[k-ft/rad] Footing 1 Nl Reaction Reaction Reaction i 2 N4 Reaction Reaction Reaction RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-13 LINE E.r2d] Page 1 Company : Inland Engineering, Inc. Checked Bv: ' Designer : SN Checked Bv: ' Job Number : 101585 nccc Checked Bv: ' Hot Rolled Steel Desian Parameters 1 Label Ml Shape sec2 Len5th[... Lb-out[ft] Lb-in[ftl Lcomp top...Lcomp bot... K-out K-in Cm 14 _.Cb _Out s,,,Jn sway.Functi,.. Lateral 2 M2 i SECI 19 ^ ^ i 1 I 1 Lateral 3 M3 sec2 14 Lateral Plate Primarv Data Label . A Joint _B_Joinl CLJoLnt. No Data to Print.. D__Joint„ Material _ThLckness[inl _ Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label N2 L,D,M L Direction Magnitude[Ck,k-ft), (in,rad). (k*s''2/ft.. X 18.5 Member Point Loads Member Label _Direction No Data to Print, . Mag Ditude|k.k-ftl Locatipnift,%] Member Distributed Loads (BLC 2: DL) _Member Label 1 M2 Direction Start Maanitude[k/ft,d...End MagnitudeLk/ft^d... Start Location[ft,%] End Location[ft,%l Y -.276 -.276 0 _ 19 Member Distributed Loads (BLC 3 : LL) Member Label Direction Start Magnitude[k/ft,d...End Magnitude[k/ft,d... Start Location[ft,%] _ End Location[ft,%] M2 Y -.4 -.4 0 19 Basic Load Cases BLC Description Category X Gravity y Gravity Joint Point Distributed 1 LAT. EL 1 _ ! 2 DL DL -1 : 1 1 3 _ _ Ik LL - -1 Load Combinations Description SolvePD... SR.. BLC Factor.BLC Factor BLC Factor _BLC Factor BLC Factor BLC Factor BLC Factpr. BLC Factor 1 DL+LL+EL Yes Y EL 1 DL 1 LL 1 Envelope Joint Displacements Joint X [in] _ LC YDLn] LC Rotation [rad] LC 1 Nl max 0 1 0 1 0 1 [2 min 0 1 0 1 0 1 3 N2 max .441 1 0 1 -2.362e-3 1 ! 4 : min .441 1 0 1 -2.362e-3 1 5 N3 max .434 1 -.004 1 -1.131 e-3 1 ; 6 min .434 1 -.004 1 -1.131 e-3 1 7 N4 max 0 1 , 0 1 0 1 1 8 . min 0 1 : 0 1 0 1 RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-13 LINE E.r2d] Page 2 Company Designer Job Number Inland Engineering, SN 101585 Inc, nccc Checked By: Envelope Joint Reactions 1 Joint Nl max X[k] -7.739 LC 1 - - Y [k] 2.17 LC 1 Moment [k-ft] 69.757 LC 1 2 min -7.739 1 2.17 : 1 1 69.757 1 3 N4 max -10.761 1 13.428 1 83.135 1 4 min -10.761 : 1 13.428 : 1 i 83.135 1 5 Totals: max -18.5 1 15.598 1 6 min -18.5 1 15.598 : 1 1 Envelope Member Section Forces 1 2 3 4 5 6 7 8 9 10 11 12 i3 14 15 16 17 18 19 20 21 I ,22_ 23 24 25 26 27 28 29 30 Member Ml M2 M3 Sec „,1 . L2L_ L3~ 4 2 1. 4 ^5" T 2 "'3 4 5 max min _ max min max min max min max min max min max min max min . max min max min max min max min max mm max min max min Axial[k] 2.17 2.17 1.921 1.921 1.672 1.672 1.423 1.423 1.174 1.174 10761 10.761 10.761 10.761 10.761 10.761 10.761 10.761 10.761 10.761 12.433 12.433 12,682 12.682 12.931 12.931 13.18 13.18 13.428 13.428 LC 1 1 1 1 SheartK] 7.746 7.746 7.746 7.746 7.746 7.746 7 746 7.746 7.746 7.746 1.174 1.174 -2.227 -2.227 -5.629 -5.629 -9.031 -9.031 -12.433 -12.433 10.814 10.814 10.814 10.814 10.814 10.814 10.814 10.814 10.814 10.814 LC 1 1 1 1 Moment[k-ft] 69.757 69.757 42.645 42.645 15.532 15.532 -11.581 -11.581 -38.693 -38.693 -38.693 -38.693 -36.192 -36.192 -17.532 -17.532 17.286 17.286 68.262 68.262 68.262 68.262 30.413 30.413 -7.436 -7.436 -45.286 -45.286 -83.135 -83.135 LC 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Envelope Member Section Stresses 1 Member Ml Sec 1 max Axial[ksi] .104 LC 1 Shear[ksiJ .694 LC 1 Top Bending[k.. -10.988 LC 1 Bottom Bendin.. 10.988 LC 1 2 i min .104 1 1 .694 1 -10.988 1 10.988 1 3 2 max .092 1 .694 1 -6.717 1 6.717 1 4 : min .092 j 1 .694 ; 1 -6.717 1 6.717 1 5 3 max .08 1 .694 1 -2.446 1 2.446 1 6 1 min .08 : 1 .694 1 -2.446 1 2.446 1 7 4 max .068 1 .694 1 1.824 1 -1.824 1 8 : min .068 i 1 .694 ; 1 1.824 1 -1.824 1 9 5 max .056 1 .694 1 6.095 1 -6.095 1 10 : min ,056 : 1 .694 1 6.095 1 -6.095 1 11 M2 1 max .912 1 .24 1 7.175 1 -7.175 1 12 min ,912 : 1 .24 1 7.175 1 -7.175 1 RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-13 LINE E.r2d] Page 3 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 nccc Checked By: Envelope Member Section Stresses (Continued) Member Sec Axial[!<si] LC Shear[ksi] LC To_p .Bending[k,,_., LC Bottom Bendin... LC 13 2 max .912 1 -.456 1 6.712 1 -6.712 1 1 14 : , min .912 1 1 -.456 1 6.712 1 -6.712 i 1 15 3 max .912 1 -1.153 -j 3.251 1 -3.251 1 1 16 : i min .912 1 1 -1.153 ' 1 3.251 1 -3.251 i 1 17 4 max .912 1 -1.849 1 -3.206 1 3.206 1 1 18 min .912 i 1 -1.849 I 1 -3.206 1 ; 3.206 i 1 19 5 max .912 1 -2.546 1 -12.659 1 12.659 1 t 20 i min .912 i 1 -2.546 j 1 -12.659 1 1 12.659 \ 1 21 M3 1 max .595 1 .969 1 -10.752 1 10.752 1 1 22 : i mm .595 1 1 .969 1 1 -10.752 1 i 10.752 i 1 23 2 max .607 1 .969 -4.79 1 4.79 1 1 24 min .607 i 1 .969 1 -4.79 1 : 4.79 ^ 1 25 3 max .619 1 .969 1 1.171 1 -1.171 1 ! 26 i min .619 i 1 .969 ; 1 1.171 1 -1.171 ; 1 27 4 max .631 1 .969 1 7.133 1 -7.133 1 1 28 i min .631 i 1 .969 i 1 7.133 1 i -7.133 1 1 29 5 max .643 1 .969 1 13.095 1 -13.095 1 1 30 ; min .643 ; 1 .969 : 1 13.095 1 -13.095 : 1 Envelope Member Section Deflections Member Sec x[in] LC yXinl LC Uy Ratio LC 1 M1 1 max 0 1 0 1 NC 1 i 2 i min 0 1 0 1 NC 1 3 2 . max 0 1 -.052 1 3261.01 1 1 4 1 min 0 1 -.052 1 3261.01 1 5 3 max 0 1 -.171 1 981.695 1 1 6 1 min 0 1 -.171 1 981.695 1 7 4 max 0 1 -.316 1 532.404 1 i 8 ; min 0 1 -.316 1 532.404 1 9 5 max 0 1 -.441 1 380.543 1 i 10 : min 0 1 -.441 1 380.543 1 11 M2 1 max .441 1 0 1 NC 1 i 12 : 1 min .441 1 0 1 NC 1 13 2 , max .44 1 -.078 1 2971.001 1 1 14 : min .44 1 -.078 1 2971.001 1 15 3 max .438 1 -.065 1 3616.361 1 ! 16 min .438 1 -.065 1 3616.361 1 17 4 max .436 1 -.01 1 NC 1 I 18 1 min .436 1 -.01 1 NC 1 19 5 max .434 1 -.004 1 NC 1 i 20 i min .434 1 -.004 1 NC 1 21 M3 1 . max .004 1 .434 1 386.825 1 ! 22 min .004 1 .434 1 386.825 1 23 2 max .003 1 .338 1 496.841 1 [ 24 . 1 min .003 1 .338 1 496.841 1 25 3 max .002 1 .193 1 868.653 1 1 26 L min .002 ; 1 .193 1 868.653 1 27 4 _ max 0 1 .061 1 2774.83 1 1 28 i min 0 1 061 1 2774.83 1 29 5 nnax 0 1 0 1 NC 1 i 30 ; min 0 1 0 1 NC 1 RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-13 LINE E.r2d] Page 4 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 nccc 75^ Checked Bv: Envelope AISC 360-05: ASD Steel Code Checks Member Shape CodeCh... Loc[ft] LC ShearC... 1 Ml HSS12X12X8 .341 0 1 .048 Loc[ft] 0 LC 1 Pnc/om [k] 527.783 Pnt/om [!<]_ Mn/om Xk-ft] Cb Eqn 575.641 205.588 2. .. H1-1b 1 2 M2 W16X40 i .441 19 i 1 .127 19 1 83.562 353.293 : 181.222 2....\ H1-1b 3 M3 HSS12X12X8 .417 14 1 .066 0 1 527.783 575.641 205.588 2. .. H1-1b RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-13 LINE E.r2d] Page 5 .Y .Z .X f^'j ii-^^ ^.L> -.676k/ft 18,5k 67,3 67,3 Loads: LC 1, DL+LL+EL Solution: Envelope iVlember Bending Moments (k-ft) inland Engineering, Inc. SN 101585 nccc SK-1 July 19, 2011 at 2:07 PM nccc-101585-FRAME F-4 LINE D.7 , Company Designer Job Number Inland Engineering, Inc. SN 101585 nccc Checked By:. Global Display Sections for Member Calcs IMax Internal Sections for Member Calcs 197 [ Include Shear Deformation Yes [Merge Tolerance (in) i.12 [ P-Delta Analysis Tolerance 0,50% Hot Rolled Steel Code AISC 360-05: ASD [Cold Formed Steel Code IAISI 1999: ASD [ Wood Code AF&PA NDS-97: ASD [Wood Temperature |<100F [ Concrete Code ACI 318-99 [Masonry Code i ACI 530-05: ASD [ Aluminum Code AA ADM 1-05: ASD Number of Shear Regions 4 [Region Spacing Increment (in) |4 [ Concrete Stress Block Rectangular [Use Cracked Sections IYes [ Bad Framing Warnings No [Unused Force Warnings Yes [ Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (\1 E5 F) Densjty[k/ft'^3] Yield[ksiJ 1 HR STL 29000 11154 .3 .65 .49 50 1 2 HSS 29000 11154 .3 .65 .49 46 Hot Rolled Steel Section Sets label Shape Type Design List Material Design Rules A [in2] 1 (90,270J [i. .1(0,180) [in4] 1 SECI W16X40 Beam Wide Flanqe HR STL Tvpical 11.8 28.9 518 1 2 sec2 W16X40 Column Wide Flanae: HR STL Typical 11.8 28.9 518 Member Primarv Data Label 1 Joint J Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 Ml Nl N2 sec2 Column Wide Fla... HR STL Typical 1 2 M2 N2 N3 SECI Beam Wide Fla...i HR STL Typical 3 M3 N3 N4 sec2 Column Wide Fla.., HR STL Typical Joint Coordinates and Temperatures Label X[ft] Y[ft] Temp [F] 1 Nl 0 0 0 1 2 N2 0 14 0 3 N3 19 14 0 1 4 N4 19 0 0 Join* Boundarv Conditions Joint Label X [k/in] Y[k/in] Rptation[k-ft/rad] Footing 1 Nl Reaction Reaction Reaction N4 Reaction Reaction Reaction RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585-FRAME F-4 LINE D.7.r2d] Page 1 Company Designer Job Number Inland Engineering, Inc. SN 101585 nccc ^7 Checked Bv: Hot Rolled Steel Desian Parameters label Shape Length[... Lb-put[ft] _Lb-in[ft] LcornE.top...Lcomp bot., K-out_J<Hn Cm Cb Out s...In sviray Functi... 1 Ml sec2 14 Lateral M2 i SECI 19 Lateral 3 ; M3 sec2_ __H. Plate Primarv Data Lateral Label A Joint B Joint C Joint No Data to Print.. P Joint Material Thickness[in] Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label N2 L,D,M L Direction Magnitude[(k,k-ft), (in,rad), (k*s'^2/ft.. X 18.5 Member Point Loads Member Label Direction Magnjtudell<,^k-ft] No Data to Print... Location[ft,%] Member Distributed Loads (BLC 2 : DL) Member Label 1 M2 DLrection Start Magnitude[k/ft,d...End Magnitude[k/ft,d... Start LocationIft,%] Y -.276 _ -.276 0 End Location[ft,%] 19 Member Distributed Loads (BLC 3: LL) Member Label 1 M2 Direction Start Magnitude[k/ft,d...End Magnitude[k/ft,d... Start Location[ft,%] Y -.4_ -.4 0 _ End Location[ft,%] 19 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 LAT. EL 1 i 2 DL DL -1 : 1 3 LL LL - --- -1 Load Combinations Description SolvePD.. SR .. BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL+LL+EL .Yes Y _ EL 1 DL 1 LL 1 - • • - - -Envelope Joint Displacements Joint X[in] LC Y [in] LC Rotation Irad] LC 1 Nl rnax 0 1 0 1 0 1 1 2 min 0 1 0 10 1 3 N2 max .422 1 0 1 -2.299e-3 1 i 4 min .422 1 0 1 -2.299e-3 1 5 N3 max .415 1 -.006 1 -1.13e-3 1 i 6 min .415 1 -.006 1 -1.13e-3 1 7 N4 max 0 1 0 1 0 1 1 8 min 0 1 0 1 : 0 RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585-FRAME F-4 LINE D.7.r2d] Page 2 Company Designer Job Number Inland Engineering, SN 101585 Inc. nccc Checked By Envelope Joint Reactions Joint X[k] LC „YIki LC Moirientjk-ft] LC 1 Nl max -7.733 1 1.873 1 71.303 1 1 2 min -7.733 1 1.873 : -1 i 71.303 1 3 N4 max -10.767 1 12.858 1 84.136 1 1 4 min -10.767 ; 1 12.858 1 84.136 1 5 Totals: max -18.5 1 14.731 [ 6 min -18.5 1 14.731 1 1 Envelope Member Section Forces 1 2 3 4 5 6 7 8 9 I 10 11 [ 12 13 I 14 15 [ 16 17 i 18 19 [ 20 21 I 22 23 [•:24"" 25 [ 26 27 L 28 29 [ 30 Member Ml M2 M3 Sec max mio max. min Axlal[kL 1.8.73 1.8.73^ 1J33 1.733 LC 3. 5 T -4 5l 2 3 A "x jaax min max . mi.n_ max min max min max min max min max ..miD.. max min max inia_ max min max min max min max min 1.5„92 1.592 1.452 1.452 1^11 1.311 10.767 10.767 10.767 10.767_ 10.767 10,767 10.767 10.767 10.767 10.767 12.296 12.296 12.436 li436 12.577 12.577 12.717 12,717 J2J58 12.858 Shear[kl 7.739 7.739 7.739_ „ 7.739 7J39 7.739 7.739 7.739 7.739 7.739 1.312 1.312 -2.09 -2.09 -5.492 -5.492 -8.894_ -8.894 -12.295 -12.295 10.817 10.817 10.817 10.817 10.817 10.817 10.817 10.817 10.817 10.817 LC Moment[k-ft] 71.303 71.303 44.216 44.216 17.128 17.128 -9.959 -9.959 -37._046 -37.046 -37.046 -37.046 -35.197 -35.197 -17.19 -17.19 16.976 16.976 67.299 67.299 67.299 67.299 29.44 29.44 -8.418 -8.418 -46.277 -46.277 -84.136 -84.136 LC Envelope Member Section Stresses 1 Member Ml Sec 1 max /\xial[ksi] .159 LC Shear[ksi] 1.585 LC Top Bending[k... 1 -13.223 LC Bottom Bendin... LC 1 13.223 1 [ 2 1 min .159 1 1 1.585 1 -13.223 1 13.223 i 1 3 2 max .147 1 1.585 1 -8.2 1 8.2 1 1 4 1 min .147 1 1.585 1 -8.2 1 8.2 1 5 3 max .135 1 1.585 1 -3.176 1 3.176 1 1 6 ; min .135 1 1 1.585 1 -3.176 1 ^ 3.176 1 1 7 4 max .123 1 1.585 1 1.847 1 -1.847 1 i 8 min .123 i 1 1.585 1 1.847 1 -1.847 i 1 : 9 5 max .111 1 1.585 1 6.87 1 -6.87 1 i 10 i min .111 ; 1 1.585 1 6.87 1 -6.87 1 11 M2 1 max .912 1 .269 1 6.87 1 -6.87 1 1 12 min .912 1 1 .269 1 6.87 1 -6.87 ' 1 RISA-2D Version 10.0.0 [S:\,..\SHAWN\JOBS-10\church\nccc-101585-FRAME F-4 LINE D.7.r2d] Page 3 Company : Inland Engineering, Inc. Designer : SN Job Number : 101585 nccc 7^ Checked By: Envelope Member Section Stresses (Continued) Member 13 Sec 2 max Axial[ksil LC .912 1 Shear[ksi] -.428 LC Top Bending[k.. 1 6.527 LC Bottom Bendin... LC 1 -6.527 1 1 14 1 i min .912 i 1 -.428 i 1 6.527 1 -6.527 1 1 15 3 max .912 1 -1.125 1 3.188 1 -3.188 1 [ 16 min .912 1 1 -1.125 I 1 3.188 1 -3.188 i 1 17 4 max .912 1 -1.821 1 -3.148 1 3.148 1 1 18 min .912 1 1 -1.821 1 1 -3.148 1 : 3.148 1 1 19 5 max .912 1 -2.518 1 -12.48 1 12.48 1 1 20 1 min .912 1 1 -2.518 i 1 -12.48 1 1 12.48 : 1 21 M3 1 max 1.042 1 2.215 1 -12.48 1 12.48 1 [ 22 i min 1.042 1 1 2.215 1 1 -12.48 1 : 12.48 ' 1 23 2 max 1.054 1 2.215 1 -5.46 1 5.46 1 1 24 min 1.054 i 1 2.215 i 1 -5.46 1 5.46 i 1 25 3 max 1.066 1 2.215 1 1.561 1 -1.561 1 [ 26 min 1.066 i 1 2.215 : 1 1.561 1 -1.561 i 1 27 4 max 1.078 1 2.215 1 8.582 1 -8.582 1 1 28 min 1.078 1 1 2.215 1 1 8.582 1 -8.582 1 1 29 5 max 1.09 1 2.215 1 15.603 1 -15.603 1 ! 30 min 1.09 1 1 2.215 i 1 15.603 1 ^ -15.603 : 1 Envelope Member Section Deflections 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Member Ml M2 M3 Sec x[in] LC y [in] LC L/y Ratio 1 max 0 1 0 1 NC min 0 1 0 1 NC 2 max 0 1 -.05 1 3346.651 ; min 0 1 -.05 1 3346.651 3 max 0 1 -.163 1 1032.547 I min 0 1 -.163 1 1032.547 4 max 0 1 -.299 1 561.225 ; min 0 1 -.299 1 561.225 5 max 0 1 -.422 1 398.149 , min 0 1 -.422 1 398.149 1 max .422 1 0 1 NC : min .422 1 0 1 NC 2 max .42 1 -.077 1 3057.802 1 min .42 1 -.077 1 3057.802 3 max .418 1 -.065 1 3721.18 min .418 1 -.065 1 3721.18 4 max .417' 1 -.012 1 NC 1 min .417 1 -.012 1 NC 5 max .415 1 -.006 1 NC : min .415 1 -.006 1 NC 1 max .006 1 .415 1 405.035 1 min .006 1 \ .415 1 405.035 2 max .005 1 .32 1 525.059 1 min .005 _ 1 j. .32 1 525.059 3 max .003 1 .184 1 914.714 ; min .003 1 . .184 1 914.714 4 rnax .002 1 .059 1 2836.574 min .002 1 A .059 1 2836.574 5 max 0 1 0 1 NC i min 0 1 0 1 NC LC RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585-FRAME F-4 LINE D.7.r2d] Page 4 Company Designer Job Number Inland Engineering, Inc. SN 101585 nccc Checked By: Envelope AISC 360-05: ASD Steel Code Checks Member Shape Code_Ch... Loc[ft] LC Shear C... Loc{.ft] LC Pnc/om [kj Pnt/omJk} Mn/om [k-ftj Cb Eqn Ml W16X40 .398 0 1 .079 0 1 152.124 353.293 181.886 2..- H1-1b M2 W16X40 .434 19 ! 1 .126 19 1 83.562 i 353.293 : 181.886 2....| H1-1b M3 W16X40 .505 14 1 .111 1 152.124 353.293 181.886 2. .. H1-1b RISA-2D Version 10.0.0 [S:\...\SHAWN\JOBS-10\church\nccc-101585-FRAME F-4 LINE D.7.r2d] Page 5 Inland Enginnring & Consulting, Inc. 4883 E, La Palma Ave,, Suite 501-A Anaheim, CA 92807 Phone; (714) 777-77001 Fax; (714) 777-7773 inianden9ineering@sbcgk]bal,net PROJECT: NCCC CLIENT: TIMELESS JOB NO.: 101585 DATE: PAGE DESIGN BY REVIEW BY FRAME F-4 LINE D,7 Stistnie tfeigi^ttforlnteirin Based on CBC 10, AISC 341-05 & AISC 358-05 INPUT DATA & DESIGN SUMMARY COLUMN SECTION = > W16X40 A d tw bf tf Sx Ix rx Zx k 11,8 16,0 0.31 7,00 0.51 64.7 518 6.63 1,56 73 0,91 BEAM SECTION = > W16X40 A d tw bf tf Sx Ix rx fy Zx k 11,8 16.0 0.31 7.00 0.51 64.7 518 6,63 1.56 73 0.91 STRUCTURAL STEEL YIELD STRESS = 50 ksi THE FACTOR AXIAL LOAD ON THE COLUMN Pu = 13 kips BEAM LENGTH BETWEEN COL. CENTERS L = 19 ft AVERAGE STORY HEIGHT OF ABOVE & BELOW h = 14 ft I.I ! ! f THE DESIGN IS ADEQUATE. (Continuity column stiffeners 0.6875 x 7 with 1/4" fillet weld to web & CP to flanges, A doubler plate is required with thickness of 3/16 in,) ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12.2-1) FRAME TYPE R "o Cd SMRF 8 3 5 1/2 IMRF 4.5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) b,/(2t,)= 6.93 < 0,3(Es/F/^= 7,22 [Satisfactory] h/tw 46.51 [ 52 / {Fy)° ^ for AISC Seismic 97, Tab, 1-9-1] Where Es = 29000 ksi 2.45 (Es / Fy)° * = 59.00 [Satisfactory] [418/{Fy)° ^ for FEMA Sec. 3.3,1.2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab. 1-8-1) bf / (2tf) = 6,93 0.3(ES/FX 7.22 [Satisfactory] h/t„ = 46,51 [Satisfactory] [52/(Fy)" for AISC Seismic 97, Tab, 1-9-1] 3.14(Es/Fy)°'(1-1.54Pu/(t,i,Py) = (Es/Fy)°^ MAX[1,49, 1,12(2,33 - Cg)] = 72.77 , for Pu/(|)bPy< 0,125 Where N/A , for Pu/(|)i,Py> 0.125 {MAX[191 / (Fy)"(2,33-Pu/(ti|,Py), 253 / (Fy)" "] for AISC Seismic 97, Tab, 1-9-1} 590 kips 0,9 CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-05 Sec. 2.4.4) tcf = MIN{ bw / 6 , 0,4[1,8b„ t„ (FybRyb) / (FybRyb)] ° ' }= 1.01 in > actual tcf (The continuity plates required.) tst = tbf 'or interior connection, or (tbf 12) for exterior connection = bst= 7 in < 1.79 (Es/Fyst)"ts,= i|>cPn,st = it>cFcrA= 387.0 kips Where cbc = 0,51 in.USE 0.69 in, (9/16 in) 34.93 in, (LRFD Sec. Kl ,9) [Satisfactory] *c = 0,9 K = 0.75 l = tst(2bs, + twc)'/12 = A = 2bs,tst + 25(twc)' = rs, = (l/A)°= = Ryb Fyb hfb tfb = 168 12 3.75 in 194,4 kips hst = dc - 2k = K hst / Tst < 200 Xc = 0.032 Fcr = 35.98 Fyst = 36 [Satisfactory] 14.186 (AISC 360, E2) [Satisfactory] ksi kips, plate yield stress The best fillet weld size (AISC 360-05 Sec,J2,2b) > WMIN = 0-125 in w= 1/4 in < WMAX = 0.25 in [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360-05 Sec,J2.2b) L„ = O.etstLnstFy / [(2) • F„ (0.707 w)] = (0,6875 X 11,2) X 36 / [(2) 0,75 (0.6x70)(0.707x1/4)] = 10.55 in Where L„et = dc - 2(k +1.5) = 11.2 < 2(Lnet-0.5) [Satisfactory] (cont'd) CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec. 10.2d) tReqD = MAX (ti,t2)= 0.44 in ti = CyMpr(h-db)/[0.9(0.6)FycRycdc(db-tfb)hl= 0,44 in Where Cy = Sb / (Cpp Zb) = 0.77 Cpr = 1.15 (AISC 341-05 Sec. 9.6 & AISC 358-05 Sec, 2.4,3) Ry = 1.1 (AISC 341-05 Tab. 1-6-1) 65 in^ Sb = 2lb/db = lb = lx= 518 Mpr = Nb CprRyFyb Zb = Kzz.":;..'i Til 385 ft-kips Nb = 1 , (if double side connection of beams, input 2) t2 = (dj + Wz) / 90 = (dp -2tst + dc - 2k) / 90 = 0.32 in Since t,^= 0.31 in required with thickness of 3/16 in. ^ 'ReqD. 3 doubler plate is Technical References: 1 AISC 341-05: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, Nov, 16, 2005, 2. AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005. 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005 4. Thomas A. Sabol, Ph.D., S. E.: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar", AISC, Oct, 12, 2006. .Y .Z .X "^V^ I ^ < 6 -1.513k/ft 5k 36,8 0,7 **Rl 36.i .0,7 Loads: LC 1, DL+LL+EL Solution: Envelope Member Bending Moments (k-ft) Inland Engineering, Inc. SN 101585 nccc SK-1 July 19, 2011 at 3:04 PM nccc-101585-FRAME F-5 LINE 4.7., Company Designer Job Number Inland Engineering, SN 101585 Inc. nc:cc Checked By: Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 197 1 Include Shear Deformation Yes Merge Tolerance (in) \ .12 1 P-Delta Analysis Tolerance 0,50% Hot Rolled Steel Code AISC 360-05: ASD Cold Formed Steel Code IAISI 1999: ASD 1 Wood Code AF&PA NDS-97: ASD Wood Temperature '<100F ! Concrete Code ACI 318-99 Masonry Code i ACI 530-05: ASD | Aluminum Code AAADM1-05: ASD Number of Shear Regions 4 Region Spacing Increment (in) \4 1 Concrete Stress Block Rectanqular Use Cracked Sections Yes 1 Bad Framing Warnings No 1 Unused Force Warnings Yes 1 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm {\lE5F) Density[k/ft'^3] Yield[ksi] 1 HR STL 29000 11154 .3 .65 .49 50 1 2 HSS 29000 11154 .3 .65 .49 46 Hot Rolled Steel Section Sets Label Shape -Type Design List Material Desjgn Rules A [in2] 1 (90,270) [i. .1(0,180) [in4] 1 SECI W16X40 Beam Wide Flanqe HR STL Typical 11.8 28.9 518 1 2 sec2 W16X40 Coiumn IWide Flanqe! HR STL Typical 11.8 i 28.9 518 Member Primarv Data Label 1 Joint J Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 Ml Nl ~N2 sec2 Column Wide Fla... HR STL Typical \ 2 M2 N2 N3 SECI Beam Wide Fla.,.: HR STL I Typical 3 M3 N3 N4 sec2 Column Wide Fia... HR STL Typical Joint Coordinates and Temperatures Label - xtftl Y[ft] Temp [F] 1 N1 0 0 0 2 N2 0 14 0 3 N3 16 14 0 1 4 N4 16 0 0 Joint Boundarv Conditions Joint Label X[k/in] Y [k/in] Rotation[k-ft/rad] ^ Footing 1 N1 Reaction Reaction Reaction 2 N4 Reaction Reaction Reaction RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-5 LINE 4.7.r2d] Page 1 Company Designer Job Number Inland Engineering, Inc. SN 101585 nccc Checked By Hot Rolled Steel Desian Parameters 1 Label M1 . _ S h ap^_ sec2 Length^.. Lb-out[ft] Lb-in[ft] Lcomp top...Lcomp bot... K-out K-in Cm 14 Cb Out s... In svyay Fyncti... Lateral 2 M2 1 SECI 16 • ; : 1 : ! Lateral 3 M3 sec2 14 Lateral Plate Primarv Data label A Joint , _BJoint_ G Joint No Data to Print, D Joint Material Thickness[ir!] Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label N2 L.D.M L Direction Magnitude[(kJ<-ft). (in,rad), (k*s'^2/ft.. X 5 Member Point Loads Mernber Label Direction Magnitude[k,k-ftl No Data to Print... Location[ft.%] Member Distributed Loads (BLC 2: DL) Member Label _ Direction Start Magnitude[k/ft,d.. End Maanitude[k/ft,d... Start Location[ft,%] End Location[ft,%] M2 Y -.883 -.883 0 16 Member Distributed Loads (BLC 3 : LL) Member Label Direction Start Magnitude[k/ft,d..,End Magnitude[k/ft,d... Start Location[ft,%] End Location[ft,%] 1 M2 Y -63 -.63 0 16 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 LAT. EL 1 1 2 DL DL -1 ^1 3 LL LL 1 Load Combinations Description SolvePD... SR.. BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL+LL+EL Yes Y EL 1 DL 1 LL 1 -- ' Envelope Joint Displacements Joint XOn] LC - Y[lnL_ __LC . Rotation [rad] LC 1 Nl max 0 1 0 1 0 1 i 2 min 0 1 0 1 0 1 3 N2 rnax .111 1 -.005 1 -1.244e-3 1 1 4 min .111 1 -.005 i 1 .. : -1.244e-3 1 5 N3 max .108 1 -.007 1 4.134e-4 1 ! 6 min .108 1 -.007 ! 1 4.134e-4 1 7 N4 max 0 1 0 1 0 1 1 8 min 0 1 0 0 1 RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-5 LINE 4.7.r2d] Page 2 Company Designer Job Number Inland Engineering, Inc. SN 101585 nccc Checked By: Envelope Joint Reactions 1 Joint Nl max X[k] -.194 LC 1 YLkl_ 11.175 LC 1 Moment [k-ftj 10.704 LC 1 2 min -.194 1 11.175 : 1 i 10.704 1 3 N4 max -4.806 1 14.8 1 30.667 1 4 min -4.806 1 14.8 1 i 30.667 1 5 Totals: max -5 1 25.975 1 6 min -5 1 25.975 1 Envelope Member Section Forces 1 2 3 4 5 1 6... 7 I 8 9 I 10 11 1 12 13 i 14 15 1.16,. 17 i 18 19 i 20 21 ! 22 23 L2A:__ 25 i 26 27 L 28 29 [ 30 Member Ml M2 M3 Sec 1 3 4 5'" 1 2 3 A_ I 4 "5 max min max min max min max _rnirL. JTiax min max min max JTiiD_ max min rnax .rnin. max min max min max min max min max min_ Axial[k] 11.175 11.175 11.034 11.034 10.894 10.894 1QJ53 10.753 10.613 10.613 4.806 4.806 4.806 4.806 4.806 4.806 4.806 4.806 47806 4.806 14.238 14.238 14.378 14.378 max min 14.519 14.519 14.659 14.659 T4.'8 14.8 LC 1 1 1 1 Shear[k] .205 .205 .205 .205 .205 .205 .205 .205 .205 .205 10.613 10.613 4,^4 4.4 -1.812 -1.812 -8.025 -8.025 -14.238 -i4l.238 4.821 4.821 4.821 4.821 4.821 4.821 4.821 4.821 LC 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4A21 4.821 Moment[k-ft] 10.704 10.704 _ 9.986 9.986 9.267 9.267 8.549 8.549 7.831 7.831 7.831 7.831 LC 1 1 1 1 1 1 1 1 1 1 1 1 1 -22.196 -22.196 ; 1 -17_.371 -27.371 -7.697 -7.697 36.828 36.828 36J28 36.828 19.954 19.954 '3.08 3.08 -13.794 -13.794 -30.667 -30.667 Envelope Member Section Stresses 1 Member Ml Sec 1 max Axial[ksi] .947 LC 1 Shear[ksi] .042 LC 1 Top Bending[k.. -1.985 LC 1 Bottom Bendin. 1.985 . LC 1 i 2 »• min .947 1 1 .042 1 1 -1.985 1 1.985 ; 1 3 2 max .935 1 .042 1 -1.852 1 1.852 1 [4 min .935 i 1 .042 1 -1.852 1 1.852 \ 1 5 3 max .923 1 .042 1 -1.719 1 1.719 1 1 6 min .923 : 1 .042 i 1 -1.719 1 1.719 i 1 7 4 max .911 1 .042 1 -1.585 1 1.585 1 1 8 min .911 ; 1 .042 ; 1 -1.585 1 1.585 i 1 9 5 max .899 1 .042 1 -1.452 1 1.452 1 r 10 min .899 ; 1 .042 ; 1 -1.452 1 1.452 ' 1 11 M2 1 max .407 1 2.173 1 -1.452 1 1.452 1 i 12 min .407 ; 1 2.173 1 -1.452 1 1.452 : 1 RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-5 LINE 4.7.r2d] Page 3 Company Designer Job Number Inland Engineering, Inc. SN 101585 'ZL nccc •7 Envelope Member Section Stresses (Continued) Member 13 Sec 2 max Axiallksi] .407 . LC Shear[ksi] .901 LC Top Bending[k... 1 4.116 LC Bottom Bendin... LC 1 -4.116 1 1 14 i min .407 1 1 .901 \ 1 4.116 1 -4.116 i 1 15 3 max .407 -.371 1 5.076 1 -5.076 1 1 16 i min .407 i 1 -.371 I 1 5.076 . 1 : -5.076 1 1 17 4 max .407 1 -1.643 1 1.427 1 -1.427 1 1 18 i min .407 \ 1 -1.643 i 1 1,427 1 : -1.427 i 1 19 5 max .407 -2.916 1 -6.83 1 6.83 1 1 20 min .407 1 1 -2.916 i 1 -6.83 1 i 6.83 1 1 21 M3 1 max 1.207 1 .987 1 -6.83 1 6,83 1 i 22 : min 1.207 : \ •] .987 : 1 -6.83 1 ! 6.83 ! 1 23 2 max 1.218 .987 1 -3.7 1 3.7 1 1 24 ! min 1.218 ' 1 .987 t 1 -3.7 1 3.7 1 25 3 max 1.23 1 .987 1 -.571 1 .571 1 1 26 \ min 1.23 \ \ .987 1 -.571 1 .571 ; 1 27 4 max 1.242 1 .987 1 2.558 1 -2.558 1 i 28 i min 1.242 \ 1 .987 i 1 2.558 1 -2.558 \ 1 29 5 max 1.254 1 .987 1 5.687 1 -5.687 1 i 30 min 1.254 \ 1 .987 1 5.687 1 -5.687 1 Envelope Member Section Deflections Member Sec X [in] LC y Lin] LC L/y Ratio LC 1 Ml 1 iTiax 0 1 0 1 NC 1 i 2 ' : min [ 0 1 : 0 1 NC 1 3 2 max -.001 1 -.008 1 NC 1 ! 4 i min -.001 1 -.008 1 NC 1 5 3 max -.003 1 -.029 1 5762.753 1 ! 6 • i rnin -.003 1 -.029 1 5762.753 1 7 4 max -.004 1 -.064 1 2632.25 1 la;" ; rnin -.004 1 -.064 1 2632.25 1 9 ^, 5 max -.005 1 -.111 1 1519.792 1 i 10 ; rnin -.005 1 -.111 1 1519.792 1 11 M2 1 rnax .111 1 -.005 1 NC 1 112: \ min .111 1 -.005 1 NC 1 13 2 max .11 1 -.059 1 3578.688 1 I 14 L rnin .11 1 -.059 1 3578.688 1 15 3 max .109 1 -.077 1 2732.613 1 1 16 : min .109 1 -.077 1 2732.613 1 17 4 max .109 1 -.047 1 4763.28 1 1 18 i rnin .109 1 -.047 1 4763.28 1 19 5 rnax .108 1 -.007 1 NC 1 i 20 min .108 1 -.007 1 NC 1 21 M3 L 1 max .007 1 .108 1 NC 1 1 22 1 rnin .007 ; 1 .108 1 NC 1 23 2 . max .005 1 .099 1 9130.432 1 [24: ; min .005 1 .099 1 9130.432 1 25 3 max .004 1 .063 1 NC 1 1 26 ; min .004 J 1 .063 1 NC 1 27 4 max .002 1 .022 1 NC 1 i 28 : min : .002 1 .022 1 NC 1 29 5 max 0 1 0 1 NC 1 1 30 ; min 0 1 0 1 NC 1 RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-5 LINE 4.7.r2d] Page 4 Company Designer Job Number Inland Engineering, Inc. SN 101585 nccc Checked By:_ 7-H Envelope AISC 360-05: ASD Steel Code Checks Member Shape CodeCh... Loc[ft] LC ShearC,. Ml W16X40 .113 0 1 .002 Loc[ft] LC Pnc/om lk] Pnt/om [kl Mn/om [k-ft] Cb Eqn 0 1 152.124 353.293 140.586 1 12 HI-lb M2 W16X40 .229 16 ! 1 : .146 16 1 117.836 353.293 : 176.177 l -i H1-1b M3 W16X40 .249 0 1 .049 0 1 .152.124 - 353,293 181.886 2. .. Hl-lb RISA-2D Version 10.0.0 [S:\Projects\SHAWN\JOBS-10\church\nccc-101585-FRAME F-5 LINE 4.7.r2d] Page 5 2M- Inland Englnesnng & Consulting, Inc. 4883 E- La Palma Ave,, Suite 501-A PROJECT Anaheim. CA 92807 /^i ICMT Phone: (714) 777-7700 | Fax: (714) 777-7773 CLIbNT inlandengineenng@sbcglobal,net JOB NO. NCCC PAGE TIMELESS DESIGN BY 101585 DATE: REVIEW BY / FRAME F-5 LINE 4.7 Sefiiriie Wiigh fbi^ Intefmediate/Ordinafy Moment Resisting Frames Based on CBC 10, AISC 341-05 & AISC 358-OS INPUT DATA & DESIGN SUMMARY COLUMN SECTION = > W16X40 A d 11.8 16,0 BEAM SECTION tw 0,31 7.00 = > tf 0.51 W18X40 Sx 64.7 lx 518 Tx 6.63 fy 1.56 Zx 73 k 0.91 A d 11,8 16,0 tw 0.31 7,00 tf 0,51 s, 64.7 Ix 518 rx 6,63 fy 1.56 Zx 73 k 0.91 STRUCTUFtAL STEEL YIELD STRESS Fy = 50 ksi " 'X THE FACTOR AXIAL LOAD ON THE COLUMN BEAM LENGTH BETWEEN COL, CENTERS AVERAGE STORY HEIGHT OF ABOVE & BELOW Pu = L = h = 15 16 14 kips ft ft r' ' -1 THE DESIGN IS ADEQUATE. (Continuity column stiffeners 0.6875 x 7 with 1/4" fillet weld to web & CP to flanges. A doubler plate is required with thickness of 3/16 in.) ANALYSIS THE SEISMIC DESIGN FACTOR COMPARISON (ASCE 7-05, Table 12,2-1) FRAMETYPE R Ho Cd SMRF 8 3 5 1/2 IMRF 4.5 3 4 OMRF 3.5 3 3 CHECK BEAM LOCAL BUCKLING LIMITATION (AISC 341-05 Tab. 1-8-1) b,/(2tf)= 6.93 < 0.3(ES/F/^= 7,22 [Satisfactory] [ 52 / (Fy)"^ for AISC Seismic 97, Tab. 1-9-1] Where Es = 29000 ksi h/tw= 46,51 < 2.45(Es/Fy)°^= 59.00 [Satisfactory] [418/(Fy)" for FEMA Sec, 3,3.1,2] CHECK COLUMN LOCAL BUCKING LIMITATION (AISC 341-05 Tab. 1-8-1) b,/(2t,) = h/tw = 6.93 46,51 0.3(E3/F„ •= 7.22 [Satisfactory] [ 52 / (Fy)°^ for AISC Seismic 97, Tab, 1-9-1] 3,14(Es/Fy)°='(1-1,54Pu/(|.bPy) = 72.33 , for Pu/itibPy< 0,125 [ 520 / (Fy)° ^(1-1,54Pu/(|)bPy) for AISC Seismic 97, Tab. 1-9-1] (Es/Fy)°^MAX[1.49, 1.12(2.33 - Cg)] = N/A , for Pu/i|)i,Py> 0,125 [Satlsfactoiv] {MAX[191 / (Fy)°^(2.33-Pu/it)bPy), 253 / (Fy)° l for AISC Seismic 97, Tab. 1-9-1} ,Pv Where isfo= 0,9 •• FyA 590 kips CHECK CONTINUITY PLATE REQUIREMENT (AISC 358-05 Sec. 2,4,4) t,:, = MIN{ bbf / 6 , 0,4[1.8bb, tb, (FybRyb)' (FybRyb)] ° ' }= 1,01 in > actual t^f (The continuity plates required.) tst = tbf for interior connection, or (tbf 12) for exterior connection = bst= 7 *cPn.st = <l>cFcr A = Where <s)c = K = < 1,79(Es/Fys,)°Ms, 387,0 kips 0.51 in.USE 0,69 in, (9/16 in) 34.93 in, (LRFD Sec. Kl .9) [Satisfactory] 0.9 0.75 ^u.st - l = fst(2t)st + W) /12 = A = 2bs,ts, + 25(t„c)' = rst = {l/A)°= = ^yb Fyb bfb tfb = 168 12 3,75 in 194.4 kips in in= hs, = dc-2k = Khs,/rst <200 Xc = 0.032 For = 35,98 Fyst = 36 [Satisfactory] 14,186 (AISC 360, E2) [Satisfactory] ksi kips, plate yield stress The best fillet weld size (AISC 360-05 Sec,J2,2b) > WMIN = 0,125 in w= 1/4 in < WMAX = 0.25 in [Satisfactory] The required weld length between A36 continuity plates and column web (AISC 360-05 Sec.J2.2b) L„ = O.etstLnstFy / [(2) (j) F„ (0.707 w)] = (0.6875 x 11.2) X 36 / [(2) 0,75 {0,6x70)(0.707x114)] = 10.55 in Where Lnet = dc - 2(k-i-1,5) = 11 2 < 2(Lnet-0,5) [Satisfactory] CHECK PANEL ZONE THICKNESS REQUIREMENT (AISC 341-05 Sec. 10.2d) tReqo = MAX (ti,t2)= 0.44 in ti = CyMpr(h-db)/10.9(0.6)Fy<.Rycdc(db-tfb)h]= 0.44 in Where . Cy = Sb / (Cpr Zb) = 0.77 Cp,= 1.15 (AISC341-05Sec, 9.6 & AISC 358-05 Sec, 2,4.3) Ry = 1.1 (AISC 341-05 Tab. 1-6-1) Sb = 2lb/db= 65 in' lb = lx= 518 in' Mpr = Nb CprRyFyb Zb = 385 ft-kips Nb = 1 , (if double side connection of beams, input 2) t2 = (dz + Wz)/90 = (db-2ts, + dc-2k)/90= 0,32 in Since = 0,31 in < tpeqc, a doubler plate is required with thickness of 3/16 in. Technical References: (cont'd) 1. AISC 341-05: "Seismic Provisions for Structural Steel Buildings", American Institute of Steel Construction, Nov, 16, 2005, 2, AISC 360-05: "Specification for Structural Steel Buildings", American Institute of Steel Construction, March 9, 2005, 3. AISC 358-05: "Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications", American Institute of Steel Construction, Dec 13, 2005 4, Thomas A. Sabol, Ph.D., S, E,: "2005 AISC Seismic Provisions and Seismic Design Manual Seminar", AISC, Oct 12, 2006. INLAND ENGINEERING DATE SUBJECT SHEET NO. '2-1 \ BY CHKD. JOB NO. ^"^S^S' -2- ^ o fu 4 = 2^7 '^X I I ^ 4-6- ( 2 ) ^- 9 5'- 17-1-": I 'f 14- r-V| u 1 w r PS? —i... 1>- ^ X -m INLAND ENGINEERING DATE SUBJECT SHEET NO. '0^ "7 BY CHKD. JOB NO. r^s~~- !A^/K;D IxXX.^ ^^^^^^ ''^'^ INLAND ENGINEERING DATE SUBJECT SHEET NO. / J BY CHKD. JOB NO. /-^/S^-^ V - 'A/I*-J^ ^-/-r-ra.^'-s , r--^ I '-JSP.) ^^^^ .1 ^1 \<f.x''% v'>f\ jy^ ^'H)/i\ ' I • x- *• '7-1' it HL-^'' ;z i .X -2.25k •.296m -2.25k 7 2,46k 2.96k 1,42k 0: E2 -33.7 V) 11 345.5 ft •3 t •- V* -2?3 V :.'M?'.. M'i'i 1 f' M8 fl8 I- 0 -1-944S M9 , -1.94.rt 13.3 13.3 39,5 29,4 i'\ •ll"'. 'ft 50,7 22.1 X .•=1 -rt- -28S5 Loads: LC 1, DL+LL+EL Results for LC 1, DL+LL+EL Member Bending Moments (k-ft) Inland Engineering, Inc. SN 101585 NCCC SK-1 Nov 7, 2010 at 6:00 PM NCCC-TOWER-101585.r2d Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By:. / .51 Global Display Sections for Member Calcs [Max Intemal Sections for Member Calcs ;Include Shear Deformation I Merge Tolerance (in) P-Delta Analysis Tolerance Hot Rolled Steel Code Cold Formed Steel Code Wood Code Wood Temperature Concrete Code Masonry Code Number of Shear Regions Region Spacing Increment (in) Concrete Stress Block Use Cracked Sections Bad Framing W^ Unused Force Warnings 5 197:,:::::::::,.;::::: Yes 1.12 I 0.50% i AISC ^ASD 13th [AISI 99: ASD : NDS 91/97: ASD I < 100F I •] ggg i MSJC 65/IBC 06 ASD : Rectangular {Yes No I Yes Hot Rolled Steel Properties Label E [ksi] G [ksil Nu Therm {\1 ESF) Density[k/ft*31 Yield[ksi] 1 : HR_STL 29000 11154 .3 i .65 .49 36 Hot Rolled Steel Section Sets label Shape Type Design List Material Design Rules A [in21 1 (90,270) [i. . 1(0,180) [in4] 1 r SECI i HSSlbxiOXS Beam WideFlanae; HR STL Tvoical 11.07 172.185 , 172.185 2 i sec2 : W12X53 i Column iSauareTubej HR STL ; Typical 1 15.6 i 95.8 425 Member Primarv Data Label 1 Joint J Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 M1 Nl N2 SECI Beam. Wicle Fla..,^ HR STL Typical 2 ! M2 ; N2 I N3 ; SEC1 Beam Wide Fia,,. HR STL : Typical | 3 M3 N3 N4 SECI Beam Wide Fla. HR STL Typical 4 i M4 1 N8 i N7 i ! SEC1 Beam Wide Fla HR STL i Typical 5 M5 N7 N6 \ SECI Beam Wide Fla,, HR STL Typical 6 \ M6 [ N6 1 N5 [ 1 SEC1 1 Beam Wide Fla...; HR STL i Typical . 7 : M7 1 N4 N8 ! sec2 [ Column SquareT,,, HR STL ; Typical 8 i MS i N3 1 N7 \ [ sec2 1 Column SquareT,,. HR STL [ Typical 9 ! M9 ^ N2 ^ N6 sec2 Column SquareT... HR STL Typical Joint Coordinates and Temperatures label X[ftl Y[ft] Temp [Fl 1 N1 0 0 0 2 N2 0 \ 14 0 3 N3 0 34 0 4 : N4 0 50 0 5 N5 12 0 0 6 : N6 12 i 14 0 7 : N7 12 34 0 8 : N8 12 50 0 RISA-2D Version 9.1.0 [C:\RISA\JOBS09\NCCC-TOWER-101585.r2d] Page 1 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: Joint Boundarv Conditions Joint Label Ml X [k/in] Reaction YMnl Reaction Rotatlon[k-ft/rad] Reaction Footing N5 Reaction Reaction Reaction Hot Rolled Steel Desian Parameters Label Shape Length!.. Lb-oulfti 1 \ Ml SECI 14 2 _L 3 M2 , SECI 20 I. 2 _L 3 M3 SECI 16 , I 4 j M4 SEC1 16 j 5 : M5 SECI 20 1 6 i M6 SECI 14 1 7 'M7 sec2 12 • 8 1 M8 sec2 LWLLL'"..:: 9 M9 sec2 12 : ; LNnLftl Lcomp top..,Lcpmp bot... K-out K-in Cm Cb Outs.,.ln swayjuncti... j I ^ I • i _: ILateralj . : :..:..:::.i.'::::::.:i :::::::::" :i:.:._..:!::::::[:::.::::::::::.:T"" :iLateraii i 1 ILateral! I I [Lateral I i I i Lateral i ! j I Lateral j I [Lateral I i _ j _ iLateral! ILateral! Plate Primarv Data Label A Joint B Joint C Joint D Joint Material Thickness[in] No Data to Print... Material Thickness[in] Joint Loads and Enforced Displacements (BLC 1: LAT.) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in.rad). (k*s''2/ft... 1 N2 i L X 1.42 2 N3 ..... _L. ...... ,.L. L.... X 1 2.96 3 N4 L _ X. 2.46 Joint Loads and Enforced Displacements (BLC 2: DL) Joint Label L.D,M Direction Magnitude[(k.k-ft). (in.rad), (k*s'^2/ft... 1 N2 L Y -.504 2 N3 L Y -.504 3 N4 L Y -1.27 4 N6 L Y -.504 5 N7 ; L Y -.504 6 N8 i L Y -1.27 Joint Loads and Enforced Displacements (BLC 3: LL) Joint Label L,D,M Direction Magnitude[(k,k-ft). (in.rad), (k*s'^2/ft... 1 N2 L Y -1.44 2 N3 :.. ...L . ...:.. Y -1.44 3 N4 L Y -.98 i 4 N6 1 A... _..[....._ Y -1.44 5 N7 Y -1.44 • 6 N8 Y 1... ......-,98. i No Data to Print ,,, Member Distributed Loads (BLC 2: DL) Member Label Direction Start Magnitude[k/ft,d...End Magnitude[k/ft,d... Start Location[ft.%] End Location[ft.%] 1 M7 Y -.156 .156 0 12 2 M8 Y -.084 .084 0 12 3 M9 Y -.084 .084 0 12 RISA-2D Version 9.1.0 [C:\RISA\JOBS09\NCCC-TOWER-101585.r2d] Page 2 Company Designer Job Number Inland Engineering. Inc. SN 101585 NCCC Checked By Member Distributed Loads (BLC 3: LL) Member Label Directjgn Start_Magnitude[k/ft.d,,£nd Magnitudelk/ft.d.. . Start Location[ft,%] End Location[ft,%] 1 1 M7 Y -14 -.14 i 0 12 2 1 M8 Y 24 -.24 0 12 L 3 J M9 Y 24 -,24 0 _____^ :_ __ _ _ _12 _ _ _ Basic Load Cases BLC Description Category X Gravity Y Gravitv Joint Point Distributed 1 LAT. EL 1 3 2 i DL [ DI 6 . r 3"": 3 LL LL 6 ....^.^ . . .. _ [ 3 : Load Combinations Description SolvePD. . SR.,., BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor. .BLC Factor. BLC Factor BLC Factor 1 , DL+LL+EL:Yes: Y EL 1 DL i 1 LL 1 Joint Deflections LC Joint Label X[in] Y[in] Rotation [rad] 11 Nl 0 0 0 2 ! ...1... .:.... N2 .406 0 i -1.568e-3 3 1 N3 1.373 0 -1.316e-3 4 : 1 N4 1.69 -.002 -6.904e-4 5 , 1 N5 0 0 0 6 ^ 1 N6 .406 i -.016 i -1.298e-3 7 , 1 N7 1.373 -.029 -1.086e-3 8 ' 1 1 N8 1.69 -.033 -3,64e-4 Joint Reactions LC Joint Label XIKI Y[k] MZ [k-ft] 1 , 1 N1 -3.345 -1.374 27.254 2 ; 1 i N5 -3.495 30.656 i 28.5 3 1 Totals: -6.84 29.282 4 '1 \ COG (ft): X: 6 Y: 31.844 Member Section Forces LC Member Label Sec Axiallkl Shear[kl Moment[k-ft] 1 1 Ml 1 -1.374 3.339 27.254 i 2 ' i 2 i -1.506 i 3.339 15.569 i 3 3 -1.638 : 3.339 3.883 4 i i 4 i ' 1.77 3.339 i -7.803 i 5 5 L902 3.339 -19.489 : 6 i • 1 : : M2 : 1 1 1.907 2.644 ; 26.006 7 ^ 2 1.719 2.644 12.785 8 1 i 3 ' 1.531 i 2.644 i -.437 1 9 ' 4 1.342 2.644 -13.658 10 ! 5 ! 1.154 ; 2.644 -26.88 1 11 ; 1 M3 ...... 1 3.047 1.023 6.827 12 { 2 : 2.896 1.023 : 2.736 13 3 2.746 1.023 -1.355 14 i 4 2.595 1.023 -5.446 15 5 2.444 1,023 -9.538 16 1 1 M4 1 6.245 1.462 13,259 ; RISA-2D Version 9.1.0 [C:\RISA\JOBS09\NCCC-TOWER-101585.r2d] Page 3 Company Designer Job Number ; Inland Engineering, Inc. : SN : 101585 NCCC '7 -1 'v Checked Bv:*^" • Member Section Forces (Continued) : 17 ^ LC Member Label Sec 2 Axial[kl 6.395 Sheartkl 1.462 Moment[k-ftl 1 7.412 i 18 i 3 6.546 1.462 j 1.565 i I 19 4 6.697 1.462 1 -4.282 i ; 20 i 5 6.847 1.462 1 -10.129 1 21 i 1 M5 1 17.153 2.899 29.353 i 22 1 2 17.342 2.899 14.86 23 3 17.53 2.899 1 .367 1 \ 24 \ 4 17.718 2.899 1 -14.127 i 25 i 5 17.907 2.899 -28.62 1 i 26 i 1 M6 1 30.129 3.612 1 22.072 : 27 : 2 30.261 3.612 9.429 28 \ 3 30.393 3.612 i -3.214 ; 29 1 4 30.524 3.612 -15.857 30 i 5 30.656 3.612 ! -28.5 i • 31 I 1 M7 1 1.444 .195 -9.538 1 32 i 2 1.444 -.852 \ -8.551 33 3 1.444 -1.9 i -4.423 34 1 4 1.444 -2.947 1 2.847 : 35 5 1.444 -3.994 i 13.259 36 1 1 M8 1 1.341 -3.837 1 -33.707 : 37 2 1.341 -4.968 -20.5 ' 38 ! 3 1.341 -6.099 -3.9 39 4 1.341 -7.23 16.094 40 ' 5 1.341 -8.362 39.481 41 1 M9 1 .709 -5.753 -45.495 42 ; 2 .709 -6.884 -26.539 43 : 3 .709 -8.016 -4.189 i 44 4 .709 -9.147 21.555 45 5 .709 -10.278 50.692 Member Section Stresses LC Member Label Sec Axial[ksil Sheartksi] Top Bending[ksi] Bot Bending[ksi] 1 1. : . . Ml 1 -.124 .574 -9.497 9.497 2 1 1 2 1 -.136 ' .574 ! -5:425 5.425 3 3 -.148 .574 -1.353 1.353 4 1 4 -.16 1 .574 2.719 i -2.719 5 5 -.172 .574 6.791 -6.791 6 1 : : M2: : ; 1 .172 .455 -9.062 9.062 7 1 2 ' .155 .455 -4.455 4.455 8 i X....3._ 1. .138 1 .455 1 .152 1 -.152 9 ...... ... 4 .121 ; .455 4.759 -4.759 10 i 5 i .104 ] .455 9.367 1 -9.367 11 : 1:: M3 : 1 1 .275 .176 -2.379 2.379 12 ! ! 2 ! .262 1 .176 -.953 .953 13 3 .248 .176 .472 -.472 14 I : i 4 1 .234 ! .176 ; 1.898 1 -1.898 15 : : 5....:. .221 : .176 3.324 -3.324 16 ' Ll LL. :: :M4::.:. 1 1 : .564 i .251 • -4.62 4.62 17 2 .578 .251 -2.583 2.583 18 i 1 3 1 .591 i .251 i -.545 i .545 19 4 .605 .251 1.492 -1.492 20 : ' 5 i .619 .251 1 3.529 -3.529 21 1 M5 1 1.55 .499 -10.228 10.228 22 : j 2 1 1.567 .499 -5.178 5.178 23 3 1.584 ,499 -.128 .128 24 i - - -1 4 i 1.601 .499 4.923 ' -4,923 RISA-2D Version 9.1.0 [C:\RISAUOBS09\NCCC-TOWER-101585.r2d] Page 4 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By iff Member Section Stresses (Continued) LC Member Labiel Sec Axial[ksi] Shearflcsi] Top Bending[ksil Bot Bending[ksi] : 25 1 ' 5 1.618 .499 9.973 -9.973 i 26 i 1 i M6 1 2.722 i .621 -7.691 7.691 i 27 ! > 2 2.734 1 .621 -3.286 3.286 1 28 i i 3 2.746 .621 1.12 -1.12 1 i 29 1 \ 4 2.757 i .621 5.526 -5.526 \ 30 1 5 2.769 1 .621 9.931 -9.931 31 1 M7 1 .093 .047 1.624 -1.624 : 32 i i 2 .093 1 -.205 1.456 -1.456 I 33 ) \ 3 .093 -.457 .753 -.753 34 \ \ 4 .093 -.708 -.485 .485 1 35 i i 5 .093 -.96 -2.257 2.257 ; 36 1 1 i M8 1 .086 -.922 5.739 -5.739 37 i i .___2___ .086 1 -1.194 3.49 -3.49 ! : 38 1 > 3 .086 -1.466 .664 -.664 39 4 .086 -1.738 -2.74 2.74 40 1 1 5 .086 -2.01 -6.722 6.722 41 i 1 M9 1 .045 -1.383 7.746 -7.746 ' 1 42 1 i 1 2_ .045 -1.655 4.518 -4.518 43 3 .045 -1.926 .713 -.713 44 i 1 4 .045 -2.198 -3.67 3.67 45 1 5 .045 -2.47 -8.631 8.631 ^ Member Section Deflections LC Member Label Sec xfin] yfin] (n) Uy Ratio 1 : 1 ' Ml 1 0 0 NC ^""2"r''"" "T"' 2 I 0 -.052 3229.664 i 3 3 0 -.17 988.035 4 1 i 4 ! 0 -.305 551.704 • 5 : 5 0 -.406 413.886 6.1. 1 : : :M2 ! 1i 0 -.406 i NC ! 7 , 2 0 -.596 4657.895 8 1 1 : 3 i 0 1 -.897 i NC i 9 ' 4 ' 0 -1.194 3818.013 10 ! 1 5 i 0 -1.373 I NC 11 ' 1 M3 1 0 -1.373 NC 12 1 1 ; 2 i 0 I -1.452 NC ' 13 : 3 -.001 -1.547 NC ' 14 j i 4 \ -.002 -1.634 1 8502.189 i ; 15 i 5 -.002 -1.69 NC 16 i 1 \ M4 1 1 .033 1.69 1 NC . 17 : 2 .032 164 6578.526 18 ! \ r 3 1 .031 1.549 NC 1 19 4 j .03 1.449 NC ••"20"1 5 I .029 1.373 I NC 21 i 1 :: M5: :. 1 i .029 1.373 NC • 22 i 1 .- i 2 1 .026 - . , i 1199 ; 3558.203 ^3 ;.. ... 3 ' .022 .896 NC 24 1 i V" 4 ! .019 [ .59 [ 4142.419 25 ^ 5 .oie .406 NC 26 ! 1 i :.. M6: i 1 i .016 .406 i 414.116 ; 27 i 2 .012 .311 540.845 28 ; 3 i .008 1 .176 ' 956.754 ' 29 4 ': .004 .054 3100.4 30 : ' 5 i 0 0 I NC : 31 : 1 M7 1 i 1.69 -.002 NC 32 i ! 2 1 1.69 -.019 NC RISA-2D Version 9.1.0 [C:\RISA\JOBS09\NCCC-TOWER-101585.r2d] Page 5 Company Designer Job Number Inland Engineering, Inc. SN 101585 NCCC Checked By: 2^ Member Section Deflections (Continued) LC Member Label Sec x[inl ylinl (n) Uy Ratio 33 3 ; 1.69 -.026 NC 34 ! 4 I 1.69 -.027 NC 35 5 i 1.69 -.033 NC 36 1 M8 i 1 , 1.373 0 NC 37 1 • 2 i 1.373 -.024 8861.773 38 1 1 3 1 1.373 -.022 NC 39 4 i 1.373 -.015 NC 40 t 5 i 1.373 -.029 NC 41 1 M9 1 .406 0 NC 42 2 .406 -.024 7050.64 43 3 .406 -.015 NC 44 4 .406 -.002 NC 45 5 .406 -.016 NC Member AISC 13th ASD Steel Code Checks (Bv Combination) LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Iili Ml : HSS10X10X5 ' .382 0 ! .049 : 0 2::.:ri:i M2 1 HSS10X10X5 .377 20 1 .039 > 0 3 i 1 'M3 HSS10X10X5 [ .138 16 • .015 I 0 4 .1 1..i M4 [HSSIOXIOXS .199 0 1 .021 1 0 5 i 1 M5 HSS10X10X5 .452 0 .042 i 0 6. 1 1. L M6 r HSS10X10X5 i .467 . i4 I .053 i 0 7 1 M7 i W12X53 .097 12 .067 12 siii M8 1 W12X53 .285 12 .140 : 12 9:1: M9 i W12X53 .363 .12 .172 12 Pnc/om [kl i 216.887 I 196.361 i 210.637 [210.637 196.361 I 216.8187 281.52 i 281,52 281.52 Pnt/om [k] i 238.627 I 238.627 i 238.627 [238.627 i 238.627 [ 238.627 i 336.287 i 336.287 i 336.287 Mn/om [k-ft] Cb i 71.916 i2.215 i 71916 12.266 I 71.916 12.215 ! 71.916 [2.225 71.916 2.268 i 71.916 12.227 : 139.94 1.949 i 139.94 ! 2.202 j i 139.94 2.202! Eqn Hl-lb Hl-lb Hl-lb Hl-lb Hl-lb Hl-lb Hl-lb Hl-lb Hl-lb RISA-2D Version 9.1.0 [C:\R1SA\JOBS09\NCCC-TOWER-I01585.r2d] Page 6 INLAND ENGINEERING DATE SUBJECT SHEET NO. / BY CHKD. JOB NO. ^(^/ "i^ S' li^L ^%0^S(^'^S)^ loots Lp^ ^ loo$XX^ 1 -2. / 2 7:4»<3-a •• 4'v 3& 3. X) f7^:|^ :SKi"<i|- T^^^c X^i i:x1 ^ f , so3 ^ L r/c:^ I ^ V\,2X'\) f4 18^^ 4 I '1 ^ <C),, 2.-s;.-:, A/ S s x-:^ X-':A '-^ ^ fl- tv 6 X -"Xi-S. , ft- re ^ - ^ ,...1 iL..4 INLAND ENGINEERING DATE SUBJECT SHEET NO. BY CHKD. JOB NO. ' - / H L" •^ f I 2,' - , '^-••Xpv -72- \ c 7' 3s: i') ^ Z7'3) f'^/ t7 Inland Engineering & Consulting, Inc. 4883 E. La Palma Ave., Suits 501-A PROJECT Anaheim, CA 92807 pi ICMT Phons: (714) 777-7700 I Fax: |714| 777-7773 ULIfcN 1 inlandengineering@sbcglabaLnet JOB NO. nccc PAGE timeless DESIGN BY 101585 DATE: REVIEW BY Steel Stair Design Based on AISC 360^5 INPUT DATA & DESIGN SUMMARY COLUMN SECTION (Tube or Pipe) Tube A 3.37 FLOOR BEAM -1 A 6.48 STRINGER -1 (Channel or Tube) Tube A 8.76 STRINGER - 2 (Channel or Tube) Tube A 8.76 LANDING BEAM -1 (Channel or Tube) Channel A 6.08 LANDING BEAM - 2 (Channel or Tube) 'mm 1.52 d 12.30 d 12.00 d 12.00 d 12.00 t 0.23 = > Ix 156.00 144.00 144.00 129.00 = > Channel A d Ix Sx 6.08 12.00 129.00 21.50 DIMENSIONS H = 16 ft, story Ht L, = 19.33 ft L2 = S ft 1-3 = 6 ft NUMBEROF STORIES n 2 GRAVITY LOAD DL = 69 psf LL = 100 psf HSS4X4X1/4 h 4.00 W12X22 Sx Zx 25.40 29.30 HSS12X4X5/16 Sx Zx 24.00 31.30 HSS12X4X5/16 s, z, 24.00 31.30 C12X20.7 Sx z, 21.50 25.60 Cl 2X20,7 Zx 25.60 THE STAIR DESIGN IS ADEQUATE. ANALYSIS STRINGER -1 f f ! ! I I T T ! LANDING BEAM -1 » T f f III ! ! T ! 22,48 deg, from horizontal •• 0,25 (DL / Cos 6 + LL) L3 = 262 w R = 0.5 w Li = M =wL,^/8 = plf, projected 2,53 12.24 ksi kips ft-kips 71.85 > ft-kips M E = 29000 ksi ALL = 5 (WLL COS 9) (L, / Cos 6)" / (384 E I) = < (L, / Cos 9) / 240 = 1.05 in [Satisfactory] 0.17 in [Satisfactory] w = 0.5 (DL + LL) L2 = 507 plf P = 2.53 kips, from STRINGER -1 R = 0.5 w L3 + P = 4.05 kips M =wL3^/8 + P L3/2 = 9.88 ft-kips Fy = 36.00 ksi Mn/nb= FyZx/1.67 = 45.99 ft-kips > M ALL = 5 WLL L3'' / (384 E I) + PLL L3' / (24 E I) = [Satisfactory] 0.01 STRINGER - 2 f r r T r r r T f LANDING BEAM - 2 ! I ! I T I ! f ! FLOOR BEAM -1 T f T T f ! T f COLUMN (cont'd) w = 262 P = 4.05 kips, from LANDING BEAM RL = [w Li (0.5 Li + Lj) + P LJ / (L, + L2) = RR =[wL,(0.5L,) + PLi]/(Li + L2) = plf, projected, from STRINGER -1 1 4.09 5.03 kips kips X =RL/W = 15.62 = RLX-(0.5WX^) = 46.00 ksi = F„Z,/1,67 = ft, from left 31,96 ft-kips 71,85 ft-kips > M [Satisfactory] ALL = 5 WLL (L, + Lj)" / (384 E I) + PLL (L, +L2)' / (48 E I) = 0.47 < (L,+ L2)/240= 1.27 in [Satisfactory] w 507 plf, from LANDING BEAM R = 0.5 w L3 = 1.52 kips M = wL3^/8 = 2.28 ft-kips 36.00 ksi Mn /nb = FyZx /1.67 = 45.99 ft-kips > M ALL = 5 WLL 1-3 " / (384 E 1) = 0,00 < L3 / 240 = 0,30 in [Satisfactory] in [Satisfactory] L = 8 ft w = 600 plf, floor gravity load P =P1 + P2= 5.06 kips, total point loads, from STRINGER -1 R =0.5wL + 0.5P= 4.93 kips M =wL^/8 + PL3/4= 14.93 ft-kips Fy = 50.00 ksi Mn/nb = FyZx/1-67= 73.10 ft-kips > M ALL =5 WLL L" / (384 E I) + PLL L'/ (48 E I) = L /240 = P = 6.55 R = n P = KL =H = K = 1.0 F„ = 46 126 0.40 kips 13.09 16 [Satisfactory] 0.02 in [Satisfactory] kips ft ' y Kl Fe = Fcr = Pn/Hc 18 16 ksi ksi ksi Mc=M„/n^= 17.98 0.25 W = 0.25 X ( 69 (If no landing seismic load, F shall be zero.) 31.80 kips > R [Satisfactory] /1.67 = 10.77 ft-kips, (AISC 360-05 F) psf X 38.0 ft^) = 0.66 kips, ASD Mr FH /4 = 2.62 ft-kips Mr Pc 9 Pr + IP, VM, M for ^>0.2 Pc for ^<0.2 Pc F H'/(48EI) = < H / 240 = 0.43 0.80 0.63 in in 1.0 [Satisfactory] [Satisfactory] NLAND ENGINEERING DATE SUBJECT Lu <^ cx-SHEET NO. ^ BY CHKD. JOB NO. 3^ ^itlt?!-! - htA^ fJiO , XY t. -A / "7 1 /$X7^ L - Lt ' :, i'L'g L X ........ /..•/ i.7^"A,:.. X •f •: "?, Z> - . ' ^. \ X> r^..X 1 '! ''I-i is- ! ., ,--f ^ fe-// .4. iV|> - . .: : 6^ f, is'"" ' KB- /ZA i -'LyL xi. ^-3 " ; kl... ; '^'LS6 J - 1 q-' Hi3_ L ri '<.... INLAND ENGINEERING DATE SUBJECT SHEETNO. ^7 ^ A- BY CHKD. JOB NO. /c:>/ lt;? ^<.t4, .4^UTJ . (::4 ^'^i Ho •f 1 5^'e'<i^ rt: ^ \ wiix ftp \ X ; «... ; <BA \h -15/ • 1 3 ' X' 1 i j'-^^ Xi<i 'X .> V 'r'\.i..y Vv i 2 ,K % LLLC 1 1' '•I. v.- • 3 1 K H.4 ^ 5 -- H A 4 5A \"] Px •5 S -''h ^ L " !/ . /I. 2 % _4 f f> - Z i Wvx-''Lo 7 -7/^ i^/s li ^/ \ w) 7i 'HP 1 \ ^ ^ •,/ \ -V j , . . . i 1.* ' "2 ,f ..4 " ; i 4^ 1 1 i INLAND ENGINEERING DATE SUBJECT SHEET NO. ^"^Xf BY CHKD. JOB NO. / S^S p. • 53 ^ 4'- ^ 14. ob^ I) *-> 3 ' i A /-f-S 1 5 3 2 F"7 L // /J J 1 5" 3, ^ iv / (b X ^ ^1 4-- S --'/ — // 1 f- ix 'r. -> — ,: -'' ,-> 1 . ! K. i"^/ fe' .x V A 11 ^ 53 INLAND ENGINEERING DATE SUBJECT SHEET NO. Z-S^7 BY CHKD. JOB NO. /<y / S ^X PAP t^tl'^^^ ^ 4 PAXI/^L Ni-Hfi ^L if Klf- ij ^-7 44.4- rr, Kl f -4 77,3 3 L3 ^3 lo-^'^A'^l bP.//. ^^^^ £vs< , ^ 5^, X ic^'^p. gt^^ ftsuf A'^\ X \U'oP. ^.ffC. C^W^y^sr .7 i! [0^ rl"""" "" »A-- o^j'L 0^^^ I c^,,^6^,x^-(^'§.ffx XU 5 ,; ^(_j,q : (p-M' >^tx liJ'bp^ ^«^A 0^ ^6i.sr K ^8'7.>P. |,A^ At^ r -c.. a7 j 34^ •7-^ -^.-^ op •fJ^X 7-/^^ ^'"^ vA.1 INLAND ENGINEERING DATE_ BY SUBJECT SHEET NO. CHKD. JOB NO. /OX y^fS' (\K) (1. i -^is f^A?"i£>.KIU IPP, f-6 K:*^ ^ X \ \ \ 77.4- /2)A 1 ji *3o 1 y/.fi,«'3^.x ic-^oP. cf,«iie?A^r INLAND ENGINEERING DATE SUBJECT SHEET NO. . . ' BY CHKD. JOB NO. / 4 • It,* 4 ^ * 3«> r-?/ r-'^^ r-"' ^^.M ' 1/ A INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 General Footing Lie* : KW-06005198 Description: Pad @ frame F-1 linei W/ File: C:\Docunienls and SetSngstehawn nikjooMI/ly Docunients\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC. 1983-2011, Build:6.11.4.5, Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC 0.00140 0.00180 1.50 1.50 Yes Yes No General Information Material Properties fc: Concrete 28 day strength = 2.50 ksi fy: Rebar Yield = 60.0 l<si Ec: Concrete Elastic Modulus = 3,122.0 l<si Concrete Density = 145.0 pcf cp Values Flexure = 0.90 Shear = 0.850 Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimens[ons Width parallel to X-X Axis = 5.250 ft Length parallel to Z-Z Axis = 5.250 ft Footing Thicl<nes = 16.0 in Load location offset from footing center... ex: parallel to X-X Axis = 0 in ez: parallel to Z-Z Axis = 0 in Pedestal dimensions... px: parallel to X-X Axis = in pz: parallel to Z-Z Axis I in Height " in Rebar Centeriine to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars ~ 5.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Sizf = #6 Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater4 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft Bandwidth Distribution Check (ACi 15.44.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P: Column Load OB: Overburden M-xx M-zz V-x V-z n/a n/a n/a 17.0 1 - ^^^^^ Lr L 17.0 W E 17.0 k ksf k-ft k-ft k k INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 General Footing Lie. # : KW-06006198 Description : Pad @ frame F-1 line 1 M| DESIGNSUMMARY File: C:\C)ocuments and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC. 1983-2011, Build:6.11.4.5, Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Min. Ratio Kem Applied Capacity Design OK Goveming Load Combination PASS 0.9431 Soil Bearing 1.597 ksf 1.693 ksf +D-K).750L-K).750S40.5250E+H PASS n/a Overtuming - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overtuming - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2522 Z Flexure (+X) 5.949 k-ft 23.585 k-ft +1.20D-K).50Lr+1.60L+1.60H PASS 0.2522 Z Flexure (-X) 5.949 k-ft 23.585 k-ft +1.20D-*O.50Lr+1.60L+1.60H PASS 0.2522 X Flexure (+Z) 5.949 k-ft 23.585 k-ft +1.20D-tO.50Lr-t-1.60L+1.60H PASS 0.2522 X Flexure (-Z) 5.949 k-ft 23.585 k-ft +1.20D-fO.50Lr+1.60L+1.60H PASS 0.2006 1-way Shear (+X) 17.048 psi 85.0 psi +1.20D-K).50Lr+1.60L+1.60H PASS 0.2006 1-way Shear (-X) 17.048 psi 85.0 psi +1.20D-K).50Lr+1.60L+1.60H PASS 0.2006 1-way Shear (+Z) 17.048 psi 85.0 psi +1.20D-K).50Lr+1.60L+1.60H PASS 0.2006 1-way Shear (-Z) 17.048 psi 85.0 psi +1.20D-K).50Lr+1.60L+1.60H PASS 0.3976 2-way Punching 67.598 psi 170.0 psi +1.20D-^O.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X.+D 1.693 n/a 0.0 0.8101 0.8101 n/a n/a 0,478 X-X. +D+L+H 1.693 n/a 0.0 1.427 1.427 n/a n/a 0.843 X-X, +O-K).750Lr-K).750L+H 1.693 n/a 0.0 1.273 1.273 n/a n/a 0.752 X-X, +D-^.750L-K).750S4i 1.693 n/a 0.0 1.273 1.273 n/a n/a 0.752 X-X. +0-t0.70E+H 1.693 n/a 0.0 1.242 1.242 n/a n/a 0.734 X-X, +D-K).750Lr-K).750L-*0.750W+H 1.693 n/a 0.0 1.273 1.273 n/a n/a 0.752 X-X. +D-K).750L-K).750S-K).750W+H 1.693 n/a 0.0 1.273 1.273 n/a n/a 0.752 X-X. +D+0.750Lr-tO.750L-H).5250E+H 1.693 n/a 0.0 1.597 1.597 n/a n/a 0.943 X-X, +D-K),750L+0,750S+0.5250E+H 1.693 n/a 0.0 1.597 1.597 n/a n/a 0.943 X-X, -K).60D-fO.70E+H 1.693 n/a 0.0 0.9178 0.9178 n/a n/a 0.542 Z-Z.+O 1.693 0.0 n/a n/a n/a 0.8101 0.8101 0.478 Z-Z, +D+L-HH 1.693 0.0 n/a n/a n/a 1.427 1.427 0.843 Z-Z. +D-K).750Lr-tO.750L+fl 1.693 0.0 n/a n/a n/a 1.273 1.273 0.752 Z-Z. +D-K).750L-K).750S+H 1.693 0.0 n/a n/a n/a 1.273 1.273 0.752 Z-Z, +O-K),70E+H 1.693 0.0 n/a n/a n/a 1.242 1.242 0.734 Z-Z, +D-H3,750Lr-t{).750L-K).750W+H 1.693 0.0 n/a n/a n/a 1.273 1.273 0.752 Z-Z, +D+{).750L-tO.750S-K),750W+H 1.693 0.0 n/a n/a n/a 1.273 1.273 0.752 Z-Z, +D-H).750Lr-K).750LtO.5250E+H 1.693 0.0 n/a n/a n/a 1.597 1.597 0.943 Z-Z. HO-K).750L-K).750S-^0.5250E-4I 1.693 0.0 n/a n/a n/a 1.597 1.597 0.943 Z-Z, -K).60D-K).70E+H 1.693 0.0 n/a n/a n/a 0.9178 0.9178 0.542 Overtuming Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force /Application Axis Load Combination... - Sliding Force Resisting Force Sliding SafetyRatio All units k Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot. As Req'd or Top ? in*2 Gvrn. ks iri*2 Actual As in'2 Phi*Mn k-ft Status X-X,+1.400 X-X,+1,40D X-X, +1.20D-»O.50Lr+1.60L+1.60H X-X, +1.20D-K).50Lr+1.60L+1.60H X-X. +1.20D-H1.60L-K).50S+1.60H 2.974 2.974 5,949 5.949 5.949 +Z -Z +z -z +z Bottom Bottom Bottom Bottom Bottom 0.35 0.35 0.35 0.35 0.35 Bendina Bendina Bendina Bendina Bendina 0.42 0.42 0.42 0.42 0.42 23.585 23.585 23.585 23.585 23.585 OK OK OK OK OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 General Footing Lie. # : KW-06006198 File: C:\Documents and Settingstehawn nikJooWy Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC. 1983-2011, Build:6.11.4.5, Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-1 linei ^| Footing Flexure Flexure Axis & Load Combination X-X,+1.20D-K).50L+1.60S X-X.+1.20D-K).50L+1.60S X-X, +1,20D-K),50Lr-H).50L+1.60W X-X. +1.20D-tO.50Lr-K).50L+1.60W X-X, +1,20D-tO,50L4O,50S+1.60W X-X, +1.20D-K).50L-K).50S+1.60W X-X.+1.20D+0,50L-K),20S+E X-X,+1,20D-K),50L-K).20S-fE X-X, -tO,90D+E+1,60H X-X, -K).90D+E+1.60H Z-Z.+1.40D Z-Z,+1.40D Z-z, +1.20D-t{).50Lr+1.60L+1.60H Z-Z, +1.20D40.50Lr+1.60L+1.60H Z-Z, +1.20D+1.60L-K).50S+1.60H Z-Z. +1.20D+1.60L-K).50S+1.60H Z-Z.+1.20D+1.60Lr-f0.50L Z-Z.+1.20D+1.60Lr-H).50L Z-Z,+1,20D-K).50L+1.60S Z-Z,+1,20D-K),50L+1,60S Z-Z. +1.20D-tO.50Lr-K).50L+1.60W Z-Z, +1.20D-K).50Lr-K).50L+1.60W Z-Z, +1.20D-K).50L+0.50S+1.60W Z-Z, +1.20D40.50L+0.50S+1.60W Z-Z.+1.20D-K).50L-H).20S+E Z-Z.+1.20D-tO.50L-*O.20S+E Z-Z, -K).90D+E+1.60H Z-Z,-*{).90D+E+1.60H One Way Shear Load Combination... Mu Which Tension® Bot. As Req'd Gvm. As Actual As Phi'Mn Status k-ft Side? or Top ? in*2 in*2 in«2 k-ft 3.612 +Z Bottom 0.35 Bendina 0.42 23.585 OK 3.612 -Z Bottom 0.35 Bendina 0.42 23.585 OK 3.612 +Z Bottom 0.35 Bendina 0.42 23.585 OK 3.612 -z Bottom 0.35 Bendina 0.42 23.585 OK 3.612 +z Bottom 0.35 Bendina 0.42 23.585 OK 3.612 -z Bottom 0.35 Bendina 0.42 23.585 OK 5.736 +z Bottom 0.35 Bendina 0.42 23.585 OK 5.736 -z Bottom 0.35 Bendina 0.42 23.585 OK 4.037 +z Bottom 0.35 Bendina 0.42 23.585 OK 4.037 -z Bottom 0.35 Bendina 0.42 23.585 OK 2.974 -X Bottom 0.35 Bendina 0.42 23.585 OK 2.974 +x Bottom 0.35 Bendina 0.42 23.585 OK 5.949 -X Bottom 0.35 Bendina 0.42 23.585 OK 5.949 +x Bottom 0.35 Bendina 0.42 23.585 OK 5.949 -X Bottom 0.35 Bendina 0.42 23.585 OK 5.949 +x Bottom 0.35 Bendina 0.42 23.585 OK 3.612 -X Bottom 0.35 Bendina 0.42 23.585 OK 3.612 +x Bottom 0.35 Bendina 0.42 23.585 OK 3.612 -X Bottom 0.35 Bendina 0.42 23.585 OK 3.612 +x Bottom 0.35 Bendina 0.42 23.585 OK 3.612 -X Bottom 0.35 Bendina 0.42 23.585 OK 3.612 +x Bottom 0.35 Bendina 0.42 23.585 OK 3.612 -X Bottom 0.35 Bendina 0.42 23.585 OK 3.612 +x Bottom 0.35 Bendina 0.42 23.585 OK 5.736 -X Bottom 0.35 Bendina 0.42 23.585 OK 5.736 +x Bottom 0.35 Bendina 0,42 23.585 OK 4.037 -X Bottom 0.35 Bendina 0.42 23.585 OK 4.037 +x Bottom 0.35 Bendina 0.42 23.585 OK Vu@-X Vu@+X Vu@-Z yu@+z Vu:Max PhiVn Vu / Phi*Vn Status +1.40D 8,524 osi 8.524 DSi 8.524 DSi 8.524 DSi 8.524 DSi 85 Dsi 0.1003 OK +1.20D+0.50Lr+1.60L+1.60H 17.048 DSi 17.048 DSi 17.048 DSi 17.048 DSi 17.048 DSi 85 Dsi 0.2006 OK +1.20D+1.60L-K).50S+1.60H 17.048 DSi 17.048 DSi 17.048 DSi 17.048 DSi 17.048 DSi 85 Dsl 0.2006 OK +1.20D+1.60Lr4O.50L 10.351 DSi 10.351 DSi 10.351 Dsi 10.351 DSi 10.351 DSi 85 Dsi 0.1218 OK +1.20D-fO.50L+1.60S 10.351 DSi 10.351 DSi 10.351 Dsi 10.351 Dsi 10.351 DSi 85 Dsi 0.1218 OK +1.20D40.50Lr-K).50L+1.60W 10.351 DSi 10.351 DSi 10.351 DSi 10.351 DSi 10.351 DSi 85Dsi 0.1218 OK +1.20D-K).50L-K).50S+1.60W 10.351 DSi 10.351 DSi 10.351 DSi 10.351 DSi 10.351 DSi 85 Dsi 0.1218 OK +1.20D40.50L-V0.20S+E 16.44 DSi 16.44 DSi 16.44 DSi 16.44 DSi 16.44 DSi 85 DSi 0.1934 OK -O.90D+E+1.60H 11.569 DSi 11.569 DSi 11.569 DSi 11.569 DSi 11.569 DSi 85 DSi 0.1361 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi'Vn Status +1.40D +1.20D-tO.50Lr+1.60L+1.60H +1.20D+1.60L-tO.50S+1.60H +1.20D+1.60Lr40.50L +1.20D+O.50L+1.60S +1.20D-tO.50Lr-tO.50L+1.60W +1.20D-K).50L-tO.50S+1.60W +1.20D-K).50L-K).20S+E -K).90D+E+1.60H 33.799 DSi 67.598 DSi 67.598 DSi 41.041 DSi 41.041 DSi 41.041 DSi 41.041 DSi 65.183 DSi 45.87 DSi 170 DSi 170 DSi 170 DSi 170 DSi 170 DSi 170 DSi 170 DSi 170 DSi 170 DSi 0.1988 0.3976 0.3976 0.2414 0.2414 0.2414 0.2414 0.3834 0.2698 OK OK OK OK OK OK OK OK OK INLAND ENGINEERING 4883 E. LA PALIVIA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Job# 101585 Dsgnr: Project Desc: Project Notes: General Footing File: C:\Documents and Settingstehawn nil<joo\My Documents\ENERCALC Data Files\nccc_101585.ec6 i ENERCALC. INC. 1983-2011. BuiM:6.11.4.5, Ver6.11.4.5 | |Lic.#: KW-06005198 Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-1 linei-N4 General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg virt for stability, moments & shears Include Pedestal Weight as DL Dimensions 2.50 ksi 60.0 ksi •,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 1.50 Yes Yes No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of depti= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater# 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft Width parallel to X-X Axis = 10.250 ft Length parallel to Z-Z Axis = 10.250 ft Footing Thicknes = 21.0 in Load location offset from footing center... ex: parallel to X-X Axis = Oin ez: parallel to Z-Z Axis = Oin Pedestal dimensions... px: parailei to X-X Axis = in pz: parallel to Z-Z Axis ~ in Height in Rebar Centeriine to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars ~ 11.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 11.0 Reinforcing Bar Sizf = #6 10 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads n/a n/a n/a P: Column Load OB: Overijurden M-xx M-zz V-x V-z 77.0 L 77.0 W 6.50 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 General Footing Lie. # : KW-06006198 File: CADocuments and Settingstehawn nilqoo\My Documents\ENERCALC Data Files\nccc_101685.ec6 ENERCALC, INC. 1983-2011. Buiki:6.11.4.5, Ver.6.11.4.5 Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-1 Iine1-N4 DESIGNSUMMARY Design OK Min. Ratio Item Applied Capacity Goveming Load Combination PASS 0.9808 Soil Bearing 1,720 ksf 1.754 ksf +D+L+H PASS n/a Overtuming -X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Overtuming -Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.7269 Z Flexure (+X) 26.945 k-ft 37.067 k-ft +1,20D-tO.50Lr+1.60L+1 60H PASS 0.7269 Z Flexure (-X) 26.945 k-ft 37.067 k-ft +1.20D-tO.50Lr+1.60L+1 60H PASS 0.7269 X Flexure (+Z) 26.945 k-ft 37.067 k-ft +1.20D-K).50Lr+1.60L+1 60H PASS 0.7269 X Flexure (-Z) 26.945 k-ft 37.067 k-ft +1.20D-K).50Lr+1,60L+1 60H PASS 0.4124 1-way Shear (+X) 35.057 psi 85.0 psi +1,20D-fO,50Lr+1,60L+1 60H PASS 0.4124 1-way Shear (-X) 35.057 psi 85.0 psi +1.20D-*O.50Lr+1.60L+1 60H PASS 0.4124 1-way Shear (+Z) 35.057 psi 85.0 psi +1.20D+0.50Lr+1,60L+1 60H PASS 0.4124 1-way Shear (-Z) 35.057 psi 85.0 psi +1,20D-tO.5OLr+1.60L+1 60H PASS 0.9575 2-way Punching 162.78 psi 170.0 psi +1.20D-K).50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X •X Ratio X-X,+D 1.754 n/a 0.0 0.9866 0.9866 n/a n/a 0.563 X-X, +D+L+H 1.754 n/a 0.0 1.720 1.720 n/a n/a 0.981 X-X, -fO+0.750Lr-t0.750L-4H 1.754 n/a 0.0 1.536 1.536 n/a n/a 0.876 X-X. +D-K).750L-K).750S+H 1.754 n/a 0.0 1.536 1.536 n/a n/a 0.876 X-X, +D-K).70E+H 1.754 n/a 0.0 1.030 1.030 n/a n/a 0.587 X-X, +D-K).750Lr40.750L40.750W+H 1.754 n/a 0.0 1.536 1.536 n/a n/a 0.876 X-X, +D-fO.750L-K).750S-iO.750W+H 1.754 n/a 0.0 1.536 1.536 n/a n/a 0.876 X-X. +D+0.750Lr-K).750L-K).5250E+H 1.754 n/a 0.0 1.569 1.569 n/a n/a 0.895 X-X, +D-iO.750L-K).750S+0.5250E+H 1.754 n/a 0.0 1.569 1.569 n/a n/a 0.895 X-X, -K).60D-K),70E+H 1.754 n/a 0.0 0.6353 0.6353 n/a n/a 0.362 Z-Z,+D 1.754 0.0 n/a n/a n/a 0.9866 0.9866 0.563 Z-Z, +D+L+H 1.754 0.0 n/a n/a n/a 1.720 1.720 0.981 Z-Z, -fO+0.750Lr-K),750L+H 1.754 0.0 n/a n/a n/a 1.536 1.536 0.876 Z-Z, +D-K).750L+0.750S+H 1.754 0.0 n/a n/a n/a 1.536 1.536 0.876 Z-Z. +D-*0.70E+H 1.754 0.0 n/a n/a n/a 1.030 1.030 0.587 Z-Z. 4O-f0.750Lr+0.750L40.750W+H 1.754 0.0 n/a n/a n/a 1.536 1.536 0.876 Z-Z. +D-*O.750L+O.750S-tO.750W+H 1.754 0.0 n/a n/a n/a 1.536 1.536 0.876 Z-Z. +D-K).750Lr-tO.75OL-tO.5250E+H 1.754 0.0 n/a n/a n/a 1.569 1.569 0.895 Z-Z, -fO-tO.750L-K).750S-tO.5250E+H 1.754 0.0 n/a n/a n/a 1.569 1.569 0.895 Z-Z, -K).60D-K).70E-^H 1.754 0.0 n/a n/a n/a 0.6353 0.6353 0.362 Overtuming Stability Rotation Axis & Load Combination... Overtuming Moment Resisting Moment Stability Ratio Status Footing Has NO Overtuming Sliding Stability Force Application Axis Load Combination... _ Footing Has NO Sliding Footing Flexure All units k Sliding Force Resisting Force Sliding SafetyRatio Status Flexure Axis & Load Combination X-X.+1.40D X-X.+1.40D X-X. H-1.20D-K).50Lr+1.60L+1.60H X-X. +1.20D-f0.50Lr+1.60L+1.60H X-X, +1.20D+1,60L+0.50S+1.60H Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn Status k-ft_ Side? or Top? in*2 in«2 in*2 k-ft 13,473 +Z Bottom 0.45 Bendina 0.47 37.067 OK 13.473 -Z Bottom 0.45 Bendina 0.47 37.067 OK 26.945 +Z Bottom 0.45 Bendina 0.47 37.067 OK 26.945 -z Bottom 0.45 Bendina 0.47 37.067 OK 26.945 +z Bottom 0.45 Bendina 0.47 37.067 OK INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 File: CADocuments and Settingstehawn nil^ioo\^% Documents\ENERCALC Data Files\nccc_101585.ec6 B ENERCALC, INC 1983-2011. Build:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC General Footing Lie. # : KW-06006198 Description: Pad @ frame F-1 line 1-N4 Footing Flexure Flexure Axis & Load Combination X-X.+1.20D-K).50L+1.60S X-X,+1.20D-tO.50L+1.60S X~X. +1.20D-H).50Lr+0.50L+1.60W X-X. +1,20D-K).50Lr-*O.50L+1.60W X-X, +1.20D-K),50L-tO.50S+1.60W X-X. +1.20D-^.50L4O.50S+1.60W X-X,+1.20D-K).50L-K).20S+E X-X,+1,20D-K).50L-K).20S+E X-X, -tO.90D+E+1.60H X-X. -K).90D+E+1.60H Z-Z,+1.40D Z-Z.+1.40D Z-Z. +1.20D^.50Lr+1.60L+1.60H Z-Z, +1.20D-K).50Lr+1.60L+1.60H Z-Z. +1,20D+1.60L-K),50S+1.60H Z-Z, +1.20D+1.60L-K).50S+1.60H Z-Z,+1.20D+1.60Lr-*O.50L Z-Z,+1,20D+1.60Lr-K).50L Z-Z,+1.20D-K).50L+1.60S Z-Z, +1,20D-tO,50L+1,60S Z-Z, +1.20D+0.50Lr+0.50L+1.60W Z-Z, +1.20D-K).50Lr-K).50L+1.60W Z-Z. +1.20D-K).50L-K).50S+1.60W Z-Z, +1.20D-*O.50L-^.50S+1.60W Z-Z.+1.20D-K).50L-K).20S+E Z-Z,+1,20D-tO,50L-tO.20S+E Z-Z,-K).90D+E+1.60H Z-Z, -K).90D+E+1.60H One Way Shear Load Combination... Mu k-ft Which Side? Tension @ Bot As Req'd or Top ? in*2 Gvm. As in''2 Actual As in*2 Phi*Mn k-ft Status 16.36 +Z Bottom 0.45 Bendina 0.47 37.067 OK 16.36 -z Bottom 0.45 Bendina 0.47 37.067 OK 16,36 +z Bottom 0.45 Bendina 0.47 37.067 OK 16.36 -z Bottom 0.45 Bendina 0.47 37,067 OK 16.36 +z Bottom 0.45 Bendina 0.47 37.067 OK 16.36 -z Bottom 0.45 Bendina 0.47 37.067 OK 17.172 +z Bottom 0.45 Bendina 0,47 37.067 OK 17.172 -z Bottom 0.45 Bendina 0.47 37.067 OK 9.473 +z Bottom 0.45 Bendina 0.47 37.067 OK 9.473 -z Bottom 0.45 Bendina 0,47 37.067 OK 13.473 -X Bottom 0.45 Bendina 0.47 37.067 OK 13.473 +x Bottom 0.45 Bendina 0.47 37.067 OK 26.945 -X Bottom 0.45 Bendina 0.47 37.067 OK 26.945 +x Bottom 0.45 Bendina 0.47 37.067 OK 26.945 -X Bottom 0.45 Bendina 0.47 37.067 OK 26.945 +x Bottom 0.45 Bendina 0.47 37.067 OK 16.36 -X Bottom 0.45 Bendina 0.47 37.067 OK 16.36 +x Bottom 0.45 Bendina 0.47 37.067 OK 16.36 -X Bottom 0.45 Bendina 0.47 37.067 OK 16.36 +x Bottom 0.45 Bendina 0.47 37.067 OK 16.36 -X Bottom 0.45 Bendina 0.47 37.067 OK 16.36 -HX Bottom 0.45 Bendina 0.47 37.067 OK 16.36 -X Bottom 0.45 Bendina 0.47 37.067 OK 16.36 +x Bottom 0.45 Bendina 0.47 37.067 OK 17.172 -X Bottom 0.45 Bendina 0.47 37.067 OK 17.172 +x Bottom 0.45 Bendina 0.47 37.067 OK 9.473 -X Bottom 0.45 Bendina 0.47 37.067 OK 9.473 +x Bottom 0.45 Bendina 0.47 37.067 OK yu^@-x vu@+x vu@-z Vu@+Z Vu:Max PhiVn Vu / Phi*Vn Status +1.40D 17.528 DSi 17.528 DSi 17.528 DSi 17.528 Dsi 17.528 DSi 85 Dsi 0.2062 OK +1.20D-K3.50Lr+1.60L+1.60H 35.057 DSi 35,057 DSi 35.057 DSi 35.057 osi 35.057 DSi 85 Dsi 0.4124 OK +1.20D+1.60L-K).50S+1.60H 35.057 DSi 35,057 DSi 35.057 DSi 35.057 Dsi 35.057 DSi 85 Dsi 0.4124 OK +1.20D+1.60Lr-K).50L 21.285 DSi 21,285 DSi 21.285 DSi 21.285 DSi 21.285 DSi 85 Dsi 0.2504 OK +1.20D-K).50L+1.60S 21.285 DSi 21.285 DSi 21.285 DSi 21.285 DSi 21.285 DSi 85 Dsi 0.2504 OK +1.20D-K).50Lr-K).50L+1.60W 21.285 DSi 21.285 DSi 21.285 DSi 21.285 DSi 21.285 DSi 85 Dsi 0.2504 OK +1.20D-»{).50L+0.50S+1.60W 21.285 DSi 21.285 DSl 21.285 DSi 21.285 DSi 21.285 DSi 85Dsi 0.2504 OK +1.20D-K).50L40.20S+£ 22.341 DSi 22.341 DSi 22.341 DSi 22.341 Dsi 22.341 DSi 85 Dsi 0.2628 OK -tO.90D+E+1.60H 12.325 DSi 12.325 DSi 12.325 DSi 12.325 Dsi 12.325 DSi 85 Dsi 0.145 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi'Vn Status +1.40D 81.39 DSi 170 DSi 0.4788 OK +1.20D4O.50Lr+1.60L+1.60H 162.78 DSi 170 DSi 0.9575 OK +1.20D+1.60L-K).50S+1.60H 162.78 DSi 170 DSi 0.9575 OK +1.20D+1.60Lr-K).50L 98.83 DSi 170 DSi 0.5814 OK +1.20D-K).50L+1.60S 98.83 DSi 170 DSi 0.5814 OK +1.20D-K).50Lr-tO.50L+1.60W 98.83 osi 170Dsi 0.5814 OK +1.20D-K).50L-tO.50S+1,60W 98.83 DSi 170 DSi 0.5814 OK +1,20D-K),50L-K),20S+E 103.74 DSi 170 DSi 0.6102 OK •K).90D+E+1.60H 57.23 DSi 170 DSi 0.3366 OK INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 General Footing Lie.# : KW-06006198 Description: Pad @ frame F-2 line 1 General Information IVlaterial Properties f c: Concrete 28 day strength = 2.50 ksi fy: Rebar Yield = 60.0 ksi Ec: Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf 9 Values Flexure = 0.90 Shear = 0.850 Analysis Settings Min Steel % Bending Reinf. = 0.00140 Min Allow % Temp Reinf. = 0.00180 Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Add Ftg Wt for Soil Pressure Yes Use ftg wt for stability, moments & shears : Yes Include Pedestal Weight as DL No Dimensions Width parallel to X-X Axis = 4.50 ft Length parallel to Z-Z Axis = 4.50 ft Footing Thicknes = 16.0 in Load Ixation offset from footing center... ex: parallel to X-X Axis = 0 in ez: parallel to Z-Z /\xis = Oin Pedestal dimensions... px: parallel to X-X Axis = in pz: parallel to Z-Z Axis z in Height in Rebar Centeriine to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars " 4.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar-Siz( = #6 Bandwidth Distribution Checic (ACI 1S.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads File: CADocuments and Settingstehawn nlkioo\My Documents\ENERCALC Data Files\nccc_10158S.ec6 • ENERCALC INC 1983-2011,8uiW:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Calculations per ACI 31848, IBC 2009, CBC 2010, ASCE 7-05 Soil Design Values Allowable Soil Bearing = Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. = Increases based on footing Depth Footing base depth befow soil surface Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dept = when maximum length or width is gneater=t 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft * ^ - " * Lr W P: Column Load OB: Overt)urden M-xx M-zz V-x V-z 15.0 15.0 _E _ 6.30 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501~A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 General Footing Lie. #: KW-06006198 Description : Pad @ frame F-2 line 1 DESIGNSUMMARY File: C:\Docunients and Settingstehawn nlkjoo\My Docunients\ENERCALC Data Rle5\nccc_101585.ec6 • ENERCALC, INC. 1983-2011, Build:6.11.4.5, Ver.6,11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Design OK Min. Ratio Item Applied Capacity Goveming Load Coni PASS 0.9892 Soil Bearing 1.675 ksf 1.693 ksf PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overtuming - Z-Z 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2378 Z Flexure (+X) 5.249 k-ft 22.070 k-ft +1.20D-K).50Lr+1.60L+1.60H PASS 0.2378 Z Flexure (-X) 5.249 k-ft 22.070 k-ft +1,20D-tO.50Lr+1.60L+1.60H PASS 0.2378 X Flexure (+Z) 5.249 k-ft 22.070 k-ft +1.20D-K).50Lr+1.60L+1.60H PASS 0.2378 X Flexure (-Z) 5.249 k-ft 22.070 k-ft +1.20D-K).50Lr+1.60L+1.60H PASS 0.1783 1-way Shear (+X) 15.157 psi 85.0 psi +1.20D-tO.50Lr+1.60L+1.60H PASS 0.1783 1-way Shear (-X) 15.157 psi 85.0 psi -t-1.20D-*O.50Lr+1.60L+1.60H PASS 0.1783 1-way Shear (+Z) 15.157 psi 85.0 psi +1.20D-K).50Lr+1.60L+1.60H PASS 0.1783 1-way Shear (-Z) 15.157 psi 85.0 psi +1.20D-+O.50Lr+1.60L+1.60H PASS 0.3420 2-way Punching 58.143 psi 170.0 psi +1.20D-tO.50Lr+1.60L+1.60H Detailed Results Soil Beajing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X,+0 1.693 n/a 0.0 0.9341 0.9341 n/a n/a 0.552 x-x, +D-H.-fH 1.693 n/a 0.0 1.675 1.675 n/a n/a 0.989 X-X, +D-tO.750Lr-K),750L+H 1.693 n/a 0.0 1.490 1.490 n/a n/a 0.880 X-X, +D-*{).750L+0.750S-fH 1.693 n/a 0.0 1.490 1.490 n/a n/a 0.880 X-X, +D-K),70E+H 1.693 n/a 0.0 1.152 1.152 n/a n/a 0.680 X-X, +D-K3.750Lr-»O.750L-K).750W+H 1.693 n/a 0.0 1.490 1.490 n/a n/a 0.880 X-X, +D-K),750L+0,750S-tO.750W-^H 1.693 n/a 0.0 1.490 1.490 n/a n/a 0.880 X-X, +D-KD.750Lr-K).750L-K).5250E+H 1.693 n/a 0.0 1.653 1.653 n/a n/a 0.976 X-X, +D-tO.750L-K).750S-K).5250E+H 1.693 n/a 0.0 1.653 1.653 n/a n/a 0.976 X-X, •K).60D-K).70E+H 1.693 n/a 0.0 0.7782 0.7782 n/a n/a 0.460 Z-Z,-KD 1.693 0.0 n/a n/a n/a 0.9341 0.9341 0.552 Z-Z, +0+L+H 1.693 0.0 n/a n/a n/a 1.675 1.675 0.989 Z-Z. +D-K),750Lr-*O,750L+H 1.693 0.0 n/a n/a n/a 1.490 1.490 0.880 Z-Z, +D-tO,750L40,750S-^H 1.693 0.0 n/a n/a n/a 1.490 1.490 0.880 Z-Z, +D-fO.70E+H 1.693 0.0 n/a n/a n/a 1.152 1.152 0.680 Z-Z. +D-^0.750Lr-^0.750L-K).750W-^H 1.693 0.0 n/a n/a n/a 1.490 1.490 0.880 Z-Z. +O+0.750L-tO.750S-f0.750W+H 1.693 0.0 n/a n/a n/a 1.490 1.490 0.880 Z-Z, +O-K).750Lr-»0.750L-K).5250E+H 1.693 0.0 n/a n/a n/a 1.653 1.653 0.976 Z-Z, +D-tO.750L-K),750S-tO,5250E+H 1.693 0.0 n/a n/a n/a 1.653 1.653 0.976 Z-Z, •K}.60D-K).70E+H 1.693 0.0 n/a n/a n/a 0.7782 0.7782 0.460 Oveituming Stability Rotation Axis & Load Combination... Overtuming Moment Resisting Moment Stability Ratio Status Footing Has NO Overtuming Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension© BoL As Req'd or Top? in*2 Gvm. As Jn*2 Actual As in*2 Phi*Mn k-ft Status X-X. +1.40D X-X.+1.40D X-X. +1.20D-+0.50Lr+1.60L+1.60H X-X. -1-1.20D-tO.50Lr+1.60L+1.60H X-X. +1.20D+1.60L-tO.50S-i-1,60H 2.625 2.625 5.249 5.249 5.249 +Z -Z +z -z +z Bottom Bottom Bottom Bottom Bottom 0.35 0.35 0.35 0.35 0.35 Bendina Bendina Bendina Bendina Bendina 0.39 0.39 0.39 0.39 0.39 22.07 22.07 22.07 22.07 22.07 OK OK OK OK OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 General Footing File: CADocuments and Settingstehawn nikjoo\My Docunients\ENERCALC Data Files\ncccJ01685.ec6 i ENERCALC INC 1983-2011, Build:6.11.4.S, Ver.6.11.4.5 Lic.# : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-2 line 1 Footing Flexure Flexure Axis & Load Combination Mu Which k-ft Side ? Tension© Bot. As Req'd or Top? in*2 Gvm. As in''2 Actual As in*2 Phi'Mn k-ft Status X-X,+1,20D-K3,50L+1,60S 3.187 +Z Bottom 0.35 Bendina 0.39 22.07 OK X-X,+1,20D-*O,50L+1,60S 3.187 -Z Bottom 0.35 Bendina 0.39 22.07 OK X-X, +1.20D-»O.50Lr-K).50L+1.60W 3.187 +Z Bottom 0.35 Bendina 0.39 22.07 OK X-X, +1,20D-K),50Lr-K),50L+1,60W 3.187 -Z Bottom 0.35 Bendina 0.39 22.07 OK X-X, +1,20D-tO,50L-^0,50S+1,60W 3.187 +Z Bottom 0.35 Bendina 0.39 22.07 OK X-X, +1.20D-»O.50L-K).50S+1,60W 3.187 -Z Bottom 0.35 Bendina 0,39 22,07 OK X-X,+1,20D-K),50L-tO,20S+E 3.974 +z Bottom 0.35 Bendina 0.39 22.07 OK X-X, +1,20D-tO,50L-K),20S+E 3.974 -z Bottom 0.35 Bendina 0,39 22.07 OK X-X, -tO,90D+E+1.60H 2.475 +z Bottom 0.35 Bendina 0,39 22,07 OK X-X, -H3.90D+E+1.60H 2.475 -z Bottom 0.35 Bendina 0.39 22.07 OK Z-Z.+1.40D 2.625 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z.+1.40D 2.625 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D-tO.50LrH-1.60L+1.60H 5.249 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1.20D-*0.50Lr+1.60L+1.60H 5.249 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D+1,60L-H),50S+1,60H 5.249 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D+1,60L-K).50S+1.60H 5.249 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1,200+1,60Lr40,50L 3.187 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1.20D+1.60Lr-K).50L 3.187 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1,20D-K),50L+1.60S 3.187 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1.20D-«O.50L+1.60S 3.187 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D-K).50Lr-K).50L+1.60W 3.187 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D-H),50Lr-K).50L+1.60W 3.187 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1.20D-t0.50L+0.50S+1.60W 3.187 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D-K),50L-K),50S+1,60W 3.187 +X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1.20D-K).50L-K).20S+E 3.974 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D+0.50L-K).20S+E 3.974 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z. -*{).90D+E+1.60H 2.475 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, -K).90D+E+1.60H 2.475 +x Bottom 0.35 Bendina 0.39 22.07 OK One Way Shear Load Combination... Vu@-X Vu @ +X Vu ( g-Z Vu@ +Z Vu:Max PhiVn Vu/Phi'Vn Status +1.40D 7.578 osi 7.578 DSi 7.578 DSi 7.578 DSi 7.578 DSi 85 DSi 0.08916 OK +1.20D-tO.50Lr+1.60L+1.60H 15.157 DSi 15.157 DSi 15.157 DSi 15.157 DSi 15.157 DSi 85 DSi 0.1783 OK +1.20D+1.60L40.50S+1.60H 15.157 DSi 15.157 DSi 15.157 DSi 15.157 DSi 15.157 DSi 85 DSi 0.1783 OK +1.20D+1.60Lr-K).50L 9.202 Dsi 9.202 Dsi 9.202 Dsi 9.202 DSi 9.202 DSi 85 DSi 0.1083 OK +1.20D-tO.50L+1.60S 9.202 DSi 9.202 DSi 9.202 DSi 9.202 DSi 9.202 DSi 85 DSi 0.1083 OK +1.20D40.50Lr-K).50L+1.60W 9.202 DSi 9.202 DSi 9.202 DSi 9.202 DSi 9.202 DSi 85 DSi 0.1083 OK +1.20D-K).50L-K).50S+1.60W 9.202 DSi 9.202 DSi 9.202 DSi 9.202 DSi 9.202 DSi 85 DSi 0.1083 OK +1.20D-K).50L-K).20S+E 11.476 DSi 11.476 DSi 11.476 DSi 1.476 DSi 11.476 DSi 85 DSi 0.135 OK -K).90D+E+1.60H 7.145 DSi 7.145 DSi 7.145 DSi 7.145 DSi 7.145 DSi 85 DSi 0.08406 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 29.071 DSi 170 DSi 0.171 OK +1.20D-K).50Lr+1.60L+1.60H 58.143 DSi 170 DSi 0.342 OK +1.200+1.60L-^0.50S+1.60H 58.143 DSi 170 DSi 0.342 OK +1.20D+1.60Lr-K).50L 35.301 DSi 170 DSi 0,2077 OK +1.20D-K).50L+1.60S 35.301 DSi 170 DSi 0.2077 OK +1.20D+O.50Lr+O.50L+1.60W 35.301 DSl 170 DSi 0.2077 OK +1.20D-tO,50L+O,50S+1,60W 35.301 DSi 170 DSi 0.2077 OK +1.20D-K).50L+0.20S+E 44.022 Dsi 170 DSi 0.259 OK +0.90D+E+1.60H 27.41 DSi 170 DSi 0.1612 OK INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. #: KW-06006198 File: C\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • Description: Pad ©frame F-3 linei General Information Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg vrt for stability, moments & shears Include Pedestal Weight as DL Dimensions 2.50 ksi 60.0 ksi ,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 : 1.50 : Yes Yes No Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thicknes = 16.0 in Load location offset from footing center... ex: parallel to X-X Axis = 0 in ez: parallel to Z-Z Axis = 0 in Pedestal dimensions... px: parallel to X-X Axis = in pz: parallel to Z-Z Axis z in Height ~ in Rebar Centeriine to Edge of Concrete., at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars " 3.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sia = #6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads^ n/a n/a n/a ENERCALC INC 1983-2011, Build;6.11.4.5, Vef:6.11.4.5 Licensee : INLAND ENGINEERING CONSULTING INC Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth befow soil surface Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater4 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft 3; p' W P: Column Load OB: Overburden M-xx M-zz V-x V-z 2.50 2.50 E _ 10.0 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. U PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 General Footing Lie. #: KW-08006198 File: C:\DocuiTients and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\ncccJ015B5.ec6 • ENERCALCINC. 1983-2011, Bulld:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-3 line 1 DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Goveming Load Combination PASS 0.7459 Soil Bearing 1263 ksf 1.693 ksf -fO-tO.750L+0.750S+0.5250E+H PASS n/a Overtuming - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overtuming - Z-Z 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.07206 Z Flexure (+X) 1.781 k-ft 24.715 k-ft +1.20D4O.50L+O.20S4E PASS 0.07206 Z Flexure (-X) 1.781 k-ft 24.715 k-ft +1.20D-K).50L+O,20S+E PASS 0.07206 X Flexure (+Z) 1.781 k-ft 24.715 k-ft +1,20D-K).50L+0.20S-^£ PASS 0.07206 X Flexure (-Z) 1.781 k-ft 24.715 k-ft +1.20D+O.50L-tO.20S+E PASS 0.04776 1-way Shear (+X) 4.060 psi 85.0 psi +1.20D-K).50L-K).20S+E PASS 0.04776 1-way Shear (-X) 4.060 psi 85.0 psi +1,20D-fO.50L-K).20S+E PASS 0.04776 1-way Shear (+Z) 4.060 psi 85.0 psi +1.20D-K).50L+O.20S+E PASS 0.04776 1-way Shear (-Z) 4.060 psi 85.0 psi +1.20D+O.50L-tO.20S-€ PASS 0.1079 2-way Punching 18.348 psi 170.0 psi +1.20D+O.50L-K).20S+E Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z •X -X Ratio x-x.+o 1.693 n/a 0.0 0.4711 0.4711 n/a n/a 0.278 X-X. +D+L-HH 1.693 n/a 0.0 0.7489 0.7489 n/a n/a 0.442 x-x. +D-K].750Lr+0.750L+H 1.693 n/a 0.0 0.6794 0.6794 n/a n/a 0.401 X-X, +D-K).750L+0.750S+H 1.693 n/a 0.0 0.6794 0.6794 n/a n/a 0.401 X-X. +D+O.70E+H 1.693 n/a 0.0 1.249 1.249 n/a n/a 0.738 X-X. +D-K).750Lr+0.750L-*{).750W+H 1.693 n/a 0.0 0.6794 0.6794 n/a n/a 0.401 X-X. +D+O.750L-H3.750S-K).750W+H 1.693 n/a 0.0 0.6794 0.6794 n/a n/a 0,401 X-X, -^O-K).750Lr-H).750L+0.5250E+H 1.693 n/a 0.0 1.263 1.263 n/a n/a 0.746 X-X, +D+O.75OL-K).750S+O.5250E+H 1.693 n/a 0.0 1.263 1.263 n/a n/a 0.746 X-X. •*<).60D-tO.70E+H 1.693 n/a 0.0 1.060 1.060 n/a n/a 0.626 Z-Z.+D 1.693 0.0 n/a n/a n/a 0.4711 0.4711 0.278 Z-Z. +o+L-m 1.693 0.0 n/a n/a n/a 0.7489 0.7489 0.442 Z-Z, +D+O,750Lr-t€,750L+fl 1.693 0.0 n/a n/a n/a 0.6794 0.6794 0.401 Z-Z, +D+(),750L-K).750S+H 1.693 0.0 n/a n/a n/a 0.6794 0.6794 0.401 Z-Z, +O-tO,70E+H 1.693 0.0 n/a n/a n/a 1.249 1.249 0.738 Z-Z, +D+0,750Lr-iO,750L-K),750W+H 1.693 0.0 n/a n/a n/a 0.6794 0.6794 0.401 Z-Z, +D-K),750L-tO.750S+O.750W+H 1.693 0.0 n/a n/a n/a 0.6794 0.6794 0.401 Z-Z, +O+O,750Lr-*O,750L+O,5250E+fl 1.693 0.0 n/a n/a n/a 1.263 1.263 0.746 Z-Z, +D+O,750L-K),750S+O.5250E+H 1.693 0.0 n/a n/a n/a 1.263 1.263 0.746 Z-Z, +€.60D-K),70E+H 1.693 0.0 n/a n/a n/a 1.060 1.060 0.626 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning SHdingStability Force Application Axis Load Combination... Footing Has NO Sliding Footing Flexure Sliding Force All units k Force Sliding SafetyRatio Status Flexure Axis & Load Combination Mu Which Gvm. As Actual As Phi'Mn Status X-X, +1.40D X-X,+1,40D X-X, +1.20D+€.50Lr+1.60L+1.60H X-X. +1.20D+O.50Lr+1.60L+1.60H X-X, +1.20D+1.60L+O.50S+1.60H k-ft Side? or fop ? in«2 in»2 k-ft 0.4374 +Z Bottom 0.35 Bendina 0.44 24.715 OK 0.4374 -Z Bottom 0.35 Bendina 0.44 24.715 OK 0.8748 +z Bottom 0.35 Bendina 0.44 24.715 OK 0.8748 -z Bottom 0.35 Bendina 0.44 24.715 OK 0.8748 +z Bottom 0.35 Bendina 0.44 24.715 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 General Footing Lie. #: KW-06006198 File: C\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\ncccJ01585.ec6 • ENERCALC INC 1983-2011, Bulld:6.11.4.5, Ver.6.11.4.5 Licensee : INLAND ENGINEERING CONSULTING tNC Description: Footing Flexure Pad ©frame F-3 linei Flexure Axis & Load Combination Mu k-ft Which Tension® Bot. As Req'd Side? or Top? ^"2 Gvrn. As in«2 Actual As ^"2 Phl*Mn k-n Status X-X, +1,20D+O,50L+1.60S 0.5312 +Z Bottom 0.35 Bendina 0.44 24.715 OK X-X,+1,20D-K),50L+1,60S 0.5312 -z Bottom 0.35 Bendina 0.44 24.715 OK X-X, +1,20D+O,50Lr+O,50L+1,60W 0.5312 +z Bottom 0.35 Bendina 0.44 24.715 OK X-X, +1,20D-K).50Lr+0,50L+1.60W 0.5312 -z Bottom 0.35 Bendina 0.44 24.715 OK X-X, +1.20D-K).50L-K).50S+1.60W 0.5312 +z Bottom 0.35 Bendina 0.44 24.715 OK X-X, +1.20D-tO.50L+O.50S+1.60W 0.5312 -z Bottom 0.35 Bendina 0.44 24.715 OK X-X,+1.20D+0.50L-K).20S+E 1.781 +z Bottom 0.35 Bendina 0.44 24.715 OK X-X,+1,20D+O,50L+O,20S+E 1.781 -z Bottom 0.35 Bendina 0.44 24.715 OK X-X.+0.90D+E+1.60H 1.531 +z Bottom 0.35 Bendina 0.44 24.715 OK X-X. +O.90D+E+1.60H 1.531 -z Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1,40D 0.4374 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1,40D 0.4374 +x Bottom 0.35 Bendina 0.44 24.715 OK Z-Z, +1,20D+0.50Lr+1,60L+1.60H 0.8748 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.8748 +x Bottom 0.35 Bendina 0.44 24.715 OK Z-Z. +1.20D+1.60L+O.50S+1.60H 0.8748 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z, +1,20D+1,60L+0,50S+1.60H 0.8748 +x Bottom 0.35 Bendina 0.44 24.715 OK Z-Z, +1,20D+1,60Lr+0.50L 0.5312 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1,20D+1,60Lr+0,50L 0.5312 +x Bottom 0.35 Bendina 0.44 24.715 OK Z-Z.+1.20D+O.50L+1.60S 0.5312 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1.20D+O.50L+1.60S 0.5312 +x Bottom 0.35 Bendina 0.44 24.715 OK Z-Z, +1.20D+O.50Lr-K).50L+1.60W 0.5312 -X Bottom 0.35 Bendina 0,44 24.715 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.5312 +X Bottom 0.35 Bendina 0,44 24.715 OK Z-Z. +1.20D+O.50L+0.50S+1.60W 0.5312 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z. +1.20D-K).50L+0.50S+1.60W 0.5312 +x Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1,20D-K),50L-K).20S+E 1.781 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1.20D-K3.50L+O.20S+E 1.781 +x Bottom 0.35 Bendina 0.44 24.715 OK Z-Z. +O.90D+E+1.60H 1.531 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z, +O,90D+E+1.60H 1.531 +x Bottom 0.35 Bendina 0.44 24.715 OK One Way Shear Load Combination... Vu@-X Vu@+X Vu@-Z VuJ l*Z VujMax PhiVn Vu/Phi*yn Status +1.40D 0.9972 DSi 0.9972 DSi 0.9972 DSi 0.9972 Dsi 0.9972 DSi 85 Dsi 0.01173 OK +1.20D-K).50Lr+1.60L+1.60H 1.994 DSi 1.994 DSi 1.994 DSi 1.994 DSi 1.994 DSi 85 Dsi 0.02346 OK +1.20D+1.60L4O.50S+1.60H 1.994 DSi 1.994 Dsi 1.994 DSi 1.994 DSi 1.994 DSi 85 Dsi 0.02346 OK +1.20D+1.60Lr-K).50L 1.211 DSi 1.211 DSi 1.211 DSi 1.211 DSi 1.211 DSi 85 Dsi 0.01425 OK +1.20D+0.50L+1.60S 1.211 DSi 1.211 DSi 1.211 DSi 1.211 DSi 1.211 DSi 85 Dsi 0.01425 OK +1.20D+0.50Lr+0.50L+1.60W 1.211 DSi 1.211 DSi 1.211 DSi 1.211 DSi 1.211 DSi 85 osi 0.01425 OK +1.20D+0.50L-K).50S+1.60W 1.211 DSi 1.211 DSi 1.211 DSi 1.211 DSi 1.211 DSi 85Dsi 0.01425 OK +1.20D-K).50L-K).20S+E 4.06 DSi 4.06 DSi 4.06 DSi 4.06 DSi 4.06 DSi 85 Dsi 0.04776 OK -K).90D+E+1.60H 3.49 DSi 3.49 DSi 3.49 DSi 3.49 DSi 3.49 DSi 85 Dsi 0.04106 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 4.507 DSi 170 DSi 0.02651 OK +1.20D+O.50Lr+1.60L+1.60H 9.013 DSi 170 DSi 0.05302 OK +1.20D+1.60L+O.50S+1.60H 9.013 DSi 170 DSi 0.05302 OK +1.20D+1.60Lr-K).50L 5.472 DSi 170 DSi 0.03219 OK +1.20D-*{).50L+1.60S 5.472 DSi 170 DSi 0.03219 OK +1.20D-K).50Lr-tO.50L+1.60W 5.472 DSi 170 DSi 0.03219 OK +1.20D-K).50L+O.50S+1.60W 5.472 DSi 170 DSi 0.03219 OK +1.20D-K).50L+0.20S+E 18.348 DSi 170 DSi 0.1079 OK +O.90D+E+1.60H 15.773 DSi 170 DSi 0.09278 OK INLAND ENGINEERING 4883 E. U\ PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Job# 101585 Dsgnr: Project Desc: _ Project Notes: General Footing File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC INC 1983-2011, BuiM:6.11.4.5, Ver.6.11.4.5 | |Lic.#: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-12 line 2-N1 General Information Calculations per ACI 3184)8, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values I^lexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wrt for stability, moments & shears Include Pedestal Weight as DL Dimensions 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 1.50 : Yes Yes No Soil Design Values Allowable Soil Bearing = 1.50 ksf Increase Bearing By Footing Weight = Yes Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth below soil surface = ft Allowable pressure increase per foot of deptl= ksf when footing base is below = ft Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater^ ksf ft Width parallel to X-X Axis Length parallel to Z-Z Axis = Footing Thicknes = Load location offset from footing center., ex: parallel to X-X Axis = ez: parallel to Z-Z /Vxis = Pedestal dimensions... px: parallel to X-X km ~ pz: parallel to Z-Z Axis ~ Height Rebar Centeriine to Edge of Concrete., at Bottom of footing = Reinforcirig 5.50 ft 5.50 ft 16.0 in 0 in 0 in in in in 3.0 in Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Siz( 5.0 # 6 5.0 # 6 * JtA Bandwidth Distribution Checlt (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads P: Column Load OB: Overburden M-xx M-zz V-x V-z D 22.20 W 22.20 10.70 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE,501-A ANAHEIM.CA, 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing File: C:\Ooctiments and Settingstehawn nikjoo\My DocumentsCNERCALC Data Files\nccc_101585.ec6 j ENERCALC INC 1983-2011, Bulld:6.11.4.5, Ver.6.11.4.5 • Lie. #: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-12 line 2-N1 DESIGNSUMMARY Design OK Min. Ratio Item Applied Capacity Goveming Load CombI PASS 0.9821 Soil Bearing 1.663 ksf 1.693 ksf +O-K),750L+0.750S+O.5250E+fl PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Overtuming - Z-Z 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0,0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3445 Z Flexure (+X) 7.769 k-ft 22.553 k-ft +1.20D+1.60L+O.50S+1.60H PASS 0.3445 Z Flexure (-X) 7.769 k-ft 22.553 k-ft +1.20D+1.60L+O.50S+1.60H PASS 0.3445 X Flexure (+Z) 7.769 k-ft 22.553 k-ft +1.20D+1.60L+O.50S+1.60H PASS 0.3445 X Flexure (-Z) 7.769 k-ft 22.553 k-ft +1.20D+1.60L-tO.50S+1.60H PASS 0.2614 1-way Shear (+X) 22.217 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2614 1-way Shear (-X) 22.217 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2614 1-way Shear (+Z) 22,217 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2614 1-way Shear (-Z) 22,217 psi 85.0 psi +1.20D-tO.50Lr+1.60L+1.60H PASS 0.5193 2-way Punching 88.275 psi 170.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results ^qil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc +Z Actual Soil Bej +Z iring Stress •X Actual / Allowable -X Ratio X-X,+D 1,693 n/a 0.0 0.9272 0.9272 n/a n/a 0.548 X-X, +D+L+H 1.693 n/a 0.0 1.661 1.661 n/a n/a 0.981 X-X, +O-K).750Lr+0.750L+H 1.693 n/a 0.0 1.478 1.478 n/a n/a 0.873 X-X, +D+O,750L+O,750S+H 1.693 n/a 0.0 1.478 1.478 n/a n/a 0.873 X-X, +D+O.70E+H 1.693 n/a 0.0 1.175 1.175 n/a n/a 0.694 X-X, +D-tO,750Lr+O,750L+O,750W+H 1.693 n/a 0.0 1.478 1.478 n/a n/a 0.873 X-X, +D+0,750L+0,750S+0.750W+H 1.693 n/a 0.0 1.478 1.478 n/a n/a 0.873 X-X, +D+0.750Lr-K).750L+0.5250E+H 1.693 n/a 0.0 1.663 1.663 n/a n/a 0.982 X-X, +D-K),750L+0,750S+0,5250E+H 1.693 n/a 0.0 1.663 1.663 n/a n/a 0.982 X-X, +0,60D+0,70E+H 1.693 n/a 0.0 0.8039 0.8039 n/a n/a 0.475 Z-Z,-K) 1.693 0.0 n/a n/a n/a 0.9272 0.9272 0.548 Z-Z, +D+L+H 1.693 0.0 n/a n/a n/a 1.661 1.661 0.981 Z-Z, +O+O,750Lr-K).750L+H 1.693 0.0 n/a n/a n/a 1.478 1.478 0.873 Z-Z, +D-»O.750L+O,750S+H 1.693 0.0 n/a n/a n/a 1.478 1.478 0.873 Z-Z, +O+0.70E+H 1.693 0.0 n/a n/a n/a 1.175 1.175 0.694 Z-Z, +O-K).750Lr-K).750L+O.750W+H 1.693 0.0 n/a n/a n/a 1.478 1.478 0.873 Z-Z, +D+0,750L-K),750S-K),750W+H 1.693 0.0 n/a n/a n/a 1.478 1.478 0.873 Z-Z, +D+O,750Lr+0,750L+O.5250E+H 1.693 0.0 n/a n/a n/a 1.663 1.663 0.982 Z-Z. +D+O.750L+O.750S-tO.5250E+H 1.693 0.0 n/a n/a n/a 1.663 1.663 0.982 Z~Z, +O.60D+O.70E+H 1.693 0.0 n/a n/a n/a 0.8039 0.8039 0.475 Overtuming Stability Rotation Axis & Load Combination... Overtuming Moment Resisting Moment Stability Ratio Status Footing Has NO Overtuming Sliding Stability All units k Force Application Axis Load Combination... Sliding F 3rce Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Sliding F Flexure Axis & Load Combination Mu Which k-ft Side ? Tension® BoL As Req'd or Top? in'*2 Gvm. As Actual As in''2 in*2 Phi*Mn k-ft Status X-X,+1,40D X-X.+1,40D X-X, +1.20D-K),50Lr+1,60L+1,60H X-X, +1.20Dt<].50Lr+1.60L+1.60H X-X. +1.20D+1.60L+0.50S+1.60H 3.884 3.884 7.769 7.769 7.769 +Z -Z +Z -Z +Z Bottom Bottom Bottom Bottom Bottom 0.35 0.35 0.35 0.35 0.35 Bendina Bendina Bendina Bendina Bendina 0.4 0.4 0.4 0.4 0.4 22.553 22.553 22.553 22.553 22.553 OK OK OK OK OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 General Footing Lie. # : KW-06006198 Description: Pad @ frame F-12 line 2-N1 File: C:\Documents and Settingstehawn nilqoo\My Documents\ENERCALC Data Files\ncccJ01585.ec6 | ENERCALC INC 1983-2011, Build:6.11.4.5, Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure Flexure Axis & Load Combination Mu Which k-ft Side ? Tension® BoL As Req'd or Top ? in*2 Gvm. As in*2 Actual As in*2 Phi'Mn k-ft Status X-X,+1.20D+O.50L+1.60S 4,717 +Z Bottom 0.35 Bendina 0.4 22.553 OK X-X.+1.20D+0.50L+1.60S 4,717 -Z Bottom 0.35 Bendina 0.4 22.553 OK X-X, +1,20D+0,50Lr-tO,50L+1,60W 4,717 +Z Bottom 0.35 Bendina 0.4 22.553 OK X-X, +1.20D+O.50Lr+O.50L+1.60W 4,717 -z Bottom 0.35 Bendina 0.4 22.553 OK X-X, +1.20D-K).50L+O.50S+1.60W 4,717 +z Bottom 0.35 Bendina 0.4 22.553 OK X-X, +1.20D+O.50L+O.5OS+1.60W 4.717 -z Bottom 0.35 Bendina 0.4 22.553 OK X-X,+1,20D+0.50L+0.20S+E 6.054 +z Bottom 0.35 Bendina 0.4 22.553 OK X-X,+1,20D-K).50L-K).20S+E 6.054 -z Bottom 0.35 Bendina 0.4 22.553 OK X-X, •K),90D+E+1,60H 3.834 +z Bottom 0.35 Bendina 0.4 22.553 OK X-X, +0.90D+E+1.60H 3.834 -z Bottom 0.35 Bendina 0.4 22.553 OK Z-Z.+1.40D 3.884 -X Bottom 0.35 Bendina 0.4 22.553 OK Z-Z,+1,40D 3.884 +x Bottom 0.35 Bendina 0,4 22.553 OK Z-Z, +1.20D+O.50Lr+1.60L+1.60H 7.769 -X Bottom 0.35 Bendina 0.4 22.553 OK Z-Z, +1.20D+0.50Lr+1,60L+1,60H 7.769 +x Bottom 0.35 Bendina 0.4 22.553 OK Z-Z, +1,20D+1,60L+O,50S+1,60H 7.769 -X Bottom 0.35 Bendina 04 22.553 OK Z-Z, +1.20D+1,60L-tO.50S+1,60H 7.769 +x Bottom 0.35 Bendina 0.4 22.553 OK Z-Z,+1,20D+1,60Lr-K).50L 4.717 -X Bottom 0.35 Bendina 0.4 22.553 OK Z-Z,+1,20D+1,60Lr+0.50L 4.717 +X Bottom 0.35 Bendina 04 22.553 OK Z-Z,+1.20D-f0.50L+1.60S 4.717 -X Bottom 0.35 Bendina 0.4 22.553 OK Z-Z,+1.20D-K),50L+1,60S 4.717 +x Bottom 0.35 Bendina 0.4 22.553 OK Z-Z, +1.20D+O.50Lr-tO.50L+1.60W 4.717 -X Bottom 0.35 Bendina 0.4 22,553 OK Z-Z, +1.20D-K).50Lr+0.50L+1.60W 4.717 +x Bottom 0.35 Bendina 0.4 22.553 OK Z-Z. +1.20D+O.50L+O.50S+1.60W 4.717 -X Bottom 0.35 Bendina 0,4 22.553 OK Z-Z, +1.20D+O.50L-K).5OS+1.60W 4.717 +x Bottom 0.35 Bendina 0,4 22.553 OK Z-Z.+1.20D+0.50L+0.20S+E 6.054 -X Bottom 0.35 Bendina 04 22.553 OK Z-Z,+1.20D-tO,50L+0.20S+E 6.054 +x Bottom 0.35 Bendina 0.4 22.553 OK Z-Z, +0.90D+E+1.60H 3.834 -X Bottom 0.35 Bendina 0.4 22.553 OK Z-Z, -K).90D+E+1.60H 3.834 +x Bottom 0.35 Bendina 0.4 22.553 OK One Way Shear Load Combination... Vu@-X Vu@ +X Vu( I-Z Vu@ +Z Vu:Max PhiVn Vu / Phi*Vn Status +1.40D 11.109 DSi 11.109 DSi 11.109 DSi 11.109 DSi 11.109 DSi 85 DSi 0.1307 OK +1.20D+O.50Lr+1.60L+1.60H 22.217 DSi 22.217 DSl 22.217 DSi 22.217 DSi 22.217 DSi 85 DSi 0.2614 OK +1.20D+1.60LtO.50S+1.60H 22.217 DSi 22.217 DSi 22.217 DSi 22.217 DSi 22.217 DSi 85 DSi 0.2614 OK +1.20D+1.60Lr+O.50L 13.489 DSi 13.489 DSi 13.489 DSi 13.489 DSi 13.489 DSi 85 DSi 0.1587 OK +1.20D+O.50L+1.60S 13.489 DSi 13.489 DSi 13.489 DSi 13.489 DSi 13.489 DSi 85 DSi 0.1587 OK +1.20D+0.50Lr-*O.50L+1.60W 13.489 DSi 13.489 DSi 13.489 DSi 13.489 DSi 13,489 DSi 85 DSi 0.1587 OK +1.20D-K).50L-tO.50S+1.60W 13.489 DSi 13.489 DSi 13.489 Dsi 13.489 DSi 13,489 DSi 85 DSi 0.1587 OK +1.20D-K).50L+O.20S+E 17.313 DSi 17.313 DSi 17.313 DSi 17.313 DSi 17,313 DSi 85 DSi 0.2037 OK •K).90D+E+1.60H 10.966 DSi 10.966 DSi 10.966 DSi 10.966 DSi 10.966 DSi 85 DSi 0.129 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu/Phi*Vn Status +1.40D 44.137 DSi 170 OS 0.2596 OK +1.20D+O.50Lr+1,60L+1.60H 88.275 DSi 170DS 0.5193 OK +1.20D+1.60L+O.50S+1.60H 88.275 DSi 170DS 0.5193 OK +1.20D+1.60Lr+0.50L 53.595 DSi 170DS 0.3153 OK +1.20D+O.50L+1.60S 53.595 DSi 170 DSi 0.3153 OK +1.20D+O.50Lr+O.50L+1.60W 53.595 DSi 170DS 0.3153 OK +1.20D+O.50L-K).50S+1.60W 53.595 DSi 170DS 0.3153 OK +1.20D+0,50L+0.20S+E 68.791 DSi 170 DSi 0.4047 OK -K).90D+E+1.60H 43.569 DSi 170 DSi 0.2563 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job# 101585 General Footing Lie. # : KW-06006198 Description : Pad @ frame F-12 line 2-N4 General Information Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 1.50 Yes Yes No Width parallel to X-X Axis = 11.0 ft Length parallel to Z-Z Axis = 11.0 ft Footing Thicknes = 24.0 in Load location offset from footing center... ex: parallel to X-X Axis = 0 in ez: parallel to Z-Z Axis = Oin Pedestal dimensions... px: parallel to X-X Axis = in pz: parallel to Z-Z /\xis z in Height " in Rebar Centeriine to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Number of Bars " 13.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 13.0 Reinforcing Bar Sizf = #6 File: C:\Dociiments and Settingstehawn nikjoo\My Docunients\ENERCALC Data Rles\nccc_101585.ec6 h ENERCALC INC 1983-2011, Bulld:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Calculations per ACi 318-08, IBC 2009, CBC 2010, ASCE 7-05 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater^ 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads Lr P: Column Load OB: Overtjurden M-xx M-zz V-x V-z 90.0 L 90.6 w 10.70 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes; Job* 101585 General Footing File: C:\Documents and Settingstehawn nikjooVMy Docuinents\ENERCALC Data Files\nccc_101585.ec6 j ENERCALC INC 1983-2011, Build:6.11.4.5, Ver:6.11.4.5 | |Lic.# : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-12 line 2-N4 0£S/GA/St/MAM/?y Design OK Min. Ratio Kem Applied Capacity Goveming Load Com PASS 0.9933 Soil Bearing 1.778 ksf 1.790 ksf +D+L+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Overtuming - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6601 Z Flexure (+X) 31.494 k-ft 47.708 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.6601 Z Flexure (-X) 31.494 k-ft 47.708 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.6601 X Flexure (+Z) 31.494 k-ft 47.708 k-ft +1.20D-K).50Lr+1.60L+1.60H PASS 0.6601 X Flexure (-Z) 31.494 k-ft 47.708 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.3708 1-way Shear (+X) 31.515 psi 85.0 psi +1.20D-K).50Lr+1.60L+1.60H PASS 0.3708 1-way Shear (-X) 31.515 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3708 1-way Shear (+Z) 31.515 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.3708 1-way Shear (-Z) 31.515 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.8223 2-way Pundiing 139.78 psi 170.0 psi +1.20D-K).50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z •X -X Ratio X-X.+D 1.790 n/a 0.0 1.034 1.034 n/a n/a 0.578 X-X. +D+L+H 1.790 n/a 0.0 1.778 1.778 n/a n/a 0.993 X-X, +D-K),750LrtO,750L+H 1.790 n/a 0.0 1.592 1.592 n/a n/a 0.889 X-X, +O+0,750L-K).750S+H 1.790 n/a 0.0 1.592 1.592 n/a n/a 0.889 X-X, +O-K).70E+H 1.790 n/a 0.0 1.096 1.096 n/a n/a 0.612 X-X, +D-K).750Lr+0.750L+0.750W+H 1.790 n/a 0.0 1.592 1.592 n/a n/a 0,889 X-X, +D+O,750L+O,750S+O,750W+H 1.790 n/a 0.0 1.592 1.592 n/a n/a 0.889 X-X, +O-K),750Lr+0,750L+0,5250E+H 1.790 n/a 0.0 1.638 1.638 n/a n/a 0,915 X-X, +D+0.750L-K).750S+{).5250E+H 1.790 n/a 0.0 1.638 1.638 n/a n/a 0.915 X-X. +0.60D-K).70E+H 1.790 n/a 0.0 0.6822 0.6822 n/a n/a 0.381 Z-Z,+D 1.790 0.0 n/a n/a n/a 1.034 1.034 0.578 Z-Z, +D+L+H 1.790 0.0 n/a n/a n/a 1.778 1.778 0.993 Z-Z, +D-tO,750Lr+{),750L+H 1.790 0.0 n/a n/a n/a 1.592 1.592 0.889 Z-Z. +D+0,750L+0.750S+fl 1.790 0.0 n/a n/a n/a 1.592 1.592 0.889 Z-Z. +D+0.70E+H 1.790 0.0 n/a n/a n/a 1.096 1.096 0.612 Z-Z, +D+O,750Lr+O,750L+O,750W+H 1.790 0.0 n/a n/a n/a 1.592 1.592 0.889 Z-Z, +O+0,750L-K),750S+0,750W+H 1.790 0.0 n/a n/a n/a 1.592 1.592 0.889 Z-Z, +D+O.750Lr+O,750L+O,5250E+H 1.790 0.0 n/a n/a n/a 1.638 1.638 0.915 Z-Z, +D+O.750L-K).750S+O.5250E+H 1.790 0.0 n/a n/a n/a 1.638 1.638 0.915 Z-Z. +0.60D+0.70E+H 1.790 0.0 n/a n/a n/a 0.6822 0.6822 0.381 Overtuming Stability Rotation Axis & Load Combination... Overtuming Moment Resisting Moment Stability Ratio Status Footing Has NO Overtuming Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Gvrn. As Actual As Phi'Mn Status X-X, +1.40D X-X,+1,40D X-X, +1,20D+O,50Lr+1,60L+1.60H X-X, +1.20D-fO.50Lr+1.60L+1.60H X-X. +1.20D+1.60L+0.50S+1.60H tft Side? or Top? in«2 in*2 in«2 k-ft 15.747 +Z Bottom 0.52 Bendina 0.52 47.708 OK 15.747 -Z Bottom 0.52 Bendina 0.52 47.708 OK 31.494 +z Bottom 0.52 Bendina 0.52 47.708 OK 31.494 -z Bottom 0.52 Bendina 0.52 47.708 OK 31.494 +z Bottom 0.52 Bendina 0.52 47.708 OK INU\ND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Job* 101585 Dsgnr: Project Desc: 3^7 Project Notes: General Footing File: C\Docunients and Settingstehawn nilqoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 j ENERCALC INC 1983-2011. Build:6.11.4.5, Ver6.11.4.5 Lie. #: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Pad @ frame F-12 line 2-N4 Footing Flexure Flexure Axis & Load Combination Mu Which Tension® Bot As Req'd k-ft Side? or Top? in«2 Gvm. As in»2 Actual As in''2 Phi*Mn k-ft Status X-X,+1,20D-K).50L+1,60S 19.122 +Z Bottom 0,52 Bendina 0.52 47.708 OK X-X.+1,20D-tO.50L+1.60S 19.122 -Z Bottom 0.52 Bendina 0.52 47.708 OK X-X. +1.20D+O.50Lr+O.50L+1.60W 19.122 +Z Bottom 0.52 Bendina 0.52 47.708 OK X-X, +1,20D+O,50Lr+0,50L+1,60W 19.122 -Z Bottom 0.52 Bendina 0.52 47.708 OK X-X, +1.20D+O,50L-K),50S+1,60W 19.122 +Z Bottom 0.52 Bendina 0.52 47.708 OK X-X, +1.20D-K).50L+0.50S+1.60W 19.122 -Z Bottom 0.52 Bendina 0.52 47.708 OK X-X,+1,20D-K),50LtO,20S+E 20.459 +Z Bottom 0.52 Bendina 0.52 47.708 OK X-X,+1,20D+O,50L+O,20S+E 20.459 -Z Bottom 0.52 Bendina 0.52 47.708 OK X-X, +0,90D+£+1,60H 11.46 +Z Bottom 0.52 Bendina 0.52 47.708 OK X-X,+O,90D+£+1.60H 11.46 -Z Bottom 0.52 Bendina 0.52 47.708 OK Z-z. +1.40D 15.747 -X Bottom 0.52 Bendina 0.52 47.708 OK Z-Z,+1,40D 15.747 +X Bottom 0.52 Bendina 0.52 47.708 OK Z-Z, +1,20D+0,50Lr+1,60L+1,60H 31.494 -X Bottom 0,52 Bendina 0.52 47.708 OK Z-Z, +1,20D+O,50Lr+1,60L+1,60H 31.494 +X Bottom 0,52 Bendina 0.52 47.708 OK Z-Z, +1,20D+1,60L+{),50S+1,60H 31.494 -X Bottom 0,52 Bendina 0.52 47.708 OK Z-Z, +1.20D+1.60L-K).50S+1.60H 31.494 +X Bottom 0.52 Bendina 0.52 47.708 OK Z-Z, +1,20D+1,60Lr+0,50L 19.122 -X Bottom 0.52 Bendina 0.52 47.708 OK Z-Z,+1.20D+1.60Lr+0.50L 19.122 +X Bottom 0.52 Bendina 0.52 47.708 OK Z-Z,+1.20D+O.50L+1.60S 19.122 -X Bottom 0.52 Bendina 0.52 47.708 OK Z-Z.+1.20D-K).50L+1.60S 19.122 +X Bottom 0.52 Bendina 0.52 47.708 OK Z-Z, +1.20D+O.50Lr+O,50L+1,60W 19.122 -X Bottom 0.52 Bendina 0.52 47.708 OK Z-Z, +1.20D-*O.50Lr+0.50L+1.60W 19.122 +X Bottom 0.52 Bendina 0.52 47.708 OK Z-Z, +1.20D-K),50L+O.50S+1.60W 19.122 -X Bottom 0.52 Bendina 0.52 47.708 OK Z-Z, +1.20D+O.50L+O.50S+1.60W 19.122 +X Bottom 0.52 Bendina 0.52 47.708 OK Z-Z.+1.20D+0.50L-*.20S+£ 20.459 -X Bottom 0.52 Bendina 0.52 47.708 OK Z-Z.+1.20D+0.50L+0.20S+E 20.459 +X Bottom 0.52 Bendina 0.52 47.708 OK Z-Z, +O,90D+E+1.60H 11.46 -X Bottom 0.52 Bendina 0.52 47.708 OK Z-Z, +O.90D+E+1.60H 11.46 +X Bottom 0.52 Bendina 0.52 47.708 OK One Way Shear Load Combination... Vu@-X Vu@+X Vu ®-Z Vu@ +Z Vu.Max PhiVn Vu / Phi'Vn Status +1.40D 15.758 DSi 15,758 Dsi 15.758 DSi 15.758 DSi 15.758 DSi 85 DSi 0.1854 OK +1.20D+O.50Lr+1.60L+1.60H 31.515 DSi 31,515 DSi 31.515 osi 31.515 DSi 31.515 DSi 85 DSi 0.3708 OK +1.20D+1.60L-K).50S+1.60H 31,515 DSi 31.515 DSi 31.515 DSi 31.515 DSi 31.515 DSi 85 DSi 0.3708 OK +1.20D+1.60Lr-K).50L 19,134 DSi 19.134 DSi 19.134 DSi 19.134 DSi 19.134 DSi 85 DSi 0.2251 OK +1.20D+O.50L+1.60S 19.134 DSi 19.134 DSi 19.134 DSi 19.134 DSi 19.134 DSi 85 DSi 0.2251 OK +1.20D-tO.50Lr+O.50L+1.60W 19.134 DSi 19.134 DSi 19.134 DSi 19.134 DSi 19.134 DSi 85 DSi 0.2251 OK +1.20D+O.50L+O.50S+1.6OW 19.134 DSi 19.134 DSi 19.134 DSi 19.134 DSi 19.134 DSi 85 DSi 0.2251 OK +1.20D+O.50L-tO.20S+E 20,472 DSi 20.472 DSi 20,472 DSl 20.472 DSi 20.472 DSi 85 DSi 0.2409 OK •K).90D+£+1.60H 11,468 DSi 11.468 DSi 11,468 DSi 11.468 DSi 11.468 DSi 85 DSi 0.1349 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 69.892 DSi 170DS 0.4111 OK +1.20D+0.50Lr+1.60L+1.60H 139.78 DSi 170DS 0.8223 OK +1.20D+1.60L+O.50S+1.60H 139.78 DSi 170DS 0.8223 OK +1.20D+1,60Lr+0,50L 84.869 DSi 170DS 0.4992 OK +1,20D+0.50L+1,60S 84.869 DSi 170DS 0.4992 OK +1.20D+O.50Lr+O.50L+1.60W 84.869 Dsi 170DS 0.4992 OK +1.20D+0.50L-K).50S+1.60W 84.869 DSi 170 DSi 0.4992 OK +1.20D+O.50L+O.20S+E 90.804 DSi 170 DSi 0.5341 OK +0.90D+E+1.60H 50.866 DSi 170 OS 0.2992 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Job* 101585 Dsgnr: Project Desc: Project Notes: General Footing File: C:\Documents and Settingstehawn nik|oo\My Documents€NERCALC Data Flles\nccc_101585.ec6 • ENERCALC INC 1983-2011, Bulld:6.11.4.5, Ver.6.11.4.5 | iLic. # : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC ^^^H Description : Pad @ frame F-7 line 2 General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 1.50 Yes Yes No Soil Oesign Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase perfect of depl = when maximum length or width is greater4 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft Width parallel to X-X Axis = 7.250 ft Length parallel to Z-Z Axis = 7.250 ft Footing Thicknes = 16.0 in Load Ixation offset from footing center... ex: parallel to X-X Axis = 0 in ez: parallel to Z-Z Axis = Oin Pedestal dimensions... px: parallel to X-X Axis = in pz: parallel to Z-Z Axis I in Height ~ in Rebar Centeriine to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars " 6.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Sizf = #6 : 7'_ 3" 1 & Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads p P: Column Load = 38.50 OB: Overburden = M-xx = M-zz V-x V-z Lr L 38.50 W E _ 7.0 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. # : KW-06006198 File; C;\Documents and Settings\shawfl nikjooVMy Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC INC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : Pad @ frame F-7 line 2 DESIGNSUMMARY Design OK Min. Ratio Item Applied Capacity Goveming Load Combination PASS 0.9791 Soil Bearing 1.658 ksf 1.693 ksf +D+L+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6540 Z Flexure (+X) 13.473 k-ft 20.60 k-ft +1.20D-K).50Lr+1.60L+1.60H PASS 0.6540 Z Flexure (-X) 13.473 k-ft 20.60 k-ft +1.20D-tO.50Lr+1.60L+1.60H PASS 0.6540 X Flexure (+Z) 13.473 k-ft 20.60 k-ft +1,20D+O,50Lr+1,60L+1,60H PASS 0.6540 X Flexure (-Z) 13.473 k-ft 20.60 k-ft +1,20D+0,50Lr+1,60L+1,60H PASS 0.3887 1-way Shear (+X) 33.042 psi 85.0 psi +1,20D+0,50Lr+1,60L+1,60H PASS 0.3887 1-way Shear (-X) 33.042 psi 85.0 psi +1,20D-tO,50Lr+1,60L+1,60H PASS 0.3887 1-way Shear (+Z) 33.042 psi 85.0 psi +1,20D+0.50Lr+1,60L+1,60H PASS 0.3887 1-way Shear (-Z) 33.042 psi 85.0 psi +1,20D+0,50Lr+1,60L+1.60H PASS 0.9179 2-way Punching 156.04 psi 170.0 psi +1.20D+O.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Load Combination... G X-X,+D X-X +D+L+H X-x! +O-H),750Lr-*O,750L+H X-X, +O-tO,750L+0,750S+H X-X, +O+0.70E+H X-X. +D+0.750Lr+0.750L-K).750W+H X-X, +D+O,750L+O.750S+O.750W+fl X-X, +D+O.750Lr-tO.750L+O.5250E+H X-X. +O-tO.750L+0.750S+0.5250E+H X-X. +0.60D-K).70E+H Z-Z.+D Z-Z +D+L+H Z-z! +D-K).750Lr+{).750L+H Z-Z. +D-K).750L+O.750S+fl Z-Z, +D+0.70E+H Z-Z, +O+0.750Lr+0.750L+0.750W+H Z-Z, +D+0,750L+0.750S+0.750W+H Z-Z. +D+{).750Lr+0.750L-K).5250E+H Z-Z. +D+O.750L+O.750S+O.5250E+H Z-Z. +0.60D+0.70E+H Overtuming Stability Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Footing Has NO Sliding Footing Flexure Actual Soil Bearing Stress Actual / Allowable wable Xecc Zecc +Z +Z -X •X Ratio 693 n/a 0.0 0.9258 0.9258 n/a n/a 0.547 693 n/a 0.0 1.658 1.658 n/a n/a 0.979 693 n/a 0.0 1.475 1.475 n/a n/a 0.871 693 n/a 0.0 1.475 1.475 n/a n/a 0.871 693 n/a 0.0 1.019 1.019 n/a n/a 0.602 693 n/a 0.0 1.475 1.475 n/a n/a 0.871 693 n/a 0.0 1.475 1.475 n/a n/a 0.871 693 n/a 0.0 1.545 1.545 n/a n/a 0,912 693 n/a 0.0 1.545 1.545 n/a n/a 0,912 693 n/a 0.0 0.6487 0.6487 n/a n/a 0.383 693 0.0 n/a n/a n/a 0.9258 0.9258 0.547 693 0.0 n/a n/a n/a 1.658 1.658 0.979 693 0.0 n/a n/a n/a 1.475 1.475 0.871 693 0.0 n/a n/a n/a 1.475 1.475 0.871 693 0.0 n/a n/a n/a 1.019 1.019 0.602 693 0.0 n/a n/a n/a 1.475 1.475 0.871 693 0.0 n/a n/a n/a 1.475 1.475 0.871 693 0.0 n/a n/a n/a 1.545 1.545 0.912 693 0.0 n/a n/a n/a 1.545 1.545 0.912 693 0.0 n/a n/a n/a 0.6487 0.6487 0.383 Overtuming Moment Resisting Moment Stability Ratio Status All units k Sliding Fojce Resisting Force Sliding SafetyRatio status Flexure Axis & Load Combination Mu k-ft Which Side ? Tension® BoL As Req'd or Top ? in*2 Gvm. As in«2 Actual As Phi'Mn k-ft Status X-X.+1.40D X-X.+1.40D X-X, +1,20D+O.50Lr+1,60L+1.60H X-X, +1.20D+0,50Lr+1.60L+1.60H X-X. +1.20D+1.60L+O.50S+1.60H 6.736 6.736 13.473 13.473 13.473 +Z -Z +z -z +z Bottom Bottom Bottom Bottom Bottom 0.35 0.35 0.35 0.35 0.35 Bendina Bendina Bendina Bendina Bendina 0.36 0.36 0.36 0.36 0.36 20.6 20.6 20.6 20.6 20.6 OK OK OK OK OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 3> / «> General Footing File: C\Documents and Settings\s))awn nllqoo\My Docunnents\ENERCALC Data Flles\nGCC_101585.ec6 j ENERCALC INC 1983-2011, Bulld:6.11.4.5, Ver.6.11.4.5 | Lie. # : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-7 line 2 Footing Flexure Flexure Axis & Load Combination Mu Which Tension® Bot As Req'd k-ft Side? or Top? 10*2 Gvm. As ^"2 Actual As in*2 Phi'Mn k-ft Status X-X,+1,20D+0,50L+1,60S 8.18 +Z Bottom 0.35 Bendina 0.36 20,6 OK X-X,+1,20D+O.50L+1,60S 8.18 -Z Bottom 0.35 Bendina 0.36 20,6 OK X-X, +1.20D+O,50Lr+O.50L+1,60W 8.18 +Z Bottom 0.35 Bendina 0.36 20.6 OK X-X, +1.20D+0.50Lr+0,50L+1.60W 8.18 -Z Bottom 0.35 Bendina 0.36 20,6 OK X-X, +1.20D-tO.50L+0.50S+1.60W 8.18 +Z Bottom 0.35 Bendina 0,36 20,6 OK X-X. +1.20D-K).50L-K).50S+1.60W 8.18 -Z Bottom 0.35 Bendina 0.36 20.6 OK X-X,+1.20D+0.50L+0.20S+E 9.055 +Z Bottom 0.35 Bendina 0.36 20.6 OK X-X,+1,20D+0,50L+0,20S+E 9.055 -Z Bottom 0.35 Bendina 0.36 20.6 OK X-X, +O,90D+E+1,60H 5.205 +Z Bottom 0.35 Bendina 0.36 20.6 OK X-X, +€,90D+E+1,60H 5.205 -Z Bottom 0.35 Bendina 0.36 20.6 OK Z-Z,+1,40D 6.736 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +1,40D 6.736 +X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +1.20D-K).50Lr+1.60L+1.60H 13.473 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +1,20D+0,50Lr+1,60L+1,60H 13.473 +X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +1,20D+1,60L+O,50S+1,60H 13.473 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z. +1.20D+1.60LtO.5OS+1.60H 13473 +X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z,+1,20D+1.60Lr+0.50L 8.18 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z,+1.20D+1.60Lr+0.50L 8.18 +X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z,+1.20D+0,50L+1,60S 8.18 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z,+1.20D-K),50L+1,60S 8,18 +X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 8.18 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +1,20D+{),50Lr+O,50L+1,60W 8.18 +X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +1,20D-K),50L+O.50S+1.60W 8.18 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +1,20D-tO.50L+O,50S+1,60W 8.18 +X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +1.20D+O.50L+0.20S+E 9.055 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z,+1,20D+0.50L+0.20S+E 9.055 +X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +€.90D+E+1,60H 5.205 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +0.90D+E+1.60H 5.205 +X Bottom 0.35 Bendina 0.36 20.6 OK One Way Shear Load Combination... Vu@-X Vu@+X Vu( S-Z Vu@ +Z VuiMax PhiVn Vu/Phi'Vn Status +1.40D 16.521 DSi 16.521 DSi 16.521 DSi 16.521 DSi 16.521 DSi 85 DSi 0.1944 OK +1.20D+0.50Lr+1.60L+1.60H 33.042 DSi 33.042 DSi 33.042 DSi 33.042 DSi 33.042 DSi 85 Dsi 0.3887 OK +1.20D+1.60L+O.50S+1.60H 33.042 DSi 33.042 DSi 33.042 DSi 33.042 DSi 33.042 DSi 85 Dsl 0.3887 OK +1.20D+1.60Lr-K).50L 20.061 DSi 20.061 DSi 20.061 DSi 20.061 DSi 20.061 DSi 85 Dsi 0.236 OK +1.20D+0.50L+1.60S 20.061 DSi 20.061 DSi 20.061 DSi 20.061 DSi 20.061 DSi 85 Dsi 0.236 OK +1.20D+O.50Lr+O.50L+1.60W 20.061 DSi 20.061 DSi 20.061 DSi 20.061 DSi 20.061 DSi 85 DSi 0.236 OK +1.20D+0.50L+0.50S+1.60W 20.061 DSi 20.061 DSi 20.061 DSi 20.061 DSi 20.061 DSi 85 DSl 0.236 OK +1.20D-K).50L-tO.20S+£ 22.207 DSi 22.207 DSi 22.207 DSi 22.207 DSi 22.207 DSi 85 Dsi 0.2613 OK +0.90D+E+1.60H 12.766 DSi 12.766 DSi 12.766 DSi 12.766 DSi 12.766 DSi 85 Dsi 0.1502 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu/Phi'Vn Status +1.40D 78.019 DSl 170 DSi 0.4589 OK +1.20D+O.50Lr+1.60L+1.60H 156.04 DSi 170 DSi 0.9179 OK +1.20D+1.60L+0.50S+1.60H 156.04 DSi 170 DSi 0.9179 OK +1.20D+1.60Lr+0.50L 94.737 DSi 170 DSi 0.5573 OK +1.20D+O.50L+1.60S 94.737 DSi 170 DSi 0.5573 OK +1.20D+0.50Lr+0.50L+1.60W 94.737 DSi 170 DSi 0.5573 OK +1.20D+O.50L-tO.50S+1.60W 94.737 DSi 170 DSi 0.5573 OK +1.20D+O.50L+O.20S+E 104.87 DSi 170 DSi 0.6169 OK +0.90D+E+1.60H 60.287 DSi 170 DSi 0.3546 OK INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc; Project Notes: Job* 101585 General Footing Lie. # : KW-06006198 Description: Pad ©frameF-9 line 3 General Information 0.00140 0.00180 1.50 1.50 Yes Yes No IVlaterial Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density cp Values l^lexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dim^sions Width parallel to X-X Axis = 4.750 ft Length parallel to Z-Z Axis = 4.750 ft Footing Thicknes = 16.0 in Load location offset from footing center... ex: parallel to X-X Axis = 0 in ez: parallel to Z-Z Axis = 0 in Pedestal dimensions... px: parallel to X-X Axis f pz: parallel to Z-Z Axis : Height Rebar Centeriine to Edge of Concrete., at Bottom of footing Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sizf 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 in in in 3.0 in 4,0 # 6 4.0 * 6 File: C:\Documents and Settings\shawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2011, Build:6,11.4.5, Ven6.11,4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-OS Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater* 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation * Bars required within zone * Bars required on each side of zone Applied Loads n/a n/a n/a P: Column Load OB: Overtsurden M-xx M-zz V-x V-z D 14.50 _L 14.50 W E 11.0 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 ENERCALC INC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 Lie. #: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Pad @ frame F-9 line 3 DESIGNSUMMARY Design OK Min. Ratio Kem Applied Capacity Goveming Load Combination PASS 0.9295 Soil Bearing 1.574 ksf 1.693 ksf +O-t0.750L+0.750S+0.5250E+H PASS n/a Overtuming - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overtuming - Z-Z 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2422 Z Flexure (+X) 5.074 k-ft 20.949 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.2422 Z Flexure (-X) 5.074 k-ft 20.949 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.2422 X Flexure (+Z) 5.074 k-ft 20.949 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0,2422 X Flexure (-Z) 5.074 k-ft 20.949 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.1719 1-way Shear (+X) 14.611 psi 85.0 psi +1.20D-K).50Lr+1.60L+1.60H PASS 0.1719 1-way Shear (-X) 14.611 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.1719 1-way Shear (+Z) 14.611 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.1719 1-way Shear (-Z) 14.611 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.3351 2-way Punching 56.973 psi 170.0 psi +1.20D+O.50Lr+1.60L+1.60H Detailed Results Soil Bearinj Rotation Axis & Load Combination... Gi X-X.+D X-X +D+L+H X-x! +D+O.750Lr+O.750L+H X-X, +D-tO,750LHO.750S+H X-X, +D-K).70E+H X-X, +D+O,750Lr+O,750L-tO,750W+H X-X, +D-K),750L-K),750S+€,750W+H X-X, +O+0,750Lr-K).750L+O.5250E+H X-X, +D+{).750L+O.750S-K).5250E+H X-X. -M3.60D-*O.70E+H Z-Z.+0 Z-Z. +D+L+fl Z-Z, +O+0,750Lr-K),750L+H Z-Z, +D+O.750L+O,750S+H Z-Z +O+0 70E+H z-z! +D-K}!750Lr-tO.750L+O.750W+H Z-Z. +D+0.750L-K).750S+0.750W+H Z-Z, +D+0,750Lr+0.750L-K).5250E+H Z-Z. +D+O.750L+O.750S+O.5250E+H Z-Z, +O,60D-K),70E+fl Overturning Stability Actual Soil Bearing Stress Actual / Allowable owable Xecc Zecc +Z +Z -X •X Ratio 1,693 n/a 0.0 0.8360 0.8360 n/a n/a 0.494 1.693 n/a 0.0 1.479 1.479 n/a n/a 0.873 1.693 n/a 0.0 1.318 1.318 n/a n/a 0.778 1.693 n/a 0.0 1.318 1.318 n/a n/a 0.778 1.693 n/a 0.0 1.177 1.177 n/a n/a 0.695 1.693 n/a 0.0 1.318 1.318 n/a n/a 0.778 1.693 n/a 0.0 1,318 1.318 n/a n/a 0,778 1.693 n/a 0.0 1,574 1.574 n/a n/a 0.930 1.693 n/a 0.0 1,574 1.574 n/a n/a 0.930 1.693 n/a 0.0 0,8429 0.8429 n/a n/a 0.498 1.693 0.0 n/a n/a n/a 0.8360 0.8360 0.494 1.693 0.0 n/a n/a n/a 1.479 1.479 0.873 1.693 0.0 n/a n/a n/a 1.318 1.318 0.778 1.693 0.0 n/a n/a n/a 1.318 1.318 0.778 1.693 0.0 n/a n/a n/a 1.177 1.177 0.695 1.693 0.0 n/a n/a n/a 1.318 1.318 0.778 1.693 0.0 n/a n/a n/a 1.318 1.318 0.778 1.693 0.0 n/a n/a n/a 1.574 1.574 0.930 1.693 0.0 n/a n/a n/a 1.574 1.574 0.930 1.693 0.0 n/a n/a n/a 0.8429 0.8429 0.498 Rotation Axis & Load Combination... Footing Has NO Overtuming Sliding Stability Overturning Moment Resisting Moment Stability Ratio Status All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side ? Tension @ Bot As Req'd or Top ? W Gvrn. As Actual As in*2 Phi*Mn k-ft Status X-X. +1.40D X-X.+1.40D X-X, +1,20D+O,50Lr+1,60L+1,60H X-X, +1.20D40.50Lr+1.60L+1.60H X-X. +1.20D+1.60L4O.50S+1.60H 2.537 2.537 5.074 5.074 5.074 +Z -Z +z -z +z Bottom Bottom Bottom Bottom Bottom 0.35 0.35 0.35 0.35 0.35 Bendina Bendina Bendina Bendina Bendina 0.37 0.37 0.37 0.37 0.37 20.949 20.949 20.949 20.949 20.949 OK OK OK OK OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. #: KW-06006198 File: C:\Doaiments and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-9 line 3 Footing Flexure Flexure Axis & Load Combination Mu Which Tension® Bot. As Req'd k-ft Side? or Top? in*2 Gvrn. As in'>2 Actual As in«2 Phi*Mn k-ft Status X-X.+1.20D+0.50L+1.60S 3.081 +Z Bottom 0,35 Bendina 0.37 20.949 OK X-X.+1.20D+O.50L+1.60S 3.081 -Z Bottom 0,35 Bendina 0.37 20.949 OK X-X, +1,20D-K),50Lr+O,50L+1,60W 3.081 +Z Bottom 0.35 Bendina 0.37 20.949 OK X-X, +1.20D+O.50Lr+O.50L+1.60W 3.081 -Z Bottom 0.35 Bendina 0.37 20.949 OK X-X. +1.20D+O.50L+O.50S+1.60W 3.081 +Z Bottom 0.35 Bendina 0.37 20.949 OK X-X, +1,20D+O.50L-K),50S+1,60W 3.081 -z Bottom 0.35 Bendina 0.37 20.949 OK X-X,+1,20D+0,50L+0,20S+E 4.455 +z Bottom 0.35 Bendina 0.37 20.949 OK X-X, +1,20D+0.50L+0,20S+E 4.455 -z Bottom 0.35 Bendina 0,37 20.949 OK X-X, +O.90D+E+1.60H 3.006 +z Bottom 0.35 Bendina 0.37 20.949 OK X-X. +0.90D+E+1.60H 3.006 -z Bottom 0.35 Bendina 0.37 20.949 OK 2-Z,+1.40D 2.537 -X Bottom 0.35 Bendina 0.37 20.949 OK 2-Z.+1.40D 2.537 +x Bottom 0.35 Bendina 0.37 20.949 OK Z-Z. +1.20D+0.50Lr+1.60L+1.60H 5.074 -X Bottom 0.35 Bendina 0.37 20.949 OK 2-Z. +1.20D+0.50Lr+1.60L+1.60H 5.074 +x Bottom 0.35 Bendina 0.37 20.949 OK 2-Z. +1.20D+1.60L+O.50S+1.60H 5.074 -X Bottom 0.35 Bendina 0.37 20.949 OK 2-Z. +1.20D+1.60L+0.50S+1.60H 5.074 +X Bottom 0.35 Bendina 0.37 20.949 OK 2-Z,+1,20D+1,60Lr+0.50L 3.081 -X Bottom 0.35 Bendina 0.37 20.949 OK 2-Z,+1.20D+1.60Lr+O.50L 3.081 +x Bottom 0.35 Bendina 0.37 20.949 OK 2-Z.+1.20D+0.50L+1.60S 3.081 -X Bottom 0.35 Bendina 0.37 20.949 OK 2-Z,+1.20DtO.50L+1.60S 3.081 +X Bottom 0.35 Bendina 0.37 20.949 OK 2-Z, +1,20D+O,50Lr+O.50L+1.60W 3.081 -X Bottom 0.35 Bendina 0.37 20.949 OK 2-Z, +1.20D-tO.50Lr-K).50L+1.60W 3.081 +x Bottom 0,35 Bendina 0.37 20.949 OK 2-Z, +1.20D-K).50L+0.50S+1.60W 3.081 -X Bottom 0.35 Bendina 0.37 20.949 OK 2-Z. +1.20D+0.50L+0.50S+1.60W 3.081 +X Bottom 0.35 Bendina 0.37 20.949 OK 2-Z.+1.20D+0.50L+0.20S+E 4.455 -X Bottom 0.35 Bendina 0.37 20.949 OK 2-Z.+1.20D+O.50L+O.20S+E 4.455 +x Bottom 0.35 Bendina 0.37 20.949 OK 2-Z, -K).90D+E+1.60H 3.006 -X Bottom 0.35 Bendina 0.37 20.949 OK 2-Z, 4{).90D+E+1.60H 3.006 +x Bottom 0.35 Bendina 0.37 20,949 OK One Way Shear Load Combination... Vu@.X Vu @ +X Vu ( I-Z Vu@+Z Vu:Max PhiVn Vu / Phi'Vn Status +1.40D 7.305 DSi 7.305 DSi 7.305 DSi 7.305 DSi 7.305 Dsi 85 DSi 0.08595 OK +1.20D+O.50Lr+1.60L+1.60H 14.611 DSi 14.611 DSi 14.611 DSi 14.611 DSi 14.611 DSi 85 DSi 0.1719 OK +1.20D+1.60L+O.50S+1.60H 14.611 DSi 14.611 DSi 14.611 DSi 14.611 DSi 14.611 DSi 85 DSi 0.1719 OK +1.20D+1.60Lr-K).50L 8.871 Dsi 8 .871 DSi 8.871 DSi 8.871 DSi 8.871 DSi 85 DSi 0.1044 OK +1.20D+O.50L+1,60S 8.871 DSi 8 .871 DSi 8.871 DSi 8.871 DSi 8.871 DSi 85 DSi 0.1044 OK +1.20D+O.50Lr+O.50L+1.60W 8.871 Dsi 8 .871 Dsi 8.871 DSi 8.871 DSi 8.871 DSi 85 DSi 0.1044 OK +1.20D+O.50L-K).50S+1.60W 8.871 DSi 8 ,871 DSi 8.871 DSi 8.871 DSi 8.871 DSi 85 DSi 0.1044 OK +1.20D+O.50L+O.20S+E 12.83 DSi 12.83 DSi 12.83 DSi 12.83 DSi 12.83 DSi 85 DSi 0.1509 OK •tfl.90D+E+1.60H 8.655 DSi 8.655 DSi 8.655 DSi 8.655 DSi 8.655 DSi 85 DSi 0.1018 OK Punching Shear All units k Load Combination... Phi'Vn Vu / Phi*Vn Status +1.40D 28.487 DSi 170 DSi 0.1676 OK +1.20D-K).50Lr+1.60L+1.60H 56.973 DSi 170 DSi 0.3351 OK +1.20D+1.60L+O.50S+1.60H 56.973 DSi 170 DSi 0.3351 OK +1.20D+1.60Lr-tO.50L 34.591 DSi 170 DSi 0.2035 OK +1.20DtO.50L+1.60S 34.591 DSi 170 DSi 0.2035 OK +1.20D+O.50Lr+O.50L+1.60W 34.591 DSi 170 DSi 0.2035 OK +1.20D-K).50L+O.50S+1.60W 34.591 DSi 170 DSi 0.2035 OK +1.20D+O.50L-K).20S+E 50.027 DSi 170 DSi 0.2943 OK +0.90D+E+1.60H 33.749 DSi 170 DSi 0.1985 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. #: KW-06006198 File: C\Documente and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC, INC. 1983-2011, Build:6.11.4.5, Ver.6.11.45 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-10 line A General Information Calculations per ACI 318^)8, IBC 2009, CBC 2010, ASCE 7-05 IVlaterial Properties fc: Concrete 28 day strength = 2.50 ksi fy: Rebar Yield = 60.0 ksi Ec: Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf cp Values Flexure = 0.90 Shear = 0.850 Analysis Settings Min Steel % Bending Reinf. = 0.00140 Min Allow % Temp Reinf. = 0.00180 Min. Overtuming Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 ; 1 Add Ftg Wtfor Soil Pressure Yes Use ftg virt for stability, moments & shears: Yes Include Pedestal Weight as DL No Dimensions Width parallel to X-X Axis = 6.50 ft Length parallel to Z-Z Axis = 6.50 ft Footing Thicknes = 16.0 in Load location offset from footing center... ex: parallel to X-X Axis = 0 in ez: parallel to Z-Z Axis = Oin Pedestal dimensions... px: parallel to X-X Axis = in pz: parallel to Z-Z Axis Z in Height ~ in Rebar Centeriine to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars ~ 6.0 Reinforcing Bar Size = * 6 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Sia = #6 Bandwidth Distribution Checi< (AC115.4.4.2) Direction Requiring Closer Separation n/a * Bars required within zone p/a # Bars required on each side of zone n/a Applied Loads Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater^ 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft Lr W P: Column Load OB: Overtjurden M-xx M-zz V-x V-z 29.40 29.40 6.50 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Job* 101585 Dsgnr; Project Desc: ^ ^ ^ Project Notes; 1 General Footing RIe: C\Documents and Settingstehawn nilqoo\My DocunnentsCNERCALC Oata Files\nccc_101585.ec6 \ ENERCALCINC 1983-2011,Bulkl:6.11.4.5,Ver6.11.4.S | iLic. #; KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-10 line A DESIGNSUMMARY Design OK Min. Ratio Hem Applied Capacity Goveming Load Combination PASS 0.9360 Soil Bearing 1.585 ksf 1.693 ksf +D+L+H PASS n/a Overtuming •X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Overtuming -Z-Z 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Sliding-X-X 0.0 k 0,0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0,0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4495 Z Flexure (+ X) 10.288 k-ft 22.887 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4495 Z Flexure (-X) 10.288 k-ft 22.887 k-ft +1.20D+1.60L+O.50S+1.60H PASS 0.4495 X Flexure (+ Z) 10.288 k-ft 22.887 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4495 X Flexure (-Z) 10.288 k-ft 22.887 k-ft +1.20D+1.60L+O.50S+1.60H PASS 0.3184 1-way Shear (+X) 27.061 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3184 1-way Shear (-X) 27.061 psi 85.0 psi +1.20D-t0.50Lr+1.60L+1.60H PASS 0.3184 1-way Shear (+Z) 27.061 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3184 1-way Shear (-Z) 27.061 psi 85.0 psi +1.20D+0.50Lr+1.60L+1,60H PASS 0.6948 2-way Punching 118.12 psi 170.0 psi +1.20D+O.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc ^ *z_ +Z -X -X Ratio X-X,+D 1.693 n/a 0.0 0,8892 0.8892 n/a n/a 0.525 X-X, +D+L+H 1,693 n/a 0.0 1.585 1.585 n/a n/a 0.936 X-X, +O+0.750Lr-K),750L+H 1.693 n/a 0.0 1.411 1.411 n/a n/a 0.833 X-X, +D+O.750L+O.750S+H 1.693 n/a 0.0 1.411 1.411 n/a n/a 0.833 X-X, +O+0.70E+H 1.693 n/a 0.0 0.9969 0.9969 n/a n/a 0.589 X-X. +D-K).750Lr+O.750L4<).750W+H 1.693 n/a 0.0 1.411 1.411 n/a n/a 0.833 X-X. +D+0.750L+0.750S+0.750W+H 1.693 n/a 0.0 1.411 1.411 n/a n/a 0.833 X-X, +O+0.750Lr+0.750L+0.5250E+H 1.693 n/a 0.0 1.492 1.492 n/a n/a 0.881 X-X. +D+O.750L+O.750S-tO.5250E+H 1.693 n/a 0.0 1.492 1.492 n/a n/a 0.881 X-X, +0,60D+0.70E+H 1.693 n/a 0.0 0.6412 0.6412 n/a n/a 0.379 z-z,+o 1.693 0.0 n/a n/a n/a 0.8892 0.8892 0.525 Z-Z. +D+L+H 1.693 0.0 n/a n/a n/a 1.585 1.585 0.936 z-z, +D+0,750Lr-K),750L+H 1.693 0.0 n/a n/a n/a 1.411 1.411 0.833 Z-Z, +D+O,750L+O.750S+H 1.693 0.0 n/a n/a n/a 1.411 1.411 0.833 Z-Z, +D+0.70E+H 1.693 0.0 n/a n/a n/a 0.9969 0.9969 0.589 Z-Z. +D+O.750Lr-K).750L-K).750W+H 1.693 0.0 n/a n/a n/a 1.411 1.411 0.833 Z-Z, +D+0,750L-K).750S-*€.750W+H 1.693 0.0 n/a n/a n/a 1.411 1.411 0.833 Z-Z. +D+0.750Lr+O.750L+O.5250E+H 1.693 0.0 n/a n/a n/a 1.492 1.492 0,881 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.693 0.0 n/a n/a n/a 1.492 1.492 0.881 Z-Z, +O.60D-K).70E+H 1.693 0.0 n/a n/a n/a 0.6412 0.6412 0.379 Overturning Stability Rotation Axis & Load Combination... Overtuming Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination., Footing Has NO Sliding Footing Flexure Sljding Force Resisting Force Sliding SafetyRatio „ Status Flexure Axis & Load Combination X-X,+1,40D X-X,+1,40D X-X. +1.20D-K).50Lr+1.60L+1.60H X-X. +1.20D-K).50Lr+1.60L+1.60H X-X, +1.20D+1,60L+O.50S+1.60H Mu Which Tension® Bot As Req'd Gvm. As Actual As Phi*Mn Status k-ft Side? or Top ? in*2 W-l in«2 k-ft 5.144 +Z Bottom 0.35 Bendina 0,41 22.887 OK 5.144 -z Bottom 0.35 Bendina 0,41 22.887 OK 10.288 +z Bottom 0.35 Bendina 041 22.887 OK 10.288 -z Bottom 0.35 Bendina 0,41 22.887 OK 10.288 +z Bottom 0.35 Bendina 0.41 22.887 OK INLAND ENGINEERING Title: NCCC Job* 101585 4883 E. lA PALMA STE.501-A ANAHEIM.CA. 92807 Dsgnr: Project Desc: ^ Project Notes: General Footing RIe: C:\Documents and Settingstehatvn nil(joo\My Documents\ENERCALC Data Files\ncccJ01585.ec6 | ENERCALC INC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 j Lie. #: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Pad @ frame F-10 line A Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ Bot As Req'd Gvrn. As Actual As Phi*Mn Status or Top? in*2 in*2 in*2 k-ft X-X,+1,2OD+O,50L+1,60S 6.246 +Z Bottom 0.35 Bendina 0.41 22.887 OK X-X,+1,20D+O.50L+1.60S 6.246 -Z Bottom 0.35 Bendina 0.41 22.887 OK X-X, +1.20D+0.50Lr+0.50L+1.60W 6.246 +Z Bottom 0.35 Bendina 0.41 22.887 OK X-X. +1.20D+O.50Lr-K).50L+1.60W 6.246 -Z Bottom 0.35 Bendina 0.41 22.887 OK X-X, +1,20D+O,50L+O,50S+1,60W 6.246 +Z Bottom 0.35 Bendina 0.41 22.887 OK X-X, +1,20D+0,50L-K),50S+1,60W 6.246 -Z Bottom 0.35 Bendina 041 22.887 OK X-X,+1,20D+0,50L-K),20S+E 7.059 +Z Bottom 0.35 Bendina 0.41 22.887 OK X-X,+1.20D+O,50L+O,20S+E 7.059 -Z Bottom 0.35 Bendina 0.41 22.887 OK X-X, +O.90D+E+1.60H 4.119 +Z Bottom 0.35 Bendina 0.41 22.887 OK X-X, +O,90D+E+1,60H 4.119 -Z Bottom 0.35 Bendina 0.41 22.887 OK Z-Z,+1,40D 5.144 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1,40D 5.144 +X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1.20D+O,50Lr+1,60L+1,60H 10.288 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1.20D+O,50Lr+1,60L+1,60H 10.288 +X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1,20D+1,60L+0,50S+1,60H 10.288 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1,20D+1,60L+0,50S+1,60H 10.288 +X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z,+1,20D+1,60Lr+O,50L 6.246 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z,+1,20D+1.60Lr-K),50L 6.246 +X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z,+1.20D+0.50L+1.60S 6.246 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z,+1,20D-K).50L+1.60S 6.246 +X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1.20D+O.50Lr-K).50L+1.60W 6.246 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1,20D+0.50Lr+0.50L+1.60W 6.246 +X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1,20D+O.50L+0,50S+1,60W 6.246 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1.20D+O.50L+O.50S+1.60W 6.246 +X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1,20D+0,50L+0,20S+E 7.059 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z,+1,20D-K),50L-K),20S+E 7.059 +X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, •K),90D+E+1,60H 4.119 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +O,90D+E+1,60H 4.119 +X Bottom 0.35 Bendina 0.41 22.887 OK One Way Shear Load Combination... Vu@-X Vu@+X Vu( 8-z vu@ +z Vu:Max PhiVn Vu/Phi*Vn Status +1,40D 13.531 DSi 13.531 DSi 13.531 DSi 3.531 DSi 13.531 DSi 85 DSi 0.1592 OK +1,20D-tO.50Lr+1,60L+1,60H 27.061 DSi 27.061 DSi 27.061 DSi 27.061 Dsi 27.061 DSi 85 DSi 0.3184 OK +1,20D+1.60L+0,50S+1,60H 27.061 DSi 27.061 DSi 27.061 DSi 27.061 osi 27.061 DSi 85 DSi 0.3184 OK +1.20D+1.60Lr+0.50L 16.43 DSi 16.43 DSi 16.43 DSi 16.43 DSi 16.43 DSi 85 DSi 0.1933 OK +1.20D+O.50L+1.60S 16.43 DSi 16.43 DSi 16.43 DSi 16.43 DSi 16.43 DSi 85 DSi 0.1933 OK +1.20D+0.50Lr-K).50L+1.60W 16.43 DSi 16.43 DSi 16.43 DSi 16.43 DSi 16.43 DSi 85 DSi 0.1933 OK +1.20D+O.50L+O.50S+1.6OW 16.43 DSi 16.43 DSi 16.43 DSi 16.43 DSi 16.43 DSi 85 DSi 0.1933 OK +1.20D-K).50L+O.20S+E 18.567 DSi 18.567 DSi 18.567 DSi 8.567 DSi 18.567 DSi 85 DSi 0.2184 OK •tO.90D+E+1.60H 10.835 DSi 10.835 DSi 10.835 DSi 0.835 DSi 10.835 DSi 85 DSi 0.1275 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu/Phi*Vn Status +1.40D 59.058 DSi 170 DSi 0.3474 OK +1.20D+O.50Lr+1.60L+1.60H 118.12 DSi 170 DSi 0.6948 OK +1.20D+1.60L+O.50S+1.60H 118.12 DSi 170 DSi 0.6948 OK +1.20D+1.60Lr-tO.50L 71.714 DSi 170 DSi 0.4218 OK +1.20D+O.50L+1.60S 71.714 DSi 170 DSi 0.4218 OK +1.20D+0.50Lr+0.50L+1.60W 71.714 DSi 170 DSi 0.4218 OK +1.20D+0.50L+0.50S+1.60W 71.714 DSi 170 DSi 0.4218 OK +1.20D-K).50L+0.20S+£ 81.04 DSi 170 DSi 0.4767 OK -K).90D+E+1.60H 47.293 DSi 170 DSi 0.2782 OK INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 3r7 General Footing File: C:\Docunients aid Settingstehawn nllqoo\»^ Docunients\ENERCALC Date Rles\ncccJ01585.ec6 | ENERCALC INC 1983-2011, Bulld:6.11.4.5, Ver.6.11.4.5 | Lie. # : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Pad @ frame F-8 line A.7 General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-OS IVlaterial Properties fc: Concrete 28 day strength = 2.50 ksi fy: Rebar Yield = 60.0 ksi Ec: Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf cp Values l^lexure = 0.90 Shear = 0.850 Analysis Settings Min Steel % Bending Reinf. = 0.00140 Min Allow % Temp Reinf. = 0.00180 Min. Overtuming Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Add Ftg Wtfor Soil Pressure Yes Use ftg wt for stability, moments & shears: Yes Include Pedestal Weight as DL No Dimensions Width parallel to X-X Axis = 8,0 ft Length parallel to Z-Z Axis = 8.0 ft Footing Thicknes = 18.0 in Load location offset from footing center... ex: parallel to X-X Axis = 0 in ez: parallel to Z-Z Axis = 0 in Pedestal dimensions... px: parallel to X-X Axis = in pz: parallel to Z-Z Axis Z. in Height in Rebar Centeriine to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars " 8.0 Reinforcing Bar Size = * 6 Bars parallel to Z-Z Axis Number of Bars = 8.0 Reinforcing Bar Siz( = * 6 Bandwidth Disti-ibution Check (ACi 15.4.4.2) Direction Requiring Closer Separation n/a * Bars required within zone p/a * Bars required on each side of zone n/a Applied Loads Soil Design Values Allowable Soil Bearing = Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. = Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater* 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft ! .9 Lr W P: Column Load OB: OvertDurden M-xx M-zz V-x V-z 46.0 46.0 5.40 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing File: C:\Doouments and Setfingstehaim nilqoo\My Documents\ENERCALC Files\ncocJ01585.ec6 | ENERCALC INC 1983-2011, Build:6.11.4.S. Ver.6.11.4.5 j |Lic.#: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Pad @ frarne F-8 line A.7 0£S/GjVSUMM/(R/ Design OK Min. Ratio Item Applied Capacity Goveming Load Combination PASS 0.9636 Soil Bearing 1.655 ksf 1.718 ksf +D+L+H PASS n/a Overtuming -X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Overtuming -Z-Z 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5614 Z Flexure (+ ^) 16.097 k-ft 28.675 k-ft +1.20D-tO.50Lr+1.60L+1.60H PASS 0.5614 Z Flexure (-X) 16.097 k-ft 28.675 k-ft +1.20D+O.50Lr+1.6OL+1.60H PASS 0.5614 X Flexure (+Z) 16.097 k-ft 28.675 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.5614 X Flexure (-Z) 16.097 k-ft 28.675 k-ft +1.20D-tO.50Lr+1.60L+1.60H PASS 0.3648 1-way Shear (+X) 31.007 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3648 1-way Shear (-X) 31.007 psi 85.0 psi +1.20D-K).50Lr+1.60L+1.60H PASS 0.3648 1-way Shear (+Z) 31.007 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.3648 1-way Shear (-Z) 31.007 psi 85.0 psi +1.20D+O.50U+1.60L+1.60H PASS 0.8237 2-way Punching 140.03 psi 170.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xscc ZBCC +Z +Z •X -X Ratio X-X.+D 1,718 n/a 0.0 0.9363 0.9363 n/a n/a 0.545 X-X, +0+i+H 1.718 n/a 0.0 1.655 1.655 n/a n/a 0.964 X-X, +D+0,750Lr+0,750L+H 1.718 n/a 0.0 1.475 1.475 n/a n/a 0.859 X-X, +D+0,750L+0,750S+H 1.718 n/a 0.0 1.475 1.475 n/a n/a 0.859 X-X, +O-K),70E+H 1.718 n/a 0.0 0.9953 0.9953 n/a n/a 0.580 X-X, +D-K).750Lr+0.750L+0.750W+H 1.718 n/a 0.0 1.475 1.475 n/a n/a 0.859 X-X, +D+O.750L+0.750S+O.750W+H 1.718 n/a 0.0 1.475 1.475 n/a n/a 0.859 X-X, +O+0.750Lr+0.750L+O.5250E+H 1.718 n/a 0.0 1.520 1.520 n/a n/a 0.885 X-X, +D-tO.750L+O,750S-K).5250E+H 1.718 n/a 0.0 1.520 1.520 n/a n/a 0.885 X-X, 4O.60D-K).70E+H 1.718 n/a 0.0 0.6208 0.6208 n/a n/a 0.362 Z-Z,+D 1.718 0.0 n/a n/a n/a 0.9363 0.9363 0.545 Z-Z, +0+L+H 1.718 0.0 n/a n/a n/a 1.655 1.655 0.964 Z-Z, +D+O,750Lr+O.750L+H 1.718 0.0 n/a n/a n/a 1.475 1.475 0.859 Z-Z, +D-K),750L+O,750S+H 1.718 0.0 n/a n/a n/a 1.475 1.475 0.859 Z-Z, -K)-fO,70E+H 1.718 0.0 n/a n/a n/a 0.9953 0.9953 0.580 Z-Z, +D+O,750Lr-tO,750L+O,750W+H 1.718 0.0 n/a n/a n/a 1.475 1.475 0,859 Z-Z, +D+0,750L+0,750S-K),750W+fl 1.718 0.0 n/a n/a n/a 1.475 1.475 0.859 Z-Z. +O-»0.750Lr+0.750L+0.5250E+H 1.718 0.0 n/a n/a n/a 1.520 1.520 0,885 Z-Z, +O+0,750L+0.750S+O.5250E+H 1.718 0.0 n/a n/a n/a 1.520 1.520 0.885 Z-Z, +0,60D+0,70E+H 1.718 0.0 n/a n/a n/a 0.6208 0.6208 0.362 Overturning Stability Rotation Axis & Load Combination... Overturning IVIoment Resisting Moment Stability Ratio Status Footing Has NO Overtuming Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Tension© BoL As Req'd Side? or Top? in*2 Gvrn. As Actual As in*2 in*2 Phi*Mn k-ft Status X-X.+1.40D X-X,+1,40D X-X, +1,20DtO.50Lr+1,60L+1.60H X-X. +1.20D-K).50Lr+1.60L+1.60H X-X. +1.20D+1.60L-K).50S+1.60H 8.049 8.049 16.097 16.097 16.097 +Z Bottom -Z Bottom +Z Bottom -Z Bottom +Z Bottom 0.39 0.39 0.39 0.39 0.39 Bendina Bendina Bendina Bendina Bendina 0.44 0.44 0.44 0.44 0.44 28.675 28.675 28.675 28.675 28.675 OK OK OK OK OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr; Project Desc: Project Notes: Job* 101585 General Footing Lic.# ; KW-06006198 RIe: C\Documents and Settingstehawn nik)oo\My Docunients\ENERCALC Data Files\nccc_101585.ec6 | ENERCALCINC 1983-2011, Buikf;6.11.4,5,Ven6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Footing Flexure Pad @ frame F-8 line A.7 Flexure Axis & Load Combination Mu k-ft Which Side? Tension @ BoL As Req'd or Top? in*2 Gvrn. As in»2 Actual As in*2 Phi'Mn k-ft Status X-X,+1.20D+0,50L+1,60S 9.773 +Z Bottom 0.39 Bendina 0.44 28.675 OK X-X,+1,20D+0,50L+1,60S 9.773 -Z Bottom 0.39 Bendina 0.44 28.675 OK X-X, +1,20D+O,50Lr+O,50L+1,60W 9.773 +z Bottom 0.39 Bendina 0.44 28.675 OK X-X, +1,20D-tO,50Lr+O,50L+1,60W 9.773 -z Bottom 0.39 Bendina 0.44 28.675 OK X-X, +1,20D+0,50L+0,50S+1,60W 9.773 +z Bottom 0.39 Bendina 0.44 28.675 OK X-X, +1,20D+0,50L-K),50S+1,60W 9.773 -z Bottom 0.39 Bendina 0.44 28.675 OK X-X,+1,20D+0,50L+0,20S+E 10,448 +z Bottom 0.39 Bendina 0.44 28.675 OK X-X,+1,20D-tO,50L+O,20S+E 10.448 -z Bottom 0.39 Bendina 0.44 28.675 OK X-X, -tO,90D+E+1,60H 5.849 +z Bottom 0.39 Bendina 0.44 28.675 OK X-X,+0,90D+£+1.60H 5.849 -z Bottom 0.39 Bendina 0.44 28.675 OK Z-Z,+1,40D 8.049 -X Bottom 0.39 Bendina 0.44 28.675 OK Z-Z,+1,40D 8.049 +x Bottom 0.39 Bendina 0.44 28.675 OK Z-Z, +1.20D+0,50Lr+1.60L+1.60H 16.097 -X Bottom 0.39 Bendina 0.44 28.675 OK Z-Z, +1.20D+{).50Lr+1.60L+1.60H 16.097 +x Bottom 0.39 Bendina 0.44 28.675 OK Z-Z, +1,20D+1,60L+0,50S+1,60H 16.097 -X Bottom 0.39 Bendina 0.44 28.675 OK Z-Z, +1,20D+1,60L-K),50S+1,60H 16.097 +x Bottom 0.39 Bendina 0.44 28.675 OK Z-Z,+1,20D+1,60Lr+0,50L 9.773 -X Bottom 0.39 Bendina 0.44 28.675 OK Z-Z,+1.20D+1.60Lr-K).50L 9.773 +x Bottom 0.39 Bendina 0.44 28.675 OK Z-Z,+1,20D+0,50L+1.60S 9.773 -X Bottom 0.39 Bendina 0.44 28.675 OK Z-Z, +1.20D+0.50L+1.60S 9.773 +X Bottom 0.39 Bendina 0.44 28.675 OK Z-Z, +1.20D+(3.50Lr+O.50L+1.60W 9.773 -X Bottom 0.39 Bendina 0.44 28.675 OK Z-Z, +1,20D+0,50Lr+0,50L+1,60W 9.773 +x Bottom 0.39 Bendina 0.44 28.675 OK Z-Z, +1.20D+O.50L-tO.50S+1.60W 9.773 -X Bottom 0.39 Bendina 0.44 28.675 OK Z-Z, +1.20D-K).50L+0.50S+1.60W 9.773 +x Bottom 0.39 Bendina 0.44 28.675 OK Z-Z.+1.20D+0.50L+0.20S+E 10.448 -X Bottom 0.39 Bendina 0,44 28.675 OK Z-Z,+1,20D-K),50L+O,20S+E 10.448 +x Bottom 0.39 Bendina 0,44 28.675 OK Z-Z, -^,90D+E+1.60H 5.849 -X Bottom 0.39 Bendina 0,44 28.675 OK Z-Z, -K).90D+E+1.60H 5.849 +x Bottom 0.39 Bendina 0.44 28.675 OK One Way Shear Load Combination... Vu Vu@ +X Vu(? g-Z Vu@ l*Z Vu:Max PhlVn Vu/Phi'Vn Status +1.40D 15.504 DSi 15.504 DSi 15.504 DSi 15.504 DSi 15.504 DSi 85 DSi 0.1824 OK +1.20D+O.50Lr+1.60L+1.60H 31.007 DSi 31.007 DSi 31.007 DSi 31.007 DSi 31.007 DSi 85 DSi 0.3648 OK +1.20D+1.60L-K).50S+1.60H 31.007 DSi 31.007 DSi 31.007 DSi 31.007 DSi 31.007 DSi 85 Dsi 0.3648 OK +1.20D+1.60Lr+0.50L 18.826 DSi 18.826 DSi 18.826 DSi 18.826 DSi 18.826 DSi 85 Dsi 0.2215 OK +1.20D-tO.50L+1.60S 18.826 DSi 18.826 DSi 18.826 DSi 18.826 osi 18.826 DSi 85 DSi 0.2215 OK +1.20D+{).50Lr+O.50L+1.60W 18.826 DSi 18.826 DSi 18.826 DSi 18.826 DSi 18.826 DSi 85Dsi 0.2215 OK +1.20D+O.50L-tO.50S+1.60W 18.826 DSi 18.826 DSi 18.826 DSi 18.826 DSi 18.826 DSi 85Dsi 0.2215 OK +1.20D+0.50L+0.20S+E 20.126 DSi 20.126 DSi 20.126 DSi 20.126 DSi 20.126 DSi 85 DSi 0.2368 OK +O.90D+E+1.60H 11.267 DSi 11.267 DSi 11.267 DSi 11.267 DSi 11.267 DSi 85 Dsi 0.1325 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 70.016 DSi 170Dsi 0.4119 OK +1.20D+0.50Lr+1.60L+1.60H 140.03 DSi 170 DSi 0.8237 OK +1.20D+1.60L-tO.50S+1.60H 140.03 DSi 170 DSi 0.8237 OK +1.20D+1.60Lr+O.50L 85.02 DSi 170 DSi 0.5001 OK +1.20D+O.50L+1.60S 85.02 DSi 170 DSi 0.5001 OK +1.20D+O.50Lr+O.50L+1.60W 85.02 DSi 170 DSi 0.5001 OK +1.20D+0.50L+0.50S+1.60W 85.02 DSi 170 DSi 0.5001 OK +1.20D-tO.50L-^.20S+E 90.891 DSi 170Dsi 0.5347 OK •K).90D+E+1.60H 50.881 DSi 170 DSi 0.2993 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 31^ General Footing File: CADocuments and Settingstehawn nikjooWy Documents\ENERCALC Data Files\nccc_101585.ec6 i ENERCALC INC 1983-2011, Buikl:6.11.4.5, Ver.6.11.4.5 | |Lic.# : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Pad @ frame F-11 line B-N1 General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis = Footing Thicknes = Load location offset from footing center... ex: parallel to X-X Axis = ez: parallel to Z-Z Axis = Pedestal dimensions... px: parallel to X-X Axis = pz: parallel to Z-Z Axis ~ Height Rebar Centeriine to Edge of Concrete., at Bottom of footing Reinforcing Bars parallel to X-X Am Number of Bars Reinforcing Bar Size Bars parallel to Z-Z km Number of Bars Reinforcing Bar Siz( 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 ;1 1.50 :1 Yes Yes No 7.250 ft 7.250 ft 16.0 in 0 in 0 in in in in 3.0 in 6.0 * 6 6.0 * 6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a * Bars required on each side of zone n/a Applied Loads Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footinq Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater^ 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft P: Column Load OB: OveriDurden M-xx M-zz V-x V-z D 31.50' " - • -. ^mmw^^ Lr W 31.50 E 41.30 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. # : KW-06006198 File: C:\Docunients and Settingstehawn nikioo\My Docufflents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2011, Buikl:6.11.4.5, Ver.6.11.45 I Licensee : INLAND ENGINEERING CONSULTING INC Description : Pad @ frame F-11 line B-N1 DESIGNSUMMARY Design OK Min. Ratio Hern Applied Capacity Goveming Load Combination PASS 0.9774 Soil Bearing 1.655 ksf 1.693 ksf +O-K).750L+O.750S+0.5250E+H PASS n/a Overtuming - X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5754 Z Flexure (+X) 11.854 k-ft 20.60 k-ft +1.20D-K).50L-K).20S+E PASS 0.5754 Z Flexure (-X) 11.854 k-ft 20.60 k-ft +1.20D-H3.50L+O.20S+E PASS 0.5754 X Flexure (+Z) 11.854 k-ft 20.60 k-ft +1.20D-f{).50L-tO.20S+E PASS 0.5754 X Flexure (-Z) 11.854 k-ft 20.60 k-ft +1.20D+O.50L+O.20S+E PASS 0.3420 1-way Shear (+X) 29.073 psi 85.0 psi +1.20D+O.50L+O.20S+E PASS 0.3420 1-way Shear (-X) 29.073 psi 85.0 psi +1.20D+O.50L+O.20S+E PASS 0.3420 1-way Shear (+Z) 29.073 psi 85.0 psi +1.20D-K).50L+0.20S+E PASS 0.3420 1-way Shear (-Z) 29.073 psi 85.0 psi +1.20D-K).50L-K).20S+E PASS 0.8076 2-way Punching 137.29 psi 170.0 psi +1.20D+O.50L+O.20S+E Detailed Results Soij Bearing Rotation Am & Load Combination... Gross Allowable Xecc Zecc +Z Actual Soil Bearing Stress +Z -X -X Actual / Allowable Ratio X-X,+D 1,693 n/a 0.0 0.7926 0.7926 n/a n/a 0.468 X-X, +D+L+H 1.693 n/a 0.0 1.392 1.392 n/a n/a 0.822 X-X, +O+0,750Lr-K).750L+H 1.693 n/a 0.0 1.242 1.242 n/a n/a 0.734 X-X, +DtO.750L+O.750S+H 1.693 n/a 0,0 1.242 1.242 n/a n/a 0.734 X-X, +D+O,70E+H 1.693 n/a 0,0 1.343 1.343 n/a n/a 0.793 X-X, +O+O.750Lr+0,750L+0,750W+H 1.693 n/a 0.0 1.242 1.242 n/a n/a 0.734 X-X, +D-K).750L+O.750S+O.750W+H 1.693 n/a 0.0 1.242 1.242 n/a n/a 0.734 X-X, +D+O,750Lr-tO,750L-»O,5250E+H 1.693 n/a 0.0 1.655 1.655 n/a n/a 0.977 X-X, +D+O.750L+O.750S-K).5250E+H 1.693 n/a 0.0 1.655 1.655 n/a n/a 0.977 X-X. -K).60D-K).70E+H 1.693 n/a 0.0 1.026 1.026 n/a n/a 0.606 Z-Z,+D 1.693 0.0 n/a n/a n/a 0.7926 0.7926 0.468 Z-Z, +D+L+H 1.693 0,0 n/a n/a n/a 1.392 1.392 0.822 Z-Z, +D+O,750Lr-tO,750L+H 1.693 0,0 n/a n/a n/a 1.242 1.242 0.734 Z-Z, +D-tO.750L+O.750S+H 1.693 0.0 n/a n/a n/a 1.242 1.242 0.734 Z-Z, +D+O,70E+H 1.693 0.0 n/a n/a n/a 1.343 1.343 0.793 Z-Z, +O+O,750Lr+O,750L+O.750W+H 1.693 0.0 n/a n/a n/a 1.242 1.242 0.734 Z-Z, +{3+O,750L+O.750S+O.750W+H 1.693 0.0 n/a n/a n/a 1.242 1.242 0.734 Z-Z, +O+0.750Lr-tO.750L-tO.5250E+H 1.693 0.0 n/a n/a n/a 1.655 1.655 0.977 Z-Z. +D+0.750L+0.750S+C.5250E+H 1.693 0.0 n/a n/a n/a 1.655 1.655 0.977 Z-Z, •tO,60D-tO,70E+H 1.693 0.0 n/a n/a n/a 1.026 1.026 0.606 Overtuming Stability Rotation Axis & Load Combination... Overtuming Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination X-X.+1.40D X-X,+1,40D X-X, +1,20D+0,50Lr+1.60L+1.60H X-X, +1.20D+0.50Lr+1.60L+1.60H X-X, +1,20D+1.60L4{).50S+1.60H All units k Sliding Force Resisting Force Sliding SafetyRatio Status Mu Which Gvrn. As Actual As Phi*Mn Status k-ft Side? or fop ? ln*2_ in*2 in_*2_ •(.-ft 5.512 +Z Bottom 0.35 Bendina 0.36 20.6 OK 5.512 -Z Bottom 0.35 Bendina 0.36 20.6 OK 11.023 +Z Bottom 0.35 Bendina 0.36 20.6 OK 11.023 -Z Bottom 0.35 Bendina 0.36 20.6 OK 11.023 +Z Bottom 0.35 Bendina 0.36 20.6 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. #: KW-06006198 File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC INC. 1983-2011, Build:6.11.4.5, Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Footing Flexure Pad ©frame F-11 lineB-NI Flexure Axis & Load Combination ZW Which Jjde? Tension @ BoL or Top? As Req'd in''2 Gvm. As in''2 Actual As in«2 Phi'Mn k-ft Status X-X,+1.20DtO.50L+1.60S 6,693 +Z Bottom 0.35 Bendina 0.36 20.6 OK X-X.+1.20D+0.50L+1.60S 6,693 -Z Bottom 0.35 Bendina 0.36 20.6 OK X-X, +1,20D+O,5OLr+O,50L+1.60W 6.693 +z Bottom 0.35 Bendina 0.36 20.6 OK X-X, +1,20D-K),50Lr-K),50L+1,60W 6.693 -z Bottom 0.35 Bendina 0.36 20.6 OK X-X, +1,20D+O,50L+O,50S+1,60W 6.693 +z Bottom 0.35 Bendina 0.36 20.6 OK X-X, +1,20D-K),50L-K},50S+1,60W 6.693 -z Bottom 0.35 Bendina 0.36 20.6 OK X-X,+1,20D+O,5OL+O.20S+E 11.854 +z Bottom 0.35 Bendina 0.36 20.6 OK X-X,+1,20D+0,50L+0,20S+E 11.854 -z Bottom 0.35 Bendina 0.36 20.6 OK X-X, +0,90D+£+1,60H 8.705 +z Bottom 0.35 Bendina 0.36 20.6 OK X-X, +0,90D+E+1,60H 8.705 -z Bottom 0.35 Bendina 0.36 20.6 OK Z-Z,+1,40D 5.512 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z,+1.40D 5.512 +X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z. +1.20D+O.50Lr+1.60L+1.60H 11.023 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z. +1.20D+O.50Lr+1.60L+1.60H 11.023 +x Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +1.20D+1.60L+O.50S+1.60H 11.023 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +1,20D+1,60L-tO,50S+1,60H 11.023 +x Bottom 0.35 Bendina 0.36 20.6 OK Z-Z,+1,20D+1.60Lr-K).50L 6.693 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z,+1,20D+1.60Lr+O.50L 6.693 +x Bottom 0.35 Bendina 0.36 20.6 OK Z-Z.+1.20D+O.50L+1.60S 6.693 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z,+1.20D-K).50L+1.60S 6.693 +x Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +1.20D+O.50Lr-K).50L+1.60W 6.693 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z. +1.20D+O.50Lr+O.50L+1,60W 6.693 +x Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +1,20D+0.50L+0.50S+1.60W 6.693 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +1,20D4{),50L+C.50S+1,60W 6.693 +X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z,+1,20D+{),50L+O,20S+£ 11.854 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, +1.20D-tO,50L+O,20S+E 11.854 +x Bottom 0.35 Bendina 0.36 20.6 OK Z-Z. +0.90D+E+1.60H 8.705 -X Bottom 0.35 Bendina 0.36 20.6 OK Z-Z, -K),90D+E+1,60H 8.705 +x Bottom 0.35 Bendina 0.36 20.6 OK One Way Shear Load Combination... Vu@-X Vu( 1+X Vu( g -Z Vu ( i+z yu:Max PhiVri J^/^Phi'yn Status +1.40D 13.517 DSi 13.517 DSi 13.517 DSi 13.517 DSi 13.517 DSi 85 Dsi 0.159 OK +1,20D+O.50Lr+1.60L+1.60H 27.034 DSi 27.034 DSi 27.034 DSi 27.034 DSi 27.034 DSi 85Dsi 0.3181 OK +1.20D+1.60L+O.50S+1.60H 27.034 DSi 27.034 DSi 27.034 DSi 27.034 DSi 27.034 DSi 85 Dsi 0.3181 OK +1.20D+1.60Lr+O.50L 16.414 DSi 16.414 Dsi 16.414 DSi 16.414 Dsi 16.414 DSi 85 Dsi 0.1931 OK +1.20D-f{).50L+1.60S 16.414 DSi 16.414 DSi 16.414 DSi 16.414 DSi 16.414 DSi 85 Dsi 0.1931 OK +1.20D+O.50Lr+O.50L+1.60W 16.414 DSi 16.414 DSi 16414 DSi 16.414 DSi 16.414 DSi 85 Dsi 0.1931 OK +1.20D-M3.50L-tO.50S+1.60W 16.414 DSi 16.414 DSi 16.414 DSi 16.414 DSi 16.414 DSi 85 Dsi 0.1931 OK +1.20D-t0.50L+0.20S+E 29.073 DSi 29.073 DSi 29.073 DSi 29.073 DSi 29.073 DSi 85 Dsi 0.342 OK -K).90D+E+1.60H 21.349 DSi 21.349 DSi 21.349 DSi 21.349 DSi 21.349 DSi 85 Dsi 0.2512 OK Punching Shear All units k Load Com^mation...^^ Vu Phi*Vn Vu / Phi'Vn Status +1.40D 63.833 Dsi 170 DSi 0.3755 OK +1.20D-K).50Lr+1.60L+1.60H 127.67 DSi 170 DSi 0.751 OK +1.20D+1.60L+O.50S+1.60H 127.67 DSi 170 DSi 0.751 OK +1.20D+1.60Lr+0.50L 77.512 DSi 170 DSi 0.456 OK +1.20D+O.50L+1.60S 77.512 DSi 170Dsi 0.456 OK +1.20D+O.50Lr+O.50L+1.60W 77.512 DSi 170 DSi 0.456 OK +1.20D+O.50L+O.50S+1.60W 77.512 DSi 170 DSi 0.456 OK +1.20D-K).50L+O.20S+E 137.29 DSi 170Dsi 0.8076 OK +O.90D+E+1.60H 100.82 DSi 170 DSi 0.593 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Job* 101585 Dsgnr: Project Desc: ^t'^ Project Notes: General Footing File: C\Documents and Settingstehawn nllqoo\My Docutnents\ENERCALC Data Files\nccc 101585.ec6 • ENERCALC INC 1983-2011, Buikl:6.11.4.5, Ver.6.11.4.5 | lLic.# : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-11 line B-N4 General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-OS Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wtfor Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thicknes = Load location offset from footing center... ex: parallel to X-X Axis ez: parallel to Z-Z Axis = Pedestal dimensions... px: parallel to X-X Axis = pz: parallel to Z-Z Axis Height Rebar Centeriine to Edge of Concrete., at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Siz( 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 1.50 Yes Yes No 7.50 ft 7.50 ft 18.0 in 0 in 0 in in in in 3.0 in 7.0 * 6 7.0 # 6 Soil Design Values Allowable Soil Bearing = 1.50 ksf Increase Bearing By Footing Weight = Yes Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth below soil surface = ft Allowable pressure increase per foot of deptl= ksf when footing base is below = ft Increases based on footing plan dimension Allowable pressure increase per foot of depl = ksf when maximum length or width is greater^ ft )S?- T T 6" Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a * Bars required within zone n/a # Bars required on exh side of zone n/a Applied Loads P: Column Load OB: Overtjurden M-xx M-zz V-x V-z 39.0 Lr 39.0 W 27.0 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. U\ PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Job* 101585 Dsgnr: Project Desc.: '^'2-^ Project Notes: ; General Footing File: C:\Documents and Settings\shawn nilqoo\My Documents€NERCALC Data Files\ncccJ 01585.ec6 | ENERCALCINC 1983-2011, Build;6.11.4.S,Ven6.11.4.5 j iLic. # : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Pad @ frame F-11 line B-N4 DES/GWSl/MAf/lRy Design OK Min. Ratio Item Applied Capacity Goveming Load Combi PASS 0.9799 Soli Bearing 1.683 ksf 1.718 ksf +D+€,750L+O.750S+O.5250E+H PASS n/a Overtuming - X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Overtuming - Z-Z 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5087 Z Flexure (+X) 13.648 k-ft 26.827 k-ft +1.20D+O,50Lr+1,60L+1,60H PASS 0.5087 Z Flexure (-X) 13.648 k-ft 26.827 k-ft +1,20D-K),50Lr+1,60L+1,60H PASS 0.5087 X Flexure (+Z) 13.648 k-ft 26.827 k-ft +1.20D+0.50Lr+1,60L+1.60H PASS 0.5087 X Flexure (-Z) 13,648 k-ft 26.827 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3172 1-way Shear (+X) 26,963 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3172 1-way Shear (-X) 26.963 psi 85,0 psi +1.20D-tO.50Lr+1.60L+1.60H PASS 0.3172 1-way Shear (+Z) 26.963 psi 85,0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3172 1-way Shear (-Z) 26.963 psi 85,0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.6923 2-way Punching 117.69 psi 170,0 psi +1.20D-K).50Lr+1.60L+1.60H Detailed Results SoJI^Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z •X -X Ratio X-X,+D 1,718 n/a 0.0 0.9108 0.9108 n/a n/a 0.530 X-X, +0+L+H 1,718 n/a 0.0 1.604 1.604 n/a n/a 0.934 X-X, +D+{),750Lr-K),750L+H 1,718 n/a 0.0 1.431 1.431 n/a n/a 0.833 X-X, +D+0.750L-tO,750S+H 1,718 n/a 0.0 1.431 1.431 n/a n/a 0.833 X-X, +D+0.70E+H 1,718 n/a 0.0 1.247 1.247 n/a n/a 0.726 X-X. +D+0.750Lr-K).750L+0.750W+H 1.718 n/a 0.0 1.431 1.431 n/a n/a 0.833 X-X, +D+O,750L-tO,750S-K),750W+H 1.718 n/a 0.0 1.431 1.431 n/a n/a 0.833 X-X, +O+0,750Lr+0,750L+0,5250E+H 1.718 n/a 0.0 1.683 1.683 n/a n/a 0.980 X-X, +O+O.750L-tO.750S+0.5250E+H 1.718 n/a 0.0 1.683 1.683 n/a n/a 0.980 X-X, +0.60D+0,70E+H 1.718 n/a 0.0 0.8825 0.8825 n/a n/a 0.514 Z-Z,+D 1.718 0.0 n/a n/a n/a 0.9108 0.9108 0.530 Z-Z, +D+L+H 1.718 0.0 n/a n/a n/a 1.604 1.604 0.934 Z-Z, +D-K),750Lr+0,750L+H 1.718 0.0 n/a n/a n/a 1.431 1.431 0.833 Z-Z, +D+0,750L+0,750S+H 1.718 0.0 n/a n/a n/a 1.431 1.431 0.833 Z-Z, +O-K),70E+H 1.718 0.0 n/a n/a n/a 1.247 1.247 0.726 Z-Z, +D-K},750Lr+0.750L-K),750W+H 1.718 0.0 n/a n/a n/a 1.431 1.431 0.833 Z-Z, +O-K),750L-tO,750S+0,750W+H 1.718 0.0 n/a n/a n/a 1.431 1.431 0.833 Z-Z, +O+O,750Lr-K),750L+O.5250E+H 1.718 0.0 n/a n/a n/a 1.683 1.683 0,980 Z-Z, +D-H),750L+0.750S^,5250E+H 1.718 0.0 n/a n/a n/a 1.683 1.683 0.980 Z-Z, +O.60D+O.70E+H 1.718 0.0 n/a n/a n/a 0.8825 0.8825 0.514 Overtuming Stability Rotation Axis & Load Combination... Overtumino Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension® BoL As Req'd or Top? 10*2 Gvm. As in*2 Actual As in«2 Phi*Mn k-ft Status X-X,+1,40D X-X, +1,40D X-X, +1,20D+0,50Lr+1,60L+1,60H X-X, +1,20D+0,50Lr+1.60L+1.60H X-X, +1.20D+1,60L+0.50S+1,60H 6.824 6.824 13.648 13.648 13.648 +Z -Z +z -z +z Bottom Bottom Bottom Bottom Bottom 0.39 0.39 0.39 0.39 0.39 Bendina Bendina Bendina Bendina Bendina 0.41 0.41 041 041 0.41 26.827 26.827 26.827 26.827 26.827 OK OK OK OK OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title; NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. # : KW-06006198 File: C.-tDocuments and SetSngs\sbawn nikjoo\My Oocuments£NERCALC Oata Files\nccc_101585.ec6 • ENERCALC INC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-11 line B-N4 X-X, +1,20D+1,60L-K),50S+1,60H 13,648 -Z Bottom 0,39 Bendina 0,41 26,827 OK X-X,+1,20D+1,60Lr+0,50L 8,286 +Z Bottom 0,39 Bendina 0,41 26.827 OK X-X,+1,20D+1,60Lr+0,50L 8,286 -Z Bottom 0,39 Bendina 0,41 26.827 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Job* 101585 Dsgnr: Project Desc: Project Notes: General Footing File: ClDocuments and Settingstehawn nilqoolMy Docunienls€NERCALC Data Files\nccc_101585.ec6 i ENERCALC INC 1983-2011, Build:6.11.4.5, Ver6.11.4.5 | Lic.#: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-11 line B-N4 Footing Flexure Flexure Axis & Load Combination X-X, +1,20D+O,50L+1,60S X-X,+1,20D+0,50L+1,60S X-X, +1,20D+0,50Lr+0,50L+1.60W X-X, +1.20D+O.50Lr-tO.50L+1.60W X-X, +1.20D+O,50L+O,50S+1,60W X-X, +1.20D+O.50L+O.50S+1.60W X-X,+1,20D+0,50L+0,20S+E X-X,+1.20D+O.50L-K).20S+E X-X, +0.90D+E+1.60H X-X, -K).90D-»£+1.60H Z-Z.+1.40D Z-Z.+1,40D Z-Z, +1,20D+O,50Lr+1.60L+1,60H Z-Z, +1.20D+O.50Lr+1.60L+1.60H Z-Z, +1,20D+1,60L+0,50S+1,60H Z-Z, +1.20D+1.60L-K).50S+1.60H Z-Z,+1,20D+1,60Lr+O,50L Z-Z,+1.20D+1.60Lr+0.50L Z-Z,+1.20D-K).50L+1,60S +1,20D+0,50L+1.60S +1.20D+O,50Lr-K),50L+1,60W +1.20D-tO.50Lr+O.50L+1.60W +1.20D-tO.50L-K).50S+1.60W +1.20D+(l.50L-tO.50S+1.60W +1.20D+O.50L-*O.20S+£ Z-Z,+1.20D+0,50L+0,20S+E Z-Z, -K}.90D+£+1.60H Z-Z, +O.90D+E+1,60H One Way Shear Load Combination... Z-Z, Z-Z, z-z, z-z, z-z, z-z. Mu Which Tension® BoL As Req'd Gvm. As Actual As Phi'Mn Status k-ft Side? or Top? in'*2 in*2 k-ft 8,286 +Z Bottom 0.39 Bendina 0.41 26,827 OK 8.286 -Z Bottom 0.39 Bendina 0.41 26,827 OK 8.286 +z Bottom 0.39 Bendina 0.41 26,827 OK 8.286 -z Bottom 0.39 Bendina 0.41 26.827 OK 8.286 +z Bottom 0.39 Bendina 0.41 26,827 OK 8.286 -z Bottom 0.39 Bendina 0.41 26.827 OK 11.66 +z Bottom 0.39 Bendina 0.41 26.827 OK 11.66 -z Bottom 0.39 Bendina 0.41 26.827 OK 7.761 +z Bottom 0.39 Bendina 0.41 26.827 OK 7.761 -z Bottom 0.39 Bendina 0.41 26.827 OK 6.824 -X Bottom 0.39 Bendina 0.41 26.827 OK 6.824 +x Bottom 0.39 Bendina 0.41 26.827 OK 13.648 -X Bottom 0.39 Bendina 0.41 26.827 OK 13.648 +x Bottom 0.39 Bendina 0.41 26.827 OK 13.648 -X Bottom 0.39 Bendina 0.41 26.827 OK 13.648 +x Bottom 0.39 Bendina 0.41 26.827 OK 8.286 -X Bottom 0.39 Bendina 0.41 26.827 OK 8.286 +x Bottom 0.39 Bendina 0.41 26.827 OK 8.286 -X Bottom 0.39 Bendina 0.41 26.827 OK 8.286 +x Bottom 0.39 Bendina 0.41 26.827 OK 8.286 -X Bottom 0.39 Bendina 0.41 26.827 OK 8.286 +x Bottom 0.39 Bendina 0.41 26.827 OK 8.286 -X Bottom 0.39 Bendina 0.41 26.827 OK 8.286 +x Bottom 0.39 Bendina 0,41 26.827 OK 11.66 -X Bottom 0.39 Bendina 0,41 26.827 OK 11.66 +x Bottom 0.39 Bendina 0,41 26.827 OK 7.761 -X Bottom 0.39 Bendina 0,41 26.827 OK 7.761 +x Bottom 0.39 Bendina 041 26.827 OK yu@-x Vu@+X Vu@-Z Vu@+Z Vu:Max PhiVn Vu / Phi'Vn Status +1.40D 13.481 DSi 13.481 DSi 13.481 DSi 13.481 DSi 13.481 DSi 85 Dsi 0,1586 OK +1.20D-tO.50Lr+1.60L+1.60H 26.963 DSi 26.963 DSi 26.963 DSi 26.963 DSi 26.963 Dsi 85Dsi 0,3172 OK +1.20D+1.60L+O.50S+1.60H 26.963 Dsi 26.963 DSi 26.963 DSi 26.963 DSi 26.963 DSi 85 DSi 0,3172 OK +1.20D+1.60Lr-tO.50L 16.37 Dsi 16.37 DSi 16.37 DSi 16.37 DSi 16,37 Dsi 85 Dsi 0,1926 OK +1.20D-K).50L+1.60S 16.37 Dsi 16.37 DSi 16.37 DSi 16,37 DSi 16,37 DSi 85 DSi 0.1926 OK +1.20D+0.50Lr+0.50L+1.60W 16.37 DSi 16.37 DSi 16.37 DSi 16,37 DSi 16,37 DSi 85 Dsi 0.1926 OK +1.20D+O.50L+O.50S+1.60W 16.37 DSi 16.37 DSi 16.37 DSi 16.37 DSi 16,37 DSi 85 Dsi 0,1926 OK +1.20D+0.50L+0.20S+E 23.037 DSi 23.037 DSi 23.037 DSi 23.037 DSi 23,037 Dsi 85 Dsi 0.271 OK -H).90D+E+1.60H 15.333 DSi 15.333 DSi 15.333 DSi 15.333 DSi 15,333 DSi 85 Dsi 0.1804 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 58.844 DSi 170 DSi 0,3461 OK +1.20D-^.50Lr+1.60L+1.60H 117.69 DSi 170 DSi 0.6923 OK +1.20D+1.60L-K).50S+1.60H 117.69 DSi 170Dsi 0.6923 OK +1.20D+1.60Lr+O.50L 71.453 DSi 170 DSi 0.4203 OK +1.20D+0.50L+1.60S 71,453 DSi 170Dsi 0,4203 OK +1,20D-K).5OLr+O,50L+1,60W 71,453 DSi 170 DSi 0.4203 OK +1,20D+O.50L+O.50S+1.60W 71,453 DSi 170 DSi 0.4203 OK +1.20D+0.50L+O.20S+E 100,55 DSi 170 DSi 0.5915 OK -t€.90D+E+1.60H 66,927 DSi 170 DSi 0.3937 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Job* 101585 Dsgnr: Project Desc: Project Notes: [General Footing File: C:\Documents and Settingstehawn nilqoo\My DocuRients\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC INC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 | lLic.#: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-6 line D General Information Calculations per ACI 31848, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength = 2.50 ksi fy: Rebar Yield = 60.0 ksi Ec: Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf cp Values Flexure = 0.90 Shear = 0.850 Analysis Settings Min Steel % Bending Reinf. = 0.00140 Min Allow % Temp Reinf, = 0.00180 Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 ; 1 Add Ftg Wt for Soil Pressure Yes Use ftg wt for stability, moments & shears: Yes Include Pedestal Weight as DL No Dimensions Width parallel to X-X Axis = 4.50 ft Length parallel to Z-Z Axis = 4.50 ft Footing Thicknes = 16.0 in Load location offset from footing center... ex: parallel to X-X Axis = 0 in ez: parallel to Z-Z Axis = 0 in Pedestal dimensions... px: parallel to X-X Axis = in pz: parallel to Z-Z Axis z. in Height in Rebar Centeriine to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars " 4.0 Reinforcing Bar Size = * 6 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Siz( = #6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a * Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater^ 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft 4'. 5' ^^^^ Lr W P: Column Load OB: Overburden M-xx M-zz V-x V-z 13.40 13.40 10.70 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title; NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 3^7 General Footing Lie. #: KW-06006198 File: C:\Documents and Settingstehawn nilqoo\My DocumentsCNERCALC Data Files\nccc_101585.ec6 m ENERCALC INC 1983-2011, Bulld:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-6 line D DESIGNSUMMARY Design OK Min. Ratio Hem Applied Capacity Goveming Load Combi PASS 0.9620 Soil Bearing 1.629 ksf 1,693 ksf +O-tO.750L+0.750S+O.5250E+H PASS n/a Overtuming - X-X 0.0 k-ft 0,0 k-ft No Overtuming PASS n/a Overturning - Z-Z 0,0 k-ft 0,0 k-ft No Overtuming PASS n/a Sliding-X-X 0,0 k 0,0 k No Sliding PASS n/a Sliding - Z-Z 0,0 k 0,0 k No Sliding PASS n/a Uplift 0,0 k 0,0 k No Uplift PASS 0.2125 Z Flexure (+X) 4,689 k-ft 22,070 k-ft +1,20D+O,50Lr+1,60L+1,6OH PASS 0.2125 Z Flexure (-X) 4,689 k-ft 22,070 k-ft +1,20D+O,50Lr+1,60L+1,60H PASS 0.2125 X Flexure (+Z) 4,689 k-ft 22,070 k-ft +1,20D+O,50Lr+1,60L+1,60H PASS 0.2125 X Flexure (-Z) 4,689 k-ft 22,070 k-ft +1,20D+O,50Lr+1,60L+1,60H PASS 0.1593 1-way Shear (+X) 13,540 psi 85,0 psi +1,20D+O,50Lr+1,60L+1.6OH PASS 0.1593 1-way Shear (-X) 13,540 psi 85,0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.1593 1-way Shear (+Z) 13,540 psi 85,0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1593 1-way Shear (-Z) 13,540 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3055 2-way Punching 51,941 psi 170.0 psi +1.20D+O.50Lr+1.60L+1.60H Detailed Results +Z Soil Bearing Zecc +Z Rotation Axis & Load Combination... Gross Allowable Xecc Zecc +Z Actual Soil Bearing Stress +Z -X Actual / Allowable •X Ratio X-X.+D 1,693 n/a 0.0 0.8551 0.8551 n/a n/a 0.505 X-X, +D+L+H 1.693 n/a 0.0 1.517 1.517 n/a n/a 0.896 X-X, +D-t{),750Lr+O,750L+H 1.693 n/a 0.0 1.351 1.351 n/a n/a 0.798 X-X, +O+0.750L-tO.750S+H 1.693 n/a 0.0 1,351 1.351 n/a n/a 0.798 X-X, +D+0,70E+H 1.693 n/a 0.0 1,225 1.225 n/a n/a 0.723 X-X, +D+0,750Lr+0,750L+0,750W+H 1.693 n/a 0.0 1,351 1.351 n/a n/a 0.798 X-X, +D+O,750L+O.750S+O.750W+H 1.693 n/a 0.0 1,351 1.351 n/a n/a 0.798 X-X, +D+O.750Lr-tO.750L+O.5250E+H 1.693 n/a 0.0 1,629 1.629 n/a n/a 0.962 X-X. +D-K).750L-K).750S+0.5250E+H 1.693 n/a 0.0 1,629 1.629 n/a n/a 0.962 X-X, -K),60D+0,70E+H 1.693 n/a 0.0 0.8829 0.8829 n/a n/a 0.521 Z-Z,+D 1.693 0.0 n/a n/a n/a 0.8551 0.8551 0.505 Z-Z, +D+L+H 1.693 0.0 n/a n/a n/a 1.517 1.517 0.896 Z-Z, +D+O,750Lr+O,750L+H 1.693 0.0 n/a n/a n/a 1.351 1.351 0.798 Z-Z, +D-K).750L+0.750S+H 1.693 0.0 n/a n/a n/a 1.351 1.351 0.798 Z-Z. +D+0.70E+H 1.693 0.0 n/a n/a n/a 1.225 1.225 0.723 Z-Z, +D+O,750LrtO,750L+O,750W+H 1.693 0.0 n/a n/a n/a 1.351 1.351 0.798 Z-Z, +D+O,750L-K),750S+0,750W+H 1.693 0.0 n/a n/a n/a 1.351 1.351 0.798 Z-Z, +O+0,750Lr+0,750L+0.5250E+H 1.693 0.0 n/a n/a n/a 1.629 1.629 0.962 Z-Z. +D+O.750L+O.750S-K).5250E+H 1.693 0.0 n/a n/a n/a 1.629 1.629 0.962 Z-Z, +O,60D+O,70E+H 1.693 0.0 n/a n/a n/a 0.8829 0.8829 0.521 Overtuming Stability Rotation Axis & Load Combination... Overtuming Moment Resisting Moment Stability Ratio Status Footing Has NO Overtuming Sliding Stability }rce All units k Force Application Axis Load Combination... Sliding Fi }rce Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension® BoL As Req'd or Top? in*2 Gvm. As in"2 Actual As in'^2 Phi'Mn k-ft Status X-X,+1,40D X-X, +1,40D X-X, +1,20D+0.50Lr+1,60L+1,60H X-X, +1.20D+O.50Lr+1.60L+1.60H X-X, +1,20D+1,60L-K),50S+1.60H 2.345 2.345 4.689 4.689 4.689 +Z -Z +z -z +z Bottom Bottom Bottom Bottom Bottom 0.35 0.35 0.35 0.35 0.35 Bendina Bendina Bendina Bendina Bendina 0.39 0,39 0,39 0.39 0.39 22.07 22.07 22.07 22.07 22.07 OK OK OK OK OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. # : KW-06006198 File: C:\Documenls and Settingstehawn nilqoo\My Docunienls\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC INC 1983-2011, Bulld:6.11.4.5, Ver:6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-6 line D Footing Flexure Flexure Axis & Load Combination Mu Which Tension® BoL As Req'd k-ft Side? or Top? \nn Gvm. As Actual As in*2 Phi'Mn k-ft Status X-X.+1.20D-K).50L+1.60S 2.847 +Z Bottom 0.35 Bendina 0.39 22.07 OK X-X,+1.20D+0.50L+1.60S 2.847 -Z Bottom 0.35 Bendina 0.39 22.07 OK X-X, +1,20D+O,50Lr+O,5OL+1,60W 2.847 +Z Bottom 0.35 Bendina 0.39 22.07 OK X-X, +1.20D+0,50Lr+0,50L+1,60W 2.847 -Z Bottom 0.35 Bendina 0.39 22.07 OK X-X, +1.20D+O.50L+O.50S+1.60W 2.847 +Z Bottom 0.35 Bendina 0.39 22.07 OK X-X. +1.20D+O.50L+O,50S+1,60W 2.847 -Z Bottom 0.35 Bendina 0.39 22.07 OK X-X,+1,20D+0,50L+0,20S+E 4.184 +Z Bottom 0.35 Bendina 0.39 22.07 OK X-X,+1,20D+O,50L-K),20S+£ 4.184 -z Bottom 0.35 Bendina 0.39 22.07 OK X-X, +0,90D+£+1,60H 2.844 +z Bottom 0.35 Bendina 0.39 22.07 OK X-X, -K),90D+E+1,60H 2.844 -z Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1.40D 2.345 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1,40D 2.345 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z. +1.20D+O.50Lr+1.60L+1.60H 4.689 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z. +1.20D+0.50Lr+1.60L+1.60H 4.689 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D+1,60L+O,50S+1,60H 4.689 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D+1,60L+O,50S+1,60H 4.689 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1,20D+1,60Lr+0,50L 2.847 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1,20D+1,60Lr-tO,50L 2.847 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1,20D-tO,50L+1,60S 2.847 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1,20D+O,50L+1,60S 2.847 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D+O,50Lr+O,50L+1,60W 2.847 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D+0,50Lr-K),50L+1,60W 2.847 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D+O,50L+O,50S+1,60W 2.847 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D+O,50L+O,50S+1,60W 2.847 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1.20D+O.50L+O.20S+E 4.184 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1,20D-K),50L+0,20S+£ 4.184 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +O.90D+E+1.60H 2.844 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +O,90D+E+1,60H 2.844 +x Bottom 0.35 Bendina 0.39 22.07 OK One Way Shear Load Combination... Vu@-X Vu@+X Vu( I-Z Vu @ +Z Vu:Max PhiVn Vu / Phi'Vn Status +1,40D 6.77 DSi 6.77 DSi 6.77 DSi 6.77 DSi 6.77 DSi 85 DSi 0.07965 OK +1,20D-K),50Lr+1,60L+1,60H 13.54 DSi 13.54 DSi 13.54 DSi 13.54 DSi 13.54Dsi 85 DSi 0.1593 OK +1,20D+1.60L+0.50S+1.60H 13.54 DSi 13.54 DSi 13.54 Dsi 13.54 DSi 13.54 Dsi 85 DSi 0.1593 OK +1.20D+1.60Lr+0.50L 8.221 DSi 8.221 DSi 8.221 DSi 8.221 DSi 8.221 DSi 85 DSi 0.09671 OK +1.20D-K).50L+1.60S 8.221 DSi 8 .221 DSi 8.221 DSi 8.221 DSi 8.221 DSi 85 DSi 0.09671 OK +1.20D+0.50Lr+0.50L+1.60W 8.221 DSi 8 .221 DSi 8.221 DSi 8.221 DSi 8.221 DSi 85 DSi 0.09671 OK +1.20D+O.50L+O.50S+1.60W 8.221 DSi 8 .221 DSi 8.221 DSi 8.221 DSi 8.221 DSi 85 DSi 0.09671 OK +1.20D+0.50L-K).20S+E 12.082 DSi 12.082 DSi 12.082 DSi 12.082 DSi 12.082 DSi 85 DSi 0.1421 OK +0.90D+E+1.60H 8.213 DSi 8 .213 DSi 8.213 DSi 8.213 DSi 8.213 DSi 85 DSi 0.09663 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 25.97 DSi 170 DSi 0.1528 OK +1.20D+O.50Lr+1.60L+1.60H 51.941 DSi 170 DSi 0.3055 OK +1.20D+1.60L-K).50S+1.60H 51.941 DSi 170 DSi 0.3055 OK +1.20D+1.60Lr+0.50L 31.536 DSi 170 DSi 0.1855 OK +1.20D+O.50L+1.60S 31.536 DSi 170Dsi 0.1855 OK +1.20D+0.50Lr+0.50L+1.60W 31.536 DSi 170 DSi 0.1855 OK +1.20D+O.50L+O.50S+1.60W 31.536 DSi 170 DSi 0.1855 OK +1.20D-tO.50L+O.20S+E 46.348 DSi 170 DSi 0.2726 OK +O.90D+E+1.60H 31.508 DSi 170 DSi 0.1853 OK INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. #: KW-06006198 Description: Pad @ frame F-13 line E RIe: C:\Oocuments and Settingstehawn nilqoo\My Documents\ENERCALC Data Files\nccc J01585.ec6 • ENERCALC INC 1983-2011, Build:6.11.45, Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties fc: Concrete 28 day strength = 2.50 ksi fy: Rebar Yield = 60.0 ksi Ec: Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf (p Values Flexure = 0.90 Shear = 0.850 Analysis Settings Min Steel % Bending Reinf. = 0.00140 Min Allow % Temp Reinf. = 0.00180 Min. Overtuming Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Add Ftg Wt for Soil Pressure Yes Use ftg wt for stability, moments & shears : Yes Include Pedestal Weight as DL No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thicknes = 16.0 in Load location offset from footing center... ex: parallel to X-X Axis = 0 in ez: parallel to Z-Z Axis = 0 in Pedestal dimensions... px: parallel to X-X Axis f in pz: parallel to Z-Z Axis ' in Height in Rebar Centeriine to Edge of Concrete., at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars " 3.0 Reinforcing Bar Size = * 6 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizf = * 6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a * Bars required within zone n/a * Bars required on each side of zone n/a Applied Loads Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater=t 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft P: Column Load OB: Overt)urden M-xx M-zz V-x V-z 3.40 3;p' • •I* 1 _L 3.40 W E 6.80 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr; Project Desc: Project Notes: Job* 101585 General Footing Lie. #: KW-06006198 File: C:\Documents and Settings\sha«»n nikjooWy Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC. 1983-2011, Build:6,11.4.5, Ven6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : Pad @ frame F-13 line E DESIGNSUMMARY Design OK Min. Ratio Kem Applied Capacity Goveming Load Combination PASS 0.7388 Soil Bearing 1.251 ksf 1.693 ksf +D-tO.750L+O.750S+O.5250E+H PASS n/a Overtuming - X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Overtuming - Z-Z 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.06361 Z Flexure (+X) 1.572 k-ft 24.715 k-ft +1.20D-»O.50L+O.20S+E PASS 0.06361 Z Flexure (-X) 1.572 k-ft 24.715 k-ft +1.20D+O.50L+O.20S+E PASS 0.06361 X Flexure (+Z) 1.572 k-ft 24.715 k-ft +1.20D+O.50L-K).20S+E PASS 0.06361 X Flexure (-Z) 1.572 k-ft 24.715 k-ft +1.20D+O.50L+O.20S+E PASS 0.04217 1-way Shear (+X) 3.584 psi 85.0 psi +1.20D-tO.50L-H).20S+E PASS 0.04217 1-way Shear (-X) 3.584 psi 85.0 psi +1.20D-tO.50L+O.20S+E PASS 0.04217 1-way Shear (+Z) 3.584 psi 85.0 psi +1.20D-tO.50L-K).20S+£ PASS 0.04217 1-way Shear (-Z) 3.584 psi 85.0 psi +1.20D-*0.50L+0.20S+E PASS 0.09528 2-way Punching 16.198 psi 170.0 psi +1.20D-tO.50L+O.20S+E Detailed Results SoH Bearirig^ Rotation Axis & Load Combination... Gi X-X,+D X-X. +D+L+H X-X, +D+0,750Lr+0.750L+H X-X, +D+O,750L+O,750S+H X-X, +D+0.70E+H X-X, +D-tO.750Lr-K).750L+O.750W+H X-X. +D+O.75OL+O.750S-K).750W+H X-X. +D+O.750Lr+O.750L-K).5250E+H X-X. +O-^,750Lt0.750S+0.5250E+H X-X. -tO.60Dt<].70E+H Z-Z,+D Z-Z, +D+L+H Z-Z, +D-t€.750Lr-K).750L+H Z-Z. +O+0.750L+0.750S+H Z-Z. +D+O.70E+H Z-Z, +O+0,750Lrt0,750L+0,750W+H Z-Z, +D+0.750L+0.750S-K).750W+H Z-Z. +O+0.750Lr+0.750L+0.5250E+W Z-Z, +D+O,750L+O,750S+O.5250E+H Z-Z. +O.60D-K).70E+H Overtuming Stability Rotation Axis & Load Combination... Actual Soil Bearing Stress Actual / Allowable owable Xecc Zecc +Z +Z -X -X Ratio 1.693 n/a 0.0 0.5711 0.5711 n/a n/a 0,337 1.693 n/a 0.0 0.9489 0.9489 n/a n/a 0.560 1.693 n/a 0.0 0.8544 0.8544 n/a n/a 0.505 1.693 n/a 0.0 0.8544 0.8544 n/a n/a 0.505 1.693 n/a 0.0 1.10 1.10 n/a n/a 0.650 1.693 n/a 0.0 0.8544 0.8544 n/a n/a 0.505 1.693 n/a 0.0 0.8544 0.8544 n/a n/a 0,505 1.693 n/a 0.0 1.251 1.251 n/a n/a 0,739 1.693 n/a 0.0 1.251 1.251 n/a n/a 0,739 1.693 n/a 0.0 0.8716 0.8716 n/a n/a 0.515 1.693 0.0 n/a n/a n/a 0.5711 0.5711 0.337 1.693 0.0 n/a n/a n/a 0.9489 0.9489 0.560 1.693 0.0 n/a n/a n/a 0.8544 0.8544 0.505 1.693 0.0 n/a n/a n/a 0.8544 0.8544 0.505 1.693 0.0 n/a n/a n/a 1.10 1.10 0.650 1.693 0.0 n/a n/a n/a 0.8544 0.8544 0.505 1.693 0.0 n/a n/a n/a 0.8544 0.8544 0.505 1.693 0.0 n/a n/a n/a 1.251 1.251 0.739 1.693 0.0 n/a n/a n/a 1.251 1.251 0.739 1.693 0.0 n/a n/a n/a 0.8716 0.8716 0.515 Overtuming IMoment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Footing Has NO Sliding Footing Flexure All units k Sljding Force Resisting Force Sliding SafetyRatio Status Flexure Axis & Load Combination Mu k-tt Which Side? Tension® BoL As Req'd or Top ? in*2 Gvm. As in»2 Actual As Phi*Mn k-ft Status X-X,+1,40D X-X,+1,40D X-X, +1,20D+O,50Lr+1,60L+1.60H X-X, +1.20D-K).50Lr+1.60L+1.60H X-X. +1.20D+1.60L+0,50S+1.60H 0,5949 0.5949 1.19 1.19 1.19 +Z -Z +z -z +z Bottom Bottom Bottom Bottom Bottom 0.35 0.35 0.35 0.35 0.35 Bendina Bendina Bendina Bendina Bendina 0.44 0.44 0.44 0.44 0.44 24.715 24.715 24.715 24.715 24.715 OK OK OK OK OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. #: KW-06006198 Description: Pad ©frame F-13 lineE File: C:\Documents and Settingstehawn nikjooVMy Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC. 1983-2011, Build:6.11,4.5, Ven6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure Flexure Axis & Load Combination Mu Which Tension® BoL As Req'd k-ft Side? or Top? in'*2 Gvm. As in'*2 Actual As in«2 Phi*Mn k-ft Status X-X. +1.20D+O.50L+1.60S 0.7224 +Z Bottom 0.35 Bendina 0,44 24.715 OK X-X,+1,20D+O,50L+1,60S 0.7224 -Z Bottom 0.35 Bendina 0,44 24.715 OK X-X, +1.20D+0,50Lr-K),50L+1,60W 0.7224 +Z Bottom 0.35 Bendina 0,44 24.715 OK X-X, +1.20D+{).50Lr+0.50L+1.60W 0.7224 -Z Bottom 0.35 Bendina 0,44 24.715 OK X-X, +1,20D+0.50L+{).50S+1,60W 0.7224 +z Bottom 0.35 Bendina 0.44 24.715 OK X-X, +1,20D+0,50L+0,50S+1,60W 0.7224 -z Bottom 0.35 Bendina 0.44 24.715 OK X-X,+1,20D+0,50L-tO,20S+E 1.572 +z Bottom 0.35 Bendina 0.44 24.715 OK X-X,+1,20D+0,50L+0,20S+E 1.572 -z Bottom 0.35 Bendina 0.44 24.715 OK X-X. •H),90D+E+1,60H 1.232 +z Bottom 0.35 Bendina 0.44 24.715 OK X-X, +0,90D+E+1,60H 1.232 -z Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1,40D 0.5949 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1,40D 0.5949 +x Bottom 0.35 Bendina 0.44 24.715 OK Z-Z, +1,20D+O,50Lr+1.60L+1.60H 1.19 -X Bottom 0.35 Bendina 0.44 24,715 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.19 +x Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1,20D+1,60L+O,50S+1,60H 1.19 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1,20D+1,60L+0,50S+1,60H 1.19 +x Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1,20D+1,60Lr+0,50L 0.7224 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1,20D+1,60Lr+0,50L 0.7224 +x Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1,20D+O.50L+1,60S 0.7224 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1,20D-K),50L+1.60S 0.7224 +x Bottom 0.35 Bendina 0.44 24.715 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.7224 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z. +1.20D+0.50Lr-K).50L+1.60W 0.7224 +x Bottom 0.35 Bendina 0.44 24.715 OK Z-Z, +1,20D+0,50L-t{),50S+1,60W 0.7224 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z, +1.20D-tO.50L+O.50S+1.60W 0.7224 +X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1.20D+O,50L+O,20S+E 1.572 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z,+1,20D+€,50L-tO.20S+E 1.572 +x Bottom 0.35 Bendina 0.44 24.715 OK Z-Z. -H3.90D+E+1.60H 1.232 -X Bottom 0.35 Bendina 0.44 24.715 OK Z-Z, +O,90D+E+1,60H 1.232 +x Bottom 0.35 Bendina 0.44 24.715 OK One Way Shear Load Combination... yu@^x Vu@ +X Vu^ g-Z Vu@ +Z Vu:Max PhiVn Vu/Phi*yn Status +1,40D 1.356 DSi 1.356 DSi 1.356 DSi 1.356 DSi 1.356 DSi 85 DSi 0.01595 OK +1,20D-K),50Lr+1,60L+1.60H 2.712 DSi 2.712 DSi 2.712 DSi 2.712 DSi 2.712 DSi 85 DSi 0.03191 OK +1,20D+1.60L+O,50S+1.60H 2.712 DSi 2.712 DSi 2.712 DSi 2.712 DSi 2.712 DSi 85 DSi 0.03191 OK +1.20D+1.60Lr+O.50L 1.647 DSi 1.647 DSi 1.647 DSi 1.647 DSi 1.647 DSi 85 DSi 0.01937 OK +1.20D-fO.50L+1.60S 1.647 Dsi 1.647 DSi 1.647 DSi 1.647 DSi 1.647 DSi 85 DSi 0.01937 OK +1.20D-K).50Lr+O.50L+1.60W 1.647 DSi 1.647 DSi 1.647 DSi 1.647 DSi 1.647 DSi 85 DSi 0.01937 OK +1.20D+O.50L-K).50S+1.60W 1.647 DSi 1.647 DSi 1.647 DSi 1.647 DSi 1.647 DSi 85 DSi 0.01937 OK +1,20D+0.50L-K).20S+E 3.584 DSi 3.584 DSi 3.584 DSi 3.584 DSi 3.584 DSi 85 DSi 0.04217 OK +0.90D+E+1.60H 2.809 DSi 2.809 DSi 2.809 DSi 2.809 DSi 2.809 DSi 85 DSi 0.03305 OK Punching Shear All units k Load Combination^. Vu Phj*yn Vu/Phi*Vn Status +1,40D 6.129 Dsi 170 DSi 0.03605 OK +1,20D40,50Lr+1,60L+1,60H 12.258 DSi 170Dsi 0.0721 OK +1.20D+1,60L+{),50S+1.60H 12.258 DSi 170 DSi 0.0721 OK +1,20D+1,60Lr+0.50L 7.442 DSi 170 DSi 0.04378 OK +1.20D-tO.50L+1.60S 7.442 DSi 170 DSi 0,04378 OK +1.20D+O.50Lr-K).50L+1.60W 7.442 DSi 170 DSi 0,04378 OK +1.20D-tO.50L-K).50S+1.60W 7.442 DSi 170 DSi 0,04378 OK +1.20D+O.50L+O.20S+E 16.198 DSi 170Dsi 0,09528 OK +0.90D+E+1.60H 12.695 DSi 170 DSi 0,07468 OK INU\ND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. # : KW-06006198 Description: Pad@franneF4 line D.7 File: C:\Documents and Settingstehawn nlkjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC. 1983-2011, Build:6.11.4.5, Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thicknes = Load location offset from footing center... ex: parallel to X-X Axis ez: parallel to Z-Z Axis = Pedestal dimensions... px; parallel to X-X Axis = pz: parallel to Z-Z Axis Height Rebar Centeriine to Edge of Concrete., at Bottom of footing Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sia 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 1.50 Yes Yes No 3.0 ft 3.0 ft 16.0 in 0 in 0 in in in in 3.0 in 3.0 * 6 3.0 * 6 Bandvindth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation * Bars required within zone * Bars required on each side of zone Applied Loads P: Column Load = OB: Overburden M-xx = M-zz V-x V-z n/a n/a n/a 3.40 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) = Soil/Concrete Friction Coeff. = Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dept = when maximum length or width is greater# 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft •a 1 • J • J ffl Lr L 3.40 W E 6.80 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE,501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes; Job* 101585 General Footing Lie. # : KW-06006198 File: CADocuments and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2)11, Build:6.11.4.5, Ver:6.11.4.5 I Description: DESIGNSUMMARY Pad @ frame F4 line D.7 Licensee : INLAND ENGINEERING CONSULTING INC Design OK Min. Ratio Hern Applied Capacity Goveming Load Combination PASS 0.7388 Soil Bearing 1.251 ksf 1.693 ksf +D+fl.750L+O.750S+O.5250E+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overtuming - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.06361 Z Flexure (+X) 1,572 k-ft 24.715 k-ft +1.20D+O.50L+O.20S+E PASS 0.06361 Z Flexure (-X) 1.572 k-ft 24.715 k-ft +1.20D+O.50L+O.20S+E PASS 0.06361 X Flexure (+Z) 1.572 k-ft 24.715 k-ft +1.20D+O.50L-K).20S+E PASS 0.06361 X Flexure (-Z) 1.572 k-ft 24.715 k-ft +1.20D-*O.50L-K).20S+E PASS 0.04217 1-way Shear (+X) 3.584 psi 85.0 psi +1.20D+{).50L+O.20S+E PASS 0.04217 1-way Shear (-X) 3.584 psi 85.0 psi +1.20D-K).50L+O.20S+E PASS 0.04217 1-way Shear (+Z) 3.584 psi 85.0 psi +1.20D+O.50L-tO.20S+E PASS 0.04217 1-way Shear (-Z) 3.584 psi 85.0 psi +1.20D-tO.50L+O.20S+E PASS 0.09528 2-way Punching 16.198 psi 170.0 psi +1.20D+O.50L+O.20S+E Detailed Results Soil Bearing Rotation Axis & Load Combination.. Gross Allowable Xecc Zecc +Z Actual Soil Bearing Stress +Z -X -X Actual / Allowable Ratio X-X, +D X-X +D+L+H X-x', +O+0.750Lr-K).750L+H X-X, +D+0.750L+0.750S+H X-X, +D+0,70E-HH X-X, +D-K),750Lr+O,750L-K).750W+H X-X, +O+0.750L+O.750S+O.750W+H X-X. +D+0.750Lr+O.750L+O.5250E+H X-X, +D-K),750L-K),750S-K),5250E+H X-X, +0,60D-K),70E+H Z-Z,+D Z-Z, +D+L+H Z-Z, +D-K),750Lr+O,750L+H Z-Z, +D+0,750L+0,750S+fl Z-Z, +O+0,70E+H Z-Z, +D-K).750Lr-K).750L-K).750W+fi Z-Z. +D-K).750L+O.750S+O.750W+H Z-Z, +D+O,750Lr+O,750L-K),5250E+H Z-Z, +D+O,750L+O,750S-K),525OE+H Z-Z, +0.60D+0,70E+H Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination X-X.+1.40D X-X,+1.40D X-X, +1.20D+0.50Lr+1.60L+1.60H X-X, +1.20D4O,50Lr+1.60L+1.60H X-X, +1.20D+1.60L+O.50S+1.60H 1.693 n/a 0.0 0.5711 0.5711 n/a n/a 0.337 1.693 n/a 0.0 0.9489 0.9489 n/a n/a 0,560 1.693 n/a 0.0 0.8544 0.8544 n/a n/a 0.505 1.693 n/a 0.0 0.8544 0.8544 n/a n/a 0.505 1.693 n/a 0.0 1.10 1.10 n/a n/a 0.650 1.693 n/a 0.0 0.8544 0.8544 n/a n/a 0.505 1.693 n/a 0.0 0.8544 0.8544 n/a n/a 0.505 1.693 n/a 0.0 1.251 1.251 n/a n/a 0.739 1.693 n/a 0.0 1.251 1.251 n/a n/a 0.739 1.693 n/a 0.0 0.8716 0.8716 n/a n/a 0.515 1.693 0.0 n/a n/a n/a 0.5711 0.5711 0.337 1.693 0.0 n/a n/a n/a 0.9489 0.9489 0.560 1.693 0.0 n/a n/a n/a 0.8544 0.8544 0.505 1.693 0.0 n/a n/a n/a 0.8544 0.8544 0.505 1.693 0.0 n/a n/a n/a 1.10 1.10 0.650 1.693 0.0 n/a n/a n/a 0.8544 0.8544 0.505 1.693 0.0 n/a n/a n/a 0.8544 0.8544 0.505 1.693 0.0 n/a n/a n/a 1.251 1.251 0.739 1.693 0.0 n/a n/a n/a 1.251 1.251 0.739 1.693 0.0 n/a n/a n/a 0.8716 0.8716 0.515 Overtuming Moment Resisting Moment Stability Ratio Status All units k Sliding Force Resisting Force Sliding SafetyRatio Status Mu Which Tension @ BoL As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Side? or Top? in*2 in«2 in»2 k-ft 0.5949 +Z Bottom 0.35 Bendina 0.44 24.715 OK 0.5949 -Z Bottom 0.35 Bendina 0.44 24.715 OK 1.19 +Z Bottom 0.35 Bendina 0.44 24.715 OK 1.19 -Z Bottom 0.35 Bendina 0.44 24.715 OK 1.19 +Z Bottom 0.35 Bendina 0.44 24.715 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr. Project Desc: Project Notes: Job* 101585 General Footing Lie. #: KW-06006198 File: CADocuments and Settingstehawn nikioo\My Documents\ENERCALC Data Files\nccc_1015B5.ec6 • ENERCALC, INC 1983-2011, Buikl:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Footing Flexure Pad @ frame F4 line D.7 Flexure Axis & Load Combination X-X.+1.20D+O.50L+1.60S X-X,+1,20D-tO,50L+1,60S X-X, +1,20D+O.50Lr+O.50L+1.60W X-X, +1.20D+0.50Lr-K).50L+1.60W X-X. +1.20D+O.50L+O.50S+1.60W X-X, +1,20D+O,50L+O.50S+1.60W X-X, +1.20D+0,50L-K),20S+£ X-X,+1,20D-tO,50L+0,20S+E X-X, +0,90D+E+1,60H X-X.+0,90D+E+1.60H Z-Z,+1,40D Z-Z, +1,40D Z-Z, +1.20D+O,50Lr+1,60L+1,60H Z-Z, +1.20Dt{).50Lr+1.60L+1.60H Z-Z, +1,20D+1,60L-K),50S+1,60H Z-Z, +1.20D+1.60L+0,50S+1,60H Z-Z,+1,20D+1,60Lr+O,50L Z-Z.+1.20D+1.60Lr+O.50L Z-Z.+1.20D+0.50L+1.60S Z-Z,+1,20D-tO,50L+1,60S Z-Z, +1.20D-tO,50Lr+0,50L+1,60W Z-Z, +1.20D+O.50Lr+O.50L+1.60W Z-Z, +1,20D-t{),50L+O,50S+1,60W Z-Z, +1,20D+0.50L-K).50S+1.60W Z-Z,+1.20D-K).50L+0.20S+E Z-Z,+1.20D-K),50L-tO,20S+E Z-Z, -K).90D+E+1.60H Z-Z, +0,90D+E+1,60H One Way Shear Load Combination... Mu k-ft Which Side? Tension® BoL As Req'd or Top ? in"2 Gvm. As in*2 Actual As in'^2 Phi*Mn k-ft Status 0,7224 +Z Bottom 0.35 Bendina 0.44 24.715 OK 0.7224 -Z Bottom 0.35 Bendina 0.44 24.715 OK 0.7224 +Z Bottom 0.35 Bendina 0.44 24.715 OK 0.7224 -z Bottom 0.35 Bendina 0.44 24.715 OK 0.7224 +z Bottom 0.35 Bendina 0.44 24.715 OK 0.7224 -z Bottom 0.35 Bendina 0.44 24.715 OK 1.572 +z Bottom 0.35 Bendina 0.44 24.715 OK 1.572 -z Bottom 0.35 Bendina 0.44 24.715 OK 1.232 +z Bottom 0.35 Bendina 0.44 24.715 OK 1.232 -z Bottom 0.35 Bendina 0.44 24.715 OK 0.5949 -X Bottom 0.35 Bendina 0.44 24.715 OK 0.5949 +X Bottom 0.35 Bendina 0.44 24.715 OK 1.19 -X Bottom 0.35 Bendina 0.44 24.715 OK 1.19 +x Bottom 0.35 Bendina 0.44 24.715 OK 1.19 -X Bottom 0.35 Bendina 0.44 24.715 OK 1.19 +x Bottom 0.35 Bendina 0.44 24.715 OK 0.7224 -X Bottom 0.35 Bendina 0.44 24.715 OK 0.7224 +x Bottom 0.35 Bendina 0.44 24.715 OK 0.7224 -X Bottom 0.35 Bendina 0.44 24.715 OK 0.7224 +x Bottom 0.35 Bendina 0.44 24.715 OK 0.7224 -X Bottom 0.35 Bendina 0.44 24.715 OK 0.7224 +x Bottom 0.35 Bendina 0.44 24.715 OK 0.7224 -X Bottom 0.35 Bendina 0.44 24.715 OK 0.7224 +x Bottom 0.35 Bendina 0.44 24.715 OK 1.572 -X Bottom 0.35 Bendina 0,44 24.715 OK 1.572 +x Bottom 0.35 Bendina 0.44 24.715 OK 1.232 -X Bottom 0.35 Bendina 0.44 24.715 OK 1.232 +x Bottom 0.35 Bendina 0.44 24.715 OK Vu @-X Vu @ +X Vu@-Z Vu @+Z Vu:Max PhiVn Vu / Phi'Vn Status +1.40D 1.356 DSi 1.356 DSi 1.356 DSi 1.356 DSi 1.356 DSi 85 DSi 0.01595 OK +1.20D-fO.50Lr+1.60L+1.60H 2.712 DSi 2.712 DSi 2.712 DSi 2.712 DSi 2.712 DSi 85 DSi 0.03191 OK +1.20D+1.60L-K).50S+1.60H 2.712 DSi 2.712 DSi 2.712 DSi 2.712 DSi 2.712 DSi 85 Dsi 0.03191 OK +1.20D+1.60Lr->O.50L 1.647 DSi 1.647 DSi 1.647 DSi 1.647 DSi 1.647 DSi 85Dsi 0.01937 OK +1.20D+0.50L+1.60S 1.647 DSi 1.647 DSi 1.647 DSi 1.647 DSi 1.647 DSi 85 Dsi 0.01937 OK +1.20D+O.50Lr+O.50L+1.60W 1.647 DSi 1.647 DSi 1.647 DSi 1.647 DSi 1.647 DSi 85 DSi 0.01937 OK +1.20D+O.50L-fO.50S+1.60W 1.647 DSi 1.647 DSi 1.647 Dsi 1.647 Dsi 1.647 DSi 85 DSi 0.01937 OK +1.20D-K).50L-K).20S+E 3.584 DSi 3.584 DSi 3.584 DSi 3.584 Dsi 3.584 DSi 85 Dsi 0.04217 OK -K).90D+E+1.60H 2.809 DSi 2.809 DSi 2.809 DSi 2.809 Dsi 2.809 DSi 85 DSi 0.03305 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu/Phi'Vn Status +1,40D 6.129 DSi 170 DSi 0.03605 OK +1,20D+O.50Lr+1.60L+1.60H 12.258 DSi 170Dsi 0.0721 OK +1.20D+1.60L-t{),50S+1,60H 12.258 DSi 170 DSi 0.0721 OK +1,20D+1,60Lr+0,50L 7.442 DSi 170 DSi 0.04378 OK +1,20D+0,50L+1,60S 7.442 DSi 170Dsi 0.04378 OK +1,20D+O,50Lr+O.50L+1,60W 7.442 osi 170DS! 0.04378 OK +1.20D-K).50L-K).50S+1.60W 7.442 DSi 170Dsi 0.04378 OK +1.20D+O.50L+0.20S+E 16.198 DSi 170Dsi 0,09528 OK +0.90D+E+1.60H 12.695 DSi 170 DSi 0,07468 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes Job* 101585 General Footing File: C:\Documents and Se tUngstehawn nikjooMy Document5\ENERCALC Data Rles\ncccJ01585.ec6 • ENERCALC. INC. 1983-2011, Bulld:6.t 1.4.5, Ver6,11.4.5 1 |Lie.#: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad @ frame F-5 line 4.7 General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 1.50 Yes Yes No Width parallel to X-X Axis Length parallel to Z-Z Axis = Footing Thicknes = Load location offset from footing center., ex: parallel to X-X Axis ez: parallel to Z-Z Axis = Pedestal dimensions... px: parallel to X-X Axis pz: parallel to Z-Z Axis : Height Rebar Centeriine to Edge of Concrete., at Bottom of footing = Reinforcing Bars parallel to X-X kx.\s Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Siz( 3.0 ft 3.0 ft 16.0 in 0 in 0 in in in in 3.0 in 3.0 * 6 3.0 # 6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation * Bars required within zone # Bars required on each side of zone Applied Loads n/a n/a n/a Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater^ 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft 3; P' a •O •a P: Column Load OB: Overburden M-xx M-zz V-x V-z 6.0 L 6.0 W E 3"0 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr; Project Desc: Project Notes: Job* 101585 General Footing Lie. #: KW-06006198 Description : Pad @ frame F-5 line 4.7 DESIGNSUMMARY File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\ncccJ 01585.ec6 • ENERCALC. INC. 1983-2011, Build:6.11.4,5, Ver,6,11,4,5 I Licensee : INLAND ENGINEERING CONSULTING INC Design OK Min. Ratio Item Applied Capacity Goveming Load Combination PASS 0,9065 Soil Bearing 1,535 ksf 1,693 ksf +O+0.750L+O.750S+0.5250E+H PASS n/a Overtuming - X-X 0,0 k-ft 0.0 k-ft No Overtuming PASS n/a Overtuming - Z-Z 0,0 k-ft 0.0 k-ft No Overtuming PASS n/a Sliding-X-X 0,0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0,0 k 0.0 k No Sliding PASS n/a Uplift 0,0 k 0,0 k No Uplift PASS 0,08495 Z Flexure (+X) 2,10 k-ft 24,715 k-ft +1.20D-K).50Lr+1.60L+1.60H PASS 0,08495 Z Flexure (-X) 2,10 k-ft 24.715 k-ft +1.20D^O.50Lr+1.60L+1.60H PASS 0,08495 X Flexure (+Z) 2,10 k-ft 24.715 k-ft +1.20D+0.50Lr+1,60L+1,60H PASS 0.08495 X Flexure (-Z) 2,10 k-ft 24.715 k-ft +1,20D+O,5OLr+1,6OL+1,60H PASS 0.05631 1-way Shear (+X) 4,786 psi 85.0 psi +1,20D+O.50Lr+1,60L+1,60H PASS 0.05631 1-way Shear (-X) 4,786 psi 85.0 psi +1,20D+O,50Lr+1.60L+1.60H PASS 0.05631 1-way Shear (+Z) 4,786 psi 85.0 psi +1.20D-K).50Lr+1.60L+1.60H PASS 0.05631 1-way Shear (-Z) 4,786 psi 85.0 psi +1,20D+O,50Lr+1,60L+1,60H PASS 0.1272 2-way Punching 21,631 psi 170.0 psi +1,20D-K),50Lr+1,60L+1,60H Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc +Z Actual Soil Bearing Stress +Z -X Actual / Allovirable Ratio X-X,+D 1.693 n/a 0.0 0.860 0.860 n/a n/a 0.508 X-X, -^0+L+H 1.693 n/a 0.0 1.527 1.527 n/a n/a 0.902 X-X, +D+O.750Lr+O.750L+H 1.693 n/a 0.0 1.360 1.360 n/a n/a 0.803 X-X, +D+O.750L+C.750S+H 1.693 n/a 0.0 1.360 1.360 n/a n/a 0.803 X-X, +D+0,70E+H 1.693 n/a 0.0 1.093 1.093 n/a n/a 0.646 X-X, -^O+0,750Lr+0,750L+0.750W+fl 1.693 n/a 0.0 1.360 1.360 n/a n/a 0.803 X-X. +O-K).750L-tO.750S+O.750W+H 1.693 n/a 0.0 1.360 1.360 n/a n/a 0.803 X-X, +D+O.750Lr+O.750L-tO.5250E+H 1.693 n/a 0.0 1.535 1.535 n/a n/a 0.907 X-X. +O-K).750L+0.750S-K).5250E+H 1.693 n/a 0.0 1.535 1.535 n/a n/a 0.907 X-X, •K).60D+O,70E+H 1.693 n/a 0.0 0.7493 0.7493 n/a n/a 0.443 Z-Z,+D 1.693 0.0 n/a n/a n/a 0.860 0.860 0.508 Z-Z. -HD+L+H 1.693 0.0 n/a n/a n/a 1.527 1.527 0.902 Z-Z, +D+0,750Lr-tO,750L+H 1.693 0.0 n/a n/a n/a 1.360 1.360 0.803 Z-Z, +D-K).750L+0,750S+H 1.693 0.0 n/a n/a n/a 1.360 1.360 0.803 Z-Z, 4)+O.70E+H 1.693 0.0 n/a n/a n/a 1.093 1.093 0.646 Z-Z. +D+0.750Lr+0.750L-K).750W+H 1.693 0.0 n/a n/a n/a 1.360 1.360 0.803 Z-Z, +D-K),750L+0,750S-K),750W+H 1.693 0.0 n/a n/a n/a 1.360 1.360 0.803 Z-Z, +D^,750Lr+0,750L-K),5250E+H 1.693 0.0 n/a n/a n/a 1.535 1.535 0.907 Z-Z, +D+€.750L-^.750S+0.5250E+H 1.693 0.0 n/a n/a n/a 1.535 1.535 0.907 Z-Z, -K),60D+O,70E+H 1.693 0.0 n/a n/a n/a 0.7493 0.7493 0.443 Overtuming Stability Rotation Axis & Load Combination... Overtuming Moment Resisting Moment Stability Ratio Status Footing Has NO Overtuming Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which k-ft Side? Tension® BoL As Req'd or Top? in"2 Gvm. As Actual As in*2 in''2 Phi'Mn k-ft Status X-X. +1.40D 1.05 +Z Bottom 0.35 Bendina 0.44 24.715 OK X-X, +1.40D 1.05 -Z Bottom 0.35 Bendina 0.44 24.715 OK X-X, +1,20D+€,50Lr+1.60L+1,60H 2.1 +z Bottom 0.35 Bendina 0.44 24.715 OK X-X, +1.20D+{).50Lr+1.60L+1.60H 2.1 -z Bottom 0.35 Bendina 0.44 24.715 OK X-X. +1.20D+1.60L+0.50S+1.60H 2.1 +z Bottom 0.35 Bendina 0.44 24.715 OK INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 ^37 General Footing Description : Pad @ frame F-5 line 4.7 Footing Flexure File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Filestec.l 01585.ec6 • ENERCALC, INC, 1983-2011, Build:6.11,45, Ver,6,11,4,5 I Licensee : INLAND ENGINEERING CONSULTING INC Flexure Axis & Load Combination X-X. +1.20D+O.50L+1.60S X-X, +1,20D+0,50L+1.60S X-X, +1.20D-K).50Lr+O.50L+1.60W X-X, +1,20D+O,50Lr+O,50L+1,60W X-X, +1,20D-tO,50L+O,50S+1,60W X-X, +1,20D+O,50L+O,50S+1,60W X-X,+1,20D+O,50L+O.20S+E X-X,+1,20D+O,50L+O,20S+E X-X.+0.90D+e+1.60H X-X. •tfl.90D+£+1.60H Z-Z.+1.40D Z-Z,+1,40D Z-Z, +1,20D+0.50Lr+1.60L+1.60H Z-Z, +1,20D+O.50Lr+1.60L+1.60H Z-Z, +1,20D+1,60L-4{),50S+1,60H Z-Z, +1,20D+1.60L+O.50S+1.60H Z-Z,+1,20D+1,60Lr-K),50L Z-Z,+1,20D+1.60Lr+O.50L Z-Z.+1.20D+0.50L+1.60S Z-Z,+1.20D+{),50L+1,60S Z-Z, +1.20D-K).50Lr-K).50L+1.60W Z-Z. +1.20D+O.50Lr-t{).50L+1.60W Z-Z, +1,20D-tO,50L+O,50S+1,60W Z-Z, +1.20D+O.50L+O.50S+1.60W Z-Z,+1,20D-K),50L+O,20S+E Z-Z.+1.20D-K).50L+0.20S+E Z-Z, -K),90D+E+1.60H Z-Z, -t<}.90D+E+1.60H One WayShear Load Combination... +1.40D +1.20D+0. +1.20D+1. +1.20D+1. +1.20D+O. +1.20D+0. +1.20D+0. +1,200+0. -K),90D+E Punching 50Lr+1,60L+1.60H 60L+O.50S+1.60H 60Lr+0.50L 50L+1.60S 50Lr-tO.50L+1.60W 50L-K).50S+1.60W 50L+0.20S+E +1.60H Shear Mu Which Tension® BoL As Req'd Gvm. As Actual As Phi'Mn Status k^ft Side? or Top ? in'2 _ in^2 in*2 k-ft 1.275 +Z Bottom 0.35 Bendina 0.44 24.715 OK 1.275 -Z Bottom 0.35 Bendina 0.44 24.715 OK 1.275 +z Bottom 0.35 Bendina 0,44 24.715 OK 1.275 -z Bottom 0.35 Bendina 0,44 24.715 OK 1.275 +z Bottom 0.35 Bendina 0.44 24.715 OK 1.275 -z Bottom 0.35 Bendina 0.44 24.715 OK 1.65 +z Bottom 0.35 Bendina 0.44 24.715 OK 1.65 -z Bottom 0.35 Bendina 0.44 24.715 OK 1.05 +z Bottom 0.35 Bendina 0.44 24.715 OK 1.05 -z Bottom 0.35 Bendina 0.44 24.715 OK 1.05 -X Bottom 0.35 Bendina 0.44 24.715 OK 1.05 +x Bottom 0.35 Bendina 0.44 24.715 OK 2.1 -X Bottom 0.35 Bendina 0,44 24.715 OK 2.1 +x Bottom 0.35 Bendina 0,44 24.715 OK 2.1 -X Bottom 0.35 Bendina 0,44 24.715 OK 2.1 +x Bottom 0.35 Bendina 0,44 24.715 OK 1.275 -X Bottom 0.35 Bendina 0,44 24.715 OK 1.275 +x Bottom 0.35 Bendina 0,44 24.715 OK 1.275 -X Bottom 0.35 Bendina 0,44 24.715 OK 1.275 +x Bottom 0.35 Bendina 0,44 24.715 OK 1.275 -X Bottom 0.35 Bendina 0.44 24.715 OK 1.275 +x Bottom 0.35 Bendina 0.44 24.715 OK 1.275 -X Bottom 0.35 Bendina 0.44 24.715 OK 1.275 +x Bottom 0.35 Bendina 0.44 24.715 OK 1.65 -X Bottom 0.35 Bendina 0.44 24.715 OK 1.65 +x Bottom 0.35 Bendina 0.44 24.715 OK 1.05 -X Bottom 0.35 Bendina 0.44 24.715 OK 1.05 +x Bottom 0.35 Bendina 0.44 24.715 OK Vu @ -X Vu @ +X yu @-Z Vu @+Z 2.393 DSi 4.786 DSi 4.786 DSi 2.906 DSi 2.906 DSi 2.906 DSi 2.906 DSi 3.761 DSi 2.393 Dsi 2.393 DSi 4.786 DSi 4.786 DSi 2.906 DSi 2.906 DSi 2.906 DSi 2.906 DSi 3.761 DSi 2.393 DSi 2.393 DSi 4.786 DSi 4.786 DSi 2.906 DSi 2.906 DSi 2.906 DSi 2.906 DSi 3.761 DSi 2.393 DSi 2.393 DSi 4.786 DSi 4.786 DSi 2.906 DSi 2.906 DSi 2.906 DSi 2.906 DSi 3.761 DSi 2.393 DSi VuiMax 2.393 DSi 4.786 DSi 4.786 DSi 2.906 DSi 2.906 DSi 2.906 DSi 2.906 DSi 3.761 DSi 2.393 DSi PhiVn Vu 85 Dsi 85 DSi 85 Dsi 85Dsi 85 Dsi 85 Dsi 85 Dsi 85 Dsi 85 Dsi /Phi'Vn 0.02816 0.05631 0.05631 0.03419 0.03419 0.03419 0.03419 0.04424 0.02816 All units Status OK OK OK OK OK OK OK OK OK Load Combination..^ Vu Phi'Vn _ Vu / Phi'Vn Status +1.40D 10.816 DSi 170 DSi 0.06362 OK +1.20D+O.50Lr+1.60L+1.60H 21.631 osi 170Dsi 0.1272 OK +1.20D+1.60L-tO.50S+1.60H 21.631 DSi 170 DSi 0.1272 OK +1.20D+1.60LrtO.50L 13.133 DSi 170 DSi 0.07725 OK +1.20D+O.50L+1.60S 13.133 DSi 170 DSi 0.07725 OK +1.20D+O.50Lr+O.50L+1.60W 13.133 Dsi 170 DSi 0.07725 OK +1.20D-<O.50L-K).50S+1.60W 13.133 DSi 170 DSi 0.07725 OK +1.20D-tO.50L-*O.20S+e 16.996 Dsi 170 DSi 0.09998 OK -K).90D+E+1.60H 10.816 DSi 170 DSi 0.06362 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. #: KW-06006198 Description: Pad ©BELLTOWER File: C:\Documents and Settingstehawn nil(joo\My Documenls\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC General Information Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density 9 Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions Width parallel to X-x Axis Length parallel to Z-Z Axis Footing Thicknes = Load location offset from footing center... ex: parallel to X-X Axis ez: parallel to Z-Z Axis = Pedestal dimensions... px: parallel to X-X Axis pz: parallel to Z-Z Axis " Height Rebar Centeriine to Edge of Concrete., at Bottom of footing Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sizf 2.50 ksi 60.0 ksi ,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 1.50 Yes Yes No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater4 Calculations per ACI 318^)8, IBC 2009, CBC 2010, ASCE 7-05 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft 4.0 ft 4.0 ft 16.0 in in in in 3.0 in 4.0 * 6 4.0 * 6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a * Bars required within zone p/a # Bars required on each side of zone n/a Applied Loads P: Column Load OB: Overt)urden M-xx M-zz V-x V-z 10.0 Lr L 10.0 w E 11.0 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. #: KW-06006198 File: CADocuments and Settingstehawn nikjoo\My Documents\ENERCALC Data Rles\ncccJ 01585.ec6 • ENERCALC, INC 1983-2011, Build:6,11.4.5, Ver.6.11.4.5 I Description: Pad ©BELL TOWER DESIGNSUMMARY Licensee : INLAND ENGINEERING CONSULTING INC Design OK Min. Ratio Hem Applied Capacity Goveming Load Combination PASS 0.9732 Soil Bearing 1.648 ksf 1.693 ksf +D-tO.750L-tO.750S+O.5250E+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overtuming - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1416 Z Flexure (+X) 3.499 k-ft 24.715 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.1416 Z Flexure (-X) 3.499 k-ft 24.715 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.1416 X Flexure (+Z) 3.499 k-ft 24.715 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.1416 X Flexure (-Z) 3.499 k-ft 24.715 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.1197 1-way Shear (+X) 10.171 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.1197 1-way Shear (-X) 10.171 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.1197 1-way Shear (+Z) 10.171 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.1197 1-way Shear (-Z) 10.171 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.2245 2-way Punching 38.173 psi 170.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc +Z Actual Soil Bearing Stress +Z -X -X Actual / Allowable Ratio X-X,+D X-X +D+L+H X-x! +D+0,750Lr-K),750L+H X-X, +D+O.750L+0,750S+H x-x, +D-»0.70E+H X-X, +D+O,750Lr-K),750L-K),750W+H X-X, +D+O,750L+O,750S+O,750W+H X-X, +D+0,750Lr-K),750L-K),5250E+H X-X, +O+0,750L+0,750S+0.5250E+H X-X. +0.60D+0,70E+H Z-Z,+D Z-Z +D+L+H z-z! +O+0.750Lr+0.750L+H Z-Z. +D-K).750L+0.750S+H Z-Z +D+0 70E+H Z-z! +D+0!750Lr+O.750L+O.750W+H Z-Z, +D+O.750L+O,750S-K),750W+H Z-Z. +D+O.750Lr+O.750L+O.5250E+H Z-Z. +O+0.750L+O.750S+0.5250E+H Z-Z, -H).60D+O.70E+H Overturning Stability Rotation Axis & J.oad Combination... Footing Has NO Overtuming Sliding Stability Force Application Axis Load Combination.. Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination X-X, +1,40D X-X,+1,40D X-X, +1,20D+O,50Lr+1,60L+1,60H X-X, +1,20D+0,50Lr+1,60L+1,60H X-X. +1,20D+1.60L+O,50S+1.60H 1.693 n/a 0.0 0.8183 0.8183 n/a n/a 0.483 1.693 n/a 0.0 1.443 1.443 n/a n/a 0.852 1.693 n/a 0.0 1.287 1.287 n/a n/a 0.760 1.693 n/a 0.0 1.287 1.287 n/a n/a 0.760 1.693 n/a 0.0 1.30 1.30 n/a n/a 0.768 1.693 n/a 0.0 1.287 1.287 n/a n/a 0.760 1.693 n/a 0.0 1.287 1.287 n/a n/a 0.760 1.693 n/a 0.0 1.648 1.648 n/a n/a 0.973 1.693 n/a 0.0 1.648 1.648 n/a n/a 0.973 1.693 n/a 0.0 0.9723 0.9723 n/a n/a 0.574 1.693 0.0 n/a n/a n/a 0.8183 0.8183 0.483 1.693 0.0 n/a n/a n/a 1.443 1.443 0.852 1.693 0.0 n/a n/a n/a 1,287 1.287 0.760 1.693 0.0 n/a n/a n/a 1.287 1.287 0.760 1.693 0.0 n/a n/a n/a 1,30 1.30 0.768 1.693 0.0 n/a n/a n/a 1.287 1.287 0.760 1.693 0.0 n/a n/a n/a 1.287 1.287 0.760 1.693 0.0 n/a n/a n/a 1.648 1.648 0.973 1.693 0.0 n/a n/a n/a 1.648 1.648 0.973 1.693 0.0 n/a n/a n/a 0.9723 0.9723 0.574 Overturning Moment Resisting Moment Stability Ratio Status --„ _ All units k Sliding Force Resisting Force Sliding SafetyRatio Status Mu Which Tension @ BoL As Req'd Gvm. As Actual As Phi'Mn Status k-fl Side ? or Top ? in«2 jn*2 in«2 k-ft 1.75 +Z Bottom 0.35 Bendina 0.44 24.715 OK 1.75 -Z Bottom 0.35 Bendina 0.44 24.715 OK 3.499 +Z Bottom 0.35 Bendina 0.44 24.715 OK 3.499 -z Bottom 0.35 Bendina 0.44 24.715 OK 3.499 +z Bottom 0.35 Bendina 0.44 24.715 OK INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc; Project Notes: Job* 101585 General Footing Lie. # : KW-06006198 File: C:\Docunients and Settingstehawn nik)oo\My DocumentstNERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2011, Build:6.11,4.5,Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : Pad @ BELL TOWER Footing Flexure Flexure Axis & Load Combination X-X, X-X, x-x, x-x, x-x, x-x, x-x, x-x. •1,20D-t€.50L+1,60S •1,20D+O,50L+1,60S •1.20D+O.50Lr+O.50L+1.60W •1.20D-tO.50Lr+O.50L+1.60W •1.20D+O.50L+O.50S+1.60W •1.20D+0.50L+0.50S+1.60W •1.20D-H).50L+{).20S+E •1.20D+O.50L+O.20S+E X-X, -tO,90D+£+1.60H X-X, +0.90D+E+1.60H Z-Z.+1.40D Z-Z,+1.40D Z-Z, +1,20D-K),50Lr+1,60L+1,60H Z-Z, +1,20D+O,50Lr+1.60L+1,60H Z-Z, +1.20D+1.60L+O.50S+1.60H Z-Z, +1,20D+1,60L+O,50S+1,60H Z-Z,+1,20D+1,60Lr-tO,50L Z-Z,+1,20D+1,60Lr+0,50L Z-Z,+1,20DHO,50L+1,60S Z-Z,+1,20D+O,50L+1,60S Z-Z, +1,20D-K),50Lr+O,50L+1,60W Z-Z, +1,20D+0.50Lr+0,50L+1,60W Z-Z, +1.20D+O.50L+O.50S+1.60W Z-Z. +1.20D+O.50L-K3.50S+1.60W Z-Z,+1,20D+O.50L-K),20S+E Z-Z,+1,20D+O,50L-K),20S+E Z-Z, +0,90D+E+1,60H Z-Z, +O.90D+E+1,60H One Way Shear » c Which Side? Tension® Bot As Req'd or Top ? in*2 Gvm. As in*2 Actual As in«2 Phi'Mn k-ft Status 2.125 +Z Bottom 0.35 Bendina 0.44 24.715 OK 2.125 -Z Bottom 0.35 Bendina 0.44 24.715 OK 2.125 +z Bottom 0.35 Bendina 0.44 24.715 OK 2.125 -z Bottom 0.35 Bendina 0.44 24.715 OK 2.125 +z Bottom 0.35 Bendina 0.44 24.715 OK 2.125 -z Bottom 0.35 Bendina 0.44 24.715 OK 3.499 +z Bottom 0.35 Bendina 0.44 24.715 OK 3.499 -z Bottom 0.35 Bendina 0.44 24.715 OK 2.5 +z Bottom 0.35 Bendina 0.44 24.715 OK 2.5 -z Bottom 0.35 Bendina 0.44 24.715 OK 1.75 -X Bottom 0.35 Bendina 0.44 24.715 OK 1.75 +x Bottom 0.35 Bendina 0.44 24.715 OK 3.499 -X Bottom 0.35 Bendina 0.44 24.715 OK 3.499 +x Bottom 0.35 Bendina 0.44 24.715 OK 3.499 -X Bottom 0.35 Bendina 0.44 24.715 OK 3.499 +X Bottom 0.35 Bendina 0.44 24.715 OK 2.125 -X Bottom 0.35 Bendina 0.44 24.715 OK 2.125 +x Bottom 0.35 Bendina 0.44 24.715 OK 2.125 -X Bottom 0.35 Bendina 0.44 24.715 OK 2.125 +x Bottom 0.35 Bendina 0.44 24.715 OK 2.125 -X Bottom 0.35 Bendina 0.44 24.715 OK 2.125 +X Bottom 0.35 Bendina 0.44 24.715 OK 2.125 -X Bottom 0.35 Bendina 0.44 24.715 OK 2.125 +X Bottom 0.35 Bendina 0.44 24.715 OK 3.499 -X Bottom 0.35 Bendina 0.44 24.715 OK 3.499 +x Bottom 0.35 Bendina 0.44 24.715 OK 2.5 -X Bottom 0.35 Bendina 0.44 24.715 OK 2.5 +X Bottom 0.35 Bendina 0.44 24.715 OK Load Combination... Vu@-X Vu@+X Vu( i-Z Vu@+Z Vu:Max PhiVn Vu/Phi'Vn Status +1.40D 5.085 DSi 5.085 DSi 5.085 DSi 5.085 Dsi 5.085 DSi 85 DSi 0.05983 OK +1.20D+0,50Lr+1.60L+1,60H 10.171 DSi 10.171 DSi 10.171 DSi 10.171 DSi 10.171 DSi 85 DSi 0.1197 OK +1.20D+1.60L+O.50S+1.60H 10.171 DSi 10.171 DSi 10.171 DSi 10.171 DSi 10.171 DSi 85 DSi 0.1197 OK +1.20D+1.60Lr+0.50L 6.175 Dsi 6.175 Dsi 6.175 DSi 6.175 DSi 6.175 DSi 85 DSi 0.07265 OK +1.20D+O.50L+1.60S 6.175 Dsi 6.175 Dsi 6.175 DSi 6.175 DSi 6.175 DSi 85 DSi 0.07265 OK +1.20D+0.50Lr+O.50L+1.60W 6.175 DSi 6.175 DSi 6.175 DSi 6.175 DSi 6.175 DSi 85 DSi 0.07265 OK +1.20D+O.50L+O.50S+1.60W 6.175 Dsi 6.175 DSi 6.175 DSi 6.175 Dsi 6.175 DSi 85 Dsl 0.07265 OK +1.20D+0.50L+0.20S+E 10.171 DSi 10.171 DSi 10.171 DSi 10.171 DSi 10.171 DSi 85 DSi 0.1197 OK +O.90D+E+1.60H 7.265 DSi 7.265 DSi 7.265 DSi 7.265 DSi 7.265 DSi 85 DSi 0.08547 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 19.086 DSi 170 DSi 0.1123 OK +1.20D+O.50Lr+1.60L+1.60H 38.173 DSi 170 DSi 0.2245 OK +1.20D+1.60L+O.50S+1.60H 38.173 DSi 170 DSi 0.2245 OK +1.20D+1.60Lr+0.50L 23.176 DSi 170 DSi 0.1363 OK +1.20D+0.50L+1.60S 23.176 DSi 170 DSi 0.1363 OK +1.20D+O.50Lr+O.50L+1.60W 23.176 DSi 170 DSi 0.1363 OK +1.20D-tO.50L+0.50S+1.60W 23.176 DSi 170 DSi 0.1363 OK +1.20D+0.50L-K).20S+E 38.173 DSi 170 DSi 0.2245 OK +O.90D+E+1.60H 27.266 DSi 170 DSi 0.1604 OK INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. # : KW-06006198 FilerC:\Documents and Settingstehawn nilqoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: padatbm. 16 General Information 0.00140 0.00180 1.50 1.50 Yes Yes No IVlaterial Properties fc: Concrete 28 day strength = 2.50 ksi fy: Rebar Yield = 60.0 ksi Ec: Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf cp Values Flexure = 0.90 Shear = 0.850 Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions Width parallel to X-X Axis = 6.50 ft Length parallel to Z-Z Axis = 6.50 ft Footing Thicknes = 16.0 in Load location offset from footing center... ex: parallel to X-X Axis = 0 in ez; parallel to Z-Z Axis = 0 in Pedestal dimensions... px: parallel to X-X Axis = in pz: parallel to Z-Z kt.\s z in Height ~ in Rebar Centeriine to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Ax\s Number of Bars ~ 6.0 Reinforcing Bar Size = #6 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Siz( = * 6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation * Bars required within zone * Bars required on each side of zone Applied Loads n/a n/a n/a Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Soil Design Values Allowable Soil Bearing = 1.50 ksf Increase Bearing By Footing Weight = Yes Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth below soil surface = ft Allowable pressure increase per foot of deptl= ksf when footing base is below = ft Increases based on footing plan dimension Allowable pressure increase per foot of dept = ksf when maximum length or width is greater^* ft P: Column Load OB: Overburden M-xx M-zz V-x V-z 29.50 J- _ 29.50 W k ksf k-ft k-ft k k INUND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. # : KW-06006198 Description : pad at bm. 16 DESIGNSUMMARY File: C:\Docunients and Settingstehawn nikioo\My Docunnents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2011, Build:6.11.45, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Design OK Min. Ratio Kem Applied Capacity Governing Load Combination PASS 0.9390 Soil Bearing 1.590 ksf 1.693 ksf +D+L+H PASS n/a Overtuming - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4511 Z Flexure (+X) 10.323 k-ft 22.887 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.4511 Z Flexure (-X) 10.323 k-ft 22.887 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.4511 X Flexure (+Z) 10.323 k-ft 22.887 k-ft +1.20D+O.50Lr+1.60L+1.60H PASS 0.4511 X Flexure (-Z) 10.323 k-ft 22.887 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3194 1-way Shear (+X) 27.153 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.3194 1-way Shear (-X) 27.153 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3194 1-way Shear (+Z) 27.153 psi 85.0 psi +1.20D+O.50Lr+1.60L+1.60H PASS 0.3194 1-way Shear (-Z) 27.153 psi 85.0 psi +1.20D-K).50Lr+1.60L+1.60H PASS 0.6972 2-way Punching 118.52 psi 170.0 psi +1.20D+O.50Lr+1.6OL+1.60H Detailed Results Soil Bearing^ Rotation Axis & Actual Soil Bearing Stress Actual / Alloviable Load Combination... Gross Allowable Xecc Zecc +Z_ +Z -X •X Ratio X-X.+D 1.693 n/a 0.0 0.8916 0.8916 n/a n/a 0.527 X-X. +D+L+H 1.693 n/a 0.0 1.590 1.590 n/a n/a 0.939 X-X, +D+0.750Lr+0,750L+fl 1.693 n/a 0.0 1.415 1.415 n/a n/a 0.836 X-X, +D+O.750L-K).750S+H 1.693 n/a 0.0 1.415 1.415 n/a n/a 0.836 X-X. +D+O,750Lr+O,750L+O,750W+H 1.693 n/a 0.0 1.415 1.415 n/a n/a 0.836 X-X, +D-K),750L+O.750S-»O,750W+H 1.693 n/a 0.0 1.415 1.415 n/a n/a 0.836 X-X, +D+fl.750Lr+O.750L+O.5250E+fl 1.693 n/a 0.0 1.415 1.415 n/a n/a 0.836 X-X, +O+O,750L-K).750S+0.5250E+H 1.693 n/a 0.0 1.415 1.415 n/a n/a 0.836 z-z,+o 1.693 0.0 n/a n/a n/a 0.8916 0.8916 0.527 Z-Z, +D+L+H 1.693 0.0 n/a n/a n/a 1,590 1.590 0.939 Z-Z, +D+0,750Lr40,750L+H 1.693 0.0 n/a n/a n/a 1,415 1.415 0.836 Z-Z, +O+0.750L-tO.750S+H 1.693 0.0 n/a n/a n/a 1,415 1.415 0.836 Z-Z, +O+0,750Lr+0.750L-K).750W+H 1.693 0.0 n/a n/a n/a 1,415 1.415 0.836 Z-Z, +D+0.750L+0.750S+0.750W+fl 1.693 0.0 n/a n/a n/a 1,415 1.415 0.836 Z-Z. +O+O.750Lr+O.750L-t€.5250E+H 1.693 0.0 n/a n/a n/a 1.415 1.415 0.836 Z-Z. +O+0.750L+O.750S+O.5250E+H 1.693 0.0 n/a n/a n/a 1.415 1.415 0.836 Overtuming Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination.. Sliding Force Resisting Force Sliding SafetyRatio Jtatus Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination X-X.+1.40D X-X.+1.40D X-X. +1.20D+O.50Lr+1.60L+1.60H X-X. +1.20D+0.50Lr+1.60L+1.60H X-X, +1,20D+1,60L+O.50S+1.60H X-X, +1,20D+1,60L+0,50S+1,60H X-X,+1,20D+1,60Lr+O,50L X-X,+1,20D+1,60Lr-K).50L X-X,+1.20D-tO.50L+1.60S Mu Which Tension® BoL As Req'd Gvrn. As Actual As Phi'Mn Status J:L... Side? or Top ? in''2 in''2 in*2 k-ft 5.162 +Z Bottom 0.35 Bendina 0.41 22.887 OK 5.162 -Z Bottom 0.35 Bendina 0.41 22.887 OK 10.323 +z Bottom 0.35 Bendina 0,41 22,887 OK 10.323 -z Bottom 0.35 Bendina 0,41 22,887 OK 10.323 +z Bottom 0.35 Bendina 0,41 22.887 OK 10.323 -z Bottom 0.35 Bendina 041 22.887 OK 6.268 +z Bottom 0.35 Bendina 041 22.887 OK 6.268 -z Bottom 0.35 Bendina 0.41 22.887 OK 6.268 +z Bottom 0.35 Bendina 0.41 22.887 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Description: padatbm. 16 Footing Flexure File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101 S85.ec6 • ENERCALCINC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Flexure Axis & Load Combination Mu k-ft Which Side? Tension® BoL As Req'd or Top ? in'*2 Gvm. As in*2 Actual As in*2 Phi'Mn k-ft Status X-X. +1.20D+0.50L+0.50S+1.60W 6,268 +Z Bottom 0.35 Bendina 0.41 22.887 OK X-X. +1.20D+0.50L+0.50S+1.60W 6,268 -Z Bottom 0.35 Bendina 0.41 22.887 OK X-X,+1,20D-»O,50L+O.20S+E 6.268 +z Bottom 0.35 Bendina 0.41 22.887 OK X-X,+1,20D+O,50L+O.20S+E 6.268 -z Bottom 0.35 Bendina 0.41 22.887 OK Z-Z.+1.40D 5.162 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z,+1,40D 5.162 +x Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1,20D+O,50Lr+1.60L+1,60H 10.323 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 10.323 +x Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1,20D+1,60L-*O,50S+1,60H 10.323 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z,+1,20D+1,60L+0,50S+1,60H 10.323 +x Bottom 0.35 Bendina 0.41 22.887 OK Z-Z,+1,20D+1,60Lr+{),50L 6.268 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z,+1,20D+1,60Lr+O,50L 6.268 +x Bottom 0.35 Bendina 0.41 22.887 OK Z-Z,+1,20D+O,50L+1,60S 6.268 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z,+1.20D+0,50L+1.60S 6.268 +x Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1.20D+O.50Lr+O.50L+1.60W 6.268 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1.20D+O.50Lr+O.50L+1.60W 6.268 +x Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1,20D+O,50L-K),50S+1,60W 6.268 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z, +1.20D+O.50L+O.50S+1.60W 6.268 +x Bottom 0.35 Bendina 0.41 22.887 OK Z-Z,+1,20D-t{),50L+O,20S+E 6.268 -X Bottom 0.35 Bendina 0.41 22.887 OK Z-Z,+1,20D+O,50L+O,20S+E 6.268 +x Bottom 0.35 Bendina 0.41 22.887 OK One Way Shear Load Combination... Vu@-X Vu@ +X Vu@-Z VuJ I+Z Vu:Max PhiVn Vu/Phi'Vn Status +1.40D 13.577 DSi 13.577 DSi 13.577 DSi 13.577 DSi 13.577 DSi 85 Dsl 0,1597 OK +1.20D+O.50Lr+1.60L+1.60H 27.153 DSi 27.153 DSi 27.153 DSi 27.153 DSi 27.153 DSi 85 Dsi 0,3194 OK +1.20D+1.60L+O.50S+1.60H 27.153 DSi 27.153 DSi 27.153 DSi 27.153 DSi 27.153 DSi 85 Dsi 0,3194 OK +1.20D+1.60Lr+O.50L 16.486 DSi 16.486 DSi 16.486 DSi 16.486 DSi 16.486 DSi 85 Dsi 0,194 OK +1.20D+O.50L+1.60S 16.486 DSi 16.486 DSi 16.486 DSi 16.486 DSi 16,486 DSi 85 Dsi 0.194 OK +1.20D-tO.50Lr+O.50L+1.60W 16.486 DSi 16.486 DSi 16.486 DSi 16.486 DSi 16,486 DSi 85 Dsi 0.194 OK +1.20D+O.50L+0.50S+1.60W 16.486 DSi 16.486 DSi 16.486 DSi 16.486 DSi 16,486 DSi 85 Dsi 0.194 OK +1.20D+O.50L-tO.20S+E 16.486 DSi 16.486 DSi 16.486 DSi 16.486 DSi 16,486 DSi 85 Dsi 0.194 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 59.259 Dsi 170Dsi 0.3486 OK +1.20D-K).50Lr+1.60L+1.60H 118.52 DSi 170 DSi 0.6972 OK +1.20D+1.60L+O.50S+1.60H 118.52 DSi 170 DSi 0.6972 OK +1.20D+1.60Lr-K).50L 71.958 DSi 170Dsi 0.4233 OK +1.20D4O.50L+1.60S 71.958 DSi 170 DSi 0.4233 OK +1.20D-K).50Lr+0.50L+1.60W 71.958 DSi 170Dsi 0.4233 OK +1.20D+O.50L+O.50S+1.60W 71.958 DSi 170 DSi 0.4233 OK +1.20D+O.50L+O.20S+E 71.958 Dsi 170 DSi 0.4233 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. #: KW-06006198 Description : Pad FTG. AT CHAPEL CANT. COL. General Information Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 :1 1.50 :1 Yes Yes Yes Width parallel to X-X Axis Length parallel to Z-Z Axis = Footing Thicknes = Load location offset from footing center., ex: parallel to X-X Axis = ez: parallel to Z-Z Axis = Pedestal dimensions... px: parallel to X-X /\xis = pz: parallel to Z-Z Axis ~ Height Rebar Centeriine to Edge of Concrete., at Bottom of footing = Reinforcing 4.250 ft 4.250 ft 18.0 in 0 in 0 in 12 0 in 12 0 in 12 0 in 3 0 in Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size 4.0 * 6 4.0 * 6 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation * Bars required within zone # Bars required on each side of zone Applied Loads n/a n/a n/a File: C:\Doeuments and Settingstehawn nilqoo\My Docunients\ENERCALC Data Files\ncccJ 01585.ec6 • ENERCALC, INC 1983-2011, Build:6.11.4.5,Ver,6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure Increase per foot of depl = when maximum length or width is greater4 1.50 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft tn MM t 2'-1-1/Z' Lr W P: Column Load OB: Overburden M-xx M-zz V-x V-z 8.0 6.0 2.0 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. #: KW-06006198 File; CADocuments and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ee6 • ENERCALC, INC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : Pad FTG. AT CHAPEL CANT. COL. DESIGNSUMMARY Design OK Min. Ratio Hern Applied Capacity Goveming Load Combir PASS 0.7467 Soil Bearing 1.120 ksf 1,50 ksf +O+0.750Lr+0.750L+0.5250E+H PASS 4.398 Overtuming - X-X 3.50 k-ft 15,394 k-ft 0.6D-tO.7E PASS n/a Overtuming - Z-Z 0.0 k-ft 0,0 k-ft No Overtuming PASS n/a Sliding-X-X 0.0 k 0,0 k No Sliding PASS 1.552 Sliding - Z-Z 1.40 k 2,173 k 0.6D+0.7E PASS n/a Uplift 0.0 k 0,0 k No Uplift PASS 0.05207 Z Flexure (+X) 1.416 k-ft 27,196 k-ft +1.20D+1.60Lr-tO.50L PASS 0.05207 Z Flexure (-X) 1.416 k-ft 27.196 k-ft +1.20D+1.60Lr-tO.50L PASS 0.05207 X Flexure (+Z) 1416 k-ft 27,196 k-ft +1.20D+1.60Lr-K).50L PASS 0.05207 X Flexure (-Z) 1,416 k-ft 27.196 k-ft +1.20D+1.60Lr+0.50L PASS 0.02539 1-way Shear (+X) 2,364 psi 93.113 psi +1.20D+1.60Lr+O.50L PASS 0.02539 1-way Shear (-X) 2,364 psi 93.113 psi +1.20D+1.60Lr-K).50L PASS 0.02539 1-way Shear (+Z) 2,364 psi 93.113 psi +1.20D+1.60Lr+{).50L PASS 0.02539 1-way Shear (-Z) 2,364 psi 93.113 psi +1.20D+1.60Lr+O.50L PASS 0.04685 2-way Punching 8,725 psi 186.23 psi +1.20D+1.60Lr+O.50L Detailed Results Soil Bearing Rotation Axis & Load Combination.. Gross Allowable Xecc Zecc +Z Actual Soil Bearing Stress +Z -X Actual / Allowable Ratio X-X,+D 1.50 X-X,+D+Lr+H 1.50 X-X,+O+0,750Lr+0,750L+H 1,50 X-X,+D+0,70E+H 1,50 X-X,+D+O.750Lr+O,750L+O,750W+H 1,50 X-X, +D+0.750Lr+0.750L+0.5250E+H 1.50 X-X,+D+O.750L+O.750S-K).5250E+H 1.50 X-X,-tO.60D-K).70E+H 1.50 Z-Z,+D 1,50 Z-Z,+D+Lr+H 1.50 Z-Z,+O+0.750Lr-K),750L+H 1.50 Z-Z,+O+0,70E+H 1.50 Z-Z.+D+O.750Lr+O.750L+O.750W+fl 1.50 Z-Z.+D-H).750Lr+O.750L+O.5250E+H 1.50 Z-Z,+O+0,750L+0.750S+0.5250E+H 1,50 Z-Z,+O.60D+O,70E+H 1.50 Overtuming Stability Rotation Axis & Load Combination... X-X, D X-X, D+Lr X-X, 0,6D+O,7E Z-Z,D Z-Z, D+Lr Z-Z, 0,6D+O,7E Sliding Stability n/a n/a n/a n/a n/a n/a n/a n/a 0,0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.479 0.0 1.901 2.609 5.798 n/a n/a n/a n/a n/a n/a n/a n/a 0.6684 1.001 0.9176 0.3985 0.9176 0.7151 0.4660 0.1311 n/a n/a n/a n/a n/a n/a n/a n/a Overturning Moment None None 3.50 k-ft None None None Force Application Axis Load Combination.. X-X,D X-X. DHlr X-X, 0.6D-K),7E Z-Z,D Z-Z, D+Lr Z-Z, 0.6D+0,7E Sliding Force 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 1.40 k 0.6684 n/a n/a 0.446 1.001 n/a n/a 0.667 0.9176 n/a n/a 0.612 0.9383 n/a n/a 0.626 0.9176 n/a n/a 0.612 1.120 n/a n/a 0.747 0.8709 n/a n/a 0.581 0.6710 n/a n/a 0.447 n/a 0.6684 0.6684 0.446 n/a 1.001 1,001 0.667 n/a 0.9176 0.9176 0.612 n/a 0.6684 0.6684 0.446 n/a 0.9176 0.9176 0.612 n/a 0.9176 0.9176 0.612 n/a 0.6684 0.6684 0.446 n/a 0.4011 0.4011 0.267 Resisting Moment Stability Ratio Status 0.0 k-ft Infinitv OK 0.0 k-ft Infinitv OK 15.394 k-ft 4.398 OK 0.0 k-ft Infinitv OK 0.0 k-ft Infinitv OK 0.0 k-ft Infinitv OK All units k Resisting Force Sliding SafetyRatio Status 3.622 k No Slidina OK 5.422 k No Slidina OK 2.173 k No Slidina OK 3.622 k No Slidina OK 5.422 k No Slidina OK 2.173 k 1.552 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lie. # : KW-06006198 File: C:\Documents and Settingstehawn nikioo\My Docunients\ENERCALC Data Files\ncccJ 01585.ec6 • ENERCALC INC. 1983-2011, Build:6.11.4.5, Ven6.11.45 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Pad FTG. AT CHAPEL CANT. COL. Footing Flexure Flexure Axis & Load Combination Mu k-ft Which Side? Tension® BoL As Req'd or Top ? in*2 Gvm. As in«2 Actual As in*2 Phi'Mn k-ft Status X-X,+1,40D 0.8334 +Z Bottom 0.39 Bendina 0.41 27.196 OK X-X,+1,40D 0.8334 -Z Bottom 0.39 Bendina 0.41 27.196 OK X-X, +1,20D+O,50Lr+1,60L+1,60H 0.9336 +z Bottom 0.39 Bendina 0.41 27,196 OK X-X, +1,20D+O,50Lr+1,60L+1,60H 0.9336 -z Bottom 0.39 Bendina 041 27,196 OK X-X,+1,20D+1,60Lr+0.50L 1.416 +z Bottom 0.39 Bendina 0.41 27,196 OK X-X,+1,20D+1,60Lr+O,50L 1.416 -z Bottom 0.39 Bendina 0.41 27,196 OK X-X, +1,20D+1,60Lr+O,80W 1.416 +z Bottom 0.39 Bendina 0.41 27.196 OK X-X,+1,20D+1,60Lr+0.80W 1.416 -z Bottom 0.39 Bendina 0.41 27.196 OK X-X, +1.20D+0.50Lr-K).50L+1.60W 0.9336 +z Bottom 0.39 Bendina 0.41 27.196 OK X-X, +1.20D+O.50Lr+O.50L+1.60W 0.9336 -z Bottom 0.39 Bendina 041 27.196 OK X-X,+1,20D+O,50L-tfl,20S+E 1.099 +z Bottom 0.39 Bendina 0.41 27.196 OK X-X,+1,20D+O.50L-t{l.20S+E 0.33 -z Bottom 0.39 Bendina 041 27.196 OK X-X, +O.90D+E+1.60H 0.9201 +z Bottom 0.39 Bendina 041 27.196 OK X-X,+O,90D+E+1,60H 0.1514 -z Bottom 0.39 Bendina 0.41 27.196 OK Z-Z,+1,40D 0.8334 -X Bottom 0.39 Bendina 041 27.196 OK Z-Z,+1,40D 0.8334 +x Bottom 0.39 Bendina 0.41 27.196 OK Z-Z, +1,20D+O,50Lr+1,60L+1,60H 0.9336 -X Bottom 0.39 Bendina 041 27.196 OK Z-Z, +1,20D+O,50Lr+1,60L+1,60H 0.9336 +x Bottom 0.39 Bendina 0.41 27.196 OK Z-Z,+1,20D+1,60Lr-tO,50L 1.416 -X Bottom 0.39 Bendina 0.41 27.196 OK Z-Z,+1,20D+1,60Lr-tO,50L 1.416 +X Bottom 0.39 Bendina 041 27.196 OK Z-Z,+1.20D+1,60Lr+O,80W 1.416 -X Bottom 0.39 Bendina 0.41 27.196 OK Z-Z,+1,20D+1,60Lr+O,80W 1.416 +x Bottom 0.39 Bendina 0.41 27.196 OK Z-Z. +1.20D+O.50Lr+O.50L+1.60W 0.9336 -X Bottom 0.39 Bendina 0.41 27.196 OK Z-Z. +1.2OD+O.5OLr+O,50L+1.60W 0.9336 +x Bottom 0.39 Bendina 0.41 27.196 OK Z-Z.+1.20D+O.50L+O.20S+E 0.7144 -X Bottom 0.39 Bendina 041 27.196 OK Z-Z,+1,20D+O,50L+O,20S+£ 0.7144 +X Bottom 0.39 Bendina 041 27.196 OK Z-Z, +0.90D+E+1,60H 0.5358 -X Bottom 0.39 Bendina 041 27.196 OK Z-Z.-tO,90D+E+1,60H 0.5358 +x Bottom 0.39 Bendina 041 27.196 OK One Way Shear Load Combination... Vu@-X Vu@ +X Vu(i ^Z Vu(§ ),*Z Vu:Max PhiVn Vu / Phi'Vn Status +1.40D 1.391 DSi 1.391 DSi 1.391 DSi 1.391 DSi 1.391 DSi 93.113 DSi 0.01494 OK +1.20D+0.50Lr+1.60L+1.60H 1.558 DSi 1.558 DSi 1.558 DSi 1.558 DSi 1.558 DSi 93.113 DSi 0.01674 OK +1.20D+1.60Lr+0.50L 2.364 DSi 2.364 DSi 2.364 DSi 2.364 DSi 2.364 DSi 93.113 DSi 0.02539 OK +1.20D+1.60Lr-K).80W 2.364 DSi 2.364 DSi 2.364 DSi 2.364 DSi 2.364 DSi 93.113 DSi 0.02539 OK +1.20D-K).50Lr+0.50L+1.60W 1.558 DSi 1.558 DSi 1.558 DSi 1.558 DSi 1.558 DSi 93.113 Dsi 0.01674 OK +1.20D+O.50L-K).20S+E 1.192 DSi 1.192 DSi 0.4116 DSi 1.973 DSi 1.973 DSi 93.113 Dsi 0.02119 OK +O.90D+E+1.60H 0.8944 DSi 0.8944 DSi 0.1135 DSi 1.675 DSi 1.675 DSi 93.113 DSi 0.01799 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu/Phi'Vn Status +1.40D 5.136 Dsi 186.23 DSi 0.02758 OK +1.20D+{).50Lr+1.60L+1.60H 5.753 Dsi 186.23 DSi 0.03089 OK +1.20D+1.60Lr+0.50L 8.725 DSi 186.23 DSi 0.04685 OK +1.20D+1.60Lr-K).80W 8.725 DSi 186.23 DSi 0.04685 OK +1.20Dt{).50Lr+O.50L+1.60W 5.753 DSi 186.23 DSi 0.03089 OK +1.20D-tO.50L-tO.20S+E 4.402 DSi 186.23 DSi 0.02364 OK +O.90D+E+1.60H 3.301 DSi 186.23 Dsi 0.01773 OK INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 1 General Footing Lie. #: KW-06006198 Description: Pad @ frame line C.l General Information File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Calculations per ACI 31848, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overtuming Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00140 0.00180 1.50 1.50 Yes Yes No Width parallel to X-X Axis Length parallel to Z-Z Axis = Footing Thicknes = Load location offset from footing center., ex: parallel to X-X Axis = ez: parallel to Z-Z Axis Pedestal dimensions... px: parallel to X-X Axis = pz: parallel to Z-Z Axis I Height Rebar Centeriine to Edge of Concrete., at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sizt 4.50 ft 4.50 ft 16.0 in 0 in 0 in in in In 3.0 in 4.0 * 6 4.0 * 6 Bandwidth Distribution Check (ACi 15.4.4.2) Direction Requiring Closer Separation * Bars required within zone # Bars required on each side of zone Applied Loads n/a n/a n/a Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footina Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater^ 1.50 ksf Yes 250.0 pcf 0.30 ft ksf ft ksf ft P: Column Load OB: Overtiurden 12.0 M-xx M-zz V-x V-z 4'. 6' L 12.0 W E 13.50 k ksf k-ft k-ft k k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\ncccJ01585.ec6 j ENERCALC, INC 1983-2011, Build:6.11.4.5, Ver.6.11.4S • Lie. #: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Pad @ frame line G.1 DESIGNSUMMARY Design OK Min. Ratio Item Applied Capacity Goveming Load Combi PASS 0.9331 Soil Bearing 1.580 ksf 1.693 ksf +O+0.750L+0.750S+O.5250E+H PASS n/a Overtuming - X-X 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Overtuming - Z-Z 0.0 k-ft 0.0 k-ft No Overtuming PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1920 Z Flexure (+X) 4.237 k-ft 22.070 k-ft +1.20D+O.50L+O.20S+E PASS 0.1920 Z Flexure (-X) 4.237 k-ft 22.070 k-ft +1.20D+O.50L-K).20S+E PASS 0.1920 X Flexure (+Z) 4.237 k-ft 22.070 k-ft +1.20D+O.50L-tO.20S+E PASS 0.1920 X Flexure (-Z) 4.237 k-ft 22.070 k-ft +1.20D-tO.50L+O.20S+E PASS 0.1439 1-way Shear (+X) 12.234 psi 85.0 psi +1.20D+O.50L+O.20S+E PASS 0.1439 1-way Shear (-X) 12.234 psi 85.0 psi +1.20D-^.50L+O.20S+E PASS 0.1439 1-way Shear (+Z) 12.234 psi 85.0 psi +1.20D+O.50L-K).2OS+E PASS 0.1439 1-way Shear (-Z) 12.234 psi 85.0 psi +1.20D-tO.50L+O.20S+E PASS 0.2761 2-way Punching 46.930 psi 170.0 psi +1.20D+O.50L+O.20S+E Detailed Results Soil^aring Rotation Axis & Load Combination... Gross Allowable Xecc Zecc +Z Actual Soil Bearing Stress +Z -X X-X.+D 1.693 n/a 0.0 0.7859 0.7859 n/a n/a X-X, +D+L+H 1.693 n/a 0.0 1.379 1.379 n/a n/a X-X, +D+O,750Lr+O,750L+H 1.693 n/a 0.0 1.230 1.230 n/a n/a X-X, +D-tO,750L+O,750S+H 1.693 n/a 0.0 1.230 1.230 n/a n/a X-X, +D+0.70E+H 1.693 n/a 0.0 1.253 1.253 n/a n/a X-X. +O+O.750Lr+O.750L+0.750W+H 1.693 n/a 0.0 1.230 1.230 n/a n/a X-X, +O+0.750L+0.750S-t0.750W+H 1.693 n/a 0.0 1.230 1.230 n/a n/a X-X. +D+O.750Lr+O.750L-K).5250E+H 1.693 n/a 0.0 1.580 1.580 n/a n/a X-X, +D+O,750L-K),750S+O,5250E+H 1.693 n/a 0.0 1.580 1.580 n/a n/a X-X, +0.60D-tO,70E+H 1.693 n/a 0.0 0.9382 0.9382 n/a n/a Z-Z,+D 1.693 0.0 n/a n/a n/a 0.7859 0.7859 Z-Z, +D+i+fl 1.693 0.0 n/a n/a n/a 1.379 1.379 Z-Z, +D+O,750Lr+{),750L+H 1.693 0.0 n/a n/a n/a 1.230 1.230 Z-Z, +D+0,750L+0,750S+H 1.693 0.0 n/a n/a n/a 1.230 1.230 Z-Z, +D+0.70E+H 1.693 0.0 n/a n/a n/a 1.253 1.253 Z-Z, +D+0.750Lr+0.750L+0.750W+H 1.693 0.0 n/a n/a n/a 1.230 1.230 Z-Z, +D+0.750L+0.750S+0.750W+H 1.693 0.0 n/a n/a n/a 1.230 1.230 Z-Z, +D+O,750Lr+O,750L+O,5250E+H 1.693 0.0 n/a n/a n/a 1.580 1.580 Z-Z, +O-K),750L+0,750S+<).5250E+H 1.693 0.0 n/a n/a n/a 1.580 1.580 Z-Z, +O.60DtO.70E+H 1.693 0.0 n/a n/a n/a 0.9382 0.9382 Overtuming Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Actual / Allowable Ratio 0.464 0.814 0.726 0.726 0.740 0.726 0.726 0.933 0.933 0.554 0.464 0.814 0.726 0.726 0.740 0.726 0.726 0.933 0.933 0.554 Status Footing Has NO Overtuming Sliding Stability All units k Force Application Axis Load Combjnation., Footing Has NO Sliding Footing Flexure Sliding Force Resisting Force Sliding SafetyRatio Status Flexure Axis & Load Combination X-X,+1,40D X-X,+1.40D X-X, +1,20D+0,50Lr+1,60L+1,60H X-X, +1.20D+O.50Lr+1.60L+1.60H X-X. +1.20D+1.60L+0.50S+1.60H Mu Which Gvrn. As Actual As Phi'Mn Status k-ft_ Side? or Top ? iiT«2 in'*2 in«2 k-ft 2.1 +Z Bottom 0,35 Bendina 0,39 22.07 OK 2.1 -Z Bottom 0,35 Bendina 0,39 22.07 OK 4,199 +z Bottom 0,35 Bendina 0,39 22.07 OK 4,199 -z Bottom 0,35 Bendina 0,39 22.07 OK 4,199 +z Bottom 0,35 Bendina 0.39 22.07 OK INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 General Footing Lic.#: KW-06006198 File: C:\DocuiTients and Settingstehawn nikJooWy Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2011, Build:6.11.4.5, Ver,6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Footing Flexure Pad @ frame line C.l Flexure Axis & Load Combination Mu Which k-ft Side ? Tension @ BoL As Req'd or Top ? in''2 Gvm. As in«2 Actual As in«2 Phi'Mn k-ft Status X-X,+1,20D+O,50L+1,60S 2.55 +Z Bottom 0.35 Bendina 0.39 22.07 OK X-X,+1,20D+0,50L+1,60S 2,55 -Z Bottom 0.35 Bendina 0.39 22.07 OK X-X, +1,20D+0,50Lr-*O,50L+1,60W 2.55 +Z Bottom 0.35 Bendina 0.39 22.07 OK X-X, +1,20D-tO,50Lr+0,50L+1,60W 2.55 -Z Bottom 0.35 Bendina 0.39 22.07 OK X-X, +1,20D-K),50L+O,50S+1,60W 2.55 +Z Bottom 0.35 Bendina 0.39 22.07 OK X-X, +1,20D-K),50L+0,50S+1,60W 2.55 -Z Bottom 0.35 Bendina 0.39 22.07 OK X-X,+1,20D+0,50L40.20S+E 4.237 +Z Bottom 0.35 Bendina 0.39 22.07 OK X-X,+1.20D+O.50L+O.20S+E 4.237 -Z Bottom 0.35 Bendina 0.39 22.07 OK X-X, +O,90D+£+1,60H 3.037 +Z Bottom 0.35 Bendina 0.39 22.07 OK X-X, -tO,90D+E+1,60H 3.037 -Z Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1.40D 2.1 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1,40D 2.1 +X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D+O,50Lr+1,60L+1,60H 4.199 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D+O,50Lr+1,60L+1,60H 4.199 +X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1.20D+1,60L+O.50S+1.60H 4.199 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 4.199 +X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z.+1.20D+1.60Lr+O.50L 2.55 -X Bottom 0,35 Bendina 0.39 22.07 OK Z-Z.+1.20D+1.60Lr+O.50L 2.55 +X Bottom 0,35 Bendina 0.39 22.07 OK Z-Z,+1.20D-H).50L+1.60S 2.55 -X Bottom 0,35 Bendina 0.39 22.07 OK Z-Z.+1.20D+0.50L+1.60S 2.55 +X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D-tO,50Lr+O,50L+1,60W 2.55 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D-tO,50Lr+0,50L+1,60W 2.55 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D+fl,50L+O,50S+1,60W 2.55 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1.20D+O.50L+O.50S+1.60W 2.55 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z,+1,20D+0,50L+0,20S+E 4.237 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +1,20D+0,50L+0.20S+E 4.237 +x Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +O.90D+E+1.60H 3.037 -X Bottom 0.35 Bendina 0.39 22.07 OK Z-Z, +O.90D+E+1,60H 3.037 +X Bottom 0.35 Bendina 0.39 22.07 OK One Way Shear Load Combination... Vu@-X Vu@ +X Vu@-Z Vu@ +Z t/u:Max PhiVn Vu/Phi'Vn Status +1.40D 6.063 DSi 6.063 DSi 6.063 DSi 6,063 DSi 6,063 DSi 85 DSi 0.07133 OK +1.20D+0.50Lr+1.60L+1.60H 12.125 DSi 12.125 DSi 12.125 DSi 12.125 DSi 12.125 DSi 85 DSi 0.1427 OK +1.20D+1.60L+0.50S+1.60H 12.125 DSi 12.125 DSi 12.125 DSi 12.125 Dsi 12.125 DSi 85 DSi 0.1427 OK +1.20D+1.60Lr-K).50L 7.362 DSi 7.362 DSi 7.362 DSi 7,362 DSi 7.362 DSi 85 DSi 0.08661 OK +1.20D+0.50L+1.60S 7.362 DSi 7.362 DSi 7.362 DSi 7,362 DSi 7.362 DSi 85 DSi 0.08661 OK +1.20D+0.50Lr+0.50L+1.60W 7.362 DSi 7.362 DSi 7.362 DSi 7,362 DSi 7.362 Dsi 85 DSi 0.08661 OK +1.20D+O.50L+O.50S+1.60W 7.362 DSi 7.362 DSi 7.362 DSi 7.362 DSi 7.362 Dsi 85 DSi 0.08661 OK +1.20D+O.50L+0.20S+E 12.234 DSi 12.234 DSi 12.234 DSi 2.234 DSi 12.234 DSi 85 DSi 0.1439 OK -K).90D+E+1.60H 8.769 DSi 8.769 DSi 8.769 DSi 8,769 DSi 8.769 DSi 85 DSi 0.1032 OK Punching Shear All units k Load Combination... Vu Phi'Vn Vu / Phi'Vn Status +1.40D 23.257 DSi 170 DSi 0.1368 OK +1.20D+0.50Lr+1.60L+1.60H 46.514 DSi 170 DSi 0.2736 OK +1.20D+1.60L+{).50S+1.60H 46.514 DSi 170 DSi 0.2736 OK +1.20D+1.60Lr+0.50L 28.241 DSi 170 DSi 0.1661 OK +1.20D+0.50L+1.60S 28.241 DSi 170 DSi 0.1661 OK +1.20D+O.50Lr+O.50L+1.60W 28.241 DSi 170 DSi 0.1661 OK +1.20D+O.50L+O.50S+1.60W 28.241 DSi 170 DSi 0.1661 OK +1.20D+O.50L+0.20S+E 46.93 DSi 170 DSi 0.2761 OK -K).90D+E+1.60H 33.64 DSi 170 DSi 0.1979 OK INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #; KW-06006198 File: C:\Documents and Settingstehawn nikjooWy Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2011, Build:6.11.45, Ver.6.11,4,5 I Licensee : INLAND ENGINEERING CONSULTING INC Grade bm.llne 1-Frame F-1 Description: General Information Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (|) : Phi Values Soil Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Flexure: Shear: Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Sliding Resistance (Uses entiy fo? "Footing base aeiyih betow so; Coefficient of Soil/Concrete Friction 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 2 ksf No 250 pcf Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) Min. Overturning Safety Factor Min. Sliding Safety Factor Yes No 0.0014 0.0018 1.5: 1.5: 0.3 Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth Allowable pressure increase per foot when base of footing is below Increases based on footing Width.,. Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allomble Soil Bearing adjusted for footing weiglit and deptt) & width increases as specified by user.) ksf ft ksf ft 10 ksf 2.0 ksf Dimensions & Reinforcing Distance Left of Column *1 = Between Columns = Distance Right of Column *2 = Total Footing Length = Footing Width Footing Thickness = Rebar Center to Concrete Edge @ Top = Rebar Center to Concrete Edge @ Bottom = Applied Loads Applied @ Left Column [ Ax\a\ Load Downward = Moment (+CCW) Shear (+X) Applied @ Right Column Axial Load Downward = Moment (+CCW) Shear (+X) Overburden = 4.0 ft 25 ft 4.0 ft 33.0 ft 3.50 ft 27.0 in Pedestal dimensions.. Sq.Dim. = Height = 3 in 3 in Col *1 24.0 1.0 Col*2 24 in 1.0 in 1.0 1,0 1.0 1.0 As As Bars left of Col #1 Count Size* Actual Req'd Bottom Bars 5.0" 6 2.20 2.041 in'^2 Top Bars 5.0 6 2.20 2.041 in'^2 Bars Btwn Cols Bottom Bars 5.0 6 2.20 2.041 in'^2 Top Bars 5.0 6 2.20 2.041 in'^2 Bars Right of Col #2 Bottom Bars 5.0 6 2.20 2.041 in'^2 Top Bars 5.0 6 2.20 0.0in''2 W E ... H k 179 k-ft 1 k k 179.0 k-ft 1.0 k H6 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 File: C:\Documents aid Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 I Description : Grade bm.line 1 -Frame F-1 DESIGNSUMMARY Licensee : INLAND ENGINEERiNG CONSULTING INC Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.3872 Soil Bearing 0.7745 ksf 2.0 ksf -tO.60D+O.70E+H PASS 1.547 Overtuming 253.87 k-ft 392.85 k-ft 0.6D-tO.7E PASS 5.102 Sliding 1.40 k 7.143 k 0.6D+O.7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1353 1-way Shear-Col *1 11.114 psi 82.158 psi +1.20D+0.50L+O.20S+E PASS 0.1353 1-way Shear-Col *2 11.114 psi 82.158 psi +1.20D+0.50L+O.20S+E PASS 0.004787 2-way Punching - Col *1 0.7866 psi 164.32 psi +1.40D PASS 0.01318 2-way Punching - Col #2 2.165 psi 164.32 psi 40.90D+E+1.60H PASS No Bending Flexure - Left of Col *1 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.001617 Flexure - Left of Col #1 - Bottom 0.3742 k-ft 231.50 k-ft +1.40D PASS 0.6809 Flexure - Between Cols - Top -157.63 k-ft 231.50 k-ft +1.20D+O.50L+O.20S+E PASS 0.7223 Flexure - Between Cols - Bottom 167.22 k-ft 231.50 k-ft •K).90D+E+1.60H PASS No Bending Flexure - Right of Col #2 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.04819 Flexure - Right of Col #2 - Bottom 11.156 k-ft 231.50 k-ft +0.90D+E+1.60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge ^ I Right Edge Allowable Ratio +D 39.68 k 0.000 in 0.34 ksf 0.34 ksf 2.00 ksf 0,172 +D+L+fl 41.68 k 0.000 in 0.36 ksf 0.36 ksf 2.00 ksf 0,180 +D+O.750Lr+O.750L+H 41.18 k 0.000 in 0.36 ksf 0.36 ksf 2.00 ksf 0.178 +D+0.750L+O.750S+H 41.18 k 0.000 in 0.36 ksf 0.36 ksf 2.00 ksf 0.178 +D+0.70E++1 39.68 k 6.398 in 0.00 ksf 0.75 ksf 2.00 ksf 0.373 +D+{).750Lr+0.750L+0.750W+H 41.18 k 0.000 in 0.36 ksf 0.36 ksf 2.00 ksf 0.178 +D+O.750L+O.750S+0.750W+H 41.18 k 0.000 in 0.36 ksf 0.36 ksf 2.00 ksf 0.178 +D+O.750Lr+O.750L+O.5250E+H 41.18 k 4.623 in 0.06 ksf 0,66 ksf 2.00 ksf 0.328 +D+<).750L+€.750S-K).5250E+H 41.18 k 4.623 in 0.06 ksf 0.66 ksf 2.00 ksf 0.328 +O.60D+O.70E+H 23.81 k 10.663 in 0.00 ksf 0,77 ksf 2.00 ksf 0.387 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D 'o.OO 0.00 999.000 0.00 ' 0.00 999.000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0.6D+L+0.7E 0.00 0.00 999.000 253.87 425.85 1.677 0.6D-»O.7E 0.00 0.00 999.000 253.87 392.85 1.547 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D omL " 11.90 k 999 D+L 0,00 k 12.50 k 999 0.6D+L+O.7E 1.40 k 7.74 k i.530526785714: 0.6D+O.7E 1,40 k 7.14 k i.1019553571421 Footing Flexure • Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D+0 JE " 0.000" 0.000 0 0.000 0 O.OOO 0.000 o.ow +1.40D 0.001 0.110 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.002 0.220 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.005 0.330 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.008 0.440 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.013 0.550 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.018 0.660 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.025 0.770 Bottom 2,041 Min. Percent 2.200 231.499 0.000 +1.40D 0.033 0.880 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.042 0.990 Bottom 2,041 Min. Percent 2.200 231.499 0.000 +1.40D 0.051 1.100 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.062 1.210 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.074 1.320 Bottom 2.041 Min. Percent 2.200 231.499 0.000 INU\ND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 File: C:\Documents and Settingstehawn nikjoo\My DocumentsCNERCALC Data Files\nccc_101585.ec6 • ENERCALCINC 1983-2011,Buikl:6.11.4.5,Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line 1-Frame F-1 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn +1.40D 0.087 T430 " Bottom 2.041 Min, Percent 2.200 231499 0.000 +1.40D 0.101 1.540 Bottom 2.041 Min, Percent 2.200 231.499 0.000 +1.40D 0.115 1.650 Bottom 2.041 Min, Percent 2.200 231.499 0.000 +1.40D 0.131 1.760 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0,148 1.870 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0,166 1.980 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0,185 2.090 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0,205 2.200 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.226 2.310 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.248 2.420 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.272 2.530 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.296 2.640 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.321 2.750 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.347 2.860 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.374 2.970 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.400 3.080 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.419 3.190 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.430 3.300 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.434 3.410 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.431 3.520 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.420 3.630 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.402 3.740 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.376 3.850 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.343 3.960 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.302 4.070 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.254 4.180 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.198 4.290 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.135 4.400 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.065 4.510 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D -0.013 4.620 TOD 2.041 Min. Percent 2.200 231.499 0.000 +1.40D -0.098 4.730 TOD 2.041 Min. Percent 2.200 231.499 0.000 +1.40D -0.191 4.840 TOD 2.041 Min. Percent 2.200 231.499 0.001 +1.40D -0.291 4.950 TOD 2.041 Min. Percent 2.200 231.499 0.001 +O.90D+E+1.60H 167.223 5.060 Bottom 2.041 Min. Percent 2.200 231.499 0.722 +O.90D+E+1.60H 166.545 5.170 Bottom 2.041 Min. Percent 2.200 231.499 0.719 -tO.90D+E+1.60H 165.856 5.280 Bottom 2.041 Min. Percent 2.200 231.499 0.716 -t{).90D+E+1.60H 165.153 5.390 Bottom 2.041 Min. Percent 2.200 231.499 0.713 -t€.90D-f£+1.60H 164.439 5.500 Bottom 2.041 Min. Percent 2.200 231.499 0.710 -K).90D+E+1.60H 163.712 5.610 Bottom 2.041 Min. Percent 2.200 231.499 0.707 +0.90D+E+1.60H 162.973 5.720 Bottom 2.041 Min. Percent 2.200 231.499 0.704 +O.90D+E+1.60H 162.221 5.830 Bottom 2.041 Min. Percent 2.200 231.499 0.701 +0.90D+E+1.60H 161.456 5.940 Bottom 2.041 Min. Percent 2.200 231.499 0.697 +O.90D+E+1.60H 160.680 6.050 Bottom 2.041 Min. Percent 2.200 231.499 0.694 +0.90D+E+1.60H 159.891 6.160 Bottom 2.041 Min. Percent 2.200 231.499 0.691 -K).90D+E+1.60H 159.089 6.270 Bottom 2.041 Min. Percent 2.200 231.499 0.687 -K).90D+E+1.60H 158.275 6.380 Bottom 2.041 Min. Percent 2.200 231.499 0.684 -K).90D+E+1.60H 157.448 6.490 Bottom 2.041 Min. Percent 2.200 231.499 0.680 40.90D+E+1.60H 156.610 6.600 Bottom 2.041 Min. Percent 2.200 231.499 0.677 +0.90D+E+1.60H 155.758 6.710 Bottom 2.041 Min. Percent 2.200 231.499 0.673 -tO.90D+E+1.60H 154.894 6,820 Bottom 2.041 Min. Percent 2.200 231.499 0.669 +0.90D+E+1.60H 154.018 6.930 Bottom 2.041 Min. Percent 2.200 231.499 0.665 +0.90D+E+1.60H 153.130 7.040 Bottom 2.041 Min. Percent 2.200 231.499 0.661 •K).90D+E+1.60H 152.229 7.150 Bottom 2.041 Min. Percent 2.200 231.499 0.658 <I.90D+E+1.60H 151.315 7.260 Bottom 2.041 Min. Percent 2.200 231.499 0.654 -K).90D+E+1.60H 150.389 7.370 Bottom 2.041 Min. Percent 2.200 231.499 0.650 +0.90D+E+1.60H 149.451 7.480 Bottom 2.041 Min. Percent 2.200 231.499 0.646 +0.90D+E+1.60H 148.500 7.590 Bottom 2.041 Min. Percent 2.200 231.499 0.641 +O.90D+E+1.60H 147.537 7.700 Bottom 2.041 Min. Percent 2.200 231.499 0.637 -K).90D+E+1.60H 146.561 7.810 Bottom 2.041 Min. Percent 2.200 231.499 0.633 -K].90D+E+1.60H 145.573 7.920 Bottom 2.041 Min. Percent 2.200 231.499 0.629 +0.90D+E+1.60H 144.572 8.030 Bottom 2.041 Min. Percent 2.200 231.499 0.625 -K).90D+E+1.60H 143.559 8.140 Bottom 2.041 Min. Percent 2.200 231.499 0.620 +0.90D-*+1.60H 142.534 8.250 Bottom 2,041 Min. Percent 2.200 231.499 0.616 +0.90D+E+1.60H 141.496 8.360 Bottom 2,041 Min. Percent 2.200 231.499 0.611 INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 File: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2011, Buikl:6.11.4.5, Ver6,11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line 1 -Frame F-1 Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu/PhiMn +0.90D+E+160H '"140.446 8.470 Bottom 2.041 Min. Percent 2.200 231.499 0.607 -K).90D+E+1.60H 139.383 8.580 Bottom 2.041 Min. Percent 2.200 231.499 0.602 -tO.90D+E+1.60H 138.308 8.690 Bottom 2.041 Min. Percent 2.200 231.499 0.597 +0.90D+E+1.60H 137.220 8.800 Bottom 2.041 Min. Percent 2.200 231.499 0.593 +0.90D+E+1.60H 136.120 8.910 Bottom 2.041 Min. Percent 2,200 231.499 0.588 +0.90D+E+1.60H 135.008 9.020 Bottom 2.041 Min. Percent 2,200 231.499 0.583 +0.90D+E+1.60H 133.883 9.130 Bottom 2.041 Min. Percent 2,200 231.499 0.578 -tO.90D+E+1.60H 132.746 9.240 Bottom 2.041 Min. Percent 2,200 231.499 0.573 +0.90D+E+1.60H 131.596 9.350 Bottom 2.041 Min. Percent 2,200 231.499 0.568 +O.90D+E+1.60H 130.434 9.460 Bottom 2.041 Min. Percent 2.200 231.499 0.563 +O.90D+E+1.60H 129.259 9.570 Bottom 2.041 Min. Percent 2.200 231.499 0.558 -tO.90D+E+1.60H 128.072 9.680 Bottom 2.041 Min. Percent 2.200 231.499 0.553 +O.90D+E+1.60H 126.872 9.790 Bottom 2.041 Min. Percent 2.200 231,499 0.548 •t<).90D+E+1.60H 125.660 9.900 Bottom 2.041 Min. Percent 2.200 231,499 0.543 +€.90D+E+1.60H 124.436 10.010 Bottom 2.041 Min. Percent 2.200 231,499 0.538 +0.90D+E+1.60H 123.199 10.120 Bottom 2.041 Min. Percent 2.200 231,499 0.532 -t{).90D+E+1.60H 121.950 10.230 Bottom 2.041 Min. Percent 2.200 231,499 0.527 •*O.90D+E+1.60H 120.688 10.340 Bottom 2.041 Min. Percent 2.200 231,499 0.521 +O.90D+E+1.60H 119.414 10.450 Bottom 2.041 Min. Percent 2.200 231,499 0.516 +O.90D+E+1.60H 118.128 10.560 Bottom 2.041 Min. Percent 2.200 231,499 0,510 -t{).90D+E+1.60H 116.829 10.670 Bottom 2.041 Min. Percent 2.200 231,499 0,505 +O,90D+E+1.60H 115.517 10.780 Bottom 2.041 Min. Percent 2.200 231,499 0.499 +O.90D+E+1.60H 114.193 10.890 Bottom 2.041 Min. Percent 2.200 231,499 0.493 +0,90D+E+1.60H 112.857 11.000 Bottom 2.041 Min. Percent 2.200 231,499 0.488 •K),90D+E+1,60H 111.508 11.110 Bottom 2.041 Min. Percent 2.200 231,499 0.482 +O.90D+E+1.60H 110.147 11.220 Bottom 2.041 Min. Percent 2.200 231,499 0.476 +0.90D+E+1.60H 108.773 11.330 Bottom 2.041 Min. Percent 2.200 231,499 0.470 +O.90D+E+1.60H 107.387 11.440 Bottom 2.041 Min. Percent 2.200 231,499 0.464 +O.90D+E+1.60H 105.989 11.550 Bottom 2.041 Min. Percent 2.200 231,499 0.458 -K).90D+E+1.60H 104.578 11.660 Bottom 2.041 Min. Percent 2.200 231,499 0.452 -K}.90D+E+1.60H 103.155 11.770 Bottom 2.041 Min. Percent 2.200 231,499 0.446 +O.90D+E+1.60H 101.719 11.880 Bottom 2.041 Min. Percent 2.200 231,499 0.439 +O.90D+E+1.60H 100.271 11.990 Bottom 2.041 Min. Percent 2.200 231,499 0.433 +O.90D+E+1.60H 98.810 12.100 Bottom 2.041 Min. Percent 2.200 231,499 0.427 +O.90D+E+1.60H 97.337 12.210 Bottom 2.041 Min. Percent 2.200 231,499 0.420 +0.90D+E+1.60H 95.852 12.320 Bottom 2.041 Min. Percent 2.200 231,499 0.414 +0.90D+E+1.60H 94.354 12.430 Bottom 2.041 Min. Percent 2.200 231,499 0.408 -tO.90D+E+1.60H 92.843 12.540 Bottom 2.041 Min. Percent 2.200 231.499 0.401 -K).90D+E+1.60H 91.320 12.650 Bottom 2.041 Min. Percent 2.200 231.499 0.394 +0.90D+E+1.60H 89.785 12.760 Bottom 2.041 Min. Percent 2.200 231.499 0.388 -K}.90D+E+1.60H 88.237 12.870 Bottom 2.041 Min. Percent 2.200 231.499 0.381 -K).90D+E+1.60H 86.677 12.980 Bottom 2.041 Min. Percent 2.200 231.499 0.374 +O.90D+E+1.60H 85.105 13.090 Bottom 2.041 Min. Percent 2.200 231.499 0.368 +O,90D+E+1.60H 83.520 13.200 Bottom 2.041 Min. Percent 2.200 231.499 0.361 +0.90D+E+1.60H 81.922 13.310 Bottom 2.041 Min. Percent 2.200 231.499 0.354 +O,90D+E+1,60H 80.312 13.420 Bottom 2.041 Min. Percent 2.200 231.499 0.347 +O.90D+E+1,60H 78.690 13.530 Bottom 2.041 Min. Percent 2.200 231.499 0.340 +0,90D+E+1.60H 77.055 13.640 Bottom 2.041 Min. Percent 2.200 231.499 0.333 -K).90D+E+1.60H 75.408 13.750 Bottom 2.041 Min. Percent 2.200 231.499 0.326 +O.90D+E+1.60H 73.749 13.860 Bottom 2.041 Min. Percent 2.200 231.499 0.319 +O.90D+E+1.60H 72.077 13.970 Bottom 2.041 Min. Percent 2.200 231.499 0.311 +0.90D+E+1.60H 70.392 14.080 Bottom 2.041 Min. Percent 2.200 231.499 0.304 +O.90D+E+1.60H 68.696 14.190 Bottom 2.041 Min. Percent 2.200 231.499 0.297 +0.90D+E+1.60H 66.987 14.300 Bottom 2.041 Min. Percent 2.200 231.499 0.289 +O.90D+E+1.60H 65.267 14.410 Bottom 2.041 Min. Percent 2.200 231.499 0.282 +0.90D+E+1.60H 63.536 14.520 Bottom 2.041 Min. Percent 2.200 231,499 0.274 -tO.90D+E+1.60H 61.793 14.630 Bottom 2.041 Min. Percent 2.200 231,499 0.267 +O.90D+E+1.60H 60.040 14.740 Bottom 2.041 Min. Percent 2,200 231,499 0.259 -tO.90D+E+1.60H 58.276 14.850 Bottom 2.041 Min. Percent 2,200 231,499 0.252 +O.90D+E+1.60H 56.501 14.960 Bottom 2.041 Min. Percent 2,200 231,499 0.244 +O.90D+E+1.60H 54.717 15.070 Bottom 2.041 Min. Percent 2,200 231,499 0.236 +O.90D+E+1.60H 52.923 15.180 Bottom 2.041 Min. Percent 2,200 231,499 0.229 +0.90D+E+1.60H 51.119 15.290 Bottom 2.041 Min. Percent 2.200 231.499 0.221 +O.90D+E+1.60H 49.306 15.400 Bottom 2.041 Min. Percent 2.200 231.499 0.213 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 ^64 Combined Footing Lie. # : KW-06006198 File: C:\Documente and Settingstehawn nilqoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC1983-2011,BuiW:6.l1.4.5,Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line 1-Frame F-1 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Governed by Actual As Phi'Mn Mu / PhiMn +O.90D+E+1.60H 47.484 15.510 Bottom 2.041 Min. Percent 2.200 231.499 07205 +O.90D+E+1.60H 45.653 15.620 Bottom 2.041 Min. Percent 2.200 231.499 0.197 -K).90D+E+1.60H 43,814 15.730 Bottom 2.041 Min. Percent 2.200 231,499 0.189 +0.90D+E+1.60H 41,966 15.840 Bottom 2.041 Min. Percent 2.200 231,499 0.181 +O.90D+E+1.60H 40,111 15.950 Bottom 2.041 Min. Percent 2.200 231,499 0.173 +0.90D+E+1.60H 38.248 16.060 Bottom 2.041 Min. Percent 2.200 231,499 0.165 +O.90D+E+1.60H 36.377 16.170 Bottom 2.041 Min. Percent 2.200 231,499 0.157 +O.90D+E+1.60H 34.499 16.280 Bottom 2.041 Min. Percent 2.200 231,499 0.149 -t{).90D+E+1.60H 32.615 16.390 Bottom 2.041 Min. Percent 2.200 231,499 0.141 +0.90D+E+1.60H 30.724 16.500 Bottom 2.041 Min. Percent 2.200 231,499 0.133 +O.90D+E+1.60H 28.826 16.610 Bottom 2.041 Min. Percent 2.200 231,499 0.125 +0.90D+E+1.60H 26.922 16.720 Bottom 2.041 Min. Percent 2.200 231.499 0.116 +O.90D+E+1.60H 25.012 16.830 Bottom 2.041 Min. Percent 2.200 231.499 0.108 +0.90D+E+1.60H 23.097 16.940 Bottom 2.041 Min. Percent 2.200 231.499 0.100 +O.90D+E+1.60H 21.176 17.050 Bottom 2,041 Min. Percent 2.200 231.499 0.091 +0.90D+E+1.60H 19.251 17.160 Bottom 2,041 Min. Percent 2.200 231.499 0.083 -tO.90D+E+1.60H 17.320 17.270 Bottom 2.041 Min. Percent 2.200 231.499 0.075 -K).90D+£+1.60H 15.385 17.380 Bottom 2.041 Min. Percent 2.200 231499 0.066 +1.20D+O.50L-K).20S+£ -16.687 17.490 TOD 2.041 Min. Percent 2.200 231.499 0.072 +1.20D+O.50L-tO.20S+E -18.529 17.600 TOD 2.041 Min. Percent 2.200 231.499 0.080 +1.20D+O.50L+O.20S+E -20.369 17.710 TOD 2.041 Min. Percent 2.200 231.499 0.088 +1.20D+0.50L+0.20S+E -22.206 17.820 TOD 2.041 Min. Percent 2.200 231.499 0.096 +1.20D+0.50L+0.20S+E -24.041 17.930 TOD 2.041 Min. Percent 2.200 231.499 0.104 +1.20D+O.50L-K).20S+E -25.873 18.040 TOD 2.041 Min. Percent 2.200 231.499 0.112 +1.20D+O.50L+O.20S+E -27.703 18.150 TOD 2.041 Min. Percent 2.200 231.499 0.120 +1.20D+O.50L+O.20S+E -29.529 18.260 TOD 2.041 Min. Percent 2.200 231.499 0.128 +1.20D+O.50L+O.20S+E -31.352 18.370 TOD 2.041 Min. Percent 2.200 231.499 0.135 +1.20D+0.50L+0.20S+E -33.172 18.480 TOD 2.041 Min. Percent 2.200 231.499 0.143 +1.20D-t{).50L-K).20S+E -34.988 18.590 TOD 2.041 Min. Percent 2.200 231.499 0.151 +1.20D+O.50L-tO.20S+E -36.800 18.700 TOD 2.041 Min. Percent 2.200 231.499 0.159 +1.20D+O.50L+O.20S+E -38.609 18.810 TOD 2.041 Min. Percent 2.200 231.499 0.167 +1.20D-K).50L-K).20S+E 40.413 18.920 TOD 2.041 Min. Percent 2.200 231.499 0.175 +1.20D+0.50L+0.20S+E 42.213 19.030 TOD 2.041 Min. Percent 2.200 231.499 0.182 +1.20D+O.50L+O.20S+E 44.008 19.140 TOD 2.041 Min. Percent 2.200 231.499 0.190 +1.20D4O.50L+O.20S+G 45.799 19.250 TOD 2.041 Min. Percent 2.200 231.499 0.198 +1.20D+O.50L-K).20S+E 47.585 19.360 TOD 2.041 Min. Percent 2.200 231.499 0.206 +1.20D-t{).50L+€.20S+E 49.367 19.470 TOD 2.041 Min. Percent 2.200 231.499 0.213 +1.20D+0.50L-K}.20S+E -51.143 19.580 TOD 2.041 Min. Percent 2.200 231.499 0.221 +1.20D+0.50L-K).20S+E -52.913 19.690 TOD 2.041 Min. Percent 2.200 231.499 0.229 +1.20D+O.50L+O.20S+E -54.678 19.800 TOD 2.041 Min. Percent 2.200 231.499 0.236 +1.20D+O.50L+O.20S+E -56.438 19.910 TOD 2.041 Min. Percent 2.200 231.499 0.244 +1.20D+{).50L+O.20S+E -58.191 20.020 TOD 2.041 Min. Percent 2.200 231.499 0.251 +1.20D-+O.50L+O.20S+E -59.939 20.130 TOD 2.041 Min, Percent 2.200 231.499 0,259 +1.20D+0.50L-K).20S+£ -61.680 20.240 TOD 2.041 Min. Percent 2.200 231.499 0.266 +1.20D+O.50L+O.20S+E -63415 20.350 TOD 2.041 Min, Percent 2.200 231.499 0,274 +1.20D-K).50L+{).20S+E -65.143 20.460 TOD 2.041 Min, Percent 2.200 231.499 0,281 +1.20D+0.50L+O.20S+E -66.865 20.570 TOD 2.041 Min. Percent 2.200 231.499 0,289 +1.20D-K).50L+{).20S+E -68.580 20.680 TOD 2.041 Min. Percent 2.200 231.499 0.296 +1.20D+O.50L+O.20S+E -70.287 20.790 TOD 2.041 Min. Percent 2.200 231.499 0.304 +1.20D+O.50L-K).20S+E -71.988 20.900 TOD 2.041 Min. Percent 2.200 231.499 0.311 +1.20D-K).50L+0.20S+E -73.681 21.010 TOD 2.041 Min. Percent 2.200 231.499 0.318 +1.20D+0.50L+O.20S+E -75.366 21.120 TOD 2.041 Min. Percent 2.200 231.499 0.326 +1.20D+O.50L+O.20S+E -77.043 21.230 TOD 2.041 Min. Percent 2.200 231.499 0.333 +1.20D+0.50L-K).20S+E -78.713 21.340 TOD 2.041 Min. Percent 2.200 231.499 0.340 +1.20D+O.50L+O.20S+E -80.374 21.450 TOD 2.041 Min. Percent 2.200 231.499 0.347 +1.20D+O.50L-K).20S+£ -82.027 21.560 TOD 2.041 Min. Percent 2.200 231.499 0.354 +1.20D-K).50L+0.20S+E -83.672 21.670 TOD 2.041 Min. Percent 2.200 231.499 0.361 +1.20D+O.50L-t{).20S+E -85.308 21.780 TOD 2.041 Min. Percent 2.200 231.499 0.369 +1.20D+0.50L+0.20S+E -86.935 21.890 TOD 2.041 Min. Percent 2.200 231.499 0.376 +1.20D+0.50L+O.20S+E -88.552 22.000 TOD 2.041 Min. Percent 2.200 231.499 0.383 +1.20D+0.50L-t€.20S+E -90.161 22.110 TOD 2.041 Min. Percent 2.200 231.499 0.389 +1.20D+O.50L+O.20S+E -91.761 22.220 TOD 2.041 Min. Percent 2.200 231.499 0.396 +1.20D+O.50L-K).20S+E -93.350 22.330 TOD 2.041 Min. Percent 2.200 231.499 0.403 +1.20D+O.50L+O.20S+E -94.930 22.440 TOD 2.041 Min. Percent 2.200 231.499 0410 INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 ^55 Combined Footing Lie. #: KW-06006198 Description: Grade bm.line 1-Frame F-1 File: C:\Documents and Settingstehawn nikjoo% Docunn€nts\ENERCALC Data Files\nccc_101585.ec6 • ENERCALCINC 1983-2011,Build:6.11.4.5,Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu/PhiMn +1.20D+O.50L+O.20S+E -96.501 22.550 TOD 2.041 Mi 1. Percent 2.200 231.499 0.417 +1.20D+0.50L-K).20S+E -98,061 22.660 TOD 2.041 Ml 1. Percent 2.200 231.499 0.424 +1.20D-K).50L+O.20S+E -99,610 22.770 TOD 2.041 Mi 1. Percent 2.200 231.499 0.430 +1.20D+0.50L+0.20S+E -101,150 22.880 TOD 2.041 Mi 1. Percent 2.200 231.499 0.437 +1.20D+O.50L+O.20S+E -102,679 22.990 TOD 2.041 Mi fl. Percent 2.200 231.499 0,444 +1.20D-K).50L+0.20S+E -104,197 23.100 TOD 2.041 Mi 1. Percent 2.200 231.499 0,450 +1.20D-tO.50L+O.20S+E -105.704 23.210 TOD 2.041 Ml n. Percent 2.200 231.499 0,457 +1.20D+O.50L+O.20S+E -107.199 23.320 TOD 2.041 Mi n. Percent 2.200 231.499 0,463 +1.20D+0.50L+0.20S+E -108.684 23.430 TOD 2.041 Mi 1, Percent 2.200 231.499 0,469 +1.20D+O.50L+O.20S+E -110.157 23.540 TOD 2.041 Mi n. Percent 2.200 231.499 0,476 +1.20D+0.50L+0.20S+E -111.618 23.650 TOD 2.041 Mi n. Percent 2.200 231.499 0,482 +1.20D-*0.50L+0.20S+E -113.068 23.760 TOD 2.041 Mi n. Percent 2.200 231.499 0,488 +1.2OD+O.50L+0.20S+E -114.505 23.870 TOD 2.041 Ml n. Percent 2.200 231.499 0.495 +1.20D+O.50L-tO.20S+E -115.931 23.980 TOD 2.041 Ml n. Percent 2.200 231.499 0.501 +1.20D+0.50L+0.20S+E -117.344 24.090 TOD 2.041 Mi n. Percent 2.200 231.499 0.507 +1.20D+O.50L+O.20S+E -118.744 24.200 TOD 2.041 Mi n. Percent 2.200 231.499 0.513 +1.20D+O.50L+O.20S+E -120.132 24.310 TOD 2.041 Mi n. Percent 2.200 231.499 0.519 +1.20D+{).50L+0.20S+£ -121.507 24.420 TOD 2.041 Mi n. Percent 2.200 231.499 0.525 +1.20D+O.50L+O.20S+E -122.868 24.530 TOD 2.041 Mi n. Percent 2.200 231.499 0.531 +1.20D+O.50L+O.20S+E -124.217 24.640 TOD 2.041 Ml n. Percent 2.200 231.499 0.537 +1.20D+O.50L+O.20S+E -125.552 24.750 TOD 2.041 Mi n. Percent 2.200 231.499 0.542 +1.20D-K).50L+O.20S+£ -126.873 24.860 TOD 2.041 Mi n. Percent 2.200 231.499 0.548 +1.20D-tO.50L+O.20S+E -128.181 24.970 TOD 2.041 Mi n. Percent 2.200 231.499 0.554 +1.20D+O.50L+O.20S+E -129.474 25.080 TOD 2.041 Mi n. Percent 2.200 231.499 0.559 +1.20D+O.50L+O.20S+E -130.754 25.190 TOD 2.041 Mi n. Percent 2.200 231.499 0.565 +1.20D-t{).50L+€.20S+£ -132.019 25.300 TOD 2.041 M' n. Percent 2.200 231.499 0.570 +1.20D+O.50L-t<).20S+E -133.270 25410 TOD 2.041 M n. Percent 2.200 231.499 0.576 +1.20D+O.50L+O.20S+E -134.506 25.520 TOD 2.041 M n. Percent 2.200 231.499 0.581 +1.20D-tO.50L+O.20S+E -135.727 25.630 TOD 2.041 M n. Percent 2.200 231.499 0.586 +1.20D+O.50L+O.20S+E -136.933 25.740 TOD 2.041 M n. Percent 2.200 231.499 0.592 +1.20D+O.50L+O.20S+E -138.124 25.850 TOD 2.041 M n. Percent 2.200 231.499 0.597 +1.20D-K).50L+O.20S+E -139.300 25.960 TOD 2.041 M n. Percent 2.200 231.499 0.602 +1.20D+O.50L+O.20S+E -140.460 26.070 TOD 2.041 M n. Percent 2.200 231.499 0.607 +1.20D-tO.50L-tO.20S+E -141.605 26.180 TOD 2.041 M n. Percent 2.200 231.499 0.612 +1.20D+<3.50L+O.20S+E -142.733 26.290 TOD 2.041 M n. Percent 2.200 231.499 0.617 +1.20D+O.50L+O.20S+E -143.846 26.400 TOD 2.041 M n. Percent 2.200 231.499 0.621 +1.20D+O.50L-tO.20S+E -144.942 26.510 TOD 2.041 M n. Percent 2.200 231.499 0.626 +1.20D-K).50L-K).20S+E -146.022 26.620 TOD 2.041 M n. Percent 2.200 231.499 0.631 +1.20DtO.50L+{).20S+E -147.085 26.730 TOD 2.041 M n. Percent 2.200 231.499 0.635 +1.20D+O.50L+O.20S+E -148.131 26.840 TOD 2.041 M n. Percent 2.200 231.499 0.640 +1.20D+O.50L+O.20S+E -149.161 26.950 TOD 2.041 M n. Percent 2.200 231.499 0.644 +1.20D+0.50L+0.20S+E -150.173 27.060 TOD 2.041 M n. Percent 2.200 231.499 0.649 +1.20D+0.50L+0,20S+E -151.168 27.170 TOD 2.041 M n. Percent 2.200 231.499 0.653 +1,20D+O,50L+O,20S+E -152.146 27.280 TOD 2.041 M n. Percent 2.200 231.499 0.657 +1,20D+O,50L^,20S+E -153.105 27.390 TOD 2.041 M n. Percent 2.200 231.499 0.661 +1,20D+{),50L+O,20S+E -154.048 27.500 TOD 2.041 M n. Percent 2.200 231.499 0.665 +1,20D+O,50L+O,20S+E -154.972 27.610 TOD 2.041 M n. Percent 2.200 231.499 0.669 +1,20D+O,50L+<),20S+E -155.878 27.720 TOD 2.041 M n. Percent 2.200 231.499 0.673 +1.20D+€.50L+0.20S+E -156.765 27.830 TOD 2.041 M n. Percent 2.200 231,499 0.677 +1.20D+O.50L+O.20S+E -157,634 27.940 TOD 2.041 M n. Percent 2.200 231.499 0.681 +1.20D+O.50L+O.20S+E -158,486 28.050 TOD 2.041 M n. Percent 2.200 231,499 0,685 +1.20D-K).50L+0.20S+E -159.327 28.160 TOD 2.041 M n. Percent 2.200 231,499 0,688 +1.2OD+O.50L+O.20S+E -160.159 28.270 TOD 2.041 M n. Percent 2.200 231,499 0,692 +1.20D+O.50L+O.20S+E -160.983 28.380 TOD 2.041 M n. Percent 2.200 231,499 0,695 +1.20D-tO.50L-tO.20S+E -161.797 28.490 TOD 2.041 M n. Percent 2.200 231,499 0,699 +1.20D-tO.50L+O.20S+E -162.602 28.600 TOD 2.041 M n. Percent 2.200 231.499 0,702 +1.20D+O.50L-tO.20S+E -163.398 28.710 TOD 2.041 M n. Percent 2,200 231.499 0.706 +1.2OD+O.50L+O.20S+E -164.184 28.820 TOD 2.041 M in. Percent 2,200 231.499 0.709 +1.20D+O.50L+O.20S+E -164.960 28.930 TOD 2.041 M in. Percent 2,200 231.499 0.713 -K).90D+E+1.60H 19.115 29.040 Bottom 2.041 M in. Percent 2,200 231.499 0.083 +0.90D+E+1.60H 18.155 29.150 Bottom 2.041 M in. Percent 2,200 231.499 0.078 +O.90D+E+1.60H 17.213 29.260 Bottom 2.041 M in. Percent 2,200 231.499 0.074 -K).90D+E+1.60H 16.290 29.370 Bottom 2.041 M in. Percent 2.200 231.499 0.070 •tO.90D+£+1.60H 15.386 29.480 Bottom 2.041 M in. Percent 2.200 231.499 0.066 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title; NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 Description: Grade bm.line 1-Frame F-1 File: C:\Documents and Settingstehawn nilqoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2011, Build:8,11.45, Ven6.11.4.5 Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure • Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn +O.96D+Eil.'60H 14.500 29.590 Bottom 2.041 Min. Percent 2.200 231.499 0.063 +O.90D+E+1.60H 13.634 29.700 Bottom 2.041 Min. Percent 2.200 231.499 0.059 -tO.90D+£+1.60H 12.788 29.810 Bottom 2.041 Min. Percent 2.200 231.499 0.055 +O.90D+E+1.60H 11.962 29.920 Bottom 2.041 Min. Percent 2.200 231.499 0.052 +O.90D+E+1.60H 11.156 30.030 Bottom 2.041 Min. Percent 2.200 231.499 0.048 •*O.90D+E+1.60H 10.374 30.140 Bottom 2.041 Min. Percent 2.200 231.499 0,045 +O.90D+E+1.60H 9.619 30.250 Bottom 2.041 Min. Percent 2.200 231.499 0,042 +0.90D+E+1.60H 8.890 30.360 Bottom 2.041 Min. Percent 2.200 231.499 0,038 +O.90D+E+1.60H 8.188 30.470 Bottom 2.041 Min. Percent 2.200 231.499 0,035 +0.90D+E+1.60H 7.512 30.580 Bottom 2.041 Min. Percent 2.200 231.499 0,032 -K).90D+E+1.60H 6.864 30.690 Bottom 2.041 Min. Percent 2.200 231.499 0,030 +0.90D+E+1.60H 6.244 30.800 Bottom 2.041 Min. Percent 2.200 231.499 0,027 -t€.90D+E+1.60H 5.651 30.910 Bottom 2.041 Min. Percent 2.200 231,499 0,024 +0.90D+E+1.60H 5.086 31.020 Bottom 2.041 Min. Percent 2.200 231.499 0.022 +O.90D+E+1.60H 4.549 31.130 Bottom 2.041 Min. Percent 2.200 231,499 0.020 -K}.90D+E+1.60H 4.041 31.240 Bottom 2.041 Min. Percent 2.200 231,499 0.017 +O.90D+E+1.60H 3,561 31,350 Bottom 2.041 Min. Percent 2.200 231,499 0.015 +O.90D+E+1.60H 3,111 31,460 Bottom 2.041 Min. Percent 2.200 231,499 0.013 +{).90Di€+1.60H 2,690 31.570 Bottom 2.041 Min. Percent 2.200 231,499 0.012 +O.90D-f£+1.60H 2,298 31.680 Bottom 2.041 Min. Percent 2.200 231,499 0.010 +0.90D+E+1.60H 1,936 31.790 Bottom 2.041 Min. Percent 2.200 231,499 0.008 +O.90D+E+1.60H 1,605 31.900 Bottom 2.041 Min. Percent 2.200 231,499 0.007 -K).90D+E+1.60H 1.303 32.010 Bottom 2.041 Min. Percent 2.200 231,499 0.006 -K).90D+E+1.60H 1,033 32.120 Bottom 2.041 Min. Percent 2.200 231,499 0.004 +O.90D+E+1.60H 0,793 32.230 Bottom 2.041 Min. Percent 2.200 231.499 0.003 -K).90D+E+1.60H 0,584 32.340 Bottom 2.041 Min. Percent 2.200 231.499 0.003 -K).90D+E+1.60H 0,407 32.450 Bottom 2.041 Min. Percent 2.200 231.499 0.002 -*{).90D+£+1.60H 0,261 32.560 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +0.90D+E+1.60H 0,147 32.670 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +O.90D+E+1.60H 0,066 32.780 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +O.90D+E+1.60H 0,016 32.890 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.20D-tO.50L-tO.20S+E 0,000 33.000 Bottom 2.041 Min. Percent 2.200 231.499 0.000 One Way Shear Punching Shear Load Combination... PWVn vu @ Col #1 vu @ Col #2 PhiVn vu @ Col #1 vu @ Col #2 +140D 82,16 psi 0.73 psi 0.73 psi 164.32 psi 0.79 psi 0.79 psi +1.20D+O.50Lr+1.60L+1.60H 82,16 DSi 1.54 psi 1.54 psi 164.32 psi 0.41 psi 0.41 psi +1.20D+1.60L+O.50S+1.60H 82,16 psi 1.54 psi 1.54 psi 164.32 psi 0.41 psi 0.41 Dsi +1.20D+1.60Lr+€.50L 82,16 psi 0.91 psi 0.91 psi 164.32 psi 0.59 psi 0.59 psi +1.20D+O.50L+1.60S 82,16 psi 0.91 psi 0.91 psi 164.32 psi 0.59 psi 0.59 psi +1.20D+0.50Lr+0.50L+1.60W 82.16 psi 0.91 psi 0.91 psi 164.32 psi 0.59 psi 0.59 psi +1.20D-K).50L+0.50S+1.60W 82.16 psi 0.91 psi 0.91 psi 164.32 psi 0.59 psi 0.59 psi +1.20D-tO.50L+O.20S+E 82.16 psi 11.11 psi 11.11 psi 164.32 psi 0.71 psi 1.99 psi +O.90D+E+1.60H 82.16 psi 8.03 psi 8.03 psi 164.32 psi 0.45 psi 2.16 psi INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 3^7 Combined Footing Lie. #: KW-06006198 Description : Grade bm.line 1-Frame F-2 General Information File: C:\Documenls and Settingstehawn nik]oo\My Docuniente\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2011, Build:6.11.4.5, Ven6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-OS Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (j) : Phi Values Soil information Flexure: Shear: 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 Analysis/Design Settings Calculate footing weight as dead load ? Yes Calculate Pedestal weight as dead load ? No Min Steel % Bending Reinf (based on'd') 0.0014 Min Allow % Temp Reinf (based on thick) 0.0018 Min. Overtuming Safety Factor 1.5 : Min. Sliding Safety Factor 1.5 Allowable Soil Bearing 2 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf (Uses entry for "Fooling base depth beiow soil mface' for force) Coefficient of Soil/Concrete Friction 0.3 Soil Bearing Increase Footing base depth below soil surface 0 ft Increases based on footing Depth.... Allowable pressure increase per foot 0 ksf when base of footing Is below 0 ft Increases based on footing Width ... Allowable pressure increase per foot 0 ksf when maximum length or width is greater than 0 ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero Implies no limit) Adjusted Allowable Soil Bearing 2.0 ksf (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Dimensions & Reinforcing Distance Left of Column *1 = Between Columns Distance Right of Column *2 = Total Footing Length = Footing Width Footing Thickness = Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom = AppliedLoads Applied @ Left Column [ Axial Load Downward Moment (+CCW) Shear (+X) Applied @ Right Column Ax\a\ Load Downward = Moment (+CCW) Shear (+X) Overburden = 4 ft Pedestal dimensions.. 21,0 ft 29.0 ft 3.50 ft 27.0 in Sq. Dim. Height 3 in 3 in Lr Col#1 24 1 Col*2 24 in Iin As As Bars left of Col #1 Count Size* Actual Req'd Bottom Bars 5^0 6 " 2:20 2^041 in'^2 Top Bars 5.0 6 2.20 2.041 in''2 Bars Btwn Cols Bottom Bars 5.0 6 2.20 2.041 in'^2 Top Bars 5.0 6 2.20 2.041 in*2 Bars Right of Col #2 Bottom Bars 5.0 6 2.20 2.041 in'^2 Top Bars 5.0 6 2.20 O.Oin'^2 W E H 0 0 k 0 135,0 0 k-ft 0 1 0 k 0 0 k 0 135.0 0 k-ft 0 1 0 k — 5.«6 5^*8 '21'-0- INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing File; C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 ENERCALC INC 1983-2011, Buikl:6.11.4.5, Ver.6.11.4.5 (Lie. #: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line 1-Frame F-2 DESIGNSUMMARY Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.3722 Soil Bearing 0.7445 ksf 2.0 ksf +0.60D+0.70E+H PASS 1.589 Overtuming 192.27 k-ft 305.50 k-ft 0.6D+O.7E PASS 4.515 Sliding 1.40 k 6.321 k 0.6D-tO.7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1315 1-way Shear-Col *1 10.802 psi 82.158 psi +1.20D-K).50L+{).20S+E PASS 0.1315 1-way Shear-Col #2 10.802 psi 82,158 psi +1.20D+O.50L+O.20S+E PASS 0.004611 2-way Punching - Col *1 0.7577 psi 164,32 psi +1.40D PASS 0.01188 2-way Punching - Col #2 1.951 psi 164,32 psi +0.90D+E+1.60H PASS No Bending Flexure-Left of Col *1 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.001873 Flexure - Left of Col #1 - Bottom 0.4335 k-ft 231.50 k-ft +1.40D PASS 0.4958 Flexure - Between Cols - Top -114.78 k-ft 231.50 k-ft +1.20D4O.50L-K).20S+E PASS 0.5332 Flexure - Between Cols - Bottom 123.43 k-ft 231.50 k-ft -K3.90D+E+1.60H PASS No Bending Flexure - Right of Col #2 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.04638 Flexure - Right of Col *2 - Bottom 10.737 k-ft 231.50 k-ft +O.90D+E+1.60H Soil Bearing Eccentricity Actuai Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D 35.11 k 0.000 in 0.35 ksf 0.35 ksf 2.00 ksf 0.173 +D+L+H 37.11 k 0.000 in 0.37 ksf 0.37 ksf 2.00 ksf 0.183 +D-»{).750Lr-K).750L+fl 36.61 k 0.000 in 0.36 ksf 0.36 ksf 2.00 ksf 0,180 +D+O.750L+O.750S+H 36.61 k 0.000 in 0.36 ksf 0.36 ksf 2.00 ksf 0.180 +D+0.70E+H 35.11 k 5.475 in 0.00 ksf 0.74 ksf 2.00 ksf 0.370 +D+0.750Lr+0.750L-H).750W+H 36.61 k 0.000 in 0.36 ksf 0.36 ksf 2.00 ksf 0,180 +D+O.750L+O.750S+O.750W+H 36.61 k 0.000 in 0.36 ksf 0.36 ksf 2.00 ksf 0.180 +O+0.750Lr+<3.750L+0.5250E+H 36.61 k 3.938 in 0.07 ksf 0.65 ksf 2.00 ksf 0.327 +O+0.750L+0.750S+0.5250E+H 36.61 k 3.938 in 0.07 ksf 0.65 ksf 2.00 ksf 0.327 +€.60D+O.70E+H 21.07 k 9.126 in 0.00 ksf 0.74 ksf 2.00 ksf 0.372 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overtuming Resisting Ratio D 0.00 ""ooo 999.000 0.00 0.00 999.000 D+L 0.00 0.00 999.000 0,00 0,00 999.000 0.6D+L+0.7E 0.00 0.00 999.000 192.27 334,50 1.740 0.6D+0.7E 0.00 0.00 999.000 192.27 305.50 1.589 Sliding Stability Load Combination... Sliding Force D+L 0.00 k 0.6D+L+O.7E 1.40 k 0.6D+O.7E 1.40 k Footing Flexure - Maximum Values for Load Combination Resisting Force 11.13k 6.92 k 6.32 k Sliding SafetyRatio 999 999 -.943276785714: -.5147053571421 Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D-t5.7E" 0.000 0.000 "'o oM 0 0.000 0.000 0.000 +1.40D 0.000 0.097 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.002 0.193 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.004 0.290 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.007 0.387 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.011 0.483 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.016 0.580 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.022 0.677 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.029 0,773 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.037 0.870 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.045 0.967 Bottom 2.041 Min. Percent 2,200 231.499 0.000 +1.40D 0.055 1.063 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.065 1.160 Bottom 2.041 Min. Percent 2.200 231.499 0.000 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 File: C:\Docgnients and Settingstehawn nikJooWy Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALCINC 1983-2011,BuikJ:6.11.45,Ver6.11.4.5 I Description: Grade bm.line 1-Frame F-2 Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Governed by Actual As Phi'Mn Mu/PhiMn +1.40D 0.076 1.257 Bottom 2.041 Min. Percent 2.200 231.499 0,000 +1.40D 0.088 1.353 Bottom 2.041 Min. Percent 2.200 231.499 0,000 +1.40D 0.102 1.450 Bottom 2.041 Min. Percent 2.200 231.499 0,000 +1.40D 0.115 1.547 Bottom 2.041 Min. Percent 2.200 231499 0,000 +1.40D 0.130 1.643 Bottom 2.041 Min. Percent 2.200 231.499 0,001 +1.40D 0.146 1.740 Bottom 2.041 Min. Percent 2.200 231.499 0,001 +1.40D 0.163 1.837 Bottom 2.041 Min. Percent 2.200 231.499 0,001 +1.40D 0.180 1,933 Bottom 2.041 Min. Percent 2.200 231.499 0,001 +1.40D 0.199 2,030 Bottom 2.041 Min. Percent 2.200 231.499 0,001 +1.40D 0.218 2,127 Bottom 2.041 Min. Percent 2.200 231.499 0,001 +1.40D 0.239 2.223 Bottom 2.041 Min. Percent 2.200 231.499 0,001 +1.40D 0.260 2.320 Bottom 2.041 Min. Percent 2.200 231.499 0,001 +1.40D 0.282 2.417 Bottom 2.041 Min. Percent 2.200 231.499 0,001 +1.40D 0.305 2.513 Bottom 2.041 Min. Percent 2.200 231.499 0,001 +1.40D 0.329 2.610 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.354 2.707 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.379 2.803 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.406 2.900 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.434 2.997 Bottom 2,041 Min. Percent 2.200 231.499 0.002 +1.40D 0.459 3.093 Bottom 2,041 Min. Percent 2.200 231.499 0.002 +1.40D 0.479 3.190 Bottom 2,041 Min. Percent 2.200 231.499 0.002 +1.40D 0.493 3.287 Bottom 2,041 Min, Percent 2.200 231.499 0.002 +1.40D 0.501 3.383 Bottom 2,041 Min. Percent 2.200 231.499 0.002 +1.40D 0.504 3.480 Bottom 2,041 Min. Percent 2.200 231.499 0.002 +1.40D 0.501 3.577 Bottom 2,041 Min. Percent 2.200 231.499 0.002 +1.40D 0.493 3.673 Bottom 2,041 Min. Percent 2.200 231.499 0.002 +1.40D 0.479 3.770 Bottom 2,041 Min. Percent 2.200 231.499 0.002 +1.40D 0.459 3.867 Bottom 2,041 Min. Percent 2.200 231.499 0.002 +1.40D 0.434 3.963 Bottom 2,041 Min. Percent 2.200 231.499 0.002 +1.40D 0.403 4.060 Bottom 2,041 Min. Percent 2.200 231.499 0.002 +1.40D 0.366 4.157 Bottom 2,041 Min. Percent 2.200 231.499 0.002 +1.40D 0.324 4.253 Bottom 2,041 Min. Percent 2.200 231.499 0.001 +1.40D 0.276 4.350 Bottom 2,041 Min. Percent 2.200 231.499 0.001 +1.40D 0.222 4,447 Bottom 2.041 Min, Percent 2.200 231,499 0.001 +1.40D 0.163 4,543 Bottom 2,041 Min. Percent 2.200 231.499 0.001 +1.40D 0.098 4.640 Bottom 2.041 Min. Percent 2.200 231,499 0.000 +1.40D 0.028 4.737 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D -0.049 4.833 Too 2.041 Min. Percent 2.200 231.499 0.000 +1.40D -0.130 4.930 TOD 2.041 Min. Percent 2.200 231.499 0.001 +O.90D+E+1.60H 123.426 5.027 Bottom 2.041 Min. Percent 2.200 231.499 0.533 -tO.90D+E+1.60H 122.834 5.123 Bottom 2.041 Min. Percent 2.200 231.499 0.531 +O.90D+E+1.60H 122.234 5,220 Bottom 2.041 Min. Percent 2.200 231.499 0.528 +0.90D+E+1.60H 121.623 5.317 Bottom 2.041 Min. Percent 2.200 231.499 0.525 +O.90D+E+1.60H 121.003 5413 Bottom 2.041 Min. Percent 2.200 231.499 0.523 +O.90D+E+1.60H 120.374 5.510 Bottom 2.041 Min. Percent 2.200 231.499 0.520 +O.90D+E+1.60H 119.735 5.607 Bottom 2.041 Min. Percent 2.200 231.499 0.517 +0.90D+E+1.60H 119.086 5.703 Bottom 2.041 Min. Percent 2.200 231.499 0.514 +€.90D+E+1.60H 118.427 5.800 Bottom 2.041 Min. Percent 2.200 231.499 0.512 +O.90D+E+1.60H 117.759 5.897 Bottom 2.041 Min. Percent 2.200 231.499 0.509 +0.90D+E+1.60H 117.082 5.993 Bottom 2.041 Min. Percent 2.200 231.499 0.506 +0.90D+E+1.60H 116.395 6.090 Bottom 2.041 Min. Percent 2.200 231.499 0.503 +O.90D+E+1.60H 115.698 6.187 Bottom 2.041 Min. Percent 2.200 231.499 0.500 +O.90D+E+1.60H 114.991 6.283 Bottom 2.041 Min. Percent 2.200 231.499 0.497 •K).90D+E+1.60H 114.275 6.380 Bottom 2.041 Min. Percent 2.200 231.499 0.494 -t{).90D+£+1.60H 113.550 6.477 Bottom 2.041 Min. Percent 2.200 231.499 0.490 +().90D+E+1.60H 112.814 6.573 Bottom 2.041 Min. Percent 2.200 231.499 0.487 +0.90D+E+1.60H 112.070 6.670 Bottom 2.041 Min. Percent 2.200 231.499 0.484 +0.90D+E+1.60H 111.315 6.767 Bottom 2.041 Min. Percent 2.200 231.499 0.481 +O.90D+e+1.60H 110.551 6.863 Bottom 2.041 Min. Percent 2.200 231.499 0.478 -H).90D+E+1.60H 109.778 6.960 Bottom 2.041 Min. Percent 2.200 231.499 0.474 +O.90D+E+1.60H 108.994 7.057 Bottom 2.041 Min. Percent 2.200 231.499 0.471 -HD.90D+E+1.60H 108,201 7.153 Bottom 2.041 Min. Percent 2.200 231.499 0.467 +0.90D+E+1.60H 107.399 7.250 Bottom 2.041 Min. Percent 2.200 231,499 0.464 •K).90D+E+1.60H 106,587 7.347 Bottom 2.041 Min. Percent 2.200 231,499 0.460 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Job* 101585 Dsgnr: Project Desc: "^^^ Project Notes: Combined Footing File; C:\Docunients and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC INC 1983-2011, BuiM;6.11.4.5, Ver6.11.4.5 i lLie.# : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line 1-Frame F-2 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn -K}.90D+E+1.60H 105.765 7.443 Bottom 2.041 Min. Percent 2.200 231.499 0.457 +0.90D+E+1.60H 104.934 7.540 Bottom 2.041 Min. Percent 2.200 231.499 0.453 -K).90D+£+1.60H 104.093 7.637 Bottom 2.041 Min. Percent 2.200 231.499 0.450 -K).90D+£+1.60H 103.243 7.733 Bottom 2.041 Min. Percent 2.200 231.499 0.446 +O.90D+E+1.60H 102.383 7.830 Bottom 2.041 Min. Percent 2.200 231.499 0.442 •*O.90D+E+1.60H 101.513 7.927 Bottom 2.041 Min. Percent 2.200 231.499 0.439 +0.90D+E+1.60H 100.634 8.023 Bottom 2.041 Min, Percent 2.200 231.499 0.435 +0.90D+E+1.60H 99.745 8.120 Bottom 2.041 Min, Percent 2.200 231.499 0.431 -K).90D+E+1.60H 98.846 8.217 Bottom 2.041 Min, Percent 2.200 231.499 0.427 +O.90D+E+1.60H 97.938 8.313 Bottom 2.041 Min, Percent 2.200 231.499 0.423 +O.90D+E+1.60H 97.021 8410 Bottom 2.041 Min, Percent 2.200 231.499 0.419 +0.90D+E+1.60H 96.093 8.507 Bottom 2.041 Min, Percent 2.200 231.499 0415 +0.90D+E+1.60H 95.157 8.603 Bottom 2.041 Min, Percent 2.200 231.499 0.411 •K).90D+E+1.60H 94.210 8.700 Bottom 2.041 Min, Percent 2.200 231.499 0.407 -t€.90D+E+1.60H 93.254 8.797 Bottom 2.041 Min, Percent 2.200 231.499 0.403 -K).90D+E+1.60H 92.288 8.893 Bottom 2.041 Min, Percent 2.200 231.499 0.399 -K3.90D+E+1.60H 91.313 8.990 Bottom 2.041 Min, Percent 2.200 231.499 0.394 +0.90D+E+1.60H 90.328 9.087 Bottom 2.041 Min, Percent 2.200 231.499 0.390 +0,90D+E+1.60H 89.334 9.183 Bottom 2.041 Min, Percent 2.200 231.499 0.386 +O.90D+E+1.60H 88.329 9.280 Bottom 2.041 Min, Percent 2.200 231.499 0.382 +O,90D+E+1,60H 87.316 9.377 Bottom 2.041 Min. Percent 2.200 231.499 0.377 -K3.90D+E+1.60H 86,292 9.473 Bottom 2.041 Min. Percent 2.-200 231.499 0.373 •K).90D+E+1.60H 85.259 9.570 Bottom 2.041 Min. Percent 2.200 231.499 0.368 t€.90D+E+1.60H 84,217 9.667 Bottom 2.041 Min. Percent 2.200 231.499 0.364 +O.90D+E+1.60H 83.165 9.763 Bottom 2.041 Min. Percent 2.200 231.499 0.359 +O.90D+E+1.60H 82.103 9.860 Bottom 2.041 Min. Percent 2.200 231.499 0.355 +O.90D+E+1.60H 81.032 9.957 Bottom 2.041 Min. Percent 2.200 231.499 0.350 -tO.90D+E+1.60H 79.951 10.053 Bottom 2.041 Min. Percent 2.200 231.499 0.345 +€.90D+E+1.60H 78.860 10.150 Bottom 2.041 Min. Percent 2.200 231.499 0.341 +0.90D+E+1.60H 77.760 10.247 Bottom 2.041 Min. Percent 2.200 231.499 0.336 -K).90D+E+1.60H 76.650 10.343 Bottom 2.041 Min. Percent 2.200 231.499 0.331 -K).90D+E+1.60H 75.531 10.440 Bottom 2.041 Min. Percent 2.200 231.499 0.326 +0,90D+E+1.60H 74.402 10.537 Bottom 2.041 Min. Percent 2.200 231.499 0.321 +0.90D+E+1.60H 73.264 10.633 Bottom 2.041 Min. Percent 2.200 231.499 0.316 -K).90D+€+1,60H 72.115 10.730 Bottom 2.041 Min. Percent 2.200 231.499 0.312 +O,90D+E+1.60H 70.958 10.827 Bottom 2.041 Min. Percent 2.200 231.499 0.307 +O.90D+E+1.60H 69.790 10.923 Bottom 2.041 Min. Percent 2.200 231.499 0.301 +O.90D+E+1.60H 68.613 11.020 Bottom 2.041 Min. Percent 2.200 231.499 0.296 -K).90D+E+1.60H 67,427 11.117 Bottom 2.041 Min. Percent 2.200 231.499 0.291 -tO.90D+E+1.60H 66,231 11.213 Bottom 2.041 Min. Percent 2.200 231.499 0.286 +O.90D+E+1.60H 65,025 11.310 Bottom 2.041 Min. Percent 2.200 231.499 0.281 +O.90D+E+1.60H 63.809 11.407 Bottom 2.041 Min. Percent 2.200 231.499 0.276 4{}.90D+E+1.60H 62.584 11.503 Bottom 2.041 Min. Percent 2.200 231.499 0.270 +O.90D+E+1.60H 61.350 11.600 Bottom 2.041 Min. Percent 2.200 231.499 0.265 -t{).90D+£+1.60H 60.106 11.697 Bottom 2.041 Min. Percent 2.200 231.499 0.260 +O.90D+E+1.60H 58.852 11.793 Bottom 2.041 Min. Percent 2.200 231.499 0.254 +€.90D+£+1.60H 57.590 11.890 Bottom 2.041 Min. Percent 2.200 231.499 0.249 •t€.90D+E+1.60H 56.318 11.987 Bottom 2.041 Min. Percent 2.200 231.499 0.243 +O.90D+E+1.60H 55.038 12.083 Bottom 2.041 Min. Percent 2.200 231.499 0.238 +O.90D+E+1.60H 53.749 12.180 Bottom 2.041 Min. Percent 2.200 231.499 0.232 +O.90D+E+1.60H 52.451 12.277 Bottom 2.041 Min. Percent 2.200 231.499 0.227 +O.90D+E+1.60H 51.145 12.373 Bottom 2.041 Min. Percent 2.200 231.499 0.221 -K).90D+E+1.60H 49.832 12.470 Bottom 2.041 Min. Percent 2.200 231.499 0.215 +0.90D+E+1.60H 48.510 12.567 Bottom 2.041 Min. Percent 2.200 231.499 0.210 •tO.90D+E+1.60H 47.181 12.663 Bottom 2.041 Min. Percent 2.200 231.499 0.204 -K).90D+E+1.60H 45.844 12.760 Bottom 2.041 Min. Percent 2.200 231.499 0.198 -t€.90D+E+1.60H 44.500 12.857 Bottom 2.041 Min. Percent 2.200 231.499 0.192 -K).90D+E+1.60H 43.149 12.953 Bottom 2.041 Min. Percent 2.200 231.499 0.186 t<3.90D+E+1.60H 41.791 13.050 Bottom 2.041 Min. Percent 2.200 231.499 0.181 +0.90D+E+1.60H 40.426 13.147 Bottom 2.041 Min. Percent 2.200 231.499 0.175 +O.90D+E+1.60H 39.054 13.243 Bottom 2.041 Min. Percent 2.200 231.499 0.169 +0.90D+E+1.60H 37.677 13.340 Bottom 2.041 Min. Percent 2.200 231.499 0.163 +O.90D+E+1.60H 36.293 13.437 Bottom 2.041 Min. Percent 2.200 231.499 0.157 -K).90D+E+1.60H 34.903 13.533 Bottom 2.041 Min. Percent 2.200 231.499 0.151 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 File: C:\Docunients and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 a ENERCALC, INC 1983-2011, Buiki:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line 1-Frame F-2 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Governed by Actual As Phi'Mn Mu/PhiMn +O.90D+E+1.60H 33.507 13.630 Bottom 2.041 Min. Percent 2.200 231.499 0.145 -H).90D+E+1.60H 32.106 13.727 Bottom 2.041 Min. Percent 2.200 231.499 0.139 +O.90D+E+1.60H 30.699 13.823 Bottom 2.041 Min. Percent 2.200 231.499 0.133 +O.90D+E+1.60H 29.287 13.920 Bottom 2.041 Min. Percent 2.200 231.499 0.127 +O.90D+E+1.60H 27.870 14.017 Bottom 2.041 Min. Percent 2.200 231.499 0.120 +O.90D+E+1.60H 26.449 14.113 Bottom 2.041 Min. Percent 2.200 231.499 0.114 +O.90D+E+1.60H 25.022 14.210 Bottom 2.041 Min. Percent 2.200 231.499 0.108 +O.90D+E+1.60H 23.591 14.307 Bottom 2.041 Min. Percent 2.200 231.499 0.102 +O.90D+E+1.60H 22.156 14.403 Bottom 2.041 Min. Percent 2.200 231.499 0.096 +0.90D+E+1.60H 20.717 14.500 Bottom 2.041 Min. Percent 2.200 231.499 0.089 +€.90D+E+1.60H 19,273 14.597 Bottom 2.041 Min. Percent 2.200 231.499 0.083 +O.90D+E+1.60H 17,826 14.693 Bottom 2.041 Min. Percent 2.200 231.499 0.077 -»O.90D+E+1.60H 16,376 14.790 Bottom 2.041 Min. Percent 2.200 231.499 0.071 +O.90D+E+1.60H 14,922 14.887 Bottom 2.041 Min, Percent 2.200 231.499 0.064 •*O.90D+E+1.60H 13.465 14.983 Bottom 2.041 Min, Percent 2.200 231.499 0.058 +O.90D+E+1.60H 12.005 15.080 Bottom 2.041 Min, Percent 2.200 231.499 0.052 +1,20D-K),50L+O,20S+E -10.907 15.177 TOD 2.041 Min, Percent 2.200 231.499 0.047 +1.20D-tO,50L+O.20S+E -12.298 15.273 TOD 2.041 Min, Percent 2.200 231.499 0.053 +1.20D+O.50L+O.20S+E -13.687 15.370 TOD 2.041 Min, Percent 2.200 231.499 0.059 +1.20D-K).50L+O.20S+E -15.074 15.467 TOD 2.041 Min, Percent 2.200 231.499 0.065 +1.20D-K).50L+0.20S+E -16.459 15.563 TOD 2.041 Min, Percent 2.200 231.499 0.071 +1.20D+0,50L+0.20S+E -17.842 15.660 TOD 2.041 Min, Percent 2.200 231.499 0.077 +1.20D+0.50L+<).20S+E -19.223 15.757 TOD 2.041 Min, Percent 2.200 231.499 0.083 +1.20D+O.50L+O.20S+E -20.601 15.853 TOD 2.041 Min. Percent 2.200 231.499 0.089 +1.20D+O.50L-K}.20S+E -21.978 15.950 TOD 2.041 Min. Percent 2.200 231.499 0.095 +1.20D+O,50L+O,20S+E -23.351 16.047 TOD 2.041 Min. Percent 2.200 231.499 0.101 +1.20D+O.50L+O.20S+E -24.722 16.143 TOD 2.041 Min. Percent 2.200 231.499 0.107 +1.20D+O.50L+O.20S+E -26.090 16.240 TOD 2.041 Min. Percent 2.200 231.499 0.113 +1.20D+0.50L+0.20S+E -27.455 16.337 TOD 2.041 Min. Percent 2,200 231.499 0.119 +1.20D+O.50L+O.20S+E -28.817 16,433 TOD 2.041 Min. Percent 2,200 231.499 0.124 +1.20D+().50L+O.20S+E -30.176 16,530 TOD 2.041 Min. Percent 2,200 231.499 0.130 +1.20D+O.50L+O.20S+E -31.532 16.627 TOD 2.041 Min. Percent 2,200 231.499 0.136 +1.20D+O.50L-K).20S+E -32.884 16.723 TOD 2.041 Min. Percent 2,200 231.499 0.142 +1,20D+O,50L+O.20S+E -34.232 16.820 TOD 2.041 Min. Percent 2.200 231.499 0.148 +1.20D-K).50L+€.20S+E -35.577 16.917 TOD 2.041 Min. Percent 2.200 231.499 0.154 +1.20D-K).50L+O.20S+E -36.917 17.013 TOD 2.041 Min. Percent 2.200 231.499 0.159 +1.20D+0.50L+0.20S+E -38.254 17.110 TOD 2.041 Min. Percent 2.200 231.499 0.165 +1.20D-tO.50L+{).20S+E -39.587 17.207 TOD 2.041 Min. Percent 2.200 231.499 0.171 +1.20D+0.50L+0.20S+E 40.915 17.303 TOD 2.041 Min. Percent 2.200 231.499 0.177 +1.20D+O.50L+O.20S+E 42.239 17.400 TOD 2.041 Min. Percent 2.200 231.499 0.182 +1.20D+O.50L+O.20S+E 43.558 17.497 TOD 2.041 Min. Percent 2.200 231.499 0.188 +1.20D+0.50L+0.20S+E 44.873 17.593 TOD 2.041 Min. Percent 2.200 231.499 0.194 +1.20D+0.50L+0.20S+E 46.183 17.690 TOD 2.041 Min. Percent 2.200 231.499 0.199 +1.20D+0.50L-tO.20S+E 47.488 17.787 TOD 2.041 Min. Percent 2.200 231.499 0.205 +1.20D+O.50L-tO.20S+E 48,788 17.883 TOD 2,041 Min. Percent 2.200 231.499 0.211 +1.20D+<).50L-tO.20S+E -50,083 17.980 TOD 2,041 Min. Percent 2.200 231.499 0.216 +1,20D+O,50L+O,20S+E -51,372 18,077 TOD 2,041 Min. Percent 2.200 231.499 0.222 +1,20D+O,50L-K).20S+E -52,656 18.173 TOD 2,041 Min. Percent 2.200 231.499 0.227 +1.20D+O,50L-tO,20S+£ -53,935 18.270 TOD 2,041 Min. Percent 2.200 231.499 0.233 +1.20D+O,50L+O,20S+E -55,208 18.367 TOD 2.041 Min. Percent 2.200 231.499 0.238 +1,20D+0,50L+0,20S+E -56.475 18.463 TOD 2.041 Min. Percent 2.200 231.499 0.244 +1.20D+0,50L+0,20S+E -57.736 18.560 TOD 2.041 Min. Percent 2.200 231.499 0.249 +1,20D+O.50L+0,20S+E -58.990 18.657 TOD 2.041 Min. Percent 2.200 231.499 0.255 +1.20D+O.50L+O.20S+E -60.239 18.753 TOD 2.041 Min. Percent 2.200 231.499 0.260 +1.20D+O.50L+O.20S+E -61.481 18.850 TOD 2.041 Min. Percent 2.200 231.499 0.266 +1.20D+0.50L+0.20S+E -62.717 18.947 TOD 2.041 Min. Percent 2.200 231.499 0.271 +1.20D+O.50L+O.20S+E -63.946 19.043 TOD 2.041 Min. Percent 2.200 231.499 0.276 +1.20D+O,50L+O,20S+E -65.169 19.140 TOD 2.041 Min. Percent 2.200 231.499 0.282 +1,20D+O,50L+O.20S+E -66.384 19.237 TOD 2.041 Min, Percent 2.200 231.499 0.287 +1,20D+O,50L+O,20S+E -67.593 19.333 TOD 2.041 Min, Percent 2.200 231.499 0.292 +1.20D+O.50L^.20S+E -68.794 19.430 TOD 2.041 Min. Percent 2.200 231.499 0.297 +1.20D+O.50L-tO.20S+E -69.988 19.527 TOD 2.041 Min. Percent 2.200 231.499 0.302 +1.20D+O.50L+O.20S+E -71.175 19.623 TOD 2.041 Min. Percent 2.200 231.499 0.307 +1.20D+O.50L+O.20S+E -72.354 19,720 TOD 2.041 Min. Percent 2.200 231.499 0.313 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 Description : Grade bm.line 1-Frame F-2 File; C;\Documents and Settingstehawn nilqoo\My DocumentsCNERCALC Data Files\nccc_10158S.ec6 | ENERCALC, INC 1983-2011, Buikl:6.11.45, Ver:6.11.4.5 Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu/PhiMn +1.20D+O.50L+O.20S+E -73,525 19.817 TOD 2.041 Min. Percent 2:200 ' "231.499 0,318 +1.20D-H).50L+0.20S+E -74,689 19.913 TOD 2.041 Min. Percent 2.200 231.499 0,323 +1.20D+0.50L+0.20S+E -75,845 20.010 TOD 2.041 Min. Percent 2.200 231.499 0.328 +1.20D+0.50L+0.20S+E -76,992 20.107 TOD 2.041 Min. Percent 2.200 231.499 0.333 +1.20D+O.50L+O.20S+E -78.132 20.203 TOD 2.041 Min. Percent 2.200 231.499 0.338 +1.20D+0.50L-K).20S+E -79.263 20.300 TOD 2.041 Min. Percent 2.200 231.499 0.342 +1.20D-K).50L+O.20S+E -80.386 20.397 TOD 2.041 Min. Percent 2.200 231.499 0.347 +1.20D+O.5OL-t{),20S+E -81.500 20.493 TOD 2.041 Min. Percent 2.200 231.499 0.352 +1.20D+0,50L+0,20S+E -82.605 20.590 TOD 2.041 Min. Percent 2.200 231.499 0.357 +1,20D+O,50L+O,20S+€ -83.702 20,687 TOD 2.041 Min. Percent 2.200 231.499 0.362 +1.20D+O.50L+O.20S+E -84.789 20,783 TOD 2.041 Min. Percent 2.200 231.499 0.366 +1.20D+O.50L+O.20S+E -65.868 20,880 TOD 2.041 Min. Percent 2.200 231.499 0.371 +1.20D+O.50L-tO.20S+E -86.937 20.977 TOD 2.041 Min. Percent 2.200 231.499 0.376 +1.20D+0.50L-tO.20S+£ -87.997 21.073 TOD 2.041 Min. Percent 2.200 231.499 0.380 +1.20D+0.50L+O.20S+E -89.047 21.170 TOD 2.041 Min. Percent 2.200 231.499 0.385 +1.20D+O.50L+O.20S+E -90.088 21.267 TOD 2.041 Min. Percent 2.200 231.499 0.389 +1.20D+0.50L+0.20S+E -91.119 21.363 TOD 2.041 Min. Percent 2.200 231.499 0.394 +1.20D+O.50L+O.20S+E -92.140 21.460 TOD 2.041 Min. Percent 2.200 231.499 0.398 +1.20D-fO.50L+O.20S+E -93.151 21.557 TOD 2.041 Min. Percent 2.200 231.499 0.402 +1.20D+O.50L+O.20S+E -94.152 21.653 TOD 2.041 Min. Percent 2.200 231.499 0.407 +1.20D+O.50L+O.20S+E -95.142 21.750 TOD 2.041 Min. Percent 2.200 231.499 0.411 +1.20D+O.50L+O.20S+E -96.122 21.847 TOD 2.041 Min. Percent 2.200 231.499 0.415 +1.20D+O.50L+O.20S+E -97.092 21.943 TOD 2.041 Min. Percent 2.200 231.499 0419 +1.20D-K).50L+0.20S+E -98.051 22.040 TOD 2.041 Min. Percent 2.200 231.499 0.424 +1.20D+O.50L-tO.20S+E -98.999 22.137 TOD 2.041 Min. Percent 2.200 231.499 0.428 +1.20D+O.50L-K).20S+E -99.936 22.233 TOD 2.041 Min. Percent 2.200 231.499 0.432 +1.20D-K).50L+O.20S+E -100.862 22.330 TOD 2.041 Min. Percent 2.200 231.499 0.436 +1.20D-K).50L+O.20S+E -101.777 22.427 TOD 2.041 Min. Percent 2.200 231.499 0.440 +1.20D+O.50L+O.20S+E -102.680 22.523 TOD 2.041 Min. Percent 2.200 231.499 0.444 +1.20D-tO.50L+O.20S+E -103.572 22.620 TOD 2.041 Min. Percent 2.200 231.499 0.447 +1.20D+O.50L+O.20S+E -104.453 22.717 TOD 2.041 Min. Percent 2.200 231.499 0.451 +1.20D+O.5OL-tO.20S+E -105.322 22.813 TOD 2.041 Min. Percent 2.200 231.499 0.455 +1.20D+O.50L+O.20S+E -106.179 22.910 TOD 2.041 Min. Percent 2.200 231.499 0.459 +1.20D+O.50L+O.20S+E -107.023 23.007 TOD 2.041 Min. Percent 2.200 231.499 0.462 +1.20D-K).50L+O.20S+E -107.856 23.103 TOD 2.041 Min. Percent 2.200 231.499 0.466 +1.20D-K).50L+0.20S+E -108.677 23.200 TOD 2.041 Min. Percent 2.200 231.499 0.469 +1.20D-K).50L+0.20S+E -109.485 23,297 TOD 2.041 Min. Percent 2.200 231.499 0.473 +1.20D+O.50L+O.20S+E -110.280 23.393 TOD 2.041 Min. Percent 2.200 231.499 0.476 +1.20D-tO.50L+O.20S+E -111.063 23,490 TOD 2.041 Min. Percent 2.200 231.499 0.480 +1.20D-tO.50L+O.20S+£ -111.834 23.587 TOD 2.041 Min. Percent 2.200 231.499 0.483 +1.20D-K).50L+O,20S+E -112.591 23.683 TOD 2.041 Min. Percent 2.200 231.499 0.486 +1.20D-tO.50L+O.20S+E -113335 23.780 TOD 2.041 Min. Percent 2.200 231.499 0.490 +1,20D+O.50L+O.20S+E -114.066 23.877 TOD 2.041 Min. Percent 2.200 231.499 0.493 +1.20D-t<).50L-tO.20S+E -114.784 23.973 TOD 2.041 Min. Percent 2.200 231.499 0.496 +1.20D-*O.50L+O.20S+E -115.490 24.070 TOD 2.041 Min. Percent 2.200 231.499 0.499 +1.20D-K).50L+O.20S+E -116.191 24.167 TOD 2.041 Min. Percent 2.200 231.499 0.502 +1.20D-K).50L-tO.20S+E -116.886 24.263 TOD 2,041 Min. Percent 2.200 231.499 0.505 +1.20D+O.50L-4O.20S+E -117.575 24.360 TOD 2,041 Min. Percent 2.200 231.499 0.508 +1.20D+O.50L+O.20S+E -118.257 24.457 TOD 2,041 Min. Percent 2.200 231.499 0.511 +1.20D-K).50L-tO.20S+E -118.934 24.553 TOD 2,041 Min. Percent 2.200 231.499 0.514 +1.20D-*O.50L+€.20S+E -119.605 24.650 TOD 2,041 Min. Percent 2.200 231.499 0.517 +1.20D+O.50L+O.20S+E -120.269 24.747 TOD 2,041 Min. Percent 2.200 231.499 0.520 +1.20D+€.50L-t€.20S+E -120.926 24.843 TOD 2,041 Min. Percent 2.200 231.499 0.522 +1.20D+O.50L+O.20S+E -121.577 24.940 TOD 2,041 Min. Percent 2.200 231.499 0.525 +O.90D+E+1.60H 18.047 25.037 Bottom 2,041 Min. Percent 2.200 231.499 0.078 +€.90D+E+1.60H 17.257 25.133 Bottom 2,041 Min. Percent 2.200 231.499 0.075 +0.90D+E+1.60H 16.480 25.230 Bottom 2,041 Min. Percent 2.200 231.499 0.071 +O.90D+E+1.60H 15.715 25.327 Bottom 2.041 Min. Percent 2.200 231.499 0.068 +O.90D+E+1.60H 14.964 25.423 Bottom 2.041 Min. Percent 2.200 231.499 0.065 +O.90D+E+1.60H 14.225 25.520 Bottom 2.041 Min. Percent 2.200 231,499 0.061 +O.90D+E+1.60H 13.500 25.617 Bottom 2.041 Min. Percent 2.200 231,499 0.058 +0.90D+E+1.60H 12.789 25.713 Bottom 2.041 Min. Percent 2.200 231,499 0.055 -tO.90D+E+1.60H 12.091 25.810 Bottom 2.041 Min. Percent 2.200 231,499 0.052 +0,90D+E+1.60H 11.407 25.907 Bottom 2.041 Min. Percent 2.200 231,499 0.049 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 File: C:\Documents and Settingstehawn nikjoo\My Docunients\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC INC 1983-2011, Build:6.11.4.5, Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line 1 -Frame F-2 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn +0.90D+E+1.60H 10.737 26.003 Bottom 2.041 Min. Percent 2.200 231.499 " 0.046 +O.90D+E+1.60H 10.084 26.100 Bottom 2.041 Min. Percent 2.200 231.499 0.044 +O.90D+E+1.60H 9.449 26.197 Bottom 2.041 Min. Percent 2.200 231.499 0.041 +O.90D+E+1.60H 8.833 26.293 Bottom 2.041 Min. Percent 2.200 231.499 0.038 +O.90D+E+1.60H 8.237 26.390 Bottom 2.041 Min. Percent 2.200 231.499 0.036 +O.90D+E+1.60H 7.659 26.487 Bottom 2.041 Min. Percent 2.200 231.499 0.033 +{).90D+£+1.60H 7.101 26.583 Bottom 2.041 Min. Percent 2.200 231.499 0.031 -K).90D+£+1.60H 6.562 26.680 Bottom 2.041 Min. Percent 2.200 231.499 0.028 -tO.90D+E+1.60H 6.043 26.777 Bottom 2.041 Min. Percent 2.200 231.499 0.026 •^.90D+£+1.60H 5.544 26.873 Bottom 2.041 Min. Percent 2.200 231.499 0.024 +0.90D+E+1.60H - 5.066 26.970 Bottom 2.041 Min. Percent 2.200 231.499 0.022 +O.90D+E+1.60H 4.607 27.067 Bottom 2.041 Min. Percent 2.200 231.499 0.020 +0.90D+E+1.60H 4.169 27.163 Bottom 2.041 Min. Percent 2.200 231,499 0.018 +O.90D+E+1.60H 3.752 27.260 Bottom 2.041 Min. Percent 2.200 231,499 0.016 +O.90D+E+1.60H 3.356 27.357 Bottom 2.041 Min. Percent 2.200 231,499 0.014 +0.90D+E+1.60H 2.981 27.453 Bottom 2.041 Min. Percent 2.200 231,499 0.013 +O.90D+E+1.60H 2.627 27.550 Bottom 2.041 Min. Percent 2.200 231,499 0.011 +0.90D+E+1.60H 2.294 27.647 Bottom 2.041 Min. Percent 2.200 231,499 0.010 4O.90D+E+1.60H 1.984 27.743 Bottom 2.041 Min. Percent 2.200 231,499 0.009 -K).90D+E+1.60H 1.695 27.840 Bottom 2.041 Min. Percent 2.200 231,499 0.007 +0.90D+E+1.60H 1.428 27.937 Bottom 2.041 Min. Percent 2.200 231,499 0.006 -*€.90D+E+1.60H 1.183 28.033 Bottom 2.041 Min. Percent 2.200 231,499 0.005 +O.90D+E+1.60H 0.961 28.130 Bottom 2.041 Min. Percent 2.200 231,499 0.004 +€.90D+£+1.60H 0.761 28.227 Bottom 2.041 Min. Percent 2.200 231,499 0.003 +O.90D+E+1.60H 0.584 28.323 Bottom 2.041 Min. Percent 2.200 231,499 0,003 +O.90D+E+1.60H 0.430 28.420 Bottom 2.041 Min. Percent 2.200 231.499 0,002 +O.90D+E+1.60H 0.300 28.517 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +0.90D+E+1.60H 0.192 28.613 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +O.90D+E+1.60H 0.108 28.710 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +O.90D+E+1.60H 0.048 28.807 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +O.90D+E+1.60H 0.012 28.903 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +O.90D+E+1.60H 0.000 29.000 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col #1 vu @ Col #2 PhiVn vu @ Col #1 vu @ Col #2 +1.40D 82.16 psi 0.79 psi 079 psi" ^ 164.32 psi' 0.76 psi 0.76 psi +1.20D+O.50Lr+1.60L+1.60H 82.16 psi 1.50 psi 1.50 psi 164.32 psi 0.40 psi 0.40 psi +1.20D+1.60L+O.50S+1.60H 82.16 psi 1.50 psi 1.50 psi 164.32 psi 0.40 psi 0.40 psi +1.20D+1.60Lr4O.50L 82.16 psi 0.93 psi 0.93 psi 164.32 psi 0.57 psi 0.57 psi +1.20D+O.50L+1.60S 82.16 psi 0.93 psi 0.93 psi 164.32 psi 0.57 psi 0.57 psi +1.20D-K).50Lr-K).50L+1.60W 82.16 psi 0.93 psi 0.93 psi 164.32 psi 0.57 psi 0.57 psi +1.20D+0.50L+0.50S+1.60W 82.16 psi 0.93 psi 0.93 psi 164.32 psi 0.57 psi 0.57 psi +1.20D+O.50L+O.20S+E 82.16 psi 10.80 psi 10.80 psi 164.32 psi 0.68 psi 1.83 psi +O.90D+E+1.60H 82.16 psi 8.03 psi 8.03 psi 164.32 psi 0.45psi 1.95 psi INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA, 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 Description : Grade bm.line 1-Frame F-3 General Information Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (j) : Phi Values Flexure: Shear: 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 Soil Information Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Sliding Resistance !'(/5es entry for "f-ooting base depth below soil mfaa Coefficient of Soil/Concrete Friction 2 ksf No 250 pcf pirnensions&^ Reinforcing Distance Left of Column *1 = Between Columns = Distance Right of Column #2 = Total Footing Length = Footing Width Footing Thickness = Rebar Center to Concrete Edge @ Top = Rebar Center to Concrete Edge @ Bottom = Applied Loads Applied @ Left Column [ Axial Load Downward = Moment (+CCW) Shear (+X) Applied @ Right Column Ax\a\ Load Downward = Moment (+CCW) Shear (+X) Overburden 6.0 ft 14 ft 6.0 ft 26^0 ft 3,50 ft 27.0 in 0.3 File; C:\Documents and Settingstehawn nikjoo\My Docunients\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC INC 1983-2011,8uikl:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) Min. Overtuming Safety Factor Min. Sliding Safety Factor Yes No 0.0014 0.0018 1.5: 1.5 Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth Allowable pressure increase per foot when base of footing is below Increases based on footing Width... Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero Implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Oft Oksf Oft Oksf Oft 10 ksf 2.0 ksf Pedestal dimensions.. Sq.Dim. = Height = 3 in 3 in Col *1 24 1 Col*2 24 in Iin Lr As As Bars left of Col #1 Count Size* Actual Req'd Bottom Bars " 5.0" "6 " " "2.20 2.041 ^"2 Top Bars 5.0 6 2.20 2.041 in'^2 Bars Btwn Cols Bottom Bars 5.0 6 2.20 2,041 in«2 Top Bars 5.0 6 2.20 2,041 in'^2 Bars Right of Col #2 Bottom Bars 5.0 6 2.20 2.041 in'^2 Top Bars 5.0 6 2.20 0.0 in'^2 W E H 0 " 0 " 'k 0 104.0 0 k-ft 0 1 0 k 0 0 k 0 104.0 0 k-ft 0 1 0 k 5.«6 ' 5J6 . 8-»6 5.#6 INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 " File: Cibocuments and Settingstehawn nikioo\My Documents\ENERCALC Data FilesViccc_10158"5.ec6 • ENERCALC INC. 1983-2011, Buikl:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line 1-Frame F-3 DESIGNSUMMARY Ratio Item Applied Capacity Governing Load Combination PASS 0.3629 Soil Bearing 0.7258 ksf 2.0 ksf +D-*0.70E+H PASS 1.660 Overtuming 148.87 k-ft 247.17 k-ft 0.6D+O.7E PASS 4.074 Sliding 1.40 k 5.704 k 0.6D+0.7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.140 1-way Shear-Col *1 11.499 psi 82.158 psi +1.20D+O.50L+O.20S+E PASS 0.140 1-way Shear-Col *2 11.499 psi 82.158 psi +1.20D+O.50L+O.20S+E PASS 0.004722 2-way Punching - Col *1 0.7759 psi 164.32 psi +1.40D PASS 0.009040 2-way Punching - Col *2 1.485 psi 164.32 psi +1.20D+0.50L+0.20S+E PASS No Bending Flexure-Left of Col *1 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.005676 Flexure - Left of Col *1 - Bottom 1.314 k-ft 231.50 k-ft +1.40D PASS 0.2838 Flexure - Between Cols - Top -65.698 k-ft 231.50 k-ft +1.20D-K).50L+O.20S+£ PASS 0.3460 Flexure - Between Cols - Bottom 80.092 k-ft 231.50 k-ft +O.90D+E+1.60H PASS No Bending Flexure - Right of Col *2 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.1087 Flexure - Right of Col *2 - Bottom 25.168 k-ft 231.50 k-ft +O.90D+E+1.60H Design OK Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D ~ ^ 31.69 k 0.000 in 0.35 ksf 0.35 ksf 2.00 ksf 0.174 +D+L+H 33.69 k 0.000 in 0.37 ksf 0.37 ksf 2.00 ksf 0.185 +D+0.750Lr+0.750L+H 33.19 k 0.000 in 0.36 ksf 0.36 ksf 2.00 ksf 0.182 +D+0.750L+0.750S+H 33.19 k 0.000 in 0.36 ksf 0.36 ksf 2.00 ksf 0.182 +D+0.70E+H 31.69 k 4.698 in 0.00 ksf 0.73 ksf 2.00 ksf 0.363 +D+O.750Lr-K).750L+O.750W+H 3319 k 0.000 in 0.36 ksf 0.36 ksf 2.00 ksf 0.182 +D+O.750L+O.750S+O.750W+H 33.19 k 0.000 in 0.36 ksf 0.36 ksf 2.00 ksf 0,182 +D+O.750Lr-tO.750L+O.5250E+H 33.19 k 3.364 in 0.08 ksf 0.65 ksf 2.00 ksf 0,323 +D+O.750L+O.750S+O.5250E+H 33.19 k 3.364 in 0.08 ksf 0.65 ksf 2.00 ksf 0,323 +O.60D+O.70E+H 19.01 k 7.830 in 0.00 ksf 0.70 ksf 2.00 ksf 0.349 Overturning Stability Load Combination... Ove D D+L 0.6D+L+0.7E 0.6D+0.7E Sliding Stability Load Combination... D D+L 0.6D+L-K).7E 0.6D+O.7E Footing Flexure • Maximum Values for Load Combination Moments about Left Edge k-ft Moments about Right Edge k-ft ling Resisting Ratio Overtuming Resisting Ratio o.oo' 'o.oo " 999.000" 0.00 OJOO 999.000 0.00 0.00 999.000 0.00 0.00 999.000 0.00 0.00 999.000 148,87 273.17 1.835 0.00 0.00 999.000 148.87 247.17 1.660 Sliding^orce Resisting Force Sliding SafetyRatio 0.00 k 9.51 k 999 0.00 k 10.11 k 999 1.40 k 6.30 k -.502839285714: 1.40 k 5.70 k -.0742678571421 Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn 0.6D+O.7E ""o.ooo" 0.000 0 0.000 0 0.000 0.000 0.000 +1.40D 0.000 0.087 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.002 0.173 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.004 0.260 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.006 0.347 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.010 0.433 Bottom 2.041 Min. Percent 2.200 231,499 0.000 +1.40D 0.015 0.520 Bottom 2.041 Min. Percent 2.200 231,499 0.000 +1.40D 0.020 0.607 Bottom 2.041 Min. Percent 2.200 231,499 0.000 +1.40D 0.026 0.693 Bottom 2.041 Min. Percent 2.200 231,499 0.000 +1.40D 0.033 0.780 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.040 0.867 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.049 0.953 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.058 1.040 Bottom 2.041 Min. Percent 2.200 231.499 0.000 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 File; C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC INC 1983-2011, Build:6.11.4.5,Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line 1-Frame F-3 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn +1.40D 0.068 1.127 Bottom 2.041 Min. Percent 27200"' 231.499 0.000 +1.40D 0.079 1.213 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.091 1.300 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.104 1.387 Bottom 2.041 Min. Percent 2.200 231.499 0.000 +1.40D 0.117 1.473 Bottom 2.041 Min. Percent 2.200 231,499 0.001 +1.40D 0.131 1.560 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.146 1.647 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.162 1.733 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.178 1.820 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.196 1.907 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.214 1.993 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.233 2.080 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.253 2.167 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.273 2.253 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.295 2.340 Bottom 2.041 Min. Percent 2.200 231.499 0.001 +1.40D 0.317 2.427 Bottom 2.041 Min. Percent 2.200 231,499 0.001 +1.40D 0.340 2.513 Bottom 2.041 Min. Percent 2.200 231,499 0.001 +1.40D 0.364 2.600 Bottom 2.041 Min. Percent 2.200 231,499 0.002 +1.40D 0.389 2.687 Bottom 2.041 Min. Percent 2.200 231,499 0.002 +1.40D 0414 2.773 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.440 2.860 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.468 2.947 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.495 3.033 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.524 3.120 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.554 3.207 Bottom 2.041 Min. Percent 2.200 231.499 0.002 +1.40D 0.584 3.293 Bottom 2.041 Min. Percent 2.200 231.499 0.003 +1.40D 0.615 3.380 Bottom 2.041 Min. Percent 2.200 231.499 0.003 +1.40D 0.647 3.467 Bottom 2.041 Min. Percent 2.200 231.499 0.003 +1.40D 0.680 3.553 Bottom 2.041 Min. Percent 2.200 231.499 0.003 +1.40D 0.713 3.640 Bottom 2.041 Min. Percent 2.200 231.499 0.003 +1.40D 0.748 3.727 Bottom 2.041 Min. Percent 2.200 231.499 0.003 +1.40D 0.783 3.813 Bottom 2.041 Min. Percent 2.200 231.499 0.003 +1.40D 0.819 3.900 Bottom 2.041 Min. Percent 2.200 231.499 0.004 +1.40D 0.856 3.987 Bottom 2.041 Min. Percent 2.200 231,499 0.004 +1.40D 0.893 4.073 Bottom 2.041 Min. Percent 2.200 231,499 0.004 +1.40D 0.932 4.160 Bottom 2.041 Min. Percent 2.200 231,499 0.004 +1.40D 0.971 4.247 Bottom 2.041 Min. Percent 2.200 231.499 0.004 +1.40D 1.011 4.333 Bottom 2.041 Min. Percent 2.200 231.499 0.004 +1.40D 1.052 4.420 Bottom 2.041 Min. Percent 2.200 231.499 0.005 +1.40D 1.094 4.507 Bottom 2.041 Min. Percent 2.200 231.499 0.005 +1.40D 1.136 4.593 Bottom 2.041 Min. Percent 2.200 231.499 0.005 +1.40D 1.179 4.680 Bottom 2.041 Min. Percent 2.200 231.499 0.005 +1.40D 1.223 4.767 Bottom 2.041 Min. Percent 2.200 231,499 0.005 +1.40D 1.268 4.853 Bottom 2.041 Min. Percent 2.200 231,499 0.005 +1.40D 1.314 4.940 Bottom 2.041 Min. Percent 2.200 231,499 0.006 +1.40D 1.360 5,027 Bottom 2.041 Min. Percent 2.200 231,499 0.006 +1.40D 1.403 5.113 Bottom 2.041 Min. Percent 2.200 231,499 0.006 +1.40D 1.442 5,200 Bottom 2.041 Min. Percent 2.200 231,499 0.006 +1.40D 1.476 5.287 Bottom 2.041 Min. Percent 2.200 231.499 0.006 +1.40D 1.506 5.373 Bottom 2.041 Min. Percent 2.200 231.499 0.007 +1.40D 1.531 5.460 Bottom 2.041 Min. Percent 2.200 231.499 0.007 +1.40D 1.552 5.547 Bottom 2.041 Min. Percent 2.200 231.499 0.007 +1.40D 1.568 5.633 Bottom 2.041 Min. Percent 2.200 231.499 0.007 +1.40D 1.580 5.720 Bottom 2.041 Min. Percent 2.200 231.499 0.007 +1.40D 1.588 5.807 Bottom 2.041 Min. Percent 2.200 231.499 0.007 +1.40D 1.591 5.893 Bottom 2.041 Min. Percent 2.200 231.499 0.007 +1.40D 1.589 5.980 Bottom 2.041 Min. Percent 2.200 231.499 0.007 +1.40D 1.584 6.067 Bottom 2.041 Min. Percent 2.200 231.499 0.007 +1.40D 1.573 6.153 Bottom 2.041 Min. Percent 2.200 231.499 0.007 +1.40D 1.558 6.240 Bottom 2.041 Min. Percent 2.200 231.499 0.007 +1.40D 1.539 6.327 Bottom 2.041 Min. Percent 2.200 231.499 0.007 +1.40D 1.516 6.413 Bottom 2.041 Min. Percent 2.200 231.499 0.007 +1.40D 1.487 6.500 Bottom 2.041 Min. Percent 2.200 231.499 0.006 +1.40D 1.455 6.587 Bottom 2.041 Min. Percent 2.200 231.499 0.006 INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Job* 101585 Dsgnr: Project Desc: -v * —\ Project Notes: ' Combined Footing File; C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2011, Build:6,11.4,5, Ver6,11,4,5 | • Lie. #: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC ^^^H Description : Grade bm.line 1-Frame F-3 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu/PhiMn +1.40D 1.418 6.673 Bottom 2.041 Min. Percent 2.200 231,499 0.006 +1.40D 1.376 6.760 Bottom 2.041 Min. Percent 2.200 231,499 0.006 +1.40D 1.331 6.847 Bottom 2.041 Min. Percent 2.200 231,499 0.006 +1.40D 1.280 6.933 Bottom 2.041 Min. Percent 2.200 231,499 0.006 +O.90D+G+1.60H 80.092 7.020 Bottom 2.041 Min. Percent 2.200 231,499 0.346 +O.90D+E+1.60H 79.385 7.107 Bottom 2.041 Min. Percent 2.200 231,499 0.343 +O.90D+E+1.60H 78.670 7.193 Bottom 2.041 Min. Percent 2.200 231.499 0.340 +0.90D+E+1.60H 77.948 7.280 Bottom 2.041 Min. Percent 2.200 231.499 0.337 +O.90D+E+1.60H 77.218 7.367 Bottom 2.041 Min. Percent 2.200 231.499 0.334 +O.90D+E+1.60H 76.480 7.453 Bottom 2.041 Min. Percent 2.200 231.499 0.330 -K).90D+£+1.60H 75.734 7.540 Bottom 2.041 Min. Percent 2.200 231.499 0.327 +0.90D+E+1.60H 74.980 7.627 Bottom 2.041 Min. Percent 2.200 231.499 0.324 +O.90D+E+1.60H 74.219 7.713 Bottom 2.041 Min. Percent 2.200 231.499 0.321 +0.90D+E+1.60H 73.450 7.800 Bottom 2.041 Min. Percent 2.200 231.499 0.317 +O.90D+E+1.60H 72.674 7.887 Bottom 2.041 Min. Percent 2.200 231.499 0.314 +O.90D+E+1.60H 71.890 7.973 Bottom 2.041 Min. Percent 2.200 231.499 0.311 -K).90D+E+1.60H 71.098 8.060 Bottom 2.041 Min. Percent 2.200 231.499 0.307 +0.90D+E+1.60H 70.298 8.147 Bottom 2.041 Min. Percent 2.200 231.499 0.304 +O.90D+E+1.60H 69.490 8.233 Bottom 2.041 Min. Percent 2.200 231.499 0.300 +O.90D+E+1.60H 68.675 8.320 Bottom 2.041 Min. Percent 2.200 231.499 0.297 -K).90D+€+1.60H 67.852 8.407 Bottom 2.041 Min. Percent 2.200 231.499 0.293 +O.90D+E+1.60H 67.022 8.493 Bottom 2.041 Min. Percent 2.200 231.499 0.290 +O.90D+E+1.60H 66.183 8.580 Bottom 2.041 Min. Percent 2.200 231.499 0.286 +O.90D+E+1.60H 65.337 8.667 Bottom 2.041 Min. Percent 2.200 231.499 0.282 +€.90D+E+1.60H 64.484 8.753 Bottom 2.041 Min. Percent 2.200 231.499 0.279 4€.90D+E+1.60H 63.622 8.840 Bottom 2.041 Min. Percent 2.200 231.499 0.275 t€.90D+E+1.60H 62.753 8.927 Bottom 2.041 Min. Percent 2.200 231.499 0.271 +0.90D+E+1.60H 61.876 9.013 Bottom 2.041 Min. Percent 2.200 231.499 0.267 +O.90D+£+1.60H 60.991 9.100 Bottom 2.041 Min. Percent 2.200 231.499 0.263 +0.90D+E+1.60H 60.099 9.187 Bottom 2.041 Min. Percent 2.200 231.499 0.260 -K).90D+E+1.60H 59.199 9.273 Bottom 2.041 Min. Percent 2.200 231.499 0.256 -t{).90D+E+1.60H 58.291 9.360 Bottom 2.041 Min. Percent 2.200 231.499 0.252 -K).90D+£+1.60H 57.375 9.447 Bottom 2.041 Min. Percent 2.200 231.499 0.248 +O.90D+E+1.60H 56.452 9.533 Bottom 2.041 Min. Percent 2.200 231.499 0.244 -K).90D+£+1.60H 55.522 9.620 Bottom 2.041 Min. Percent 2.200 231.499 0.240 +O.90D+£+1.60H 54.584 9.707 Bottom 2.041 Min. Percent 2.200 231.499 0.236 +O.90D+E+1.60H 53.639 9.793 Bottom 2.041 Min. Percent 2.200 231.499 0.232 +0.90D+E+1.60H 52.687 9.880 Bottom 2.041 Min. Percent 2.200 231.499 0.228 +O.90D+E+1.60H 51.728 9.967 Bottom 2.041 Min. Percent 2.200 231.499 0.223 -»{).90D+E+1.60H 50.762 10.053 Bottom 2.041 Min. Percent 2.200 231.499 0.219 +0.90D+E+1.60H 49.789 10.140 Bottom 2.041 Min. Percent 2.200 231.499 0.215 -tO.90D+E+1.60H 48.810 10.227 Bottom 2.041 Min. Percent 2.200 231.499 0.211 •K).90D+E+1.60H 47.825 10.313 Bottom 2.041 Min. Percent 2.200 231.499 0.207 +O.90D+E+1.60H 46.833 10.400 Bottom 2.041 Min. Percent 2.200 231.499 0.202 +O.90D+E+1.60H 45.835 10.487 Bottom 2.041 Min. Percent 2.200 231.499 0.198 +O.90D+E+1.60H 44.831 10.573 Bottom 2.041 Min. Percent 2.200 231.499 0.194 -K).90D+E+1.60H 43.821 10.660 Bottom 2.041 Min. Percent 2.200 231.499 0.189 -^.90D+£+1.60H 42.806 10.747 Bottom 2.041 Min. Percent 2.200 231.499 0.185 -*O.90D+E+1.60H 41.785 10.833 Bottom 2.041 Min. Percent 2.200 231.499 0.180 +O.90D+E+1.60H 40.759 10.920 Bottom 2.041 Min. Percent 2.200 231.499 0.176 +O.90D+E+1.60H 39.727 11.007 Bottom 2.041 Min. Percent 2.200 231.499 0.172 +0.90D+E+1.60H 38.690 11.093 Bottom 2.041 Min. Percent 2.200 231.499 0.167 +0.90D+E+1.60H 37.648 11.180 Bottom 2.041 Min. Percent 2.200 231.499 0.163 -t€.90D+E+1.60H 36.601 11.267 Bottom 2.041 Min. Percent 2.200 231.499 0.158 +O.90D+E+1.60H 35.549 11.353 Bottom 2.041 Min. Percent 2.200 231.499 0.154 +<}.90D+E+1.60H 34.493 11.440 Bottom 2.041 Min. Percent 2.200 231.499 0.149 •K).90D+E+1.60H 33.432 11.527 Bottom 2.041 Min. Percent 2.200 231.499 0.144 +O.90D+E+1.60H 32.367 11.613 Bottom 2.041 Min. Percent 2.200 231.499 0.140 +O.90D+E+1.60H 31,297 11.700 Bottom 2.041 Min. Percent 2.200 231.499 0.135 ^.90D+E+1.60H 30,224 11.787 Bottom 2.041 Min. Percent 2.200 231.499 0.131 +O.90D+E+1.60H 29,146 11.873 Bottom 2.041 Min. Percent 2.200 231.499 0.126 -K).90D+E+1.60H 28,065 11.960 Bottom 2.041 Min. Percent 2.200 231.499 0.121 -K).90D+E+1.60H 26,980 12.047 Bottom 2.041 Min. Percent 2.200 231.499 0.117 +O.90D+E+1.60H 25.891 12.133 Bottom 2.041 Min. Percent 2,200 231.499 0.112 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Job* 101585 Dsgnr: Project Desc: ^ Project Notes: Combined Footing File; C;\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 i ENERCALC INC 1983-2011, BuiM:6.11.4.5, Ver:6.11.4.5 | iLie. # : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line 1-Frame F-3 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn •tO.90D+E+1.60H 24.799 12.220 Bottom 2.041 Mi 1. Percent 2.200 231.499 "'' aT07 +0.90D+E+1.60H 23.703 12.307 Bottom 2.041 Mi 1. Percent 2.200 231.499 0.102 +O.90D+E+1.60H 22.605 12.393 Bottom 2.041 Mi 1. Percent 2.200 231.499 0.098 •K).90D+£+1.60H 21.503 12.480 Bottom 2.041 Mi 1. Percent 2.200 231.499 0.093 -K).90D+£+1.60H 20.399 12.567 Bottom 2.041 Mi 1. Percent 2.200 231.499 0.088 +0.90D+E+1.60H 19.291 12.653 Bottom 2.041 Mi n. Percent 2.200 231.499 0.083 +0,90D+E+1,60H 18.181 12.740 Bottom 2.041 Mi 1. Percent 2.200 231.499 0.079 +O,90D+E+1,60H 17.069 12.827 Bottom 2.041 Mi 1. Percent 2,200 231.499 0.074 +O,90D+E+1,60H 15.954 12.913 Bottom 2.041 Mi n. Percent 2,200 231.499 0.069 +0,90D+£+1,60H 14.837 13.000 Bottom 2.041 Mi n. Percent 2,200 231.499 0.064 +O,90D+£+1,60H 13.718 13.087 Bottom 2.041 Ml n. Percent 2,200 231.499 0.059 +0,90D+E+1,60H 12.597 13.173 Bottom 2.041 Mi n. Percent 2,200 231.499 0.054 •^],90D+E+1,60H 11.474 13.260 Bottom 2.041 Mi n. Percent 2,200 231.499 0.050 +O,90D+G+1,60H 10.349 13.347 Bottom 2.041 Mi n. Percent 2,200 231,499 0.045 +0,90D+£+1,60H 9.223 13.433 Bottom 2.041 Ml n. Percent 2,200 231,499 0.040 +O,90D+E+1,60H 8.095 13.520 Bottom 2.041 Mi n. Percent 2,200 231,499 0.035 -tO,90D+E+1,60H 6.967 13.607 Bottom 2.041 Ml n. Percent 2.200 231,499 0.030 +1,20D+O,50L+0,20S+E -7.140 13.693 TOD 2.041 Mi n. Percent 2.200 231,499 0.031 +1.20D+0,50L+0,20S+E -8.207 13.780 TOD 2.041 Mi n. Percent 2.200 231.499 0.035 +1,20D-tO,50L+0,20S+E -9.272 13.867 TOD 2.041 Mi n. Percent 2.200 231.499 0.040 +1.20D+0.50L+0.20S+E -10.336 13.953 TOD 2.041 Mi n. Percent 2.200 231.499 0.045 +1.20D+O.50L-tO.20S+E -11.398 14.040 TOD 2.041 Mi n. Percent 2.200 231.499 0.049 +1.20D+O.50L+O.20S+E -12.458 14.127 TOD 2.041 Mi n. Percent 2.200 231.499 0.054 +1.20D+0.50L-K).20S+E -13.516 14.213 TOD 2.041 Mi n. Percent 2.200 231.499 0.058 +1.20D+O.50L+O.20S+E -14.572 14.300 TOD 2.041 Ml n. Percent 2.200 231.499 0.063 +1.20D-K).50L+0.20S+E -15.626 14.387 TOD 2.041 Mi n. Percent 2.200 231.499 0.067 +1.20D+O.50L-K).20S+£ -16.678 14.473 TOD 2.041 M' n. Percent 2.200 231.499 0.072 +1.20D+O.50LtO.20S+E -17.727 14.560 TOD 2.041 M n. Percent 2.200 231.499 0.077 +1.20D+0.50L+0.20S+E -18.773 14.647 TOD 2.041 M n. Percent 2.200 231.499 0.081 +1.20D+0.50L+0.20S+E -19.817 14.733 TOD 2.041 M n. Percent 2.200 231.499 0.086 +1.20D+0.50L+0.20S+E -20.858 14.820 TOD 2.041 M n. Percent 2.200 231.499 0.090 +1.20D+O.50L+O.20S+E -21.896 14.907 TOD 2.041 M n. Percent 2.200 231.499 0.095 +1.20D-K).50L-tO.20S+£ -22.932 14.993 TOD 2.041 M n. Percent 2.200 231.499 0.099 +1.20D+0.50L+0.20S+E -23.964 15.080 TOD 2.041 M n. Percent 2.200 231.499 0.104 +1.20D+O.50L+O.20S+E -24.993 15.167 TOD 2.041 M n. Percent 2.200 231.499 0.108 +1.2OD+O.50L+O.20S+E -26.020 15.253 TOD 2.041 M n. Percent 2.200 231.499 0.112 +1.20D+0.50L+0.20S+E -27.042 15.340 TOD 2.041 M n. Percent 2.200 231.499 0.117 +1.20D+O.50L-tO.20S+£ -28.062 15.427 TOD 2.041 M n. Percent 2.200 231.499 0.121 +1.20D+0.50L+0.20S+E -29.078 15.513 TOD 2.041 M n. Percent 2.200 231.499 0.126 +1.20D+O.50L+O.20S+E -30.090 15.600 TOD 2.041 M n. Percent 2.200 231.499 0.130 +1.20D+O.50L+O.20S+E -31.098 15.687 TOD 2.041 M n. Percent 2.200 231.499 0.134 +1.20D+O.50L+O.20S+E -32.103 15.773 TOD 2.041 M n. Percent 2.200 231.499 0.139 +1.20D-^.50L+0.20S+E -33.104 15.860 TOD 2.041 M n. Percent 2.200 231.499 0.143 +1.20D+O.50L+O.20S+E -34.101 15.947 TOD 2.041 M n. Percent 2,200 231.499 0.147 +1.20D+O.50L+O.2OS+E -35.093 16.033 TOD 2.041 M n. Percent 2,200 231.499 0.152 +1.20D+0.50L+0.20S+E -36.082 16.120 TOD 2.041 M n. Percent 2,200 231.499 0.156 +1.20D+0.50L+(I.20S+E -37.066 16.207 TOD 2.041 M n. Percent 2,200 231.499 0.160 +1.20D+0.50L+0.20S+E -38.046 16.293 TOD 2.041 M n. Percent 2,200 231.499 0.164 +1.20D-*{).50L+O.20S+E -39.021 16.380 TOD 2.041 M n. Percent 2,200 231.499 0.169 +1.20D+O.50L+O.20S+E -39.992 16.467 TOD 2.041 M n. Percent 2,200 231.499 0.173 +1.20D+0.50L-t{).20S+E 40.958 16.553 TOD 2.041 M n. Percent 2,200 231.499 0.177 +1.20D+0.50L+0.20S+E 41.919 16.640 TOD 2.041 M n. Percent 2.200 231.499 0.181 +1.20D-<O.50L+O.20S+£ 42.876 16.727 TOD 2.041 M n. Percent 2.200 231.499 0.185 +1.20D+O.50L+O.20S+E 43.827 16.813 TOD 2.041 M n. Percent 2.200 231.499 0.189 +1.20D+O.50L+O.20S+E 44.773 16.900 TOD 2.041 M n. Percent 2.200 231.499 0.193 +1.20D+O.50L+O.20S+E 45.714 16.987 TOD 2.041 M n. Percent 2.200 231.499 0.197 +1.20D+O.50L+O.20S+E 46.650 17.073 TOD 2.041 M n. Percent 2.200 231.499 0.202 +1.20D+0.50L+O.20S+E 47.580 17.160 TOD 2.041 M in. Percent 2.200 231.499 0.206 +1.20D+0.50L+O.20S+E 48.505 17.247 TOD 2.041 M in. Percent 2.200 231.499 0.210 +1.20D+O.50L+O.20S+E 49.425 17.333 TOD 2.041 M in. Percent 2.200 231.499 0,213 +1.20D-K}.50L+0.20S+E -50.338 17.420 TOD 2.041 M in. Percent 2.200 231.499 0.217 +1.20D-tO.50L+O.20S+E -51.246 17.507 TOD 2.041 M in. Percent 2.200 231.499 0,221 +1.20D-tO.50L+O.20S+E -52.148 17.593 TOD 2.041 M in. Percent 2.200 231.499 0.225 +1.20D+€.50L-K).20S+E -53.044 17.680 TOD 2.041 M in. Percent 2.200 231.499 0.229 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 Description: Grade bm.line 1-Frame F-3 File; C:\DocuiTients and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\ncccJ01585.ec6 | ENERCALC INC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn +1.20D+O.50L+O.20S+E -53.934 17.767 TOD 2.041 Min. Percent 2.200 231.499 0.233 +1.20D+0.50L-K).20S+E -54.818 17.853 TOD 2.041 Min. Percent 2.200 231.499 0.237 +1.20D+0.50L+0.20S+E -55.695 17.940 TOD 2.041 Min. Percent 2.200 231.499 0.241 +1.20D+O.50L+O,20S+E -56.566 18.027 TOD 2.041 Min. Percent 2.200 231.499 0.244 +1.20D-K),50L-tO,20S+E -57.431 18.113 TOD 2.041 Min. Percent 2.200 231.499 0.248 +1,20D-K).50L+0,20S+£ -58.288 18.200 TOD 2.041 Min. Percent 2.200 231.499 0.252 +1.20D+0.50L+0.20S+E -59.140 18.287 TOD 2.041 Min. Percent 2.200 231.499 0.255 +1.20D+0.50L+0.20S+E -59.984 18.373 TOD 2.041 Min. Percent 2.200 231.499 0.259 +1.20D+0.50L+0.20S+E -60.822 18.460 TOD 2.041 Min. Percent 2.200 231.499 0.263 +1.20D+0.50L+0.20S+E -61.653 18.547 TOD 2.041 Min. Percent 2.200 231.499 0.266 +1.20D+O.50L+O.20S+E -62.476 18.633 TOD 2.041 Min. Percent 2.200 231.499 0.270 +1.20D+O.50L-tfl.20S+E -63.293 18.720 TOD 2.041 Min. Percent 2.200 231.499 0.273 +1.20D+O.50L+O.20S+E -64.102 18.807 TOD 2.041 Min. Percent 2.200 231.499 0.277 +1.20D+O.50L-tO.20S+E -64.904 18.893 TOD 2.041 Min. Percent 2.200 231.499 0.280 +1.20D+O.50L-^.20S+E -65.698 18.980 TOD 2.041 Min. Percent 2.200 231,499 0.284 +1.20D+O.50L+0.20S+E -66.487 19.067 TOD 2.041 Min. Percent 2.200 231,499 0.287 +1.20D+O.50L+O.20S+E -67.274 19.153 TOD 2.041 Min. Percent 2.200 231,499 0.291 +1.20D+0.50L+0.20S+E -68.060 19.240 TOD 2.041 Min. Percent 2.200 231,499 0.294 +1.20D+O.50L-*O.20S+E -68.844 19.327 TOD 2.041 Min. Percent 2.200 231.499 0.297 +1.20D+O.50L+O.20S+E -69.627 19413 TOD 2.041 Min. Percent 2.200 231.499 0.301 +1.20D+0.50LtO.20S+E -70.408 19.500 TOD 2.041 Min. Percent 2.200 231.499 0.304 +1.20D+O.50L+O.20S+E -71.187 19.587 TOD 2.041 Min. Percent 2.200 231.499 0.308 +1.20D+0.50L+0.20S+E -71.964 19.673 TOD 2.041 Min. Percent 2.200 231.499 0.311 +1.20D+O.50L+O.20S+E -72.740 19.760 TOD 2.041 Min. Percent 2.200 231.499 0.314 +1.20D+0.50L+0.20S+E -73.513 19.847 TOD 2.041 Min. Percent 2.200 231.499 0.318 +1.20D+O.50L+O.20S+E -74.284 19.933 TOD 2.041 Min. Percent 2.200 231.499 0.321 +0.90D+E+1.60H 35.386 20.020 Bottom 2.041 Min. Percent 2.200 231.499 0.153 -tfl.90D+£+1.60H 34.502 20.107 Bottom 2.041 Min. Percent 2.200 231,499 0.149 +O.90D+E+1.60H 33.623 20.193 Bottom 2.041 Min. Percent 2.200 231,499 0.145 -K).90D+E+1.60H 32.750 20.280 Bottom 2.041 Min. Percent 2.200 231,499 0.141 +0.90D+E+1.60H 31.882 20.367 Bottom 2.041 Min. Percent 2.200 231,499 0.138 +0.90D+E+1.60H 31.021 20.453 Bottom 2.041 Min. Percent 2.200 231,499 0.134 +0.90D+E+1.60H 30.165 20.540 Bottom 2.041 Min. Percent 2.200 231,499 0.130 +O.90D+E+1.60H 29.316 20.627 Bottom 2.041 Min. Percent 2.200 231.499 0.127 +0.90D+E+1.60H 28.473 20.713 Bottom 2.041 Min. Percent 2.200 231.499 0.123 -tO.90D+E+1.60H 27.637 20.800 Bottom 2.041 Min. Percent 2.200 231.499 0.119 -K).90D+£+1.60H 26.807 20.887 Bottom 2.041 Min. Percent 2.200 231,499 0.116 -K).90D+E+1.60H 25.984 20.973 Bottom 2.041 Min. Percent 2.200 231,499 0.112 -K).90D+£+1.60H 25.168 21.060 Bottom 2.041 Min. Percent 2.200 231,499 0.109 +0.90D+E+1.60H 24.363 21.147 Bottom 2.041 Min. Percent 2.200 231,499 0.105 +0.90D+E+1.60H 23.568 21.233 Bottom 2.041 Min. Percent 2.200 231,499 0.102 -K).90D+E+1.60H 22.784 21.320 Bottom 2.041 Min. Percent 2.200 231,499 0.098 +O.90D+E+1.60H 22.011 21.407 Bottom 2.041 Min. Percent 2.200 231,499 0.095 +0.90D+E+1.60H 21.249 21.493 Bottom 2.041 Min. Percent 2.200 231,499 0.092 +O.90D+E+1.60H 20.498 21.580 Bottom 2.041 Min. Percent 2.200 231,499 0.089 +O.90D+E+1.60H 19.758 21.667 Bottom 2.041 Min. Percent 2.200 231.499 0.085 -KI.90D+E+1.60H 19.029 21.753 Bottom 2.041 Min. Percent 2.200 231.499 0.082 +0.90D+E+1.60H 18.312 21.840 Bottom 2.041 Min. Percent 2.200 231.499 0.079 +0.90D+E+1.60H 17.606 21.927 Bottom 2.041 Min. Percent 2.200 231.499 0.076 +0.90D+E+1.60H 16.912 22.013 Bottom 2.041 Min. Percent 2.200 231.499 0.073 +0.90D+E+1.60H 16.230 22.100 Bottom 2.041 Min. Percent 2.200 231.499 0.070 -K).90D+E+1.60H 15.560 22.187 Bottom 2.041 Min. Percent 2.200 231.499 0.067 -^}.90D+E+1.60H 14.902 22.273 Bottom 2.041 Min. Percent 2.200 231.499 0.064 -K).90D+E+1.60H 14,257 22.360 Bottom 2.041 Min. Percent 2.200 231.499 0.062 •HD.90D+E+1.60H 13,624 22.447 Bottom 2.041 Min. Percent 2.200 231.499 0.059 +O.90D+E+1.60H 13,003 22.533 Bottom 2.041 Min. Percent 2.200 231.499 0.056 +O.90D+E+1.60H 12.395 22.620 Bottom 2.041 Min. Percent 2.200 231.499 0.054 +0.90D+E+1.60H 11.800 22.707 Bottom 2.041 Min. Percent 2.200 231.499 0.051 +O.90D+E+1.60H 11.218 22.793 Bottom 2.041 Min. Percent 2.200 231.499 0.048 +O.90D+E+1.60H 10.648 22.880 Bottom 2.041 Min. Percent 2.200 231.499 0.046 +O.90D+E+1.60H 10.092 22.967 Bottom 2.041 Min. Percent 2.200 231.499 0.044 +0.90D+E+1.60H 9.550 23.053 Bottom 2.041 Min. Percent 2.200 231.499 0.041 +0.90D+E+1.60H 9.021 23.140 Bottom 2.041 Min. Percent 2.200 231.499 0.039 -K).90D+E+1.60H 8.505 23.227 Bottom 2.041 Min. Percent 2.200 231.499 0.037 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 ^10 Combined Footing Lie.# : KW-06006198 File; C:\Documents and Settingstehawn nilqoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC INC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Footing Flexure • Grade bm.line 1-Frame F-3 Load Combination.. ^<).90D+E+1.60H'"" -tO.90D+G+1.60H -K).90D+£+1.60H -K).90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H -K).90D+E+1.60H +0.90D+E+1.60H -tO.90D+E+1.60H •H).90D+E+1.60H +0.90D+E+1.60H -K).90D+E+1,60H +fl.90D+E+1.60H -K).90D+E+1.60H +0.90D+E+1.60H -tO.90D+E+1.60H +O.90D+E+1.60H +O.90D+E+1.60H +O.90D+E+1.60H -K).90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H -K).90D+E+1.60H +O.90D+E+1.60H +0.90D+E+1.60H +O.90D+E+1.60H +O.90D+E+1.60H +0.90D+E+1.60H +0.90D+E+1.60H +O.90D+E+1.60H One Way Shear Load Combination... +1.40D +1.20D+O.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr-tO.50L +1.20D+O.50L+1.60S +1.20D+O.50Lr+O,50L+1.60W +1.20D+O.50L+O.50S+1.60W +1.20D+0.50L+0.20S+E -K).90D+£+1.60H ombination Distance Tension Govemed Mu from left Side As Req'd by Actual As Phi'Mn Mu/PhiMn 8.003 23.313 Bottom 2.041 Min. Percent 2.200 231,499 0.035 7.516 23.400 Bottom 2.041 Min. Percent 2.200 231.499 0.032 7.042 23.487 Bottom 2.041 Min. Percent 2.200 231.499 0,030 6.582 23.573 Bottom 2.041 Min. Percent 2.200 231.499 0.028 6.137 23.660 Bottom 2.041 Min. Percent 2.200 231.499 0.027 5.705 23.747 Bottom 2.041 Min. Percent 2.200 231.499 0.025 5.289 23.833 Bottom 2.041 Min. Percent 2.200 231.499 0.023 4.887 23.920 Bottom 2.041 Min. Percent 2.200 231.499 0.021 4.500 24.007 Bottom 2.041 Min. Percent 2.200 231.499 0.019 4.128 24.093 Bottom 2,041 Min, Percent 2.200 231.499 0.018 3.771 24,180 Bottom 2,041 Min, Percent 2.200 231.499 0.016 3.430 24,267 Bottom 2,041 Min, Percent 2.200 231.499 0.015 3.103 24.353 Bottom 2,041 Min. Percent 2.200 231.499 0.013 2.793 24.440 Bottom 2,041 Min. Percent 2.200 231.499 0.012 2.497 24.527 Bottom 2.041 Min. Percent 2.200 231.499 0.011 2.218 24.613 Bottom 2.041 Min. Percent 2.200 231.499 0.010 1.954 24.700 Bottom 2.041 Min. Percent 2.200 231.499 0.008 1.707 24,787 Bottom 2.041 Min. Percent 2.200 231.499 0.007 1.476 24,873 Bottom 2,041 Min. Percent 2.200 231.499 0.006 1.260 24,960 Bottom 2,041 Min. Percent 2,200 231.499 0.005 1.062 25.047 Bottom 2,041 Min. Percent 2,200 231.499 0.005 0.880 25.133 Bottom 2,041 Min. Percent 2,200 231.499 0.004 0.714 25.220 Bottom 2,041 Min. Percent 2,200 231.499 0.003 0.566 25.307 Bottom 2,041 Min. Percent 2,200 231.499 0.002 0.434 25.393 Bottom 2,041 Min. Percent 2,200 231.499 0.002 0.320 25.480 Bottom 2,041 Min. Percent 2,200 231.499 0.001 0.223 25.567 Bottom 2,041 Min. Percent 2,200 231.499 0.001 0.143 25.653 Bottom 2,041 Min. Percent 2,200 231.499 0.001 0.081 25.740 Bottom 2,041 Min. Percent 2,200 231.499 0.000 0.036 25.827 Bottom 2,041 Min. Percent 2,200 231.499 0.000 0.009 25.913 Bottom 2,041 Min. Percent 2,200 231.499 0.000 0.000 26.000 0 0,000 0 0,000 0.000 0.000 Punching Shear PhiVn vu @ Col #1 vu @ Col #2 PhiVn vu @ Col #1 vu @ Col #2 82.16 psi 0.40 psi 040 psi" 164.32 psi 0,78 psi 0.78 psi 82.16 psi 0.83 psi 0,83 psi 164.32 psi 0,42 psi 0.42 psi 82.16 psi 0,83 psi 0,83 psi 164.32 psi 0,42psi 0.42 psi 82.16 psi 0,50 psi 0.50 psi 164.32 psi 0,59 psi 0.59 psi 82.16 psi 0.50 psi 0.50 psi 164.32 psi 0,59 psi 0.59 psi 82.16 psi 0.50 psi 0.50 psi 164.32 psi 0,59psi 0.59 psi 82.16 psi 0.50 psi 0.50 psi 164.32 psi 0,59 psi 0.59 psi 82.16 psi 11.50 psi 11.50 psi 164.32 psi 0,36 psi 1.49 psi 82.16 psi 10.07 psi 10.07 psi 164.32 psi 0,45 psi 1.45 psi INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 Description : Grade bm.line 2-Frame F-12 General Information Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (j) : Phi Values Soil Information Flexure: Shear: Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Sliding Resistance fl/ses enfry for "f ooting base depth Coefficient of Soil/Concrete Friction 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 2 ksf No 250 pcf 0.3 Dimensions & Reinforcing Distance Left of Column #1 = Between Columns = Distance Right of Column #2 = Total Footing Length = Footing Width = Footing Thickness = Rebar Center to Concrete Edge @ Top = Rebar Center to Concrete Edge @ Bottom = Ap pl ied J.oads Applied @ Left Column [ Axial Load Downward = Moment (+CCW) Shear (+X) Applied @ Right Column Axial Load Downward = Moment (+CCW) Shear (+X) Overburden = File; C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\ncccJ 01585.ec6 • ENERCALC, INC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 | Licensee : INLAND ENGINEERING CONSULTING INC Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) Min. Overtuming Safety Factor Min. Sliding Safety Factor Yes No 0.0014 0.0018 1.5 1.5 Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth Allowable pressure increase per foot when base of footing is below Increases based on footing Width... Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth S width increases as specified by user.) 4.0 ft 31 ft 4ft 3 9 J] ft 4.0 ft 30.0 in Pedestal dimensions.. Sq.Dim. = Height = 3 in 3 in Lr ksf ft ksf ft 10 ksf 2.0 ksf Col*1 24 1 Col #2 24 in 1in As As Bars left of Col #1 Count Size* Actual Req'd Bottom Bars 67o "6 2.640 2.592 in''2 Top Bars 6.0 6 2.640 2.592 in'^2 Bats Btwn Cols Bottom Bars 6.0 6 2.640 2.592 in'*2 Top Bars 6.0 6 2.640 2.592 in'*2 Bars Right of Col #2 Bottom Bars 6.0 6 2.640 2.592 in'^2 Top Bars 6,0 6 2.640 0.0in''2 W E H k 313.0 k-ft 1 k k 313.0 k-ft 1 k . 6-#6 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 File: C:\Docunients and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC, 1983-2011, Build:6.11,4.5, Ver,6,11,4.5 I Licensee: INLAND ENGINEERING CONSULTING INC Description : Grade bm.line 2-Frame F-12 DESIGNSUMMARY Ratio Item Applied Capacity Governing Load Combination PASS 0.4215 Soil Bearing 0.8430 ksf 2.0 ksf +O.60D+O.70E+H PASS 1.551 Overtuming 441.82 k-ft 685.04 k-ft 0.6D-tO.7E PASS 7.528 Sliding 1.40 k 10.539 k 0.6DHO.7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1344 1-way Shear-Col #1 11.043 psi 82.158 psi +1.20D+O.50L+O.20S+E PASS 0.1344 1-way Shear-Col *2 11.043 psi 82.158 psi +1.20D+O.50L-tO.20S+E PASS 0.005884 2-way Punching - Col *1 0.9668 psi 164.32 psi +1.40D PASS 0.01563 2-way Punching - Col #2 2.567 psi 164.32 psi +O.90D+E+1.60H PASS No Bending Flexure-Left of Col *1 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.001025 Flexure - Left of Col #1 - Bottom 0.3209 k-ft 313.07 k-ft +1.40D PASS 0.9117 Flexure - Between Cols - Top -285.43 k-ft 313.07 k-ft +1.20D-<O.50L-K).20S+E PASS 0.9514 Flexure - Between Cols - Bottom 297.85 k-ft 313.07 k-ft +€.90D+E+1.60H PASS No Bending Flexure-Right of Col *2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.04510 Flexure - Right of Col #2 - Bottom 14.120 k-ft 313.07 k-ft +O.90D+E+1.60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D ' 58.55 k 0.000 in 0.38 ksf 0.38 ksf ' 2.00 ksf 0,188 +D+L+H 60.55 k 0.000 in 0.39 ksf 0.39 ksf 2.00 ksf 0.194 +D+0.750Lr-K),750L+H 60.05 k 0.000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.192 +D+O.750L+O.750S+H 60.05 k 0.000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.192 +D-K),70E+H 58.55 k 7.546 in 0.00 ksf 0.81 ksf 2.00 ksf 0.407 +D+€,750Lr+O,750L+O,750W+H 60.05 k 0.000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.192 +D+O.750L+O.750S+O.750W+H 60.05 k 0.000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.192 +O-K).750Lr+0.750L-*.5250E+W 60.05 k 5.518 in 0.06 ksf 0.71 ksf 2.00 ksf 0.355 +D+O.750L+O.750S+O.5250E+H 60.05 k 5.518 in 0.06 ksf 0.71 ksf 2.00 ksf 0.355 •^.60D-*<).70E+H 35.13 k 12.577 in 0.00 ksf 0.84 ksf 2.00 ksf 0.422 Overtuming Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overtuming Resisting Ratio Overtuming Resisting Ratio D om' "o.OO 999.000 0.00 0.00 999.000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0.6D+L-K).7E 0.00 0.00 999.000 441.82 724,04 1.639 0.6D+O.7E 0.00 0.00 999.000 441.82 685,04 1.550 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D 0.00 k " 17j57k""" 999 D+L 0.00 k 18.17 k 999 0.6D+L+€.7E 1.40 k 11.14k ',9564285714281 0.6D-K).7E 1.40 k 10.54 k ',527857142857' Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D+0;7E" "o.ood" 0.000 0 0.000 0 0,000 0.000 0.000 +1.40D 0.001 0.130 Bottom 2.592 Min. Percent 2,640 313.073 0.000 +1.40D 0.002 0.260 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1.40D 0.005 0.390 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1.40D 0.010 0.520 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1.40D 0.015 0.650 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1.40D 0.022 0.780 Bottom 2.592 Min. Percent 2,640 313.073 0.000 +1.40D 0.030 0.910 Bottom 2.592 Min. Percent 2,640 313.073 0.000 +1.40D 0.039 1.040 Bottom 2.592 Min. Percent 2,640 313.073 0.000 +1.40D 0.049 1.170 Bottom 2.592 Min. Percent 2,640 313073 0.000 +1.40D 0.061 1.300 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1.40D 0.073 1.430 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1.40D 0.087 1.560 Bottom 2.592 Min, Percent 2.640 313.073 0.000 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title; NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 Description : Grade bm.line 2-Frame F-12 File: C:\Documents and Settingstehawn nilqoo\My Docunients\ENERCALC Data Files\ncccJ01585.ec6 • ENERCALC INC 1983-2011, Build:6.11.4.5, Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure • Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn +1.40D 0,103 1.690 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1.40D 0,119 1.820 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1.40D 0,136 1.950 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1.40D 0,155 2.080 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1.40D 0,175 2.210 Bottom 2.592 Min. Percent 2.640 313.073 0.001 +1.40D 0,197 2.340 Bottom 2.592 Min. Percent 2.640 313.073 0.001 +1.40D 0,219 2.470 Bottom 2,592 Min. Percent 2.640 313.073 0.001 +1.40D 0,243 2.600 Bottom 2,592 Min. Percent 2.640 313.073 0.001 +1.40D 0,268 2.730 Bottom 2,592 Min. Percent 2.640 313.073 0.001 +1.40D 0,294 2.860 Bottom 2,592 Min. Percent 2.640 313.073 0.001 +1.40D 0,321 2.990 Bottom 2,592 Min. Percent 2.640 313.073 0.001 +1.40D 0,344 3.120 Bottom 2.592 Min. Percent 2.640 313.073 0.001 +1.40D 0,357 3.250 Bottom 2.592 Min. Percent 2.640 313.073 0.001 +1.40D 0,360 3.380 Bottom 2.592 Min. Percent 2.640 313.073 0.001 +1.40D 0,351 3.510 Bottom 2.592 Min. Percent 2.640 313.073 0.001 +1.40D 0,332 3.640 Bottom 2.592 Min. Percent 2.640 313,073 0.001 +1.40D 0,303 3.770 Bottom 2.592 Min, Percent 2.640 313,073 0.001 +1.40D 0,262 3.900 Bottom 2.592 Min, Percent 2.640 313,073 0.001 +1.40D 0,212 4.030 Bottom 2.592 Min, Percent 2.640 313,073 0.001 +1.40D 0,150 4.160 Bottom 2.592 Min, Percent 2.640 313,073 0.000 +1.40D 0,078 4.290 Bottom 2.592 Min, Percent 2.640 313,073 0.000 +1.40D -0,004 4.420 Too 2.592 Min, Percent 2.640 313,073 0.000 +1.40D -0,098 4.550 Too 2.592 Min, Percent 2.640 313,073 0.000 +1.40D -0,202 4.680 Too 2.592 Min, Percent 2.640 313,073 0.001 +1.40D -0,316 4.810 TOD 2.592 Min, Percent 2.640 313.073 0.001 +1.40D -0,441 4.940 TOD 2.592 Min, Percent 2.640 313,073 0.001 -f{).90D+E+1.60H 297,848 5.070 Bottom 2.592 Min, Percent 2.640 313,073 0.951 +O.90D+E+1.60H 296,860 5.200 Bottom 2.592 Min, Percent 2.640 313,073 0.948 +O.90D+E+1.60H 295,850 5.330 Bottom 2.592 Min, Percent 2.640 313,073 0.945 +O.90D+E+1.60H 294,817 5.460 Bottom 2.592 Min, Percent 2.640 313,073 0.942 ^.90D+E+1.60H 293,763 5.590 Bottom 2.592 Min, Percent 2.640 313,073 0.938 +O.90D+E+1.60H 292,687 5,720 Bottom 2.592 Min, Percent 2.640 313,073 0.935 +0.90D+E+1.60H 291,588 5,850 Bottom 2.592 Min, Percent 2.640 313.073 0.931 +O.90D+E+1.60H 290,468 5.980 Bottom 2.592 Min, Percent 2.640 313.073 0.928 +O.90D+E+1.60H 289,325 6.110 Bottom 2.592 Min, Percent 2.640 313.073 0.924 +O.90D+E+1.60H 288,161 6.240 Bottom 2.592 Min, Percent 2.640 313.073 0.920 +O.90D+E+1.60H 286,974 6.370 Bottom 2.592 Min, Percent 2.640 313.073 0.917 +O.90D+E+1.60H 285.765 6.500 Bottom 2.592 Min. Percent 2.640 313.073 0.913 +O.90D+E+1.60H 284.534 6.630 Bottom 2.592 Min. Percent 2.640 313.073 0.909 +0.90D+E+1.60H 283.282 6.760 Bottom 2.592 Min. Percent 2.640 313.073 0.905 -tO.90D+E+1.60H 282.007 6.890 Bottom 2.592 Min. Percent 2.640 313.073 0.901 -K).90D+E+1.60H 280.710 7.020 Bottom 2.592 Min. Percent 2.640 313.073 0.897 -K).90D+£+1.60H 279.391 7.150 Bottom 2.592 Min. Percent 2.640 313.073 0.892 +O.90D+E+1.60H 278.050 7.280 Bottom 2.592 Min. Percent 2.640 313.073 0.888 -K).90D+E+1.60H 276.687 7410 Bottom 2.592 Min. Percent 2.640 313.073 0.884 +O.90D+E+1.60H 275.302 7.540 Bottom 2.592 Min. Percent 2.640 313.073 0.879 +O.90D+E+1.60H 273.894 7.670 Bottom 2.592 Min. Percent 2.640 313.073 0,875 -t{).90D+E+1.60H 272.465 7.800 Bottom 2.592 Min. Percent 2.640 313.073 0,870 +O.90D+E+1.60H 271.014 7.930 Bottom 2.592 Min. Percent 2.640 313.073 0,866 +0.90D+E+1.60H 269.541 8.060 Bottom 2.592 Min. Percent 2.640 313.073 0,861 -tO.90D+E+1.60H 268.045 8.190 Bottom 2.592 Min. Percent 2.640 313.073 0,856 -tO.90D+E+1.60H 266.528 8.320 Bottom 2.592 Min. Percent 2.640 313.073 0.851 +O.90D+E+1.60H 264.988 8.450 Bottom 2.592 Min. Percent 2.640 313.073 0.846 +€.90D+E+1.60H 263.427 8.580 Bottom 2.592 Min. Percent 2.640 313.073 0.841 -K).90D+E+1.60H 261.843 8.710 Bottom 2.592 Min. Percent 2.640 313.073 0.836 •K}.90D+E+1.60H 260.237 8.840 Bottom 2.592 Min. Percent 2.640 313.073 0.831 +O.90D+E+1.60H 258.610 8.970 Bottom 2.592 Min. Percent 2.640 313.073 0.826 +O.90D+E+1.60H 256.960 9.100 Bottom 2.592 Min. Percent 2.640 313.073 0.821 +O.90D+E+1.60H 255.288 9.230 Bottom 2.592 Min. Percent 2.640 313,073 0.815 +0.90D+E+1.60H 253.594 9.360 Bottom 2.592 Min. Percent 2.640 313,073 0.810 +O.90D+E+1.60H 251.878 9,490 Bottom 2.592 Min. Percent 2.640 313,073 0.805 +O.90D+E+1.60H 250.140 9,620 Bottom 2.592 Min. Percent 2.640 313,073 0.799 +0.90D+E+1.60H 248.380 9.750 Bottom 2.592 Min. Percent 2.640 313.073 0.793 +{).90D+E+1.60H 246.598 9.880 Bottom 2.592 Min. Percent 2.640 313.073 0.788 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 ^1 + Combined Footing Lie. #: KW-06006198 File: C\Documents and Settingstehawn nikjoo\My Documente\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC INC 1983-2011, Buikl:6.11.4.5, Ver.6.11.4.5 Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line 2-Frame F-12 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn +0.90D+E+1.60H 244.794 10.010 Bottom 2.592 Min. Percent 2.640 " "313.073" " 0.782 +O.90D+E+1.60H 242.968 10.140 Bottom 2.592 Min. Percent 2.640 313.073 0.776 +0.90D+E+1.60H 241.119 10.270 Bottom 2.592 Min. Percent 2.640 313.073 0.770 +O.90D+E+1.60H 239.249 10.400 Bottom 2.592 Min. Percent 2.640 313.073 0.764 +O.90D+E+1.60H 237.357 10.530 Bottom 2.592 Min. Percent 2.640 313.073 0.758 +O.90D+E+1.60H 235.442 10,660 Bottom 2.592 Min. Percent 2.640 313.073 0.752 -tO.90D+E+1.60H 233.506 10,790 Bottom 2.592 Min. Percent 2.640 313.073 0.746 +O.90D+E+1.60H 231.547 10.920 Bottom 2.592 Min. Percent 2.640 313.073 0.740 +0.90D+E+1.60H 229.566 11.050 Bottom 2.592 Min. Percent 2.640 313.073 0.733 +O.90D+E+1.60H 227.564 11.180 Bottom 2.592 Min. Percent 2.640 313.073 0.727 -tO.90D+E+1.60H 225.539 11.310 Bottom 2.592 Min. Percent 2.640 313.073 0.720 +O.90D+E+1.60H 223.492 11.440 Bottom 2.592 Min. Percent 2.640 313.073 0.714 +O.90D+E+1.60H 221.423 11.570 Bottom 2.592 Min. Percent 2.640 313.073 0.707 +0.90D+E+1.60H 219.333 11.700 Bottom 2.592 Min. Percent 2.640 313.073 0.701 +O.90D+E+1.60H 217.220 11.830 Bottom 2.592 Min. Percent 2.640 313.073 0.694 +O.90D+E+1.60H 215.085 11.960 Bottom 2.592 Min. Percent 2.640 313.073 0.687 +O.90D+E+1.60H 212.928 12.090 Bottom 2.592 Min. Percent 2.640 313.073 0.680 +0.90D+E+1.60H 210.749 12.220 Bottom 2.592 Min. Percent 2.640 313.073 0.673 +O.90D+E+1.60H 208.547 12.350 Bottom 2.592 Min. Percent 2.640 313.073 0.666 -tO.90D+E+1.60H 206.324 12.480 Bottom 2.592 Min. Percent 2.640 313.073 0.659 +O.90D+E+1.60H 204.079 12.610 Bottom 2.592 Min. Percent 2.640 313.073 0.652 +0.90D+E+1.60H 201.812 12.740 Bottom 2.592 Min. Percent 2.640 313.073 0.645 +€.90D+E+1.60H 199.522 12.870 Bottom 2.592 Min. Percent 2.640 313.073 0.637 -K).90D+E+1.60H 197.211 13.000 Bottom 2.592 Min. Percent 2.640 313.073 0.630 +O.90D+E+1.60H 194.877 13.130 Bottom 2.592 Min. Percent 2.640 313.073 0.622 +O.90D+E+1.60H 192.522 13.260 Bottom 2.592 Min. Percent 2.640 313.073 0.615 +0.90D+E+1.60H 190.144 13.390 Bottom 2.592 Min. Percent 2.640 313.073 0.607 +€.90D+E+1.60H 187.745 13.520 Bottom 2.592 Min. Percent 2.640 313.073 0.600 +0.90D+E+1.60H 185.323 13.650 Bottom 2.592 Min. Percent 2.640 313.073 0.592 +O.90D+E+1.60H 182.879 13.780 Bottom 2.592 Min. Percent 2.640 313.073 0.584 4O.90D+E+1.60H 180.413 13.910 Bottom 2.592 Min. Percent 2.640 313.073 0.576 +0.90D+E+1.60H 177.925 14.040 Bottom 2.592 Min. Percent 2.640 313.073 0.568 +O.90D+E+1.60H 175416 14.170 Bottom 2.592 Min. Percent 2.640 313.073 0.560 •tO.90D+E+1.60H 172.884 14.300 Bottom 2.592 Min. Percent 2.640 313.073 0.552 +0.90D+E+1.60H 170.330 14.430 Bottom 2.592 Min. Percent 2.640 313.073 0.544 -K).90D+E+1.60H 167.754 14.560 Bottom 2.592 Min. Percent 2,640 313.073 0.536 +O.90D+E+1.60H 165.155 14.690 Bottom 2.592 Min. Percent 2,640 313.073 0.528 +O.90D+E+1.60H 162.535 14.820 Bottom 2.592 Min, Percent 2,640 313.073 0.519 -K).90D+E+1.60H 159.893 14.950 Bottom 2.592 Min, Percent 2.640 313.073 0.511 -K).90D+E+1.60H 157.229 15.080 Bottom 2.592 Min, Percent 2.640 313.073 0.502 +O.90D+E+1.60H 154.542 15.210 Bottom 2.592 Min. Percent 2.640 313.073 0.494 +0.90D+E+1.60H 151.834 15.340 Bottom 2.592 Min. Percent 2.640 313.073 0.485 +O.90D+E+1.60H 149.103 15.470 Bottom 2.592 Min. Percent 2.640 313.073 0.476 +0.90D+E+1.60H 146.351 15.600 Bottom 2.592 Min. Percent 2.640 313.073 0.467 +0.90D+E+1.60H 143.576 15.730 Bottom 2.592 Min. Percent 2.640 313.073 0.459 +0.90D+E+1.60H 140.780 15.860 Bottom 2.592 Min. Percent 2.640 313.073 0.450 +0.90D+E+1.60H 137.961 15.990 Bottom 2.592 Min. Percent 2.640 313.073 0.441 +O.90D+E+1.60H 135.120 16.120 Bottom 2.592 Min. Percent 2.640 313.073 0.432 +0.90D+E+1.60H 132.258 16.250 Bottom 2.592 Min. Percent 2.640 313.073 0.422 +O.90D+E+1.60H 129.373 16.380 Bottom 2.592 Min. Percent 2.640 313.073 0.413 -*{).90D+E+1.60H 126.466 16.510 Bottom 2.592 Min. Percent 2.640 313.073 0.404 +O.90D+E+1.60H 123.537 16.640 Bottom 2.592 Min. Percent 2.640 313.073 0.395 -tO.90D+E+1.60H 120.587 16.770 Bottom 2.592 Min. Percent 2.640 313.073 0.385 +O.90D+E+1.60H 117.616 16.900 Bottom 2.592 Min. Percent 2.640 313.073 0.376 +O.90D+E+1.60H 114.625 17.030 Bottom 2.592 Min. Percent 2.640 313.073 0.366 +O.90D+E+1.60H 111.614 17.160 Bottom 2.592 Min. Percent 2.640 313.073 0,357 40.90D+E+1.60H 108.583 17.290 Bottom 2.592 Min. Percent 2.640 313.073 0,347 +0.90D+E+1.60H 105.533 17.420 Bottom 2.592 Min. Percent 2.640 313.073 0,337 +0.90D+E+1.60H 102.465 17.550 Bottom 2.592 Min. Percent 2.640 313.073 0,327 +O.90D+E+1.60H 99.378 17.680 Bottom 2.592 Min. Percent 2.640 313.073 0.317 -^.90D+E+1.60H 96.274 17.810 Bottom 2.592 Min. Percent 2.640 313.073 0.308 +0.90D+E+1.60H 93.152 17.940 Bottom 2.592 Min. Percent 2.640 313.073 0.298 +O.90D+E+1.60H 90.014 18.070 Bottom 2.592 Min. Percent 2.640 313.073 0.288 +0.90D+E+1.60H 86.859 18.200 Bottom 2.592 Min. Percent 2.640 313.073 0.277 INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Job* 101585 Dsgnr: Project Desc: - ». •575 Project Notes: Combined Footing RIe: C:\Documents and Settingstehawn nikjoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC INC 1983-2011, Build:6.11.4.5, Ver6.11.4.5 | iLie. KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC ^^^m Description : Grade bm.line 2-Frame F-12 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Governed by Actual As Phi'Mn Mu / PhiMn 4{).90D+E+1.60H 83.689 18.330 Bottom 2.592 Min. Percent 2,640 313.073 0267 +0.90D+E+1.60H 80.503 18.460 Bottom 2.592 Min. Percent 2,640 313.073 0.257 +O.90D+E+1.60H 77.302 18.590 Bottom 2.592 Min. Percent 2,640 313.073 0.247 -K).90D+E+1.60H 74.087 18.720 Bottom 2.592 Min. Percent 2,640 313.073 0.237 -tO.90D+E+1.60H 70.857 18.850 Bottom 2.592 Min. Percent 2,640 313.073 0.226 +0.90D+E+1.60H 67.614 18.980 Bottom 2.592 Min. Percent 2.640 313.073 0.216 +C.90D+E+1.60H 64.358 19.110 Bottom 2.592 Min. Percent 2.640 313.073 0.206 •1O.9OD+E+I.6OH 61.089 19.240 Bottom 2.592 Min. Percent 2.640 313.073 0.195 +0.90D+E+1.60H 57.808 19.370 Bottom 2.592 Min. Percent 2.640 313.073 0.185 +O.90D+E+1.60H 54.515 19.500 Bottom 2.592 Min. Percent 2.640 313.073 0.174 +O.90D+E+1.60H 51.211 19.630 Bottom 2.592 Min, Percent 2.640 313.073 0.164 +0.90D+E+1.60H 47.896 19.760 Bottom 2.592 Min, Percent 2.640 313.073 0.153 +O.90D+E+1.60H 44.570 19.890 Bottom 2.592 Min, Percent 2.640 313.073 0.142 -K).90D+E+1.60H 41.235 20.020 Bottom 2.592 Min, Percent 2.640 313.073 0.132 +O.90D+E+1.60H 37.890 20.150 Bottom 2.592 Min, Percent 2.640 313.073 0.121 +O.90D+E+1.60H 34.536 20.280 Bottom 2.592 Min, Percent 2.640 313.073 0.110 +O.90D+E+1.60H 31.173 20.410 Bottom 2.592 Min, Percent 2.640 313.073 0.100 -tO.90D+£+1.60H 27.802 20.540 Bottom 2.592 Min, Percent 2.640 313.073 0.089 +1.20D+O.50L+O.20S+E -25.872 20.670 Too 2.592 Min, Percent 2.640 313.073 0.083 +1.20D+0.50L+0.20S+E -29.087 20.800 Too 2.592 Min, Percent 2.640 313.073 0.093 +1.20D+O.50L+O.20S+E -32.298 20.930 Too 2.592 Min. Percent 2.640 313.073 0.103 +1.20D-K).50L+0.20S+£ -35.507 21.060 Too 2.592 Min. Percent 2.640 313.073 0.113 +1.20D+0.50L+0.20S+E -38.712 21.190 TOD 2.592 Min. Percent 2.640 313.073 0.124 +1.20D+O.50L-K).20S+E 41.912 21.320 Too 2.592 Min. Percent 2.640 313.073 0.134 +1.20D-K).50L-tO.20S+E 45.109 21.450 TOD 2.592 Min. Percent 2.640 313.073 0.144 +1.20D+O.50L-*O.20S+£ 48.301 21.580 TOD 2.592 Min. Percent 2.640 313.073 0.154 +1.20D+O.50L-*O.20S+E -51.488 21.710 TOD 2.592 Min. Percent 2.640 313.073 0.164 +1.20D+0.50L+0.20S+E -54.670 21.840 TOD 2.592 Min. Percent 2.640 313.073 0.175 +1.20D+O.50L-K).20S+E -57.846 21.970 TOD 2.592 Min. Percent 2.640 313.073 0.185 +1.20D+O.50L+O.20S+E -61.017 22.100 TOD 2.592 Min. Percent 2.640 313.073 0.195 +1.20D+O.50L+O.20S+E -64182 22.230 TOD 2.592 Min. Percent 2.640 313.073 0.205 +1.20D+0.50L-*0.20S+£ -67.340 22.360 TOD 2.592 Min. Percent 2.640 313.073 0.215 +1.20D+O.50L+O.20S+E -70.491 22.490 TOD 2.592 Min. Percent 2.640 313.073 0.225 +1.20D-tO.50L+O.20S+E -73.635 22.620 TOD 2.592 Min. Percent 2.640 313.073 0.235 +1.20D+O.50L+O.20S+E -76.773 22.750 TOD 2.592 Min. Percent 2.640 313.073 0.245 +1.20D+O.50L+O.20S+E -79.902 22.880 TOD 2.592 Min. Percent 2.640 313.073 0.255 +1.20D+O.50L+O.20S+E -83.023 23.010 TOD 2.592 Min. Percent 2.640 313.073 0.265 +1.20D+O.50L-tO.20S+E -86.137 23.140 TOD 2.592 Min. Percent 2.640 313.073 0.275 +1.20D-K),50L+0,20S+E -89.241 23.270 TOD 2.592 Min. Percent 2.640 313.073 0.285 +1,20D+0,50L-K),20S+E -92.337 23.400 TOD 2.592 Min. Percent 2.640 313.073 0.295 +1.20D-K),50L+0,20S+E -95.424 23.530 TOD 2.592 Min. Percent 2.640 313.073 0.305 +1.20D+O.50L-K).20S+E -98.501 23.660 TOD 2.592 Min. Percent 2.640 313.073 0.315 +1.20D+0.50L-K).20S+E -101.568 23.790 TOD 2.592 Min. Percent 2.640 313.073 0.324 +1.20D+{).50L-tO.20S+E -104.626 23.920 TOD 2.592 Min. Percent 2.640 313.073 0.334 +1.20D+0.50L+0.20S+E -107.672 24.050 TOD 2.592 Min. Percent 2.640 313.073 0.344 +1.20D+O.50L+O.20S+E -110.709 24.180 TOD 2.592 Min. Percent 2.640 313.073 0.354 +1.20D+O.50L-K).20S+E -113.734 24.310 TOD 2.592 Min. Percent 2.640 313.073 0.363 +1.20D+O.50L-K).20S+E -116.748 24.440 TOD 2.592 Min. Percent 2.640 313.073 0.373 +1.20D+O.50L+O.20S+E -119.750 24.570 TOD 2.592 Min. Percent 2.640 313.073 0.382 +1.20D+O.50L+O.20S+E -122.740 24.700 TOD 2.592 Min. Percent 2.640 313.073 0.392 +1.20D+O.50L+0.20S+E -125.718 24.830 TOD 2.592 Min. Percent 2.640 313.073 0.402 +1.20D+{).50L-tO.20S+E -128.683 24.960 TOD 2.592 Min. Percent 2.640 313.073 0.411 +1.20D+O.50L-tO.20S+E -131.636 25.090 TOD 2.592 Min. Percent 2.640 313.073 0.420 +1.20D-*<}.50L-K),20S+E -134.575 25.220 TOD 2.592 Min. Percent 2.640 313,073 0.430 +1,20D+O,50L-tO,20S+E -137.501 25.350 TOD 2.592 Min. Percent 2.640 313,073 0.439 +1,20D+O,50L+O,20S+E -140414 25.480 TOD 2.592 Min. Percent 2.640 313,073 0.449 +1,20D-*0,50L+0,20S+E -143.312 25.610 TOD 2.592 Min. Percent 2.640 313.073 0.458 +1,20D+O,50L+O,20S+E -146.195 25.740 TOD 2.592 Min. Percent 2.640 313.073 0.467 +1,20D+O,50L+O,20S+E -149.064 25.870 TOD 2.592 Min. Percent 2.640 313.073 0.476 +1,20D+O,50L+O,20S+E -151.918 26.000 TOD 2.592 Min, Percent 2.640 313.073 0.485 +1,20D+O,50L-K),20S+E -154.757 26.130 TOD 2.592 Min, Percent 2.640 313.073 0.494 +1,20D+O,50L-K),20S+E -157.580 26.260 TOD 2.592 Min, Percent 2.640 313.073 0.503 +1,20D+O.50L-K).20S+E -160.387 26.390 TOD 2.592 Min, Percent 2.640 313.073 0.512 +1.20D+O.50L+O.20S+E -163.178 26.520 TOD 2.592 Min, Percent 2.640 313.073 0.521 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 ^7^ Combined Footing Lie. # : KW-06006198 Description: Grade bm.line 2-Frame F-12 File: C:\Documents and Settingstehawn nikjoo\My Docunients\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC INC 1983-2011, BuiW:6.11.4.5, Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by . Actual As Phi'Mn Mu / PhiMn +1.20D+0.50L+0.20S+E -165.952 26.650 TOD " 2.592'"" Min. Percent 2.640 313.073 0.530 +1.20D+O.50L+O.20S+E -168.710 26.780 TOD 2.592 Min. Percent 2.640 313.073 0.539 +1.20D+O.50L+O.20S+E -171.450 26.910 TOD 2.592 Min. Percent 2.640 313.073 0.548 +1.20D+O.50L-tfl.20S+E -174.173 27.040 TOD 2.592 Min. Percent 2.640 313.073 0.556 +1.20D+0.50L+0.20S+E -176.878 27.170 TOD 2.592 Min. Percent 2.640 313.073 0.565 +1.20D+O.50L+O.20S+E -179.565 27.300 TOD 2.592 Min. Percent 2.640 313.073 0.574 +1.20D+0.50L+0.20S+E -182.234 27.430 TOD 2.592 Min. Percent 2.640 313.073 0.582 +1.20D+O.50L+O.20S+E -184.884 27.560 TOD 2.592 Min. Percent 2.640 313.073 0.591 +1.20D+O.50L+O.20S+E -187.515 27.690 TOD 2.592 Min. Percent 2.640 313,073 0.599 +1.20D-K).50L+O.20S+E -190.126 27.820 TOD 2.592 Min. Percent 2.640 313,073 0.607 +1.20D+O.50L+0.20S+E -192.718 27.950 TOD 2.592 Min. Percent 2.640 313,073 0.616 +1.2OD+O.50L+O.20S+E -195.290 28.080 TOD 2.592 Min. Percent 2.640 313,073 0.624 +1.20D+O.50L-tO.20S+£ -197.842 28.210 TOD 2.592 Min. Percent 2.640 313,073 0.632 +1.20D-K).50L+O.20S+£ -200.373 28.340 TOD 2.592 Min. Percent 2.640 313,073 0.640 +1.20D+O.50L+O.20S+E -202.884 28.470 TOD 2.592 Min. Percent 2.640 313,073 0.648 +1.20D-^.50L+0.20S+E -205.373 28.600 TOD 2.592 Min. Percent 2.640 313,073 0.656 +1.20D+0.50L+0.20S+E -207.841 28.730 TOD 2.592 Min. Percent 2.640 313,073 0.664 +1.20D+0.50L+0.20S+E -210.287 28.860 TOD 2.592 Min. Percent 2.640 313,073 0.672 +1.20D+O.50L+O.20S+E -212.711 28.990 TOD 2.592 Min. Percent 2.640 313,073 0.679 +1.20D+O.50L-K).20S+E -215.113 29.120 TOD 2.592 Min. Percent 2.640 313,073 0.687 +1.20D+0.50L+0.20S+E -217.492 29.250 TOD 2.592 Min. Percent 2.640 313,073 0.695 +1.20D+O.50L+O.20S+E -219.848 29.380 TOD 2.592 Min. Percent 2.640 313.073 0.702 +1.20D+O.50L+O.20S+E -222.180 29.510 TOD 2.592 Min. Percent 2.640 313.073 0.710 +1.20D+O.50L+O.20S+E -224.489 29.640 TOD 2.592 Min. Percent 2.640 313.073 0.717 +1.20D+O.50L+O.20S+E -226.774 29.770 TOD 2.592 Min, Percent 2.640 313.073 0.724 +1.20D+0.50L+0.20S+E -229.035 29.900 TOD 2.592 Min, Percent 2.640 313.073 0.732 +1.20D-K).50L+O.20S+E -231.272 30.030 TOD 2.592 Min, Percent 2.640 313.073 0.739 +1.20D+O.50L+O.20S+E -233.483 30.160 TOD 2.592 Min, Percent 2.640 313.073 0.746 +1.20D+{).50L-K).20S+E -235.670 30.290 TOD 2.592 Min, Percent 2.640 313.073 0.753 +1.20D+0.50L+fl.20S+E -237.830 30.420 TOD 2.592 Min, Percent 2.640 313.073 0.760 +1.20D+0.50L+0.20S+E -239.966 30.550 TOD 2.592 Min, Percent 2.640 313.073 0.766 +1.20D+O.50L+O.20S+E -242.075 30.680 TOD 2.592 Min, Percent 2.640 313.073 0.773 +1.20D+O.50L+O.20S+E -244.157 30.810 TOD 2.592 Min, Percent 2.640 313.073 0.780 +1.20D+O.50L+O.20S+E -246.213 30.940 TOD 2.592 Min, Percent 2,640 313.073 0.786 +1.20D+O.50L+O.20S+E -248.243 31.070 TOD 2.592 Min, Percent 2,640 313.073 0,793 +1.20D+0.50L-K).20S+E -250.244 31.200 TOD 2.592 Min, Percent 2,640 313.073 0,799 +1.20D+O.50L+0.20S+E -252.218 31.330 TOD 2.592 Min. Percent 2,640 313.073 0.806 +1.20D-K).50L-K).20S+E -254.165 31.460 TOD 2.592 Min. Percent 2.640 313.073 0.812 +1.20D+O.50L+O.20S+E -256.083 31.590 TOD 2.592 Min. Percent 2.640 313.073 0.818 +1.20D+O.5OL+€.20S+£ -257.972 31.720 TOD 2.592 Min. Percent 2.640 313.073 0.824 +1.20D+O.50L+O.20S+E -259.833 31.850 TOD 2.592 Min. Percent 2.640 313.073 0.830 +1.20D+O.50L+0.20S+E -261.664 31.980 TOD 2.592 Min. Percent 2.640 313.073 0.836 +1.20D+O.50L+O.20S+E -263.467 32,110 TOD 2.592 Min. Percent 2.640 313.073 0.842 +1.20D+O.50L+O.20S+E -265.239 32,240 TOD 2.592 Min. Percent 2.640 313,073 0.847 +1.20D-K).50L+O.20S+E -266.981 32,370 TOD 2.592 Min. Percent 2.640 313.073 0.853 +1.20D+O.50L+O.20S+E -268.693 32,500 TOD 2.592 Min. Percent 2.640 313,073 0.858 +1.20D+O.50L-K).20S+£ -270.374 32.630 TOD 2,592 Min. Percent 2.640 313.073 0.864 +1.20D+O.50L-K).20S+E -272.025 32.760 TOD 2,592 Min. Percent 2.640 313.073 0.869 +1.20D+O.50L-K).20S+E -273.644 32.890 TOD 2.592 Min. Percent 2.640 313.073 0.874 +1.20D-K).50L+€.20S+E -275.231 33.020 TOD 2.592 Min. Percent 2.640 313.073 0.879 +1.20D+O.50L+O.20S+E -276.786 33.150 TOD 2.592 Min. Percent 2.640 313.073 0.884 +1.20D+{).50L-K).20S+E -278.310 33.280 TOD 2.592 Min. Percent 2.640 313073 0.889 +1.20D+O.50L+O.20S+E -279.800 33410 TOD 2.592 Min. Percent 2,640 313.073 0.894 +1.20D+{).50L-tO,20S+£ -281.258 33.540 TOD 2.592 Min. Percent 2,640 313.073 0.898 +1,20D+0.50L+O.20S+E -282.683 33.670 TOD 2.592 Min. Percent 2,640 313.073 0.903 +1,20D+0,50L-tO,20S+E -284.075 33.800 TOD 2.592 Min. Percent 2,640 313.073 0.907 +1.20D+€.50L-t«.20S+E -285.432 33.930 TOD 2.592 Min, Percent 2,640 313.073 0.912 +1.20D+O.50L-K).20S+E -286.757 34.060 TOD 2.592 Min, Percent 2,640 313.073 0.916 +1.20D+O.50L+0.20S+E -288.060 34.190 TOD 2.592 Min, Percent 2,640 313.073 0.920 +1.20D+O.50L+O.20S+E -289.343 34.320 TOD 2.592 Min, Percent 2.640 313.073 0.924 +1.20D+O.50L+O.20S+E -290.605 34.450 TOD 2.592 Min, Percent 2.640 313.073 0.928 +1.20D+O.50L+O.20S+E -291.846 34.580 TOD 2.592 Min. Percent 2.640 313.073 0.932 +1.20D+O.50L+O.20S+E -293.066 34.710 TOD 2.592 Min. Percent 2.640 313.073 0.936 +1.20D+O.50L+O.20S+E -294.265 34.840 TOD 2.592 Min. Percent 2.640 313.073 0.940 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 ill Combined Footing Lie. #: KW-06006198 Description : Grade bm.line 2-Frame F-12 File: C:\Documenls and Settingstehawn nikjoo\My Docunients\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC INC 1983-2011, Buiki:6.11.4.5, Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by (Actual As Phi'Mn Mu / PhiMn +1.20D-K).50L+0.20S+E -295.441 34.970 Too 2.592 Min. Percent 2.640 313.073 0.944 -tO.90D+E+1.60H 23.364 35.100 Bottom 2.592 Min. Percent 2.640 313.073 0.075 +O.90D+E+1.60H 21.933 35.230 Bottom 2.592 Min. Percent 2.640 313.073 0.070 +O.90D+E+1.60H 20.538 35.360 Bottom 2.592 Min. Percent 2.640 313,073 0.066 -K).90D+E+1.60H 19.179 35.490 Bottom 2.592 Min. Percent 2.640 313.073 0.061 +O.90D+E+1.60H 17.858 35.620 Bottom 2.592 Min. Percent 2.640 313.073 0.057 -K).90D+E+1.60H 16.574 35.750 Bottom 2.592 Min. Percent 2.640 313.073 0.053 +0.90D+E+1.60H 15.328 35.880 Bottom 2.592 Min. Percent 2.640 313.073 0.049 +0.90D+E+1.60H 14.120 36.010 Bottom 2.592 Min. Percent 2.640 313.073 0.045 +O.90D+E+1.60H 12.956 36.140 Bottom 2.592 Min. Percent 2.640 313.073 0.041 +O.90D+E+1.60H 11.838 36.270 Bottom 2.592 Min. Percent 2.640 313.073 0.038 +0.90D+E+1.60H 10.768 36.400 Bottom 2.592 Min. Percent 2.640 313.073 0.034 -K).90D+E+1.60H 9.745 36.530 Bottom 2.592 Min. Percent 2.640 313.073 0.031 +O.90D+E+1.60H 8.771 36.660 Bottom 2.592 Min. Percent 2.640 313.073 0.028 +O.90D+E+1.60H 7.846 36.790 Bottom 2.592 Min. Percent 2.640 313.073 0.025 -K).90D+E+1.60H 6.969 36.920 Bottom 2.592 Min. Percent 2.640 313,073 0.022 +0.90D+E+1.60H 6.142 37.050 Bottom 2.592 Min. Percent 2.640 313,073 0.020 +O.90D+E+1.60H 5.365 37.180 Bottom 2.592 Min. Percent 2.640 313,073 0.017 +O.90D+E+1.60H 4.639 37.310 Bottom 2.592 Min. Percent 2.640 313.073 0.015 +O.90D+E+1.60H 3.964 37.440 Bottom 2.592 Min. Percent 2.640 313.073 0.013 -K).90D+E+1.60H 3.340 37.570 Bottom 2.592 Min. Percent 2.640 313.073 0.011 +0.90D+E+1.60H 2.768 37.700 Bottom 2.592 Min. Percent 2.640 313.073 0.009 +O.90D+E+1.60H 2.248 37.830 Bottom 2.592 Min. Percent 2.640 313.073 0.007 +0.90D+E+1.60H 1.781 37.960 Bottom 2.592 Min. Percent 2.640 313.073 0.006 +O.90D+E+1.60H 1.367 38.090 Bottom 2.592 Min. Percent 2.640 313.073 0.004 -K).90D-*+1.60H 1.007 38.220 Bottom 2.592 Min. Percent 2.640 313.073 0.003 +O.90D+E+1.60H 0.701 38.350 Bottom 2.592 Min. Percent 2.640 313.073 0.002 -•O.90D+E+1.60H 0.450 38.480 Bottom 2.592 Min. Percent 2.640 313.073 0.001 +O.90D+E+1.60H 0.254 38.610 Bottom 2.592 Min. Percent 2.640 313.073 0.001 -K).90D+E+1.60H 0.113 38.740 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +{|.90D+E+1.60H 0.028 38.870 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +0.90D+E+1.60H 0.000 39.000 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu @ Col #1 vu @ Col #2 PhiVn vu @ Col #1 vu @ Col #2 +1.40D 82.16 psi 0.63 psi 0!6ypsi " 164.32 psi 0.97 psi 0.97 psi +1.20D+O.50Lr+1.60L+1.60H 82.16 psi 1.31 psi 1.31 psi 164.32 psi O.OOpsi 0.60 psi +1.20D+1.60L+O.50S+1.60H 82.16 psi 1.31 psi 1.31 psi 164.32 psi 0.60 psi 0,60 psi +1.20D+1.60Lr+{).50L 82.16 psi 0.78 DSi 0.78 psi 164.32 psi 0.76psi 0.76 psi +1.20D+O.50L+1.60S 82.16 psi 0.78 psi 0.78 psi 164.32 psi 0.76 psi 0,76 psi +1.20D+0.50Lr+0.50L+1.60W 82.16 psi 0.78 psi 0.78 psi 164.32 psi 0.76 psi 0,76 psi +1.20D+O.50L-K).50S+1.60W 82.16 psi 0.78 psi 0.78 psi 164.32 psi 0.76 psi 0,76 psi +1.20D+O.50L+O.20S+E 82.16 psi 11.04 psi 11.04 psi 164.32 psi 0.67 psi 2,38 psi -t{).90D+E+1.60H 82.16 psi 7.99 psi 7.99 psi 164.32 psi 0.43 psi 2,57 psi INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing File: C:\Documents and Settingstehawn nilqoo\My Documents\ENERCALC Oata Files\ncccJ01585.ec6 b ' ^ • :\ • ENERCALCINC.1983-2011,Buikl:6.11.4.5,Ver:6.11.4.S 1 ILic* : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC ^^^H Description: Grade bm.line 2-Frame F-7 General Infonnation Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties fc: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (|) : Phi Values Flexure: Shear: Soil Information 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) Min. Overtuming Safety Factor Min. Sliding Safety Factor Yes No 0.0014 0.0018 1.5:1 1.5:1 Allowable Soil Bearing 2 Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 (Uses entp/ for "Footing base depth below soil sun'ace" for fon Coefficient of Soil/Concrete Friction 0.3 ksf pcf Dimensions & Reinforcing Soil Bearing Increase Footing base depth below soil surtace Increases based on footing Depth.... Allowable pressure increase per foot when base of footing is below Increases based on footing Width... Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Beanng adjuaed for footing weight and depth & width increases as specified by user.) Distance Left of Column #1 = Between Columns = Distance Right of Column *2 = Total Footing Length = Footing Width = Footing Thickness = Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom Applied Loads Applied @ Left Column Axial Load Downward = Moment (+CCW) Shear (+X) Applied @ Right Column Axial Load Downward Moment (+CCW) Shear (+X) Overburden - 4 ft Pedestal dimensions.. 22 ft 4ft 30.0 ft 3.0 ft 30.0 in Sq.Dim. = Height = 3 in 3 in Lr Oft Oksf Oft Oksf Oft 10 ksf 2.0 ksf Col*1 24 1 Col #2 24 in Iin Bars left of Col #1 Bottom Bars Top Bars Bats Btwn Cols Bottom Bars Top Bars Bars Right of Col #2 Bottom Bars Top Bars W Count Size* As Actual As Req'd 5.0 5.0 5.0 5.0 5.0 5.0 2.20 2.20 2.20 2.20 2.20 2.20 1.944 in'^2 1.944 in'*2 1.944 in*2 1.944 in'^2 1.944 in'^2 O.Oin'^2 0 138.0 1 0 138.0 1 0 k 0 k-ft 0 k k 0 k-ft 0 k 5J6 : MI6 5-#6 5-*6 zr-u-— INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 File: C:\Documents and Settingstehawn nilqoo\My DKuments\ENERCALC Data FilesViccc_10158S.ec6 | ENERCALC INC198a-2011,BulW:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line 2-Frame F-7 DESIGNSUMMARY Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.4164 Soil Bearing 0.8329 ksf 2.0 ksf +O.60D+O.70E+H PASS 1.583 Overturning 196.82 k-ft 311.63 k-ft 0.6D+O.7E PASS 4.452 Sliding 1.40 k 6.233 k 0.6D+0.7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1350 1-way Shear-Col *1 11.093 psi 82.158 psi +1.20D+O.50L+O.20S+E PASS 0.1346 1-way Shear-Col *2 11.059 psi 82.158 psi +1.20D+O,50L-»O,20S+E PASS 0.003928 2-way Punching - Col #1 0.6454 psi 164.32 psi +1,20D-tO,50L+O,20S+£ PASS 0.009909 2-way Punching - Col *2 1.628 psi 164.32 psi +O,90D+E+1,60H PASS No Bending Flexure-Left of Col *1 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.001614 Flexure - Left of Col #1 - Bottom 0.420 k-ft 260.18 k-ft +1.40D PASS 0.4579 Flexure - Between Cols - Top -119.14 k-ft 260.18 k-ft +1.20D+O.50L+O.20S+E PASS 0.4898 Flexure - Between Cols - Bottom 127.45 k-ft 260.18 k-ft +O.90D+E+1.60H PASS No Bending Flexure-Right of Col *2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.03733 Flexure - Right of Col *2 - Bottom 9.711 k-ft 260.18 k-ft +O.90D+E+1.60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D 34.63 k 0.000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.192 +D+L+H 36.63 k 0.000 in 0.41 ksf 0.41 ksf 2.00 ksf 0.203 +D+0.750Lr+0.750L+H 36.13 k 0.000 in 0.40 ksf 0.40 ksf 2.00 ksf 0.201 +O+0.750L+0.750S+H 36.13 k 0.000 in 0.40 ksf 0.40 ksf 2.00 ksf 0.201 +D+0.70E+H 34.63 k 5.684 in 0.00 ksf 0.82 ksf 2.00 ksf 0.412 +D+O.750Lr+O.750L-tO.750W+H 36.13 k 0.000 in 0.40 ksf 0.40 ksf 2.00 ksf 0.201 +D+O.750L-tO.750S+O.750W+H 36.13 k 0.000 in 0.40 ksf 0.40 ksf 2.00 ksf 0.201 +D-K).750Lr+0.750L+0.5250E+H 36.13 k 4.086 in 0.07 ksf 0.73 ksf 2.00 ksf 0.364 +D+O.750L+O.750S+O.5250E+H 36.13 k 4.086 in 0.07 ksf 0.73 ksf 2.00 ksf 0.364 +0.60D+0.70E+H 20.78 k 9.474 in 0.00 ksf 0.83 ksf 2.00 ksf 0416 Overtuming Stability Load Combination^. D " "" D+L 0.6D+L+O.7E 0.6D+0.7E Sliding Stability Overtiming 0.00 0.00 0.00 0.00 Moments about Left Edge Resisting k-ft Ratio 0.00 0.00 0.00 0.00 999.000 999.000 999.000 999.000 Moments about Right Edge k-ft Overtuming ___ Resistmg ""o^oo'""o.OO " 0.00 0.00 196.82 341.63 196.82 311.63 Ratio "999'000 999.000 1.736 1.583 Sliding Force Load Combination... D 0.00 k D+L 0.00 k 0.6D+L+O.7E 1.40 k 0.6D+0.7E 1.40 k Footing Flexure - Maximum Values for Load Combination Resisting Force Sliding SafetyRatio 10.39 k 10.99 k 6.83 k 6.23 k 999 999 -.880357142857 -.451785714285' Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn 0.6D+0.7E 0.000 0.000 0 0.000 0 0.000 0,000 0,000 +1.40D 0.000 0.100 Bottom 1.944 Min. Percent 2.200 260,182 0,000 +1.40D 0.002 0.200 Bottom 1.944 Min. Percent 2.200 260.182 0,000 +1.40D 0.004 0.300 Bottom 1.944 Min. Percent 2.200 260.182 0,000 +1.40D 0.007 0.400 Bottom 1.944 Min. Percent 2.200 260.182 0,000 +1.40D 0.012 0.500 Bottom 1.944 Min. Percent 2.200 260.182 0,000 +1.40D 0.017 0.600 Bottom 1.944 Min. Percent 2.200 260.182 0.000 +1.40D 0.023 0.700 Bottom 1.944 Min. Percent 2.200 260.182 0.000 +1.40D 0.030 0.800 Bottom 1.944 Min. Percent 2.200 260.182 0.000 +1.40D 0.038 0.900 Bottom 1.944 Min. Percent 2.200 260,182 0.000 +1.40D 0.047 1.000 Bottom 1.944 Min. Percent 2.200 260,182 0.000 +1.40D 0.056 1.100 Bottom 1.944 Min. Percent 2,200 260,182 0.000 +1.40D 0.067 1.200 Bottom 1.944 Min. Percent 2,200 260,182 0.000 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lic.# : KW-06006198 Description: Grade bm.line 2-Frame F-7 File: C:\Documents and Settingstehawn nilqoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC INC1983-2011,Buiki:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure' Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu/PhiMn +1.40D 0.079 1.300 Bottom 1.944 Min. Percent 2.200 260.182 0.000 +1.40D 0.091 1.400 Bottom 1.944 Min. Percent 2.200 260.182 0.000 +1.40D 0.105 1.500 Bottom 1.944 Min. Percent 2.200 260,182 0.000 +1.40D 0.119 1.600 Bottom 1.944 Min. Percent 2.200 260,182 0.000 +1.40D 0.135 1.700 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0.151 1.800 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0.168 1.900 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0.187 2.000 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0.206 2.100 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0.226 2.200 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0.247 2.300 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0.269 2.400 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0.292 2.500 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0.315 2.600 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0.340 2.700 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0.366 2.800 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0,392 2.900 Bottom 1.944 Min. Percent 2.200 260,182 0.002 +1.40D 0,420 3.000 Bottom 1.944 Min. Percent 2.200 260,182 0.002 +1.40D 0,445 3.100 Bottom 1.944 Min. Percent 2.200 260,182 0.002 +1.40D 0,464 3.200 Bottom 1.944 Min. Percent 2.200 260,182 0.002 +1.40D 0,477 3.300 Bottom 1.944 Min. Percent 2.200 260,182 0.002 +1.40D 0,483 3.400 Bottom 1.944 Min. Percent 2.200 260,182 0.002 +1.40D 0,484 3.500 Bottom 1.944 Min. Percent 2.200 260,182 0.002 +1.40D 0,479 3.600 Bottom 1.944 Min. Percent 2.200 260,182 0.002 +1.40D 0,467 3.700 Bottom 1.944 Min. Percent 2.200 260,182 0.002 +1.40D 0.450 3.800 Bottom 1.944 Min. Percent 2.200 260,182 0.002 +1.40D 0.426 3.900 Bottom 1.944 Min. Percent 2.200 260,182 0.002 +1.40D 0.397 4.000 Bottom 1.944 Min. Percent 2.200 260,182 0.002 +1.40D 0.361 4.100 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0.319 4.200 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0.271 4.300 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0.217 4.400 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0.157 4.500 Bottom 1.944 Min. Percent 2.200 260,182 0.001 +1.40D 0.091 4.600 Bottom 1.944 Min. Percent 2.200 260,182 0.000 +1.40D 0.019 4.700 Bottom 1.944 Min. Percent 2.200 260,182 0.000 +1.40D -0.059 4.800 Too 1.944 Min. Percent 2,200 260,182 0.000 +1.40D -0.143 4.900 Too 1.944 Min. Percent 2.200 260,182 0.001 -K).90D+E+1.60H 127.449 5.000 Bottom 1.944 Min. Percent 2,200 260,182 0.490 +0.90D+E+1.60H 126.865 5.100 Bottom 1.944 Min. Percent 2.200 260,182 0.488 +0.90D+E+1.60H 126.270 5.200 Bottom 1.944 Min. Percent 2.200 260,182 0.485 +0.90D+E+1.60H 125.667 5.300 Bottom 1.944 Min. Percent 2.200 260,182 0.483 +0.90D+E+1.60H 125.053 5.400 Bottom 1.944 Min. Percent 2.200 260,182 0.481 +0.90D+E+1.60H 124.430 5.500 Bottom 1.944 Min. Percent 2.200 260,182 0.478 +0.90D+E+1.60H 123.796 5.600 Bottom 1.944 Min. Percent 2.200 260,182 0.476 +0.90D+E+1.60H 123.153 5.700 Bottom 1.944 Min. Percent 2.200 260,182 0.473 -K).90D+£+1.60H 122.501 5.800 Bottom 1.944 Min. Percent 2.200 260,182 0.471 +0.90D+E+1.60H 121.838 5.900 Bottom 1.944 Min. Percent 2.200 260,182 0.468 +O.90D+E+1.60H 121.166 6.000 Bottom 1.944 Min. Percent 2.200 260,182 0.466 +0.90D+E+1.60H 120.483 6.100 Bottom 1.944 Min. Percent 2.200 260,182 0.463 -tO.90D+E+1.60H 119.792 6.200 Bottom 1.944 Min. Percent 2.200 260,182 0.460 -K).90D+£+1.60H 119.090 6.300 Bottom 1.944 Min. Percent 2.200 260,182 0.458 +O.90D+E+1.60H 118.378 6.400 Bottom 1.944 Min. Percent 2.200 260,182 0.455 +0.90D+E+1.60H 117.657 6.500 Bottom 1.944 Min. Percent 2.200 260.182 0.452 +O.90D+E+1.60H 116.926 6.600 Bottom 1.944 Min. Percent 2.200 260.182 0.449 •*O.90D+E+1.60H 116.185 6.700 Bottom 1.944 Min. Percent 2.200 260.182 0.447 +0.90D+E+1.60H 115.434 6.800 Bottom 1.944 Min. Percent 2.200 260.182 0.444 +0.90D+E+1.60H 114.674 6.900 Bottom 1.944 Min. Percent 2.200 260.182 0.441 +0.90D+E+1.60H 113.904 7.000 Bottom 1.944 Min. Percent 2.200 260.182 0.438 +0.90D+E+1.60H 113.124 7.100 Bottom 1.944 Min. Percent 2.200 260.182 0.435 +0.90D+E+1.60H 112.334 7.200 Bottom 1.944 Min. Percent 2.200 260.182 0.432 +O.90D+E+1.60H 111.534 7.300 Bottom 1.944 Min. Percent 2.200 260.182 0.429 +O.90D+E+1.60H 110.725 7.400 Bottom 1.944 Min. Percent 2.200 260.182 0.426 -K).90D+E+1.60H 109.906 7.500 Bottom 1.944 Min. Percent 2.200 260.182 0.422 +O.90D+E+1.60H 109.077 7.600 Bottom 1.944 Min. Percent 2.200 260.182 0419 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 FUe; C:\Docunients and Settingstehawn nilqoo\My Documents\ENERCALC Data Files\nccc_101S85.ec6 | ENERCALCINC 1983-2011,BuiW:6.11.4.5,Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line 2-Frame F-7 Footing Flexure • Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn +0.90D+E+1.60H 108.238 7.700 Bottom 1.944 Min. Percent 2.200 260.182 0416 •tO.90D+E+1.60H 107.389 7.800 Bottom 1.944 Min. Percent 2.200 260.182 0413 -tO.90D+E+1.60H 106.531 7.900 Bottom 1.944 Min. Percent 2.200 260.182 0.409 -K).90D+E+1.60H 105.663 8.000 Bottom 1.944 Min. Percent 2.200 260.182 0.406 +0.90D+E+1.60H 104.785 8.100 Bottom 1.944 Min. Percent 2.200 260.182 0.403 +0.90D+E+1.60H 103.897 8.200 Bottom 1.944 Min. Percent 2.200 260.182 0.399 +O.90D+E+1.60H 103.000 8.300 Bottom 1.944 Min. Percent 2.200 260.182 0.396 +0.90D+E+1.60H 102.093 8.400 Bottom 1.944 Min. Percent 2.200 260.182 0.392 +0.90D+E+1.60H 101.176 8.500 Bottom 1.944 Min. Percent 2.200 260.182 0.389 -K).90D+£+1.60H 100.249 8.600 Bottom 1.944 Min. Percent 2.200 260.182 0.385 -K).90D+E+1.60H 99.312 8.700 Bottom 1.944 Min. Percent 2.200 260.182 0.382 +0.90D+E+1.60H 98.366 8.800 Bottom 1.944 Min. Percent 2.200 260.182 0.378 -tO.90D+E+1.60H 97.410 8.900 Bottom 1.944 Min. Percent 2.200 260.182 0.374 -K).90D+E+1.60H 96.444 9.000 Bottom 1.944 Min. Percent 2.200 260.182 0,371 -•O.90D+E+1.60H 95.468 9.100 Bottom 1.944 Min. Percent 2.200 260.182 0,367 -K).90D+E+1.60H 94.482 9.200 Bottom 1.944 Min. Percent 2.200 260.182 0,363 -tO.90D+E+1.60H 93.487 9.300 Bottom 1.944 Min. Percent 2.200 260.182 0,359 •*O.90D+£+1.60H 92.482 9.400 Bottom 1.944 Min. Percent 2.200 260.182 0,355 -K}.90D+E+1.60H 91.467 9.500 Bottom 1.944 Min. Percent 2.200 260.182 0,352 -H),90D+E+1,60H 90.442 9.600 Bottom 1.944 Min. Percent 2.200 260.182 0.348 +O,90D+E+1,60H 89.408 9.700 Bottom 1,944 Min. Percent 2.200 260.182 0.344 -tO,90D+E+1,60H 88.363 9.800 Bottom 1.944 Min. Percent 2.200 260.182 0.340 +0,90D+E+1,60H 87.309 9.900 Bottom 1.944 Min. Percent 2.200 260.182 0.336 +O,90D+£+1,60H 86.245 10.000 Bottom 1.944 Min. Percent 2.200 260.182 0.331 -K),90D+E+1,60H 85.172 10.100 Bottom 1.944 Min. Percent 2.200 260.182 0.327 t{),90D+£+1,60H 84.088 10.200 Bottom 1.944 Min. Percent 2.200 260.182 0.323 •K).90D+E+1,60H 82.995 10.300 Bottom 1.944 Min. Percent 2.200 260.182 0.319 -»O,90D+E+1,60H 81.892 10.400 Bottom 1.944 Min. Percent 2.200 260.182 0.315 +O.90D+e+1.60H 80.779 10.500 Bottom 1.944 Min. Percent 2.200 260.182 0.310 -»O.90D+£+1.60H 79.657 10.600 Bottom 1.944 Min. Percent 2.200 260.182 0.306 -tO.90D+E+1.60H 78.524 10.700 Bottom 1.944 Min. Percent 2.200 260,182 0.302 +0.90D+E+1.60H 77.382 10.800 Bottom 1.944 Min. Percent 2.200 260,182 0.297 +O.90D+E+1.60H 76.230 10.900 Bottom 1.944 Min. Percent 2.200 260,182 0.293 +O.90D+E+1.60H 75.069 11.000 Bottom 1.944 Min. Percent 2.200 260,182 0.289 +O.90D+E+1.60H 73.897 11.100 Bottom 1.944 Min. Percent 2.200 260,182 0.284 +O.90D+E+1.60H 72.716 11.200 Bottom 1.944 Min. Percent 2.200 260.182 0.279 -K).90D+E+1.60H 71.525 11.300 Bottom 1.944 Min. Percent 2.200 260.182 0.275 +O.90D+E+1.60H 70.324 11.400 Bottom 1.944 Min. Percent 2.200 260.182 0.270 -K).90D+E+1.60H 69.113 11.500 Bottom 1.944 Min. Percent 2.200 260.182 0.266 +O.90D+E+1.60H 67.893 11.600 Bottom 1.944 Min. Percent 2.200 260.182 0.261 +O.90D+E+1.60H 66.662 11.700 Bottom 1.944 Min. Percent 2.200 260.182 0.256 +O.90D+E+1.60H 65.422 11.800 Bottom 1.944 Min. Percent 2.200 260.182 0.251 +O.90D+E+1.60H 64.173 11.900 Bottom 1.944 Min. Percent 2.200 260.182 0.247 +O.90D+E+1.60H 62.913 12.000 Bottom 1.944 Min. Percent 2.200 260.182 0.242 -K).90D+E+1.60H 61.643 12.100 Bottom 1.944 Min. Percent 2.200 260.182 0.237 +0.90D+E+1.60H 60.364 12.200 Bottom 1.944 Min. Percent 2.200 260.182 0.232 +0.90D+E+1.60H 59.076 12.300 Bottom 1.944 Min. Percent 2.200 260.182 0.227 +0.90D+E+1.60H 57.778 12.400 Bottom 1.944 Min. Percent 2.200 260.182 0.222 -H3.90D+E+1.60H 56.471 12.500 Bottom 1.944 Min. Percent 2.200 260.182 0.217 +0.90D+E+1.60H 55.155 12.600 Bottom 1.944 Min. Percent 2.200 260.182 0.212 +0.90D+E+1.60H 53.830 12.700 Bottom 1.944 Min. Percent 2.200 260.182 0.207 +0.90D+G+1.60H 52.496 12.800 Bottom 1.944 Min. Percent 2.200 260.182 0.202 +0.90D+E+1.60H 51.155 12.900 Bottom 1.944 Min. Percent 2.200 260.182 0.197 +0.90D+E+1.60H 49.805 13.000 Bottom 1.944 Min. Percent 2.200 260.182 0.191 -K).90D+E+1.60H 48.447 13.100 Bottom 1.944 Min. Percent 2.200 260.182 0.186 +O.90D+E+1.60H 47.081 13.200 Bottom 1.944 Min. Percent 2.200 260.182 0.181 +0.90D+E+1.60H 45.708 13.300 Bottom 1.944 Min. Percent 2.200 260.182 0.176 +O.90D+E+1.60H 44.327 13.400 Bottom 1.944 Min. Percent 2.200 260.182 0.170 +O.90D+£+1,60H 42.939 13.500 Bottom 1.944 Min. Percent 2.200 260.182 0.165 +O,90D+G+1,60H 41.544 13.600 Bottom 1.944 Min. Percent 2.200 260.182 0.160 -K),90D+£+1,60H 40.143 13.700 Bottom 1.944 Min. Percent 2.200 260.182 0.154 -K),90D+E+1,60H 38.734 13.800 Bottom 1.944 Min. Percent 2.200 260.182 0.149 -K),90D+£+1,60H 37.319 13.900 Bottom 1.944 Min. Percent 2.200 260.182 0.143 -K).90D+E+1,60H 35.898 14.000 Bottom 1.944 Min. Percent 2.200 260.182 0.138 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 3/^ Combined Footing Lie. # : KW-06006198 Description: Grade bm.line 2-Frame F-7 RIe; C:\Documents and SettingstehSMm nil^\My Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC INC1983-2011,Build:6.11,4.5, Ver6,11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn +O.90D+E+1.60H 34.471 14.100 Bottom 1.944 Min. Percent 2.200 260.182 0.132 +O.90D+E+1.60H 33.039 14.200 Bottom 1.944 Min. Percent 2.200 260.182 0.127 +O.90D+E+1.60H 31.600 14.300 Bottom 1.944 Min. Percent 2.200 260.182 0.121 +0.90D+E+1.60H 30.156 14.400 Bottom 1.944 Min. Percent 2.200 260.182 0.116 +O.90D+E+1.60H 28.707 14.500 Bottom 1.944 Min. Percent 2.200 260.182 0.110 +0.90D+E+1.60H 27.252 14.600 Bottom 1,944 Min. Percent 2.200 260.182 0.105 -K).90D+E+1.60H 25.793 14.700 Bottom 1,944 Min. Percent 2.200 260.182 0.099 +0.90D+E+1.60H 24.329 14.800 Bottom 1,944 Min. Percent 2.200 260.182 0.094 +0.90D+E+1.60H 22.861 14.900 Bottom 1,944 Min. Percent 2.200 260.182 0.088 -tO.90D+E+1.60H 21.388 15.000 Bottom 1,944 Min. Percent 2.200 260.182 0.082 +O.90D+E+1.60H 19.911 15.100 Bottom 1,944 Min. Percent 2.200 260.182 0.077 +O.90D+E+1.60H 18.430 15.200 Bottom 1,944 Min. Percent 2.200 260.182 0.071 +O.90D+E+1.60H 16.946 15.300 Bottom 1,944 Min. Percent 2.200 260.182 0.065 •K).90D+E+1.60H 15.458 15.400 Bottom 1,944 Min. Percent 2.200 260.182 0.059 +0.90D+E+1.60H 13.967 15.500 Bottom 1,944 Min. Percent 2.200 260.182 0.054 +O.90D+E+1.60H 12.472 15.600 Bottom 1,944 Min. Percent 2.200 260.182 0.048 +1.20D+O.50L+O.20S+E -11.352 15.700 TOD 1,944 Min. Percent 2.200 260.182 0.044 +1.20D+O.50L-tO.20S+E -12.776 15.800 TOD 1,944 Min. Percent 2.200 260.182 0.049 +1.20D+0.50L+0.20S+E -14.198 15.900 TOD 1,944 Min. Percent 2.200 260.182 0.055 +1.20D+0.50L-K).20S+E -15.619 16.000 TOD 1,944 Min. Percent 2.200 260.182 0.060 +1.20D+0.50L+0.20S+E -17.037 16.100 TOD 1,944 Min. Percent 2.200 260.182 0.065 +1.20D+0.50L-^.20S+E -18.454 16.200 TOD 1,944 Min. Percent 2.200 260.182 0.071 +1.20D+O.50L+O.20S+E -19.868 16.300 TOD 1,944 Min. Percent 2.200 260.182 0.076 +1.20D+0.50L+0.20S+E -21.280 16.400 TOD 1,944 Min. Percent 2.200 260.182 0.082 +1.20D+O.50L-tO.20S+E -22.689 16.500 TOD 1,944 Min. Percent 2.200 260.182 0.087 +1.20D+O.50L+O.20S+E -24.096 16.600 TOD 1,944 Min. Percent 2.200 260.182 0.093 +1.20D+O.50L+O.20S+E -25.499 16.700 TOD 1.944 Min. Percent 2.200 260.182 0.098 +1.20D+O.50L+O.20S+E -26.901 16.800 TOD 1.944 Min. Percent 2.200 260.182 0.103 +1.20D+O.50L+O.20S+E -28.299 16.900 TOD 1.944 Min. Percent 2.200 260.182 0.109 +1.20D+O.50L+O.20S+E -29.693 17.000 TOD 1.944 Min. Percent 2.200 260.182 0.114 +1.20D+O.50L+O.20S+E -31.085 17.100 TOD 1.944 Min. Percent 2.200 260.182 0.119 +1.20D+O.50L+O.20S+E -32.473 17.200 TOD 1.944 Min. Percent 2.200 260.182 0.125 +1.20D+O.50L+O.20S+E -33.858 17.300 TOD 1.944 Min. Percent 2.200 260.182 0.130 +1.20D+0.50L-tO.20S+E -35.238 17.400 TOD 1.944 Min. Percent 2.200 260.182 0.135 +1.20D+O.50L+O.20S+E -36.615 17.500 TOD 1.944 Min. Percent 2.200 260.182 0.141 +1.20D+O.50L+O.20S+E -37.988 17.600 TOD 1.944 Min. Percent 2.200 260.182 0.146 +1.20D+O.50L+O.20S+E -39.357 17.700 TOD 1.944 Min. Percent 2.200 260.182 0.151 +1.20D+O.50L+O.20S+E 40.722 17.800 TOD 1.944 Min. Percent 2.200 260.182 0.157 +1.20D+O.50L-tO.20S+£ 42.082 17.900 TOD 1.944 Min. Percent 2.200 260.182 0.162 +1.20D+0.50L+0.20S+E 43.438 18.000 TOD 1.944 Min. Percent 2.200 260.182 0.167 +1.20D+O.50L+O.20S+E 44.789 18.100 TOD 1.944 Min. Percent 2.200 260.182 0.172 +1.20D+O.50L+O.20S+E 46.136 18.200 TOD 1.944 Min. Percent 2.200 260.182 0.177 +1.20D+O.50L+O.20S+E 47.477 18.300 TOD 1.944 Min. Percent 2.200 260.182 0.182 +1.20D+O.50L+O.20S+E 48.814 18.400 TOD 1.944 Min. Percent 2.200 260.182 0.188 +1.20D+O.5OL+O.20S+E -50.145 18.500 TOD 1.944 Min. Percent 2.200 260.182 0.193 +1.20D+O.50L+0.20S+E -51.471 18.600 TOD 1.944 Min. Percent 2.200 260.182 0.198 +1.20D+0.50L-K).20S+E -52.792 18.700 TOD 1.944 Min. Percent 2.200 260.182 0.203 +1.20D+O.50L-tO.20S+E -54.107 18.800 TOD 1.944 Min. Percent 2.200 260.182 0.208 +1.20D+O.50L+O.20S+E -55.416 18.900 TOD 1.944 Min. Percent 2.200 260.182 0.213 +1.20D+O.50L-tO.20S+£ -56.719 19.000 TOD 1.944 Min. Percent 2.200 260.182 0.218 +1.20D+O.50L+O.20S+E -58.017 19.100 TOD 1.944 Min. Percent 2.200 260.182 0.223 +1.20D+0.50L+0.20S+E -59.308 19.200 TOD 1.944 Min. Percent 2.200 260.182 0.228 +1.20D+0.50L+0,20S+E -60.593 19.300 TOD 1.944 Min. Percent 2.200 260.182 0.233 +1,20D+0,50L+0,20S+E -61.872 19.400 TOD 1.944 Min. Percent 2.200 260.182 0.238 +1,20D+0,50L+0,20S+E -63.144 19.500 TOD 1.944 Min. Percent 2.200 260.182 0.243 +1,20D+0,50L+0.20S+E -64.409 19.600 TOD 1.944 Min. Percent 2.200 260.182 0.248 +1,20D-K),50L+0,20S+E -65.668 19.700 TOD 1.944 Min. Percent 2.200 260.182 0.252 +1.20D+O.50L-K).20S+E -66.920 19.800 TOD 1.944 Min. Percent 2.200 260.182 0.257 +1.20D+O.50L-tO.20S+E -68.164 19.900 TOD 1.944 Min. Percent 2.200 260.182 0.262 +1.20D+O.5OL-K).20S+E -69.402 20.000 TOD 1.944 Min. Percent 2.200 260.182 0.267 +1.20D+O.50L+O.20S+E -70.632 20.100 TOD 1.944 Min. Percent 2.200 260.182 0.271 +1.20D+0,50L-tO,20S+£ -71.855 20.200 TOD 1.944 Min. Percent 2.200 260.182 0.276 +1,20D+O.50L-t{).20S+£ -73.070 20.300 TOD 1.944 Min. Percent 2.200 260.182 0.281 +1.20D+0.50L+0.20S+E -74.277 20.400 TOD 1.944 Min. Percent 2.200 260.182 0.285 INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 9^5 Combined Footing Lie. # : KW-06006198 Description: Grade bm.line 2-Frame F-7 File: C:\Docunients and Settingstehawn nilqoo\My DocumentsCNERCALC Data Files\nccc_101585.ec6 • ENERCALC INC 1983-2011, Buikt:6.11.4.5,Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn +1.20D+O.50L+O.20S+E -75.477 20.500 Too 1.944 Min. Percent 2.200 260.182 0.290 +1.20D+O.50L+O.20S+E -76.668 20.600 TOD 1.944 Min. Percent 2.200 260.182 0.295 +1.20D+O.50L+O.20S+E -77.852 20.700 TOD 1.944 Min. Percent 2.200 260.182 0.299 +1.20D+0.50L+0.20S+E -79.027 20.800 TOD 1.944 Min. Percent 2.200 260.182 0.304 +1.20D+O.50L+O.20S+E -80.194 20.900 TOD 1.944 Min. Percent 2.200 260.182 0.308 +1.20D+O.50L-K).20S+E -81.352 21.000 TOD 1.944 Min. Percent 2.200 260.182 0.313 +1.20D-tO.50L+O.20S+E -82.501 21.100 TOD 1.944 Min. Percent 2.200 260.182 0.317 +1.20D+O.50L-tO.20S+£ -83.642 21.200 TOD 1.944 Min. Percent 2.200 260.182 0.321 +1.20D-K).50L+O.2OS+E -84.774 21.300 TOD 1.944 Min. Percent 2.200 260.182 0.326 +1.20D+O.50L+O.20S+E -85.897 21.400 TOD 1.944 Min. Percent 2.200 260.182 0.330 +1.20D+O.50L+O.20S+E -87.010 21.500 TOD 1.944 Min. Percent 2.200 260.182 0.334 +1.20D+0.50L+0.20S+E -88.114 21.600 TOD 1.944 Min. Percent 2.200 260.182 0.339 +1.20D+O.50L+O.20S+E -89.209 21.700 TOD 1.944 Min. Percent 2.200 260.182 0.313 +1.20D+O.50L+O.20S+E -90.294 21.800 TOD 1.944 Min. Percent 2.200 260.182 0.347 +1.20D+O.50L-tO.20S+E -91.369 21.900 TOD 1.944 Min. Percent 2.200 260.182 0.351 +1.20D+O.50L+O.20S+E -92.435 22.000 TOD 1.944 Min. Percent 2.200 260.182 0.355 +1.20D+0.50L+0,20S+E -93.490 22.100 TOD 1,944 Min. Percent 2.200 260.182 0.359 +1,20D+O,50L-K),20S+E -94.536 22.200 TOD 1.944 Min. Percent 2.200 260.182 0.363 +1,20D+O,50L-tO,20S+E -95.571 22.300 TOD 1,944 Min. Percent 2.200 260.182 0.367 +1,20D+0,50L+0,20S+E -96,595 22.400 TOD 1,944 Min. Percent 2.200 260.182 0.371 +1,20D+O,50L+{).20S+E -97,609 22.500 TOD 1,944 Min. Percent 2.200 260.182 0.375 +1,20D+0,50L+0,20S+E -98,613 22.600 TOD 1.944 Min. Percent 2.200 260.182 0.379 +1.20D+0.50L-K).20S+E -99,605 22.700 TOD 1.944 Min. Percent 2.200 260.182 0.383 +1.20D+O.50L+O.20S+E -100.587 22.800 TOD 1.944 Min. Percent 2.200 260.182 0.387 +1.20D+O.50L+O.20S+E -101.558 22.900 TOD 1.944 Min. Percent 2.200 260.182 0.390 +1.20D+O.50L-tO.20S+E -102.517 23.000 TOD 1.944 Min. Percent 2.200 260.182 0.394 +1.20D+O.50L+O.20S+E -103.465 23.100 TOD 1.944 Min. Percent 2.200 260.182 0.398 +1.20D+O.50L+O.20S+E -104.401 23.200 TOD 1.944 Min. Percent 2.200 260.182 0.401 +1.20D+O.50L+O.20S+E -105.326 23.300 TOD 1.944 Min. Percent 2.200 260.182 0.405 +1.20D-K).50L+O.20S+E -106.239 23.400 TOD 1.944 Min. Percent 2.200 260.182 0.408 +1.20D+O.50L+O.20S+E -107.141 23.500 TOD 1.944 Min. Percent 2.200 260.182 0412 +1.20D+O.50L+O.20S+E -108.030 23.600 TOD 1.944 Min. Percent 2.200 260.182 0415 +1.20D+O.50L+O.20S+E -108.907 23.700 TOD 1.944 Min. Percent 2.200 260.182 0419 +1.20D+O.50L+O.20S+E -109.772 23.800 TOD 1.944 Min. Percent 2.200 260.182 0.422 +1.20D+O.50L-K).20S+E -110.624 23.900 TOD 1.944 Min. Percent 2.200 260.182 0.425 +1.20D+0.50L+0.20S+E -111.464 24.000 TOD 1.944 Min. Percent 2.200 260.182 0.428 +1.20D+0.50L-tO,20S+E -112.291 24.100 TOD 1.944 Min. Percent 2.200 260.182 0.432 +1,20D-tO,50L-tO.20S+£ -113.105 24.200 TOD 1.944 Min. Percent 2.200 260.182 0.435 +1,20D+O,50L+O,20S+E -113.906 24.300 TOD 1.944 Min. Percent 2.200 260.182 0.438 +1.20D+0.50L+0,20S+E -114.694 24.400 TOD 1.944 Min. Percent 2.200 260.182 0,441 +1.20D+O.50L+O.20S+E -115.469 24.500 TOD 1.944 Min. Percent 2.200 260.182 0,444 +1.20D+0.50L+O,20S+E -116.231 24.600 TOD 1.944 Min. Percent 2.200 260.182 0,447 +1.20D+O.50L-tO,20S+E -116.979 24.700 TOD 1.944 Min. Percent 2.200 260.182 0.450 +1.20D+O.50L+O,20S+£ -117.713 24.800 TOD 1.944 Min. Percent 2.200 260.182 0.452 +1.20D+0.50L+0,20S+E -118.434 24.900 TOD 1.944 Min. Percent 2.200 260.182 0.455 +1,20D+O,50L+O.20S+E -119.141 25.000 TOD 1.944 Min. Percent 2.200 260.182 0.458 +1,20D+O,50L+O.20S+£ -119.838 25.100 TOD 1.944 Min. Percent 2.200 260.182 0.461 +1.20D+0.50L+0.20S+E -120.529 25.200 TOD 1.944 Min. Percent 2.200 260.182 0.463 +1.20D+O.50L-^O.20S+E -121.215 25.300 TOD 1.944 Min. Percent 2.200 260.182 0.466 +1.20D+0.50L+0.20S+E -121,894 25.400 TOD 1.944 Min. Percent 2.200 260.182 0.468 +1.20D+O.50L+O,20S+E -122,568 25.500 TOD 1.944 Min. Percent 2.200 260.182 0.471 +1,20D+O,50L-tO,20S+E -123,235 25.600 TOD 1.944 Min. Percent 2.200 260.182 0.474 +1,20D+0,50L+0,20S+E -123,896 25.700 TOD 1.944 Min. Percent 2.200 260.182 0.476 +1,20D+O,50L+O,20S+E -124,550 25.800 TOD 1.944 Min. Percent 2.200 260.182 0.479 +1,20D+O,50L+O,20S+E -125,198 25.900 TOD 1.944 Min. Percent 2.200 260.182 0.481 +1,20D+0,50L+0,20S+E -125,839 26.000 TOD 1.944 Min. Percent 2.200 260.182 0.484 +0,90D+E+1,60H 16,890 26.100 Bottom 1.944 Min. Percent 2.200 260.182 0.065 +0,90D+E+1,60H 16,111 26.200 Bottom 1.944 Min. Percent 2.200 260.182 0.062 +0,90D+E+1,60H 15,344 26.300 Bottom 1.944 Min. Percent 2.200 260.182 0.059 •HD.90D+E+1.60H 14,591 26.400 Bottom 1.944 Min. Percent 2.200 260.182 0.056 +O.90D+E+1.60H 13,852 26.500 Bottom 1.944 Min. Percent 2.200 260.182 0.053 +O.90D+E+1.60H 13,126 26.600 Bottom 1.944 Min. Percent 2.200 260.182 0.050 -K).90D+£+1.60H 12,414 26.700 Bottom 1.944 Min. Percent 2.200 260.182 0.048 +O.90D+E+1.60H 11.716 26.800 Bottom 1.944 Min. Percent 2.200 260.182 0.045 INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 Description : Grade bm.line 2-Frame F-7 File; C;\Documents and Settingstehawn ftil^\My Docunients\ENERCALC Data Files\ncccJ01585.ec6 | : ENERCALC INC.1983-2011,Buik):6.11.4.5;Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Load Combination.. Mu Distance from left Tension Side As Req'd Govemed Actual As Phi'Mn Mu / PhiMn +O.90D+E+1.60H 11.033 26.900 Bottom 1.944 Min. Percent 2.200 260.182 0.042 +0.90D+E+1.60H 10.364 27.000 Bottom 1.944 Min. Percent 2.200 260.182 0.040 -tO.90D+E+1.60H 9.711 27.100 Bottom 1.944 Min. Percent 2.200 260.182 0.037 +O.90D+E+1.60H 9.078 27.200 Bottom 1.944 Min. Percent 2.200 260.182 0.035 +0.90D+e+1.60H 8.465 27.300 Bottom 1.944 Min. Percent 2.200 260.182 0.033 +O.90D+E+1.60H 7.871 27.400 Bottom 1.944 Min. Percent 2.200 260.182 0.030 +0.90D+E+1.60H 7.298 27.500 Bottom 1.944 Min. Percent 2.200 260.182 0.028 +0.90D+E+1.60H 6.744 27.600 Bottom 1.944 Min. Percent 2.200 260.182 0.026 +0.90D+E+1.60H 6.211 27.700 Bottom 1.944 Min. Percent 2.200 260.182 0.024 -tO.90D+E+1.60H 5.698 27.800 Bottom 1.944 Min. Percent 2.200 260.182 0.022 +0.90D+E+1.60H 5.206 27.900 Bottom 1.944 Min. Percent 2.200 260.182 0.020 +O.90D+E+1.60H 4.735 28.000 Bottom 1.944 Min. Percent 2.200 260.182 0.018 +O.90D+E+1.60H 4.285 28.100 Bottom 1.944 Min. Percent 2.200 260.182 0.016 -K).90D+E+1.60H 3.856 28.200 Bottom 1.944 Min. Percent 2.200 260.182 0.015 +O.90D+E+1.60H 3.449 28.300 Bottom 1.944 Min. Percent 2.200 260.182 0.013 -tO.90D+E+1.60H 3.064 28.400 Bottom 1.944 Min. Percent 2.200 260.182 0.012 +O.90D+E+1.60H 2.700 28.500 Bottom 1.944 Min. Percent 2.200 260.182 0.010 +O.90D+E+1.60H 2.358 28.600 Bottom 1.944 Min. Percent 2.200 260.182 0.009 •K).90D+E+1.60H 2.039 28.700 Bottom 1.944 Min. Percent 2.200 260.182 0.008 +0.90D+E+1.60H 1.742 28.800 Bottom 1.944 Min. Percent 2.200 260.182 0.007 +O.90D+E+1.60H 1.468 28.900 Bottom 1.944 Min. Percent 2.200 260.182 0.006 -K).90D+E+1.60H 1.216 29.000 Bottom 1.944 Min. Percent 2.200 260.182 0.005 +0.90D+E+1.60H 0.988 29.100 Bottom 1.944 Min. Percent 2.200 260.182 0.004 +0.90D+E+1.60H 0.782 29.200 Bottom 1.944 Min. Percent 2.200 260.182 0.003 +0.90D+E+1.60H 0.601 29.300 Bottom 1.944 Min. Percent 2.200 260.182 0.002 +0.90D+E+1.60H 0.442 29.400 Bottom 1.944 Min. Percent 2.200 260.182 0.002 -K}.90D+E+1.60H 0.308 29.500 Bottom 1.944 Min. Percent 2.200 260.182 0.001 +O.90D+E+1.60H 0.198 29.600 Bottom 1.944 Min. Percent 2.200 260.182 0.001 +0.90D+E+1.60H 0.111 29.700 Bottom 1.944 Min. Percent 2.200 260.182 0.000 +O.90D+E+1.60H 0.050 29.800 Bottom 1.944 Min. Percent 2.200 260.182 0.000 +0.90D+E+1.60H 0.012 29.900 Bottom 1.944 Min. Percent 2.200 260.182 0.000 +1.20D+0.50L+0.20S+E 0.000 30.000 Bottom 1.944 Min. Percent 2.200 260.182 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu @ Col #1 vu @ Col #2 PhiVn vu @ Col #1 vu @Col#2 +1.40D 82.16 DSi 0.83 psi oMpsi 164.32 psi ""0.5i6psi 0.56psi~ +1.20D+0.50Lr+1.60L+1.60H 82.16 DSi 1.57 psi 1.41 psi 164.32 psi 0.27 psi 0.27 psi +1.20D+1.60L+0.50S+1.60H 82.16 psi 1.57 psi 141 psi 164.32 psi 0.27 psi 0.27 psi +1.20D+1.60Lr+0.50L 82.16 psi 0.98 psi 0.83 psi 164.32 psi 0.42 psi 0.42 psi +1.20D-1O.50L+1.60S 82.16 psi 0.98 psi 0.83 psi 164.32 psi 0.42 psi 0.42 psi +1.20D+0.50Lr+0.50L+1.60W 82.16 psi 0.98 psi 0.83 psi 164.32 psi 0.42 psi 0.42 psi +1.20D+O.50L+O.50S+1.60W 82.16 psi 0.98 psi 0.83 psi 164.32 psi 0.42 psi 0.42 psi +1.20D+O.50L+O.20S+E 82.16 psi 11.09 psi 11.06 psi 164.32 psi 0.65 psi 1.50 psi -K).90D+£+1.60H 82.16 psi 8.23 psi 8.23 psi 164.32 psi 0.43 psi 1.63 psi INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Job* 101585 Project Desc: 5 Project Notes: Combined Footing File: C:\Documents and Settingstehawn nilqooVMy Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC INC 1983-2011, Buikl:6.11.4.5, Ver.6.11.4.5 | • Lie. #: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line 3-Frame F-9 General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (j) : Phi Values Soil Information Flexure: Shear: 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) Min. Overtuming Safety Factor Min. Sliding Safety Factor Yes No 0.0014 0.0018 1.5: 1.5: Allowable Soil Bearing 2 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf (Uses entry for "Footing base depth below soil surface" for forced Coefficient of Soil/Concrete Friction 0.3 Dimensions & Reinforcing Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth Allowable pressure increase per foot when base of footing is below Increases based on footing Width ... Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) ksf ft ksf ft 10 ksf 2.0 ksf Distance Left of Column *1 = Between Columns = Distance Right of Column #2 = Total Footing Length = Footing Width Footing Thickness = 4.0 ft 18.0 ft 4.0 ft 26.0 ft 4,0 ft 36,0 in Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom = Applied Loads Applied @ Left Column D Axial Load Downward = Moment (+CCW) Shear(+X) Applied @ Right Column Axial Load Downward = Moment (+CCW) Shear(+X) Overburden = Pedestal dimensions,, Sq, Dim, = Height = 3 in 3 in Col*1 24 1 Col*2 24 in 1in As As Bats left of Col #1 Count Size* Actual Req'd Bottom Bars 7,0 6 3.080 3.110in'*2 Top Bars 7,0 6 3.080 3.110in'^2 Bars Btwn Cols Bottom Bars 7,0 6 3.080 3.110in*2 Top Bars 7,0 6 3.080 3.110in'*2 Bars Right of Col #2 Bottom Bars 7,0 6 3.080 3.110in'^2 Top Bars 7,0 6 3.080 0.0in''2 W E -• H k 169,0 k-ft 1 k k 169,0 k-ft 26'.0" INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 File: C:\Documents and Settingstehawn nikjwAh^ Docunients\ENERCALC Data FilesViccc_101585.ec6 | ENERCALC INC 1981-2011, Build:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line 3-Frame F-9 DESIGNSUMMARY Ratio Item Applied Capacity Governing Load Combination PASS 0.5232 Soil Bearing 1.046 ksf 2.0 ksf +O.60D-tO.70E+H PASS 1.529 Overturning 240.92 k-ft 368.47 k-ft 0.6D+0.7E PASS 6.074 Sliding 1.40 k 8.503 k 0.6D+0.7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1295 1-way Shear-Col *1 10.641 psi 82.158 psi +1.20D-K).50L+0.20S+E PASS 0,1295 1-way Shear-Col *2 10.641 psi 82.158 psi +1.20D+0.50L+0.20S+E PASS 0.005896 2-way Punching - Col #1 0.9689 psi 164.32 psi +1.40D PASS 0.01366 2-way Punching - Col #2 2.245 psi 164.32 psi tO.90D+E+1.60H PASS No Bending Flexure - Left of Col *1 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.001046 Flexure - Left of Col *1 - Bottom 0.4675 k-ft 446.92 k-ft +1.40D PASS 0.3057 Flexure - Between Cols - Top -136.62 k-ft 446.92 k-ft +1.20D+0.50L+O.20S+E PASS 0.3387 Flexure - Between Cols - Bottom 151.37 k-ft 446.92 k-ft +0.90D+E+1.60H PASS No Bending Flexure-Right of Col *2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.03717 Flexure - Right of Col *2 - Bottom 16.614 k-ft 446.92 k-ft +O.90D+E+1.60H Design OK Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL ! Left Edge @ Right Edge Allowable Ratio +D 47.24 k 0.000 in 0.45 ksf 0.45 ksf 2.00 ksf 0,227 +D+L+H 49.24 k 0.000 in 0.47 ksf 0.47 ksf 2.00 ksf 0.237 +D+O.750Lr+O.750L+H 48.74 k 0.000 in 0.47 ksf 0.47 ksf 2.00 ksf 0,234 +O-tO.750L+0.750S+H 48.74 k 0.000 in 0.47 ksf 0.47 ksf 2.00 ksf 0.234 +D+O.70E+H 47.24 k 5.100 in 0.00 ksf 0.99 ksf 2.00 ksf 0.497 +D+O.750Lr+O.750L+O.750W+H 48.74 k 0.000 in 0.47 ksf 0.47 ksf 2.00 ksf 0.234 +D+O.750L+O.750S+O.750W+H 48.74 k 0.000 in 0.47 ksf 0.47 ksf 2.00 ksf 0.234 +O+0.750Lr+0.750L+0.5250E+H 48.74 k 3.707 in 0.07 ksf 0.87 ksf 2.00 ksf 0.434 +D+O.750L-*<3.750S-K).5250E+H 48.74 k 3.707 in 0.07 ksf 0.87 ksf 2.00 ksf 0.434 +€.60D+O,70E+H 28.34 k 8.500 in 0.00 ksf 1.05 ksf 2.00 ksf 0.523 Overtuming Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overtuming Resisting Ratio Overtuming Resisting Ratio D 0.00 0.00 999.000" 0.00 0.00 999.000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0,6D+L+0.7E 0.00 0.00 999.000 240.92 394.47 1.637 0,6D+0,7E 0.00 0.00 999.000 240.92 368.47 1.529 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D 0.00 k 14.17 k 999 D+L 0.00 k 14.77 k 999 0.6D+L+0.7E 1.40 k 9.10 k i.502285714285' 0.6D+O.7E 1.40 k fi .50 k i.073714285714: Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D+0.7E 0.000 0.000 0 0.000 0 0.000 0 000 0.000 +1.40D 0.000 0.087 Bottom 3.110 Min. Percent 3,080 446 917 0.000 +1.40D 0.002 0.173 Bottom 3.110 Min. Percent 3,080 446 917 0.000 +1.40D 0.004 0.260 Bottom 3.110 Min. Percent 3,080 446 917 0.000 +1.40D 0.006 0.347 Bottom 3.110 Min. Percent 3,080 446 917 0.000 +1.40D 0.010 0.433 Bottom 3.110 Min. Percent 3,080 446 917 0.000 +1.40D 0.015 0.520 Bottom 3.110 Min. Percent 3,080 446 917 0.000 +1,40D 0.020 0.607 Bottom 3.110 Min. Percent 3,080 446 917 0.000 +1.40D 0.026 0.693 Bottom 3.110 Min. Percent 3,080 446 917 0.000 +1.40D 0.033 0.780 Bottom 3.110 Min. Percent 3,080 446 917 0.000 +1.40D 0.040 0.867 Bottom 3.110 Min. Percent 3.080 446 917 0.000 +1.40D 0.049 0.953 Bottom 3.110 Min. Percent 3.080 446 917 0.000 +1.40D 0.058 1.040 Bottom 3.110 Min. Percent 3.080 446 917 0.000 INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 File: CADocuments and Settingstehawn nikjoo^My Documents\ENERCALC Data FilesVicccJ01585.ec6 a ENERCALC INC 1983-2011, Bulld:6.11.4.5, Ver.6,11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line 3-Frame F-9 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu/PhiMn +1.40D 0.068 1.127 Bottom 3.110 Min. Percent 3.080 446.917 0.000 +1.40D 0.079 1,213 Bottom 3.110 Min. Percent 3.080 446.917 0.000 +1.40D 0.091 1,300 Bottom 3.110 Min. Percent 3.080 446.917 0.000 +1.40D 0.104 1,387 Bottom 3.110 Min. Percent 3.080 446.917 0.000 +1.40D 0.117 1,473 Bottom 3.110 Min. Percent 3.080 446.917 0.000 +1.40D 0.131 1,560 Bottom 3.110 Min. Percent 3.080 446.917 0.000 +1.40D 0.146 1,647 Bottom 3.110 Min. Percent 3.080 446.917 0.000 +1.40D 0.162 1,733 Bottom 3.110 Min. Percent 3.080 446.917 0.000 +1.40D 0.178 1,820 Bottom 3.110 Min. Percent 3.080 446.917 0.000 +1.40D 0.196 1,907 Bottom 3.110 Min. Percent 3.080 446.917 0.000 +1.40D 0.214 1,993 Bottom 3.110 Min. Percent 3.080 446.917 0.000 +1.40D 0.233 2,080 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.253 2,167 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.273 2,253 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.295 2,340 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.317 2,427 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.340 2,513 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.364 2,600 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.389 2,687 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.414 2,773 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.440 2,860 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.468 2,947 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.495 3,033 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.519 3,120 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.539 3,207 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.554 3,293 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.565 3,380 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.571 3,467 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.573 3,553 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.570 3,640 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.563 3,727 Bottom 3,110 Min. Percent 3.080 446.917 0.001 +1.40D 0.551 3,813 Bottom 3,110 Min. Percent 3.080 446.917 0.001 +1.40D 0.536 3,900 Bottom 3,110 Min. Percent 3.080 446.917 0.001 +1.40D 0.515 3.987 Bottom 3,110 Min. Percent 3.080 446.917 0.001 +1.40D 0.490 4.073 Bottom 3,110 Min. Percent 3.080 446.917 0.001 +1.40D 0.461 4.160 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.427 4.247 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.389 4.333 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.346 4.420 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.299 4.507 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.248 4.593 Bottom 3.110 Min. Percent 3.080 446.917 0.001 +1.40D 0.192 4.680 Bottom 3.110 Min. Percent 3.080 446.917 0.000 +1.40D 0.131 4.767 Bottom 3.110 Min. Percent 3.080 446.917 0.000 +1.40D 0.066 4.853 Bottom 3.110 Min. Percent 3.080 446,917 0.000 +1.40D -0.003 4.940 TOD 3.110 Min. Percent 3.080 446,917 0.000 -K).90D+£+1.60H 151.374 5.027 Bottom 3.110 Min. Percent 3.080 446,917 0.339 +O.90D+E+1.60H 150.608 5.113 Bottom 3.110 Min. Percent 3.080 446,917 0.337 +O.90D+E+1.60H 149.830 5.200 Bottom 3.110 Min. Percent 3.080 446,917 0.335 •K).90D+E+1.60H 149.041 5.287 Bottom 3.110 Min. Percent 3.080 446,917 0.333 +0.90D+E+1.60H 148.239 5.373 Bottom 3.110 Min. Percent 3.080 446,917 0.332 +O.90D+E+1.60H 147.426 5.460 Bottom 3.110 Min. Percent 3.080 446,917 0.330 +0.90D+E+1.60H 146.601 5.547 Bottom 3.110 Min. Percent 3.080 446,917 0.328 +O.90D+E+1.60H 145.765 5.633 Bottom 3.110 Min. Percent 3.080 446,917 0.326 •tO.90D+E+1.60H 144.916 5.720 Bottom 3.110 Min. Percent 3.080 446,917 0.324 +0.90D+E+1.60H 144.056 5.807 Bottom 3.110 Min. Percent 3.080 446,917 0.322 +0.90D+E+1.60H 143.184 5.893 Bottom 3.110 Min. Percent 3.080 446,917 0.320 +O.9OD+E+1.60H 142.300 5.980 Bottom 3.110 Min. Percent 3.080 446,917 0.318 +O.90D+E+1.60H 141.405 6.067 Bottom 3.110 Min. Percent 3.080 446,917 0.316 -tO,90D+E+1,60H 140.498 6.153 Bottom 3.110 Min. Percent 3.080 446,917 0.314 +0,90D+e+1,60H 139.579 6.240 Bottom 3.110 Min. Percent 3.080 446.917 0.312 +0,90D+£+1,60H 138.648 6.327 Bottom 3.110 Min. Percent 3.080 446.917 0.310 +0,90D+E+1,60H 137.705 6413 Bottom 3.110 Min. Percent 3.080 446.917 0.308 ^O,90D+E+1,60H 136.751 6.500 Bottom 3.110 Min. Percent 3.080 446.917 0.306 +O,90D+£+1.60H 135.785 6.587 Bottom 3.110 Min. Percent 3.080 446.917 0.304 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing RIe; C:\Documents and Settingstehawn nikjao\My Documents\ENERCALC Data Files\ncccJ01585.ec6 j ENERCALC INC 1983-2011, Buikl:6.11.4.5,Ver6.11.4.S [Lie. #.-KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line 3-Frame F-9 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn -»O.90D+E+1.60H 134.807 6.673 Bottom 3.110 Min. Percent 3.080 446.917 0.302 +O.90D+E+1.60H 133.817 6.760 Bottom 3.110 Min, Percent 3.080 446.917 0.299 +O,90D+E+1,60H 132.816 6.847 Bottom 3.110 Min, Percent 3.080 446.917 0.297 +{),90D+E+1.60H 131.803 6.933 Bottom 3.110 Min, Percent 3.080 446.917 0.295 +0.90D+E+1.60H 130.778 7.020 Bottom 3.110 Min, Percent 3.080 446.917 0.293 +O.90D+E+1.60H 129.741 7.107 Bottom 3.110 Min, Percent 3.080 446.917 0.290 +O.90D+E+1,60H 128.693 7.193 Bottom 3.110 Min, Percent 3.080 446.917 0.288 +O,90D+E+1.60H 127.633 7.280 Bottom 3.110 Min, Percent 3.080 446.917 0.286 +O,90D+E+1,60H 126.561 7.367 Bottom 3.110 Min, Percent 3.080 446.917 0.283 +O.90D+E+1.60H 125.477 7.453 Bottom 3.110 Min, Percent 3.080 446.917 0.281 +O.90D+E+1.60H 124.382 7.540 Bottom 3.110 Min, Percent 3.080 446.917 0.278 +O.90D+E+1.60H 123.275 7.627 Bottom 3.110 Min, Percent 3.080 446.917 0.276 +O.90D+E+1.60H 122.156 7.713 Bottom 3.110 Min, Percent 3.080 446.917 0.273 +O.90D+E+1.60H 121.025 7.800 Bottom 3.110 Min, Percent 3.080 446.917 0.271 -tO.90D+E+1.60H 119.882 7.887 Bottom 3.110 Min, Percent 3.080 446.917 0.268 +O.90D+E+1.60H 118.728 7.973 Bottom 3.110 Min, Percent 3.080 446.917 0.266 +O.90D+E+1.60H 117.562 8.060 Bottom 3.110 Min, Percent 3.080 446.917 0.263 +0.90D+E+1.60H 116.384 8.147 Bottom 3.110 Min, Percent 3.080 446.917 0.260 -K).90D+E+1.60H 115.195 8.233 Bottom 3.110 Min, Percent 3.080 446.917 0,258 +0.90D+E+1.60H 113.993 8.320 Bottom 3.110 Min, Percent 3.080 446.917 0,255 +O.90D+E+1.60H 112.780 8.407 Bottom 3.110 Min, Percent 3.080 446.917 0,252 +0.90D+E+1.60H 111.555 8.493 Bottom 3.110 Min, Percent 3.080 446.917 0,250 -K).90D+E+1.60H 110.319 8.580 Bottom 3.110 Min, Percent 3.080 446.917 0.247 +O.90D+E+1.60H 109.070 8.667 Bottom 3.110 Min, Percent 3.080 446.917 0.244 +O.90D+E+1.60H 107.810 8.753 Bottom 3.110 Min, Percent 3.080 446.917 0.241 +0.90D+E+1.60H 106.538 8.840 Bottom 3.110 Min. Percent 3.080 446.917 0.238 +0.90D+E+1.60H 105.255 8.927 Bottom 3.110 Min. Percent 3.080 446.917 0.236 -K).90D+E+1.60H 103.959 9.013 Bottom 3.110 Min. Percent 3.080 446.917 0.233 -K}.90D+E+1.60H 102.652 9.100 Bottom 3.110 Min. Percent 3.080 446.917 0.230 +O.90D+E+1.60H 101.333 9.187 Bottom 3.110 Min. Percent 3.080 446.917 0.227 -K).90D+E+1.60H 100.003 9.273 Bottom 3.110 Min. Percent 3.080 446.917 0.224 +O.90D+E+1.60H 98.660 9.360 Bottom 3.110 Min. Percent 3.080 446.917 0.221 +O.90D+E+1.60H 97.306 9.447 Bottom 3.110 Min. Percent 3.080 446.917 0.218 +O.90D+E+1.60H 95.940 9.533 Bottom 3.110 Min. Percent 3.080 446.917 0.215 +0.90D+E+1.60H 94.562 9.620 Bottom 3.110 Min. Percent 3.080 446.917 0.212 +0.90D+E+1.60H 93.173 9.707 Bottom 3.110 Min. Percent 3.080 446.917 0.208 +0.90D+E+1.60H 91.771 9.793 Bottom 3.110 Min. Percent 3.080 446.917 0.205 -tO.90D+E+1.60H 90.358 9.880 Bottom 3.110 Min. Percent 3.080 446.917 0.202 +O.90D+E+1.60H 88.933 9.967 Bottom 3.110 Min. Percent 3.080 446.917 0.199 +O.90D+E+1.60H 87.497 10.053 Bottom 3.110 Min. Percent 3.080 446.917 0.196 +O.9OD+E+1.60H 86.049 10.140 Bottom 3.110 Min. Percent 3.080 446.917 0.193 +O.90D+E+1.60H 84.588 10.227 Bottom 3.110 Min. Percent 3.080 446.917 0.189 +0.90D+E+1.60H 83.117 10.313 Bottom 3.110 Min. Percent 3.080 446.917 0.186 +0.90D+E+1.60H 81.633 10.400 Bottom 3.110 Min. Percent 3.080 446.917 0.183 +0.90D+E+1.60H 80.138 10.487 Bottom 3.110 Min. Percent 3.080 446.917 0.179 +0.90D+E+1.60H 78.630 10.573 Bottom 3.110 Min. Percent 3.080 446.917 0.176 +O.90D+E+1.60H 77.112 10.660 Bottom 3.110 Min. Percent 3.080 446.917 0.173 -K).90D+E+1.60H 75.581 10.747 Bottom 3.110 Min. Percent 3.080 446.917 0.169 •*O.90D+E+1.60H 74.038 10.833 Bottom 3.110 Min. Percent 3.080 446.917 0.166 -tO.90D+E+1.60H 72.484 10.920 Bottom 3.110 Min. Percent 3.080 446,917 0.162 •K).90D+E+1.60H 70.918 11.007 Bottom 3.110 Min. Percent 3.080 446,917 0.159 +0.90D+E+1.60H 69.341 11.093 Bottom 3.110 Min. Percent 3.080 446,917 0.155 +O.90D+E+1.60H 67.751 11.180 Bottom 3.110 Min. Percent 3.080 446,917 0.152 +O.90D+E+1.60H 66.150 11.267 Bottom 3.110 Min. Percent 3.080 446,917 0.148 +O.90D+E+1.60H 64.537 11.353 Bottom 3.110 Min. Percent 3.080 446,917 0.144 +0.90D+E+1.60H 62.912 11.440 Bottom 3.110 Min. Percent 3.080 446,917 0.141 +0.90D+E+1.60H 61.277 11.527 Bottom 3.110 Min. Percent 3.080 446,917 0.137 +0.90D+E+1.60H 59.630 11.613 Bottom 3.110 Min. Percent 3.080 446,917 0.133 +0.90D+E+1.60H 57.972 11.700 Bottom 3.110 Min. Percent 3.080 446,917 0.130 +O.90D+E+1.60H 56.304 11.787 Bottom 3.110 Min. Percent 3.080 446,917 0.126 -tO.90D+E+1.60H 54.625 11.873 Bottom 3.110 Min. Percent 3.080 446.917 0.122 +O.90D+E+1.60H 52.937 11.960 Bottom 3.110 Min. Percent 3.080 446.917 0.118 -tO.90D+E+1.60H 51.239 12.047 Bottom 3.110 Min. Percent 3.080 446.917 0.115 +O.90D+E+1.60H 49.531 12.133 Bottom 3.110 Min. Percent 3.080 446.917 0.111 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 Description : Grade bm.line 3-Frame F-9 File; CADocuments and Settingstehawn nikjoo\My DocumentsCNERCALC Data Files\nccc_101585.ec6 | ENERCALC INC 1983-2011, Build:6.11.4.5,Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu/PhiMn +O.90D+E+1.60H 47.814 12.220 Bottom 3.110 Min. Percent 3.080 446.917 0.107 +O.90D+E+1.60H 46.088 12.307 Bottom 3.110 Min. Percent 3.080 446.917 0.103 -K).90D+E+1.60H 44.353 12.393 Bottom 3.110 Min. Percent 3.080 446.917 0.099 +0.90D+E+1.60H 42.609 12.480 Bottom 3.110 Min, Percent 3.080 446.917 0.095 +0.90D+E+1.60H 40.858 12,567 Bottom 3.110 Min, Percent 3.080 446.917 0.091 +O.90D+E+1.60H 39.098 12,653 Bottom 3,110 Min, Percent 3.080 446.917 0.087 +O.90D+E+1.60H 37.331 12,740 Bottom 3,110 Min, Percent 3.080 446.917 0.084 +0.90D+E+1.60H 35.556 12,827 Bottom 3,110 Min, Percent 3.080 446,917 0.080 +O.90D+E+1.60H 33.774 12,913 Bottom 3,110 Min, Percent 3.080 446,917 0.076 +O,90D+£+1,60H 31.985 13,000 Bottom 3,110 Min, Percent 3.080 446,917 0.072 +O,90D+E+1,60H 30.190 13,087 Bottom 3,110 Min, Percent 3.080 446,917 0.068 +O.90D+E+1.60H 28.388 13,173 Bottom 3,110 Min, Percent 3.080 446,917 0.064 +0.90D+E+1.60H 26.580 13,260 Bottom 3.110 Min, Percent 3.080 446.917 0.059 -•O.90D+E+1.60H 24.765 13,347 Bottom 3.110 Min, Percent 3.080 446,917 0.055 +0.90D+E+1.60H 22.946 13,433 Bottom 3.110 Min, Percent 3.080 446,917 0.051 +O.90D+E+1.60H 21.120 13,520 Bottom 3.110 Min, Percent 3.080 446,917 0.047 +O.90D+E+1.60H 19.290 13,607 Bottom 3.110 Min, Percent 3.080 446.917 0.043 +O.90D+E+1.60H 17.454 13,693 Bottom 3.110 Min. Percent 3.080 446,917 0.039 -K).90D+E+1.60H 15.614 13,780 Bottom 3.110 Min. Percent 3.080 446,917 0.035 +1.20D+0.50L+0.20S+E -14.282 13,867 TOD 3.110 Min. Percent 3,080 446,917 0.032 +1.20D+0.50L+0.20S+E -16.034 13,953 Too 3.110 Min. Percent 3,080 446,917 0.036 +1.20D+0.50L+0.20S+E -17.785 14,040 TOD 3.110 Min. Percent 3,080 446,917 0.040 +1.20D+0.50L+0.20S+E -19.534 14.127 TOD 3.110 Min. Percent 3,080 446,917 0.044 +1.20D+0.50L+0.20S+E -21.280 14.213 TOD 3.110 Min. Percent 3,080 446,917 0.048 +1.20D+0.50L+0.20S+E -23.024 14.300 TOD 3.110 Min. Percent 3,080 446,917 0.052 +1.20D+0.50L+0.20S+E -24.765 14.387 TOD 3.110 Min. Percent 3,080 446,917 0.055 +1.20D+O.50L+O.20S+E -26.503 14.473 TOD 3.110 Min, Percent 3,080 446.917 0.059 +1.20D+O.50L+O.20S+E -28.239 14.560 TOD 3.110 Min, Percent 3,080 446.917 0.063 +1.20D+O.50L+O.20S+E -29.971 14.647 TOD 3.110 Min, Percent 3,080 446.917 0.067 +1.20D+O.50L+0.20S+E -31.700 14.733 TOD 3.110 Min. Percent 3.080 446.917 0.071 +1.20D+O.5OL+O.20S+E -33.426 14.820 TOD 3.110 Min. Percent 3.080 446.917 0.075 +1.20D+O.50L+0.20S+E -35.148 14.907 TOD 3.110 Min. Percent 3.080 446.917 0.079 +1.20D+O.50L-tO.20S+£ -36.866 14.993 TOD 3.110 Min. Percent 3.080 446,917 0.082 +1.20D+O.50L+O.20S+E -38.580 15.080 TOD 3.110 Min. Percent 3.080 446,917 0.086 +1.20D+O.50L-K).20S+£ 40.291 15.167 TOD 3.110 Min. Percent 3.080 446,917 0.090 +1.20D-tO.50L+O.20S+E 41.996 15.253 TOD 3.110 Min. Percent 3.080 446,917 0.094 +1.20D+0.50L+0.20S+E 43.698 15.340 TOD 3.110 Min. Percent 3.080 446,917 0.098 +1.20D+O.50L+O.20S+E 45.394 15.427 TOD 3.110 Min. Percent 3.080 446,917 0.102 +1.20D+O,50L+O,20S+E 47.086 15.513 TOD 3.110 Min. Percent 3.080 446,917 0.105 +1.20D+0.50L+0.20S+e 48.773 15.600 TOD 3.110 Min. Percent 3.080 446,917 0.109 +1.20D+O.50L+O.20S+E -50.455 15.687 TOD 3.110 Min. Percent 3.080 446,917 0.113 +1.20D+O.50L+O,20S+E -52.131 15.773 TOD 3.110 Min. Percent 3.080 446,917 0.117 +1,20D+O,50L+<),20S+£ -53.802 15.860 TOD 3.110 Min. Percent 3.080 446,917 0.120 +1,20D+0,50L+0,20S+E -55.468 15.947 TOD 3.110 Min. Percent 3.080 446,917 0.124 +1,20D+0,50L-tO,20S+E -57.127 16.033 TOD 3.110 Min. Percent 3.080 446,917 0.128 +1,20D+O.50L+O.20S+E -58.781 16.120 TOD 3.110 Min. Percent 3.080 446,917 0.132 +1.20D+O.50L+O.20S+E •60.428 16.207 TOD 3.110 Min. Percent 3.080 446,917 0.135 +1.20D+O.50L+O.20S+E -62.069 16.293 TOD 3.110 Min. Percent 3.080 446.917 0.139 +1.20D+O.50L+O.20S+E -63.704 16.380 TOD 3.110 Min. Percent 3.080 446.917 0.143 +1.20D+O.50L+O.20S+E -65.332 16.467 TOD 3.110 Min. Percent 3.080 446.917 0.146 +1.20D+0.50L-K).20S+£ -66.953 16.553 TOD 3.110 Min. Percent 3.080 446.917 0.150 +1.20D+O.50L-*O.20S+E -68.567 16.640 TOD 3.110 Min. Percent 3.080 446.917 0.153 +1.20D+O.50L+O.20S+E -70,174 16.727 TOD 3.110 Min. Percent 3.080 446.917 0.157 +1.20D+0.50L+0.20S+E -71,773 16.813 TOD 3.110 Min. Percent 3.080 446.917 0.161 +1.20D+O.50L+O.20S+E -73.365 16.900 TOD 3.110 Min. Percent 3.080 446.917 0.164 +1.20D+O.50L+O.20S+E -74.950 16.987 TOD 3.110 Min. Percent 3.080 446.917 0.168 +1.20D+0.50L+0.20S+E -76.526 17.073 TOD 3.110 Min. Percent 3.080 446.917 0.171 +1.20D+O.50L+O.20S+E -78.095 17.160 TOD 3.110 Min. Percent 3.080 446.917 0.175 +1.20D+O.50L+O.20S+E -79.655 17.247 TOD 3.110 Min. Percent 3.080 446.917 0.178 +1.20D+O.50L-tO.20S+£ -81.207 17.333 TOD 3.110 Min. Percent 3.080 446.917 0.182 +1.20D+0.50L+O.20S+E -82.750 17.420 TOD 3.110 Min. Percent 3.080 446.917 0.185 +1.20D+O.50L+O.20S+E -84.285 17.507 TOD 3.110 Min. Percent 3.080 446.917 0.189 +1.20D+O.50L-K).20S+E -85.811 17.593 TOD 3.110 Min. Percent 3.080 446.917 0.192 +1,20D+O.50L+O.20S+E -87.328 17.680 TOD 3.110 Min. Percent 3.080 446.917 0.195 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 File; C:\Documents and Settingstehawn nilqoo\My Docuraents€NERCALC Data Files\nccc_101585.ec6 • ENERCALC, INC 1983-2011, BuikJ:6,11.4.5,Ver6,11,4,5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line 3-Frame F-9 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn +1.20D+O.50L+O.20S+E -88.836 17.767 TOD 3.110 Min. Percent 3.080 446.917 0.199 +1.20D+O.50L+O.20S+E -90.334 17.853 TOD 3.110 Min. Percent 3.080 446.917 0.202 +1.20D+0.50L+0.20S+E -91.823 17,940 TOD 3.110 Min. Percent 3.080 446.917 0.205 +1.20D+0.50L-K).20S+E -93.302 18,027 TOD 3.110 Min. Percent 3.080 446.917 0.209 +1.20D-K).50L+0.20S+G -94.771 18,113 TOD 3.110 Min. Percent 3.080 446.917 0.212 +1,20D+O,50L+O,20S+E -96.230 18.200 TOD 3.110 Min. Percent 3.080 446.917 0.215 +1,20D+O,50L+O,2OS+E -97.679 18.287 TOD 3.110 Min, Percent 3.080 446.917 0.219 +1.20D+O.50L+O.20S+E -99.118 18.373 TOD 3.110 Min. Percent 3.080 446.917 0.222 +1.20D+O.50L-*O.20S+E -100.546 18.460 TOD 3.110 Min. Percent 3.080 446.917 0.225 +1.20D+O.50L^.20S+E -101.964 18.547 TOD 3.110 Min. Percent 3.080 446.917 0.228 +1.20D+O.50L+O.20S+E -103.370 18.633 TOD 3.110 Min. Percent 3.080 446.917 0.231 +1.20D+O.50L+O.20S+E -104.766 18.720 TOD 3.110 Min. Percent 3.080 446.917 0.234 +1.20D+O.50L+O.20S+E -106.150 18.807 TOD 3.110 Min. Percent 3.080 446.917 0.238 +1.20D+0.50L+0.20S+E -107.523 18.893 TOD 3.110 Min. Percent 3.080 446.917 0.241 +1,20D+O,50L-tO,20S+E -108.884 18.980 TOD 3.110 Min. Percent 3.080 446,917 0.244 +1,20D+0,50L+0,20S+E -110.234 19.067 TOD 3.110 Min. Percent 3.080 446,917 0.247 +1,20D+0,50L-tO,20S+E -111.571 19.153 TOD 3.110 Min. Percent 3.080 446,917 0.250 +1.20D+0.50L+0.20S+E -112.897 19.240 TOD 3.110 Min. Percent 3.080 446,917 0.253 +1.20D+O.50L+O.20S+E -114,210 19.327 TOD 3.110 Min. Percent 3.080 446,917 0.256 +1.20D+0.50L+0.20S+E -115,511 19.413 TOD 3.110 Min. Percent 3.080 446,917 0.258 +1.20D+0.50L+0.20S+E -116,800 19.500 TOD 3,110 Min. Percent 3.080 446,917 0.261 +1.20D+0.50L-K).20S+£ -118,075 19.587 TOD 3,110 Min. Percent 3.080 446,917 0.264 +1.20D+0.50L+0.20S+E -119,338 19.673 TOD 3.110 Min. Percent 3.080 446,917 0.267 +1.20D+0.50L+0.20S+E -120,588 19.760 TOD 3.110 Min. Percent 3.080 446,917 0.270 +1.20D+0.50L+0.20S+E -121,824 19.847 TOD 3.110 Min. Percent 3.080 446,917 0.273 +1.20D+O.50L+O.20S+E -123,048 19.933 TOD 3.110 Min. Percent 3.080 446,917 0.275 +1.20D+0.50L+0.20S+E -124,257 20.020 TOD 3.110 Min. Percent 3.080 446,917 0.278 +1.20D+O.50L-tO.20S+E -125,453 20.107 TOD 3.110 Min. Percent 3.080 446,917 0.281 +1.20D+0.50L+0.20S+E -126,635 20.193 TOD 3.110 Min. Percent 3.080 446,917 0.283 +1.20D+O.50L+O.20S+E -127,802 20.280 TOD 3.110 Min. Percent 3.080 446,917 0.286 +1.20D+O.50L+O.20S+E -128,956 20.367 TOD 3.110 Min. Percent 3.080 446,917 0.289 +1.20D+O.50L+O.20S+E -130,095 20.453 TOD 3.110 Min. Percent 3.080 446.917 0.291 +1.20D+O.50L+O.20S+E -131,220 20.540 TOD 3.110 Min. Percent 3.080 446.917 0.294 +1.20D+0.50L+0.20S+E -132,329 20.627 TOD 3.110 Min. Percent 3.080 446.917 0.296 +1.20D+0.50L+0.20S+E -133,424 20.713 TOD 3.110 Min. Percent 3,080 446.917 0.299 +1.20D+O.50L-K).20S+E -134,504 20.800 TOD 3.110 Min. Percent 3,080 446.917 0.301 +1.20D+0.50L+0.20S+E -135.568 20.887 TOD 3.110 Min. Percent 3,080 446.917 0.303 +1.20D+0.50L+0.20S+E -136.617 20.973 TOD 3.110 Min. Percent 3,080 446.917 0.306 +1.20D-tO.50L+{).20S+E -137.652 21.060 TOD 3.110 Min. Percent 3,080 446.917 0.308 +1.20D+O.50L+O,20S+E -138.678 21.147 TOD 3.110 Min. Percent 3,080 446.917 0.310 +1,20D+O,50L+O,20S+E -139.693 21.233 Too 3.110 Min. Percent 3,080 446.917 0.313 +1,20D-tO,50L+O,20S+E -140.699 21.320 TOD 3.110 Min. Percent 3,080 446.917 0.315 +1,20D+0,50L+0,20S+£ -141.695 21.407 TOD 3.110 Min. Percent 3,080 446.917 0.317 +1,20D+O,50L+O,20S+E -142.681 21.493 TOD 3.110 Min. Percent 3,080 446.917 0.319 +1,20D+O,50L+O,20S+E -143.657 21.580 TOD 3.110 Min. Percent 3,080 446,917 0.321 +1,20D+O,50L+O,20S+£ -144.623 21.667 TOD 3.110 Min. Percent 3,080 446,917 0.324 +1.20D+O.50L+O.20S+E -145.577 21.753 TOD 3.110 Min. Percent 3,080 446.917 0.326 +1.20D+0.50L-K).20S+E -146.522 21.840 TOD 3.110 Min. Percent 3,080 446.917 0.328 +1.20D+O.50L+O.20S+E -147.455 21.927 TOD 3.110 Min. Percent 3,080 446.917 0.330 +0.90D+E+1.60H 29.110 22.013 Bottom 3.110 Min. Percent 3,080 446.917 0.065 +O.90D+E+1.60H 27.972 22.100 Bottom 3.110 Min. Percent 3,080 446.917 0.063 -K).90D+£+1.60H 26.850 22.187 Bottom 3.110 Min. Percent 3,080 446.917 0.060 +O.90D+E+1.60H 25.746 22.273 Bottom 3.110 Min. Percent 3.080 446.917 0.058 +€,90D+£+1,60H 24.659 22.360 Bottom 3.110 Min. Percent 3.080 446.917 0.055 -t{),90D+E+1,60H 23.589 22.447 Bottom 3.110 Min. Percent 3.080 446.917 0.053 +0,90D+E+1,60H 22.537 22.533 Bottom 3.110 Min. Percent 3.080 446.917 0.050 +O,90D+E+1,60H 21.503 22.620 Bottom 3.110 Min. Percent 3.080 446.917 0.048 +0,90D+£+1,60H 20.487 22.707 Bottom 3.110 Min. Percent 3.080 446.917 0.046 +0.90D+e+1.60H 19.490 22.793 Bottom 3.110 Min. Percent 3.080 446.917 0.044 +0.90D+E+1.60H 18.512 22.880 Bottom 3.110 Min. Percent 3.080 446.917 0.041 +O.90D+E+1,60H 17.553 22.967 Bottom 3.110 Min. Percent 3.080 446.917 0.039 +0.90D+E+1.60H 16.614 23.053 Bottom 3.110 Min. Percent 3.080 446.917 0.037 +O.90D+E+1.60H 15.697 23.140 Bottom 3.110 Min. Percent 3.080 446.917 0.035 +0,90D+£+1,60H 14.804 23.227 Bottom 3.110 Min. Percent 3.080 446.917 0.033 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 Description: Grade bm.line 3-Frame F-9 File; C\Documents and SetSngstehawn nilqoo\M^ Documents\ENERCALC Data Rles\nccc_101585.ec6 • ENERCALC INC 1983-2011, Bulkl:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn +0.90D+E+1.60H 13.934 23.313 Bottom 3.110 Min. Percent 3.080 446.917 0,031 -K).90D+E+1.60H 13.088 23.400 Bottom 3.110 Min. Percent 3,080 446.917 0.029 +O.90D+E+1.60H 12.266 23.487 Bottom 3.110 Min. Percent 3,080 446,917 0.027 +0.90D+E+1.60H 11.468 23.573 Bottom 3,110 Min. Percent 3,080 446,917 0.026 +0.90D+E+1.60H 10.694 23.660 Bottom 3,110 Min. Percent 3.080 446,917 0,024 +0.90D+e+1.60H 9.946 23.747 Bottom 3,110 Min. Percent 3,080 446.917 0,022 +0.90D+E+1.60H 9.222 23.833 Bottom 3,110 Min. Percent 3,080 446.917 0,021 -tO.90D+E+1.60H 8.524 23.920 Bottom 3,110 Min. Percent 3,080 446.917 0,019 +0.90D+E+1.60H 7.851 24.007 Bottom 3,110 Min. Percent 3,080 446.917 0,018 +0.90D+E+1.60H 7.203 24.093 Bottom 3,110 Min. Percent 3,080 446.917 0,016 -tO.90D+E+1.60H 6.582 24.180 Bottom 3,110 Min. Percent 3,080 446,917 0,015 +0.90D+E+1.60H 5.987 24.267 Bottom 3,110 Min. Percent 3,080 446,917 0,013 +O.90D+E+1.60H 5.419 24.353 Bottom 3,110 Min. Percent 3,080 446,917 0,012 •K).90D+E+1.60H 4.877 24,440 Bottom 3,110 Min. Percent 3,080 446,917 0,011 +0.90D+E+1.60H 4.363 24,527 Bottom 3,110 Min. Percent 3,080 446,917 0,010 +O.90D+E+1.60H 3.875 24,613 Bottom 3,110 Min. Percent 3,080 446,917 0.009 +O.90D+E+1.60H 3416 24,700 Bottom 3,110 Min. Percent 3,080 446,917 0.008 -tO.90D+E+1,60H 2.984 24,787 Bottom 3,110 Min. Percent 3,080 446,917 0.007 +0,90D+E+1,60H 2.580 24,873 Bottom 3,110 Min. Percent 3,080 446,917 0.006 +O,90D+E+1,60H 2.204 24,960 Bottom 3,110 Min. Percent 3,080 446,917 0.005 +0,90D+£+1,60H 1.858 25,047 Bottom 3,110 Min. Percent 3,080 446,917 0.004 +0,90D+€+1.60H 1.539 25,133 Bottom 3,110 Min. Percent 3,080 446,917 0.003 +0.90D+E+1.60H 1.250 25,220 Bottom 3,110 Min. Percent 3.080 446,917 0.003 -tO.90D+E+1.60H 0.991 25,307 Bottom 3,110 Min. Percent 3.080 446,917 0.002 +0.90D+E+1.60H 0.761 25,393 Bottom 3,110 Min. Percent 3.080 446,917 0.002 +0.90D+E+1.60H 0.560 25,480 Bottom 3,110 Min. Percent 3.080 446,917 0.001 +0,90D+E+1,60H 0.390 25,567 Bottom 3,110 Min. Percent 3.080 446,917 0.001 +0,90D+E+1,60H 0.250 25,653 Bottom 3,110 Min. Percent 3.080 446,917 0.001 +0,90D+E+1,60H 0.141 25,740 Bottom 3,110 Min. Percent 3.080 446,917 0.000 +O,90D+E+1,60H 0.063 25,827 Bottom 3,110 Min. Percent 3.080 446,917 0.000 +O,9OD+E+1.60H 0.016 25,913 Bottom 3,110 Min. Percent 3.080 446,917 0.000 +0,90D+E+1,60H 0.000 26.000 0 0,000 0 0.000 0,000 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu( |Col#1 vu @ Col #2 PhiVn vu@Col#1 vu@Col#2 +1.40D 82.16 psi 0.42 psi 0.42 psi 164.32 psi 0.97 psi 0.97 psi +1.20D-K).50Lr+1.60L+1.60H 82.16 psi 0.77 psi 0.77 psi 164.32 psi 0.70 psi 0.70 psi +1.20D+1.60L+O.50S+1.60H 82.16 psi 0.77 psi 0.77 psi 164.32 psi 0.70 psi 0.70 psi +1.20D+1.60Lr+O.50L 82.16 psi 0.48 psi 0.48 psi 164.32 psi 0.79 psi 0.79 psi +1.20D+O.50L+1.60S 82.16 psi 0.48 psi 0.48 psi 164.32 psi 0.79 psi 0.79 psi +1.20D+O.50Lr+O.50L+1.60W 82.16 psi 0.48 psi 0.48 psi 164.32 psi 0.79 psi 0.79 psi +1.20D+O.50L+O.50S+1.60W 82.16 psi 0.48 psi 0.48 psi 164.32 psi 0.79psi 0.79 psi +1.20D+O.50L+O.20S+E 82.16 psi 10.64 psi 10.64 psi 164.32 psi 0.58 psi 2.19 psi -K).90D+E+1.60H 82.16 psi 8.23 psi 8.23 psi 164.32 psi 041 psi 2.25 psi INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing File; C:\Documents aid Settingstehawn nilqoo\hfy Documents€NERCALC Data Files\ncccJ01585.ec6 | ENERCALC INC. 1983-2011, Buikl:6.11.4.S, Ver6.11.4.5 | |Lic.# : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line A-Frame F-10 General infonnation Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (j) : Phi Values Flexure: Shear: Soil Information 3 ksl 60 ksi 3122 ksi 145 pcf 0.9 0.75 Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) Min. Overtuming Safety Factor Min. Sliding Safety Factor Yes No 0.0014 0.0018 1.5:1 1,5:1 Allowable Soil Bearing 2 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf (Uses entry for "Footing base depth below soil surface" for force) Coefficient of Soil/Concrete Friction 0,3 Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth ,,,, Allowable pressure increase per foot when base of footing is below Increases based on footing Width.,, Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Dimetv^tons & Reinforcing Distance Left of Column *1 = Between Columns = Distance Right of Column #2 = Total Footing Length Footing Width = Footing Thickness 4ft 30 ft 4ft 38Jft Pedestal dimensions,, Sq, Dim, = Height = 3,50 ft 30,0 in Rebar Center to Concrete Edge @ Top = Rebar Center to Concrete Edge @ Bottom = AppliedJ-oads 3 in 3 in Applied @ Left Column Axial Load Downward Moment (+CCW) Shear (+X) Applied @ Right Column Axial Load Downward Moment (+CCW) Shear (+X) Overburden Lr Oft Oksf Oft Oksf Oft 10 ksf 2,0 ksf Col#1 24 1 Col #2 24 in Iin Bars left of Col #1 Count Size* As Actual As Req'd Bottom Bars 6.0 6 2.640 2.268 in'^2 Top Bars 6.0 6 2.640 2.268 in'^2 Bars Btvm Cols Bottom Bars 6.0 6 2.640 2.268 in'^2 Top Bars 6.0 6 2.640 2.268 in'^2 Bars Right of Col #2 Bottom Bars 6.0 6 2.640 2.268 in*2 Top Bars 6.0 6 2.640 0.0^-^2 W E H 0 0 k 0 265.0 0 k-ft 0 1 0 k 0 0 k 0 265.0 0 k-ft 0 1 0 k .6-1II6 INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Description: Grade bm.line A-Frame F-10 File; C:\Docunients and Settingstehawn nilqpo\My Documents\ENERCALCDataFiles\nccc_101685.ec6 | ENERCALC INC 1983-2011, Bulld;6.1t.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Design OK DESIGNSUMMARY Ratio Item Applied Capacity Governing Load Combination PASS 0.4356 Soil Bearing 0.8712 ksf 2.0 ksf +O.60D+O.70E+H PASS 1.528 Overturning 374.62 k-ft 572.42 k-ft 0.6D+O.7E PASS 6.456 Sliding 1.40 k 9.038 k 0.6D+0.7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1367 1-way Shear-Col #1 11.233 psi 82.158 psi +1.20D+0.50L+0.20S+E PASS 0.1367 1-way Shear-Col *2 11.233 psi 82.158 psi +1.20D+O.50L+O.20S+E PASS 0.004465 2-way Punching - Col #1 0.7337 psi 164.32 psi +1.40D PASS 0.01321 2-way Punching - Col *2 2.170 psi 164.32 psi +O.90D+E+1.60H PASS No Bending Flexure-Left of Col #1 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.001002 Flexure - Left of Col #1 - Bottom 0.3127 k-ft 311.97 k-ft +1.40D PASS 0.7714 Flexure - Between Cols - Top -240.67 k-ft 311.97 k-ft +1.20D+O.50L-tO.20S+E PASS 0.8077 Flexure - Between Cols - Bottom 251.97 k-ft 311.97 k-ft +O.90D+E+1.60H PASS No Bending Flexure-Right of Col *2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.03913 Flexure - Right of Col *2 - Bottom 12.209 k-ft 311.97 k-ft +0.90D+E+1.60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D 50.21 k 0.000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.189 +D+L+H 52.21 k 0.000 in 0.39 ksf 0.39 ksf 2.00 ksf 0.196 +O+O.750Lr+O.750L+H 51.71 k 0.000 in 0.39 ksf 0.39 ksf 2.00 ksf 0.194 +D+O.750L+O.750S+H 51.71 k 0.000 in 0.39 ksf 0.39 ksf 2.00 ksf 0.194 +D+0.70E+H 50.21 k 7.461 in 0.00 ksf 0.83 ksf 2.00 ksf 0414 +D+€.750Lr+O.750L-tO.750W+H 51.71 k 0.000 in 0.39 ksf 0.39 ksf 2.00 ksf 0.194 +O+0.750L+O.750S+0.750W+H 51.71 k 0.000 in 0.39 ksf 0.39 ksf 2.00 ksf 0.194 +O+O.750Lr-K).750L+0.5250E+H 51.71 k 5.433 in 0.06 ksf 0.72 ksf 2.00 ksf 0.361 +D+O.750L+O.750S+O.5250E+H 51.71 k 5.433 in 0.06 ksf 0.72 ksf 2.00 ksf 0.361 +O.60D+O.70E+H 30.13 k 12.434 in 0.00 ksf 0.87 ksf 2.00 ksf 0.436 Overtuming Stability Load Combination^.^ D D+L 0.6D+i+0.7E 0.6D^.7E SlidJng^Stabilil^^ Load Combination.. Overtuming Moments about Left Edge k-ft 0.00 0,00 0,00 0.00 Resisting^ ''"o.OO 0.00 0.00 0.00 Ratio 999.000" 999.000 999.000 999.000 Overtuming 0.00 0.00 374.62 374.62 Moments about Right Edge Resisting " " 0.00"" 0.00 610.42 572.42 k-ft Ratio 999.000 999.000 1.629 1.528 Sliding Force Resisting Force Sliding SafetyRatio D 0.00 k 15.06 k 999 D+L 0.00 k 15.66 k 999 0.6D+L+O.7E 1.40 k 9.64 k i.884464285714: 0.6D+0.7E 1.40 k 9.04 k i.4558928571421 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0,000 0.000 0 0.000 0 0.000 0.000 0.000 +1.40D 0,001 0.127 Bottom 2.268 Min. Percent 2.640 311.975 0.000 +1.40D 0,002 0.253 Bottom 2.268 Min, Percent 2.640 311.975 0.000 +1.40D 0,005 0.380 Bottom 2.268 Min. Percent 2.640 311.975 0.000 +1.40D 0,009 0.507 Bottom 2.268 Min. Percent 2.640 311.975 0.000 +1.40D 0.015 0.633 Bottom 2.268 Min. Percent 2.640 311.975 0.000 +1.40D 0.021 0.760 Bottom 2.268 Min. Percent 2.640 311.975 0.000 +1,40D 0.029 0.887 Bottom 2.268 Min. Percent 2.640 311.975 0.000 +1,40D 0.038 1.013 Bottom 2.268 Min. Percent 2.640 311.975 0.000 +1,40D 0.048 1.140 Bottom 2.268 Min. Percent 2.640 311.975 0.000 +1,40D 0.059 1.267 Bottom 2.268 Min. Percent 2.640 311.975 0.000 +1,40D 0.072 1.393 Bottom 2.268 Min. Percent 2.640 311.975 0.000 +1,40D 0.085 1.520 Bottom 2.268 Min. Percent 2.640 311.975 0.000 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 File; C;\Docunients and Settingstehawn nik)oo\My Documents\ENERCALC Data Files\ncccJ01585.ec6 • ENERCALC INC 1983-2011, Bulki:6.11.4.5, Ver.6,11,4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line A-Frame F-10 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn +1.40D 0.100 1,647 Bottom 2.268 Min. Percent 2.640 311.975 0.000 +1.40D 0.116 1,773 Bottom 2.268 Min. Percent 2.640 311.975 0.000 +1.40D 0.133 1,900 Bottom 2.268 Min. Percent 2.640 311.975 0.000 +1.40D 0.151 2,027 Bottom 2.268 Min. Percent 2.640 311.975 0.000 +1.40D 0.171 2,153 Bottom 2.268 Min. Percent 2.640 311.975 0.001 +1.40D 0.192 2,280 Bottom 2.268 Min, Percent 2.640 311.975 0.001 +1.40D 0.213 2.407 Bottom 2.268 Min, Percent 2,640 311.975 0.001 +1.40D 0.236 2,533 Bottom 2.268 Min, Percent 2,640 311.975 0.001 +1.40D 0.261 2,660 Bottom 2.268 Min, Percent 2,640 311.975 0.001 +1.40D 0.286 2,787 Bottom 2.268 Min, Percent 2,640 311.975 0.001 +1.40D 0.313 2,913 Bottom 2.268 Min, Percent 2,640 311.975 0.001 +1.40D 0.340 3,040 Bottom 2.268 Min, Percent 2,640 311.975 0.001 +1.40D 0.360 3,167 Bottom 2.268 Min, Percent 2,640 311.975 0.001 +1.40D 0.369 3,293 Bottom 2.268 Min, Percent 2,640 311.975 0.001 +1.40D 0.369 3,420 Bottom 2.268 Min, Percent 2,640 311.975 0,001 +1.40D 0.359 3,547 Bottom 2.268 Min, Percent 2,640 311.975 0,001 +1.40D 0.338 3,673 Bottom 2.268 Min, Percent 2,640 311.975 0,001 +1.40D 0.308 3,800 Bottom 2.268 Min, Percent 2,640 311.975 0,001 +1.40D 0,268 3,927 Bottom 2.268 Min, Percent 2,640 311.975 0,001 +1.40D 0,217 4,053 Bottom 2.268 Min, Percent 2,640 311.975 0,001 +1.40D 0,156 4,180 Bottom 2.268 Min, Percent 2,640 311.975 0,001 +1.40D 0,086 4,307 Bottom 2.268 Min, Percent 2,640 311.975 0,000 +1.40D 0,005 4,433 Bottom 2.268 Min, Percent 2,640 311.975 0,000 +1.40D -0,086 4,560 Too 2.268 Min. Percent 2,640 311.975 0,000 +1.40D -0,186 4.687 TOD 2.268 Min. Percent 2.640 311,975 0,001 +1.40D -0,297 4.813 TOD 2.268 Min. Percent 2.640 311.975 0,001 +1.40D -0418 4.940 TOD 2.268 Min. Percent 2.640 311.975 0,001 +O.90D+E+1.60H 251,967 5.067 Bottom 2.268 Min. Percent 2.640 311.975 0,808 +O.90D+E+1.60H 251,111 5.193 Bottom 2.268 Min. Percent 2.640 311.975 0.805 -tO.90D+E+1.60H 250,237 5.320 Bottom 2.268 Min. Percent 2.640 311.975 0.802 +O.90D+E+1.60H 249,344 5.447 Bottom 2.268 Min. Percent 2.640 311.975 0.799 +0.90D+E+1.60H 248,433 5.573 Bottom 2.268 Min. Percent 2.640 311.975 0.796 +O.90D+E+1.60H 247,504 5.700 Bottom 2.268 Min. Percent 2.640 311.975 0.793 +0.90D+E+1.60H 246,556 5.827 Bottom 2.268 Min. Percent 2.640 311.975 0.790 -tO.90D+E+1.60H 245,590 5.953 Bottom 2.268 Min. Percent 2.640 311.975 0.787 +O.90D+E+1.60H 244.606 6.080 Bottom 2.268 Min. Percent 2.640 311.975 0.784 +O.90D+E+1.60H 243.604 6.207 Bottom 2.268 Min. Percent 2.640 311.975 0.781 +0.90D+E+1.60H 242.583 6.333 Bottom 2.268 Min. Percent 2.640 311.975 0.778 •tO.90D+E+1.60H 241.544 6.460 Bottom 2.268 Min. Percent 2.640 311.975 0.774 +0.90D+E+1.60H 240.486 6.587 Bottom 2.268 Min. Percent 2.640 311.975 0.771 +O.90D+E+1.60H 239410 6.713 Bottom 2.268 Min. Percent 2.640 311.975 0.767 +0.90D+E+1.60H 238.316 6.840 Bottom 2.268 Min. Percent 2.640 311.975 0.764 +0.90D+E+1.60H 237.204 6.967 Bottom 2.268 Min. Percent 2.640 311.975 0.760 +0.90D+E+1.60H 236.073 7.093 Bottom 2.268 Min. Percent 2.640 311.975 0.757 +O.90D+E+1.60H 234.924 7.220 Bottom 2.268 Min. Percent 2.640 311.975 0.753 +O.90D+E+1.60H 233.756 7.347 Bottom 2.268 Min. Percent 2.640 311.975 0.749 +0.90D+E+1.60H 232.570 7.473 Bottom 2.268 Min. Percent 2.640 311.975 0.745 +O.90D+E+1.60H 231.366 7.600 Bottom 2.268 Min. Percent 2.640 311.975 0.742 +O.90D+E+1.60H 230.144 7.727 Bottom 2.268 Min. Percent 2.640 311.975 0.738 +O.90D+E+1.60H 228.903 7.853 Bottom 2.268 Min. Percent 2.640 311.975 0.734 +0.90D+E+1.60H 227.644 7.980 Bottom 2.268 Min. Percent 2.640 311.975 0.730 +O.90D+E+1.60H 226.367 8.107 Bottom 2.268 Min. Percent 2.640 311.975 0.726 +0.90D+E+1.60H 225.071 8.233 Bottom 2.268 Min. Percent 2.640 311.975 0.721 +0.90D+E+1.60H 223.757 8.360 Bottom 2.268 Min. Percent 2.640 311.975 0,717 -fO.^D+E+1.60H 222.425 8.487 Bottom 2.268 Min. Percent 2.640 311.975 0,713 +O.90D+E+1.60H 221.074 8.613 Bottom 2.268 Min. Percent 2.640 311.975 0,709 +0.90D+E+1.60H 219.705 8.740 Bottom 2.268 Min. Percent 2.640 311.975 0,704 +O.90D+E+1.60H 218.318 8.867 Bottom 2.268 Min. Percent 2.640 311.975 0,700 •K).90D+E+1.60H 216.912 8.993 Bottom 2.268 Min. Percent 2.640 311.975 0,695 +0.90D+E+1.60H 215.488 9.120 Bottom 2.268 Min. Percent 2.640 311.975 0,691 +O.90D+E+1.60H 214.046 9.247 Bottom 2.268 Min. Percent 2.640 311.975 0,686 +O.90D+E+1.60H 212,586 9.373 Bottom 2.268 Min. Percent 2.640 311.975 0,681 +O.90D+E+1.60H 211,107 9.500 Bottom 2.268 Min. Percent 2.640 311.975 0.677 +O.90D+E+1.60H 209,610 9.627 Bottom 2.268 Min. Percent 2.640 311.975 0.672 INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM.CA. 92807 Titie: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 Description : Grade bm.line A-Frame F-10 RIe: CADocuments and Setbngstehawn nik|oo\My Docunients\ENERCALC Data Files\ncccJ01585.ec6 | ENERCALCINC 1983-2011,BuiW:6.11.4.5,Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance ftom left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu/PhiMn -tO.90D+£+1.60H 208.094 9.753 Bottom 2.268 Min. Percent 2.640 311,975 0.667 +O.90D+E+1.60H 206.560 9,880 Bottom 2.268 Min. Percent 2,640 311,975 0.662 +0.90D+E+1.60H 205.008 10,007 Bottom 2.268 Min. Percent 2,640 311,975 0.657 +0.90D+E+1,60H 203.437 10,133 Bottom 2.268 Min. Percent 2.640 311,975 0.652 +O.90D+E+1.60H 201,849 10,260 Bottom 2.268 Min. Percent 2.640 311,975 0.647 +O,90D+E+1.60H 200,242 10,387 Bottom 2.268 Min. Percent 2,640 311,975 0.642 +0,90D-f€+1,60H 198,616 10,513 Bottom 2.268 Min. Percent 2,640 311,975 0.637 +O.90D+E+1.60H 196,972 10,640 Bottom 2.268 Min. Percent 2,640 311,975 0.631 +O.90D+E+1.60H 195,310 10,767 Bottom 2.268 Min. Percent 2.640 311,975 0.626 +O.90D+E+1.60H 193,630 10,893 Bottom 2.268 Min. Percent 2.640 311,975 0.621 +O.90D+E+1.60H 191,931 11,020 Bottom 2.268 Min. Percent 2.640 311,975 0.615 +0.90D+E+1.60H 190,214 11,147 Bottom 2.268 Min. Percent 2.640 311.975 0.610 +O,90D-te+1.60H 188,479 11,273 Bottom 2.268 Min. Percent 2.640 311,975 0.604 +0.90D-<£+1.60H 186,725 11,400 Bottom 2.268 Min. Percent 2.640 311,975 0.599 +O,90D+£+1,60H 184,953 11,527 Bottom 2.268 Min. Percent 2.640 311,975 0.593 +0,900-^+1,60H 183,163 11,653 Bottom 2.268 Min. Percent 2.640 311,975 0.587 +0,900-^+1,60H 181,354 11,780 Bottom 2.268 Min. Percent 2.640 311,975 0.581 +{),90D+E+1,60H 179,527 11,907 Bottom 2.268 Min. Percent 2.640 311,975 0.575 +O.90D+E+1.60H 177.682 12,033 Bottom 2.268 Min. Percent 2.640 311,975 0.570 +O.90D+E+1.60H 175.818 12,160 Bottom 2.268 Min. Percent 2.640 311,975 0.564 +0.90D-fE+1,60H 173.936 12,287 Bottom 2.268 Min. Percent 2.640 311,975 0.558 +0,900-^+1.60H 172.036 12413 Bottom 2.268 Min. Percent 2.640 311,975 0.551 +0.90D+E+1,60H 170.117 12,540 Bottom 2.268 Min. Percent 2.640 311,975 0.545 +O.90D-fE+1.60H 168.180 12,667 Bottom 2.268 Min. Percent 2.640 311,975 0.539 +O.90D-HE+1.60H 166.225 12,793 Bottom 2.268 Min. Percent 2.640 311,975 0.533 +{).90D+E+1.60H 164.251 12.920 Bottom 2.268 Min. Percent 2.640 311,975 0.526 +O.90D-fE+1.60H 162.260 13.047 Bottom 2.268 Min. Percent 2.640 311,975 0.520 +0.90D+E+1.60H 160.249 13.173 Bottom 2.268 Min. Percent 2.640 311,975 0.514 +O.90D+E+1.60H 158.221 13.300 Bottom 2.268 Min. Percent 2.640 311,975 0.507 +O.90D+E+1.60H 156,174 13.427 Bottom 2.268 Min. Percent 2.640 311.975 0.501 +0.90D+E+1.60H 154,109 13.553 Bottom 2.268 Min. Percent 2.640 311.975 0.494 +0.90D+E+1,60H 152,025 13.680 Bottom 2.268 Min. Percent 2.640 311.975 0.487 +O,90D+E+1,60H 149,924 13.807 Bottom 2.268 Min. Percent 2.640 311.975 0.481 +0,90D+E+1,60H 147,804 13.933 Bottom 2.268 Min. Percent 2.640 311.975 0.474 -tO,90D+E+1,60H 145,665 14.060 Bottom 2.268 Min. Percent 2.640 311.975 0.467 +0,90D+£+1,60H 143,508 14.187 Bottom 2.268 Min. Percent 2.640 311.975 0.460 +O,90D+E+1,60H 141,333 14.313 Bottom 2.268 Min. Percent 2.640 311.975 0.453 +O,90D+E+1,60H 139,140 14.440 Bottom 2.268 Min. Percent 2.640 311.975 0.446 -tO,90D+£+1.60H 136,928 14.567 Bottom 2.268 Min. Percent 2.640 311.975 0,439 +€.90D+E+1.60H 134,698 14.693 Bottom 2.268 Min. Percent 2.640 311.975 0,432 +O.90D+e+1.60H 132,450 14.820 Bottom 2.268 Min. Percent 2.640 311.975 0,425 +0.90D+E+1.60H 130,183 14.947 Bottom 2.268 Min. Percent 2.640 311.975 0,417 +0.90D+E+1.60H 127,898 15.073 Bottom 2.268 Min. Percent 2.640 311.975 0.410 +O.90D+E+1.60H 125,595 15.200 Bottom 2.268 Min. Percent 2.640 311.975 0.403 +O.90D+E+1.60H 123,273 15.327 Bottom 2.268 Min. Percent 2.640 311.975 0.395 +0.90D+E+1.60H 120,933 15.453 Bottom 2.268 Min. Percent 2.640 311.975 0.388 +O.90D+E+1.60H 118.575 15,580 Bottom 2.268 Min. Percent 2.640 311.975 0.380 +O.90D+E+1.60H 116.198 15,707 Bottom 2.268 Min. Percent 2.640 311.975 0.372 +0.90D+E+1.60H 113.803 15,833 Bottom 2.268 Min. Percent 2.640 311.975 0.365 +O.90D+E+1.60H 111.390 15,960 Bottom 2.268 Min. Percent 2.640 311,975 0.357 -tO.90D+E+1.60H 108.958 16,087 Bottom 2.268 Min. Percent 2.640 311.975 0.349 +{},90D+E+1,60H 106.509 16,213 Bottom 2.268 Min. Percent 2.640 311.975 0.341 +O,90D+E+1,60H 104.040 16,340 Bottom 2.268 Min. Percent 2.640 311.975 0.333 +O,90D+E+1,60H 101.554 16,467 Bottom 2.268 Min. Percent 2.640 311.975 0.326 +{),90D+E+1,60H 99.049 16,593 Bottom 2.268 Min. Percent 2.640 311.975 0.317 -tO,90D+E+1.60H 96.526 16,720 Bottom 2.268 Min. Percent 2.640 311.975 0.309 +O,90D+E+1,60H 93.985 16,847 Bottom 2.268 Min. Percent 2.640 311.975 0.301 +O.90D+E+1.60H 91.427 16,973 Bottom 2.268 Min. Percent 2.640 311.975 0.293 +O.90D+E+1.60H 88.852 17,100 Bottom 2.268 Min. Percent 2.640 311.975 0.285 +O.90D+E+1.60H 86.261 17,227 Bottom 2.268 Min. Percent 2.640 311,975 0.277 •H).90D+E+1.60H 83.654 17,353 Bottom 2.268 Min. Percent 2.640 311.975 0.268 +0.90D+E+1.60H 81.030 17,480 Bottom 2.268 Min, Percent 2.640 311.975 0.260 +0.90D+E+1.60H 78.392 17,607 Bottom 2.268 Min, Percent 2,640 311,975 0.251 -tO.90D+E+1.60H 75.738 17,733 Bottom 2.268 Min, Percent 2,640 311.975 0.243 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie.# : KW-06006198 Description : Grade bm.line A-Frame F-10 File; C:\Doctjfflents and SetSngstehawn nilqoo\My Documents\ENERCALC Oata Files\nccc_101585.ec6 b ENERCALC INC 1985-2011, BuildA 11.4.5, Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu ftom left Side As Req'd by Actual As Phi'Mn Mu / PhiMn +O.90D+E+1.60H 73.070 17.860 Bottom 2.268 Min. Percent 2.640 311,975 0.234 +O.90D+e+1.60H 70.388 17.987 Bottom 2.268 Min. Percent 2.640 311,975 0.226 +O.90D+E+1.60H 67.692 18.113 Bottom 2.268 Min. Percent 2.640 311,975 0.217 +0.90D+E+1.60H 64.983 18.240 Bottom 2.268 Min. Percent 2.640 311.975 0.208 +0.90D+E+1.60H 62.261 18.367 Bottom 2.268 Min. Percent 2.640 311,975 0.200 +O.90D+E+1.60H 59.526 18.493 Bottom 2.268 Min. Percent 2,640 311,975 0.191 +O.90D+E+1.60H 56.779 18.620 Bottom 2.268 Min. Percent 2,640 311,975 0.182 +0.90D+E+1.60H 54.021 18.747 Bottom 2.268 Min. Percent 2,640 311,975 0.173 +0,90D+E+1,60H 51,251 18.873 Bottom 2.268 Min. Percent 2,640 311,975 0.164 +0,90D+E+1.60H 48,470 19.000 Bottom 2.268 Min, Percent 2,640 311,975 0.155 +0.90D+E+1.60H 45,678 19.127 Bottom 2.268 Min, Percent 2,640 311,975 0.146 +O.90D+E+1.60H 42,877 19.253 Bottom 2.268 Min, Percent 2,640 311,975 0.137 +0.90D+E+1.60H 40,066 19.380 Bottom 2.268 Min, Percent 2.640 311,975 0.128 +O.90D+E+1.60H 37,245 19.507 Bottom 2.268 Min, Percent 2.640 311,975 0.119 -K).90D+E+1.60H 34,415 19.633 Bottom 2.268 Min, Percent 2.640 311,975 0.110 -tO.90D+£+1.60H 31,577 19.760 Bottom 2.268 Min, Percent 2.640 311,975 0.101 -K).90D+E+1.60H 28,731 19.887 Bottom 2.268 Min, Percent 2.640 311,975 0.092 -H).90D+E+1.60H 25,877 20.013 Bottom 2.268 Min, Percent 2.640 311.975 0.083 -^.90D+£+1.60H 23,016 20.140 Bottom 2.268 Min. Percent 2.640 311.975 0.074 +1.20D+O.50L+O.20S+E -24,806 20.267 TOD 2.268 Min. Percent 2.640 311.975 0.080 +1.20D+O.50L-tfl.20S+E -27,533 20.393 TOD 2.268 Min. Percent 2.640 311.975 0.088 +1.20D+O.50L+O.20S+E -30,257 20.520 TOD 2.268 Min. Percent 2.640 311.975 0.097 +1.20D+O.50L-»O.20S+E -32,978 20.647 TOD 2.268 Min. Percent 2.640 311.975 0.106 +1.20D+O.50L-tO.20S+E -35,696 20.773 TOD 2.268 Min. Percent 2.640 311.975 0.114 +1.20D+O.50L+O.20S+E -38,410 20.900 TOD 2.268 Min. Percent 2.640 311.975 0.123 +1.20D+O.50L-tO.20S+£ 41,120 21.027 TOD 2.268 Min. Percent 2.640 311.975 0.132 +1.20D+O.50L+O.20S+E 43,825 21.153 TOD 2.268 Min. Percent 2.640 311.975 0.140 +1.20D+0.50L+0.20S+E 46,527 21.280 TOD 2.268 Min. Percent 2.640 311.975 0.149 +1.20D+O.50L+O.20S+E 49,223 21.407 TOD 2.268 Min. Percent 2.640 311.975 0.158 +1.20D+0.50L+0.20S+E -51,915 21.533 TOD 2.268 Min. Percent 2.640 311,975 0.166 +1.20D+0.50L+0.20S+E -54,601 21.660 TOD 2.268 Min. Percent 2,640 311,975 0.175 +1.20D+0.50LtO.20S+E -57,282 21.787 TOD 2.268 Min. Percent 2,640 311,975 0.184 +1.20D+0.50L+0.20S+E -59,957 21.913 TOD 2.268 Min. Percent 2,640 311,975 0.192 +1.20D+O.50L-tO.20S+E -62.626 22.040 TOD 2.268 Min. Percent 2,640 311,975 0.201 +1.20D-*O.50L-K).20S+E -65.288 22.167 TOD 2.268 Min. Percent 2,640 311.975 0.209 +1.20D-tO.50L+O.20S+E -67.944 22.293 TOD 2.268 Min. Percent 2.640 311.975 0.218 +1.20D+0.50L+0.20S+E -70.593 22.420 TOD 2.268 Min. Percent 2.640 311.975 0.226 +1.20D+0.50L+0.20S+E -73.236 22.547 TOD 2.268 Min. Percent 2.640 311.975 0.235 +1.20D+O.50L+O.20S+e -75.870 22.673 TOD 2.268 Min. Percent 2.640 311.975 0.243 +1.20D+0.50L+0.20S+E -78.497 22.800 TOD 2.268 Min. Percent 2.640 311.975 0.252 +1.20D+O.50L+O.20S+E -61.116 22.927 TOD 2.268 Min. Percent 2.640 311.975 0.260 +1.20D-K).50L-^.20S+£ -83.727 23.053 TOD 2.268 Min. Percent 2.640 311.975 0.268 +1.20D+0.50L+0.20S+E -86.330 23.180 TOD 2.268 Min. Percent 2.640 311.975 0.277 +1.20D+0.50L-tO.20S+E -88.924 23.307 TOD 2.268 Min. Percent 2.640 311.975 0.285 +1.20D+O.50LtO.20S+E -91.509 23.433 TOD 2.268 Min. Percent 2.640 311.975 0.293 +1.20D+0.50L+0.20S+E -94.084 23.560 TOD 2.268 Min. Percent 2.640 311,975 0.302 +1.20D+0.50L-tO,20S+£ -96.651 23.687 TOD 2.268 Min. Percent 2.640 311,975 0.310 +1.20D+O,50L-^,20S+E -99.207 23.813 TOD 2.268 Min. Percent 2.640 311,975 0.318 +1,20D+O.50L+O.20S+E -101.754 23.940 TOD 2.268 Min. Percent 2.640 311,975 0.326 +1.20D+0.50L+0.20S+E -104.290 24.067 TOD 2.268 Min. Percent 2.640 311,975 0.334 +1.20D+0.50L+0.20S+E -106.816 24.193 TOD 2.268 Min. Percent 2.640 311,975 0.342 +1.20D+O.50L+O.20S+E -109.331 24.320 TOD 2.268 Min. Percent 2.640 311.975 0.350 +1.20D+0.50L+0.20S+E -111.835 24.447 TOD 2.268 Min. Percent 2.640 311.975 0.358 +1.20D+0.50L+0.20S+E -114.327 24.573 TOD 2.268 Min. Percent 2.640 311.975 0.366 +1.20D+O.50L+O.20S+E -116.808 24.700 TOD 2.268 Min. Percent 2.640 311.975 0.374 +1.20D+O.50L+O.20S+E -119.277 24.827 TOD 2.268 Min. Percent 2.640 311.975 0.382 +1.20D+0.50L+0.20S+E -121.734 24.953 TOD 2.268 Min. Percent 2.640 311.975 0.390 +1.20D+0.50L-^.20S+e -124.179 25.080 TOD 2.268 Min. Percent 2,640 311.975 0.398 +1.20D+0.50L+0.20S+E -126.611 25.207 TOD 2.268 Min. Percent 2,640 311.975 0.406 +1.20D+0.50L-t{).20S+E -129.030 25.333 TOD 2.268 Min. Percent 2,640 311.975 0.414 +1.20D+0.50L-^.20S+£ -131.436 25.460 TOD 2.268 Min. Percent 2,640 311.975 0.421 +1.20D+0.50L+0.20S+E -133.829 25.587 TOD 2.268 Min. Percent 2,640 311.975 0.429 +1.20D+O.50L+O.20S+E -136.208 25.713 TOD 2.268 Min. Percent 2,640 311.975 0.437 +1.20D+O.50L+O.20S+E -138.573 25.840 TOD 2.268 Min. Percent 2,640 311.975 0.444 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 ^11 Combined Footing Lie. # : KW-06006198 Description: Grade bm.line A-Frame F-10 File: CADocuments and SetSngstehawn nllqoo\My Documents\ENERCALC Oata Files\nccc_101585.ec6 | ENERCALC INC 1983-2011, Buikt:6.i1.4.5,Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure • Maximum Values for Load Combination Load Combination... Mu Distance ftom left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu/PhiMn +1.20D+0.50L+0.20S+E -140.924 25.967 TOD 2.268 Min. Percent 2.640 311.975 0.452 +1.2OD+O.50L+O.20S+E -143.260 26.093 TOD 2.268 Min. Percent 2.640 311.975 0.459 +1.20D+O.50L+O.20S+E -145.582 26.220 TOD 2.268 Min. Percent 2.640 311.975 0.467 +1.20D+0.50L-K).20S+E -147.889 26.347 TOD 2.268 Min. Percent 2.640 311.975 0.474 +1.20D+O.50L+O.20S+E -150.180 26,473 TOD 2.268 Min. Percent 2,640 311.975 0.481 +1.20D+0,50L+0,20S+E -152.456 26,600 TOD 2.268 Min. Percent 2,640 311.975 0.489 +1,20D+0,50L+0,20S+£ -154.716 26,727 TOD 2.268 Min. Percent 2,640 311.975 0.496 +1,20D+O,50L+O,20S+E -156.960 26,853 TOD 2.268 Min. Percent 2,640 311.975 0.503 +1,20D+0,50L+0,20S+E -159.188 26.980 TOD 2.268 Min. Percent 2,640 311.975 0.510 +1,20D+O,50L+O,20S+E -161.399 27.107 TOD 2.268 Min. Percent 2,640 311.975 0.517 +1.20D+O,50L+O,20S+E -163.594 27.233 TOD 2.268 Min. Percent 2,640 311.975 0.524 +1,20D+0,50L-tO,20S+E -165.771 27.360 TOD 2.268 Min. Percent 2,640 311.975 0.531 +1.20D+O.50L-K).20S+£ -167.931 27.487 TOD 2.268 Min. Percent 2,640 311.975 0.538 +1.20D+0,50L-tO,20S+£ -170.073 27.613 TOD 2.268 Min. Percent 2,640 311.975 0.545 +1.20D+O,50L+O,20S+E -172.198 27.740 TOD 2.268 Min. Percent 2,640 311.975 0.552 +1,20D+O,50L+O,20S+E -174.304 27.867 TOD 2.268 Min. Percent 2,640 311.975 0.559 +1.20D+O.50L+O.20S+E -176.392 27.993 TOD 2.268 Min. Percent 2.640 311.975 0.565 +1.20D+0.50L+0.20S+E -178.461 28.120 TOD 2.268 Min. Percent 2,640 311.975 0.572 +1.20D+O.50L-*O.20S+E -180.512 28.247 TOD 2.268 Min. Percent 2,640 311.975 0.579 +1.20D+0.50L+0.20S+E -182.543 28.373 TOD 2.268 Min. Percent 2,640 311.975 0.585 +1.20D+0.50L+0.20S+E -184.555 28.500 TOD 2.268 Min. Percent 2,640 311.975 0.592 +1.20D+O.50L+O.20S+E -186.547 28.627 TOD 2.268 Min, Percent 2.640 311.975 0.598 +1.20D+O.50L-tO.20S+E -188.519 28.753 TOD 2.268 Min, Percent 2.640 311.975 0.604 +1.20D+O.50L+O.20S+E -190.470 28.880 TOD 2.268 Min. Percent 2.640 311.975 0.611 +1.20D+O.50L+O.20S+E -192.402 29.007 TOD 2.268 Min. Percent 2.640 311.975 0.617 +1.20D+O.50L-tO.20S+E -194.312 29.133 TOD 2.268 Min. Percent 2.640 311.975 0.623 +1.20D+O.50L-tO.20S+E -196.202 29.260 TOD 2.268 Min. Percent 2,640 311.975 0.629 +1.20D-*O.50L+O.20S+E -198.070 29.387 TOD 2.268 Min. Percent 2,640 311.975 0.635 +1.20D+0.50L+0.20S+E -199.916 29.513 TOD 2.268 Min. Percent 2,640 311.975 0.641 +1.20D+O.50L+O.20S+E -201.741 29.640 TOD 2.268 Min. Percent 2,640 311.975 0.647 +1.20D+O.50L+0.20S+E -203.544 29,767 TOD 2.268 Min. Percent 2,640 311.975 0.652 +1.20D-*O.50L+O.20S+E -205.324 29,893 TOD 2.268 Min. Percent 2,640 311.975 0.658 +1.20D+O.50L+O.20S+E -207.082 30,020 TOD 2.268 Min. Percent 2.640 311.975 0.664 +1.20D+0.50L+0.20S+E -208.817 30,147 TOD 2.268 Min. Percent 2.640 311.975 0.669 +1.2OD+O.50L-tO.20S+E -210.529 30,273 TOD 2.268 Min. Percent 2.640 311.975 0.675 +1.20D+O.50L-tO.20S+E -212.217 30,400 TOD 2.268 Min. Percent 2.640 311.975 0.680 +1.20D+O.50L+O.20S+E -213.882 30,527 TOD 2.268 Min. Percent 2.640 311.975 0.686 +1.20D+O.50L+O.20S+E -215.523 30,653 TOD 2.268 Min. Percent 2.640 311.975 0.691 +1.20D+O.50L-tO.20S+E -217.140 30,780 TOD 2.268 Min. Percent 2.640 311.975 0.696 +1.20D+0.50L+0.20S+E -218.732 30,907 TOD 2.268 Min. Percent 2.640 311,975 0.701 +1.20D+0.50L+0.20S+E -220.299 31,033 TOD 2.268 Min. Percent 2.640 311,975 0.706 +1.20D+O.50L-tO.20S+E -221.842 31.160 TOD 2.268 Min. Percent 2.640 311,975 0.711 +1.20D+0.50L-K}.20S+E -223.359 31.287 TOD 2.268 Min. Percent 2.640 311,975 0.716 +1.20D+0.50L+0,20S+E -224.851 31.413 TOD 2.268 Min. Percent 2.640 311,975 0.721 +1,20D-K),50L+0,20S+E -226.317 31.540 TOD 2.268 Min. Percent 2.640 311,975 0.725 +1.2OD+O,50L+O,20S+£ -227.757 31.667 TOD 2.268 Min. Percent 2.640 311,975 0.730 +1,20D-K),50L+0,20S+E -229.171 31.793 TOD 2.268 Min. Percent 2.640 311,975 0.735 +1.20D+0.50L-K),20S+£ -230.558 31.920 TOD 2.268 Min. Percent 2.640 311,975 0.739 +1,20D-tO,50L+€,20S+E -231.919 32.047 TOD 2.268 Min. Percent 2.640 311,975 0.743 +1,20D+O,50L+O,20S+E -233.252 32.173 TOD 2.268 Min. Percent 2.640 311,975 0.748 +1,20D+0,50L+{),20S+E -234.558 32.300 TOD 2.268 Min. Percent 2.640 311,975 0.752 +1.20D+O.50L-K),20S+E -235.836 32.427 TOD 2.268 Min. Percent 2.640 311,975 0.756 +1,20D+0,50L+0,20S+E -237.087 32.553 TOD 2.268 Min. Percent 2.640 311,975 0.760 +1.20D+O.50L+0.20S+E -238.309 32.680 TOD 2.268 Min. Percent 2.640 311,975 0.764 +1.20D+O,50L+O,20S+E -239.503 32.807 TOD 2.268 Min. Percent 2,640 311,975 0.768 +1,20D+0,50L+0,20S+£ -240.669 32.933 TOD 2.268 Min. Percent 2,640 311.975 0.771 +1,20D+{),50L+0,20S+E -241.807 33.060 TOD 2.268 Min. Percent 2,640 311.975 0.775 +1,20D+O,50L+O,20S+E -242.928 33.187 TOD 2.268 Min. Percent 2.640 311.975 0.779 +1.20D-K).50L-tO.20S+E -244.032 33.313 TOD 2.268 Min. Percent 2.640 311.975 0.782 +1.20D+O.50L+O.20S+E -245.121 33.440 TOD 2.268 Min. Percent 2.640 311.975 0.786 +1.20D-*O.50L+O.20S+E -246.194 33.567 TOD 2.268 Min. Percent 2.640 311.975 0.789 +1.20D+O.50L-*O.20S+E -247.250 33.693 TOD 2.268 Min. Percent 2.640 311.975 0.793 +1.20D-tO.50L-t{).20S+E -248.289 33.820 TOD 2.268 Min. Percent 2.640 311.975 0.796 +1.20D+O.50L+O.20S+E -249.311 33.947 TOD 2.268 Min. Percent 2.640 311.975 0.799 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 File; CADocuments and Settingstehawn nilqoo\My Documents€NERCALC Data Files\nccc_101585.ec6 • ENERCALC INC 1983-2011, BuikJ:6.11,4,5, Ver6,11,4,5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line A-Frame F-10 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu ftom left Side As Req'd by Actual As Phi'Mn Mu / PhiMn +0.90D+E+1,60H 21.475 34.073 Bottom 2.268 Min. Percent 2.640 311.975 0.069 +O.90D+E+1.60H 20.209 34.200 Bottom 2.268 Min. Percent 2.640 311,975 0.065 +O.90D+E+1.60H 18.972 34.327 Bottom 2.268 Min. Percent 2,640 311,975 0.061 +0.90D+E+1.60H 17.766 34.453 Bottom 2.268 Min. Percent 2,640 311,975 0.057 +O.90D+E+1.60H 16.591 34.580 Bottom 2.268 Min. Percent 2.640 311,975 0.053 +O.90D+E+1.60H 15.447 34.707 Bottom 2.268 Min. Percent 2.640 311,975 0.050 •K).90D+E+1.60H 14.335 34.833 Bottom 2.268 Min. Percent 2.640 311,975 0,046 +0.90D+E+1.60H 13.255 34.960 Bottom 2.268 Min. Percent 2.640 311,975 0,042 +0.90D+E+1.60H 12.209 35.087 Bottom 2.268 Min. Percent 2.640 311,975 0,039 +O.90D+E+1.60H 11.202 35.213 Bottom 2.268 Min. Percent 2.640 311,975 0,036 +O.90D+E+1.60H 10.236 35.340 Bottom 2.268 Min. Percent 2.640 311,975 0.033 +0.90D+E+1.60H 9.311 35.467 Bottom 2.268 Min. Percent 2.640 311,975 0.030 +O.90D+E+1.60H 8.427 35.593 Bottom 2.268 Min. Percent 2.640 311,975 0.027 +0.90D+E+1.60H 7.585 35.720 Bottom 2.268 Min. Percent 2.640 311,975 0.024 +0.90D+£+1.60H 6.785 35.847 Bottom 2.268 Min. Percent 2.640 311,975 0.022 +O.90D+E+1.60H 6.027 35.973 Bottom 2.268 Min Percent 2.640 311,975 0.019 +O.90D+E+1.60H 5.312 36.100 Bottom 2.268 Min Percent 2.640 311,975 0.017 +0.90D+E+1.60H 4.641 36.227 Bottom 2.268 Min. Percent 2.640 311,975 0.015 +O.90D+E+1.60H 4.013 36.353 Bottom 2.268 Min Percent 2.640 311,975 0.013 +0.90D+E+1.60H 3.429 36.480 Bottom 2.268 Min Percent 2.640 311,975 0.011 +0.90D+E+1.60H 2.889 36.607 Bottom 2.268 Min Percent 2.640 311,975 0.009 +O.90D+E+1.60H 2.394 36.733 Bottom 2.268 Min Percent 2.640 311,975 0.008 +0.90D+E+1.60H 1.945 36.860 Bottom 2.268 Min Percent 2.640 311,975 0.006 +0.90D+E+1.60H 1.541 36.987 Bottom 2.268 Min Percent 2.640 311,975 0.005 -t{).90D+E+1.60H 1.183 37.113 Bottom 2.268 Min Percent 2.640 311,975 0.004 +0.90D+E+1.60H 0.871 37.240 Bottom 2.268 Min Percent 2.640 311,975 0.003 +0.90D+E+1.60H 0.607 37.367 Bottom 2.268 Min Percent 2.640 311,975 0.002 -tO.90D+E+1.60H 0.389 37.493 Bottom 2.268 Min Percent 2.640 311,975 0.001 +0.90D+E+1.60H 0.220 37.620 Bottom 2.268 Min Percent 2.640 311,975 0.001 +O.90D+E+1.60H 0.098 37.747 Bottom 2.268 Min Percent 2.640 311.975 0.000 +0.90D+E+1.60H 0.025 37.873 Bottom 2.268 Min Percent 2.640 311.975 0.000 +1.20D+O.50L+O.20S+E 0.000 38.000 Bottom 2.268 Min Percent 2.640 311.975 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu ( |Col#1 vu @ Col #2 PhiVn vu @ Col #1 vu @ Col #2 +1.40D 82.16 psi 0.81 psi 0.81 psi ~l'64^psi 0.73 psi 0T73 psf +1.20D-»O.50Lr+1.60L+1.60H 82.16 psi 1.57 psi 1.57 psi 164.32 psi 0.40 psi 0.40 psi +1.20D+1.60L+O.50S+1.60H 82.16 psi 1.57 psi 1.57 psi 164.32 psi 0.40 psi 0.40 psi +1.20D+1.60Lr+O.50L 82.16 psi 0.97 psi 0.97 psi 164.32 psi 0.56 psi 0.56 psi +1.20D+O.50L+1.60S 82.16 psi 0.97 psi 0.97 psi 164.32 psi 0.56 psi 0.56 psi +1.20D+O.50Lr-^.50L+1.60W 82.16 psi 0.97 psi 0.97 psi 164.32 psi 0.56 psi 0.56 psi +1.20D+O.50L+O.50S+1.60W 82.16 psi 0.97 psi 0.97 psi 164.32 psi 0.56 psi 0.56 psi +1.20D+O.50L+O.20S+E 82.16 psi 11.23 psi 11.23 psi 164.32 psi 0.67 psi 1.96 psi +0.90D+E+1.60H 82.16 psi 8.09 psi 8.09 psi 164.32 psi 0.43 psi 2.17 psi INLAND ENGINEERING 4883 E, U\ PALMA STE,501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 1 Combined Footing File; C;\Documents and Settingstehawn nilqoo\My Documents\ENERCALC Data Rles\ncccJ01585.ec6 • ENERCALC INC 1983-2011, Bulld:6.11.4.S, Ver.6.11.4.S | • Lie. #: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line A.7 Frame F-8 General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (|) : Phi Values Flexure: Shear: Soil infonnation 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp ReInf (based on thick) Min. Overtuming Safety Factor Min. Sliding Safety Factor Yes No 0.0014 0,0018 1,5:1 1,5:1 Allowable Soil Bearing 2 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf fuses entry for 'Footing base depth beiow soil surface" for force) Coefficient of Soil/Concrete Friction 0,3 Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth Allowable pressure increase per foot when base of footing is below Increases based on footing Width,,, Allowable pressure inaease per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjured for footing weight and depth & width increases as specified by user.) Oft Oksf Oft Oksf Oft 10 ksf 2,0 ksf Dimensions & Reinforcing Distance Left of Column #1 = 4ft Between Columns 34,0 ft Distance IRight of Column *2 = 4ft Total Footing Length = 42,0 ft Footing Width 4,0 ft Footing Thickness = 30 in Rebar Center to Concrete Edge @ Top r Rebar Center to Concrete Edge @ Bottom = Applied Loads Applied @ Left Column D Axial Load Downward = 1 Moment (+CCW) 0 Shear (+X) 0 Applied @ Right Column Axial Load Downward = 1 Moment (+CCW) 0 Shear(+X) 0 Overburden = 0 4 ft Pedestal dimensions,,. Col #1 Sq,Dim, = 24 Height = 1 3 in 3 in 0 1 0 0 0 0 0 1 0 0 0 0 0 0 Col*2 24 in Iin Bars left of Col #1 Count Size* As Actual As Req'd Bottom Bars 7,0 6 3.080 2.592 in'^2 Top Bars 7,0 6 3.080 2.592 in'^2 Bars Btwn Cols Bottom Bars 7,0 6 3.080 3.004 in'^2 Top Bars 7,0 6 3.080 2.868 in'^2 Bars Right of Col #2 Bottom Bars 7,0 6 3.080 2.592 in'^2 Top Bars 7,0 6 3.080 0.0^-^2 W E H 0 0 k 0 370,0 0 k-ft 0 1 0 k 0 0 k 0 370.0 0 k-ft 0 0.0 0 k ijtt -7-»S- 7-86 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #; KW-06006198 File; C:\Documents aid Settings\shawn nilqoo\My Docufflents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC INC 1983-2011, BiJild:6.11.4.5, Ver.6.11,4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line A.7 Frame F-8 DESIGNSUMMARY Design OK Ratio Item Applied Capacity Goveming Load Combination PASS 0.4338 Soil Bearing 0.8676 ksf 2.0 ksf •K),60D-»0,70E+H PASS 1.525 Overtuming 519.81 k-ft 792.54 k-ft 0,6D-^,7E PASS 16.174 Sliding 0.70 k 11.322 k 0,6D-K),7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1344 1-way Shear-Col *1 11.046 psi 82.158 psi +1,20D-^),50L-K),20S+E PASS 0.1344 1-way Shear-Col #2 11.046 psi 82.158 psi +1,20D-tO,50L-tO,20S-€ PASS 0,005975 2-way Punching Col*1 0.9818 psi 164.32 psi -Kl,40D PASS 0,01646 2-way Punching •Col*2 2.705 psi 164.32 psi -K),90D+E-H1,60H PASS No Bending Flexure-Left of Col *1 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0,000792 Flexure - Left of Col *1 - Bottom 0.2881 k-ft 363.76 k-ft -^1,40D PASS 0,9329 Flexure - Between Cols - Top -339.36 k-ft 363.76 k-ft +1,20D-K),50L-K),20S+E PASS 0,9761 Flexure - Between Cols - Bottom 355.07 k-ft 363.76 k-ft -tO,90D•^E•^1,60H PASS No Bending Flexure-Right of Col #2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.03902 Flexure - Right of Col #2 - Bottom 14.194 k-ft 363.76 k-ft +0,90D-*E+1,60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing ftom Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D 62.90 k 0.000 in 0.37 ksf 0,37 ksf 2,00 ksf 0.187 +D-M.-+I 64.90 k 0.000 in 0.39 ksf 0,39 ksf 2,00 ksf 0,193 +O-K).750Lr-K).750L-^H 64.40 k 0.000 in 0,38 ksf 0,38 ksf 2,00 ksf 0,192 -^D-K).750L-K).750S-^H 64.40 k 0.000 in 0,38 ksf 0,38 ksf 2.00 ksf 0,192 +D-K).70E-4H 62.90 k 8.264 in 0,00 ksf 0.82 ksf 2.00 ksf 0,411 +O-K).750Lr-K).750LtO.750W-t+1 64.40 k 0.000 in 0,38 ksf 0.38 ksf 2.00 ksf 0,192 +O-K).750L-K).750S-K).750W+H 64.40 k 0.000 in 0.38 ksf 0.38 ksf 2.00 ksf 0,192 +O-K).750Lr-K).750L-K).5250E-t+i 64.40 k 6.054 in 0.05 ksf 0.71 ksf 2.00 ksf 0,357 +D-K).750L-tO.750S-K).5250E+H 64.40 k 6.054 in 0.05 ksf 0.71 ksf 2.00 ksf 0.357 -»0.60D-f0.70E-fH 37.74 k 13.773 in 0.00 ksf 0.87 ksf 2.00 ksf 0.434 Overtuming Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overtuming Resisting Ratio Overturning Resisting Ratio D 0.00 "o.OO" ^ 999.000 0.00 0.00 999.000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0.6D-H.-K).7E 0.00 0.00 999.000 519.81 834.54 1.605 0.6D-^.7E 0.00 0.00 999.000 519.81 792.54 1.525 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D 0.00 k 18.87 k 999 D-fL 0.00 k 19.47 k 999 0.6D-H.-tO.7E 0.70 k 11.92 k 7.031428571421 0.6D-*O.7E 0.70 k 11.32 k 6.174285714281 Footing Flexure -Maximum Values for Load Combination Distance Tension Govemed Load Combination.. 0.6D+0.7E -H1.40D +1.40D -.-1.40D •t-1.40D -^1.400 -H1.40D -•-1.400 -H1.40D +1.40D -•-1.40D -^1.40D -H1.40D Mu^ " 0.000 0.001 0.003 0.006 0.010 0.016 0.024 0.032 0.042 0.053 0.065 0.079 0.094 from left Side 0.000 0.140 0.280 0.420 0.560 0.700 0.840 0.980 1.120 1.260 1.400 1.540 1.680 0 Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom As Req'd 0.000 2.592 2.592 2.592 2.592 2.592 2.592 2.592 2.592 2.592 2.592 2.592 2.592 by Actual As Phi*Mn Mu/PhiMn Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent Min. Percent 0.000 3.080 3.080 3.080 3.080 3.080 3.080 3.080 3.080 3.080 3.080 3.080 3.080 0.000 363.757 363.757 363.757 363.757 363.757 363.757 363.757 363.757 363.757 363.757 363.757 363.757 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06005198 Description : Grade bm.line A.7 Frame F-8 File; C:\Documents and Setlinss\shawnnilgooU%DDCuments\ENERCALC Oata Files\nccc 101585.ec6 • ENERCALC INC 1981-2011, Bui|d:6.11.4.5,"Ver.6.11.4,5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure • Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu ftom left Side As Req'd by Actual As Phi*Mn Mu / PhiMn +1.40D 0.110 1,820 Bottom 2.592 Min. Percent 3,080 363.757 0.000 +1.40D 0.128 1,960 Bottom 2.592 Min. Percent 3,080 363.757 0.000 +1.40D 0.147 2,100 Bottom 2.592 Min. Percent 3,080 363.757 0,000 +1.40D 0.167 2,240 Bottom 2.592 Min. Percent 3,080 363.757 0,000 •^1.40D 0.189 2.380 Bottom 2.592 Min. Percent 3,080 363.757 0,001 +1.40D 0.212 2.520 Bottom 2.592 Min. Percent 3,080 363.757 0,001 +1.40D 0.236 2.660 Bottom 2.592 Min, Percent 3,080 363,757 0,001 +1.40D 0.261 2.800 Bottom 2.592 Min, Percent 3,080 363,757 0,001 +1.40D 0.288 2.940 Bottom 2.592 Min, Percent 3,080 363,757 0,001 -H1.40D 0.314 3.080 Bottom 2.592 Min, Percent 3,080 363,757 0,001 +1.40D 0.329 3.220 Bottom 2.592 Min, Percent 3,080 363,757 0,001 +1.40D 0.331 3.360 Bottom 2.592 Min, Percent 3,080 363,757 0,001 -^1.40D 0.321 3.500 Bottom 2.592 Min, Percent 3,080 363,757 0,001 -^1.40D 0.298 3.640 Bottom 2.592 Min, Percent 3,080 363.757 0,001 +1.40D 0.263 3.780 Bottom 2.592 Min, Percent 3,080 363.757 0,001 -^1.40D 0.216 3,920 Bottom 2.592 Min, Percent 3,080 363.757 0,001 +1.40D 0.156 4,060 Bottom 2.592 Min, Percent 3,080 363.757 0,000 -K1.40D 0.084 4,200 Bottom 2.592 Min, Percent 3,080 363.757 0,000 -H1.40D -0.001 4,340 TOD 2.592 Min, Percent 3,080 363.757 0,000 -^1.40D -0.098 4,480 TOD 2.592 Min, Percent 3,080 363.757 0,000 -*-1.40D -0.207 4,620 TOD 2.592 Min, Percent 3,080 363.757 0,001 •^1.40D -0.329 4,760 TOD 2.592 Min, Percent 3,080 363.757 0,001 -^1.40D -0.463 4,900 TOD 2.592 Min, Percent 3,080 363.757 0,001 -K).90D-<£+1,60H 355.072 5.040 Bottom 3.004 Bendina 3,080 363.757 0,976 -K),90D-*E-H1,60H 354.012 5.180 Bottom 2.995 Bendina 3,080 363.757 0,973 -K),90D-fE+1,60H 352.927 5.320 Bottom 2.986 Bendina 3,080 363.757 0,970 •*0,90D-I£+1,60H 351.816 5.460 Bottom 2.976 Bendina 3,080 363.757 0,967 +0,900-^-1-1.60H 350.680 5.600 Bottom 2.966 Bendina 3.080 363.757 0,964 -tO,90D-^E+1,60H 349.518 5.740 Bottom 2.956 Bendina 3.080 363.757 0,961 -K),90D+E+1,60H 348.330 5.880 Bottom 2.946 Bendina 3.080 363.757 0,958 -K),90D-fE+1,60H 347.117 6.020 Bottom 2.935 Bendina 3.080 363.757 0,954 +0,900-^+1,60H 345.879 6.160 Bottom 2.924 Bendina 3.080 363.757 0,951 -iO,90D+E+1,60H 344.614 6.300 Bottom 2.913 Bendina 3.080 363.757 0,947 +O,90D+£+1.60H 343.325 6.440 Bottom 2.902 Bendina 3.080 363.757 0,944 -H3,90D-iE+1,60H 342.009 6.580 Bottom 2.891 Bendina 3.080 363.757 0,940 -K).90D-t€+1.60H 340.668 6.720 Bottom 2.879 Bendina 3.080 363.757 0,937 -K).90D-+E+1.60H 339.302 6.860 Bottom 2.867 Bendina 3.080 363.757 0.933 +0.90D-HE+1.60H 337.910 7.000 Bottom 2.855 Bendina 3.080 363.757 0.929 -K).90D+E+1.60H 336.492 7.140 Bottom 2.843 Bendina 3.080 363.757 0.925 -K),90D+E+1,60H 335.049 7.280 Bottom 2.830 Bendina 3.080 363.757 0.921 -tO,90D-*+1,60H 333.580 7.420 Bottom 2.818 Bendina 3.080 363.757 0.917 +O,90D-^E+1.60H 332.085 7.560 Bottom 2.805 Bendina 3.080 363.757 0.913 •^,90D+E+1,60H 330.565 7.700 Bottom 2.791 Bendina 3.080 363.757 0.909 -K).90D-+E+1.60H 329.020 7.840 Bottom 2.778 Bendina 3.080 363.757 0.905 •*{).90D-^E+1.60H 327.448 7.980 Bottom 2.764 Bendina 3.080 363.757 0.900 -1O.90D-+E+1.60H 325.852 8.120 Bottom 2.751 Bendina 3.080 363.757 0.896 -K).90D+E+1.60H 324.229 8.260 Bottom 2.737 Bendina 3.080 363.757 0.891 +O.90D+E+1.60H 322.581 8.400 Bottom 2.722 Bendina 3.080 363.757 0.887 +O.90D-t€+1.60H 320.908 8.540 Bottom 2.708 Bendina 3.080 363.757 0.882 -K).90D-HE+1.60H 319.209 8.680 Bottom 2.693 Bendina 3.080 363.757 0.878 +0.90D+E+1.60H 317.484 8.820 Bottom 2.678 Bendina 3.080 363.757 0.873 •*0.90D+E+1.60H 315.734 8.960 Bottom 2.663 Bendina 3.080 363.757 0.868 -K).90D-^E+1.60H 313.958 9.100 Bottom 2.648 Bendina 3.080 363.757 0.863 -K).90D-€+1.60H 312.157 9.240 Bottom 2.632 Bendina 3.080 363.757 0.858 +0.900-^+1.60H 310.330 9.380 Bottom 2.616 Bendina 3.080 363.757 0.853 -K).90D-^+1.60H 308.477 9.520 Bottom 2.600 Bendina 3.080 363.757 0.848 -tO.90D-fE+1.60H 306.599 9.660 Bottom 2.592 Min, Percent 3.080 363.757 0.843 -K).90D-fE+1.60H 304,695 9.800 Bottom 2.592 Min, Percent 3.080 363.757 0.838 +0,90D+E+1.60H 302,766 9.940 Bottom 2.592 Min, Percent 3080 363.757 0.832 -K).90D-€+1.60H 300,811 10.080 Bottom 2.592 Min, Percent 3.080 363.757 0.827 +0,90D-^E+1.60H 298,831 10.220 Bottom 2.592 Min, Percent 3.080 363.757 0.822 -K).90D+E+1.60H 296,825 10.360 Bottom 2.592 Min, Percent 3.080 363.757 0.816 -K).90D-fE+1.60H 294,793 10.500 Bottom 2.592 Min, Percent 3.080 363.757 0.810 -K).90D-t€+1.60H 292,736 10.640 Bottom 2.592 Min, Percent 3.080 363.757 0.805 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Titie: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 Description: Grade bm.line A.7 Frame F-8 File; C:\Doouments and Settingstehawn nilqoo\S% Documents\ENERCALC Data Files\ncccJ01585.ec6 • ENERCALC INC 1983-2011, Bulld:6.11.4.5,Ver:6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu ftom left Side As Req'd by Actual As Phi*Mn Mu/PhiMn -K).90D+E+1.60H 290,653 10.780 Bottom 2.592 Min. Percent 3.080 363,757 0.799 -K).90D+E+1.60H 288,545 10.920 Bottom 2.592 Min. Percent 3.080 363,757 0.793 +0.90D-^E+1.60H 286,411 11.060 Bottom 2.592 Min, Percent 3.080 363,757 0.787 -K).90D+E-H1.60H 284,252 11.200 Bottom 2.592 Min. Percent 3.080 363.757 0.781 •K).90D+E+1.60H 282,067 11.340 Bottom 2.592 Min. Percent 3.080 363,757 0.775 +0.900-^+1.60H 279,856 11.480 Bottom 2.592 Min. Percent 3.080 363,757 0.769 +0.90D-i€+1.60H 277,620 11.620 Bottom 2,592 Min. Percent 3.080 363,757 0.763 -K).90D-€+1.60H 275,358 11.760 Bottom 2,592 Min. Percent 3.080 363,757 0.757 +0.900-^+1.60H 273,071 11.900 Bottom 2,592 Min. Percent 3.080 363,757 0.751 +0.90D-HE+1.60H 270,758 12,040 Bottom 2,592 Min. Percent 3.080 363,757 0.744 +0.90D+E+1.60H 268,419 12,180 Bottom 2,592 Min. Percent 3.080 363,757 0.738 +0.90D+E+1.60H 266,055 12,320 Bottom 2,592 Min. Percent 3.080 363,757 0.731 -K).90D-HE+1.60H 263,665 12,460 Bottom 2.592 Min. Percent 3.080 363,757 0.725 -K).90D-€+1.60H 261,250 12,600 Bottom 2.592 Min. Percent 3.080 363,757 0.718 •K).90D-t€+1.60H 258,809 12,740 Bottom 2.592 Min. Percent 3.080 363.757 0.711 -K3.90D+E+1.60H 256,343 12,880 Bottom 2.592 Min. Percent 3,080 363.757 0.705 -K).90D+E+1.60H 253,851 13,020 Bottom 2.592 Min. Percent 3,080 363.757 0.698 -K).90D+E+1.60H 251,333 13,160 Bottom 2.592 Min. Percent 3,080 363.757 0.691 •K).90D-<€+1.60H 248,790 13,300 Bottom 2.592 Min. Percent 3.080 363.757 0.684 +0.900-^+1.60H 246,222 13,440 Bottom 2.592 Min. Percent 3.080 363.757 0.677 -K).90D-+E+1.60H 243,627 13.580 Bottom 2.592 Min. Percent 3.080 363.757 0.670 +0.90D+E+1.60H 241,007 13.720 Bottom 2.592 Min. Percent 3.080 363.757 0.663 +0.90D-1E+1.60H 238,362 13.860 Bottom 2.592 Min. Percent 3.080 363.757 0.655 -K).90D+E+1.60H 235,691 14.000 Bottom 2.592 Min. Percent 3.080 363.757 0.648 -K).90D-^E+1.60H 232,994 14.140 Bottom 2,592 Min. Percent 3.080 363.757 0.641 +O.90D-€+1.60H 230,272 14.280 Bottom 2,592 Min. Percent 3.080 363.757 0.633 -K).90D-^E+1.60H 227,524 14.420 Bottom 2,592 Min. Percent 3.080 363.757 0.625 -K).90D-*+1.60H 224,751 14.560 Bottom 2,592 Min. Percent 3.080 363.757 0.618 +0.90D-fE+1.60H 221,952 14.700 Bottom 2,592 Min. Percent 3.080 363.757 0.610 tO.90D-t€+1.60H 219,127 14.840 Bottom 2,592 Min. Percent 3.080 363.757 0.602 -K).90D-HE+1.60H 216,277 14.980 Bottom 2,592 Min. Percent 3.080 363.757 0.595 -K).90D-^E+1.60H 213,402 15.120 Bottom 2,592 Min. Percent 3.080 363.757 0.587 ^.90D+E+1.60H 210,501 15.260 Bottom 2,592 Min. Percent 3.080 363.757 0.579 -K).90D-fE+1.60H 207,574 15.400 Bottom 2,592 Min. Percent 3.080 363.757 0.571 -»O.90D-KE+1.60H 204,621 15.540 Bottom 2,592 Min. Percent 3.080 363.757 0.563 +0.900-^+1.60H 201,643 15.680 Bottom 2,592 Min. Percent 3.080 363.757 0.554 +0.90D-*+1.60H 198,640 15.820 Bottom 2,592 Min. Percent 3.080 363.757 0.546 -K3.90D+E+1.60H 195.611 15.960 Bottom 2,592 Min. Percent 3.080 363.757 0.538 -tO.90D+E+1.60H 192.556 16.100 Bottom 2,592 Min. Percent 3.080 363.757 0.529 -K).90D+E+1,60H 189.476 16.240 Bottom 2,592 Min, Percent 3.080 363.757 0.521 -K).90DH€+1,60H 186.370 16.380 Bottom 2,592 Min, Percent 3.080 363.757 0.512 •K),90D+E+1,60H 183.238 16.520 Bottom 2,592 Min, Percent 3.080 363,757 0.504 +O.90D-VE+1.60H 180.081 16.660 Bottom 2,592 Min, Percent 3.080 363,757 0.495 -K).90D+E+1.60H 176.899 16.800 Bottom 2.592 Min. Percent 3.080 363,757 0.486 -K).90D+E+1.60H 173.691 16.940 Bottom 2.592 Min. Percent 3.080 363,757 0.477 -K).90D-€+1.60H 170.457 17.080 Bottom 2.592 Min. Percent 3.080 363,757 0.469 •H).90D-fE+1.60H 167.197 17.220 Bottom 2.592 Min. Percent 3.080 363,757 0.460 -K).90D+E+1.60H 163.913 17.360 Bottom 2.592 Min. Percent 3.080 363,757 0.451 -*O.90D-^E+1.60H 160.602 17.500 Bottom 2.592 Min. Percent 3.080 363,757 0.442 +0.900-^+1.60H 157.266 17.640 Bottom 2.592 Min. Percent 3.080 363,757 0.432 -H3.90D-^+1.60H 153.904 17.780 Bottom 2.592 Min. Percent 3.080 363,757 0.423 +0.900-^+1.60H 150.517 17.920 Bottom 2.592 Min. Percent 3.080 363,757 0.414 -K).90D+E+1.60H 147.104 18.060 Bottom 2.592 Min. Percent 3.080 363,757 0.404 -K).90D+E+1.60H 143.666 18.200 Bottom 2.592 Min. Percent 3.080 363,757 0.395 -K).90D+£+1.60H 140.202 18.340 Bottom 2.592 Min. Percent 3.080 363,757 0.385 •K).90D-fE+1,60H 136.713 18.480 Bottom 2.592 Min. Percent 3.080 363,757 0.376 -K),90D-+E+1,60H 133.198 18.620 Bottom 2.592 Min. Percent 3.080 363,757 0.366 -K),90D+E+1,60H 129.659 18.760 Bottom 2.592 Min. Percent 3.080 363,757 0,356 +0,90D-€+1,60H 126.096 18.900 Bottom 2.592 Min. Percent 3.080 363.757 0,347 -K),90D+€+1,60H 122.510 19.040 Bottom 2.592 Min. Percent 3.080 363.757 0,337 -K),90D-+E+1,60H 118.901 19.180 Bottom 2.592 Min. Percent 3.080 363.757 0,327 •K),90D-t€+1,60H 115.269 19.320 Bottom 2.592 Min. Percent 3.080 363.757 0,317 -^0,90DH€+1,60H 111.616 19.460 Bottom 2.592 Min. Percent 3.080 363.757 0,307 -K),90D-KE+1,60H 107.941 19.600 Bottom 2.592 Min. Percent 3,080 363.757 0.297 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 RIe; C:\Documents and Settings\shawn nikjooVMy Documents\ENERCALC Data Files\nccc_101585.ec6 a ENERCALC INC 1983-2011, BLild:6.11.4.5,Ver:6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line A.7 Frame F-8 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance ftom left Tension Side As Req'd Govemed by Actual As Phi*Mn Mu / PhiMn +0.900-^+1,60H 104.246 19.740 Bottom 2.592 Min. Percent 3.080 363.757 0,287 +0,900-^+1,60H 100.531 19.880 Bottom 2.592 Min. Percent 3.080 363.757 0,276 +O,90D+E+1,60H 96.796 20.020 Bottom 2.592 Min. Percent 3.080 363.757 0,266 -K).90D+E+1,60H 93.043 20.160 Bottom 2.592 Min. Percent 3.080 363.757 0,256 +O,90D+E+1,60H 89.271 20.300 Bottom 2.592 Min. Percent 3,080 363.757 0,245 -K).90D-<€+1.60H 85.481 20.440 Bottom 2.592 Min. Percent 3,080 363.757 0,235 +O.90D+E+1.60H 81.674 20.580 Bottom 2.592 Min. Percent 3.080 363.757 0,225 -K),90D-^E+1,60H 77.850 20.720 Bottom 2.592 Min. Percent 3,080 363.757 0,214 +O,90D+E+1,60H 74,010 20.860 Bottom 2.592 Min. Percent 3,080 363.757 0,203 +0.90D+E+1,60H 70,154 21.000 Bottom 2.592 Min. Percent 3,080 363.757 0,193 +0,900-^+1.60H 66,283 21.140 Bottom 2.592 Min. Percent 3.080 363.757 0,182 -tO,90D-€+1,60H 62,398 21.280 Bottom 2.592 Min. Percent 3.080 363.757 0,172 -K),90D+£+1,60H 58,499 21.420 Bottom 2.592 Min. Percent 3.080 363.757 0,161 •K),90D+E+1.60H 54,586 21.560 Bottom 2.592 Min. Percent 3.080 363.757 0.150 -K),90D-€+1,60H 50,661 21.700 Bottom 2.592 Min. Percent 3.080 363.757 0.139 +O.90D+E+1.60H 46,723 21.840 Bottom 2.592 Min. Percent 3.080 363.757 0.128 -K).90D-iE+1.60H 42,773 21.980 Bottom 2.592 Min. Percent 3.080 363.757 0.118 -K).90D-€+1.60H 38,812 22.120 Bottom 2.592 Min. Percent 3.080 363,757 0.107 •*O.90D-^E+1.60H 34,841 22.260 Bottom 2.592 Min. Percent 3.080 363,757 0.096 +O.90D+E+1.60H 30,860 22.400 Bottom 2.592 Min. Percent 3.080 363,757 0.085 +1.20D-K).50L-K).20S+£ -34,431 22.540 TOD 2.592 Min. Percent 3.080 363,757 0.095 +1.20D-»O.50L-tO.20S+E -38,219 22.680 TOD 2.592 Min. Percent 3.080 363,757 0.105 +1.20D-K).50L-tO.20S-* 42,004 22.820 TOD 2.592 Min. Percent 3.080 363,757 0.115 +1.20D+0.50L+0.20S-f£ 45.785 22.960 TOD 2.592 Min. Percent 3.080 363,757 0.126 +1.20D-K).50L-tO.20S-<€ 49.560 23.100 TOD 2.592 Min. Percent 3.080 363,757 0.136 +1.20D-*<3.50L+O.20S-^E -53.331 23.240 TOD 2.592 Min. Percent 3.080 363,757 0.147 +1.20D-K).50L-K).20S+E -57.096 23.380 TOD 2.592 Min. Percent 3.080 363,757 0.157 +1.20D-K).50L-*O.20S+E -60.856 23.520 TOD 2.592 Min. Percent 3.080 363,757 0.167 +1.20D+0.50L-*0.20S-ie -64.609 23.660 TOD 2.592 Min. Percent 3.080 363,757 0.178 +1.20D-K).50L-K).20S-€ -68.356 23.800 TOD 2.592 Min. Percent 3.080 363,757 0.188 +1.20D-K).50L+0.20S+£ -72.096 23.940 TOD 2.592 Min. Percent 3.080 363.757 0.198 +1.20D-K),50L-fO,20S+E -75.829 24.080 TOD 2.592 Min. Percent 3.080 363.757 0.208 +1,20D-tO,50L-K),20S-€ -79.555 24.220 TOD 2.592 Min. Percent 3.080 363.757 0.219 +1,20D-*0.50L-K),20S-tE -83.272 24.360 TOD 2.592 Min. Percent 3,080 363.757 0.229 +1,20D+0,50L+0,20S+E -86.981 24.500 TOD 2.592 Min. Percent 3,080 363,757 0.239 +1.20D-K).50L-fO.20S-^ -90.681 24.640 TOD 2.592 Min. Percent 3,080 363,757 0.249 +1.20D-tfl.50L-K).20S+E -94.373 24.780 TOD 2.592 Min. Percent 3,080 363,757 0.259 +1.20D-tO.50L-tO.20S+E -98.055 24.920 TOD 2.592 Min. Percent 3,080 363,757 0.270 +1.20D-K).50L-K).20S+E -101.727 25.060 TOD 2.592 Min. Percent 3,080 363,757 0.280 +1.20D+O,50L-K),20S-iE -105.389 25.200 TOD 2.592 Min. Percent 3,080 363,757 0.290 +1,20D-K),50L+0,20S+E -109.040 25.340 TOD 2.592 Min. Percent 3.080 363,757 0.300 +1,20D-K),50L-K),20S+E -112.681 25.480 TOD 2.592 Min. Percent 3.080 363,757 0.310 +1,20D-K),50L-*0,20S-i€ -116.311 25.620 TOD 2.592 Min. Percent 3.080 363.757 0.320 +1,20D-*O,50L-K),20S+E -119.928 25.760 TOD 2.592 Min. Percent 3.080 363.757 0.330 +1.20D+O.50L+O,20S+£ -123.534 25.900 TOD 2.592 Min. Percent 3.080 363.757 0.340 +1,20D-K),50L+0,20S+E -127.128 26.040 TOD 2.592 Min. Percent 3.080 363.757 0.349 +1,20D+O,50L-K),20S+E -130.708 26.180 TOD 2.592 Min. Percent 3.080 363.757 0.359 +1.20D-K),50L-K),20S-i£ -134.276 26.320 TOD 2.592 Min. Percent 3.080 363.757 0.369 +1,20D+0,50L-*0,20S-^ -137.831 26.460 TOD 2.592 Min. Percent 3.080 363.757 0.379 +1.20D-f0.50L-K).20S+E -141.371 26.600 TOD 2.592 Min. Percent 3.080 363.757 0.389 +1.20D40.50L-K).20S-* -144.897 26.740 TOD 2.592 Min. Percent 3.080 363.757 0.398 +1.20D-tO.50L-K).2OS-t€ -148.409 26.880 TOD 2.592 Min. Percent 3.080 363.757 0.408 +1.20D-K).50L+0,20S-€ -151.906 27.020 TOD 2.592 Min. Percent 3.080 363.757 0.418 +1,20D+O,50L-K3,20S+E -155.388 27.160 TOD 2.592 Min. Percent 3.080 363.757 0.427 +1,20D-K),50L-K),20S-+E -158.854 27.300 TOD 2.592 Min. Percent 3.080 363.757 0.437 +1,20D+O,50L-^O,20S-€ -162.304 27.440 TOD 2.592 Min. Percent 3.080 363.757 0.446 +1,20D-*O,50L-K),2OS-f£ -165.737 27.580 TOD 2.592 Min. Percent 3.080 363.757 0,456 +1,20D+0,50L+0,20S+£ -169.154 27.720 TOD 2.592 Min. Percent 3.080 363.757 0,465 +1,20D+0,50L+O,20S+E -172.554 27.860 TOD 2.592 Min. Percent 3.080 363.757 0,474 +1,20D-K),50L-K),20S+E -175.937 28.000 TOD 2.592 Min. Percent 3.080 363.757 0,484 +1.20D-K).50L-tO,20S+E -179.301 28.140 TOD 2.592 Min. Percent 3.080 363.757 0.493 +1,20D-K),50L-K),20S-€ -182.648 28.280 TOD 2.592 Min. Percent 3,080 363.757 0.502 +1,20D-H),50L-K),20S+E -185.975 28.420 TOD 2.592 Min. Percent 3.080 363,757 0.511 +1,20D-K).50L-K),20S+E -189.284 28.560 TOD 2.592 Min. Percent 3.080 363,757 0.520 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 File: C:\Documents and Settingstehaim nilqoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 • ENERCALC INC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line A.7 Frame F-8 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu/PhiMn +1.20D-K).50L-»0.20S-+E -192,574 28.700 TOD 2.592 Min. Percent 3.080 363.757 0.529 +1.20D-K).50L-K).20S-* -195,844 28.840 TOD 2.592 Min. Percent 3.080 363.757 0.538 +1.20D-K).50L-K).20S-t€ -199,094 28.980 TOD 2.592 Min. Percent 3.080 363.757 0.547 +1.20D-tO.50L-K).20S-^ -202,323 29,120 TOD 2.592 Min. Percent 3.080 363.757 0.556 +1.20D-tO.50L-tO.20S+E -205,532 29,260 TOD 2.592 Min. Percent 3.080 363.757 0.565 +1.20D+0.50L-»0.20S-^E -208,720 29,400 TOD 2.592 Min. Percent 3.080 363.757 0.574 +1.20D-K).50L-K).20S-t€ -211,886 29.540 TOD 2.592 Min. Percent 3.080 363.757 0.582 +1.20D-K).50L-K).20S-fE -215,030 29.680 TOD 2:592 Min. Percent 3.080 363.757 0.591 +1.20D-K].50L-*0.20S+E -218,153 29.820 TOD 2.592 Min. Percent 3.080 363.757 0.600 +1.20D+{l.50L+0.20S-t€ -221,252 29,960 TOD 2.592 Min. Percent 3.080 363.757 0.608 +1.20D+O.50L-tO.20S-€ -224,329 30,100 TOD 2.592 Min. Percent 3.080 363.757 0.617 +1.20D-fO.50L-tO.20S-^E -227,382 30,240 TOD 2.592 Min. Percent 3.080 363,757 0.625 +1.20D-K).50L-K).20S-+E -230,412 30,380 TOD 2.592 Min. Percent 3.080 363,757 0.633 +1.20D-*O.50L-^.20S+E -233.417 30,520 TOD 2.592 Min. Percent 3.080 363.757 0.642 +1.20D-K).50L-fO.20S+E -236.398 30,660 TOD 2.592 Min. Percent 3.080 363.757 0.650 +1.20D-+O.50L-tO.20S-HE -239.355 30,800 TOD 2.592 Min. Percent 3.080 363.757 0.658 +1.20D-tO.50L-K).20S+E -242.286 30,940 TOD 2.592 Min. Percent 3.080 363.757 0.666 +1.20D-H).50L-K).20S+E -245.192 31,080 TOD 2.592 Min. Percent 3.080 363.757 0.674 +1.20D-fO.50L-K).20S+E -248.072 31,220 TOD 2.592 Min. Percent 3.080 363.757 0.682 +1.20D-K).50L+0.20S-+E -250.925 31,360 TOD 2.592 Min. Percent 3.080 363.757 0.690 +1.20D+O.50L+O.20S+E -253.753 31.500 TOD 2.592 Min. Percent 3.080 363.757 0.698 +1.20D+0.50L-K).20S+E -256.553 31.640 TOD 2.592 Min. Percent 3.080 363.757 0.705 •f1.20D-tO.50LHO.20S+E -259.325 31.780 TOD 2.592 Min. Percent 3.080 363.757 0.713 •+1.20D+O.5OL-tO.20S-t£ -262.070 31.920 TOD 2.592 Min. Percent 3.080 363.757 0.720 +1.20D-*O.50L-tO.20S-+E -264.787 32.060 TOD 2.592 Min. Percent 3.080 363.757 0.728 +1.20D-*O.50L-K).20S-<€ -267.476 32.200 TOD 2.592 Min. Percent 3.080 363.757 0.735 •+1.20D-K).50L-tO.20S-^ -270.136 32.340 TOD 2.592 Min. Percent 3.080 363.757 0.743 +1.20D-f0.50L-»0.20S-t£ -272.766 32.480 TOD 2.592 Min. Percent 3.080 363.757 0.750 +1.20D-K).50L-K).20S+E -275.367 32.620 TOD 2.592 Min. Percent 3.080 363.757 0.757 +1.20D+0.50L-f0.20S+£ -277.938 32.760 TOD 2.592 Min. Percent 3.080 363.757 0.764 +1.20D+O.50L-tO.20S-* -280.479 32.900 TOD 2.592 Min. Percent 3.080 363.757 0.771 +1.20D-K).50L+O.20S-^ -282.990 33.040 TOD 2.592 Min. Percent 3.080 363.757 0.778 +1.20D-tO.50L+O.20S+E -285.469 33.180 TOD 2.592 Min. Percent 3.080 363.757 0.785 +1.20D-K).50L-K).20S-HE -287.917 33.320 TOD 2.592 Min. Percent 3.080 363.757 0.792 +1.20D-K).50L-K).20S-^E -290.333 33.460 TOD 2.592 Min. Percent 3.080 363.757 0.798 +1.20D-K).5OL+O.20S+E -292.717 33.600 TOD 2.592 Min. Percent 3.080 363.757 0.805 +1.20D-K).50L-K).20S-+E -295.069 33.740 TOD 2.592 Min. Percent 3.080 363.757 0.811 +1.20D-*{).50L-t€.20S+E -297.388 33.880 TOD 2.592 Min. Percent 3.080 363.757 0.818 +1.20D-K).50L-K).20S+E -299.673 34.020 TOD 2.592 Min. Percent 3.080 363.757 0.824 +1.20D-K).50L-K).20S-^E -301.925 34.160 TOD 2.592 Min. Percent 3.080 363.757 0.830 +1.20D-K).50L-K).20S+E -304.143 34.300 TOD 2.592 Min. Percent 3.080 363.757 0.836 +1,20D-tO.50L+O.20S-HE -306.327 34.440 TOD 2.592 Min. Percent 3.080 363.757 0.842 +1.20D-K).50L-K).20S-^ -308.476 34.580 TOD 2.600 Bendina 3.080 363.757 0.848 +1,20D-K),50L-K),20S+E -310.591 34.720 TOD 2.619 Bendina 3.080 363.757 0.854 +1.20D-^,50L-^0,20S+E -312.670 34.860 TOD 2.637 Bendina 3.080 363.757 0.860 +1,20D-K),50L-K),20S-^ -314.713 35.000 TOD 2.654 Bendina 3.080 363.757 0.865 +1.20D+O.50L-K).20S-^£ -316.720 35.140 TOD 2.672 Bendina 3.080 363.757 0.871 +1.20D-tO.50L-K).20S-HE -318.690 35.280 TOD 2.689 Bendina 3.080 363.757 0.876 +1.20D-K).50L-K).20S-^E -320.624 35.420 TOD 2.705 Bendina 3.080 363.757 0.881 +1.20D+0.50L-t{).20S+E -322.520 35.560 TOD 2.722 Bendina 3.080 363.757 0.887 +1.20D-K).50L+O.20S-* -324.379 35.700 TOD 2.738 Bendina 3.080 363.757 0.892 +1.20D-K).50L-K).20S+E -326.200 35.840 TOD 2.754 Bendina 3.080 363.757 0.897 +1.20D+0.50L-t0.20S-^ -327.982 35.980 TOD 2.769 Bendina 3.080 363.757 0.902 +1.20D-K).50L-K).20S-^E -329.726 36.120 TOD 2.784 Bendina 3.080 363.757 0.906 +1.20D+0.50L-K).20S+E -331.431 36.260 TOD 2.799 Bendina 3.080 363.757 0.911 +1.20D-K).50L-K).20S-fE -333.097 36.400 TOD 2.813 Bendina 3.080 363.757 0.916 +1.20D-K).50L-»O.20S+E -334.722 36.540 TOD 2.827 Bendina 3.080 363.757 0.920 +1.20D+O.5OL+O.20S+E -336.308 36.680 TOD 2.841 Bendina 3.080 363.757 0.925 +1.20D-tO.50L-K).20S+E -337.853 36.820 TOD 2.855 Bendina 3.080 363.757 0.929 +1.20D-^O.50L+O.20S-^E -339.357 36.960 TOD 2.868 Bendina 3.080 363.757 0.933 +1.20D+0.50L-K).20S-€ -340.824 37.100 TOD 2.880 Bendina 3.080 363.757 0.937 +1.20D-H).50L-K).20S-^ -342.266 37.240 TOD 2.893 Bendina 3.080 363.757 0.941 +1.20D-iO.50L-K).20S+E -343.682 37.380 TOD 2.905 Bendina 3.080 363.757 0.945 +1,20D-K).50L-H).20S+£ -345.072 37.520 TOD 2.917 Bendina 3.080 363.757 0.949 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 Description: Grade bm.line A.7 Frame F-8 File: C;\Dociiments and Settingstehawn nilqoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC INC 1983-2011, Build:6.11.4.5. Ver.6.11.4.5 | Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by /Actual As Phl*Mn Mu / PhiMn -H1.20D-K).50L-*O.20S-€ -346.437 37,660 TOD 2.929 Bendina 3.080 363.757 0.952 +1.20D-K).50L-K).20S-€ -347.775 37,800 TOD 2.941 Bendina 3.080 363.757 0.956 +1.20D-K).50L-*O.20S-f£ -349,086 37,940 TOD 2.952 Bendina 3.080 363.757 0.960 -K).90D-fE+1.60H 24,536 38,080 Bottom 2.592 Min. Percent 3.080 363.757 0.067 -K).90D-€+1.60H 22,922 38,220 Bottom 2.592 Min. Percent 3.080 363.757 0.063 -K).90D+E+1.60H 21,353 38,360 Bottom 2.592 Min. Percent 3.080 363.757 0.059 -K).90D-*+1.60H 19.829 38,500 Bottom 2.592 Min. Percent 3.080 363.757 0.055 -K).90D-€+1.60H 18.350 38,640 Bottom 2.592 Min. Percent 3.080 363.757 0.050 -*O.90D-€+1.60H 16.918 38.780 Bottom 2.592 Min. Percent 3.080 363.757 0.047 +0.90D+E+1.60H 15.532 38.920 Bottom 2.592 Min. Percent 3.080 363.757 0.043 -K).90D-fE+1.60H 14.194 39.060 Bottom 2.592 Min. Percent 3,080 363.757 0.039 •K).90D+E+1.60H 12.912 39.200 Bottom 2.592 Min. Percent 3,080 363.757 0.035 -^0.90D+E+1.60H 11.686 39.340 Bottom 2.592 Min. Percent 3,080 363.757 0.032 -K3.90D+E+1.60H 10.518 39.480 Bottom 2.592 Min. Percent 3,080 363.757 0.029 -K).90D+£+1.60H 9.409 39.620 Bottom 2.592 Min. Percent 3,080 363.757 0.026 +0.90D+E+1.60H 8.358 39.760 Bottom 2.592 Min. Percent 3,080 363.757 0.023 -K).90D+E-<-1.60H 7.367 39,900 Bottom 2.592 Min. Percent 3,080 363.757 0.020 -K).90D+E+1.60H 6.435 40,040 Bottom 2.592 Min. Percent 3,080 363.757 0.018 -tO.90D+E+1.60H 5.565 40,180 Bottom 2.592 Min. Percent 3,080 363.757 0.015 40.90D-^E+1.60H 4.755 40,320 Bottom 2.592 Min. Percent 3,080 363.757 0.013 -K).90D-fE-Hl.60H 4.006 40,460 Bottom 2.592 Min. Percent 3,080 363.757 0.011 -K).90D-fE+1.60H 3.320 40.600 Bottom 2.592 Min. Percent 3,080 363.757 0.009 ->O.90D-fE+1.60H 2.697 40.740 Bottom 2.592 Min. Percent 3,080 363.757 0.007 -K).90D+E+1.60H 2.137 40.880 Bottom 2.592 Min. Percent 3,080 363.757 0.006 -K).90D+E+1.60H 1.641 41.020 Bottom 2.592 Min. Percent 3,080 363.757 0.005 •K).90D-f£+1.60H 1.209 41.160 Bottom 2.592 Min. Percent 3,080 363.757 0.003 -•0.900-^-^1.60H 0.842 41.300 Bottom 2.592 Min. Percent 3,080 363.757 0.002 +0.90D+E+1.60H 0.540 41.440 Bottom 2.592 Min. Percent 3.080 363.757 0.001 -K).90D-HE+1.60H 0.305 41.580 Bottom 2.592 Min. Percent 3.080 363.757 0.001 +0.90D-^E+1.60H 0.136 41.720 Bottom 2.592 Min. Percent 3.080 363.757 0.000 +0.90D-€+1.60H 0.034 41.860 Bottom 2.592 Min. Percent 3.080 363.757 0.000 -K).90D+E+1.60H 0.000 42.000 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu( |Col#1 vu @ Col #2 PhiVn vu@Col#1 vu@Col#2 +1.40D 82.16 psi 0.66 psi 0.66 psi 164.32 psi 0.98 psi 0.98 psi +1.20D+O.50Lr+1.60L+1.60H 82.16 psi 1.37 psi 1.37 psi 164.32 psi 0.61 psi 0.61 psi +1.20D+1.60L-*0.50S+1.60H 82.16 psi 1.37 psi 1.37 psi 164.32 psi 0.61 psi 0.61 psi +1.20D+1.60Lr+0.50L 82.16 psi 0.82 psi 0.82 psi 164.32 psi 0.77 psi 0.77 psi +1.20D-K).50L+1.60S 82.16 psi 0.82 psi 0.82 psi 164.32 psi 0.77 psi 0.77 psi +1.20D-K).50Lr-O.50L+1.60W 82.16 psi 0.82 psi 0.82 psi 164.32 psi 0.77 psi 0.77 psi +1.20D-K).50L-K).50S+1.60W 82.16 psi 0.82 psi 0.82 psi 164.32 psi 0.77 psi 0.77 psi +1.20D-K).50L-*0.20S-fE 82.16 psi 11.05 psi 11.05 psi 164.32 psi 0.67 psi 2.47 psi -K).90D-^E+1.60H 82.16 psi 7.99 psi 7.99 psi 164.32 psi 0.43 psi 2.71 psi INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 RIe; C;\Documents snd Settingstehawn nil^\My Doaimenls€NERCALC Data Files\ncccJ01585.ec6 • ENERCALC INC1983-2011,Buikl:6.11.4.5,Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: General Information Grade bm.line B Frame F-11 Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (j) : Phi Values Flexure: Shear: Soil Information 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) Min. Overtuming Safety Factor Min. Sliding Safety Factor Yes No 0.0014 0.0018 1.5 1.5 Allowable Soil Bearing 2 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf ('Uses entry for 'Footing base depth below soii suiiace" for force) Coefficient of Soil/Concrete Friction 0.3 Soil Bearing Increase Footing base depth below soil surface 0 ft Increases based on footing Depth Allowable pressure increase per foot 0 ksf when base of footing is below 0 ft Increases based on footing Width... Allowable pressure increase per foot 0 ksf when maximum length or width is greater than 0 ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limitj Adjusted Allowable Soil Bearing 2.0 ksf (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Dimensions & Reinforcing Distance Left of Column *1 = 4.0 ft Between Columns = 29 ft Distance Right of Column *2 = 4ft Total Footing Length = 37.0 ft Footing Width = 4,0 ft Footing Thickness = 36,0 in Rebar Center to Concrete Edge @ Top = Rebar Center to Concrete Edge @ Bottom = Applied Loads Applied @ Left Column D Axial Load Downward Moment (+CCW) Shear(+X) Applied @ Right Column Axial Load Downward = Moment (-tCCW) Shear (+X) Overburden = Pedestal dimensions,, Sq, Dim, = Height = 3 in 3 in Lr Col*1 24 1 Col*2 24 in 1in As As Bars left of Col #1 Count Size* Actual Req'd Bottom Bars 8,0 6 3.520 3.110 in'^2 Top Bars 8,0 6 3.520 3.110in'^2 Bars Btwn Cols Bottom Bars 8,0 6 3.520 3.110 ^"2 Top Bars 8.0 6 3.520 3.110in'*2 Bars Right of Col #2 Bottom Bars 8.0 6 3.520 3.110in*2 Top Bars 8.0 6 3.520 O.Oin'^2 W E H 0 0 k 0 345 0 k-ft 0 1 0 k 0 0 k 0 345.0 0 k-ft 0 0 0 k —g^e— 8.#e 8-«8 o CO ; B-#6 S-#6 a-#8 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 4^7 Combined Footing Lic.# : KW-06006198 File; CADocuments and Settingstehawn nilqooVMy Documents\ENERCALC Data Rles\nece_101585.ec6 • ENERCALC INC. 1983-2011, Build:6.11.4,5, Ver.6.11.4.5 | Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line B Frame F-11 DESIGNSUMMARY Ratio Item Applied Capacity Goveming Load Combination PASS 0.5236 Soil Bearing 1.047 ksf 2.0 ksf -fO.60D-K).70E+H PASS 1.519 Overturning 485.16 k-ft 736.82 k-ft 0.6D-H).7E PASS 17.069 Sliding 0.70 k 11.948 k 0.6D-K).7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1372 1-way Shear-Col #1 11.275 psi 82.158 psi +1.20D-»O.50L-»O.20S+E PASS 0.1372 1-way Shear-Col *2 11.275 psi 82.158 psi +1.20D-tO.50L-K).20S-fE PASS 0.005861 2-way Punching - Col *1 0.9631 psi 164.32 psi +1,A0D PASS 0.01560 2-way Punching - Col *2 2.563 psi 164.32 psi •fO.90D-fE-t-1.60H PASS No Bending Flexure - Left of Col #1 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.000651 Flexure - Left of Col *1 - Bottom 0.3315 k-ft 509.05 k-ft •f1.40D PASS 0.6051 Flexure - Between Cols - Top -308.04 k-ft 509.05 k-ft +1.20D-K).50L-K).20S-* PASS 0.6426 Flexure - Between Cols - Bottom 327.11 k-ft 509.05 k-ft -K).90D-tE-f1.60H PASS No Bending Flexure - Right of Col *2 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.03384 Flexure - Right of Col *2 - Bottom 17.225 k-ft 509.05 k-ft -•O.90D-^-f1.60H Design OK Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D 66.38 k 0.000 in 0.45 ksf 0.45 ksf 2.00 ksf 0,224 -KD+L-4H 68.38 k 0.000 in 0.46 ksf 0.46 ksf 2.00 ksf 0,231 -•O-f0.750Lr-f0.750L-fH 67.88 k 0.000 in 0.46 ksf 0.46 ksf 2.00 ksf 0,229 -^D-^0.750L-K).750S-4^ 67.88 k 0.000 in 0.46 ksf 0.46 ksf 2,00 ksf 0,229 -HD-K).70E+H 66.38 k 7.309 in 0.00 ksf 0.99 ksf 2,00 ksf 0,493 -fD-fO.750Lr-t0.750L-K).750W-fH 67.88 k 0.000 in 0.46 ksf 0.46 ksf 2,00 ksf 0,229 +D-K).750L-*0.750S-K).750W+H 67.88 k 0.000 in 0.46 ksf 0.46 ksf 2,00 ksf 0,229 +D-tO.750Lr-K).750L-tO.5250E-*fl 67.88 k 5.360 in 0.06 ksf 0.86 ksf 2,00 ksf 0.428 -fD-K).750L-K).750S-*0.5250E-fH 67.88 k 5.360 in 0.06 ksf 0.86 ksf 2,00 ksf 0,428 -K).60D-KI.70E-+I 39.83 k 12.181 in 0.00 ksf 1.05 ksf 2,00 ksf 0,524 Overtuming Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overtuming Resisting Ratio Overtuming Resisting Ratio D 0.00 0.00 999.000 0.00 0,00 999,000 D+L 0.00 0.00 999.000 0.00 0,00 999,000 0.6D-M.-tO.7E 0.00 0.00 999.000 485.16 773,82 1,595 0.6D+0.7E 0.00 0.00 999.000 485.16 736,82 1,519 Sliding Stability Load Combination.. Sliding Force Resisting Force Sliding SafetyRatio D D+L 0,6D+L-K).7E 0.6D+O.7E Footing Flexure • Maximum Values ft>r Load Combination 0.00 k 0.00 k 0.70 k 0.70 k 19.91 k 20.51 k 12.55 k 11.95 k 999 999 7.926285714281 7.06914285714: Distance Tension Govemed Load Combination... Mu ftom left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0.6D-K).7E 0.000 0.000 0 0.000 0 0,000 0,000 0,000 +1.40D 0.001 0.123 Bottom 3.110 Min. Percent 3,520 509,054 0.000 +1.40D 0.002 0.247 Bottom 3.110 Min. Percent 3,520 509,054 0.000 +1.40D 0.005 0.370 Bottom 3.110 Min. Percent 3,520 509,054 0.000 +1.40D 0.009 0.493 Bottom 3.110 Min. Percent 3,520 509,054 0.000 +1.40D 0.014 0.617 Bottom 3.110 Min. Percent 3,520 509,054 0.000 +1.40D 0.021 0.740 Bottom 3.110 Min. Percent 3,520 509,054 0.000 +1.40D 0.028 0.863 Bottom 3.110 Min. Percent 3,520 509,054 0.000 +1.40D 0.037 0.987 Bottom 3.110 Min. Percent 3,520 509,054 0.000 +1.40D 0.047 1.110 Bottom 3.110 Min. Percent 3,520 509,054 0.000 +1.40D 0.058 1.233 Bottom 3.110 Min. Percent 3,520 509,054 0.000 +1.40D 0.070 1.357 Bottom 3.110 Min. Percent 3,520 509,054 0.000 +1.40D 0.083 1.480 Bottom 3.110 Min. Percent 3,520 509,054 0.000 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 4^/ Combined Footing Lie. # : KW-06006198 Description: Grade bm.line B Frame F-11 RIe; C:\Documente and Settingstehawn nikjooMiAy Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC INC1983-2011,Build;6.11.4.5,Ver.6.11.4,5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi*Mn Mu / PhiMn +1,40D 0.097 1.603 Bottom 3.110 Min. Percent 3.520 509.054 0.000 +1,40D 0.113 1.727 Bottom 3.110 Min. Percent 3.520 509.054 0.000 +1,400 0.130 1.850 Bottom 3.110 Min. Percent 3.520 509.054 0.000 +1,40D 0.147 1.973 Bottom 3.110 Min. Percent 3.520 509.054 0.000 +1,40D 0.166 2.097 Bottom 3.110 Min. Percent 3.520 509.054 0.000 +1,400 0.186 2.220 Bottom 3.110 Min. Percent 3.520 509.054 0.000 +1,400 0.208 2.343 Bottom 3.110 Min. Percent 3.520 509.054 0.000 +1,40D 0.230 2.467 Bottom 3.110 Min. Percent 3.520 509.054 0.000 +1,400 0.254 2.590 Bottom 3.110 Min. Percent 3.520 509.054 0.000 +1,400 0.279 2.713 Bottom 3.110 Min. Percent 3.520 509,054 0.001 +1,400 0.304 2.837 Bottom 3.110 Min. Percent 3.520 509,054 0.001 +1,40D 0.332 2.960 Bottom 3.110 Min. Percent 3,520 509,054 0.001 +1,400 0.357 3.083 Bottom 3.110 Min. Percent 3,520 509,054 0.001 +1,400 0.374 3.207 Bottom 3.110 Min. Percent 3.520 509,054 0.001 +1,400 0.381 3.330 Bottom 3.110 Min. Percent 3.520 509,054 0.001 +1,400 0.379 3.453 Bottom 3.110 Min. Percent 3.520 509,054 0.001 +1,400 0.368 3.577 Bottom 3.110 Min. Percent 3.520 509,054 0.001 +1,40D 0.347 3.700 Bottom 3.110 Min. Percent 3.520 509,054 0.001 +1,400 0.316 3.823 Bottom 3.110 Min. Percent 3.520 509,054 0.001 +1,400 0.276 3.947 Bottom 3.110 Min. Percent 3.520 509,054 0.001 +1,40D 0.226 4.070 Bottom 3.110 Min. Percent 3.520 509,054 0.000 +1,400 0.167 4.193 Bottom 3.110 Min. Percent 3.520 509,054 0.000 +1.40D 0.098 4.317 Bottom 3.110 Min. Percent 3.520 509,054 0.000 +1.40D 0.020 4.440 Bottom 3.110 Min. Percent 3.520 509,054 0.000 +1.40D -0.067 4.563 Too 3.110 Min. Percent 3.520 509.054 0.000 +1.400 -0.165 4.687 TOD 3.110 Min. Percent 3.520 509.054 0.000 +1.40D •0.271 4.810 TOD 3.110 Min. Percent 3.520 509.054 0.001 +1.40D -0.387 4.933 TOD 3.110 Min. Percent 3.520 509.054 0.001 +O.90D+E+1.60H 327.110 5.057 Bottom 3.110 Min. Percent 3.520 509.054 0.643 +O.90D+E+1.60H 326.011 5.180 Bottom 3.110 Min. Percent 3.520 509.054 0.640 +O.90D+E+1.60H 324.887 5.303 Bottom 3.110 Min. Percent 3.520 509.054 0.638 -•O.90D+E+1.60H 323.740 5.427 Bottom 3.110 Min. Percent 3.520 509.054 0.636 -K).90D+E+1.60H 322.569 5.550 Bottom 3.110 Min. Percent 3.520 509.054 0.634 +0.90D+E+1.60H 321.374 5.673 Bottom 3.110 Min. Percent 3.520 509.054 0.631 -K).90D+E+1.60H 320.156 5.797 Bottom 3.110 Min, Percent 3.520 509.054 0.629 •K).90D+E+1.60H 318.913 5.920 Bottom 3.110 Min, Percent 3.520 509.054 0.626 +O.90D+E+1.60H 317.647 6.043 Bottom 3.110 Min. Percent 3.520 509.054 0.624 •K).90D+E+1.60H 316.357 6.167 Bottom 3.110 Min. Percent 3.520 509,054 0.621 +0.90D+E+1.60H 315.043 6.290 Bottom 3.110 Min. Percent 3.520 509.054 0.619 -K).90D+E+1.60H 313.705 6413 Bottom 3.110 Min. Percent 3.520 509,054 0.616 +O.90D+E+1.60H 312.343 6.537 Bottom 3.110 Min. Percent 3.520 509,054 0.614 +O.90D+E+1.60H 310.958 6.660 Bottom 3.110 Min. Percent 3.520 509,054 0.611 -•O.90O+E+1.60H 309.549 6.783 Bottom 3.110 Min. Percent 3.520 509,054 0.608 +0.90D+E+1.60H 308.116 6.907 Bottom 3.110 Min. Percent 3.520 509,054 0.605 •K).90D+E+1.60H 306.659 7.030 Bottom 3.110 Min. Percent 3.520 509,054 0.602 +O.90D+E+1.60H 305.178 7.153 Bottom 3.110 Min. Percent 3,520 509,054 0.600 +O.90D+E+1.60H 303.673 7.277 Bottom 3.110 Min. Percent 3,520 509,054 0.597 +0.90D+E+1.60H 302.145 7.400 Bottom 3.110 Min. Percent 3,520 509,054 0.594 -K).90D+E+1.60H 300.593 7.523 Bottom 3.110 Min. Percent 3.520 509,054 0.590 +O.90D+E+1.60H 299.017 7.647 Bottom 3.110 Min. Percent 3.520 509,054 0.587 +O.90D+E+1.60H 297.417 7.770 Bottom 3.110 Min. Percent 3.520 509,054 0.584 +0.90D+E+1.60H 295.794 7.893 Bottom 3.110 Min. Percent 3.520 509,054 0.581 +O.90D+E+1.60H 294.146 8.017 Bottom 3.110 Min. Percent 3.520 509,054 0.578 +O.90D+E+1.60H 292.475 8.140 Bottom 3.110 Min. Percent 3.520 509,054 0.575 -K).90D+E+1.60H 290.780 8.263 Bottom 3.110 Min. Percent 3.520 509,054 0.571 +O.90D+E+1.60H 289.061 8.387 Bottom 3.110 Min. Percent 3.520 509,054 0.568 +O.90D+E+1.60H 287.318 8.510 Bottom 3.110 Min. Percent 3.520 509,054 0.564 +0.90D+E+1.60H 285.552 8.633 Bottom 3.110 Min. Percent 3.520 509,054 0.561 +O.90D+E+1.60H 283.761 8.757 Bottom 3.110 Min. Percent 3.520 509.054 0.557 +0.90D+E+1.60H 281.947 8.880 Bottom 3.110 Min. Percent 3.520 509.054 0.554 +O.90O+E+1.60H 280.109 9.003 Bottom 3.110 Min. Percent 3.520 509.054 0.550 •<O.90O+E+1.60H 278.247 9.127 Bottom 3.110 Min. Percent 3.520 509.054 0.547 +0.90D+E+1.60H 276.361 9.250 Bottom 3.110 Min. Percent 3.520 509.054 0.543 +O.90D+E+1.60H 274.452 9.373 Bottom 3.110 Min. Percent 3.520 509.054 0.539 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Job* 101585 Dsgnr: Project Desc: ^^Ci Project Notes: Combined Footing File; C-lOocuments and Settingstehawn nil^tMy DocumenlslENERCALC Oata Filestnccc_t01585.ec6 k ENERCALC INC 1983-20H, Build:6.11.4.5, Vef:6.11.4.S | lLie.# : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line B Frame F-11 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phl*Mn Mu / PhiMn -<O.90D+e+1.60H 272.519 9.497 Bottom 3,110 Min. Percent 3,520 509.054 0.535 +O.9OD+E+1.60H 270.562 9.620 Bottom 3,110 Min. Percent 3.520 509.054 0.531 +O.90O+E+1.60H 268.581 9.743 Bottom 3.110 Min. Percent 3.520 509.054 0.528 •K).90D+E+1.60H 266.576 9.867 Bottom 3.110 Min. Percent 3.520 509.054 0.524 •tO.90D+E+1.60H 264.547 9.990 Bottom 3.110 Min. Percent 3.520 509,054 0.520 ••0.90D+E+1,60H 262.495 10.113 Bottom 3.110 Min. Percent 3.520 509.054 0.516 tO,90D+E+1,60H 260.419 10.237 Bottom 3.110 Min. Percent 3.520 509.054 0,512 +O,90O+e+1,60H 258.319 10.360 Bottom 3.110 Min. Percent 3.520 509.054 0,507 -K),90O+E+1,60H 256.195 10.483 Bottom 3.110 Min. Percent 3.520 509.054 0,503 +0,90D+€+1,60H 254.047 10.607 Bottom 3.110 Min. Percent 3.520 509.054 0,499 -K).90D+£+1,60H 251.876 10.730 Bottom 3.110 Min. Percent 3.520 509.054 0,495 +0,90D+E+1,60H 249.680 10.853 Bottom 3.110 Min. Percent 3.520 509.054 0,490 •K).90D+E+1.60H 247.461 10.977 Bottom 3.110 Min. Percent 3.520 509.054 0,486 ••O.90D+E+1.60H 245.218 11.100 Bottom 3.110 Min. Percent 3.520 509.054 0,482 •*O.90D+E+1.60H 242.951 11.223 Bottom 3.110 Min. Percent 3.520 509.054 0,477 +0.90D+E+1.60H 240.661 11.347 Bottom 3.110 Min. Percent 3.520 509,054 0,473 •K).90D+E+1.60H 238.346 11.470 Bottom 3.110 Min. Percent 3.520 509,054 0,468 •*O.90D+e+1.60H 236.008 11.593 Bottom 3.110 Min. Percent 3,520 509,054 0,464 -K).90D+E+1.60H 233,646 11.717 Bottom 3.110 Min. Percent 3,520 509,054 0,459 +O.90D+e+1.60H 231.260 11.840 Bottom 3.110 Min. Percent 3,520 509,054 0,454 •K).90D+E+1.60H 228.850 11.963 Bottom 3.110 Min. Percent 3,520 509,054 0,450 +O.90D+E+1.60H 226.417 12.087 Bottom 3.110 Min. Percent 3,520 509.054 0,445 +O.90O+E+1.60H 223.960 12.210 Bottom 3.110 Min. Percent 3,520 509.054 0,440 •H).90D+E+1.60H 221.478 12.333 Bottom 3.110 Min. Percent 3.520 509.054 0,435 •K).90D+E+1.60H 218.973 12.457 Bottom 3.110 Min. Percent 3.520 509.054 0.430 -K).90D+E+1.60H 216.445 12.580 Bottom 3.110 Min. Percent 3.520 509.054 0.425 +O.90D+E+1.60H 213.892 12.703 Bottom 3.110 Min. Percent 3.520 509.054 0.420 +O.90O+E+1.60H 211.316 12.827 Bottom 3.110 Min. Percent 3.520 509.054 0415 ••O.90D+E+1.60H 208.715 12.950 Bottom 3.110 Min. Percent 3.520 509.054 0410 -•O.90O+E+1.60H 206.091 13.073 Bottom 3.110 Min. Percent 3.520 509.054 0.405 +O,90D+E+1.60H 203.443 13.197 Bottom 3.110 Min. Percent 3.520 509.054 0.400 •K).90D+E+1.60H 200.772 13.320 Bottom 3.110 Min. Percent 3.520 509.054 0.394 +0,90D+E+1,60H 198.076 13.443 Bottom 3.110 Min. Percent 3.520 509.054 0.389 +O,90D+£+1,60H 195.357 13.567 Bottom 3.110 Min. Percent 3.520 509.054 0.384 -K),90D+E+1,60H 192.613 13.690 Bottom 3.110 Min. Percent 3.520 509.054 0.378 •K).90D+E+1.60H 189.846 13.813 Bottom 3.110 Min. Percent 3.520 509.054 0.373 +0.90D+E+1.60H 187.056 13.937 Bottom 3.110 Min. Percent 3.520 509.054 0.367 +O.90D+E+1.60H 184.241 14.060 Bottom 3.110 Min. Percent 3.520 509.054 0.362 +0.90D+E+1.60H 181.402 14,183 Bottom 3.110 Min. Percent 3.520 509.054 0.356 +0.90D+E+1.60H 178.540 14,307 Bottom 3.110 Min. Percent 3.520 509.054 0.351 +0.90D+E+1.60H 175,654 14,430 Bottom 3.110 Min. Percent 3.520 509.054 0.345 +O.90D+E+1.60H 172,744 14,553 Bottom 3.110 Min. Percent 3.520 509.054 0.339 +O.90O+E+1.60H 169,810 14,677 Bottom 3.110 Min. Percent 3.520 509.054 0.334 +0,90D+E+1.60H 166,853 14,800 Bottom 3.110 Min. Percent 3.520 509.054 0,328 +0.90D+E+1.60H 163,871 14,923 Bottom 3.110 Min. Percent 3.520 509.054 0.322 +O,90D+E+1,60H 160,866 15,047 Bottom 3.110 Min. Percent 3.520 509.054 0.316 +O,90D+E+1,60H 157,837 15,170 Bottom 3.110 Min. Percent 3.520 509.054 0.310 +O,90D+E+1,60H 154,784 15,293 Bottom 3.110 Min. Percent 3.520 509.054 0.304 +0,90D+E+1,60H 151,708 15,417 Bottom 3.110 Min. Percent 3.520 509.054 0.298 +0,90D+E+1,60H 148,607 15,540 Bottom 3.110 Min. Percent 3.520 509.054 0.292 •»O,90D+£+1,60H 145,483 15,663 Bottom 3.110 Min. Percent 3.520 509.054 0.286 ••O,90D+E+1,60H 142,335 15,787 Bottom 3.110 Min. Percent 3.520 509.054 0.280 •K),90D+E+1,60H 139,163 15.910 Bottom 3.110 Min. Percent 3.520 509.054 0.273 +0,90D+E+1,60H 135,967 16.033 Bottom 3.110 Min. Percent 3.520 509.054 0,267 +O,90D+E+1,60H 132,747 16.157 Bottom 3.110 Min. Percent 3.520 509.054 0,261 •K).90D+E+1,60H 129,504 16.280 Bottom 3.110 Min. Percent 3.520 509.054 0,254 +O,90O+E+1,60H 126,237 16.403 Bottom 3.110 Min. Percent 3.520 509.054 0,248 •*O.90D+E+1.60H 122,946 16.527 Bottom 3.110 Min. Percent 3.520 509.054 0,242 +O.90D+E+1.60H 119,633 16.650 Bottom 3.110 Min. Percent 3.520 509.054 0,235 +O.90D+E+1.60H 116,297 16.773 Bottom 3.110 Min, Percent 3.520 509.054 0,228 +0.90D+E+1.60H 112,939 16.897 Bottom 3.110 Min, Percent 3.520 509.054 0,222 •K).90D+E+1.60H 109,560 17,020 Bottom 3.110 Min, Percent 3.520 509.054 0,215 +O.90D+E+1.60H 106.161 17,143 Bottom 3.110 Min, Percent 3.520 509.054 0,209 -K),90D+E+1,60H 102.741 17,267 Bottom 3.110 Min, Percent 3.520 509.054 0,202 INLAND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM,CA, 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing File; &\Docunients and Settingstehawn nilqoo\My Documents\ENERCALC Data Rles\ncce_101585.ec6 j ENERCALC INC 1983-2011, Build;6.11.4.5, Ver.6.11.4.5 j |Lic.#: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line B Frame F-11 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu ftom left Side As Req'd by Actual As Phi*Mn Mu/PhiMn +0.90D+E+1.60H 99.301 17.390 Bottom 3.110 Min. Percent 3.520 509.054 0,195 +O.90D+E+1.60H 95.842 17.513 Bottom 3.110 Min. Percent 3.520 509.054 0,188 -K).90D+E+1.60H 92.364 17.637 Bottom 3.110 Min. Percent 3.520 509.054 0,181 •K).90D+E+1.60H 88.869 17.760 Bottom 3.110 Min. Percent 3.520 509.054 0,175 +O.90D+E+1.60H 85.355 17.883 Bottom 3.110 Min. Percent 3.520 509.054 0,168 +0.90D+E+1.60H 81.825 18.007 Bottom 3.110 Min. Percent 3.520 509.054 0,161 +O.90O+E+1.60H 78.278 18.130 Bottom 3.110 Min. Percent 3.520 509.054 0,154 +O.9OD+E+1.60H 74.714 18.253 Bottom 3.110 Min. Percent 3.520 509.054 0,147 +0.90D+E+1.60H 71.136 18.377 Bottom 3.110 Min. Percent 3,520 509.054 0.140 +0.90D+E+1.60H 67.542 18.500 Bottom 3.110 Min. Percent 3.520 509.054 0.133 -K).90D+E+1.60H 63.934 18.623 Bottom 3.110 Min. Percent 3.520 509.054 0.126 •K).90D+£+1.60H 60.311 18.747 Bottom 3.110 Min. Percent 3.520 509.054 0.118 +O.90D+E+1.60H 56.676 18.870 Bottom 3.110 Min. Percent 3.520 509.054 0.111 •K).90D+E+1.60H 53.027 18.993 Bottom 3.110 Min. Percent 3.520 509.054 0.104 -K).90D+£+1.60H 49.366 19.117 Bottom 3.110 Min. Percent 3.520 509.054 0.097 -K).90O+£+1.60H 45.693 19.240 Bottom 3.110 Min. Percent 3.520 509.054 0.090 +0.90D+E+1.60H 42.009 19.363 Bottom 3.110 Min. Percent 3.520 509.054 0.083 •tO.90O+E+1.60H 38.314 19.487 Bottom 3.110 Min. Percent 3,520 509.054 0.075 -fO.90O+E+1.60H 34.608 19.610 Bottom 3.110 Min. Percent 3.520 509.054 0.068 •K}.90D+£+1.60H 30.893 19.733 Bottom 3.110 Min. Percent 3.520 509.054 0.061 +1.20D+O.50L^H).20S+£ -29.952 19.857 TOD 3.110 Min. Percent 3.520 509.054 0.059 +1.20O+O.50L^K).20S+E -33.492 19.980 TOD 3.110 Min. Percent 3.520 509.054 0.066 +1.20D+O.50L+O.20S+E -37.028 20.103 TOD 3.110 Min. Percent 3.520 509.054 0.073 +1.20D+O.50L+O.20S+E 40.561 20.227 TOD 3.110 Min. Percent 3.520 509.054 0.080 +1.20D+0.50L+0.20S+E 44.089 20.350 TOD 3.110 Min. Percent 3.520 509.054 0.087 +1.20D-K).50L^K).20S+E 47.613 20.473 TOD 3.110 Min. Percent 3.520 509.054 0,094 +1.20D^tO.50L^K).20S+E -51.132 20.597 TOD 3.110 Min. Percent 3.520 509.054 0,100 +1.20D+O.50L^K).20S+E -54.646 20.720 TOD 3.110 Min. Percent 3.520 509.054 0,107 +1.20D+0.50L+0.20S+E -58.154 20.843 TOD 3.110 Min. Percent 3.520 509.054 0,114 +1.20D-K).50L+O.20S+E -61.656 20.967 TOD 3.110 Min. Percent 3.520 509.054 0,121 +1.20D+O.50L^K),20S+£ -65.152 21.090 TOD 3.110 Min. Percent 3.520 509.054 0,128 +1,20O+O,50L+0,20S+E -68.642 21.213 TOD 3.110 Min. Percent 3.520 509.054 0,135 +1,20O^K),50L+O,20S+E -72.124 21.337 TOD 3.110 Min. Percent 3.520 509.054 0,142 +1,20O^fO,50L^K),20S+E -75.599 21.460 TOD 3.110 Min. Percent 3.520 509.054 0,149 +1,20D+0,50L-K).20S+E -79.067 21.583 TOD 3.110 Min. Percent 3.520 509.054 0,155 +1.20D+0.50L^K).20S+E -82.527 21.707 TOD 3.110 Min. Percent 3.520 509.054 0,162 +1.20D+O.50L+O.20S+E -85.978 21.830 TOD 3110 Min. Percent 3.520 509.054 0,169 +1.20D+O.50L^K).20S+E -89.420 21.953 TOD 3.110 Min. Percent 3.520 509.054 0,176 +1.20D-K).50L+O.20S+E -92.854 22.077 TOD 3.110 Min. Percent 3.520 509.054 0,182 +1.20D+0.50L+0.20S+E -96.278 22.200 TOD 3.110 Min. Percent 3.520 509.054 0,189 +1.20D^fO.50L^fO.20S+E -99.693 22.323 TOD 3.110 Min. Percent 3.520 509.054 0,196 +1.20D+O.50L-K).20S+£ -103.097 22.447 TOD 3.110 Min. Percent 3.520 509.054 0,203 +1.20D+O.50L+O.20S+E -106.491 22.570 TOD 3.110 Min. Percent 3.520 509.054 0,209 +1.20D+0.50L^K).20S+£ -109.875 22.693 TOD 3.110 Min. Percent 3.520 509.054 0,216 +1.20D-K).50L^K).20S+£ -113.247 22.817 TOD 3.110 Min. Percent 3.520 509.054 0,222 +1.20D+O.50L-K).20S+E -116.608 22.940 TOD 3.110 Min. Percent 3.520 509.054 0.229 +1.20D-^.50L^tO.20S+E -119.958 23.063 TOD 3.110 Min. Percent 3.520 509.054 0.236 +1.20D+O.50L+O.20S+E -123.295 23.187 TOD 3.110 Min. Percent 3.520 509.054 0.242 +1.20D^K).50L+O.20S+E -126.619 23.310 TOD 3.110 Min. Percent 3.520 509.054 0.249 +1.20D+O.50L-K).20S+£ -129.931 23.433 TOD 3.110 Min. Percent 3.520 509.054 0.255 +1.20D+O.50L+O.20S+E -133.230 23.557 TOD 3.110 Min. Percent 3.520 509.054 0.262 +1.20D+O.50L+O.20S+E -136.516 23.680 TOD 3.110 Min. Percent 3.520 509,054 0.268 +1.20D+O.5OL-tO.20S+£ -139.787 23.803 TOD 3,110 Min. Percent 3.520 509,054 0.275 +1.20D+O.50L+O.20S+E -143.045 23.927 TOD 3,110 Min. Percent 3.520 509,054 0.281 +1.20D+O.50L+O.20S+E -146.288 24.050 TOD 3.110 Min. Percent 3.520 509,054 0.287 +1.20D+O.50L-K).20S+E -149.516 24.173 TOD 3.110 Min. Percent 3.520 509,054 0.294 +1.20D+0.50L+0.20S+E -152.729 24.297 TOD 3.110 Min. Percent 3.520 509,054 0.300 +1.20D+0.50L+0.20S+E -155.926 24.420 TOD 3.110 Min. Percent 3.520 509,054 0.306 +1,20D+O,50L+O,20S+E -159.108 24.543 TOD 3.110 Min. Percent 3.520 509,054 0.313 +1,20D^K),50L+O,20S+E -162.273 24.667 TOD 3.110 Min. Percent 3.520 509,054 0.319 +1,20D+O,50L-K),20S+E -165.422 24.790 TOD 3.110 Min. Percent 3.520 509,054 0.325 +1,20D+O.50L^K).20S+E -168.554 24.913 TOD 3.110 Min. Percent 3.520 509,054 0.331 +1.20D+O.50L+O.20S+E -171.669 25.037 TOD 3.110 Min. Percent 3.520 509,054 0.337 +1.20D+O.50L+O.20S+E -174.766 25.160 TOD 3.110 Min. Percent 3.520 509,054 0.343 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 Description : Grade bm.line B Frame F-11 RIe: C:\Documents and Settingstehawn nilqoo\My Documenls£NERCALC Data FilesVicccJOl 585.ec6 k ENERCALC INC 1983-2011, Build;6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values ft>r Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phl*Mn Mu / PhiMn +1.20D^K).50L-tO.20S+E -177.845 25.283 TOD 3.110 Min. Percent 3.520 509.054 0.349 +1.20O+O.50L-^.20S+E -180.906 25,407 TOD 3.110 Min. Percent 3.520 509.054 0.355 +1.20D+0.50L+0.20S+E -183.949 25.530 TOD 3.110 Min. Percent 3.520 509.054 0.361 +1.20D+0.50L+0.20S+E -186.972 25.653 TOD 3.110 Min. Percent 3.520 509,054 0.367 +1.20D-K).50L+0.20S+E -189.977 25.777 TOD 3.110 Min. Percent 3.520 509,054 0.373 +1.20D+O.50L^K).20S+E -192,961 25.900 TOD 3.110 Min. Percent 3.520 509,054 0.379 +1.20D+O.50L+O.20S+E -195,926 26.023 TOD 3.110 Min. Percent 3.520 509,054 0.385 +1.20D-*O.50L+0.20S+E -198,870 26.147 TOD 3.110 Min. Percent 3.520 509,054 0.391 +1.20D+0.50L+0.20S+E -201,794 26.270 TOD 3.110 Min. Percent 3.520 509,054 0.396 +1.20D+O.50L+O.2OS+E -204,697 26.393 TOD 3110 Min. Percent 3.520 509,054 0.402 +1.20D+0.50L+0.20S+E -207,578 26.517 TOD 3.110 Min. Percent 3.520 509.054 0.408 +1.20D+O.50L+O.20S+E -210,438 26.640 TOD 3.110 Min. Percent 3.520 509.054 0.413 +1.20D^K).50L+0.20S+E -213,275 26.763 TOD 3.110 Min. Percent 3.520 509.054 0.419 +1.20O^K).50L^K).20S+£ -216,091 26.887 TOD 3.110 Min. Percent 3.520 509.054 0.424 +1.20D+O.50L+O.20S+E -218,883 27.010 TOD 3.110 Min. Percent 3.520 509.054 0.430 +1.20D^K).50L+0.20S+E -221,653 27.133 TOD 3.110 Min. Percent 3.520 509.054 0.435 +1.20D+O.50L+O.20S+E -224,399 27.257 TOD 3.110 Min. Percent 3.520 509.054 0.441 +1.20D+O.50L+O.20S+E -227,121 27,380 TOD 3.110 Min. Percent 3.520 509.054 0.446 +1.20D-K).50L+0,20S+E -229,820 27,503 TOD 3.110 Min. Percent 3.520 509.054 0.451 +1,20D+O,50L^K),20S+E -232,494 27,627 TOD 3.110 Min. Percent 3.520 509.054 0.457 +1,20O^K),50L-^,20S+E -235,143 27,750 TOD 3.110 Min. Percent 3.520 509.054 0.462 +1,20D+0.50L+0.20S+E -237,767 27,873 TOD 3.110 Min. Percent 3.520 509.054 0.467 +1.20D+0.50L^K).20S+E -240,366 27,997 TOD 3.110 Min, Percent 3.520 509.054 0.472 +1.20D+0.50L-K).20S+E -242,938 28,120 TOD 3.110 Min, Percent 3.520 509.054 0.477 +1.20D-K).5OL+O.20S+E -245,485 28,243 TOD 3.110 Min, Percent 3.520 509.054 0.482 +1.20D+0.50L+0.20S+E -248,005 28,367 TOD 3.110 Min, Percent 3.520 509.054 0.487 +1.20D-K).50L+0.20S+E -250,499 28,490 TOD 3.110 Min, Percent 3.520 509.054 0.492 +1.20D+O.50L-K).20S+E -252,965 28.613 TOD 3.110 Min, Percent 3.520 509.054 0.497 +1.20D+O.50L-K).20S-^ -255,404 28.737 TOD 3110 Min, Percent 3.520 509.054 0.502 +1.20D+O.50L+O.20S+E -257,815 28.860 TOD 3.110 Min, Percent 3.520 509.054 0.506 +1.20D^tO.50L+0.20S+E -260.197 28.983 TOD 3.110 Min, Percent 3.520 509.054 0.511 +1.20D-*O.50L+O.20S+E -262.552 29.107 TOD 3.110 Min, Percent 3.520 509.054 0.516 +1.20D+O.50L+O.20S+E -264.877 29.230 TOD 3.110 Min, Percent 3.520 509.054 0.520 +1.20D+O.50L+O.20S+E -267.173 29.353 TOD 3.110 Min, Percent 3.520 509.054 0.525 +1.20D+0.50L^K).20S+E -269.439 29.477 TOD 3110 Min, Percent 3.520 509.054 0.529 +1.20D+0.50L+0.20S+E -271.676 29.600 TOD 3.110 Min, Percent 3.520 509.054 0.534 +1.20D+O.50L+O.20S+E -273.882 29.723 TOD 3.110 Min, Percent 3.520 509.054 0.538 +1.20D+O.50L-H3.20S+E -276.058 29.847 TOD 3.110 Min, Percent 3.520 509.054 0,542 +1.20D+O.50L+O.20S+E -278.203 29.970 TOD 3.110 Min. Percent 3.520 509.054 0,547 +1.20D+O.50L+O.20S+E -280.317 30.093 TOD 3.110 Min. Percent 3.520 509.054 0,551 +1.20D+0.50L+0.20S+E -282.399 30.217 TOD 3.110 Min. Percent 3.520 509.054 0,555 +1.20D+O.50L+O.20S+E -284.449 30.340 TOD 3.110 Min. Percent 3.520 509.054 0,559 +1.20D+O.50L+O.20S+E -286.467 30.463 TOD 3.110 Min. Percent 3.520 509.054 0,563 +1.20D+O.50L-K).20S+£ -288.452 30.587 TOD 3.110 Min. Percent 3.520 509.054 0,567 +1.20D+O.50L+O.20S+E -290.404 30.710 TOD 3.110 Min. Percent 3.520 509.054 0,570 +1.20O^K).50L^tO.20S+E -292.323 30.833 TOD 3.110 Min. Percent 3.520 509.054 0,574 +1.20D+0.50L^H).20S+E -294.208 30.957 TOD 3.110 Min. Percent 3.520 509.054 0,578 +1.20O+O.50L-K).20S+E -296.059 31.080 TOD 3.110 Min. Percent 3.520 509.054 0,582 +1.20D+O.50L+O.20S+E -297.876 31.203 TOD 3.110 Min. Percent 3.520 509.054 0,585 +1.20D+O.50L^*O.20S+E -299.658 31.327 TOD 3.110 Min. Percent 3.520 509.054 0,589 +1.20D^tO.50L^tO.20S+E -301.405 31.450 TOD 3.110 Min. Percent 3.520 509.054 0,592 +1.20O^K).50L^K).20S+E -303.116 31.573 TOD 3.110 Min. Percent 3.520 509.054 0,595 +1.20D^^O.50L+O.20S+E -304.792 31.697 TOD 3.110 Min. Percent 3.520 509.054 0,599 +1.20D^K).50L+0.20S+E -306.432 31.820 TOD 3.110 Min. Percent 3.520 509.054 0,602 +1.20D+O.50L-tO.20S+E -308.036 31.943 TOD 3.110 Min. Percent 3.520 509.054 0,605 +1.20D^K).50L+O.20S+E -309.604 32.067 TOD 3.110 Min. Percent 3.520 509.054 0,608 +1.20O+O.50L^^O.20S+E -311.147 32.190 TOD 3.110 Min. Percent 3.520 509.054 0,611 +1.20D+O.50L^tO.20S+£ -312.666 32.313 TOD 3.110 Min. Percent 3.520 509.054 0,614 +1.20D-K).50L^K).20S+E -314.159 32.437 TOD 3110 Min. Percent 3.520 509.054 0,617 +1.20D+O.50L^K).20S+£ -315.628 32.560 TOD 3.110 Min. Percent 3.520 509.054 0,620 +1.20D+O.50L-K).20S+E -317.071 32.683 TOD 3.110 Min. Percent 3.520 509.054 0,623 +1.20D+0.50L+0.20S+E -318.488 32.807 TOD 3.110 Min. Percent 3.520 509.054 0,626 +1.20D+O.50L-K).20S+E -319.879 32.930 TOD 3.110 Min. Percent 3.520 509.054 0,628 •tO.90D+E+1.60H 29.706 33.053 Bottom 3.110 Min. Percent 3.520 509.054 0,058 INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM,CA, 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 File; C:\Docunients and Settingstehawn nil^\My Documents\ENERCALC Data Rles\nccc_101585.ec6 | ENERCALC INC 1983-2011, Build:6,11.4.5, Ver.6,11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line B Frame F-11 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu / PhiMn •K).90D+E+1.60H 27.999 33.177 Bottom 3.110 Min. Percent 3.520 509.054 0.055 +0.90D+E+1.60H 26.333 33.300 Bottom 3.110 Min. Percent 3.520 509.054 0.052 -tO.90D+E+1.60H 24.708 33.423 Bottom 3.110 Min. Percent 3.520 509.054 0.049 +0.90D+E+1,60H 23125 33.547 Bottom 3.110 Min. Percent 3.520 509.054 0.045 •K),90D+E+1,60H 21.585 33.670 Bottom 3.110 Min. Percent 3.520 509.054 0.042 •K),90D+E+1,60H 20.088 33.793 Bottom 3.110 Min. Percent 3.520 509.054 0.039 •K),90D+£+1,60H 18.634 33.917 Bottom 3.110 Min. Percent 3.520 509.054 0.037 •K),90O+E+1,60H 17.225 34.040 Bottom 3.110 Min, Percent 3.520 509,054 0.034 +O,90D+E+1,60H 15.866 34.163 Bottom 3.110 Min, Percent 3.520 509.054 0.031 -K),90O+E+1,60H 14.558 34.287 Bottom 3.110 Min, Percent 3.520 509.054 0.029 •K),90D+E+1,60H 13.303 34410 Bottom 3.110 Min, Percent 3.520 509.054 0.026 +O,90D+E+1,60H 12.101 34.533 Bottom 3.110 Min, Percent 3.520 509.054 0.024 •K],90D+E+1,60H 10.953 34.657 Bottom 3.110 Min, Percent 3.520 509.054 0.022 •K),90D+E+1,60H 9.859 34.780 Bottom 3.110 Min, Percent 3.520 509.054 0.019 +0,90D+£+1,60H 8.819 34.903 Bottom 3.110 Min, Percent 3.520 509.054 0.017 •*O,90O+E+1,60H 7.834 35.027 Bottom 3.110 Min, Percent 3.520 509.054 0.015 •*0,90D+E+1,60H 6.905 35.150 Bottom 3.110 Min, Percent 3.520 509.054 0.014 +O,90D+E+1,60H 6.032 35.273 Bottom 3.110 Min, Percent 3.520 509.054 0.012 +0.90D+E+1.60H 5.216 35.397 Bottom 3.110 Min. Percent 3.520 509.054 0.010 -K).90D+£+1.60H 4.457 35.520 Bottom 3.110 Min. Percent 3.520 509.054 0.009 -K).90D+E+1.60H 3.756 35.643 Bottom 3110 Min. Percent 3.520 509.054 0.007 ••O.90D+E+1.60H 3112 35.767 Bottom 3.110 Min. Percent 3.520 509.054 0.006 +0.90D+E+1.60H 2.528 35.890 Bottom 3.110 Min. Percent 3.520 509.054 0.005 +O.90D+E+1.60H 2.003 36.013 Bottom 3.110 Min. Percent 3.520 509.054 0.004 •K).90D+E+1.60H 1.538 36.137 Bottom 3.110 Min. Percent 3.520 509.054 0.003 •K).90D+£+1.60H 1.133 36.260 Bottom 3.110 Min. Percent 3,520 509.054 0.002 +O.90D+E+1.60H 0.789 36.383 Bottom 3.110 Min. Percent 3,520 509.054 0.002 +O.90D+E+1.60H 0.506 36.507 Bottom 3.110 Min. Percent 3,520 509.054 0.001 -K).90O+E+1.60H 0.286 36.630 Bottom 3.110 Min. Percent 3.520 509.054 0.001 +0.90D+E+1.60H 0.127 36.753 Bottom 3.110 Min. Percent 3.520 509.054 0.000 +O.90D+E+1.60H 0.032 36.877 Bottom 3.110 Min. Percent 3.520 509.054 0.000 +O.90O+E+1.60H 0.000 37.000 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu( |Col#1 vu @ Col #2 PhiVn vu @ Col #1 vu @Col#2 +1.40D 82.16 psi 0.48 psi 0.48 psi 164.32 psi 0.96 psi 0.96 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 1.00 psi 1.00 psi 164.32 psi 0.67 psi 0.67 psi +1.200+1.60L^K).50S+1.60H 82.16 psi 1.00 psi 1.00 psi 164.32 psi 0.67 psi 0.67 psi +1.20D+1.60Lr+O.50L 82.16 psi 0,60 psi 0.60 psi 164.32 psi 0.78 psi 0.78 psi +1.20D+0.50L+1.60S 82.16 psi 0.60 psi 0.60 psi 164.32 psi 0.78 psi 0.78 psi +1.20D^K).50Lr+O.50L+1.60W 82.16 psi 0.60 psi 0.60 psi 164.32 psi 0.78 psi 0.78 psi +1.20D^K).50L+O.50S+1.60W 82.16 psi 0.60 psi 0.60 psi 164.32 psi 0.78 psi 0.78 psi +1.20D^K).50L+0.20S+E 82.16 psi 11.28 psi 11.28 psi 164.32 psi 0.62 psi 2.38 psi -K).90D+E+1.60H 82.16 psi 8.23 psi 8.23 psi 164.32 psi 0.41 psi 2.56 psi INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Job* 101585 Dsgnr: ^. ^ Project Desc: ' i j Project Notes: 1 Combined Footing File; C;\Docunients and Setfingstehawn nilqoo\My Documenls£NERCALC Data Files\ncccJ01585.ec6 m ENERCALC INC. 1983-2011, Build:6,11.4.5, Ver.6.11.4.5 | • Lie. #: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line D Frame F-6 General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (j) : Phi Values Flexure: Shear: Soil Information 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 Analysis/Design Settings Calculate footing weight as dead load ? Yes Calculate Pedestal weight as dead load ? No Min Steel % Bending Reinf (based on'd') 0,0014 Min Allow % Temp Reinf (based on thick) 0,0018 Min, Overtuming Safety Factor 1,5 :1 Min, Sliding Safety Factor 1,5 :1 Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Sliding Resistance ('Uses entn for "Footing base depth Coefficient of Soil/Concrete Friction oeiow sou sunace 2 ksf No 250 pcf for force} 0,3 Soil Beanng Increase Footing base depth below soil surface Increases based on footing Deptti — Allowable pressure increase per foot when base of footing is below Increases based on footing Widtti,,, Allowable pressure Increase per foot when maximum length or wicfth is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Oft Oksf Oft Oksf Oft 10 ksf 2,0 ksf Dimensions & Reinforcing Distance Left of Column #1 = 4ft Between Columns = 24 ft Distance Right of Column *2 = _ _4ft Total Footing Length = 32,0 ft Footing Width = 4,0 ft Footing Thickness = 30.0 in Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom = Applied Loads Applied @ Left Column D Axial Load Downward = Moment (+CCW) Shear (+X) Applied @ Right Column Axial Load Downward = Moment (+CCW) Shear (+X) Overburden = Pedestal dimensions.. Sq.Dim. = Height = 3 in 3 in Col*1 24 1 Col*2 24 in Iin Bars left of Col #1 Count Size* As Actual As Req'd Bottom Bars 6.0 6 2.640 2.592 in'^2 Top Bars 6.0 6 2.640 2.592 in'^2 Bars Btwn Cols Bottom Bars 6.0 6 2.640 2.592 in'^2 Top Bars 6.0 6 2.640 2.592 ln'^2 Bars Right of Col #2 Bottom Bars 6.0 6 2.640 2.592^-^2 Top Bars 6.0 6 2.640 0.0in«2 Lr W E 0 229.0 1 0 229.0 0 0 k 0 k-ft 0 k k 0 k-ft 0 k : 6-#6 6-»8 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Job* 101585 Dsgnr: Project Desc: ^\4^ Project Notes: j Combined Footing File; C:\Docunients and Setlings\shawn nilqoa\My Documents£NERCALC Data Files\ncccJ01585.ec6 • ENERCALC INC 1983-2011, Build:6.11.4.5, Ver6,11.4.5 | • Lie. #: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC ^^^H Description : Grade bm.line D Frame F-6 DESIGNSUMMARY Design N G. Ratio Item Applied Capacity Goveming Load Combination PASS 0.4923 Soil Bearing 0.9846 ksf 2.0 ksf •tO.60D-tO.70E+H FAIL 1.441 Overtuming 322.41 k-ft 464.64 k-ft 0.6D^K).7E PASS 12.446 Sliding 0.70 k 8.712 k 0.6D^K).7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1344 1-way Shear-Col *1 11.046 psi 82.158 psi +1.20D-*O.50L-*O.20S+E PASS 0.1344 1-way Shear-Col *2 11.046 psi 82.158 psi +1.20D+0.50L-^).20S+E PASS 0.005654 2-way Punching •Col#1 0.9290 psi 164.32 psi +1.40D PASS 0.01593 2-way Punching •Col*2 2.618 psi 164.32 psi +0.90D+E+1.60H PASS No Bending Flexure - Left of Col #1 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.001247 Flexure - Left of Col #1 - Bottom 0.3903 k-ft 313.07 k-ft +1.400 PASS 0.6272 Flexure - Between Cols - Top -196.35 k-ft 313.07 k-ft +1.20D+0.50L^K).20S+E PASS 0.6844 Flexure - Between Cols - Bottom 214.27 k-ft 313.07 k-ft +O.90D+E+1.60H PASS No Bending Flexure-Right of Col *2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.05299 Flexure - Right of Col *2 - Bottom 16.588 k-ft 313.07 k-ft +O.90D+E+1.60H Soil Bearing Eccentricity Actual Soil Bearing Sfress Actual / Allow Load Combination... Total Bearing from Ftg CL ^ ! Left Edge @ Right Edge Allowable Ratio +D 48,40 k 0.000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.189 +D+L+H 50.40 k 0.000 in 0.39 ksf 0.39 ksf 2.00 ksf 0.197 +D+O.750Lr+O.750L+H 49.90 k 0.000 in 0.39 ksf 0.39 ksf 2.00 ksf 0.195 +D+0.750L-^.750S+H 49.90 k 0.000 in 0.39 ksf 0.39 ksf 2.00 ksf 0.195 +O+0.70E+H 48.40 k 6.661 in 0.00 ksf 0.86 ksf 2.00 ksf 0.431 +D+0.750Lr+0.750L+0.750W+H 49.90 k 0.000 in 0,39 ksf 0.39 ksf 2.00 ksf 0.195 +O+0.750L^K).750S^K).750W+H 49.90 k 0.000 in 0.39 ksf 0.39 ksf 2.00 ksf 0.195 +D^tO.750Lr-K).750L^tO.5250E+H 49.90 k 4.846 in 0.04 ksf 0.74 ksf 2.00 ksf 0.371 +D+0.750L^K).750S+0.5250E+H 49.90 k 4.846 in 0.04 ksf 0.74 ksf 2.00 ksf 0.371 •K).60D+0.70E+H 29.04 k 11.102 in 0.00 ksf 0.98 ksf 2.00 ksf 0.492 Overtuming Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overtuming Resisting Ratio Overtuming Resisting Ratio D 0.00 0.00 999.000 0.00 0.00 999.000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0.6D+LtO.7E 0.00 0.00 999.000 322.41 496.64 1.540 0.6O+0.7E 0.00 0.00 999.000 322.41 464.64 1.441 Sliding Stabilfty Load Combination... Sliding Force Resisting Force Sliding SafetyRatio 0 0.00 k 14.52 k 999 D+L 0.00 k 15.12 k 999 0.6O+L+O.7E 0.70 k 9.31 k 3.30285714285- 0.6O^tO.7E 0.70 k 8.71 k 2.44571428571- Footing Flexure -Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu / PhiMn 0.6D+0.7E 0.000 0.000 0 0.000 0 0.000 0 000 0.000 +1.40D 0.000 0.107 Bottom 2.592 Min Percent 2.640 313 073 0.000 +1.400 0.002 0.213 Bottom 2.592 Min Percent 2.640 313 073 0.000 +1.40D 0.004 0.320 Bottom 2.592 Min Percent 2.640 313 073 0.000 +1.40D 0.008 0.427 Bottom 2.592 Min Percent 2.640 313 073 0.000 +1.40D 0.012 0.533 Bottom 2.592 Min Percent 2.640 313 073 0.000 +1.40D 0.018 0.640 Bottom 2.592 Min Percent 2.640 313 073 0.000 +1.400 0.024 0.747 Bottom 2.592 Min Percent 2.640 313 073 0.000 +1.40D 0.032 0.853 Bottom 2.592 Min Percent 2.640 313 073 0.000 +1.40D 0.040 0.960 Bottom 2.592 Min Percent 2.640 313 073 0.000 +1.40D 0.050 1.067 Bottom 2.592 Min Percent 2.640 313 073 0.000 +1,40D 0.060 1.173 Bottom 2.592 Min Percent 2.640 313 073 0.000 +1.40D 0.072 1.280 Bottom 2.592 Min Percent 2.640 313 073 0.000 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 ^1 ifi Combined Footing File; C:\DociiiTients and Settings\shawn nil(ioo\My Documents\ENERCALC Data FilesVicccJ 01585.ec6 j ENERCALC INC 1983-2011, Build:6.11.4.5, VCT;6.11.4.5 • Lie. # : KW-06006198 Licensee ; INLAND ENGINEERING CONSULTING INC Description : Grade bm.line D Frame F-6 Footing Flexure • Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi*Mn Mu / PhiMn +1.40D 0.084 1.387 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1.40D 0.098 1.493 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1.40D 0.112 1.600 Bottom 2.592 Min, Percent 2.640 313.073 0.000 +1.40D 0.127 1.707 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1,40D 0.144 1.813 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1.40D 0.161 1.920 Bottom 2.592 Min. Percent 2.640 313.073 0.001 +1,40D 0.180 2,027 Bottom 2.592 Min. Percent 2.640 313.073 0.001 +1.40D 0.199 2,133 Bottom 2.592 Min. Percent 2.640 313.073 0.001 +1.400 0.220 2,240 Bottom 2.592 Min. Percent 2.640 313.073 0.001 +1.40D 0.241 2,347 Bottom 2.592 Min. Percent 2.640 313.073 0.001 +1.40D 0,263 2,453 Bottom 2.592 Min, Percent 2.640 313.073 0.001 +1.40D 0,287 2,560 Bottom 2.592 Min, Percent 2.640 313.073 0.001 +1.40D 0,311 2,667 Bottom 2.592 Min, Percent 2.640 313.073 0.001 +1.40D 0,336 2.773 Bottom 2.592 Min, Percent 2.640 313.073 0.001 +1.400 0,363 2.880 Bottom 2.592 Min, Percent 2.640 313.073 0,001 +1.400 0,390 2.987 Bottom 2.592 Min, Percent 2.640 313.073 0,001 +1.40D 0,416 3.093 Bottom 2.592 Min, Percent 2.640 313.073 0,001 +1.40D 0.434 3.200 Bottom 2.592 Min. Percent 2.640 313.073 0,001 +1.40D 0.445 3.307 Bottom 2.592 Min. Percent 2.640 313.073 0,001 +1.40D 0.450 3.413 Bottom 2.592 Min. Percent 2.640 313.073 0,001 +1.40D 0.447 3.520 Bottom 2.592 Min. Percent 2.640 313.073 0,001 +1.400 0.438 3.627 Bottom 2.592 Min. Percent 2.640 313.073 0,001 +1.40D 0.422 3.733 Bottom 2.592 Min. Percent 2.640 313.073 0,001 +1.40D 0.398 3.840 Bottom 2.592 Min. Percent 2.640 313.073 0,001 +1.40D 0.368 3.947 Bottom 2.592 Min. Percent 2.640 313.073 0,001 +1.40D 0.330 4.053 Bottom 2.592 Min. Percent 2.640 313.073 0,001 +1.40D 0.286 4.160 Bottom 2.592 Min. Percent 2.640 313.073 0,001 +1.40D 0.235 4.267 Bottom 2.592 Min. Percent 2.640 313.073 0,001 +1.40D 0.177 4.373 Bottom 2.592 Min. Percent 2.640 313.073 0.001 +1.40D 0.111 4.480 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1.40D 0.039 4.587 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1.400 -0.040 4.693 TOD 2.592 Min. Percent 2.640 313.073 0.000 +1.40D -0.126 4.800 TOD 2.592 Min. Percent 2.640 313.073 0.000 +1.40D -0.219 4.907 TOD 2.592 Min. Percent 2.640 313.073 0.001 +0.90D+E+1.60H 214.272 5.013 Bottom 2.592 Min. Percent 2.640 313.073 0.684 •K).90D+E+1.60H 213.470 5.120 Bottom 2.592 Min. Percent 2.640 313.073 0.682 40.90D+E+1.60H 212.654 5.227 Bottom 2.592 Min. Percent 2.640 313.073 0.679 +0.90D+E+1.60H 211.823 5.333 Bottom 2.592 Min. Percent 2.640 313.073 0.677 +O.90D+E+1.60H 210.977 5.440 Bottom 2.592 Min. Percent 2.640 313.073 0.674 +O.90D+E+1.60H 210.117 5.547 Bottom 2.592 Min. Percent 2.640 313.073 0.671 +0.90D+E+1.60H 209.241 5.653 Bottom 2.592 Min. Percent 2.640 313.073 0.668 +0.90D+E+1.60H 208.351 5.760 Bottom 2.592 Min. Percent 2.640 313.073 0.666 +0.90D+E+1.60H 207.446 5.867 Bottom 2.592 Min. Percent 2.640 313.073 0.663 •K).90D+E+1.60H 206.526 5.973 Bottom 2.592 Min. Percent 2.640 313.073 0.660 •K).90D+E+1.60H 205.591 6.080 Bottom 2.592 Min. Percent 2.640 313.073 0.657 •H).90D+E+1.60H 204.641 6.187 Bottom 2.592 Min. Percent 2.640 313.073 0.654 +O.90D+E+1.60H 203.676 6.293 Bottom 2.592 Min. Percent 2.640 313.073 0.651 +O.90D^€+1.60H 202.697 6.400 Bottom 2.592 Min. Percent 2.640 313.073 0.647 +0.90D+E+1.60H 201.702 6.507 Bottom 2.592 Min. Percent 2.640 313.073 0.644 •*O.90D+E+1.60H 200.693 6.613 Bottom 2.592 Min. Percent 2.640 313.073 0.641 +O.90D+E+1.60H 199.669 6.720 Bottom 2.592 Min. Percent 2.640 313.073 0.638 +0.90D+E+1.60H 198.630 6.827 Bottom 2.592 Min. Percent 2.640 313.073 0.634 •*O.90D+E+1.60H 197.577 6.933 Bottom 2.592 Min. Percent 2.640 313.073 0.631 -tO.90D+E+1.60H 196.508 7.040 Bottom 2.592 Min. Percent 2.640 313.073 0.628 +0.90D+E+1.60H 195.425 7.147 Bottom 2.592 Min. Percent 2.640 313.073 0.624 +O.90D+E+1.60H 194.327 7.253 Bottom 2.592 Min. Percent 2.640 313.073 0.621 •H3.90D+E+1.60H 193.214 7.360 Bottom 2.592 Min. Percent 2.640 313.073 0.617 •*0.90D+E+1,60H 192.086 7.467 Bottom 2.592 Min. Percent 2.640 313.073 0.614 +0,90D+E+1,60H 190.943 7.573 Bottom 2.592 Min. Percent 2.640 313.073 0,610 +O,90D+E+1.60H 189.785 7.680 Bottom 2.592 Min. Percent 2.640 313.073 0.606 •tO,90D+E+1,60H 188.613 7.787 Bottom 2.592 Min. Percent 2.640 313.073 0.602 +0.90D+E+1.60H 187.425 7.893 Bottom 2.592 Min. Percent 2.640 313.073 0.599 +O.90D+E+1.60H 186.223 8.000 Bottom 2.592 Min. Percent 2.640 313.073 0.595 •HD.90D+E+1.60H 185.006 8.107 Bottom 2.592 Min. Percent 2.640 313.073 0.591 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Job* 101585 Dsgnr: Project Desc: 4 ( y Project Notes: Combined Footing File: C\Documents and Settinostehawn nikj<»\My Documents\ENERCALC Data Files\ncccJ01585.ec6 | ENERCALC INC 1983-2011, Bulld:6.11.4.S, Ver.6.11.4.5 | • Lie. #: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC ^^^H Description : Grade bm.line D Frame F-6 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu/PhiMn +O.90D+E+1.60H 183.774 8,213 Bottom 2.592 Min. Percent 2.640 313.073 0.587 •tO.90D+E+1.60H 182.528 8,320 Bottom 2.592 Min. Percent 2.640 313,073 0.583 -K).90D+E+1.60H 181.266 8,427 Bottom 2.592 Min. Percent 2.640 313.073 0.579 +O.90D+E+1.60H 179.990 8,533 Bottom 2.592 Min. Percent 2.640 313.073 0.575 +O.90D+E+1.60H 178.698 8,640 Bottom 2.592 Min. Percent 2.640 313.073 0.571 +0.90D+E+1.60H 177.392 8,747 Bottom 2.592 Min. Percent 2.640 313.073 0.567 •tO.90D+E+1.60H 176.071 8.853 Bottom 2.592 Min, Percent 2.640 313.073 0,562 +0.90D+E+1.60H 174.735 8,960 Bottom 2.592 Min, Percent 2.640 313.073 0,558 -K).90D+E+1.60H 173385 9.067 Bottom 2.592 Min, Percent 2.640 313.073 0,554 +0.90D+E+1.60H 172.019 9.173 Bottom 2.592 Min, Percent 2.640 313.073 0,549 +O.90D+E+1.60H 170.639 9.280 Bottom 2.592 Min. Percent 2.640 313.073 0,545 •»O.90D+E+1.60H 169.244 9.387 Bottom 2.592 Min, Percent 2.640 313.073 0,541 +0.90D+E+1.60H 167.834 9.493 Bottom 2.592 Min, Percent 2.640 313,073 0,536 +O.90D+E+1.60H 166.409 9.600 Bottom 2.592 Min, Percent 2.640 313,073 0,532 •*O.90O+E+1.60H 164.969 9.707 Bottom 2,592 Min, Percent 2.640 313,073 0,527 +0.90D+E+1.60H 163.514 9.813 Bottom 2,592 Min, Percent 2.640 313,073 0,522 +0.90D+E+1.60H 162.045 9,920 Bottom 2,592 Min, Percent 2.640 313,073 0,518 +O.90D+E+1.60H 160.561 10,027 Bottom 2,592 Min, Percent 2.640 313,073 0,513 +O.90D+E+1.60H 159.062 10,133 Bottom 2,592 Min, Percent 2.640 313,073 0,508 •»0.90D+E+1.60H 157.548 10,240 Bottom 2,592 Min, Percent 2.640 313,073 0,503 -K).90D+E+1.60H 156.019 10,347 Bottom 2,592 Min, Percent 2.640 313,073 0,498 •t<).90O+E+1.60H 154.475 10,453 Bottom 2,592 Min, Percent 2.640 313,073 0,493 +0.90D+E+1.60H 152.916 10,560 Bottom 2,592 Min, Percent 2.640 313,073 0,488 +0.90D+E+1.60H 151.343 10,667 Bottom 2,592 Min, Percent 2.640 313,073 0,483 +0.90D+E+1.60H 149.755 10,773 Bottom 2,592 Min, Percent 2.640 313,073 0.478 +0.90D+E+1.60H 148,152 10,880 Bottom 2,592 Min, Percent 2.640 313,073 0.473 +0.90D+E+1.60H 146,534 10,987 Bottom 2,592 Min, Percent 2.640 313,073 0.468 +0.90D+E+1.60H 144,901 11.093 Bottom 2,592 Min, Percent 2.640 313,073 0.463 -K).90D+E+1.60H 143,254 11.200 Boftom 2,592 Min. Percent 2.640 313,073 0.458 +O.90D+E+1.60H 141,591 11.307 Bottom 2,592 Min. Percent 2.640 313,073 0.452 -K).90D+E+1.60H 139,914 11.413 Bottom 2,592 Min. Percent 2.640 313,073 0.447 +O.9OD+E+1.60H 138.222 11.520 Bottom 2,592 Min. Percent 2.640 313,073 0.441 +O.90D+E+1.60H 136.515 11.627 Bottom 2,592 Min. Percent 2.640 313,073 0.436 -K).90D+E+1.60H 134.793 11.733 Bottom 2,592 Min. Percent 2.640 313.073 0.431 +0.90D+E+1.60H 133.056 11.840 Bottom 2,592 Min. Percent 2.640 313.073 0.425 +0.90D+E+1.60H 131,304 11.947 Bottom 2,592 Min. Percent 2.640 313.073 0.419 +O.90D+E+1.60H 129,538 12.053 Bottom 2,592 Min. Percent 2.640 313.073 0.414 -K).90D+E+1.60H 127,757 12.160 Bottom 2,592 Min. Percent 2.640 313.073 0.408 +0.90D+E+1.60H 125,961 12.267 Bottom 2,592 Min. Percent 2.640 313.073 0.402 +0.90D+E+1.60H 124,150 12.373 Bottom 2,592 Min. Percent 2.640 313.073 0.397 +0.90D+E+1.60H 122,324 12.480 Bottom 2,592 Min. Percent 2.640 313.073 0.391 +0.90D+E+1.60H 120.483 12.587 Bottom 2,592 Min. Percent 2.640 313.073 0.385 +O.90D+E+1.60H 118.628 12.693 Bottom 2,592 Min. Percent 2.640 313.073 0.379 -K).90D+E+1.60H 116.757 12.800 Bottom 2.592 Min. Percent 2.640 313.073 0.373 +0.90D+E+1.60H 114.872 12.907 Bottom 2.592 Min. Percent 2.640 313.073 0.367 +O.90D+E+1.60H 112.972 13.013 Bottom 2.592 Min. Percent 2.640 313.073 0.361 +0.90D+E+1.60H 111.057 13.120 Bottom 2.592 Min. Percent 2.640 313.073 0.355 +0.90D+E+1.60H 109.128 13.227 Bottom 2.592 Min. Percent 2.640 313.073 0.349 -tO.90D+E+1.60H 107.183 13.333 Bottom 2.592 Min. Percent 2.640 313.073 0.342 +0.90D+E+1.60H 105.224 13.440 Bottom 2.592 Min. Percent 2.640 313.073 0.336 +0.90D+E+1.60H 103.249 13.547 Bottom 2.592 Min. Percent 2.640 313.073 0.330 -K).90D+£+1.60H 101.260 13.653 Bottom 2.592 Min. Percent 2.640 313.073 0.323 +O.90O+E+1.60H 99.256 13.760 Bottom 2.592 Min. Percent 2.640 313.073 0.317 +0,90O+E+1,60H 97.237 13.867 Bottom 2.592 Min. Percent 2.640 313.073 0.311 •*{),90D+E+1,60H 95.204 13.973 Bottom 2.592 Min. Percent 2.640 313.073 0.304 +0.90D+E+1,60H 93.155 14.080 Bottom 2.592 Min. Percent 2.640 313.073 0.298 •K),90D+E+1,60H 91.092 14.187 Bottom 2.592 Min. Percent 2.640 313.073 0.291 +O.90D+E+1.60H 89.014 14.293 Bottom 2.592 Min. Percent 2.640 313.073 0,284 -K).90D+£+1.60H 86.921 14.400 Bottom 2.592 Min. Percent 2.640 313,073 0.278 +O.90D+E+1.60H 84.813 14.507 Bottom 2.592 Min. Percent 2.640 313.073 0.271 •t{).90D+E+1.60H 82,690 14.613 Bottom 2.592 Min. Percent 2.640 313.073 0.264 +0.90D+E+1.60H 80,552 14.720 Bottom 2.592 Min. Percent 2.640 313.073 0.257 -K).90O+E+1.60H 78,400 14.827 Bottom 2.592 Min. Percent 2.640 313.073 0.250 -K).90D+E+1.60H 76,233 14.933 Bottom 2.592 Min. Percent 2.640 313.073 0.243 1NU\ND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA, 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 Description : Grade bm.line D Frame F-6 File; C:\Documents and Settingstehawn nilqoo\My Documents\ENERCALC Data Rles\ncccJ01585.ec6 | ENERCALC INC. 1983-2011,8uildS.11.4.5, Ver.6,11,4,5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi*Mn Mu/PhiMn +0.90D+E+1.60H 74.050 15.040 Bottom 2.592 Min. Percent 2.640 313.073 0.237 +0.90D+E+1.60H 71.853 15.147 Bottom 2.592 Min. Percent 2.640 313.073 0.230 +O.90D+E+1.60H 69.642 15.253 Bottom 2.592 Min. Percent 2,640 313.073 0.222 •tO.90D+£+1.60H 67.415 15.360 Bottom 2.592 Min. Percent 2.640 313.073 0.215 +0.90D+E+1.60H 65,173 15.467 Bottom 2.592 Min. Percent 2.640 313.073 0.208 +0.90D+E+1.60H 62,917 15.573 Bottom 2.592 Min. Percent 2.640 313.073 0.201 •K).90D+E+1.60H 60,646 15.680 Bottom 2.592 Min. Percent 2.640 313.073 0.194 -K).90D+E+1.60H 58,360 15.787 Bottom 2.592 Min. Percent 2.640 313.073 0.186 +O.90D+E+1.60H 56.059 15.893 Bottom 2.592 Min. Percent 2.640 313,073 0.179 +O.90D+E+1.60H 53.744 16.000 Bottom 2.592 Min. Percent 2.640 313,073 0.172 -tO.90D+E+1.60H 51.416 16.107 Bottom 2.592 Min. Percent 2.640 313.073 0.164 •tO.90D+£+1.60H 49.073 16.213 Bottom 2.592 Min. Percent 2.640 313.073 0.157 •^.90D+£+1.60H 46.718 16.320 Bottom 2,592 Min. Percent 2.640 313.073 0.149 +O.90O+E+1.60H 44.351 16.427 Bottom 2.592 Min. Percent 2.640 313,073 0.142 +0.90D+E+1.60H 41,971 16.533 Bottom 2.592 Min. Percent 2.640 313,073 0.134 -K).90D+E+1.60H 39,579 16.640 Bottom 2.592 Min. Percent 2.640 313,073 0.126 +0.90D+E+1.60H 37,176 16.747 Bottom 2.592 Min. Percent 2.640 313,073 0.119 •fO.90D+E+1.60H 34,762 16.853 Bottom 2.592 Min. Percent 2,640 313,073 0,111 +0.90D+E+1.60H 32,337 16.960 Bottom 2.592 Min. Percent 2.640 313,073 0,103 +O.90D+E+1.60H 29,902 17.067 Bottom 2.592 Min. Percent 2.640 313,073 0,096 +0.90D+E+1.60H 27,458 17.173 Bottom 2.592 Min. Percent 2.640 313,073 0,088 +O.90O+E+1.60H 25,003 17.280 Bottom 2.592 Min. Percent 2.640 313,073 0,080 •^.90D+E+1.60H 22,540 17.387 Bottom 2.592 Min. Percent 2.640 313.073 0,072 +1.20D+0.50L-tO.20S+E -24,040 17.493 TOD 2.592 Min. Percent 2.640 313,073 0,077 +1.20D-*{).50L^K).20S+E -26,404 17.600 TOD 2.592 Min. Percent 2.640 313,073 0,084 +1.20D+O.50L^tO.20S+E -28,766 17.707 TOD 2.592 Min. Percent 2.640 313,073 0,092 +1.20O-K).50L-tO.20S+£ -31,124 17.813 TOD 2.592 Min. Percent 2.640 313,073 0,099 +1.20D+0,50L+0,20S+E -33,479 17.920 TOD 2.592 Min. Percent 2.640 313,073 0,107 +1,20D+O,50L+O,20S+E -35,830 18.027 TOD 2.592 Min. Percent 2.640 313.073 0,114 +1,20D+O,50L+O,20S+E -38,178 18.133 TOD 2.592 Min. Percent 2.640 313.073 0,122 +1,20D+O,50L+O,20S+£ 40,522 18.240 TOD 2.592 Min. Percent 2.640 313.073 0,129 +1,20D-tO,50L-K),20S+E 42,861 18.347 TOD 2.592 Min. Percent 2.640 313.073 0,137 +1,20D+0,50L+0,20S+E 45,196 18.453 TOD 2.592 Min. Percent 2.640 313.073 0,144 +1,20D+0,50L-K),20S+E 47,526 18.560 TOD 2.592 Min. Percent 2.640 313.073 0,152 +1,20D+O,50L+O,20S+E 49,851 18.667 TOD 2.592 Min. Percent 2.640 313.073 0,159 +1,20D+O,50L+0,20S+E -52,171 18.773 TOD 2.592 Min. Percent 2.640 313.073 0,167 +1,20D^O,50L-K),20S+E -54,485 18.880 TOD 2.592 Min. Percent 2.640 313.073 0,174 +1,20D+{),50L+0,20S+E -56,793 18.987 TOD 2.592 Min. Percent 2.640 313,073 0,181 +1,20D+O,50L+0,20S+£ -59,096 19.093 TOD 2.592 Min. Percent 2.640 313,073 0,189 +1,20D+O,50L+O,20S+E -61,393 19.200 TOD 2.592 Min. Percent 2.640 313.073 0,196 +1,20D+O,50L+O.20S+£ -63,683 19.307 TOD 2.592 Min. Percent 2.640 313.073 0,203 +1,20D+O,50L+O,20S+E -65,966 19.413 TOO 2.592 Min. Percent 2.640 313.073 0,211 +1.20D+O.50L+O.20S+E -68,243 19.520 TOD 2.592 Min. Percent 2.640 313.073 0,218 +1.20D+O.50L+O.20S+E -70,512 19.627 TOD 2.592 Min. Percent 2.640 313.073 0,225 +1.20D-K).50L+0.20S+£ -72,774 19.733 TOD 2.592 Min. Percent 2.640 313.073 0.232 +1.20D-K).50L+O.20S+€ -75,028 19.840 TOD 2.592 Min. Percent 2.640 313.073 0.240 +1.20D-tO.50L-tO.20S+E -77,275 19.947 TOD 2.592 Min. Percent 2.640 313.073 0.247 +1.20D-tO.50L+O.20S+E -79,513 20.053 TOD 2.592 Min. Percent 2.640 313.073 0.254 +1.20D+O.50L+O.20S+E -81,744 20.160 TOD 2.592 Min. Percent 2.640 313.073 0.261 +1.20D+O.50L+O.20S+E -83.965 20.267 TOD 2.592 Min. Percent 2.640 313.073 0.268 +1.20D+O.50L+O.20S+E -86.178 20.373 TOD 2.592 Min. Percent 2.640 313.073 0.275 +1.20D+O.50L+O.20S+E -88.382 20.480 TOD 2.592 Min. Percent 2.640 313.073 0.282 +1.20D-K).50L-K).20S+E -90.577 20.587 TOD 2.592 Min. Percent 2.640 313.073 0.289 +1.20D+0.50L-K).20S+E -92.762 20.693 TOD 2.592 Min. Percent 2.640 313.073 0.296 +1.20D+O.50L-tO.20S+E -94.937 20.800 TOD 2.592 Min. Percent 2.640 313.073 0.303 +1.20O+O.50L-tO.20S+E -97.102 20.907 TOD 2.592 Min. Percent 2.640 313.073 0.310 +1.20D+0.50L+0.20S+E -99,258 21.013 TOD 2.592 Min. Percent 2.640 313.073 0.317 +1.20D+0.50L+0.20S+E -101.402 21.120 TOD 2.592 Min. Percent 2.640 313.073 0,324 +1.20D+O.50L+O.20S+E -103.536 21.227 TOD 2.592 Min. Percent 2.640 313.073 0,331 +1.20D+O.50L+O.20S+E -105.659 21.333 TOD 2.592 Min. Percent 2.640 313.073 0,337 +1.20D+O.50L-tO.20S+E -107.771 21.440 TOD 2.592 Min. Percent 2.640 313.073 0,344 +1,20D+O,50L+O,20S+E -109.872 21.547 TOD 2.592 Min. Percent 2.640 313.073 0,351 +1,20D+0,50L-K),20S+E -111.961 21.653 TOD 2.592 Min. Percent 2.640 313.073 0.358 +1,20D+€,50L+O.20S+E -114.038 21.760 TOD 2.592 Min. Percent 2.640 313.073 0.364 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Job* 101585 Dsgnr: jui Project Desc: / Project Notes: Combined Footing File; CADocuments and Settings\shawn nikjoo\My Documents\ENERCALC Data FilesVicccJOl 585.ec6 k ENERCALC INC 1983-2011, BulldA11.4.S, Ver6.11.4.5 | |Lic.# : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line D Frame F-6 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu ftom left Side As Req'd by Actual As Phi*Mn Mu / PhiMn +1.20D+0.50L+0.20S+E -116.103 21.867 ToD 2.592 Min, Percent 2.640 313,073 0.371 +1.20D+0.50L-K).20S+E -118.156 21.973 TOD 2.592 Min. Percent 2.640 313.073 0.377 +1.20D+O.50L+O.20S+E -120.196 22.080 Too 2.592 Min, Percent 2,640 313.073 0.384 +1.20D+0.50L+0.20S+E -122.223 22.187 TOD 2.592 Min, Percent 2,640 313.073 0.390 +1.20D+0.50L+0.20S+E -124.237 22.293 Too 2.592 Min. Percent 2,640 313.073 0.397 +1.20D+O.50L-K).20S+E -126.238 22,400 TOD 2.592 Min, Percent 2,640 313.073 0.403 +1.20D+O.50L-K).20S+E -128.226 22,507 TOD 2.592 Min, Percent 2,640 313.073 0.410 +1.20D+0.50L+0.20S+E -130.199 22,613 TOD 2.592 Min, Percent 2,640 313.073 0416 +1.20D-H).50L+0.20S+E -132.159 22,720 TOD 2.592 Min, Percent 2,640 313.073 0.422 +1.20D+0.50L+0.20S+E -134.105 22,827 TOD 2.592 Min. Percent 2,640 313.073 0.428 +1.20D+O.50L+O.20S+E -136,036 22,933 TOD 2.592 Min. Percent 2,640 313.073 0.435 +1.20D+0.50L+0.20S+E -137,952 23,040 TOD 2.592 Min. Percent 2,640 313.073 0.441 +1.20D-K).50L-K).20S+E -139,853 23,147 TOD 2.592 Min. Percent 2,640 313.073 0.447 +1.20D+0,50L+0,20S+E -141,739 23,253 TOD 2.592 Min. Percent 2,640 313.073 0.453 +1,20O+0,50L+0,20S+E -143,610 23,360 TOD 2.592 Min. Percent 2,640 313.073 0.459 +1,20D+O,50L+O,20S+E -145,465 23,467 TOD 2.592 Min. Percent 2,640 313.073 0.465 +1,20D+O,50L-tO,20S+E -147,304 23,573 TOD 2.592 Min. Percent 2,640 313.073 0.471 +1,20D-tO,50L+O,20S+E -149,127 23,680 TOD 2.592 Min. Percent 2,640 313.073 0.476 +1,20D+0.50L+0,20S+E -150,934 23,787 TOD 2.592 Min. Percent 2,640 313.073 0.482 +1,20D+O,50L+O,20S+E -152,724 23,893 TOD 2.592 Min. Percent 2.640 313,073 0.488 +1.20D+O.50L+O.20S+E -154,498 24,000 TOD 2.592 Min. Percent 2.640 313073 0.493 +1.20D+0.50L+0.20S+E -156,254 24,107 TOD 2.592 Min. Percent 2.640 313,073 0.499 +1.20D+0.50L-tO.20S+E -157,993 24,213 TOD 2.592 Min. Percent 2.640 313,073 0.505 +1,20D+0,50L+O,20S+E -159,714 24,320 TOD 2.592 Min. Percent 2.640 313073 0.510 +1.20D+€.50L-K).20S+£ -161,418 24.427 TOD 2,592 Min. Percent 2.640 313,073 0.516 +1.20D-K).50L+O.20S+E -163,103 24.533 TOD 2,592 Min. Percent 2.640 313,073 0,521 +1.20D-tO.50L-K].20S+E -164,771 24.640 TOD 2,592 Min. Percent 2.640 313,073 0,526 +1.20D-K).50L-H).20S+E -166,419 24.747 TOD 2,592 Min. Percent 2,640 313,073 0,532 +1.20D+0.50L-K).20S+E -168,050 24,853 TOD 2,592 Min. Percent 2,640 313,073 0,537 +1.20D+O.50L+O.20S+E -169,661 24,960 TOD 2,592 Min. Percent 2,640 313,073 0.542 +1.20D+O.5OL-+O.20S+E -171,253 25,067 TOD 2,592 Min. Percent 2,640 313,073 0.547 +1.20D+0.50L+0.20S+E -172.825 25,173 TOD 2,592 Min. Percent 2,640 313.073 0.552 +1.20D+O.50L+O.20S+E -174.378 25,280 TOD 2,592 Min. Percent 2,640 313,073 0.557 +1.20D+O.50L+O.20S+E -175.911 25,387 TOD 2,592 Min. Percent 2,640 313,073 0.562 +1.20D-tO.50L+O.20S+£ -177.424 25,493 TOD 2,592 Min. Percent 2.640 313,073 0.567 +1.20D-K).50L+O.20S+E -178.916 25,600 TOD 2,592 Min. Percent 2.640 313,073 0.571 +1.20D+0.50L-^.20S+£ -180.388 25,707 TOD 2.592 Min. Percent 2.640 313,073 0.576 +1.20D+O.50L+O.20S+E -181.839 25,813 TOD 2.592 Min. Percent 2.640 313,073 0.581 +1.20D+O.50L+0.20S+E -183.268 25.920 TOD 2.592 Min. Percent 2.640 313,073 0.585 +1.20D+O.50L-tO.20S+E -184.677 26.027 TOD 2.592 Min. Percent 2.640 313,073 0.590 +1.20D-»O.50L-tO.20S+E -186.064 26.133 Too 2.592 Min. Percent 2.640 313,073 0.594 +1.20D+O.50L+O.20S+E -187.429 26.240 TOD 2.592 Min. Percent 2.640 313,073 0.599 +1.20D+0.50L-K).20S+E -188.772 26.347 TOD 2.592 Min. Percent 2.640 313,073 0.603 +1.20D-K).50L-tO.20S+£ -190.093 26.453 TOD 2.592 Min. Percent 2.640 313,073 0.607 +1.20D+O.50L-tO.20S+£ -191.391 26.560 TOD 2.592 Min. Percent 2.640 313,073 0.611 +1.20D+0.50L+0.20S+E -192.666 26.667 TOD 2.592 Min. Percent 2.640 313,073 0.615 +1.20O+O.50L-tO.20S+E -193.919 26.773 TOD 2.592 Min. Percent 2.640 313,073 0.619 +1.20O+O.50L+0.20S+E -195.148 26.880 TOD 2.592 Min. Percent 2.640 313,073 0.623 +1.20D-K).50L+0.20S+E -196,354 26.987 TOD 2.592 Min. Percent 2.640 313,073 0.627 +1.20O+O.50L+0.20S+E -197,540 27.093 TOD 2.592 Min. Percent 2.640 313.073 0.631 +1.20D+0.50L+0.20S+E -198,711 27.200 TOD 2.592 Min. Percent 2.640 313.073 0.635 +1.20D+O.50L-K).20S+E -199,868 27.307 TOD 2.592 Min. Percent 2.640 313.073 0.638 +1.20D+O.5OL-tO.20S+E -201,011 27413 TOD 2.592 Min. Percent 2.640 313.073 0.642 +1.20D-K).50L+0.20S+E -202,138 27.520 TOD 2.592 Min. Percent 2.640 313.073 0.646 +1.20D+O.50L+O.20S+E -203,250 27.627 TOD 2.592 Min. Percent 2.640 313.073 0.649 +1.20D-K).50L-K).20S+E -204,346 27.733 TOD 2.592 Min. Percent 2,640 313.073 0.653 +1.20D+0.50L-K).20S+E -205,427 27.840 TOD 2.592 Min. Percent 2,640 313.073 0.656 +1.20D-K).50L-tO.20S+£ -206,492 27.947 TOD 2.592 Min. Percent 2,640 313.073 0.660 •»O.90D+E+1.60H 27,945 28.053 Bottom 2.592 Min. Percent 2,640 313.073 0.089 -*O.90D+£+1.60H 26,573 28.160 Bottom 2.592 Min. Percent 2,640 313.073 0.085 +0.90D+e+1.60H 25.228 28.267 Bottom 2.592 Min. Percent 2,640 313.073 0.081 +0.90D+E+1.60H 23.910 28.373 Bottom 2.592 Min. Percent 2,640 313.073 0.076 +0.90D+E+1.60H 22.619 28.480 Bottom 2.592 Min. Percent 2,640 313.073 0.072 +0.90D+E+1.60H 21.356 28.587 Bottom 2.592 Min. Percent 2,640 313.073 0.068 INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 42^ File; C:\Docunients and Settingstehawn nilqoo*ty Docunients\ENERCALC Rles\nccc_101585.ec6 | ENERCALC INC. 1983-2011, Build:6.11.4.5, Ver6.11.4.5 | Licensee ; INLAND ENGINEERING CONSULTING INC Combined Footing Ue. # : KW-06006198 Description : Grade bm.line D Frame F-6 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn +0.90D+E+1.60H 20.120 28.693 Bottom 2.592 Min. Percent 2.640 313.073 0.064 -K).90D+E+1.60H 18.914 28.800 Bottom 2.592 Min. Percent 2.640 313.073 0.060 +O.90D+E+1.60H 17.736 28.907 Bottom 2.592 Min. Percent 2.640 313.073 0.057 +O.90D+E+1.60H 16.588 29.013 Bottom 2.592 Min. Percent 2.640 313.073 0.053 +0.90D+E+1.60H 15.473 29,120 Bottom 2.592 Min. Percent 2.640 313.073 0.049 +O.90D+E+1.60H 14.393 29,227 Bottom 2.592 Min. Percent 2.640 313.073 0.046 +0.90D+E+1.60H 13.349 29,333 Bottom 2.592 Min. Percent 2.640 313.073 0.043 +0.90D+E+1.60H 12,340 29,440 Bottom 2.592 Min. Percent 2.640 313.073 0.039 +O.90D+E+1.60H 11,369 29,547 Bottom 2.592 Min. Percent 2.640 313.073 0.036 -tO.90D+£+1.60H 10,434 29,653 Bottom 2.592 Min. Percent 2,640 313.073 0.033 -K).90D+£+1.60H 9.536 29,760 Bottom 2.592 Min. Percent 2.640 313.073 0.030 +O.90D+E+1.60H 8.676 29,867 Bottom 2.592 Min. Percent 2,640 313.073 0.028 -K).90D+E+1.60H 7.854 29,973 Bottom 2.592 Min. Percent 2,640 313.073 0.025 -tO.90D+E+1.60H 7.071 30,080 Bottom 2.592 Min. Percent 2,640 313.073 0.023 •*O.9OD+E+1.60H 6.326 30,187 Bottom 2.592 Min. Percent 2.640 313.073 0.020 +0.90D+E+1.60H 5.621 30,293 Bottom 2.592 Min. Percent 2.640 313.073 0.018 +O.90D+E+1.60H 4.955 30,400 Bottom 2.592 Min. Percent 2.640 313.073 0.016 +O.90D+E+1.60H 4.330 30,507 Bottom 2.592 Min. Percent 2.640 313.073 0.014 +O.90D+E+1.60H 3.744 30.613 Bottom 2.592 Min. Percent 2.640 313.073 0.012 -tO.90D+E+1.60H 3.200 30.720 Bottom 2.592 Min. Percent 2.640 313.073 0.010 +O.90D+E+1.60H 2.697 30.827 Bottom 2.592 Min. Percent 2.640 313.073 0.009 +O.90D+E+1.60H 2.236 30.933 Bottom 2.592 Min. Percent 2.640 313.073 0.007 -K}.90D+E+1.60H 1.816 31.040 Bottom 2.592 Min. Percent 2.640 313.073 0.006 +O.90D+E+1.60H 1.439 31.147 Bottom 2.592 Min. Percent 2.640 313.073 0.005 •tO.90D+E+1.60H 1.105 31.253 Bottom 2.592 Min. Percent 2.640 313.073 0.004 +O.90D+E+1.60H 0.814 31.360 Bottom 2.592 Min. Percent 2.640 313.073 0.003 -tO.90D+E+1.60H 0.567 31.467 Bottom 2.592 Min, Percent 2.640 313.073 0.002 -H3.90D+E+1.60H 0.364 31.573 Bottom 2.592 Min, Percent 2.640 313.073 0.001 -K).90O+E+1.60H 0.205 31.680 Bottom 2.592 Min, Percent 2.640 313.073 0.001 +0.90D+E+1.60H 0.092 31.787 Bottom 2.592 Min, Percent 2.640 313.073 0.000 +O.90D+E+1.60H 0.023 31.893 Bottom 2.592 Min. Percent 2.640 313.073 0.000 +1.20D+0.50L+0.20S+E 0.000 32.000 Bottom 2.592 Min. Percent 2.640 313.073 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu @ Col #1 vu @ Col #2 PhiVn vu @ Col #1 vu @Col#2 +1.40D 82.16 psi 0.59 psi 0.59 psi 164.32 psi 0.93 psi 0.93 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 1.18 psi 1.18 psi 164.32 psi 0.58psi 0.58 psi +1.200+1.60L-tO.50S+1.60H 82.16 psi 1.18 psi 1.18 psi 164.32 psi 0.58 psi 0.58 psi +1.20D+1.60Lr+O.50L 82.16 psi 0.71 psi 0.71 psi 164.32 psi 0.73 psi 0.73 psi +1.20D-tO.50L+1.60S 82.16 psi 0.71 psi 0.71 psi 164.32 psi 0.73 psi 0.73 psi +1.20D+O.50Lr-tO.50L+1.60W 82.16 psi 0.71 psi 0.71 psi 164.32 psi 0.73 psi 0.73 psi +1.20D-K).50L+0.50S+1.60W 82.16 psi 0.71 psi 0.71 psi 164.32 psi 0.73 psi 0.73 psi +1.20D+O.50L-K3.20S+E 82.16 psi 11.05 psi 11.05 psi 164.32 psi 0.67 psi 2.37 psi -K).90D+E+1.60H 82.16 psi 7.99 psi 7.99 psi 164.32 psi 0.43 psi 2.62 psi INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 fll Combineci Footing Description: Grade bm.line E Frame F-13 General Information File; C:\Documaits and Settir^tehamn nilqoo*«y Docuraents\ENERCALC Date Files\nccc_101585.ec6 | ENERCALC INC 1983-ail, Build:6.11.4.5,yen6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Calculations per ACI 3184)8, IBC 2009, CBC 2010, ASCE 7-05 Material Properties Analysis/Design Settings f c: Concrete 28 day strength 3 ksi Calculate footing weight as dead load ? Yes fy: Rebar Yield 60 ksi Calculate Pedestal weight as dead load ? No Ec: Concrete Elastic Modulus 3122 ksi Min Steel % Bending Reinf (based on'd') 0.0014 Concrete Density 145 pcf Min Allow % Temp Reinf (based on thick) 0.0018 ([) : Phi Values Flexure: Shear: 0.9 Min. Overtuming Safety Factor 1.5:1 ([) : Phi Values Flexure: Shear: 0.75 Min. Sliding Safety Factor 1.5:1 Soil Information Allowable Soil Bearing 2 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf (Uses entn/ for "Footing base depth below soil suiface" for force) Coefficient of Soil/Concrete Friction 0.3 Soil Bearing Increase Footing base depth below soil surtace Increases based on footing Depth Allowable pressure increase per foot when base of footing is below Increases based on footing Width... Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Oft Oksf Oft Oksf Oft 10 ksf 2.0 ksf Dimensions & Reinforcing Distance Left of Column #1 = Between Columns = Distance Right of Column #2 = Total Footing Length = Footing Width Footing Thickness = 3.0 ft Pedestal dimensions.. 18.0 ft 3.0 ft 24.0 ft 3.0 ft 27.0 in Rebar Center to Concrete Edge® Top = Rebar Center to Concrete Edge ©Bottom = Applied Loads Applied @ Left Column Axial Load Downward Moment (-fCCW) Shear (+X) Applied @ Right Column Axial Load Downward = Moment (+CCW) Shear (+X) Overburden = Sq. Dim. Height Col*1 24 1 Col*2 24 in Iin 3 in 3 in Bars left of Col #1 Count Size* As Actual As Req'd Bottom Bars 4.0 6 1.760 1.750 in'^2 Top Bars 4.0 6 1.760 1.750in'^2 Bars Btwn Cols Bottom Bars 4.0 6 1.760 1.750 in'^2 Top Bars 4.0 6 1.760 1.750in'^2 Bars Right of Col #2 Bottom Bars 4.0 6 1.760 1.750 in'*2 Top Bars 4.0 6 1.760 O.Oin'^2 Lr W 1 0 1 0 0 0 k 0 0 0 0 0 84.0 0 k-ft 0 0 0 0 0 1 0 k 1 0 1 0 0 0 k 0 0 0 0 0 84.0 0 k-ft 0 0 0 0 0 0 0 k 0 0 0 0 0 0 •HW _4-#6 24-0' INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 4%^ Combined Footing File; C;\Documents and Settingstehai ii(nnilqoo\MyDocuments\ENERCALCDataFiles\ncccJ01585.ec6 k ENERCALCINC 1983-2011, Bulld:6.11.4.5,Ver.6.11.4.5 | • Lie. #: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC^^^H Description: Grade bm.line E Frame F-13 DESIGNSUMMARY Ratio Item Applied Capacity Goveming Load Combination PASS 0.4029 Soil Bearing 0.8059 ksf 2.0 ksf +O.60D+O.70E+H PASS 1.539 Overtuming 119.23 k-ft 183.53 k-ft 0.6D+O,7E PASS 6.555 Sliding 0.70 k 4.588 k 0,6D+O,7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1195 PASS 0.1195 1-way Shear-Col *1 1-way Shear-Col *2 9.815 psi 9.815 psi 82.158 psi 82.158 psi +1,20D-K).50L-K).20S+£ +1.20D+O.50L-K).20S+E PASS 0.004248 PASS 0.01101 2-way Punching - Col #1 2-way Punching - Col *2 0.6981 psi 1.809 psi 164.32 psi 164.32 psi +1.20D+O.50L-tO.20S+E +0.90D+E+1.60H PASS No Bending PASS 0.001159 Flexure - Left of Col *1 - Top Flexure - Left of Col *1 - Bottom 0.0 k-ft 0.2150 k-ft 0.0 k-ft 185.52 k-ft N/A +1.40D PASS 0.3822 PASS 0.4225 Flexure - Between Cols - Top Flexure - Between Cols - Bottom -70.905 k-ft 78.386 k-ft 185.52 k-ft 185.52 k-ft +1.20D+O.50L-tO.20S+E +O.90D+E+1.60H PASS No Bending PASS 0.02479 Flexure - Right of Col *2 - Top Flexure - Right of Col #2 - Bottom 0.0 k-ft 4.599 k-ft 0.0 k-ft 185.52 k-ft N/A +O.90D+E+1.60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +0 25.49 k 0.000 in 0.35 ksf 0.35 ksf 2.00 ksf 0.177 +D+L+H 27.49 k 0.000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.191 +D+O.750Lr+O.750L+H 26.99 k 0.000 in 0.37 ksf 0.37 ksf 2.00 ksf 0.187 +D+O.750L+O.750S+H 26.99 k 0.000 in 0.37 ksf 0.37 ksf 2.00 ksf 0.187 +O-t0.70E+H 25.49 k 4.678 in 0.00 ksf 0.77 ksf 2.00 ksf 0.386 +O+0.750Lr+0.750L+0.750W+H 26.99 k 0.000 in 0.37 ksf 0.37 ksf 2.00 ksf 0.187 +D+O.750L+O.750S+O.750W+H 26.99 k 0.000 in 0.37 ksf 0.37 ksf 2.00 ksf 0.187 +D+O.750Lr+O.750L-tO.5250E+H 26.99 k 3.313 in 0.07 ksf 0.68 ksf 2.00 ksf 0.342 +D+0.750L+0.750S+0.5250E+H 26.99 k 3.313 in 0.07 ksf 0.68 ksf 2.00 ksf 0.342 +0.60D+0.70E+H 15.29 k 7.796 in 0.00 ksf 0.81 ksf 2.00 ksf 0.403 Overtuming Stability Moments about Left Edge k-ft IHoments about Right Edge k-ft Load Combination... Overtuming Resisting Ratio Overtuming Resisting Ratio D 0.00 0.00 999.000 0.00 0.00 999.000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0.6D+L+0.7E 0.00 0.00 999.000 119.23 207.53 1.741 0.6D4O.7E 0.00 0.00 999.000 119.23 183.53 1.539 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D 0.00 k 7.65 k 999 D+L 0.00 k 8.25 k 999 0.6D+L+0.7E 0.70 k 5.19 k '.411714285714; 0.6D+0.7E 0.70 k 4.59 k i.554571428571' Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu ftom left Side As Req'd by Actual As Phi*Mn Mu / PhiMn 0.6D+0.7E 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +1.40D 0.000 0.080 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +1.40D 0.001 0.160 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +1.40D 0.003 0.240 Bottom 1.750 Min. Percent 1,760 185.525 0.000 +1.40D 0.006 0.320 Bottom 1.750 Min. Percent 1,760 185.525 0.000 +1.40D 0.009 0.400 Bottom 1.750 Min. Percent 1,760 185.525 0.000 +1.40D 0.013 0.480 Bottom 1.750 Min. Percent 1,760 185.525 0.000 +1.40D 0.018 0.560 Bottom 1.750 Min. Percent 1,760 185.525 0.000 +1.40D 0.024 0.640 Bottom 1.750 Min. Percent 1,760 185.525 0.000 +1.400 0.030 0.720 Bottom 1.750 Min. Percent 1,760 185.525 0.000 +1.40D 0.037 0.800 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +1.40D 0.045 0.880 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +1.40D 0.054 0.960 Bottom 1.750 Min. Percent 1.760 185.525 0.000 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Job* 101585 Dsgnr: Project Desc: Project Notes: Combined Footing File; C:\Documents and Settings\shawn nll^\My Document5\ENERCALC Date Flles\ncccJ01585.ec6 { ENERCALC INC 1983-2011, Build:6.11.4.5, Ver.6.11.4.5 ILic. #: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line E Frame F-13 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance ftom left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn +1.40D 0.063 1,040 Bottom 1,750 Min. Percent 1.760 185,525 0.000 +1.40D 0.073 1,120 Bottom 1.750 Min. Percent 1.760 185,525 0.000 +1.40D 0.084 1,200 Bottom 1.750 Min. Percent 1.760 185,525 0.000 +1.40D 0.096 1,280 Bottom 1.750 Min. Percent 1.760 185,525 0.001 +1.40D 0.108 1,360 Bottom 1.750 Min. Percent 1.760 185,525 0.001 +1.40D 0.121 1,440 Bottom 1.750 Min. Percent 1.760 185,525 0.001 +1.40D 0.135 1,520 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.149 1,600 Bottom 1.750 Min. Percent 1.760 185,525 0.001 +1.40D 0.165 1,680 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.181 1,760 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.197 1,840 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.215 1,920 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.233 2,000 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.250 2,080 Bottom 1.750 Min. Percent 1,760 185.525 0.001 +1.40D 0.263 2,160 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.273 2,240 Bottom 1.750 Min. Percent 1.760 185,525 0.001 +1.40D 0.278 2,320 Bottom 1.750 Min. Percent 1.760 185,525 0.001 +1.40D 0.280 2,400 Bottom 1.750 Min. Percent 1.760 185,525 0,002 +1.40D 0.278 2,480 Bottom 1.750 Min. Percent 1.760 185,525 0,001 +1.40D 0.273 2,560 Bottom 1.750 Min. Percent 1.760 185,525 0,001 +1.40D 0.263 2,640 Bottom 1.750 Min. Percent 1.760 185,525 0,001 +1.40D 0.250 2,720 Bottom 1.750 Min. Percent 1,760 185,525 0,001 +1.40D 0.233 2,800 Bottom 1.750 Min. Percent 1,760 185.525 0,001 +1.40D 0.213 2,880 Bottom 1.750 Min. Percent 1,760 185.525 0,001 +1.40D 0.189 2,960 Bottom 1.750 Min. Percent 1,760 185.525 0,001 +1.40D 0.161 3.040 Bottom 1.750 Min. Percent 1,760 185.525 0,001 +1.40D 0.129 3.120 Bottom 1.750 Min. Percent 1.760 185.525 0,001 +1.400 0.093 3.200 Bottom 1.750 Min. Percent 1.760 185.525 0,001 +1.40D 0.054 3.280 Bottom 1.750 Min. Percent 1.760 185.525 0,000 +1.40D 0.011 3.360 Bottom 1.750 Min. Percent 1.760 185.525 0,000 +1.40D -0.035 3.440 TOD 1.750 Min. Percent 1.760 185.525 0,000 +1.400 -0.086 3.520 TOD 1.750 Min. Percent 1.760 185.525 0,000 +1.40D -0.140 3.600 TOD 1.750 Min. Percent 1.760 185.525 0,001 +1.40D -0.198 3.680 TOD 1.750 Min. Percent 1.760 185.525 0,001 +1.40D -0.259 3.760 TOD 1.750 Min. Percent 1.760 185.525 0,001 +1.40D -0.325 3.840 TOD 1.750 Min. Percent 1.760 185.525 0,002 +1.40D -0.394 3.920 TOD 1.750 Min. Percent 1.760 185.525 0,002 +O.90D+E+1.60H 78.386 4.000 Bottom 1.750 Min. Percent 1.760 185.525 0,423 -K).90D+E+1.60H 78.030 4.080 Bottom 1.750 Min. Percent 1.760 185.525 0,421 +0.90D+E+1.60H 77.667 4.160 Bottom 1.750 Min. Percent 1.760 185.525 0,419 +O.90D+E+1.60H 77.299 4.240 Bottom 1.750 Min. Percent 1.760 185.525 0,417 ^.90D+E+1.60H 76.926 4.320 Bottom 1.750 Min. Percent 1.760 185.525 0,415 +O.90D+E+1.60H 76.547 4.400 Bottom 1.750 Min. Percent 1.760 185.525 0,413 +O.90D+E+1.60H 76.162 4.480 Bottom 1.750 Min. Percent 1.760 185.525 0,411 -K).90D+£+1.60H 75.771 4.560 Bottom 1.750 Min. Percent 1.760 185.525 0,408 •K).90D+E+1.60H 75.375 4.640 Bottom 1.750 Min. Percent 1.760 185.525 0,406 tO.90D+E+1.60H 74.973 4.720 Bottom 1.750 Min. Percent 1.760 185.525 0,404 +O.90D+E+1.60H 74.566 4.800 Bottom 1.750 Min. Percent 1.760 185.525 0,402 tO.90D+E+1.60H 74.153 4.880 Bottom 1.750 Min. Percent 1.760 185.525 0,400 -K).90D+E+1.60H 73.734 4.960 Bottom 1.750 Min. Percent 1.760 185.525 0,397 -K).90D+E+1.60H 73.310 5.040 Bottom 1.750 Min. Percent 1.760 185.525 0,395 +0.90D+E+1.60H 72.880 5.120 Bottom 1.750 Min. Percent 1.760 185.525 0,393 +0.90D+E+1.60H 72.444 5.200 Bottom 1.750 Min. Percent 1.760 185.525 0,390 +0.90D+E+1.60H 72,003 5.280 Bottom 1.750 Min. Percent 1.760 185.525 0,388 +O.90D+E+1.60H 71,556 5.360 Bottom 1.750 Min. Percent 1.760 185.525 0,386 +0.90D+E+1.60H 71,103 5.440 Bottom 1.750 Min. Percent 1.760 185.525 0,383 +0.90D+E+1.60H 70,645 5.520 Bottom 1.750 Min. Percent 1.760 185.525 0,381 +0.90D+E+1.60H 70,181 5.600 Bottom 1.750 Min. Percent 1.760 185.525 0,378 -tfl.90D+E+1.60H 69,712 5.680 Bottom 1.750 Min. Percent 1,760 185.525 0,376 +0.90D+E+1.60H 69,237 5.760 Bottom 1.750 Min. Percent 1,760 185.525 0,373 +O.90D+E+1.60H 68,756 5.840 Bottom 1.750 Min. Percent 1,760 185.525 0,371 +0.90D+E+1.60H 68,270 5.920 Bottom 1.750 Min. Percent 1,760 185.525 0,368 +0.90D+E+1.60H 67,778 6,000 Bottom 1.750 Min. Percent 1,760 185.525 0,365 +0.90D+E+1.60H 67,280 6,080 Bottom 1.750 Min. Percent 1,760 185.525 0,363 INU\ND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Job* 101585 Dsgnr: Jit JL Project Desc: Project Notes: Combined Footing File; C:\Documents and Settings\shaiMi nilqoo\My Documents\ENERCALC Date Files\ncccJ01585.ec6 ENERCALC INC 1983-2011, Build:6.11.4.5, Ver6.11.4.5 | |Lic.# : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC ^^^H Description: Grade bm.line E Frame F-13 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance ftom left Tension Side As Req'd Govemed by Actual As Phi*Mn Mu / PhiMn +0.90D+E+1.60H 66.777 6.160 Bottom 1.750 Min, Percent 1.760 185.525 0.360 +O.9OD+E+1.60H 66.268 6.240 Bottom 1.750 Min. Percent 1.760 185.525 0.357 -K).90D+E+1.60H 65.753 6.320 Bottom 1.750 Min. Percent 1.760 185.525 0.354 tO.90D+E+1.60H 65.233 6.400 Bottom 1.750 Min. Percent 1.760 185.525 0.352 +O.90D+E+1.60H 64.707 6.480 Bottom 1.750 Min, Percent 1.760 185.525 0.349 +O.90D+E+1.60H 64.176 6.560 Bottom 1.750 Min, Percent 1.760 185.525 0.346 +0.90D+E+1.60H 63.639 6.640 Bottom 1.750 Min, Percent 1.760 185.525 0.343 +O.90D+E+1.60H 63.096 6.720 Bottom 1.750 Min, Percent 1.760 185.525 0.340 -K).90D+E+1.60H 62.548 6.800 Bottom 1.750 Min, Percent 1.760 185.525 0.337 +O.90D+E+1.60H 61.994 6.880 Bottom 1.750 Min, Percent 1.760 185.525 0.334 +O.90D+E+1.60H 61.434 6.960 Bottom 1.750 Min, Percent 1.760 185.525 0.331 +O.90D+E+1.60H 60.869 7.040 Bottom 1.750 Min, Percent 1.760 185.525 0.328 +O.90O+E+1.60H 60.298 7.120 Bottom 1.750 Min, Percent 1.760 185.525 0.325 +0.90D+E+1.60H 59.721 7.200 Bottom 1.750 Min, Percent 1.760 185.525 0,322 +O.9OD+E+1.60H 59.139 7.280 Bottom 1.750 Min, Percent 1.760 185.525 0,319 +O.90D+E+1.60H 58.551 7.360 Bottom 1.750 Min, Percent 1.760 185.525 0,316 +0.90D+E+1.60H 57.958 7.440 Bottom 1.750 Min, Percent 1.760 185.525 0,312 -tO.90D+E+1.60H 57.358 7.520 Bottom 1.750 Min, Percent 1.760 185.525 0,309 -tO.90D+E+1.60H 56.754 7.600 Bottom 1.750 Min. Percent 1.760 185.525 0,306 +O.90D+E+1.60H 56.143 7.680 Bottom 1.750 Min, Percent 1.760 185.525 0,303 -tO.90D+E+1.60H 55.527 7.760 Bottom 1.750 Min, Percent 1.760 185.525 0,299 +O.90D+E+1.60H 54.906 7.840 Bottom 1.750 Min, Percent 1.760 185.525 0,296 +O.90D+E+1.60H 54.278 7.920 Bottom 1.750 Min. Percent 1.760 185.525 0,293 •K).90D+E+1.60H 53.645 8.000 Bottom 1.750 Min. Percent 1.760 185.525 0.289 +0.90D+E+1.60H 53.007 8.080 Bottom 1.750 Min. Percent 1.760 185.525 0.286 -K).90D+E+1.60H 52.363 8.160 Bottom 1.750 Min. Percent 1.760 185.525 0.282 +O.90D+E+1.60H 51.713 8.240 Bottom 1.750 Min. Percent 1.760 185.525 0.279 +O.90D+E+1.60H 51.057 8.320 Bottom 1.750 Min. Percent 1.760 185.525 0.275 -K).90D+E+1.60H 50.396 8.400 Bottom 1.750 Min. Percent 1.760 185.525 0.272 -K).90O+E+1.60H 49.729 8.480 Bottom 1.750 Min. Percent 1.760 185.525 0.268 +0.90D+E+1.60H 49.057 8.560 Bottom 1.750 Min. Percent 1.760 185.525 0.264 +O.90D+E+1.60H 48.379 8.640 Bottom 1.750 Min. Percent 1.760 185.525 0.261 +O.90D+E+1.60H 47.695 8.720 Bottom 1.750 Min. Percent 1.760 185.525 0.257 •K).90D+E+1.60H 47.006 8.800 Bottom 1.750 Min. Percent 1.760 185.525 0.253 +0.90O+E+1.60H 46.311 8.880 Bottom 1.750 Min. Percent 1.760 185.525 0.250 -K).90D+E+1.60H 45.610 8.960 Bottom 1.750 Min. Percent 1.760 185,525 0.246 -K).90D+E+1.60H 44.904 9.040 Bottom 1.750 Min. Percent 1.760 185,525 0.242 +O.90D+E+1.60H 44.192 9.120 Bottom 1.750 Min. Percent 1.760 185.525 0.238 +O.90D+E+1.60H 43.475 9.200 Bottom 1.750 Min. Percent 1.760 185.525 0.234 -K).90D+E+1.60H 42.752 9.280 Bottom 1.750 Min. Percent 1.760 185.525 0.230 +0.90D+E+1.60H 42.023 9.360 Bottom 1.750 Min. Percent 1.760 185.525 0.227 +0.90D+E+1.60H 41.288 9.440 Bottom 1.750 Min. Percent 1.760 185.525 0.223 +0.90D+E+1.60H 40.548 9.520 Bottom 1.750 Min. Percent 1.760 185.525 0.219 •»O.90D+E+1.60H 39.803 9.600 Bottom 1.750 Min. Percent 1.760 185.525 0.215 -tfl.90D+E+1.60H 39.051 9.680 Bottom 1.750 Min. Percent 1.760 185.525 0.210 -K).90D+E+1.60H 38.294 9.760 Bottom 1.750 Min. Percent 1.760 185.525 0.206 +0.90D+E+1.60H 37.532 9.840 Bottom 1.750 Min. Percent 1.760 185.525 0.202 +0.90D+E+1.60H 36.764 9.920 Bottom 1.750 Min. Percent 1.760 185.525 0.198 •H).90D+E+1.60H 35.990 10.000 Bottom 1.750 Min. Percent 1.760 185,525 0.194 +O.90D+E+1.60H 35.210 10.080 Bottom 1.750 Min. Percent 1.760 185,525 0.190 +O.90D+E+1.60H 34.425 10.160 Bottom 1.750 Min. Percent 1.760 185,525 0.186 +0.90D+E+1.60H 33.634 10.240 Bottom 1.750 Min. Percent 1.760 185,525 0.181 +0.90D+E+1.60H 32,838 10.320 Bottom 1.750 Min. Percent 1.760 185,525 0.177 +O.90D+E+1.60H 32,036 10.400 Bottom 1.750 Min. Percent 1.760 185,525 0.173 +O.90D+e+1.60H 31,228 10.480 Bottom 1.750 Min. Percent 1.760 185,525 0.168 +O.90D+E+1.60H 30,416 10.560 Bottom 1.750 Min. Percent 1.760 185,525 0.164 +0.90D+E+1.60H 29,598 10.640 Bottom 1.750 Min. Percent 1.760 185,525 0.160 +0.90D+E+1.60H 28,775 10.720 Bottom 1.750 Min. Percent 1.760 185,525 0.155 +0.90D+E+1.60H 27,947 10.800 Bottom 1.750 Min. Percent 1.760 185,525 0.151 +0.90D+E+1.60H 27.114 10.880 Bottom 1.750 Min. Percent 1.760 185,525 0.146 -K).90D+£+1.60H 26.276 10.960 Bottom 1.750 Min. Percent 1.760 185.525 0.142 +0.90D+E+1.60H 25.434 11.040 Bottom 1.750 Min. Percent 1.760 185.525 0.137 +O.90D+E+1.60H 24.588 11.120 Bottom 1,750 Min. Percent 1.760 185.525 0.133 +€.90D+E+1.60H 23.737 11.200 Bottom 1,750 Min. Percent 1.760 185.525 0.128 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 4a ST Combined Footing Lie. #: KW-06006198 RIe; C:\Docunients and Settings\sha«ni nikjoo^My Documents\ENERCALC Date Files\nccc_101585.ec6 | ENERCALC INC 1983-2011, Bulld&11.4.S, Ver.6.11.4.5 | Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line E Frame F-13 Footing Flexure • Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi*Mn Mu/PhiMn •K).90D+E+1.60H 22.882 11.280 Bottom 1.750 Min. Percent 1.760 185.525 0.123 +O.90D+E+1.60H 22.023 11.360 Bottom 1.750 Min. Percent 1.760 185.525 0.119 •K).90D+E+1.60H 21.160 11.440 Bottom 1.750 Min. Percent 1.760 185.525 0.114 +0.90D+E+1.60H 20.293 11.520 Bottom 1.750 Min. Percent 1.760 185.525 0.109 +O.90D+E+1.60H 19.423 11.600 Bottom 1.750 Min. Percent 1.760 185.525 0.105 +0.90D+E+1.60H 18.549 11.680 Bottom 1.750 Min. Percent 1.760 185.525 0.100 -K).90D+E+1.60H 17.671 11.760 Bottom 1.750 Min. Percent 1.760 185.525 0.095 +0.90D+E+1.60H 16.790 11.840 Bottom 1.750 Min. Percent 1.760 185.525 0.091 +O.90D+E+1.60H 15.906 11.920 Bottom 1.750 Min. Percent 1.760 185.525 0.086 •tO.90D+E+1.60H 15.019 12.000 Bottom 1.750 Min. Percent 1.760 185.525 0.081 -tO.90D+E+1.60H 14.129 12.080 Bottom 1.750 Min. Percent 1.760 185.525 0.076 -tO.90O+E+1.60H 13.236 12.160 Bottom 1.750 Min. Percent 1.760 185.525 0.071 +0.90D+E+1.60H 12.340 12.240 Bottom 1.750 Min. Percent 1.760 185.525 0.067 +O.90D+E+1.60H 11.442 12.320 Bottom 1.750 Min. Percent 1.760 185.525 0.062 +0.90D+E+1.60H 10.542 12.400 Bottom 1.750 Min. Percent 1.760 185.525 0.057 +0.90D+E+1.60H 9.639 12.480 Bottom 1.750 Min. Percent 1.760 185.525 0.052 •^.90O+E+1.60H 8.733 12.560 Bottom 1.750 Min. Percent 1.760 185.525 0.047 +1.20D+0,50Lr+1,60L+1,60H -8.352 12.640 TOD 1.750 Min. Percent 1.760 185,525 0.045 +1,20D+O.50L+O.20S+E -8.500 12.720 TOD 1.750 Min. Percent 1.760 185,525 0.046 +1.20D+O.50L+O.20S+E -9.361 12.800 TOD 1.750 Min. Percent 1.760 185,525 0.050 +1.20D+O.50L+O.20S+E -10.221 12.880 TOD 1.750 Min. Percent 1.760 185,525 0.055 +1.20D-K).50L+0.20S+E -11.080 12.960 TOD 1.750 Min. Percent 1.760 185,525 0.060 +1.20D+O.50L+O.20S+E -11.936 13.040 TOD 1.750 Min. Percent 1.760 185.525 0.064 +1.20D-tO.50L+O.20S+£ -12.792 13.120 TOD 1.750 Min. Percent 1.760 185.525 0.069 +1.20D+O.50L+O.20S+E -13.645 13.200 TOD 1.750 Min. Percent 1.760 185.525 0.074 +1.20D+O.5OL+O.20S+E -14.497 13.280 TOD 1.750 Min. Percent 1.760 185.525 0.078 +1.20D+0.50L+0.20S+E -15.347 13.360 TOD 1.750 Min. Percent 1.760 185.525 0.083 +1.20D+0.50L+0.20S+E -16.195 13.440 TOD 1.750 Min. Percent 1.760 185.525 0.087 +1.20O+O.50L+O.20S+E -17.041 13.520 TOD 1.750 Min. Percent 1.760 185.525 0.092 +1.20O-tO.50L+O.20S+E -17.885 13.600 TOD 1.750 Min. Percent 1.760 185.525 0.096 +1.20D+O.50L+O.20S+E -18.727 13.680 TOD 1.750 Min. Percent 1.760 185.525 0.101 +1.20D-tO.50L+O.20S+E -19.566 13.760 TOD 1.750 Min. Percent 1.760 185.525 0.105 +1.20D+O.50L+O.20S+E -20.403 13.840 TOD 1.750 Min. Percent 1.760 185.525 0.110 +1.20D+O.50L-K).20S+E -21.238 13.920 TOD 1.750 Min. Percent 1.760 185.525 0.114 +1.20D+O.50L+O.20S+E -22.070 14.000 TOD 1.750 Min. Percent 1.760 185.525 0,119 +1.20D+0.50L-K).20S+£ -22.900 14.080 TOD 1.750 Min. Percent 1.760 185.525 0,123 +1.20D-*O.50L+O.20S+E -23.727 14.160 TOD 1.750 Min. Percent 1.760 185.525 0,128 +1.20D+0.50L-tO.20S+E -24.551 14.240 TOD 1.750 Min. Percent 1.760 185.525 0,132 +1.20D+0.50L+0.20S+E -25.372 14.320 TOD 1.750 Min. Percent 1.760 185,525 0,137 +1.20O+O.50L+O.20S+E -26.191 14.400 TOD 1.750 Min. Percent 1.760 185,525 0,141 +1.20D4O.50L+O.20S+E -27.006 14.480 TOD 1.750 Min. Percent 1.760 185.525 0,146 +1.20D+O.50L4O.20S+E -27.818 14.560 TOD 1.750 Min. Percent 1.760 185.525 0,150 +1.20D-tfl.50L-K].20S+E -28.628 14.640 TOD 1.750 Min. Percent 1.760 185,525 0,154 +1.20D+O.50L-K).20S+E -29.434 14.720 TOD 1.750 Min. Percent 1.760 185,525 0,159 +1.20D+O.50L+O.20S+E -30.236 14.800 TOD 1.750 Min. Percent 1.760 185,525 0,163 +1.20O-K).50L-K).20S+E -31.035 14.880 TOD 1.750 Min. Percent 1.760 185,525 0,167 +1.20D+O.50L-K).20S+£ -31.831 14.960 TOD 1.750 Min. Percent 1.760 185,525 0,172 +1.20O-tO.50L+O.20S+E -32.623 15.040 TOD 1.750 Min. Percent 1.760 185,525 0,176 +1.20D+O.50L-K).20S+£ -33.411 15.120 TOD 1.750 Min. Percent 1.760 185,525 0,180 +1.20O+O.50L-K).20S+E -34.196 15.200 TOD 1.750 Min. Percent 1.760 185,525 0,184 +1.20D+O.50L+O.20S+E -34.977 15.280 TOD 1.750 Min. Percent 1.760 185,525 0,189 +1.20O-K).50L+O.20S+€ -35.754 15.360 TOD 1.750 Min. Percent 1.760 185,525 0,193 +1.20O+O.50L+O.20S+E -36.527 15.440 TOD 1.750 Min. Percent 1.760 185,525 0.197 +1.20D+O.50L+O.20S+E -37.296 15.520 TOD 1.750 Min. Percent 1.760 185,525 0.201 +1.20D-*O.50L+O.20S+£ -38.061 15.600 TOD 1.750 Min. Percent 1.760 185,525 0.205 +1.20D-*O.50L-K).20S+E -38.821 15.680 TOD 1.750 Min. Percent 1.760 185,525 0.209 +1.20D+O.50L-*O.20S+E -39.577 15.760 TOD 1.750 Min. Percent 1.760 185,525 0.213 +1.20D-K).50L+0.20S+E 40.329 15.840 TOD 1.750 Min. Percent 1.760 185,525 0.217 +1.20D+O.50L-*O.20S+E -41.076 15.920 TOD 1.750 Min. Percent 1.760 185,525 0.221 +1.20D+O.50L-tO.20S+E -41.819 16.000 TOD 1.750 Min. Percent 1.760 185,525 0.225 +1.20D+0.50L-t{).20S+e 42.557 16.080 TOD 1.750 Min. Percent 1.760 185,525 0.229 +1.20O+0.50L+O.20S+E 43.291 16.160 TOD 1.750 Min. Percent 1.760 185,525 0.233 +1.20D+0.50L-K).20S+E -44.019 16.240 TOD 1.750 Min. Percent 1.760 185,525 0.237 +1.20D+O.50L+O.20S+E 44.743 16.320 TOD 1.750 Min. Percent 1.760 185,525 0.241 INU\ND ENGINEERING 4883 E. U\ PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 File: C;\Docunients and Settings\shawn nilqoo\My Documenls\ENERCALC Date Files\ncccJ01585.8c6 ENERCALC INC. 1983-2011, Bulld:6.11.4.5,Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Combined Footing Lic.#: KW-06006198 Description : Grade bm.line E Frame F-13 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance ftom left Tension Side As Req'd Govemed by Actual As Phi*Mn Mu / PhiMn +1.20D+0.50L+0.20S+E 45.461 16.400 TOD 1.750 Min. Percent 1.760 185.525 0.245 +1.20D-K).50L+0.20S+E 46.175 16,480 TOD 1.750 Min. Percent 1.760 185.525 0.249 +1.20D+0.50L+0.20S+E 46.884 16,560 TOD 1.750 Min. Percent 1.760 185.525 0.253 +1.20D+O.50L+O.20S+E 47.587 16,640 TOD 1.750 Min. Percent 1.760 185.525 0.256 +1.20D+0.50L-K).20S+£ 48.285 16,720 TOD 1.750 Min. Percent 1.760 185.525 0.260 +1.20D-K).5OL+O.20S+£ 48.977 16.800 TOD 1.750 Min. Percent 1.760 185,525 0.264 +1.20D+{).50L-tO.20S+£ 49.664 16.880 TOD 1.750 Min, Percent 1.760 185,525 0.268 +1.20D+O.50L+O.20S+E -50.346 16.960 TOD 1.750 Min, Percent 1.760 185,525 0.271 +1.20D+0.50L+0.20S+E -51.022 17.040 TOD 1.750 Min. Percent 1.760 185,525 0.275 +1.20D+O.50L+O.20S+E -51.692 17.120 TOD 1.750 Min. Percent 1.760 185,525 0.279 +1.2OD+O.5OL+O.20S+E -52.356 17.200 TOD 1.750 Min. Percent 1.760 185,525 0.282 +1.20D+O.50L+O.20S+E -53.015 17.280 TOD 1.750 Min. Percent 1.760 185,525 0.286 +1.20D-tfl.50L+O.20S+£ -53.667 17.360 TOO 1.750 Min. Percent 1.760 185,525 0.289 +1.20D+O.5OL+O.20S+E -54.314 17.440 TOO 1.750 Min. Percent 1.760 185,525 0.293 +1.20D+O.50L+O.20S+E -54.954 17.520 TOD 1.750 Min. Percent 1.760 185.525 0.296 +1.20D+O.50L+O.20S+E -55.588 17.600 TOD 1.750 Min. Percent 1.760 185.525 0.300 +1.20D+O.50L+O.20S+E -56.216 17.680 TOD 1.750 Min. Percent 1.760 185.525 0.303 +1.20D-K).50L+O.20S+£ -56.837 17.760 TOD 1.750 Min. Percent 1.760 185.525 0,306 +1.20D+O.50L-K).20S+E -57.452 17.840 TOD 1.750 Min. Percent 1.760 185.525 0,310 +1.20D+O.5OL-tO.20S+£ -58.061 17.920 TOD 1.750 Min. Percent 1.760 185.525 0,313 +1.20D+O.50L+O.20S+E -58.663 18.000 TOD 1.750 Min. Percent 1.760 185.525 0.316 +1.20D+0.50L+0.20S+E -59.258 18.080 TOD 1.750 Min. Percent 1.760 185.525 0.319 +1.20D-H).50L+0.20S+E -59.846 18.160 TOD 1.750 Min. Percent 1.760 185.525 0.323 +1.20D-K).50L+O.20S+E -60.428 18.240 TOD 1.750 Min. Percent 1.760 185.525 0.326 +1.20D-K).50L+0.20S+E -61.002 18.320 TOD 1.750 Min. Percent 1.760 185.525 0.329 +1.20D+0.50L+0.20S+E -61.570 18.400 TOD 1.750 Min. Percent 1.760 185.525 0.332 +1.20D+O.50L-tO.20S+E -62.130 18.480 TOD 1.750 Min. Percent 1.760 185.525 0.335 +1.20D-t{).50L+O.20S+E -62.683 18.560 TOD 1.750 Min. Percent 1.760 185.525 0.338 +1.20D+O.50L+O.20S+E -63.229 18.640 TOD 1.750 Min. Percent 1.760 185.525 0.341 +1.20D+O.50L+O.20S+E -63.768 18.720 TOD 1.750 Min. Percent 1.760 185.525 0.344 +1.20D+O.50L-K).20S+E -64.299 18.800 TOD 1.750 Min. Percent 1.760 185.525 0.347 +1.20D+O.50L+O.20S+E -64.822 18.880 TOD 1.750 Min. Percent 1.760 185.525 0.349 +1.20O-tO.50L+O.20S+E -65.338 18.960 TOD 1.750 Min. Percent 1.760 185.525 0.352 +1.20D+O.50L+O.20S+E -65.846 19.040 TOD 1.750 Min. Percent 1.760 185.525 0.355 +1.20D+0.50L-K).20S+E -66.347 19.120 TOD 1.750 Min. Percent 1.760 185.525 0.358 +1.20D+O.50L+O.20S+E -66.839 19.200 TOD 1.750 Min. Percent 1.760 185.525 0.360 +1.20D+O.5OL+O.20S+E -67.324 19.280 TOD 1.750 Min. Percent 1.760 185.525 0.363 +1.20D+O.50L+O.20S+E -67.801 19.360 TOD 1.750 Min. Percent 1.760 185.525 0.365 +1.20D+0.50L+0.20S+E -68.269 19.440 TOD 1.750 Min. Percent 1.760 185.525 0.368 +1.20D-K).50L-K).20S+E -68.729 19.520 TOD 1.750 Min. Percent 1.760 185.525 0.370 +1.20D+O.50L-K).20S+£ -69.182 19.600 Too 1.750 Min. Percent 1.760 185.525 0.373 +1.20D+O.50L+O.20S+E -69.625 19.680 TOD 1.750 Min. Percent 1.760 185.525 0.375 +1.20D+O.50L+O.20S+E -70.060 19.760 TOD 1.750 Min. Percent 1.760 185.525 0.378 +1.20D+O.50L+O.20S+E -70.487 19.840 TOD 1.750 Min. Percent 1.760 185.525 0.380 +1.20D+0.50L+0.20S+E -70.905 19.920 TOD 1.750 Min. Percent 1.760 185.525 0.382 +1.20D+0.50L-K).20S+E -71.315 20.000 TOD 1.750 Min. Percent 1.760 185.525 0.384 +1.20D-fO.50L-K).20S+E -71.718 20.080 TOD 1.750 Min. Percent 1.760 185.525 0.387 +1.20D+0.50L+0.20S+E -72.118 20.160 TOD 1.750 Min. Percent 1.760 185.525 0.389 +1.20D+0.50L-K).20S+E -72.515 20.240 TOD 1.750 Min. Percent 1.760 185.525 0.391 +1.20D-K).50L+0.20S+E -72.908 20.320 TOD 1.750 Min. Percent 1.760 185.525 0.393 +1.20D+0,50L+0,20S+E -73.297 20.400 TOD 1.750 Min. Percent 1.760 185.525 0.395 +1,20D+O,50L+O,20S+E -73.683 20.480 TOD 1.750 Min. Percent 1.760 185.525 0.397 +1,20D+O,50L+O,20S+E -74.064 20.560 TOD 1.750 Min. Percent 1.760 185.525 0.399 +1,20D+O,50L+O,20S+E -74.442 20.640 TOD 1.750 Min. Percent 1.760 185.525 0.401 +1,20D+0,50L-K),20S+£ -74.816 20.720 TOD 1.750 Min. Percent 1.760 185.525 0.403 +1,20D+0,50L-K),20S+E -75.186 20.800 TOD 1.750 Min. Percent 1.760 185.525 0.405 +1,20D+0,50L40,20S+E -75.552 20.880 TOD 1.750 Min. Percent 1.760 185.525 0.407 +1,20D-K),50L+O,20S+E -75.913 20.960 TOD 1.750 Min. Percent 1.760 185.525 0.409 •K),90D+E+1,60H 9.525 21.040 Bottom 1.750 Min. Percent 1.760 185.525 0.051 +0.90D+E+1,60H 9.066 21.120 Bottom 1.750 Min. Percent 1.760 185.525 0.049 -K),90D+E+1,60H 8.616 21.200 Bottom 1.750 Min. Percent 1.760 185.525 0.046 -K).90D+E+1.60H 8.174 21.280 Bottom 1.750 Min. Percent 1.760 185.525 0.044 -K).90D+E+1.60H 7.740 21.360 Bottom 1.750 Min. Percent 1.760 185.525 0.042 +0.90D+E+1.60H 7.316 21.440 Bottom 1.750 Min. Percent 1.760 185.525 0.039 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Titie: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lic.# : KW-06006198 RIe; C:\Documents and Settings\shawn nilqoo\My Documents\ENERCALC Date Rles\nccc_101565.ec6 • Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line E Frame F-13 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu From left Side As Req'd by Actual As Phi'Mn Mu/PhiMn +0.90D+E+1.60H 6.900 21.520 Bottom 1.750 Min. Percent 1.760 185.525 0.037 +O.90D+E+1.60H 6.493 21.600 Bottom 1.750 Min. Percent 1.760 185.525 0.035 +O.90D-t€+1.60H 6.096 21.680 Bottom 1.750 Min. Percent 1.760 185.525 0.033 -K).90D+E+1.60H 5.707 21.760 Bottom 1.750 Min. Percent 1.760 185.525 0.031 +0.90D+E+1.60H 5.328 21.840 Bottom 1.750 Min. Percent 1.760 185.525 0.029 +0.90D+E+1.60H 4.959 21.920 Bottom 1.750 Min. Percent 1.760 185.525 0.027 -K).90D+£+1.60H 4.599 22.000 Bottom 1.750 Min. Percent 1.760 185.525 0.025 +0.90D+E+1.60H 4.251 22.080 Bottom 1.750 Min. Percent 1.760 185.525 0.023 +O.90D+E+1.60H 3.915 22.160 Bottom 1.750 Min. Percent 1.760 185.525 0.021 +O.90D+E+1.60H 3.592 22.240 Bottom 1.750 Min. Percent 1.760 185.525 0.019 +0.90D+E+1.60H 3.282 22.320 Bottom 1.750 Min. Percent 1.760 185.525 0.018 -K).90D+E+1.60H 2.985 22.400 Bottom 1.750 Min. Percent 1.760 185.525 0.016 +0.90D+E+1.60H 2.702 22.480 Bottom 1.750 Min. Percent 1.760 185.525 0.015 •K).90D+£+1.60H 2.431 22.560 Bottom 1.750 Min. Percent 1.760 185.525 0.013 +O.90D+E+1.60H 2.175 22.640 Bottom 1.750 Min. Percent 1.760 185.525 0.012 +0.90D+E+1.60H 1.932 22.720 Bottom 1.750 Min, Percent 1.760 185.525 0.010 +O.90D+E+1.60H 1.702 22.800 Bottom 1.750 Min, Percent 1.760 185.525 0.009 4O.90D+E+1.60H 1.487 22.880 Bottom 1.750 Min, Percent 1.760 185.525 0.008 +O.90D+E+1.60H 1.286 22.960 Bottom 1.750 Min, Percent 1.760 185.525 0.007 +O.90D+E+1.60H 1.099 23.040 Bottom 1.750 Min, Percent 1.760 185.525 0.006 -K).90D+E+1.60H 0.926 23.120 Bottom 1.750 Min, Percent 1.760 185.525 0.005 •t<}.90D+£+1.60H 0.767 23.200 Bottom 1.750 Min, Percent 1.760 185.525 0.004 +O.90D+E+1.60H 0.623 23.280 Bottom 1.750 Min, Percent 1.760 185.525 0.003 +O.90D+E+1.60H 0.494 23.360 Bottom 1.750 Min, Percent 1.760 185.525 0.003 +O.90D+E+1.60H 0.379 23.440 Bottom 1.750 Min, Percent 1.760 185.525 0.002 +O.90D+E+1.60H 0.279 23.520 Bottom 1.750 Min. Percent 1.760 185.525 0.002 +0.90D+E+1.60H 0.194 23.600 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +O.90D+E+1.60H 0.125 23.680 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +O.90D+E+1.60H 0.070 23.760 Bottom 1.750 Min. Percent 1.760 185.525 0.000 •K).90D+E+1.60H 0.031 23.840 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +O.90D+E+1.60H 0.008 23.920 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +O.90D+E+1.60H 0.000 24.000 0 0.000 0 0.000 0.000 0,000 One Way Shear Punching Shear Load Combination... PhiVn vu( 1 Col #1 vu iCol#2 PhiVn vu @ Col #1 vu @Col#2 +1.40D 82.16 psi 0.81 psi 0.81 psi 164.32 psi 0.59psi 0,59 psi +1.20D+O.50Lr+1.60L+1.60H 82.16 psi 1.62 psi 1.62 psi 164.32 psi 0.27psi 0,27 psi +1.200+1.60L+0.50S+1,60H 82.16 psi 1.62 psi 1.62 psi 164.32 psi 0.27 psi 0,27 psi +1.200+1.60Lr+O.50L 82.16 psi 0.98 psi 0.98 psi 164.32 psi 0.43 DSi 0,43 psi +1.20D+0.50L+1.60S 82.16 psi 0.98 psi 0.98 psi 164.32 psi 0.43 Dsi 0,43 psi +1,20D+0,50Lr+0.50L+1,60W 82.16 psi 0.98 psi 0.98 psi 164.32 psi 0,43 psi 0,43 psi +1,20D+0,50L+0,50S+1,60W 82.16 psi 0.98 psi 0.98 psi 164.32 psi 0,43 psi 0,43 psi +1.20D+0.50L+0.20S+E 82.16 psi 9.81 psi 9.81 psi 164.32 psi 0,70 psi 1,63 psi +0.90D+E+1.60H 82.16 psi 7.16 psi 7.16 DSi 164.32 psi 0.45 psi 1,81 psi INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA, 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 •4^ Combined Footing Lie. # ; KW-06006198 File; CVDocuments and SettingsVsham nilqoo\My Documents\ENERCALC Oate Files\ncccJ01585.ec6 | ENERCALC INC 1983-2011. Build«.11.4.5,Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line 0.7 Frame F-4 General information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (t) : Phi Values Flexure: Shear: 3 ksl 60 ksi 3122 ksi 145 pcf 0.9 0.75 Soil Information Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on ttiick) Min. Overtuming Safety Factor Min. Sliding Safety Factor Yes No 0.0014 0.0018 1.5: 1.5 Allowable Soil Bearing 2 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf (Uses entiy for "Footing base depth below soil surface' for force) Coefficient of Soil/Concrete Friction 0.3 Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth Allowable pressure increase per foot when base of footing is below Increases based on footing Width... Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure fA value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Dimensions & Reinforcing Distance Left of Column #1 = Between Columns Distance Right of Column *2 = Total Footing Length Footing Width Footing Thickness 3ft 18 ft 3ft 24.0 ft 3ft 27.0 in Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom = Applied Loads Pedestal dimensions.. Sq.Dim. = Height = 3 in 3 in Applied® Left Column Axial Load Downward Moment (-tCCW) Shear (+X) Applied @ Right Column Axial Load Downward Moment (+CCW) Shear (+X) Overburden Lr Oft Oksf Oft Oksf Oft 10 ksf 2.0 ksf Col#1 24 1 Col #2 24 in Iin Bars left of Col #1 Bottom Bars Top Bars Bars Btwn Cols Bottom Bars Top Bars Bars Right of Col #2 Bottom Bars Top Bars Count Size* As Actual As Req'd 4.0 4.0 4.0 4.0 4.0 4.0 1.760 1.760 1.760 1.760 1.760 1.760 1.750 in'^2 1.750 in'^2 1.750 in'^2 1.750in*2 1.750 in'^2 O.Oin'^2 W 0 84.30 1 0 84,30 0 0 k k-ft k k k-ft k .•MB 24'-0* INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA, 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Uc. # : KW-06006198 RIe: C\Documents and Settings\sha«m nilqoo\My Documents\ENERCALC Date Rles\nccc_101585,ec6 | ENERCALC INC 1983-2011. Build:6,11,4,5, Ver6,11,4,5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line 0.7 Frame F4 DESIGNSUMMARY Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.4056 Soil Bearing 0.8112 ksf 2.0 ksf •K).60D+0.70E+H PASS 1.534 Overturning 119.65 k-ft 183.53 k-ft 0.6D+0,7E PASS 6.555 Sliding 0.70 k 4.588 k 0,6D-tO,7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1197 1-way Shear-Col *1 9.832 psi 82.158 psi +1,20D-tO,50L+0,20S+E PASS 0.1197 1-way Shear-Col *2 9.832 psi 82.158 psi +1,20D+O,50L+O,20S+E PASS 0.004257 2-way Punching - Col #1 0.6995 psi 164.32 psi +1,20D-tO,50L+O,20S+E PASS 0.01107 2-way Punching - Col #2 1.818 psi 164.32 psi +O,90D+£+1,60H PASS No Bending Flexure - Left of Col *1 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.001159 Flexure - Left of Col #1 - Bottom 0.2150 k-ft 185.52 k-ft +1,400 PASS 0.3835 Flexure - Behween Cols - Top -71.139 k-ft 185.52 k-ft +1,20D-tO,50L+O,20S+£ PASS 0.4241 Flexure - Between Cols - Bottom 78.686 k-ft 185.52 k-ft •tO,90D+E+1,60H PASS No Bending Flexure-Right of Col *2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.02498 Flexure - Right of Col *2 - Bottom 4.634 k-ft 185.52 k-ft •K).90D+E+1,60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing ftom Ftg CL @ Left Edge ( S Right Edge Allowable Ratio +D 25.49 k 0.000 in 0.35 ksf 0.35 ksf 2.00 ksf 0.177 +0+L+H 27.49 k 0.000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.191 +D-t{).750Lr+O.750L+fl 26.99 k 0.000 in 0.37 ksf 0.37 ksf 2.00 ksf 0.187 +O+O.750L+0.750S+H 26.99 k 0.000 in 0.37 ksf 0.37 ksf 2.00 ksf 0.187 +O+0.70E+H 25.49 k 4.694 in 0.00 ksf 0.77 ksf 2.00 ksf 0.387 +O+0.750Lr-K).750Lt0.750W+H 26.99 k 0.000 in 0.37 ksf 0.37 ksf 2.00 ksf 0.187 +O-K).750L-tO.750S+O.750W+H 26.99 k 0.000 in 0.37 ksf 0.37 ksf 2.00 ksf 0.187 +O-tO.750U-^.750L+0.5250E+H 26.99 k 3.325 in 0.06 ksf 0.69 ksf 2.00 ksf 0,343 +O-K).750L+0.750S+0.5250E+fl 26.99 k 3.325 in 0.06 ksf 0.69 ksf 2.00 ksf 0,343 +O.60D+O.70E+H 15.29 k 7.824 in 0.00 ksf 0.81 ksf 2.00 ksf 0.406 Overtuming Stability Load Combination., D D+L 0.6D+L+O.7E 0.6D-.O.7E Sliding Stability Load Combination.. Overtuming Moments about Left Edge k-ft Resisting Ratio Moments about Right Edge k-ft Overtuming Resisting Ratio 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 999.000 999.000 999.000 999.000 0.00 0,00 119,65 119,65 0,00 0,00 207,53 183,53 999,000 999,000 1,734 1,534 Sliding Force Resisting Force Sliding SafetyRatio D 0,00 k D+L 0,00 k 0,6D+L+0,7E 0,70 k 0.6D+0,7E 0,70 k Footing Flexure - Maximum Values for Load Combination 7.65 k 8.25 k 5.19 k 4.59 k 999 999 •411714285714: i.554571428571' Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi*Mn Mu / PhiMn 0.6D+0.7E 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +1.40D 0.000 0.080 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +1.40D 0.001 0.160 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +1.40D 0.003 0.240 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +1.40D 0.006 0.320 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +1.40D 0.009 0.400 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +1.400 0.013 0.480 Bottom 1.750 Min. Percent 1.760 185,525 0.000 +1.400 0.018 0.560 Bottom 1.750 Min. Percent 1.760 185,525 0,000 +1.40D 0.024 0.640 Bottom 1.750 Min. Percent 1.760 185,525 0,000 +1.40D 0.030 0.720 Bottom 1.750 Min. Percent 1.760 185.525 0,000 +1.40D 0.037 0.800 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +1.40D 0.045 0.880 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +1.40D 0.054 0.960 Bottom 1.750 Min. Percent 1.760 185.525 0.000 INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Job* 101585 Dsgnr: ^-i/s Project Desc: Project Notes: Combined Footing File; C:\Docunients and Settings\shawn nilqoo\My DocumentseNERCALC Date RIesViccc 101S85.ec6 • ENERCALC INC 1983-2011, Biiild;6.11.4.5,Ver6.11.4.5 1 ILic. #: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description; Grade bm.line 0.7 Franne F4 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu/PhiMn +1.40D 0,063 1.040 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +1.40D 0,073 1.120 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +1.40D 0,084 1.200 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +1.40D 0,096 1.280 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0,108 1.360 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.121 1.440 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.400 0.135 1.520 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.149 1.600 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.165 1.680 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0,181 1.760 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0,197 1.840 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.215 1.920 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.233 2.000 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.250 2.080 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.263 2.160 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.273 2.240 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.278 2.320 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +1.40D 0.280 2.400 Bottom 1.750 Min. Percent 1.760 185.525 0.002 +1.40D 0.278 2.480 Bottom 1.750 Min. Percent 1,760 185.525 0.001 +1.400 0.273 2.560 Bottom 1.750 Min. Percent 1,760 185.525 0.001 +1.40D 0.263 2.640 Bottom 1.750 Min. Percent 1,760 185.525 0.001 +1.40D 0.250 2.720 Bottom 1.750 Min. Percent 1,760 185.525 0.001 +1.40D 0.233 2.800 Bottom 1.750 Min. Percent 1,760 185.525 0.001 +1.400 0.213 2.880 Bottom 1.750 Min. Percent 1,760 185.525 0.001 +1.40D 0.189 2.960 Bottom 1.750 Min. Percent 1,760 185,525 0.001 +1.40D 0.161 3.040 Bottom 1.750 Min. Percent 1,760 185,525 0.001 +1.40D 0.129 3.120 Bottom 1.750 Min. Percent 1,760 185,525 0.001 +1.40D 0.093 3.200 Bottom 1.750 Min. Percent 1,760 185,525 0.001 +1.40D 0.054 3.280 Bottom 1.750 Min Percent 1,760 185.525 0.000 +1.40D 0.011 3.360 Bottom 1.750 Min Percent 1,760 185.525 0.000 +1.40D -0.035 3.440 TOD 1.750 Min Percent 1,760 185.525 0.000 +1.40D -0.086 3,520 TOD 1.750 Min Percent 1,760 185.525 0.000 +1.40D -0.140 3,600 TOD 1.750 Min Percent 1,760 185.525 0.001 +1.40D -0.198 3,680 TOD 1.750 Min. Percent 1,760 185.525 0.001 +1.400 -0.259 3,760 TOD 1.750 Min Percent 1,760 185.525 0.001 +1.40D -0,325 3.840 TOD 1,750 Min Percent 1,760 185,525 0.002 +1.400 -0,394 3.920 TOD 1,750 Min Percent 1,760 185,525 0.002 +().90D+E+1.60H 78,686 4.000 Bottom 1,750 Min Percent 1,760 185,525 0.424 •*O.90D+€+1.60H 78,330 4.080 Bottom 1,750 Min. Percent 1,760 185,525 0.422 +O.90D+E+1.60H 77,967 4.160 Bottom 1,750 Min Percent 1.760 185,525 0.420 +O.90D+E+1,60H 77,599 4.240 Bottom 1,750 Min. Percent 1.760 185.525 0418 +O,90D+E+1,60H 77,226 4.320 Bottom 1,750 Min Percent 1.760 185.525 0.416 +0,90D+E+1,60H 76,846 4.400 Bottom 1,750 Min Percent 1.760 185.525 0414 +O,90D+E+1,60H 76,462 4.480 Bottom 1,750 Min Percent 1.760 185.525 0.412 +O,90D+E+1,60H 76,071 4.560 Bottom 1,750 Min Percent 1.760 185.525 0.410 +O,90D+E+1,60H 75,675 4.640 Bottom 1,750 Min. Percent 1.760 185.525 0.408 +0,90D+E+1,60H 75.273 4.720 Bottom 1,750 Min Percent 1.760 185.525 0.406 +O,90D+E+1,60H 74.866 4.800 Bottom 1,750 Min Percent 1.760 185.525 0.404 +O,90D+£+1,60H 74.453 4.880 Bottom 1.750 Min Percent 1.760 185.525 0.401 +0,90D+E+1,60H 74.034 4.960 Bottom 1.750 Min Percent 1.760 185.525 0.399 +O,90D+E+1,60H 73.610 5,040 Bottom 1.750 Min Percent 1.760 185.525 0.397 +0,90D+E+1,60H 73.180 5,120 Bottom 1.750 Min Percent 1.760 185.525 0.394 +O,90D+E+1.60H 72.744 5,200 Bottom 1.750 Min. Percent 1.760 185.525 0.392 +0,90D+E+1,60H 72.303 5.280 Bottom 1.750 Min Percent 1.760 185.525 0.390 +0,90D+E+1,60H 71.856 5.360 Bottom 1.750 Min Percent 1,760 185.525 0.387 +0,90D+E+1,60H 71.403 5.440 Bottom 1.750 Min Percent 1,760 185.525 0.385 +0,90D+E+1,60H 70.945 5.520 Bottom 1.750 Min Percent 1,760 185.525 0.382 +O,90D+E+1,60H 70.481 5.600 Bottom 1.750 Min. Percent 1.760 185.525 0.380 +0,90D+£+1,60H 70.012 5.680 Bottom 1.750 Min Percent 1.760 185.525 0.377 +O,90D+e+1,60H 69.537 5.760 Bottom 1.750 Min Percent 1.760 185.525 0.375 +0,90D+E+1,60H 69.056 5.840 Bottom 1.750 Min Percent 1.760 185.525 0.372 +0,90D+E+1,60H 68.570 5.920 Bottom 1.750 Min Percent 1.760 185.525 0.370 -K),90D+E+1,60H 68.078 6.000 Bottom 1.750 Min Percent 1.760 185.525 0.367 +0,90D+E+1,60H 67.580 6.080 Bottom 1.750 Min Percent 1.760 185.525 0.364 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHE1M,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 ^1 Combined Footing Lie. # : KW-06006198 File: C;\Documents and Settings\shai*n nilqoo\My Documents\ENERCALC Date Files\nccc_101565.ec6 | ENERCALC INC 1983-2011, Bulld:6.11.4.5, Ver6.11.4.5 j Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line 0.7 Frame F4 Footing Flexure - Maximum Values ft>r Load Combination Load Combination... Mu Distance ftom left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn •K).90O+E+1.60H 67.077 6,160 Bottom 1.750 Min. Percent 1.760 185.525 0.362 +0.90D+E+1.60H 66.568 6,240 Bottom 1.750 Min. Percent 1.760 185.525 0.359 +O.90D+E+1.60H 66.053 6,320 Bottom 1.750 Min. Percent 1.760 185.525 0.356 +O.90D+E+1.60H 65.533 6,400 Bottom 1.750 Min. Percent 1.760 185.525 0.353 +O.90O+E+1.60H 65.007 6,480 Bottom 1.750 Min. Percent 1.760 185.525 0.350 +O.90O+E+1.60H 64,476 6,560 Bottom 1.750 Min. Percent 1.760 185.525 0.348 +0.90D+E+1.60H 63,939 6,640 Bottom 1.750 Min, Percent 1.760 185.525 0.345 +O.90D+E+1.60H 63,396 6,720 Bottom 1.750 Min, Percent 1.760 185.525 0.342 +0.90D+E+1.60H 62,848 6,800 Bottom 1.750 Min, Percent 1.760 185.525 0.339 +0.90D+E+1.60H 62.293 6,880 Bottom 1.750 Min, Percent 1.760 185.525 0.336 -K).90D+£+1.60H 61.734 6,960 Bottom 1.750 Min, Percent 1.760 185.525 0.333 +0.90D+e+1.60H 61.169 7,040 Bottom 1.750 Min, Percent 1.760 185.525 0.330 -K).90D+E+1.60H 60.598 7,120 Bottom 1.750 Min, Percent 1.760 185.525 0.327 +0.90D+E+1.60H 60.021 7,200 Bottom 1.750 Min, Percent 1.760 185.525 0.324 -tO.90D+E+1.60H 59,439 7,280 Bottom 1.750 Min, Percent 1.760 185.525 0.320 +O.90D+E+1.60H 58,851 7,360 Bottom 1.750 Min, Percent 1.760 185.525 0.317 +€.90D+E+1.60H 58,258 7,440 Bottom 1.750 Min, Percent 1.760 185.525 0.314 -K).90D+£+1.60H 57,658 7,520 Bottom 1.750 Min, Percent 1.760 185.525 0.311 +O.90D+E+1.60H 57,054 7,600 Bottom 1.750 Min, Percent 1.760 185.525 0.308 +0.90D+E+1.60H 56,443 7,680 Bottom 1.750 Min, Percent 1.760 185.525 0.304 +€.90O+£+1.60H 55,827 7,760 Bottom 1.750 Min. Percent 1.760 185.525 0.301 +O.90D+E+1.60H 55,206 7,840 Bottom 1.750 Min. Percent 1.760 185.525 0.298 +0.90D+E+1.60H 54,578 7,920 Bottom 1.750 Min. Percent 1.760 185.525 0.294 +0.90D+E+1.60H 53,945 8.000 Bottom 1.750 Min. Percent 1.760 185,525 0.291 +0.90D+E+1.60H 53,307 8.080 Bottom 1.750 Min. Percent 1.760 185,525 0.287 t<).90D+E+1.60H 52,663 8.160 Bottom 1.750 Min. Percent 1.760 185.525 0.284 -K).90D+E+1.60H 52,013 8.240 Bottom 1,750 Min. Percent 1.760 185.525 0.280 +O.90D+E+1.60H 51,357 8.320 Bottom 1,750 Min. Percent 1.760 185.525 0.277 -tO.90D+E+1.60H 50,696 8.400 Bottom 1,750 Min. Percent 1,760 185.525 0.273 +O.90D+E+1.60H 50,029 8.480 Bottom 1,750 Min. Percent 1,760 185.525 0.270 -K).90D+E+1.60H 49,357 8.560 Bottom 1,750 Min. Percent 1,760 185.525 0.266 +0.90D+E+1.60H 48,679 8.640 Bottom 1.750 Min. Percent 1,760 185.525 0.262 +0.90D+E+1.60H 47,995 8.720 Bottom 1.750 Min. Percent 1,760 185.525 0.259 -tO.90O+E+1.60H 47,306 8.800 Bottom 1.750 Min. Percent 1,760 185.525 0,255 +O.90D+E+1.60H 46,611 8.880 Bottom 1.750 Min. Percent 1.760 185.525 0,251 +0.90D+E+1.60H 45,910 8.960 Bottom 1.750 Min. Percent 1.760 185.525 0,247 •^.90D+E+1.60H 45,204 9.040 Bottom 1.750 Min. Percent 1.760 185.525 0,244 +<).90D+E+1.60H 44,492 9.120 Bottom 1.750 Min. Percent 1.760 185.525 0,240 -K).90D+E+1.60H 43,775 9.200 Bottom 1.750 Min. Percent 1.760 185.525 0,236 +0.90D+E+1.60H 43,052 9.280 Bottom 1.750 Min. Percent 1.760 185.525 0.232 •*0.90D+E+1.60H 42.323 9.360 Bottom 1.750 Min. Percent 1.760 185.525 0.228 -K).90D+E+1.60H 41.588 9.440 Bottom 1.750 Min. Percent 1.760 185.525 0.224 +0.90D+E+1.60H 40.848 9.520 Bottom 1.750 Min. Percent 1.760 185.525 0.220 +O.90D+E+1.60H 40.103 9.600 Bottom 1.750 Min. Percent 1.760 185.525 0.216 +0.90D+E+1.60H 39.351 9.680 Bottom 1.750 Min. Percent 1.760 185.525 0.212 +O.90D+E+1.60H 38.594 9.760 Bottom 1.750 Min. Percent 1.760 185.525 0.208 +O.90D+E+1.60H 37.832 9.840 Bottom 1.750 Min. Percent 1.760 185.525 0.204 +0.90D+E+1.60H 37.063 9.920 Bottom 1.750 Min. Percent 1.760 185.525 0.200 +0.90D+E+1.60H 36.290 10.000 Bottom 1.750 Min. Percent 1.760 185.525 0.196 +O.90D+E+1.60H 35.510 10.080 Bottom 1.750 Min. Percent 1.760 185.525 0.191 +0.90D+E+1.60H 34.725 10.160 Bottom 1.750 Min. Percent 1.760 185.525 0.187 +().90D+E+1.60H 33.934 10.240 Bottom 1.750 Min. Percent 1.760 185.525 0.183 +O.90D+E+1.60H 33.138 10.320 Bottom 1.750 Min. Percent 1.760 185.525 0.179 +0.90D+E+1.60H 32.336 10.400 Bottom 1.750 Min. Percent 1.760 185.525 0.174 +O.90D+E+1.60H 31.528 10.480 Bottom 1.750 Min. Percent 1.760 185.525 0.170 +0.90D+E+1.60H 30.715 10.560 Bottom 1.750 Min. Percent 1.760 185.525 0.166 -K).90D+£+1.60H 29.897 10.640 Bottom 1.750 Min. Percent 1.760 185.525 0.161 +O.90D+E+1.60H 29.073 10.720 Bottom 1.750 Min. Percent 1.760 185.525 0.157 +0.90D+E+1.60H 28.244 10.800 Bottom 1.750 Min. Percent 1.760 185.525 0.152 +0.90D+E+1.60H 27.411 10.880 Bottom 1.750 Min. Percent 1.760 185.525 0.148 +0.90D+E+1.60H 26,572 10.960 Bottom 1.750 Min. Percent 1.760 185.525 0.143 +0.90D+E+1.60H 25,729 11.040 Bottom 1.750 Min. Percent 1.760 185.525 0.139 +0.90D+E+1.60H 24,882 11.120 Bottom 1.750 Min. Percent 1.760 185.525 0.134 +O.90D+E+1.60H 24,030 11.200 Bottom 1.750 Min. Percent 1.760 185.525 0.130 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM,CA. 92807 Titie: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 RIe; C:\Documents and Settings\shami nilqoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 k ENERCALC INC 1983-2011, Buikt:6.11.4.5,Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade bm.line 0.7 Frame F4 Footing Flexure - Maximum Values ft>r Load Combination Load Combination... Mu Distance ftx>mleft Tension Side As Req'd Govemed by Actual As Phi*Mn Mu / PhiMn +0.90D+E+1.60H 23.173 11.280 Bottom 1,750 Min. Percent 1.760 185.525 0.125 +O.90D+e+1.60H 22.313 11.360 Bottom 1,750 Min, Percent 1.760 185.525 0.120 +0.90D+E+1.60H 21.448 11.440 Bottom 1,750 Min, Percent 1.760 185.525 0.116 +O.90D+E+1.60H 20.580 11.520 Bottom 1,750 Min, Percent 1.760 185.525 0.111 +O.90D+E+1.60H 19.708 11.600 Bottom 1,750 Min, Percent 1.760 185.525 0.106 +0.90D+E+1.60H 18.832 11.680 Bottom 1,750 Min, Percent 1.760 185.525 0.102 +O.90D+E+1.60H 17.952 11.760 Bottom 1,750 Min. Percent 1.760 185.525 0.097 -tO.90D+E+1.60H 17.069 11,840 Bottom 1,750 Min, Percent 1.760 185,525 0.092 +0.90D+E+1.60H 16.183 11,920 Bottom 1.750 Min, Percent 1.760 185,525 0.087 +0.90D+E+1.60H 15.294 12,000 Bottom 1.750 Min, Percent 1.760 185,525 0.082 +O.90D+E+1.60H 14.401 12,080 Bottom 1.750 Min, Percent 1.760 185,525 0.078 +O.90D+E+1.60H 13.506 12,160 Bottom 1.750 Min, Percent 1.760 185,525 0.073 -K).90D+G+1.60H 12.608 12,240 Bottom 1.750 Min, Percent 1.760 185,525 0.068 +0.90D+E+1.60H 11.707 12,320 Bottom 1.750 Min, Percent 1.760 185,525 0.063 +0.90D+E+1.60H 10.804 12,400 Bottom 1.750 Min, Percent 1.760 185,525 0.058 +O.90D+E+1.60H 9.898 12,480 Bottom 1.750 Min, Percent 1.760 185,525 0.053 +O.90D+e+1.60H 8.990 12,560 Bottom 1.750 Min, Percent 1.760 185,525 0.048 +1.20D+0.50Lr+1.60L+1.60H -6.352 12,640 TOD 1.750 Min, Percent 1.760 185.525 0.045 +1.20D+O.50L+O.20S+E -8.438 12,720 TOD 1.750 Min, Percent 1.760 185.525 0.045 +1.20D+0,50L-K).20S+£ -9.303 12,800 TOD 1.750 Min, Percent 1.760 185.525 0,050 +1.20D+0.50L-K).20S+E -10.166 12,880 TOD 1.750 Min, Percent 1.760 185.525 0,055 +1,20D-tO,50L+0,20S+E -11.028 12,960 TOD 1.750 Min, Percent 1.760 185.525 0,059 +1.20D+0.50L+0.20S+E -11.888 13,040 TOD 1.750 Min, Percent 1.760 185.525 0,064 +1.20D-*«.50L-iO.20S+£ -12.747 13,120 TOD 1.750 Min, Percent 1.760 185.525 0,069 +1.20D+0.50L+0.20S+E -13.604 13,200 TOD 1.750 Min, Percent 1.760 185.525 0,073 +1.20D+0.50L+0.20S+E -14.460 13,280 TOD 1.750 Min, Percent 1.760 185.525 0,078 +1.20D+O.50L+O.20S+E -15.313 13,360 TOD 1.750 Min, Percent 1.760 185.525 0,083 +1.20D+O.50L+O.20S+E -16.165 13.440 TOD 1.750 Min, Percent 1.760 185.525 0,087 +1.20D-*€.50L+0.20S+£ -17.015 13.520 TOD 1.750 Min, Percent 1.760 185.525 0,092 +1.20D+O.50L+O.20S+E -17.862 13.600 TOD 1.750 Min, Percent 1.760 185.525 0,096 +1.20D-+O.50L+O.20S+E -18.708 13.680 TOD 1.750 Min, Percent 1.760 185.525 0,101 +1.20D+O.50L+0.20S+E -19.551 13.760 TOD 1.750 Min, Percent 1.760 185.525 0,105 +1.20D+0.50L-^).20S+E -20.391 13.840 TOD 1.750 Min, Percent 1.760 185.525 0,110 +1.20O+0.50L+O.20S+E -21.230 13.920 TOD 1.750 Min, Percent 1.760 185,525 0,114 +1.20D+0.50L^.20S+£ -22.066 14.000 TOD 1.750 Min, Percent 1.760 185.525 0,119 +1.20D+O.50L+O.20S+E -22.899 14.080 TOD 1.750 Min, Percent 1.760 185.525 0,123 +1.20D-K).50L-^).20S+E -23.729 14.160 TOD 1.750 Min. Percent 1.760 185.525 0,128 +1.20D-tO.50L+O.20S+E -24.557 14.240 TOD 1.750 Min. Percent 1.760 185.525 0,132 +1.20D+0.50L-K).20S+E -25.382 14.320 TOD 1.750 Min. Percent 1.760 185.525 0,137 +1.20D-K).50L-K).20S+E -26.204 14.400 TOD 1.750 Min. Percent 1,760 185.525 0,141 +1.20D+0.50L+€.20S+E -27.023 14.480 TOD 1.750 Min. Percent 1.760 185.525 0.146 +1.20D+O.50L+O.20S+E -27.839 14.560 TOD 1.750 Min. Percent 1,760 185.525 0.150 +1.20D+0.50L-K).20S+E -28.652 14.640 TOD 1.750 Min. Percent 1,760 185.525 0.154 +1.20D+O.50L+O.20S+E -29.462 14.720 TOD 1.750 Min. Percent 1.760 185.525 0.159 +1.20D+O.50L+O.20S+E -30.268 14.800 TOD 1.750 Min. Percent 1.760 185.525 0.163 +1.20D+O.50L+O.20S+E -31.071 14.880 TOD 1.750 Min. Percent 1.760 185.525 0.167 +1.20D+O.50L-K3.20S+E -31.870 14.960 TOD 1.750 Min. Percent 1.760 185.525 0.172 +1.20D+0.50L-K).20S+E -32.666 15.040 TOD 1.750 Min. Percent 1,760 185.525 0.176 +1.20D+0.50L-K).20S+E -33.458 15.120 TOD 1.750 Min. Percent 1.760 185.525 0.180 +1.20D+O.50L+O.20S+E -34.246 15.200 TOD 1.750 Min. Percent 1.760 185.525 0.185 +1.20D+0.50L+0.20S+E -35.030 15.280 TOD 1.750 Min. Percent 1.760 185.525 0.189 +1.20D+0.50L+0.20S+E -35.811 15.360 TOD 1.750 Min. Percent 1.760 185.525 0.193 +1.20D+O.50L-K).20S+£ -36.587 15.440 TOD 1.750 Min, Percent 1.760 185.525 0.197 +1.20D+O.50L-K}.20S+£ -37.360 15.520 TOD 1.750 Min, Percent 1.760 185.525 0.201 +1,20O+O,50LtO,20S+E -38.128 15.600 TOD 1.750 Min, Percent 1.760 185.525 0.206 +1,20D+O,50L+O,20S+E -38.892 15.680 TOD 1.750 Min, Percent 1.760 185.525 0.210 +1,20D+O,50L-K),20S+E -39.652 15.760 TOD 1.750 Min, Percent 1.760 185.525 0.214 +1,20D+O,50L-K),20S+E 40.407 15.840 TOD 1.750 Min, Percent 1.760 185.525 0.218 +1,20D+0,50L+O,20S+E 41.158 15,920 TOD 1.750 Min. Percent 1.760 185.525 0.222 +1,20D+O,50Lt{),20S+E 41.904 16,000 TOD 1.750 Min. Percent 1.760 185.525 0.226 +1,20D-K),50L+0,20S+E 42.646 16,080 TOD 1.750 Min. Percent 1.760 185.525 0.230 +1,20D+{),50L+0,20S+E 43.383 16,160 TOD 1.750 Min. Percent 1.760 185.525 0.234 +1,20D+0,50L-K).20S+E 44.115 16,240 TOD 1.750 Min. Percent 1.760 185.525 0.238 +1.20D+0.50L+0.20S+E -44.842 16,320 TOD 1.750 Min. Percent 1.760 185.525 0.242 INU^ND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM,CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 File: ClOocuments and Setlingstshawn niiijoo\*% OocumenlslENERCALe Date Filestnccc_i01585.ec6 • ENERCALCINC 1983-2011, BiJild;6.11.4.5,Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Combined Footing Lie. #: KW-06006198 Description : Grade bm.line 0.7 Frame F4 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu/PhiMn +1.20D+0.50L-*O.20S+E 45.564 16.400 TOD 1.750 Min, Percent 1.760 185.525 0.246 +1.20D+O.50L-^.20S+E 46.281 16.480 TOD 1.750 Min, Percent 1.760 185.525 0.249 +1.20D+O.50L+0.20S+E 46.993 16.560 TOD 1.750 Min, Percent 1.760 185.525 0.253 +1.20D-K).50L+0.20S+E 47.700 16,640 TOD 1.750 Min, Percent 1.760 185.525 0.257 +1.20D+0.50L+0.20S+E 48.401 16,720 TOD 1.750 Min, Percent 1.760 185.525 0.261 +1.20D+O.50L+O.20S+E 49.097 16,800 TOD 1.750 Min, Percent 1.760 185.525 0.265 +1.20D+0.50L-^,20S+£ 49.787 16,880 TOD 1.750 Min, Percent 1.760 185.525 0.268 +1,20D+0,50L+0,20S+E -50.472 16,960 TOD 1.750 Min, Percent 1.760 185.525 0.272 +1.20D+O.50L+O.20S+E -51.151 17,040 TOD 1.750 Min, Percent 1.760 185.525 0.276 +1.20D+{).50L-tO.20S+E -51.825 17,120 TOD 1.750 Min, Percent 1.760 185.525 0.279 +1.20D+O.50L+O.20S+E -52.492 17,200 TOD 1.750 Min, Percent 1.760 185.525 0.283 +1.20D+O.50L+O.20S+E -53.154 17,280 TOD 1.750 Min, Percent 1.760 185.525 0.287 +1.20D+O.50L-tO.20S+E -53.810 17,360 TOD 1.750 Min, Percent 1.760 185.525 0.290 +1.20D+0.50L-K).20S+E -54.460 17,440 TOD 1.750 Min. Percent 1.760 185.525 0.294 +1.20D-tO.50L-K).20S+£ -55.103 17,520 TOD 1.750 Min. Percent 1.760 185.525 0.297 +1.20D+0.50L+0.20S+E -55.741 17,600 TOD 1.750 Min. Percent 1.760 185.525 0.300 +1.20D+O.50L-tO.20S+E -56.372 17.680 TOD 1.750 Min. Percent 1.760 185.525 0.304 +1.20D-tO.50L+0.20S+£ -56.996 17.760 TOD 1.750 Min. Percent 1.760 185.525 0.307 +1.20D-tO.50L-K).20S+E -57.614 17.840 TOD 1.750 Min. Percent 1.760 185.525 0,311 +1.20D+O.50L-K).20S+E -58,226 17.920 TOD 1.750 Min. Percent 1.760 185.525 0,314 +1.20D+O.50L+O.20S+E -58,831 18.000 TOD 1.750 Min. Percent 1.760 185.525 0,317 +1.20D-tO.50L+O.20S+E -59,429 18.080 TOD 1.750 Min. Percent 1.760 185.525 0,320 +1.20D-^.50L+0.20S+£ -60,020 18.160 TOD 1.750 Min. Percent 1.760 185.525 0,324 +1.20D+O.50L+O.20S+E -60,605 18.240 TOD 1.750 Min. Percent 1.760 185.525 0,327 +1.20D^<).50L+0.20S+E -61,182 18.320 TOD 1.750 Min. Percent 1.760 185.525 0,330 +1.20D+0.50L+0.20S+E -61,753 18.400 TOD 1.750 Min. Percent 1.760 185.525 0,333 +1.20D+0.50L+0.20S+E -62,316 18.480 TOD 1.750 Min. Percent 1.760 185.525 0,336 +1.20D+O.50L+O.20S+E -62,872 18.560 TOD 1.750 Min. Percent 1.760 185.525 0,339 +1.20D-K).50L+0.20S+£ -63,421 18.640 TOD 1.750 Min. Percent 1.760 185.525 0,342 +1.20D-K).50L-tO.20S+E -63,962 18.720 TOD 1.750 Min. Percent 1.760 185.525 0,345 +1.20D+0.50L+0.20S+E -64,496 18.800 TOD 1.750 Min. Percent 1.760 185.525 0,348 +1,20D-K).50L+O,20S+E -65,022 18.880 TOD 1.750 Min. Percent 1.760 185.525 0,350 +1.20D-+€.50L-K).20S+E -65,541 18.960 TOD 1.750 Min. Percent 1.760 185.525 0,353 +1.20D+O.50L+O.20S+E -66,052 19.040 TOD 1.750 Min. Percent 1.760 185.525 0,356 +1.20D+0.50L+0.20S+E -66,555 19.120 TOD 1.750 Min. Percent 1.760 185.525 0.359 +1.20D+O.50L-K).20S+E -67,051 19.200 TOD 1.750 Min. Percent 1.760 185.525 0.361 +1,20D-tO.50L-K).20S+E -67,538 19,280 TOD 1.750 Min. Percent 1.760 185.525 0.364 +1.20D+0.50L+O.20S+E -68,017 19,360 TOD 1.750 Min. Percent 1.760 185.525 0.367 +1.20D+0.50L+0.20S+E -68,488 19,440 TOD 1.750 Min. Percent 1.760 185.525 0.369 +1.20D+O.50L+0.20S+E -68,951 19,520 TOD 1.750 Min. Percent 1.760 185.525 0.372 +1.20D-t{).50L+O.20S+£ -69,406 19,600 TOD 1.750 Min. Percent 1.760 185.525 0.374 +1.20D+O.50L+O.20S+E -69,852 19,680 TOD 1.750 Min. Percent 1.760 185.525 0.377 +1.20D+0.50L+0.20S+E -70,290 19,760 TOD 1.750 Min. Percent 1.760 185.525 0.379 +1.20D+O.50L+O.20S+E -70,719 19,840 TOD 1.750 Min. Percent 1.760 185.525 0.381 +1.20D+O.50L+O.20S+E -71,139 19,920 TOD 1.750 Min. Percent 1.760 185.525 0.383 +1.20D+O.50L+O.20S+E -71,551 20,000 TOD 1.750 Min. Percent 1,760 185.525 0.386 +1.20D-K).50L+O.20S+E -71,957 20,080 TOD 1.750 Min. Percent 1.760 185.525 0.388 +1.20D+O.50L+O.20S+E -72,359 20,160 TOD 1.750 Min. Percent 1.760 185.525 0.390 +1.20D+O.50L+O.20S+E -72,758 20,240 TOD 1.750 Min. Percent 1.760 185.525 0.392 +1.20D+0.50L+0.20S+E -73,153 20,320 TOD 1.750 Min. Percent 1.760 185.525 0.394 +1.20D+O.50L+O.20S+E -73,545 20,400 TOD 1.750 Min. Percent 1.760 185.525 0.396 +1.20D+O.50L-tO.20S+£ -73,933 20,480 TOD 1.750 Min. Percent 1.760 185.525 0.399 +1.20D+O.50L+O.20S+E -74,316 20,560 TOD 1.750 Min. Percent 1.760 185.525 0.401 +1.20D+O.50L+O.20S+E -74,696 20,640 TOD 1.750 Min. Percent 1.760 185.525 0.403 +1.20D+O.50L-K).20S+E -75,072 20,720 TOD 1.750 Min. Percent 1.760 185.525 0.405 +1.20D-K).50L+O.20S+E -75,444 20,800 TOD 1.750 Min. Percent 1.760 185.525 0.407 +1.20D+O.50L+O.20S+E -75,812 20,880 TOD 1.750 Min. Percent 1.760 185.525 0.409 +1.20D-K).50L+O.20S+E -76,175 20,960 TOD 1.750 Min, Percent 1.760 185.525 0.411 +O.90D+£+1,60H 9,597 21,040 Bottom 1.750 Min, Percent 1.760 185.525 0.052 +O.90D+E+1.60H 9,135 21,120 Bottom 1,750 Min, Percent 1.760 185,525 0.049 -K),90D+E+1,60H 8,681 21,200 Bottom 1,750 Min, Percent 1.760 185.525 0.047 -tO,90D+E+1,60H 8.235 21,280 Bottom 1,750 Min. Percent 1.760 185.525 0.044 -K),90D+£+1,60H 7.799 21,360 Bottom 1,750 Min. Percent 1.760 185.525 0.042 +0.90D+E+1,60H 7.371 21,440 Bottom 1,750 Min. Percent 1.760 185.525 0.040 INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combini^d Footing Lie. #: KW-06006198 File; C;\Docunients and Settings\shai«n nilqoo\N^ Doeunients\ENERCALC Date Rles\ncccJ01585.ec6 • ENERCALC INC. 1983-2011, BuiW.'6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line 0.7 Frame F4 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu/PhiMn -K).90D+E+1.60H 6.952 21.520 Bottom 1.750 Min. Percent 1.760 185.525 0.037 •tO.90D+E+1.60H 6.542 21.600 Bottom 1.750 Min. Percent 1.760 185.525 0.035 +O.90D+E+1.60H 6.142 21.680 Bottom 1.750 Min. Percent 1.760 185,525 0.033 +0.90D+E+1.60H 5.750 21.760 Bottom 1.750 Min. Percent 1.760 185,525 0.031 +O.90D+E+1.60H 5.369 21.840 Bottom 1.750 Min. Percent 1.760 185,525 0.029 +O.90D+E+1.60H 4.996 21.920 Bottom 1.750 Min. Percent 1.760 185,525 0.027 +O.90D+E+1.60H 4.634 22.000 Bottom 1.750 Min. Percent 1.760 185,525 0.025 •K).90D+E+1.60H 4.283 22.080 Bottom 1.750 Min. Percent 1.760 185,525 0.023 +O.90D+E+1.60H 3.944 22.160 Bottom 1.750 Min. Percent 1.760 185,525 0.021 +O.90D+E+1.60H 3.619 22.240 Bottom 1.750 Min. Percent 1.760 185,525 0.020 +0.90D+E+1.60H 3.307 22.320 Bottom 1.750 Min. Percent 1.760 185.525 0.018 +O.90D+E+1.60H 3.008 22.400 Bottom 1.750 Min. Percent 1.760 185.525 0.016 +{).90D+e+1.60H 2.722 22.480 Bottom 1.750 Min. Percent 1.760 185.525 0.015 -K).90D+E+1.60H 2.450 22.560 Bottom 1.750 Min. Percent 1.760 185.525 0.013 +0.90D+E+1.60H 2.191 22.640 Bottom 1.750 Min. Percent 1.760 185.525 0.012 +O.90D+E+1.60H 1.946 22.720 Bottom 1.750 Min. Percent 1.760 185.525 0.010 +0.90D+E+1.60H 1.716 22.800 Bottom 1.750 Min. Percent 1.760 185.525 0.009 •K).90D+E+1.60H 1.499 22.880 Bottom 1.750 Min. Percent 1.760 185.525 0.008 -K).90D+E+1.60H 1.296 22.960 Bottom 1.750 Min. Percent 1.760 185.525 0.007 -K).90D+E+1.60H 1.107 23.040 Bottom 1.750 Min. Percent 1.760 185.525 0.006 +0.90D+E+1.60H 0.933 23.120 Bottom 1.750 Min. Percent 1.760 185.525 0.005 +0.90D+E+1.60H 0.773 23.200 Bottom 1.750 Min. Percent 1.760 185.525 0.004 -K).90D+E+1.60H 0.628 23.280 Bottom 1.750 Min. Percent 1.760 185.525 0.003 •*O.90D+E+1.60H 0.497 23.360 Bottom 1.750 Min. Percent 1.760 185.525 0.003 -K).90D+E+1.60H 0.382 23.440 Bottom 1.750 Min. Percent 1.760 185.525 0.002 +0.90D+E+1.60H 0.281 23.520 Bottom 1.750 Min. Percent 1.760 185.525 0.002 +O.90D+E+1.60H 0.196 23.600 Bottom 1.750 Min. Percent 1.760 185.525 0.001 -K).90D+E+1.60H 0.126 23.680 Bottom 1.750 Min. Percent 1.760 185.525 0.001 +O.90D+E+1.60H 0.071 23.760 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +0.90D+E+1.60H 0.032 23.840 Bottom 1.750 Min. Percent 1.760 185.525 0.000 +O.90D+E+1.60H 0.008 23.920 Bottom 1.750 Min. Percent 1.760 185.525 0.000 -^3.90D+E+1.60H 0.000 24.000 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu 1 1 Col #1 vu @ Col #2 PhiVn vu @ Col #1 vu @ Col #2 +1.400 82.16 psi 0.81 DSi 0.81 psi 164.32 psi 0.59 psi 0.59 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 1.62 DSi 1.62 psi 164.32 psi 0.27 psi 0.27 psi +1.20D+1.60L+0.50S+1.60H 82.16 psi 1.62 psi 1.62 psi 164.32 psi 0.27 psi 0.27 psi +1.200+1.60Lr+€.50L 82.16 psi 0.98 psi 0.98 psi 164.32 psi 0.43 psi 0.43 psi +1.20D+0.50L+1.60S 82.16 psi 0.98 psi 0.98 psi 164.32 psi 0.43 psi 0.43 psi +1.20D+O.50Lr+O.50L+1.60W 82.16 psi 0.98 psi 0.98 psi 164.32 psi 0.43 psi 0.43 psi +1.20D-*O.50L+{).50S+1.60W 82.16 psi 0.98 psi 0.98 psi 164.32 psi 0.43 psi 0.43 psi +1.20D+O.50L+O.20S+E 82.16 psi 9.83 psi 9.83 psi 164.32 psi 0.70 psi 1.64 psi +O.90D+E+1.60H 82.16 psi 7.16 psi 7.16 psi 164.32 psi 0.45 psi 1.82 psi INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing FUe; C:\Docunients ani Settings\shaMi nil^\M^ Oocuments\ENERCALC Data Files\ncccJ01585.ec6 | ENERCALC INC 1983-2011, Build:6.11.4.5, Ver6.11.4.5 | iLic. # : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : Grade bm.line 4.7 Frame F-5 General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density ([) : Phi Values Flexure: Shear: Soil Information 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) Min. Overtuming Safety Factor Min. Sliding Safety Factor Yes No 0.0014 0.0018 1.5:1 1.5:1 Allowable Soil Bearing 2 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf (Uses entry for "Footing base depth beiow soi! surface" for force) Coefficient of Soil/Concrete Friction 0.3 Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth — Allowable pressure increase per foot when base of footing is below Increases based on footing Width... Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjured for footing weight and depth & width increases as specified by user.) Oft Oksf Oft Oksf Oft 10 ksf 2.0 ksf Dimensions & Reinforcing 15 ft 3ft Distance Left of Column *1 = Between Columns = Distance Right of Column *2 = Total Footing Length = 21.0 ft Footing Width = 2.0 ft Footing Thickness = 18.0 in Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom = Applied Loads 3 ft Pedestal dimensions.. Sq.Dim. = Height = Col*1 24 1 Col*2 24 in Iin 3 in 3 in As As Bars left of Col #1 Count Size* Actual Req'd Bottom Bars 2.0 6 0.880 0.7776 in'^2 Top Bars 2.0 6 0.880 0.7776 in*2 Bars Btwn Cols Bottom Bars 2.0 6 0.880 0.7776 in'^2 Top Bars 2.0 6 0.880 0.7776 in'^2 Bars Right of Col #2 Bottom Bars 2.0 6 0.880 0.7776 in'*2 Top Bars 2.0 6 0.880 O.Oin'^2 W E H 0 0 k 0 31.0 0 k-ft 0 1 0 k Applied® Left Column Axial Load Downward Moment (+CCW) Shear(+X) Applied @ Right Column Axial Load Downward Moment (+CCW) Shear (+X) Overburden Lr 0 31.0 0 0 k 0 k-ft 0 k 2JS_ .2-#6 15'.0" 21 •-0- INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 File; C;\Documents and Settingstehawn nilqoo\My Documents\ENERCALC Date FilesVicccJOl585.ecfi k ENERCALC INC. 1983-2011, Bulld:6.11.4.5, Ver.6,11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Combined Footing Lie. #: KW-06006198 Description : Grade bm.line 4.7 Frame F-5 DESIGNSUMMARY Design OK Ratio Item Applied Capacity Goveming Load Combination PASS 0.2892 Soil Bearing 0.5785 ksf 2.0 ksf +O,60DtO,70E+H PASS 1.576 Overtuming 44.508 k-ft 70.151 k-ft 0,6D^,7E PASS 2.863 Sliding 0.70 k 2.004 k 0,6D+0,7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1412 1-way Shear-Col #1 11.602 psi 82.158 psi +1,20D-K),50L+O,20S+E PASS 0.1412 1-way Shear-Col *2 11.602 psi 82.158 psi +1,20D+O,50L-K),20S+£ PASS 0.005833 2-way Punching •Col*1 0.9585 psi 164.32 psi +1,20D+0,50L-K),20S+E PASS 0.006528 2-way Punching •Col #2 1.073 psi 164.32 psi +0,90D+E+1,60H PASS No Bending Flexure-Left of Col *1 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.004439 Flexure - Left of Col #1 - Bottom 0.2561 k-ft 57,692 k-ft +1,400 PASS 0.4346 Flexure - Between Cols - Top -25.075 k-ft 57,692 k-ft +1.20D+0,50L+O,20S+E PASS 0.4923 Flexure - Between Cols - Bottom 28.403 k-ft 57,692 k-ft -K).90D+E+1.60H PASS No Bending Flexure - Right of Col #2 - Top 0.0 k-ft 0,0 k-ft N/A PASS 0.03769 Flexure - Right o f Col *2-Bottom 2.174 k-ft 57,692 k-ft +O.90D+E+1.60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Totai Bearing ftom Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D 11.14 k 0.000 in 0,27 ksf 0.27 ksf 2.00 ksf 0.133 +0+L+H 13.14 k 0.000 in 0,31 ksf 0.31 ksf 2.00 ksf 0.156 +O+O.750Lr+0,750L+H 12.64 k 0.000 in 0,30 ksf 0.30 ksf 2.00 ksf 0,150 +O+0.750L+0.750S+H 12.64 k 0.000 in 0,30 ksf 0.30 ksf 2.00 ksf 0.150 +O+0.70E+H 11.14 k 3.997 in 0.00 ksf 0.57 ksf 2.00 ksf 0,285 +D+0.750Lr+0.750L+0.750W+H 12.64 k 0.000 in 0.30 ksf 0.30 ksf 2.00 ksf 0.150 +D+{).750L+O.750S-tO.750W+H 12.64 k 0.000 in 0.30 ksf 0.30 ksf 2.00 ksf 0.150 +D-tO.750Lr-tO.750L+O.5250E+H 12.64 k 2.642 in 0.07 ksf 0.53 ksf 2.00 ksf 0.264 +O+0.750L+0,750S+0,5250E+H 12.64 k 2.642 in 0.07 ksf 0.53 ksf 2.00 ksf 0.264 -K),60D+O,70E+H 6.68 k 6.662 in 0.00 ksf 0.58 ksf 2.00 ksf 0.289 Overtuming Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overtuming Resisting Ratio Overtuming Resisting Ratio 0 0.00 0.00 999.000 0.00 0.00 999.000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0.6D+L+O.7E 0.00 0.00 999.000 44.51 91.15 2.048 0.6D+0.7E 0.00 0.00 999.000 44.51 70.15 1.576 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D 0.00 k 3,34 k 999 D+L 0.00 k 0.6D+L+0.7E 0.70 k 0.6D+0.7E 0.70 k Footing Flexure • Maximum Values for Load Combination 3.94 k 2.60 k 2.00 k 999 1.7204285714281 !.863285714285" Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi*Mn Mu / PhiMn 0.6D+0.7E 0.000 0,000 0 0.000 0 0.000 0.000 0.000 +1.40D 0.000 0,070 Bottom 0.778 Min. Percent 0.880 57.692 0.000 +1.40D 0,001 0,140 Bottom 0.778 Min. Percent 0.880 57.692 0.000 +1.40D 0,003 0,210 Bottom 0.778 Min. Percent 0.880 57.692 0.000 +1.40D 0,005 0,280 Bottom 0.778 Min. Percent 0.880 57.692 0.000 +1.40D 0,008 0,350 Bottom 0.778 Min. Percent 0.880 57.692 0.000 +1.400 0,012 0,420 Bottom 0.778 Min. Percent 0.880 57.692 0.000 +1.40D 0,016 0,490 Bottom 0.778 Min. Percent 0.880 57.692 0.000 +1.40D 0,021 0,560 Bottom 0.778 Min. Percent 0.880 57.692 0.000 +1.40D 0,026 0,630 Bottom 0.778 Min. Percent 0.880 57.692 0.000 +1.40D 0,033 0,700 Bottom 0.778 Min. Percent 0.880 57.692 0.001 +1.40D 0,040 0,770 Bottom 0.778 Min. Percent 0.880 57.692 0.001 +1.40D 0,047 0.840 Bottom 0.778 Min. Percent 0.880 57.692 0.001 INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 Description : Grade bm.line 4.7 Frame F-5 File: C:\Oocunients and Settingstehawn nilqoo\% OocumentsCNERCALC Data Files\nccc_101S85.ec6 • ENERCALC INC. 1983-2011, Build;6.11.4.5,Ven6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values ft>r Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi*Mn Mu/PhiMn +1.40D 0.055 0.910 Bottom 0.778 Min. Percent 0.880 57.692 0.001 +1.40D 0.064 0.980 Bottom 0.778 Min. Percent 0.880 57.692 0.001 +1.40D 0.073 1.050 Bottom 0.778 Min. Percent 0.880 57.692 0.001 +1.400 0.084 1.120 Bottom 0.778 Min. Percent 0.880 57.692 0.001 +1.400 0.094 1,190 Bottom 0.778 Min. Percent 0.880 57.692 0.002 +1.40D 0.106 1.260 Bottom 0.778 Min. Percent 0.880 57.692 0.002 +1.40D 0.118 1,330 Bottom 0.778 Min. Percent 0.880 57.692 0.002 +1.400 0.131 1.400 Bottom 0.778 Min. Percent 0.880 57.692 0.002 +1.40D 0.144 1.470 Bottom 0.778 Min. Percent 0.880 57.692 0.002 +1.400 0.158 1.540 Bottom 0.778 Min. Percent 0.880 57.692 0.003 +1.40D 0.173 1.610 Bottom 0.778 Min. Percent 0.880 57.692 0.003 +1.40D 0.188 1.680 Bottom 0.778 Min, Percent 0.880 57.692 0.003 +1.40D 0.204 1,750 Bottom 0.778 Min, Percent 0.880 57.692 0.004 +1.400 0.221 1.820 Bottom 0.778 Min, Percent 0.880 57.692 0.004 +1.40D 0.238 1.890 Bottom 0.778 Min, Percent 0.880 57.692 0.004 +1.40D 0.256 1.960 Bottom 0.778 Min, Percent 0.880 57.692 0.004 +1.40D 0.274 2.030 Bottom 0.778 Min, Percent 0.880 57,692 0.005 +1.40D 0.290 2.100 Bottom 0.778 Min, Percent 0.880 57.692 0.005 +1.400 0.304 2.170 Bottom 0.778 Min, Percent 0.880 57.692 0.005 +1.40D 0.314 2.240 Bottom 0.778 Min, Percent 0,880 57.692 0.005 +1.40D 0.322 2.310 Bottom 0.778 Min, Percent 0.880 57.692 0.006 +1.40D 0.327 2.380 Bottom 0.778 Min, Percent 0,880 57.692 0.006 +1.40O 0.329 2.450 Bottom 0.778 Min, Percent 0.880 57.692 0.006 +1.400 0.329 2.520 Bottom 0.778 Min, Percent 0,880 57.692 0.006 +1.40D 0.325 2.590 Bottom 0.778 Min. Percent 0,880 57.692 0.006 +1.40D , 0.319 2.660 Bottom 0.778 Min. Percent 0,880 57.692 0.006 +1.400 0.310 2.730 Bottom 0.778 Min. Percent 0.880 57.692 0.005 +1.40D 0.299 2.800 Bottom 0.778 Min. Percent 0,880 57.692 0.005 +1.40D 0.284 2.870 Bottom 0.778 Min. Percent 0,880 57.692 0.005 +1.400 0.267 2.940 Bottom 0.778 Min. Percent 0,880 57.692 0.005 +1.40D 0.247 3.010 Bottom 0.778 Min. Percent 0,880 57.692 0.004 +1.40D 0.224 3.080 Bottom 0,778 Min. Percent 0,880 57.692 0.004 +1.40D 0.199 3.150 Bottom 0,778 Min. Percent 0,880 57.692 0.003 +1.40D 0.170 3.220 Bottom 0,778 Min. Percent 0,880 57,692 0.003 +1.40D 0.139 3.290 Bottom 0,778 Min. Percent 0,880 57,692 0.002 +1.40D 0.105 3.360 Bottom 0,778 Min. Percent 0,880 57.692 0.002 +1.40D 0.069 3.430 Bottom 0.778 Min. Percent 0,880 57.692 0.001 +1.40D 0.029 3.500 Bottom 0.778 Min. Percent 0,880 57.692 0.001 +1,400 -0.013 3.570 TOD 0.778 Min. Percent 0,880 57.692 0.000 +1,40D -0.058 3.640 TOD 0,778 Min. Percent 0,880 57.692 0.001 +1,40D -0.106 3.710 Too 0.778 Min. Percent 0,880 57.692 0.002 +1,40D -0.156 3.780 TOD 0.778 Min. Percent 0,880 57.692 0.003 +1.40D -0.210 3.850 TOD 0.778 Min. Percent 0,880 57.692 0.004 +1,400 -0.266 3.920 TOD 0.778 Min. Percent 0,880 57.692 0.005 +1.40D -0.325 3.990 TOD 0.778 Min. Percent 0,880 57.692 0.006 +0.90D+E+1.60H 28.403 4.060 Bottom 0.778 Min. Percent 0,880 57.692 0.492 +0.90D+E+1.60H 28.227 4.130 Bottom 0.778 Min. Percent 0,880 57.692 0.489 +O.90D+E+1.60H 28.050 4.200 Bottom 0.778 Min. Percent 0,880 57.692 0.486 +O.90D+E+1.60H 27.871 4.270 Bottom 0.778 Min. Percent 0,880 57.692 0.483 +0.90D+E+1.60H 27.690 4.340 Bottom 0.778 Min. Percent 0,880 57.692 0.480 +O.90D+E+1.60H 27.507 4.410 Bottom 0.778 Min. Percent 0,880 57.692 0.477 +O.90D+E+1,60H 27.322 4.480 Bottom 0.778 Min. Percent 0,880 57.692 0.474 +0,90D+E+1,60H 27.136 4.550 Bottom 0.778 Min. Percent 0,880 57.692 0.470 -K),90D+E+1,60H 26.947 4.620 Bottom 0.778 Min. Percent 0,880 57.692 0,467 +0,90D+£+1,60H 26.756 4.690 Bottom 0.778 Min. Percent 0,880 57.692 0,464 -tO,90D+E+1,60H 26.564 4.760 Bottom 0.778 Min. Percent 0,880 57.692 0,460 •K),90D+E+1,60H 26.370 4.830 Bottom 0.778 Min. Percent 0.880 57.692 0,457 +O,90D+E+1,60H 26.173 4.900 Bottom 0.778 Min. Percent 0.880 57.692 0,454 +O,90D+E+1,60H 25.975 4.970 Bottom 0.778 Min, Percent 0.880 57,692 0.450 -K),90D+E+1.60H 25.775 5.040 Bottom 0.778 Min. Percent 0.880 57.692 0,447 +0,90D+E+1,60H 25.573 5.110 Bottom 0.778 Min. Percent 0.880 57.692 0,443 +0.90D+E+1.60H 25.369 5.180 Bottom 0.778 Min. Percent 0.880 57.692 0,440 +0.90D+E+1.60H 25.163 5.250 Bottom 0.778 Min. Percent 0.880 57.692 0,436 +O.90D+E+1.60H 24.955 5.320 Bottom 0.778 Min. Percent 0.880 57.692 0,433 INLAND ENGINEERING 4883 E, LA PALMA STE,501-A ANAHEIM.CA, 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 FUe; C-VOocuments and Settingstehawn nllqooWty Documents\ENERCALC Data Files\nccc_101585,ec6 | ENERCALCINC 1983-2011, Bulld:6,11.4.5,Ver6,11,4.S | Licensee : INLAND ENGINEERING CONSULTING INC Combined Footing Lic.# : KW-06006198 Description: Grade bm.line 4.7 Frame F-5 Footing Flexure > Maximum Values ft>r Load Combination Load Combination... Mu Distance ftom left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn +0.90D+E+1.60H 24,745 5.390 Bottom 0,778 Min. Percent 0.880 57.692 0.429 +O.90D+E+1.60H 24,534 5.460 Bottom 0,778 Min. Percent 0.880 57.692 0.425 -K).90D+E+1.60H 24,320 5.530 Bottom 0,778 Min. Percent 0,880 57.692 0.422 +0.90D+E+1.60H 24,104 5.600 Bottom 0,778 Min. Percent 0.880 57,692 0.418 -t{l.90D+E+1,60H 23,887 5.670 Bottom 0,778 Min, Percent 0.880 57,692 0.414 •t{).90D+E+1.60H 23,668 5.740 Bottom 0.778 Min, Percent 0,880 57,692 0.410 -K).90D+E+1.60H 23,446 5.810 Bottom 0,778 Min, Percent 0,880 57,692 0.406 -tO.90D+£+1.60H 23,223 5.880 Bottom 0,778 Min, Percent 0,880 57,692 0.403 +0.90D+E+1.60H 22,998 5.950 Bottom 0,778 Min, Percent 0,880 57,692 0.399 -K).90D+E+1.60H 22,771 6.020 Bottom 0,778 Min, Percent 0,880 57,692 0.395 +O.90D+E+1.60H 22,542 6.090 Bottom 0,778 Min, Percent 0,880 57,692 0.391 -K).90D+£+1.60H 22,311 6.160 Bottom 0,778 Min, Percent 0,880 57,692 0.387 +0.90D+E+1.60H 22,079 6.230 Bottom 0,778 Min, Percent 0.880 57,692 0.383 +O.90D+E+1.60H 21,844 6.300 Bottom 0,778 Min, Percent 0.880 57,692 0.379 +O.90D+E+1.60H 21,607 6.370 Bottom 0,778 Min. Percent 0.880 57,692 0.375 +O.90D+E+1.60H 21,369 6.440 Bottom 0,778 Min. Percent 0.880 57.692 0.370 -^).90D+E+1.60H 21,128 6.510 Bottom 0,778 Min. Percent 0.880 57.692 0.366 +O.90D+E+1.60H 20.886 6.580 Bottom 0,778 Min. Percent 0.880 57.692 0.362 +O.90D+E+1.60H 20.642 6.650 Bottom 0,778 Min. Percent 0.880 57.692 0.358 +O.90D+E+1.60H 20.395 6.720 Bottom 0,778 Min. Percent 0.880 57.692 0.354 +0.90D+E+1.60H 20.147 6.790 Bottom 0,778 Min. Percent 0.880 57.692 0.349 +O.90D+E+1.60H 19.897 6.860 Bottom 0,778 Min. Percent 0.880 57.692 0.345 -t€.90D+E+1.60H 19.645 6.930 Bottom 0,778 Min. Percent 0.880 57.692 0.341 +0.90D+E+1.60H 19.391 7.000 Bottom 0,778 Min. Percent 0.880 57.692 0.336 +O.90D+E+1.60H 19.136 7.070 Bottom 0,778 Min. Percent 0.880 57.692 0.332 •K).90D+E+1.60H 18.878 7.140 Bottom 0,778 Min. Percent 0.880 57.692 0.327 +0.90D+E+1.60H 18.618 7.210 Bottom 0,778 Min. Percent 0.880 57.692 0.323 +0.90D+E+1.60H 18.357 7.280 Bottom 0,778 Min. Percent 0.880 57.692 0.318 +0.90D+E+1.60H 18.093 7.350 Bottom 0,778 Min, Percent 0.880 57.692 0.314 +0.90D+E+1,60H 17.828 7.420 Bottom 0,778 Min, Percent 0.880 57.692 0.309 +0,90D+£+1,60H 17.561 7.490 Bottom 0,778 Min, Percent 0.880 57.692 0.304 +O,90D+E+1,60H 17.291 7.560 Bottom 0,778 Min, Percent 0.880 57.692 0.300 -tO,90D+E+1,60H 17.020 7.630 Bottom 0.778 Min. Percent 0.880 57.692 0.295 +O,90O+E+1.60H 16.747 7.700 Bottom 0.778 Min. Percent 0.880 57.692 0.290 +0.90D+E+1.60H 16.472 7.770 Bottom 0.778 Min. Percent 0.880 57.692 0.286 +0.90D+E+1.60H 16.195 7.840 Bottom 0.778 Min. Percent 0.880 57.692 0.281 +O.90D+E+1.60H 15.916 7.910 Bottom 0.778 Min. Percent 0.880 57.692 0.276 •K).90D+E+1.60H 15.636 7.980 Bottom 0.778 Min. Percent 0.880 57.692 0.271 -tO.90D+E+1.60H 15.353 8.050 Bottom 0.778 Min. Percent 0.880 57.692 0.266 +€.90D+E+1.60H 15.068 8.120 Bottom 0.778 Min. Percent 0.880 57.692 0.261 •K).90D+E+1.60H 14.782 8.190 Bottom 0.778 Min. Percent 0.880 57.692 0.256 +0.90D+E+1.60H 14.494 8.260 Bottom 0.778 Min. Percent 0.880 57.692 0.251 •K).90D+E+1.60H 14.203 8.330 Bottom 0.778 Min. Percent 0.880 57.692 0.246 +O.90D+E+1.60H 13.911 8.400 Bottom 0.778 Min. Percent 0.880 57.692 0.241 +O.90D+E+1.60H 13.617 8.470 Bottom 0.778 Min. Percent 0.880 57.692 0.236 +O.90D+E+1.60H 13.321 8.540 Bottom 0.778 Min. Percent 0.880 57.692 0.231 +O.90D+E+1.60H 13.023 8.610 Bottom 0.778 Min. Percent 0.880 57.692 0.226 -K).90D+E+1.60H 12.723 8.680 Bottom 0.778 Min. Percent 0.880 57.692 0.221 +0.90D+E+1.60H 12.421 8.750 Bottom 0.778 Min. Percent 0.880 57.692 0.215 +C.90D+E+1.60H 12.118 8.820 Bottom 0.778 Min. Percent 0.880 57.692 0.210 +€.90D+E+1.60H 11.813 8.890 Bottom 0.778 Min. Percent 0.880 57.692 0.205 +O.90D+E+1.60H 11.506 8.960 Bottom 0.778 Min. Percent 0.880 57.692 0.199 +O.90D+E+1.60H 11.197 9.030 Bottom 0.778 Min. Percent 0.880 57.692 0.194 +O.90D+E+1.60H 10.887 9.100 Bottom 0.778 Min. Percent 0.880 57.692 0.189 -»€.90D+E+1.60H 10.575 9,170 Bottom 0.778 Min. Percent 0.880 57.692 0.183 +0.90D+E+1.60H 10.262 9,240 Bottom 0.778 Min. Percent 0.880 57.692 0.178 +O.90D+E+1.60H 9.947 9,310 Bottom 0.778 Min. Percent 0.880 57.692 0.172 +O.90D+E+1.60H 9.631 9,380 Bottom 0.778 Min. Percent 0.880 57.692 0.167 +O.90D+E+1.60H 9.314 9,450 Bottom 0.778 Min. Percent 0.880 57.692 0.161 •K).90D+E+1.60H 8.995 9,520 Bottom 0.778 Min. Percent 0.880 57.692 0.156 +O.90D+E+1.60H 8.675 9,590 Bottom 0.778 Min. Percent 0.880 57.692 0.150 +O.90D+E+1.60H 8.353 9,660 Bottom 0.778 Min. Percent 0.880 57.692 0.145 +fl.90D+E+1.60H 8.031 9,730 Bottom 0.778 Min. Percent 0.880 57.692 0.139 4O.90D+E+1,60H 7.707 9,800 Bottom 0.778 Min. Percent 0.880 57.692 0.134 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Titie: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 Description: Grade bm.line 4.7 Frame F-5 RIe; CADocuments and Settingstehawn nikjooWy Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALCINC 1983-2011, Build:6.11.4.5.Ver:6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi*Mn Mu/PhiMn +0.90D+E+1.60H 7.382 9.870 Bottom 0.778 Min. Percent 0.880 57.692 0.128 +0.90D+E+1.60H 7.056 9.940 Bottom 0.778 Min. Percent 0.880 57,692 0.122 +0.90D+E+1.60H 6.729 10.010 Bottom 0.778 Min. Percent 0.880 57,692 0.117 +O.90D+E+1.60H 6.401 10.080 Bottom 0.778 Min. Percent 0.880 57,692 0.111 +1.20D+0.50Lr+1.60L+1.60H -6.284 10.150 Too 0.778 Min. Percent 0.880 57.692 0.109 +1.20D-K).50Lr+1.60L+1.60H -6.290 10.220 Too 0.778 Min. Percent 0,880 57.692 0.109 +1.20D+0.50Lr+1.60L+1.60H -6.294 10.290 TOD 0.778 Min. Percent 0,880 57.692 0.109 +1.20D+O.50Lr+1.60L+1.60H -6.297 10.360 TOD 0.778 Min. Percent 0,880 57.692 0.109 +1.20D+O.50Lr+1.60L+1.60H -6.299 10.430 TOD 0.778 Min. Percent 0,880 57.692 0.109 +1.20D+0.50Lr+1.60L+1.60H -6.300 10.500 TOD 0.778 Min. Percent 0,880 57.692 0.109 +1.20D+0.50Lr+1.60L+1.60H -6.299 10.570 TOD 0.778 Min. Percent 0,880 57.692 0.109 +1.20D+O.50Lr+1.60L+1.60H -6.297 10.640 TOD 0.778 Min. Percent 0,880 57.692 0.109 +1.20D+0.50Lr+1.60L+1.60H -6.294 10.710 TOD 0.778 Min. Percent 0,880 57.692 0.109 +1.20D+0.50Lr+1.60L+1,60H -6.290 10,780 TOD 0.778 Min. Percent 0,880 57.692 0.109 +1,20D+0.50Lr+1,60L+1,60H -6.284 10,850 TOD 0.778 Min. Percent 0,880 57.692 0.109 +1,20D+0,50Lr+1,60L+1,60H -6.276 10,920 TOD 0.778 Min. Percent 0,880 57.692 0.109 +1.20D+O.50Lr+1.60L+1.60H -6.268 10,990 TOD 0.778 Min. Percent 0,880 57.692 0.109 +1.20D-tO.50Lr+1.60L+1.60H -6.258 11,060 TOD 0.778 Min. Percent 0,880 57.692 0.108 +1.20D+0.50Lr+1.60L+1.60H -6.247 11,130 TOD 0.778 Min. Percent 0,880 57.692 0.108 +1.20D+O.50Lr+1.60L+1.60H -6.235 11,200 TOD 0.778 Min. Percent 0,880 57.692 0.108 +1.20D-^.50Lr+1.60L+1.60H -6.221 11,270 TOD 0.778 Min. Percent 0,880 57.692 0.108 +1.20D+0.50Lr+1.60L+1.60H -6.206 11,340 TOD 0.778 Min. Percent 0,880 57.692 0.108 +1.20D-K).50L-K}.20S+E -6.427 11.410 TOD 0.778 Min. Percent 0,880 57.692 0.111 +1.20D+O.50L+O.20S+E -6.737 11.480 TOD 0.778 Min. Percent 0,880 57.692 0.117 +1.20D+O.50L+O.20S+E -7.046 11.550 TOD 0.778 Min. Percent 0.880 57.692 0.122 +1.20D+0.50L-K).20S+E -7.354 11.620 TOD 0.778 Min. Percent 0.880 57.692 0.127 +1.20D+O.5OL+O.20S+E -7.660 11.690 TOD 0.778 Min. Percent 0.880 57.692 0.133 +1.20D+O.50L+O.20S+E -7.965 11.760 TOD 0,778 Min. Percent 0.880 57.692 0.138 +1.20D+0.50L+0.20S+E -8.269 11.830 TOD 0,778 Min. Percent 0.880 57.692 0.143 +1.20D+0.50L+0.20S+E -8.572 11.900 TOD 0,778 Min. Percent 0.880 57.692 0.149 +1.20D-t{).50L+O.20S+E -8.873 11.970 TOD 0,778 Min. Percent 0.880 57.692 0.154 +1.20D+0.50L+0.20S+E -9.173 12.040 TOD 0,778 Min. Percent 0.880 57.692 0.159 +1.20D+O.50L-tO.20S+E -9.472 12.110 TOD 0,778 Min. Percent 0.880 57.692 0.164 +1.20D-*0.50L+0.20S+E -9.769 12.180 TOD 0,778 Min. Percent 0.880 57.692 0.169 +1.20D+O.50L+O.20S+E -10.065 12.250 TOD 0,778 Min. Percent 0.880 57.692 0.174 +1.20D+0.50L+0.20S+E -10.359 12.320 TOD 0,778 Min. Percent 0.880 57.692 0.180 +1.20D-tO.50L+O.20S+E -10.652 12.390 TOD 0,778 Min. Percent 0.880 57.692 0.185 +1.20D+0.50L-tO,20S+E -10.943 12.460 TOD 0,778 Min. Percent 0.880 57.692 0.190 +1,20D+0,50L+0,20S+E -11.233 12.530 TOD 0,778 Min. Percent 0.880 57.692 0.195 +1.20D+O,5OL+O,20S+E -11.521 12.600 TOD 0,778 Min. Percent 0.880 57.692 0.200 +1,20D+O.50L+O,20S+E -11.808 12.670 TOP 0,778 Min. Percent 0.880 57.692 0.205 +1.20D+0.50L+0.20S+E -12.093 12.740 TOD 0,778 Min. Percent 0.880 57.692 0.210 +1.20D+0,50L+0,20S+E -12.376 12.810 TOD 0,778 Min. Percent 0.880 57.692 0.215 +1,20D+O,50L+O,20S+E -12.657 12.880 TOD 0,778 Min. Percent 0.880 57.692 0.219 +1.20D-K),50L-tO,20S+E -12.937 12.950 TOD 0,778 Min. Percent 0.880 57.692 0.224 +1,20D+0,50L+0,20S+E -13.215 13.020 TOD 0,778 Min. Percent 0.880 57.692 0.229 +1.20D+0.50L+0.20S+E -13.492 13.090 TOD 0,778 Min. Percent 0.880 57.692 0.234 +1.20D+{).50L-K).20S+£ -13.766 13.160 TOD 0,778 Min. Percent 0.880 57.692 0.239 +1.20D+0.50L+0.20S+E -14.039 13.230 TOD 0,778 Min. Percent 0.880 57.692 0.243 +1,20D+0,50L-^,20S+E -14.310 13.300 TOD 0,778 Min. Percent 0.880 57.692 0.248 +1.20D+{).50L+0,20S+E -14.579 13.370 TOD 0.778 Min. Percent 0.880 57.692 0.253 +1.20D+O.50L+O.20S+E -14.846 13.440 TOD 0.778 Min. Percent 0.880 57.692 0.257 +1.20D-tO.50L+O.20S+E -15.111 13.510 TOD 0.778 Min. Percent 0.880 57.692 0.262 +1.20D+0.50L-tO.20S+E -15.374 13.580 TOD 0.778 Min. Percent 0.880 57.692 0.266 +1.20D+O.50L-K).20S+E -15.635 13.650 TOD 0.778 Min. Percent 0.880 57.692 0.271 +1.20D+0.50L+0.20S+E -15.894 13.720 TOD 0.778 Min. Percent 0.880 57.692 0.275 +1.20D+0.50L+O.20S+E -16.151 13.790 TOD 0.778 Min. Percent 0.880 57.692 0.280 +1.20D+O.50L+O.20S+E -16.405 13.860 TOD 0.778 Min. Percent 0.880 57.692 0.284 +1.20D+O.50L+O.20S+E -16.658 13.930 TOD 0.778 Min. Percent 0.880 57.692 0.289 +1.20D+0.50L+0.20S+E -16.908 14.000 TOD 0.778 Min. Percent 0.880 57.692 0.293 +1.20D-K).50L+0.20S+E -17.157 14.070 TOD 0.778 Min. Percent 0.880 57.692 0.297 +1.20D+0.50L+0.20S+E -17.403 14.140 TOD 0.778 Min. Percent 0.880 57.692 0.302 +1.20D+O.50L+O.20S+E -17.647 14.210 TOD 0.778 Min. Percent 0.880 57.692 0.306 +1.20D+0.50L+0.20S+E -17.888 14.280 TOD 0.778 Min. Percent 0.880 57.692 0.310 \HIAHD ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 Description: Grade bm.line 4.7 Frame F-5 File; C:\Docunients and Settingstehawn nil90o\My Docume(its\ENERCALC Data Files\nccc_1015S5.ec6 • ENERCALCINC 1983-2011,Build;6.11.4,5, Ver6,11,4,5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi*Mn Mu / PhiMn +1,20D+0,50L-K),20S+E -18.127 14.350 TOD 0,778 Min. Percent 0.880 57.692 0.314 +1,20D+O,50L+O,20S+E -18.364 14.420 TOD 0,778 Min. Percent 0.880 57.692 0.318 +1,20D+O,50L+O,20S+E -18.598 14.490 TOD 0,778 Min, Percent 0.880 57.692 0.322 +1,20D+0,50L-K),20S+E -18.830 14.560 TOD 0,778 Min, Percent 0.880 57.692 0.326 +1,20D+0,50L-tO,20S+E -19.060 14.630 TOD 0,778 Min, Percent 0,880 57.692 0.330 +1,20D+O,50LtO,20S+E -19.287 14.700 TOD 0,778 Min, Percent 0.880 57.692 0.334 +1,20D+0,50L-tO,20S+E -19.512 14.770 TOD 0,778 Min, Percent 0.880 57.692 0.338 +1,20D+0,50L-tO,20S+E -19.734 14.840 TOD 0,778 Min, Percent 0,880 57.692 0.342 +1,20D+O,50L-K),20S+E -19.953 14.910 TOD 0.778 Min, Percent 0.880 57.692 0.346 +1,20D+O.50L+O,20S+E -20.170 14.980 TOD 0.778 Min, Percent 0.880 57.692 0.350 +1,20D^O,50L+O,20S+E -20.385 15.050 TOD 0.778 Min, Percent 0.880 57,692 0.353 +1.20D+O.50L+O.20S+E -20.596 15.120 TOD 0.778 Min, Percent 0.880 57,692 0.357 +1.20D+O.50L-K).20S+E -20.805 15.190 TOD 0.778 Min, Percent 0.880 57,692 0.361 +1.20D-»O.50L+O.20S+E -21.012 15.260 TOD 0.778 Min, Percent 0.880 57,692 0.364 +1.20D+O.50L+O.20S+E -21.215 15.330 TOD 0.778 Min, Percent 0.880 57,692 0.368 +1.20D-K).50L+0.20S+£ -21.416 15.400 TOD 0,778 Min, Percent 0.880 57,692 0.371 +1.20D+0.50L-K).20S+E -21.614 15.470 TOD 0,778 Min, Percent 0.880 57,692 0.375 +1.20D-K).50L+O.20S+E -21.809 15.540 TOD 0,778 Min, Percent 0.880 57,692 0.378 +1.20D+O.50L+O.20S+E -22.002 15.610 TOD 0,778 Min, Percent 0.880 57,692 0.381 +1.20D-K).50L+0.20S+£ -22.191 15.680 TOD 0,778 Min, Percent 0.880 57,692 0.385 +1.20D+O.50L-tO.20S+E -22.378 15.750 TOD 0,778 Min. Percent 0.880 57,692 0.388 +1.20D+O.50L+O.20S+E -22.561 15.820 TOD 0,778 Min. Percent 0.880 57,692 0.391 +1.20D+0.50L+0.20S+E -22.742 15.890 TOD 0,778 Min. Percent 0.880 57,692 0.394 +1.20D+O.50L+O.20S+E -22.920 15.960 TOD 0,778 Min. Percent 0.880 57,692 0.397 +1.20D-*O.50L+O.20S+E -23.094 16.030 TOD 0,778 Min. Percent 0.880 57,692 0.400 +1.20D+0,50L+0,20S+E -23.266 16.100 TOD 0,778 Min. Percent 0.880 57,692 0.403 +1,20D+O,50L+O,20S+e -23.434 16.170 TOD 0,778 Min. Percent 0.880 57,692 0.406 +1,20D-K).50L-tO.20S+E -23.600 16.240 TOD 0,778 Min. Percent 0.880 57,692 0.409 +1.20DtO.50L+0.20S+E -23.762 16.310 TOD 0,778 Min. Percent 0.880 57.692 0.412 +1.20D-tO.50L+O.20S+E -23.921 16.380 TOD 0,778 Min. Percent 0.880 57.692 0.415 +1.20D+O.50L+O.20S+E -24.077 16.450 TOD 0,778 Min. Percent 0.880 57.692 0.417 +1.20D+0.50L-K).20S+E -24.229 16.520 TOD 0,778 Min. Percent 0.880 57.692 0.420 +1.20D-K).50L-tO.20S+£ -24.379 16.590 TOD 0,778 Min. Percent 0.880 57.692 0.423 +1.20D+0.50L+0.20S+E -24.525 16.660 TOD 0,778 Min. Percent 0.880 57.692 0.425 +1.20D+O.50L-K).20S+E -24.667 16.730 TOD 0,778 Min. Percent 0.880 57.692 0.428 +1.20D+0.50L-K).20S+£ -24.807 16.800 TOD 0,778 Min. Percent 0.880 57.692 0.430 +1.20D+{).50L-K).20S+E -24.943 16.870 TOD 0,778 Min. Percent 0.880 57.692 0.432 +1.20D+O.50L-tO.20S+£ -25.075 16.940 TOD 0,778 Min. Percent 0.880 57.692 0.435 +1.20D+0.50L+0.20S+E -25.204 17.010 TOD 0,778 Min. Percent 0.880 57.692 0.437 +1.20D+O.50L+O.20S+E -25.332 17.080 TOD 0,778 Min. Percent 0.880 57.692 0.439 +1.20D+O.50L+O.20S+E -25.461 17.150 TOD 0.778 Min. Percent 0.880 57.692 0.441 +1.20D-<O.50L+{).20S+E -25.591 17.220 TOD 0.778 Min. Percent 0.880 57.692 0.444 +1.20D+O.50L-*O.20S+E -25.721 17.290 TOD 0.778 Min. Percent 0.880 57.692 0.446 +1.20D+O.50L-*O.20S+E -25.852 17.360 TOD 0.778 Min. Percent 0.880 57.692 0.448 +1.20D-K).50L+O.20S+E -25.983 17.430 TOD 0.778 Min. Percent 0.880 57.692 0.450 +1.20D+O.50L-K).20S+E -26.115 17.500 TOD 0.778 Min. Percent 0.880 57.692 0.453 +1.20D+0.50L-K).20S+E -26.247 17.570 TOD 0.778 Min. Percent 0.880 57.692 0.455 +1.20D+O.50L+O.20S+E -26.380 17.640 TOD 0.778 Min. Percent 0.880 57.692 0.457 +1.20D+O.50L+O.20S+E -26.513 17.710 TOD 0.778 Min. Percent 0.880 57.692 0.460 +1.20D+O.50L+O.20S+E -26.647 17.780 TOD 0.778 Min. Percent 0.880 57.692 0.462 +1.20D+0.50L-K).20S+E -26.781 17.850 TOD 0.778 Min. Percent 0.880 57.692 0.464 +1.20O+O.50L+O.20S+E -26.915 17.920 TOD 0.778 Min. Percent 0.880 57.692 0.467 +1.20D-tO.50L+O.20S+E -27.049 17.990 TOD 0.778 Min. Percent 0.880 57.692 0.469 •K).90D+E+1.60H 4.512 18.060 Bottom 0.778 Min. Percent 0.880 57.692 0.078 +O.90D+E+1.60H 4.331 18.130 Bottom 0.778 Min. Percent 0.880 57.692 0.075 +0.90D+E+1.60H 4.152 18.200 Bottom 0.778 Min. Percent 0.880 57.692 0.072 +O.90D+E+1.60H 3.975 18.270 Bottom 0.778 Min. Percent 0.880 57.692 0.069 +0.90D+E+1.60H 3.800 18.340 Bottom 0.778 Min. Percent 0.880 57.692 0.066 +0.90D+E+1.60H 3.628 18.410 Bottom 0.778 Min. Percent 0.880 57.692 0.063 +O.90D+E+1.60H 3.457 18.480 Bottom 0.778 Min. Percent 0.880 57.692 0.060 +O.90D+E+1.60H 3.289 18.550 Bottom 0.778 Min. Percent 0.880 57.692 0.057 +0.90D+£+1.60H 3.123 18,620 Bottom 0.778 Min. Percent 0.880 57.692 0.054 +O.90D+E+1.60H 2.959 18,690 Bottom 0.778 Min. Percent 0.880 57.692 0.051 +O.90D+E+1.6OH 2.797 18,760 Bottom 0.778 Min. Percent 0.880 57.692 0.048 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 File; C:\Documents aid Settingstehawn nil^oo\«% Documents\ENERCALC Data Files\ncccJ015iB5.ec6 ^ ENERCALCINC 1983-2011,Build&11.4.S, Ver6,11,4,5 I Licensee : INLAND ENGINEERING CONSULTING INC Combined Footing Lie. #: KW-06005198 Description : Grade bm.line 4.7 Frame F-5 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu ftom left Side As Req'd by Actual As Phi'Mn Mu/PhiMn +0.90D+E+1.60H 2.638 18.830 Bottom 0.778 Min. Percent 0.880 57.692 0.046 +0.90D+E+1.60H 2.481 18.900 Bottom 0.778 Min. Percent 0.880 57.692 0.043 -K}.90D+E+1.60H 2.326 18.970 Bottom 0.778 Min. Percent 0.880 57.692 0.040 •K),90D+£+1,60H 2.174 19.040 Bottom 0.778 Min. Percent 0.880 57.692 0.038 +O,9OD+E+1,60H 2,027 19.110 Bottom 0.778 Min, Percent 0.880 57.692 0.035 +0,90D+£+1,60H 1,885 19.180 Bottom 0.778 Min, Percent 0.880 57.692 0.033 -K),90D+E+1,60H 1,747 19.250 Bottom 0.778 Min, Percent 0.880 57.692 0.030 +0,90D+E+1,60H 1,615 19.320 Bottom 0.778 Min, Percent 0.880 57,692 0.028 +O,90D+E+1,60H 1,487 19.390 Bottom 0.778 Min, Percent 0.880 57,692 0.026 +O,90D+E+1,60H 1.364 19.460 Bottom 0.778 Min, Percent 0.880 57,692 0.024 +O,90D+£+1,60H 1.246 19.530 Bottom 0.778 Min, Percent 0.880 57.692 0,022 +O,90D+E+1,60H 1.133 19.600 Bottom 0.778 Min, Percent 0.880 57.692 0,020 +O,90D+E+1,60H 1.025 19.670 Bottom 0.778 Min. Percent 0.880 57.692 0,018 +O,90D+E+1,60H 0.922 19.740 Bottom 0.778 Min. Percent 0.880 57.692 0,016 -K),90D+E+1,60H 0.825 19.810 Bottom 0.778 Min. Percent 0.880 57.692 0,014 -K).90D+E+1.60H 0.733 19.880 Bottom 0.778 Min. Percent 0.880 57.692 0.013 -tO.90D+E+1.60H 0.646 19.950 Bottom 0.778 Min. Percent 0.880 57.692 0.011 -tO.90D+E+1.60H 0.564 20.020 Bottom 0.778 Min. Percent 0.880 57.692 0.010 -»O.90D+E+1.60H 0.487 20.090 Bottom 0.778 Min. Percent 0.880 57.692 0.008 +O.90D+E+1.60H 0.416 20.160 Bottom 0.778 Min. Percent 0.880 57.692 0.007 +O.90D+E+1.60H 0.351 20.230 Bottom 0.778 Min. Percent 0.880 57.692 0.006 +0.90D+E+1.60H 0.291 20.300 Bottom 0.778 Min. Percent 0.880 57.692 0.005 +O.90D+E+1.60H 0.236 20.370 Bottom 0.778 Min. Percent 0.880 57.692 0.004 +0.90D+E+1.60H 0.187 20.440 Bottom 0.778 Min. Percent 0.880 57.692 0.003 +O.90D+E+1.60H 0.143 20.510 Bottom 0.778 Min. Percent 0,880 57.692 0.002 +O.90D+E+1.60H 0.106 20.580 Bottom 0.778 Min. Percent 0,880 57.692 0.002 +0.90D+E+1.60H 0.074 20.650 Bottom 0.778 Min. Percent 0,880 57.692 0.001 •*O.90D+E+1.60H 0.047 20.720 Bottom 0.778 Min. Percent 0,880 57.692 0.001 +{).90D+E+1.60H 0.027 20.790 Bottom 0.778 Min. Percent 0.880 57.692 0.000 +{).90D+E+1.60H 0.012 20.860 Bottom 0.778 Min. Percent 0.880 57.692 0.000 +O.90D+E+1.60H 0.003 20.930 Bottom 0.778 Min. Percent 0.880 57.692 0.000 +O.90D+E+1.60H 0.000 21.000 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu@ Col#1 vu @ Col #2 PhiVn vu @ Col #1 vu @Col#2 +1.40D 82.16 psi 1 94 psi 1.94 psi 164.32 psi 0.08 psi 0.08 psi +1.20D+O.50Lr+1.60L+1.60H 82.16 psi 3 89 psi 3.89 psi 164.32 psi 0.41 psi 0.41 psi +1.20D+1.60L+O.50S+1.60H 82.16 psi 3 89 psi 3.89 psi 164.32 psi 0.41 psi 0.41 psi +1.20D+1.60Lr-K).50L 82.16 psi 2 36 psi 2.36 psi 164.32 psi 0.08 psi 0.08 psi +1.20D+O.50L+1.60S 82.16 psi 2 36 psi 2.36 psi 164.32 psi 0.08 psi 0.08 psi +1.20D+0.50Lr+O.50L+1.60W 82.16 psi 2 36 psi 2.36 psi 164.32 psi 0.08 psi 0.08 psi +1.20D+O.50L+O.50S+1.60W 82.16 psi 2 36 psi 2.36 psi 164.32 psi 0.08 psi 0.08 psi +1.20D+0.50L+0.20S+E 82.16 psi 11 60 psi 11.60 psi 164.32 psi 0.96 psi 0.79 psi -K).90D+E+1.60H 82.16 psi 8 21 psi 8.21 psi 164.32 psi 0.61 psi 1.07 psi INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Job* 101585 Project Desc.: Project Notes: Combined Footing File; C:U)ocuments and Settingstehawn nil^\MyDocuments£NERCALC Data Files\nccc 101585.ec6 Ij ; .. • . . : ENERCALC INC. 1983-2011, Bulld:6.11.4.5,Ver:6.11.4.5 | ILic.# : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description: grd. bm. at tower General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties Analysis/Design Settings f c: Concrete 28 day strength 3 ksi Calculate footing weight as dead load ? Yes fy: Rebar Yield 60 ksi Calculate Pedestal weight as dead load ? No Ec: Concrete Elastic Modulus 3122 ksi Min Steel % Bending Reinf (based on'd') 0.0014 Concrete Density 145 pcf Min Allow % Temp Reinf (based on thick) 0.0018 (j) : Phi Values Flexure: 0.9 pcf Min. Overtuming Safety Factor 1.5:1 Shear: 0.75 Min. Sliding Safety Factor 1.5:1 Soil Information Allowable Soil Bearing 2 Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 (Uses entiy for "Footing base depth beiow soii suiiace" for for Coefficient of Soil/Concrete Friction 0.3 ksf pcf Dimensions & Reinforcing Soil Bearing Increase Footing base depth below soil surface ft Increases based on footing Deptti Allowable pressure increase per foot ksf when base of footing is below ft Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearinq 2.0 ksf (Allowable Soil Bearing adjuded for footing weight and depth & width increases as specified by user.) Distance Left of Column *1 = 3.5 ft Between Columns = 12 ft Distance Right of Column *2 = 3^ ft Total Footing Length = 19.0 ft Footing Width = 2.0 ft Footing Thickness = 24.0 in Rebar Center to Concrete Edge @ Top = Rebar Center to Concrete Edge @ Bottom = Applied Loads Pedestal dimensions.. Sq.Dim. = Height = 3 in 3 in Col*1 24 1 Col*2 24 in Iin Bars left of Col #1 Count Size* As Actual As Req'd Bottom Bars 3.0 6 1.320 1,037 in'^2 Top Bars 3.0 6 1.320 1,037 in*2 Bars Btwn Cols Bottom Bars 3.0 6 1.320 1,037 in'^2 Top Bars 3.0 6 1.320 1,037 in'^2 Bars Right of Col #2 Bottom Bars 3.0 6 1,320 1,037in'^2 Top Bars 3.0 6 1,320 O.Oin'^2 Applied @ Left Column Axial Load Downward Moment (+CCW) Shear (+X) Applied @ Right Column Axial Load Downward Moment (+CCW) Shear (+X) Overburden Lr W 28.50 1.0 28.50 1.0 k k-ft k k k-ft k 3-*6 3-#6 INU\ND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lic.# : KW-06006198 Description: grd. bm. at tower File; C;\Documents and Setthgstehawn nilqooUriy Docunients\ENERCALC Data FilesVKCcJ01585.ec6 j| ENERCALCINC 1983-2011,Build;6.11.4.5,Ver6,11,4.5 I Licensee : INLAND ENGINEERING CONSULTING INC DESIGNSUMMARY Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.3488 Soil Bearing 0.6975 ksf 2.0 ksf +O+0,70E+fl PASS 1.733 Overtuming 42.817 k-ft 74.214 k-ft 0,6D+0,7E PASS 1.674 Sliding 1.40 k 2.344 k 0,6D+0,7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1166 1-way Shear-Col *1 9.582 psi 82.158 psi +1,20D-tO,50L-K),20S+E PASS 0.1166 1-way Shear-Col *2 9.582 psi 82.158 psi +1,20D+O,50L+O,20S+E PASS 0.003410 2-way Punching -Col*1 0.5603 psi 164.32 psi +1,20D-K),50L-*O,20S+E PASS 0.005048 2-way Punching •Col*2 0.8295 psi 164.32 psi •K),90D+£+1,60H PASS No Bending Flexure-Left of Col *1 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.003718 Flexure - Left of Col *1 - Bottom 0.4495 k-ft 120.90 k-ft +1.40D PASS 0.1782 Flexure - Between Cols - Top -21.549 k-ft 120.90 k-ft +1,20D+O,50L+O,20S+E PASS 0.2002 Flexure - Between Cols - Bottom 24.202 k-ft 120.90 k-ft +0.90D+E+1.60H PASS No Bending Flexure - Right o fCol*2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.02993 Flexure - Right of Col *2 - Bottom 3.618 k-ft 120.90 k-ft +0.90D+E+1.60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ i Left Edge @ Right Edge Allowable Ratio +0 13.02 k 0.000 in 0.34 ksf 0.34 ksf 2.00 ksf 0.171 +0+L+H 15.02 k 0.000 in 0.40 ksf 0.40 ksf 2.00 ksf 0.198 +O+0.750Lr+0.750L+H 14.52 k 0.000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.191 +D-K}.750L+0.750S+H 14.52 k 0.000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.191 +D+0.70E+H 13.02 k 3,289 in 0.00 ksf 0.70 ksf 2.00 ksf 0.349 +D+O.750Lr-^.750L-tO.750W+H 14.52 k 0,000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.191 +D+O.750L-K).750S-tO.750W+H 14.52 k 0,000 in 0.38 ksf 0.38 ksf 2.00 ksf 0.191 +O+O.750Lr+O.750L+O.5250E+H 14.52 k 2,212 in 0.12 ksf 0.65 ksf 2.00 ksf 0.324 +D+O.750L-tO.750S+O.5250E+H 14.52 k 2,212 in 0.12 ksf 0.65 ksf 2.00 ksf 0.324 +O.60D+O.70E+H 7.81 k 5,481 in 0.00 ksf 0.65 ksf 2.00 ksf 0.323 Overtuming Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overtuming Resisting Ratio Overtuming Resisting Ratio D 0.00 0,00 999.000 0.00 0.00 999.000 D+L 0.00 0,00 999.000 0.00 0.00 999.000 0.6D+L+O.7E 0.00 0,00 999.000 42.82 93.21 2.177 0.6D+0.7E 0.00 0,00 999.000 42.82 74.21 1.733 Sliding Stability Load Combination. Sliding Force Resisting Force Sliding SafetyRatio D 0,00 k 3.91 k 999 D+L 0,00 k 4.51 k 999 0.6D+L-K).7E 1,40 k 2.94 k 1.102571428571- 0.6D+0.7E 1,40 k 2.34 k 1.674 Footing Flexure - Maximum Values ft>r Load Combination Distance Tension Govemed Load Combination. Mu from left Side As Req'd by Actual As Phi'Mn Mu/PhiMn 0.6D+0.7E 0.000 0,000 0 0.000 0 0,000 0,000 0.000 +1.40O 0.000 0,063 Bottom 1.037 Min. Percent 1,320 120,896 0.000 +1.40D 0.001 0,127 Bottom 1.037 Min. Percent 1,320 120,896 0.000 +1.40D 0.003 0,190 Bottom 1.037 Min. Percent 1,320 120,896 0.000 +1.40D 0.005 0.253 Bottom 1.037 Min. Percent 1,320 120,896 0.000 +1.40D 0.007 0.317 Bottom 1.037 Min. Percent 1,320 120,896 0.000 +1.40D 0.011 0.380 Bottom 1.037 Min. Percent 1.320 120.896 0.000 +1.40D 0.014 0.443 Bottom 1.037 Min. Percent 1.320 120.896 0.000 +1.400 0.019 0.507 Bottom 1.037 Min. Percent 1.320 120.896 0.000 +1.40D 0.024 0.570 Bottom 1.037 Min. Percent 1.320 120.896 0.000 +1.40D 0.030 0.633 Bottom 1.037 Min Percent 1.320 120.896 0.000 +1.40D 0.036 0.697 Bottom 1.037 Min Percent 1.320 120.896 0.000 +1.40D 0.043 0.760 Bottom 1.037 Min Percent 1.320 120.896 0.000 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 Description: grd. bm. at tower File; CVOocuments and Settingstehawn nilqoo\My Docunients\ENERCALC Oata Files\nccc_101585.ec6 a ENERCALC INC 1983-2011, BtJild;6.11.4.5,Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values ft>r Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu/PhiMn +1.40O 0.050 0.823 Bottom 1.037 Min. Percent 1.320 120.896 0.000 +1.40D 0.058 0.887 Bottom 1.037 Min. Percent 1.320 120.896 0.000 +1.40D 0.067 0.950 Bottom 1.037 Min. Percent 1.320 120.896 0.001 +1.40D 0.076 1.013 Bottom 1.037 Min. Percent 1.320 120.896 0.001 +1.40D 0.085 1.077 Bottom 1.037 Min, Percent 1.320 120.896 0.001 +1.40D 0.096 1.140 Bottom 1.037 Min, Percent 1.320 120.896 0.001 +1.400 0.107 1.203 Bottom . 1.037 Min, Percent 1.320 120.896 0.001 +1.40D 0.118 1.267 Bottom 1.037 Min, Percent 1.320 120.896 0.001 +1.40D 0.130 1.330 Bottom 1,037 Min, Percent 1.320 120.896 0.001 +1.40D 0.143 1.393 Bottom 1,037 Min, Percent 1.320 120.896 0.001 +1.400 0.156 1.457 Bottom 1.037 Min, Percent 1.320 120.896 0.001 +1.40D 0.170 1.520 Bottom 1,037 Min, Percent 1.320 120.896 0.001 +1.40D 0.185 1.583 Bottom 1.037 Min, Percent 1.320 120.896 0.002 +1.40D 0.200 1.647 Bottom 1.037 Min, Percent 1.320 120.896 0.002 +1.40D 0.215 1.710 Bottom 1,037 Min, Percent 1.320 120.896 0.002 +1.40D 0.232 1.773 Bottom 1,037 Min, Percent 1.320 120.896 0.002 +1.40D 0.249 1.837 Bottom 1,037 Min, Percent 1.320 120.896 0.002 +1.40D 0.266 1.900 Bottom 1,037 Min, Percent 1.320 120.896 0.002 +1.40D 0.284 1.963 Bottom 1,037 Min. Percent 1.320 120.896 0.002 +1.40D 0.303 2.027 Bottom 1,037 Min. Percent 1.320 120.896 0.003 +1.400 0.322 2.090 Bottom 1,037 Min. Percent 1.320 120.896 0.003 +1.40D 0.342 2.153 Bottom 1,037 Min. Percent 1.320 120.896 0.003 +1.40D 0.362 2.217 Bottom 1,037 Min. Percent 1.320 120.896 0.003 +1.40D 0.383 2.280 Bottom 1.037 Min. Percent 1.320 120.896 0.003 +1.40D 0.405 2.343 Bottom 1.037 Min. Percent 1.320 120.896 0.003 +1.40D 0.427 2.407 Bottom 1.037 Min. Percent 1.320 120.896 0.004 +1.40D 0.450 2.470 Bottom 1.037 Min. Percent 1.320 120.896 0.004 +1.400 0.473 2.533 Bottom 1.037 Min. Percent 1.320 120.896 0.004 +1.40D 0.494 2.597 Bottom 1.037 Min. Percent 1.320 120.896 0.004 +1.40D 0.512 2.660 Bottom 1.037 Min. Percent 1.320 120.896 0.004 +1.40D 0.529 2.723 Bottom 1.037 Min. Percent 1.320 120.896 0.004 +1.40D 0.543 2.787 Bottom 1.037 Min. Percent 1.320 120.896 0.004 +1.40D 0.556 2.850 Bottom 1.037 Min. Percent 1.320 120.896 0.005 +1.40D 0.566 2.913 Bottom 1.037 Min. Percent 1.320 120.896 0.005 +1.40O 0.573 2.977 Bottom 1.037 Min. Percent 1.320 120.896 0.005 +1.40D 0.579 3.040 Bottom 1.037 Min. Percent 1.320 120.896 0.005 +1,40D 0.582 3.103 Bottom 1.037 Min. Percent 1.320 120.896 0.005 +1.400 0.583 3.167 Bottom 1.037 Min. Percent 1.320 120.896 0.005 +1,400 0.582 3.230 Bottom 1.037 Min. Percent 1.320 120.896 0.005 +1,40D 0.579 3.293 Bottom 1.037 Min. Percent 1.320 120.896 0.005 +1,40D 0.573 3.357 Bottom 1.037 Min. Percent 1.320 120.896 0,005 +1.40D 0.566 3.420 Bottom 1.037 Min. Percent 1.320 120.896 0,005 +1,400 0.556 3.483 Bottom 1.037 Min. Percent 1.320 120.896 0,005 +1.40D 0.543 3.547 Bottom 1.037 Min. Percent 1.320 120.896 0,004 +1.40D 0.529 3.610 Bottom 1.037 Min. Percent 1.320 120.896 0.004 +1.400 0.512 3.673 Bottom 1.037 Min. Percent 1.320 120.896 0.004 +1.40D 0.494 3.737 Bottom 1.037 Min. Percent 1.320 120.896 0.004 +1.40D 0.473 3.800 Bottom 1.037 Min. Percent 1.320 120.896 0.004 +1.40D 0.449 3.863 Bottom 1.037 Min. Percent 1.320 120.896 0.004 +1.40D 0.424 3.927 Bottom 1.037 Min. Percent 1.320 120.896 0.004 +1.40D 0.396 3.990 Bottom 1.037 Min. Percent 1.320 120.896 0.003 +1.40D 0.366 4.053 Bottom 1.037 Min. Percent 1.320 120.896 0.003 +1.40D 0.334 4.117 Bottom 1.037 Min. Percent 1.320 120.896 0.003 +1.40D 0.300 4.180 Bottom 1.037 Min. Percent 1.320 120.896 0.002 +1.40D 0.263 4.243 Bottom 1.037 Min. Percent 1.320 120.896 0.002 +1.400 0.224 4.307 Bottom 1.037 Min. Percent 1.320 120,896 0.002 +1.40D 0.183 4.370 Bottom 1.037 Min. Percent 1.320 120,896 0.002 +1.40D 0.140 4.433 Bottom 1.037 Min. Percent 1.320 120.896 0.001 +1.40D 0.095 4.497 Bottom 1.037 Min. Percent 1.320 120.896 0.001 +O.90D+E+1.60H 24.202 4.560 Bottom 1.037 Min. Percent 1.320 120.896 0.200 +O.90D+E+1.60H 23.993 4.623 Bottom 1.037 Min. Percent 1.320 120.896 0.198 +0.90D+E+1.60H 23.782 4.687 Bottom 1.037 Min. Percent 1.320 120.896 0.197 -K).90D+€+1.60H 23.569 4.750 Bottom 1.037 Min. Percent 1.320 120.896 0.195 +O.90D+E+1.60H 23.354 4.813 Bottom 1.037 Min. Percent 1.320 120.896 0.193 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 Description : grd. bm. at tower File: C:\Documents and Settingstehawn nil^*lj Documents\ENERCALC Data Files\ncccJ01585.ec6 | ENERCALC INC 1983-2011, Bulld:6,11,4,5,Ver,6,11,4,5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure • Maximum Values for Load Combination Load Combination... Mu Distance ftom left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn -K),90O+E+1,60H 23.137 4.877 Bottom 1,037 Min. Percent 1.320 120.896 0.191 -K),90D+E+1,60H 22.918 4.940 Bottom 1,037 Min. Percent 1.320 120.896 0.190 +O,90D+E+1,60H 22,697 5.003 Bottom 1,037 Min. Percent 1.320 120.896 0.188 •K),90D+€+1,60H 22,473 5.067 Bottom 1,037 Min. Percent 1.320 120.896 0.186 +O,90O+E+1,60H 22,248 5.130 Bottom 1,037 Min. Percent 1.320 120.896 0.184 +O,90D+E+1,60H 22,020 5.193 Bottom 1,037 Min. Percent 1.320 120.896 0.182 +O,90D+E+1,60H 21,790 5,257 Bottom 1,037 Min. Percent 1.320 120.896 0.180 +O,90D+E+1,60H 21,558 5,320 Bottom 1.037 Min. Percent 1.320 120.896 0.178 -tO,90D+E+1,60H 21,324 5,383 Bottom 1.037 Min. Percent 1.320 120.896 0.176 -K),90D+E+1,60H 21,088 5,447 Bottom 1.037 Min. Percent 1.320 120.896 0.174 +O,90D+E+1,60H 20,850 5.510 Bottom 1.037 Min, Percent 1.320 120.896 0.172 +O,90D+E+1,60H 20,610 5,573 Bottom 1.037 Min, Percent 1.320 120.896 0.170 +0,90D+E+1,60H 20,368 5,637 Bottom 1.037 Min, Percent 1.320 120.896 0.168 -tO,90D+E+1,60H 20,123 5,700 Bottom 1.037 Min, Percent 1.320 120.896 0.166 +O,90O+E+1,60H 19,877 5,763 Bottom 1.037 Min, Percent 1.320 120.896 0.164 +O,90D+E+1,60H 19,628 5,827 Bottom 1.037 Min, Percent 1.320 120.896 0.162 +O,90D+E+1,60H 19,378 5.890 Bottom 1.037 Min, Percent 1.320 120.896 0.160 +O,90D+E+1,60H 19,125 5.953 Bottom 1.037 Min, Percent 1.320 120.896 0.158 +0,90D+E+1,60H 18,870 6.017 Bottom 1.037 Min, Percent 1.320 120.896 0.156 +O,90D+E+1,60H 18,613 6.080 Bottom 1.037 Min. Percent 1.320 120.896 0.154 -tO,90D+E+1,60H 18,354 6.143 Bottom 1.037 Min. Percent 1.320 120.896 0.152 +0,90D+E+1,60H 18.093 6.207 Bottom 1.037 Min. Percent 1.320 120,896 0.150 +0,90D+E+1.60H 17.830 6.270 Bottom 1.037 Min. Percent 1.320 120,896 0.147 +0,90D+E+1.60H 17.564 6.333 Bottom 1.037 Min. Percent 1.320 120,896 0.145 +0.90D+E+1.60H 17.297 6.397 Bottom 1.037 Min. Percent 1.320 120,896 0.143 +O.90D+E+1.60H 17.028 6.460 Bottom 1.037 Min. Percent 1.320 120,896 0.141 +O.90D+E+1.60H 16.757 6.523 Bottom 1.037 Min. Percent 1.320 120,896 0.139 +O.90D+E+1.60H 16.484 6.587 Bottom 1.037 Min. Percent 1.320 120,896 0.136 +0.90D+E+1.60H 16.209 6.650 Bottom 1.037 Min. Percent 1.320 120,896 0.134 +O.90D+E+1.60H 15.932 6.713 Bottom 1.037 Min. Percent 1.320 120,896 0.132 +0.90D+E+1.60H 15.654 6.777 Bottom 1.037 Min. Percent 1.320 120.896 0.129 +O.90D+E+1.60H 15.374 6.840 Bottom 1.037 Min. Percent 1.320 120.896 0.127 -K).90D+E+1.60H 15.092 6.903 Bottom 1.037 Min. Percent 1.320 120.896 0.125 +0.90D+E+1.60H 14.808 6.967 Bottom 1.037 Min. Percent 1.320 120.896 0.122 +O.90D+E+1.60H 14.523 7.030 Bottom 1.037 Min. Percent 1.320 120.896 0.120 +0.90D+E+1.60H 14.236 7.093 Bottom 1.037 Min. Percent 1.320 120.896 0.118 -tO.90D+E+1.60H 13.948 7.157 Bottom 1.037 Min. Percent 1.320 120.896 0.115 +€.90D+£+1.60H 13.658 7.220 Bottom 1.037 Min. Percent 1.320 120.896 0.113 +O.90D+E+1.60H 13.367 7.283 Bottom 1.037 Min. Percent 1.320 120.896 0.111 +0.90D+E+1.60H 13.074 7.347 Bottom 1.037 Min. Percent 1.320 120.896 0.108 +0.90D+E+1.60H 12.780 7.410 Bottom 1.037 Min. Percent 1.320 120.896 0.106 +O.90D+E+1.60H 12.484 7.473 Bottom 1.037 Min. Percent 1.320 120.896 0.103 -K).90D+E+1.60H 12.187 7.537 Bottom 1.037 Min. Percent 1.320 120.896 0.101 -tO.90D+E+1.60H 11.889 7.600 Bottom 1.037 Min. Percent 1.320 120.896 0.098 -tO.90D+E+1.60H 11.589 7.663 Bottom 1.037 Min. Percent 1.320 120.896 0.096 +0.90D+E+1.60H 11.288 7.727 Bottom 1.037 Min. Percent 1.320 120.896 0.093 +O.90D+E+1.60H 10.986 7.790 Bottom 1.037 Min. Percent 1.320 120.896 0.091 -t{}.90D+E+1.60H 10.683 7.853 Bottom 1.037 Min. Percent 1.320 120.896 0.088 -tO.90D+E+1.60H 10.379 7.917 Bottom 1.037 Min. Percent 1.320 120.896 0.086 +0.90D+E+1.60H 10.074 7.980 Bottom 1.037 Min. Percent 1.320 120.896 0.083 +O.90D+E+1.60H 9.767 8.043 Bottom 1.037 Min. Percent 1.320 120.896 0.081 -tO.90D+£+1.60H 9.460 8.107 Bottom 1.037 Min. Percent 1.320 120.896 0.078 +O.90D+E+1.60H 9.151 8.170 Bottom 1.037 Min. Percent 1.320 120.896 0.076 +0.90D+E+1.60H 8.842 8.233 Bottom 1.037 Min. Percent 1.320 120.896 0.073 +O.90D+E+1.60H 8.532 8.297 Bottom 1.037 Min. Percent 1.320 120.896 0.071 +0.90D+E+1.60H 8.220 8.360 Bottom 1.037 Min. Percent 1.320 120.896 0.068 +O.90D+E+1.60H 7.908 8.423 Bottom 1.037 Min. Percent 1.320 120.896 0.065 +O.90D+E+1.60H 7.596 8.487 Bottom 1.037 Min. Percent 1.320 120.896 0.063 +0.90D+E+1.60H 7.282 8.550 Bottom 1.037 Min. Percent 1.320 120.896 0.060 +0.90D+E+1.60H 6.968 8,613 Bottom 1.037 Min. Percent 1.320 120.896 0.058 +O.90D+E+1.60H 6.653 8,677 Bottom 1.037 Min. Percent 1.320 120.896 0.055 +O.90D+E+1.60H 6.337 8,740 Bottom 1.037 Min. Percent 1.320 120.896 0.052 +O.90D+E+1.60H 6.021 8,803 Bottom 1.037 Min. Percent 1.320 120.896 0.050 +0.90D+E+1.60H 5.704 8,867 Bottom 1.037 Min. Percent 1.320 120.896 0,047 INLAND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lic.# : KW-06006198 Description : grd. bm. at tower RIe; C;\0ocuments and Settingstehawn nil^\li^ Documents\ENERCALC Oata Files\ncccJ01585.ec6 | ENERCALC INC 1983-2011.8uild:6.11.4.5,Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn +0.90D+E+1.60H 5.387 8.930 Bottom 1.037 Min. Percent 1.320 120.896 0,045 +O.90D+E+1.60H 5.069 8.993 Bottom 1.037 Min, Percent 1.320 120.896 0,042 +O.90D+E+1.60H 4.750 9.057 Bottom 1.037 Min, Percent 1.320 120.896 0,039 +O.90D+E+1.60H 4.431 9.120 Bottom 1.037 Min, Percent 1.320 120.896 0,037 +0.90D+E+1.60H 4.112 9.183 Bottom 1.037 Min, Percent 1,320 120.896 0,034 +O.90D+E+1.60H 3.792 9.247 Bottom 1.037 Min, Percent 1,320 120.896 0,031 +1.20D+O.50Lr+1.60L+1.60H -3.495 9.310 TOD 1.037 Min, Percent 1,320 120.896 0,029 +1.20D+0.50Lr+1.60L+1.60H -3.498 9.373 TOD 1.037 Min, Percent 1,320 120.896 0,029 +1.20D+0.50Lr+1.60L+1.60H -3.499 9.437 TOD 1.037 Min, Percent 1.320 120.896 0,029 +1.20D+O.50Lr+1.60L+1.60H -3.500 9.500 TOD 1.037 Min, Percent 1.320 120,896 0.029 +1.20D+0.50Lr+1.60L+1.60H -3.499 9.563 TOD 1.037 Min, Percent 1.320 120,896 0.029 +1.20D+0.50Lr+1.60L+1.60H -3.498 9.627 TOD 1.037 Min, Percent 1,320 120,896 0.029 +1.20D-K).50Lr+1.60L+1.60H -3.495 9.690 TOD 1.037 Min, Percent 1,320 120.896 0.029 +1.20D-K).50Lr+1.60L+1.60H -3.491 9.753 TOD 1.037 Min, Percent 1,320 120,896 0.029 +1.20D+O.50Lr+1.60L+1.60H -3.485 9.817 TOD 1.037 Min, Percent 1,320 120.896 0.029 +1.20D+O.50L-K).20S+£ -3.684 9.880 TOD 1.037 Min, Percent 1,320 120.896 0.030 +1.20D+O.50L-tO.20S+£ -3.986 9.943 TOD 1.037 Min, Percent 1,320 120.896 0.033 +1.20D+O.50L-fO.20S+£ -4.288 10.007 TOD 1.037 Min. Percent 1,320 120.896 0.035 +1.20D+0.50L+0.20S+E 4.588 10.070 TOD 1.037 Min, Percent 1,320 120.896 0.038 +1.20D+0.50L-K).20S+E -4.888 10.133 TOD 1.037 Min. Percent 1,320 120,896 0.040 +1.20D-K).50L+O.20S+E -5.187 10.197 TOD 1.037 Min. Percent 1,320 120,896 0.043 +1.20D+0.50L-tO.20S+E -5.485 10.260 TOD 1.037 Min. Percent 1,320 120,896 0.045 +1.20D+0.50L-K).20S+E -5.781 10.323 TOD 1.037 Min. Percent 1.320 120,896 0.048 +1.20D+O.50L+O.20S+E -6.077 10.387 TOD 1.037 Min. Percent 1.320 120,896 0.050 +1.20D+0.50L+0.20S+E -6.372 10.450 TOD 1.037 Min. Percent 1.320 120,896 0.053 +1.20D+O.50L+0.20S+E -6.665 10.513 TOD 1.037 Min. Percent 1.320 120,896 0.055 +1.20D+0.50L+O.20S+E -6.957 10.577 TOD 1.037 Min. Percent 1.320 120,896 0.058 +1.20D+O.50L+O.20S+E -7.249 10.640 TOD 1.037 Min. Percent 1.320 120,896 0.060 +1.20D+O.50L+O.20S+E -7.539 10.703 TOD 1.037 Min. Percent 1.320 120,896 0.062 +1.20D+O.50L+O.20S+E -7.828 10.767 TOD 1.037 Min. Percent 1.320 120,896 0.065 +1.20D+O.50L-tO.20S+E -8.115 10.830 TOD 1.037 Min. Percent 1.320 120,896 0.067 +1.20D+0.50L+0.20S+E -8.401 10,893 TOD 1.037 Min. Percent 1.320 120,896 0.069 +1.20D+O.50L+O.20S+E -8.686 10,957 TOD 1.037 Min. Percent 1.320 120,896 0.072 +1.20D+O.50L-K).20S+E -8.970 11,020 TOD 1.037 Min. Percent 1.320 120,896 0.074 +1.20D+O.50L-tO.20S+E -9.252 11,083 TOD 1.037 Min. Percent 1.320 120,896 0.077 +1.20D+O.50L+O.20S+E -9.533 11,147 TOD 1.037 Min. Percent 1.320 120,896 0.079 +1.20D+O.50L-tO.20S+E -9.813 11,210 TOD 1.037 Min. Percent 1.320 120,896 0.081 +1.20D+O.50L+0.20S+E -10.091 11,273 TOD 1.037 Min. Percent 1.320 120,896 0.083 +1.20D+O.50L-K).20S+E -10.368 11,337 TOD 1.037 Min. Percent 1.320 120,896 0.086 +1.20D+O.50L-tO.20S+E -10.643 11,400 TOD 1.037 Min. Percent 1.320 120,896 0.088 +1.20D-»O.50L-tO.20S+E -10.916 11,463 Too 1.037 Min. Percent 1.320 120,896 0.090 +1.20DtO.50L-K).20S+E -11.188 11,527 TOO 1.037 Min. Percent 1.320 120,896 0.093 +1.20D-K).50L+0.20S+£ -11.459 11,590 Top 1.037 Min. Percent 1.320 120,896 0.095 +1.20D+O.50L+O.20S+E -11.728 11,653 TOD 1.037 Min. Percent 1.320 120,896 0.097 +1.20D+O.50L+O.20S+E -11.995 11.717 TOD 1.037 Min. Percent 1.320 120,896 0.099 +1.20D+O.50L-K).20S+£ -12.260 11.780 TOD 1.037 Min. Percent 1.320 120,896 0.101 +1.20D+O.50L+O.20S+E -12.524 11.843 TOD 1.037 Min. Percent 1.320 120,896 0.104 +1.20D-K).50L+O.20S+E -12.787 11.907 TOD 1.037 Min. Percent 1.320 120,896 0.106 +1.20D+O.50L+O.20S+E -13.047 11.970 TOD 1.037 Min. Percent 1.320 120,896 0.108 +1.20D-K).50L+0.20S+E -13.306 12.033 TOD 1.037 Min. Percent 1.320 120,896 0.110 +1.20D+O.50L+O.20S+E -13.562 12.097 TOD 1.037 Min. Percent 1.320 120,896 0.112 +1.20D+O.50L+O.20S+E -13.817 12.160 TOD 1.037 Min. Percent 1.320 120,896 0.114 +1.20D+0.50L+0.20S+E -14.071 12.223 TOD 1.037 Min. Percent 1.320 120,896 0.116 +1.20D+0.50L+0.20S+E -14.322 12.287 TOD 1.037 Min. Percent 1.320 120,896 0.118 +1.20D+0.50L+0.20S+E -14.571 12.350 TOD 1.037 Min. Percent 1.320 120.896 0.121 +1.20D+O.50L-tO.20S+E -14.819 12.413 TOD 1.037 Min. Percent 1.320 120,896 0.123 +1.20D+0.50L+0.20S+E -15.064 12.477 TOD 1.037 Min. Percent 1.320 120,896 0.125 +1.20D-tO.50L4O.20S+E -15.308 12.540 TOD 1.037 Min. Percent 1.320 120,896 0.127 +1.20D+0.50L+0.20S+E -15.549 12.603 TOD 1.037 Min. Percent 1.320 120,896 0.129 +1.20D+0.50L+0.20S+E -15.789 12.667 TOD 1.037 Min. Percent 1.320 120,896 0.131 +1.20D+0.50L+0.20S+E -16.026 12.730 TOD 1.037 Min. Percent 1.320 120,896 0.133 +1.20D+O.50L+O.20S+E -16.261 12.793 TOD 1.037 Min. Percent 1.320 120,896 0.135 +1.20D+O.50L+O.20S+E -16.494 12.857 TOD 1.037 Min. Percent 1.320 120,896 0.136 +1.20D+O.50L+O.20S+E -16.725 12.920 TOD 1.037 Min. Percent 1.320 120,896 0.138 INWND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 441 Combined Footing Lie. # : KW-06006198 File; C:\Oocuments and Settingstehami nilqoo\My DocuiT)ents\ENERCALC Data FdesVKCCjOl 585.ec6 • ENERCALCINC 1983-2011, Bulld:6.11.4.5,V«:6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : grd. bm. at tower Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu/PhiMn +1.20D+0.50L+0.20S+E -16.954 12.983 TOD 1.037 Min. Percent 1.320 120.896 0.140 +1.20D+O.50L+O.20S+E -17.181 13.047 TOD 1.037 Min. Percent 1.320 120.896 0.142 +1.20D+O.5OL-*O.20S+E -17.405 13.110 TOD 1.037 Min. Percent 1.320 120.896 0.144 +1.20O-tO.50L+O.20S+E -17.627 13.173 TOD 1.037 Min. Percent 1.320 120.896 0.146 +1.20D+0.50L+0.20S+E -17.847 13.237 TOD 1.037 Min. Percent 1.320 120.896 0.148 +1.20D+0.50L+0.20S+E -18.064 13.300 TOD 1.037 Min. Percent 1.320 120.896 0.149 +1.20D+0.50L+0.20S+E -18.279 13.363 TOD 1.037 Min. Percent 1.320 120.896 0.151 +1.20D+0.50L+0.20S+E -18.492 13.427 TOD 1.037 Min. Percent 1.320 120.896 0.153 +1.20D+0.50L4«.20S+E -18.702 13.490 TOD 1.037 Min. Percent 1.320 120.896 0.155 +1.20D+O.50L+O,20S+£ -18.910 13.553 TOD 1.037 Min. Percent 1.320 120.896 0.156 +1,20D+0,50L+0,20S+E -19.115 13.617 TOD 1.037 Min, Percent 1.320 120.896 0.158 +1,20D+O,50L+O.20S+£ -19.318 13.680 TOD 1.037 Min, Percent 1.320 120,896 0.160 +1.200+0.50L+0.20S+E -19.519 13.743 TOD 1.037 Min, Percent 1.320 120.896 0.161 +1.20D-K).50L+0.20S+E -19.717 13.807 TOD 1.037 Min, Percent 1.320 120.896 0.163 +1.20D+0.50L+0.20S+E -19.912 13.870 TOD 1.037 Min, Percent 1.320 120.896 0.165 +1.20D+0.50L+0.20S+E -20.104 13.933 TOD 1.037 Min, Percent 1.320 120.896 0.166 +1.20D+O.50L+O.20S+E -20,294 13.997 TOD 1.037 Min, Percent 1.320 120.896 0.168 +1.20D+O.50L-tO.20S+E -20.482 14.060 TOD 1.037 Min, Percent 1.320 120.896 0.169 +1.20D-tO.50L+O.20S+E -20.667 14.123 TOD 1.037 Min, Percent 1.320 120.896 0.171 +1.20D+O.50L+O.20S+E -20.849 14.187 TOD 1.037 Min, Percent 1.320 120.896 0.172 +1.20D-K).50L+0.20S+E -21.028 14.250 TOD 1.037 Min, Percent 1.320 120.896 0.174 +1.20D+O.50L+O.20S+E -21.204 14.313 TOD 1.037 Min, Percent 1.320 120.896 0.175 +1.20D+O.50L-tO.20S+£ -21.378 14.377 TOD 1.037 Min, Percent 1.320 120.896 0.177 +1.20D-K).50L-t<).20S+£ -21.549 14.440 TOD 1.037 Min, Percent 1.320 120.896 0.178 +1.20D+O.50L-tO.20S+E -21.717 14.503 TOD 1.037 Min, Percent 1.320 120.896 0.180 +1.20D+0.50L+0.20S+E -21.884 14.567 TOD 1.037 Min, Percent 1.320 120.896 0.181 +1.20D-K).50L-tO.20S+E -22.051 14.630 TOD 1.037 Min, Percent 1.320 120.896 0.182 +1.20D+O.50L+O.20S+E -22.219 14.693 TOD 1.037 Min, Percent 1.320 120.896 0.184 +1.20D+0.50L+0.20S+E -22.388 14.757 TOD 1.037 Min, Percent 1.320 120.896 0.185 +1.20D-tO.50L-fO.20S+E -22.556 14.820 TOD 1.037 Min, Percent 1.320 120.896 0.187 +1.20D+O.50L-*O.20S+£ -22.726 14.883 TOD 1.037 Min, Percent 1.320 120.896 0.188 +1.20D-H).50L+0.20S+E -22.895 14.947 TOD 1.037 Min, Percent 1.320 120.896 0.189 +1.20D-<O.50L-tO.20S+E -23.065 15.010 TOD 1.037 Min, Percent 1.320 120.896 0.191 +1.20D-K).50L-tO.2OS+E -23.235 15.073 TOD 1.037 Min, Percent 1.320 120.896 0.192 +1.20D-K).50L+0.20S+£ -23.406 15.137 TOD 1.037 Min, Percent 1.320 120.896 0.194 +1.20D-4O.50L+O.20S+E -23.577 15.200 TOD 1.037 Min, Percent 1.320 120.896 0.195 +1.20D+O.50L+O,20S+£ -23.748 15.263 TOD 1.037 Min, Percent 1.320 120.896 0.196 +1,20D-tO,50L+O,20S+E -23.919 15.327 TOD 1.037 Min, Percent 1.320 120.896 0.198 +1,20D-*O.50L+O,20S+E -24.090 15.390 TOD 1.037 Min, Percent 1.320 120.896 0.199 +1,20D+0,50L+0,20S+E -24.262 15.453 TOD 1,037 Min, Percent 1.320 120.896 0.201 4O.90D+E+1,60H 6.687 15.517 Bottom 1,037 Min, Percent 1.320 120.896 0.055 -K),90D+E+1,60H 6.483 15,580 Bottom 1,037 Min, Percent 1.320 120.896 0.054 4O,90D+E+1,60H 6.280 15,643 Bottom 1.037 Min, Percent 1.320 120.896 0.052 +O.90D+E+1,60H 6.079 15,707 Bottom 1.037 Min, Percent 1.320 120.896 0.050 +O,90D+E+1,60H 5.880 15,770 Bottom 1.037 Min. Percent 1.320 120.896 0.049 +O.90D+E+1.60H 5.682 15,833 Bottom 1.037 Min. Percent 1.320 120.896 0.047 ^.90D+E+1.60H 5.485 15,897 Bottom 1.037 Min. Percent 1.320 120.896 0.045 +O.90D+E+1.60H 5.291 15,960 Bottom 1.037 Min. Percent 1.320 120.896 0.044 -K).90D+£+1.60H 5.097 16,023 Bottom 1.037 Min. Percent 1.320 120.896 0.042 +O.90D+E+1.60H 4.906 16,087 Bottom 1.037 Min. Percent 1.320 120.896 0.041 +O.90D+E+1.60H 4.717 16,150 Bottom 1.037 Min. Percent 1.320 120.896 0.039 +O.90D+E+1.60H 4.529 16,213 Bottom 1.037 Min. Percent 1.320 120.896 0.037 +O.90D+E+1.60H 4.343 16,277 Bottom 1.037 Min. Percent 1.320 120.896 0.036 +O.90D+E+1.60H 4.159 16,340 Bottom 1.037 Min. Percent 1.320 120.896 0.034 +0.90D+E+1.60H 3.977 16.403 Bottom 1.037 Min. Percent 1.320 120.896 0.033 +0.90D+E+1.60H 3.796 16.467 Bottom 1.037 Min. Percent 1.320 120.896 0.031 +O.90D+E+1.60H 3.618 16.530 Bottom 1.037 Min. Percent 1.320 120.896 0.030 +0.90D+E+1.60H 3.444 16.593 Bottom 1.037 Min. Percent 1.320 120.896 0.028 •tO.90D+E+1.60H 3.273 16.657 Bottom 1.037 Min. Percent 1.320 120.896 0.027 +0.90D+E+1.60H 3.106 16.720 Bottom 1.037 Min. Percent 1.320 120.896 0.026 +O.90D+E+1.60H 2.944 16.783 Bottom 1.037 Min. Percent 1,320 120.896 0.024 +0.90D+E+1.60H 2.785 16.847 Bottom 1.037 Min. Percent 1,320 120.896 0.023 +0.90D+E+1.60H 2.630 16.910 Bottom 1.037 Min. Percent 1.320 120.896 0.022 +O.90D+E+1.60H 2.479 16.973 Bottom 1.037 Min. Percent 1.320 120.896 0.021 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Job* 101585 Dsgnr: AA ^ Project Desc: &^ Project Notes: Combined Footing File: CVDocuments and Settingstehawn nilqoo\My Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC INC 1983-2011. Build:6.11.4.5, Ver.6.11.4.5 | |Lic.#: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC Description : grd. bm. at tower Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu/PhiMn +O.90D+E+1.60H 2.332 17.037 Bottom 1.037 Min, Percent 1.320 120.896 0,019 +0.90D+E+1.60H 2.190 17.100 Bottom 1.037 Min, Percent 1.320 120.896 0,018 •*O.90D+E+1.60H 2.051 17.163 Bottom 1.037 Min, Percent 1.320 120.896 0,017 +0,90D+E+1,60H 1.917 17,227 Bottom 1.037 Min. Percent 1.320 120.896 0,016 +0,90D+E+1,60H 1.787 17,290 Bottom 1.037 Min. Percent 1.320 120.896 0,015 +O,90D+E+1,60H 1.661 17,353 Bottom 1.037 Min. Percent 1.320 120.896 0,014 -K),90D+E+1,60H 1.539 17,417 Bottom 1.037 Min, Percent 1.320 120.896 0,013 +0,90D+E+1,60H 1.422 17,480 Bottom 1.037 Min. Percent 1.320 120.896 0,012 +O,90D+E+1,60H 1.309 17,543 Bottom 1.037 Min. Percent 1.320 120.896 0,011 +O,90D+E+1,60H 1.201 17,607 Bottom 1.037 Min. Percent 1.320 120.896 0,010 •tO,90D+E+1,60H 1.097 17,670 Bottom 1.037 Min, Percent 1.320 120,896 0,009 +0,90D+E+1,60H 0.997 17,733 Bottom 1.037 Min, Percent 1.320 120.896 0.008 +O,90D+£+1.60H 0.902 17,797 Bottom 1.037 Min, Percent 1.320 120.896 0.007 +0,90D+E+1,60H 0.812 17,860 Bottom 1.037 Min, Percent 1.320 120.896 0.007 +O.90D+E+1.60H 0.726 17,923 Bottom 1.037 Min, Percent 1.320 120.896 0.006 +0.90D+E+1.60H 0.644 17,987 Bottom 1.037 Min, Percent 1.320 120.896 0.005 +O.90D+E+1.60H 0.568 18,050 Bottom 1.037 Min, Percent 1.320 120.896 0.005 •K).90D+E+1.60H 0.496 18,113 Bottom 1.037 Min, Percent 1.320 120.896 0.004 +O.90D+E+1.60H 0.428 18,177 Bottom 1.037 Min, Percent 1.320 120.896 0.004 +O.90D+E+1.60H 0.366 18,240 Bottom 1.037 Min, Percent 1.320 120.896 0.003 +O.90D+E+1.60H 0.308 18,303 Bottom 1.037 Min, Percent 1.320 120.896 0.003 +O.90D+E+1.60H 0.255 18,367 Bottom 1.037 Min, Percent 1.320 120.896 0.002 +0.90D+E+1.60H 0.207 18,430 Bottom 1.037 Min, Percent 1.320 120.896 0.002 +0.90D+E+1.60H 0.164 18,493 Bottom 1.037 Min, Percent 1.320 120.896 0.001 +O.90D+E+1.60H 0.126 18,557 Bottom 1.037 Min, Percent 1.320 120.896 0.001 +O.90D+E+1.60H 0.093 18,620 Bottom 1.037 Min, Percent 1.320 120.896 0.001 +O.90D+E+1.60H 0.065 18,683 Bottom 1.037 Min, Percent 1,320 120.896 0.001 -K).90D+E+1.60H 0.041 18,747 Bottom 1.037 Min, Percent 1,320 120.896 0.000 +O.90D+E+1.60H 0.023 18,810 Bottom 1.037 Min, Percent 1,320 120.896 0.000 +O.90D+E+1.60H 0.010 18,873 Bottom 1.037 Min, Percent 1,320 120.896 0.000 +O.90D+E+1.60H 0.003 18,937 Bottom 1.037 Min, Percent 1,320 120.896 0.000 +1.20D+O.50L+O.20S+E 0.000 19,000 Bottom 1.037 Min, Percent 1,320 120.896 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu( |Col#1 vu @ Col #2 PhiVn vu@Col#1 vu@Col#2 +1.400 82.16 psi 0,91 psi 0.91 psi 164,32 psi 0,20 psi 0.20 psi +1.20D-tO.50Lr+1.60L+1.60H 82.16 psi 1,86 psi 1.86 psi 164,32 psi 0,09 psi 0.09 psi +1.200+1.60L+0.50S+1.60H 82.16 psi 1,86 psi 1.86 psi 164.32 psi 0,09psi 0.09 psi +1.200+1.60Lr+0.50L 82.16 psi 1.12 psi 1.12 psi 164.32 psi 0,09 psi 0.09 psi +1.20D+O.50L+1.60S 82.16 psi 1.12 psi 1.12 psi 164.32 psi 0,09 psi 0.09 psi +1.20D+O.50Lr+O.50L+1.60W 82.16 psi 1.12 psi 1,12 psi 164.32 psi 0,09 psi 0.09 psi +1.20D-tO,5OL+O.50S+1,60W 82.16 psi 1.12 psi 1,12 psi 164.32 psi 0.09 psi 0.09 psi +1,20D+O,50L+O.20S+E 82.16 psi 9.58 psi 9,58 psi 164.32 psi 0.56 psi 0.73 psi +O.90D+E+1.60H 82.16 psi 8.26 psi 8,26 psi 164.32 psi 0.48 psi 0.83 psi INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 4^ Combined Footing Lic.# : KW-06006198 Description : grd. bm, at Chapel General Information " File; CADocuments and Settingstehawi nilqoo\My DocumentsCNERCALC Data Files\nccc_101585.ec6 k ENERQa.Cll*l 1983-2011,BBild.'6.11.4.S, Ver:6,11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density : Phi Values Flexure: Shear: 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 Soil Information Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) Min. Overtuming Safety Factor Min. Sliding Safety Factor Yes No 0.0014 0.0018 1.5:1 1.5:1 Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Sliding Resistance (Uses entiy for "Footing base depth beiow soii surfae Coefficient of Soil/Concrete Friction 2 ksf No 250 pcf " for force) 0,3 Soil Bearing Increase Footing base depth below soil surface ft Increases based on footing Depth Allowable pressure increase per foot ksf when base of footing is below ft Increases based on footing Width,,, Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limitj Adjusted Allowable Soil Bearing 2.0 ksf (Allowable Soil Bearing adjured for footing weight and depth & width increases as specified by user.) Dimensions & Reinforcing Distance Left of Column #1 = Between Columns Distance Right of Column *2 = _ Total Footing Length Footing Width Footing Thickness Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom Applied Loads ^ 1.0 ft Pedestal dimensions.. 40.0 ft 1.0 ft 42.0 ft 2,0 ft 24,0 in Sq, Dim, = Height = 3 in 3 in Applied @ Left Column Axial Load Downward Moment (+CCW) Shear (+X) Applied @ Right Column Axial Load Downward Moment (+CCW) Shear (+X) Overburden 1.0 1.0 Col*1 24 1 Col*2 24 in Iin Bars left of Col #1 Bottom Bars Top Bars Bars Btwn Cols Bottom Bars Top Bars Bars Right of Col #2 Bottom Bars Top Bars Count Size* As Actual As Req'd 3.0 3.0 3.0 3.0 3.0 3.0 1.320 1.320 1.320 1.320 1.320 1.320 1.037 in'^2 O.Oin'^2 1.037 in'^2 1.037 in'^2 1.037 in'^2 O.Oin'^2 W 77.4 2.0 77,40 2,0 k k-ft k k k-ft k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Titie: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 File; C:\Docunients and Settingstehawn nilqoo\My Documents\ENERCALC Data Files\ncccJ01^.ec6 k ENERCALCINC 1983-2011, Build:6.11.4,5,Ver,6,11,4,5 I Licensee : INLAND ENGINEERING CONSULTING INC Combined Footing Lie. # : KW-06006198 Description : 9i^- bm, at Chapel DESIGNSUMMARY Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.2556 Soil Bearing 0.5112 ksf 2,0 ksf +O+{),750Lr+0,750L-K),5250E+H PASS 2.909 Overtuming 114.19 k-ft 332.14 k-ft 0,6D-K),7E PASS 1.695 Sliding 2.80 k 4,745 k 0,6D+O,7E PASS No Uplift Uplift 0.0 k 0,0 k No Uplift PASS 0.07109 1-way Shear-Col *1 5.841 psi 82.158 psi +1,20D-tO,50L-K),20S+E PASS 0.08317 1-way Shear-Col *2 6.833 psi 82.158 psi +1,20D+O,50L+O.20S+E PASS 0.002873 2-way Punching - Col #1 0.4720 psi 164.32 psi +1,20D-K),50L+O,20S+E PASS 0.002552 2-way Punching - Col #2 0.4194 psi 164.32 psi +1.200+1.60Lr+O.80W PASS No Bending Flexure-Left of Col *1 - Top 0.0 k-ft 0.0 k-ft N/A PASS No Bending Flexure - Left of Col *1 - Bottom 0.0 k-ft 0,0 k-ft N/A PASS 0,6795 Flexure - Between Cols - Top -82.150 k-ft 120.90 k-ft +1.20D+O.50L+O.20S+E PASS 0,6575 Flexure - Between Cols - Bottom 79.488 k-ft 120.90 k-ft +O.90D+E+1.60H PASS No Bending Flexure-Right of Col *2-Top 0.0 k-ft 0,0 k-ft N/A PASS No Bending Flexure - Right of Col *2 - Bottom 0.0 k-ft 0,0 k-ft N/A Soil Bearing Eccentricity Actual Soil Bearing Stress Actual / Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +0 26.36 k 0.000 in 0.31 ksf 0.31 ksf 2.00 ksf 0.157 +D+L+H 27.36 k 0.731 in 0,29 ksf 0.36 ksf 2.00 ksf 0.180 +0+Lr+H 28.36 k 0.000 in 0,34 ksf 0.34 ksf 2.00 ksf 0.169 +O+0,750Lr-.fl,750L+H 28,61 k 0.524 in 0.32 ksf 0.37 ksf 2.00 ksf 0.183 +O+0,750L+0.750S+H 27,11 k 0.553 in 0.30 ksf 0.35 ksf 2.00 ksf 0.174 +O+O,70E+H 26.36 k 4.332 in 0.12 ksf 0.51 ksf 2.00 ksf 0.254 +O-tO.750Lr+0.750L+O.750W+H 28.61 k 0.524 in 0.32 ksf 0.37 ksf 2.00 ksf 0.183 +O+O.750L-K}.750S-K).750W+H 27.11 k 0.553 in 0.30 ksf 0.35 ksf 2.00 ksf 0.174 +O+O.750Lr+O.750L-K).5250E+fl 28.61 k 3.518 in 0.17 ksf 0.51 ksf 2.00 ksf 0.256 +O+O.750L-t<].750S+O.5250E+H 27.11 k 3.712 in 0.15 ksf 0.49 ksf 2.00 ksf 0.247 +0.60D-tO.70E+H 15.82 k 7.220 in 0.00 ksf 0.38 ksf 2.00 ksf 0.191 Overtuming Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination Overturning Resisting Ratio Overtuming Resisting Ratio D 0.00 0.00 999,000 0.00 0.00 999.000 D+L+Lr 0.00 0.00 999,000 0.00 0.00 999.000 0.6D+L+0.7E 0.00 0.00 999,000 114.19 333.14 2.917 0.6D-K).7E 0.00 0.00 999,000 114.19 332.14 2.909 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio 0 0.00 k 7,91 k 999 D+L+Lr 0.00 k 8,81 k 999 0.6D+i+0.7E 0.6D+O.7E Footing Flexure' Maximum Values for Load Combination 2.80 k 2.80 k 5.04 k 4.74 k .801714285714: .694571428571. Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu/PhiMn 0.6D+O.7E 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +1.40O -0.006 0.140 Too 1.037 Min. Percent 1.320 120.896 0.000 +1.40D -0.025 0.280 TOD 1.037 Min. Percent 1.320 120.896 0.000 +1.400 -0.056 0.420 TOD 1.037 Min. Percent 1.320 120.896 0.000 +1.40D -0.099 0.560 TOD 1.037 Min. Percent 1.320 120.896 0.001 +1.400 -0.155 0.700 TOD 1.037 Min. Percent 1.320 120.896 0.001 +1.400 -0.223 0.840 TOD 1.037 Min. Percent 1.320 120.896 0.002 +1.400 -0.304 0.980 TOD 1.037 Min. Percent 1.320 120.896 0.003 +1.40D -0.397 1.120 TOD 1.037 Min. Percent 1.320 120.896 0.003 +1.40D -0.503 1.260 TOD 1.037 Min. Percent 1.320 120.896 0.004 +1.40D -0.621 1.400 TOD 1.037 Min. Percent 1.320 120.896 0.005 +1.40D -0.751 1.540 TOD 1.037 Min. Percent 1.320 120.896 0.006 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lic.#: KW-06006198 Description : grd- bm. at Chapel File: C:\Documents and Settingstehawn nil^oo\My Docunients\ENERCALC Data Files\nccc_101585.ec6 | ENERCALCINC 1983-2011, Build;6.11.4.5,Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure • Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn +1.40D -0.894 1.680 TOD 1.037 Min. Percent 1.320 120.896 0.007 +1.400 -1.049 1.820 TOD 1.037 Min. Percent 1.320 120.896 0.009 +1.40D -1.217 1.960 TOD 1.037 Min. Percent 1.320 120.896 0.010 -*O.90O+£+1.60H 79.488 2.100 Bottom 1.037 Min. Percent 1.320 120.896 0.657 +O.90D+E+1.60H 79.216 2,240 Bottom 1.037 Min. Percent 1.320 120.896 0.655 +O.90D+E+1.60H 78.934 2,380 Bottom 1.037 Min. Percent 1.320 120.896 0.653 +O.90D+E+1.60H 78.643 2,520 Bottom 1.037 Min. Percent 1.320 120.896 0.651 •K).90D+E+1.60H 78.344 2,660 Bottom 1.037 Min. Percent 1.320 120.896 0.648 tO.90D+E+1.60H 78.036 2.800 Bottom 1.037 Min. Percent 1.320 120.896 0.645 +O.90D+E+1.60H 77.720 2.940 Bottom 1.037 Min. Percent 1.320 120.896 0.643 +O.90D+E+1.60H 77.395 3.080 Bottom 1.037 Min. Percent 1.320 120.896 0.640 +0.90D+E+1.60H 77.061 3.220 Bottom 1.037 Min. Percent 1,320 120.896 0.637 +O.90D+E+1.60H 76.719 3.360 Bottom 1.037 Min. Percent 1,320 120.896 0.635 -tO.90D+E+1.60H 76.369 3.500 Bottom 1.037 Min. Percent 1,320 120.896 0.632 -tO.90D+E+1.60H 76.011 3.640 Bottom 1.037 Min. Percent 1,320 120.896 0.629 +0.90D+E+1.60H 75.645 3.780 Bottom 1.037 Min. Percent 1,320 120.896 0.626 -K).90D+E+1.60H 75.270 3.920 Bottom 1.037 Min. Percent 1,320 120.896 0.623 M).90D+E+1.60H 74.887 4.060 Bottom 1.037 Min. Percent 1,320 120.896 0.619 +0.90D+E+1.60H 74.497 4.200 Bottom 1.037 Min. Percent 1,320 120.896 0.616 -»O.90D+E+1.60H 74.099 4.340 Bottom 1.037 Min. Percent 1,320 120.896 0.613 +O.90D+E+1.60H 73.692 4.480 Bottom 1.037 Min. Percent 1,320 120.896 0.610 +O.90D+E+1.60H 73.279 4.620 Bottom 1.037 Min. Percent 1,320 120.896 0.606 +0.90D+E+1.60H 72.857 4.760 Bottom 1.037 Min. Percent 1,320 120.896 0.603 +0.90D+E+1.60H 72.428 4.900 Bottom 1.037 Min. Percent 1,320 120.896 0.599 -K).90D+E+1.60H 71.991 5.040 Bottom 1.037 Min. Percent 1,320 120.896 0.595 -K).90D+£+1.60H 71.547 5.180 Bottom 1.037 Min. Percent 1,320 120.896 0.592 +0.90D+E+1.60H 71.096 5.320 Bottom 1.037 Min. Percent 1,320 120.896 0.588 •K).90D+E+1.60H 70.637 5.460 Bottom 1.037 Min. Percent 1,320 120.896 0.584 +O.90O+E+1.60H 70.172 5.600 Bottom 1.037 Min. Percent 1,320 120.896 0.580 +0.90D+E+1.60H 69.699 5.740 Bottom 1.037 Min. Percent 1,320 120.896 0.577 +O.90D+E+1.60H 69.219 5.880 Bottom 1.037 Min. Percent 1,320 120.896 0.573 ••O.90D+E+1.60H 68.732 6.020 Bottom 1.037 Min. Percent 1,320 120.896 0.569 +O.90D+E+1.60H 68.238 6.160 Bottom 1.037 Min. Percent 1,320 120.896 0.564 +0.90D+£+1,60H 67.737 6.300 Bottom 1.037 Min. Percent 1,320 120.896 0.560 +O,90D+E+1,60H 67.229 6.440 Bottom 1.037 Min. Percent 1,320 120.896 0.556 -K).90D+£+1,60H 66.715 6.580 Bottom 1.037 Min. Percent 1,320 120.896 0.552 +O,90D+E+1,60H 66.194 6.720 Bottom 1.037 Min. Percent 1,320 120.896 0.548 -tO.90D+E+1.60H 65.667 6.860 Bottom 1.037 Min. Percent 1,320 120.896 0.543 -tO.90D+E+1.60H 65.133 7.000 Bottom 1.037 Min. Percent 1,320 120.896 0.539 +O.90D+E+1.60H 64.592 7.140 Bottom 1.037 Min. Percent 1,320 120.896 0.534 -K).90D+E+1.60H 64.046 7.280 Bottom 1.037 Min. Percent 1.320 120.896 0.530 -•O.90D+E+1.60H 63.493 7.420 Bottom 1.037 Min. Percent 1.320 120.896 0.525 +O.90D+E+1.60H 62.934 7.560 Bottom 1.037 Min. Percent 1.320 120.896 0.521 +O.90D+E+1.60H 62.368 7.700 Bottom 1.037 Min. Percent 1.320 120.896 0.516 +0.90D+E+1.60H 61,797 7.840 Bottom 1.037 Min. Percent 1.320 120.896 0.511 •K).90D+£+1.60H 61.220 7.980 Bottom 1.037 Min. Percent 1.320 120.896 0.506 +O.90O+E+1.60H 60.637 8.120 Bottom 1.037 Min. Percent 1.320 120.896 0.502 +0.90D+E+1.60H 60.048 8.260 Bottom 1.037 Min. Percent 1.320 120.896 0.497 +O.90D+E+1.60H 59.453 8.400 Bottom 1.037 Min. Percent 1.320 120.896 0.492 •M).90D+E+1.60H 58.852 8.540 Bottom 1.037 Min. Percent 1.320 120.896 0.487 +0.90D+E+1.60H 58.246 8.680 Bottom 1.037 Min. Percent 1.320 120.896 0.482 +O.90D+E+1.60H 57.635 8.820 Bottom 1.037 Min. Percent 1.320 120.896 0.477 •K).90D+E+1.60H 57.018 8.960 Bottom 1.037 Min. Percent 1.320 120.896 0.472 +O.90D+E+1.60H 56.395 9.100 Bottom 1.037 Min. Percent 1.320 120.896 0.466 +0.90O+E+1.60H 55.767 9.240 Bottom 1.037 Min. Percent 1.320 120.896 0.461 -K).90D+£+1.60H 55.134 9.380 Bottom 1.037 Min. Percent 1.320 120.896 0.456 +O.9OD+E+1.60H 54.496 9.520 Bottom 1.037 Min. Percent 1.320 120.896 0.451 +O.90O+E+1.60H 53.853 9.660 Bottom 1.037 Min. Percent 1.320 120.896 0.445 +O.90O+E+1.60H 53.204 9.800 Bottom 1.037 Min. Percent 1.320 120.896 0.440 •K).90D+E+1.60H 52.551 9.940 Bottom 1.037 Min. Percent 1.320 120.896 0.435 +O.90D+E+1.60H 51.893 10.080 Bottom 1.037 Min. Percent 1.320 120.896 0.429 +0.90D+E+1.60H 51.230 10.220 Bottom 1.037 Min. Percent 1.320 120.896 0.424 +O.90D+E+1.60H 50.562 10.360 Bottom 1.037 Min. Percent 1.320 120.896 0.418 +0.90O+E+1.60H 49.890 10.500 Bottom 1.037 Min. Percent 1.320 120.896 0.413 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 RIe; cibocuments and Settingstehawn ralqoo\My Documents\ENERCALC Data Files\ncccJ01585.ec6 k ENERCALC INC. 1983-2011, Bulld:6.11.4.5, Ver6.11.4.5 | Licensee : INLAND ENGINEERING CONSULTING INC Description: grd. bm. at Chapel Footing Flexure - Maximum Values ft>r Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu/PhiMn +0.90D+E+1.60H 49.213 10.640 Bottom 1.037 Min. Percent 1,320 120.896 0.407 •K).90D+E+1.60H 48.531 10,780 Bottom 1.037 Min. Percent 1,320 120.896 0.401 +O.90D+E+1.60H 47.845 10,920 Bottom 1.037 Min. Percent 1,320 120.896 0.396 -tO.9OD+E+1.60H 47.155 11,060 Bottom 1.037 Min, Percent 1.320 120.896 0.390 -tO.90D+£+1.60H 46.460 11,200 Bottom 1.037 Min, Percent 1.320 120.896 0.384 tO.90D+E+1.60H 45.761 11,340 Bottom 1.037 Min, Percent 1,320 120.896 0.379 +O.90D+E+1.60H 45.058 11,480 Bottom 1.037 Min, Percent 1,320 120.896 0.373 +0.90D+E+1.60H 44.351 11,620 Bottom 1.037 Min, Percent 1,320 120.896 0.367 +0.90D+E+1.60H 43.639 11,760 Bottom 1.037 Min, Percent 1,320 120.896 0.361 -K).90D+£+1.60H 42.924 11,900 Bottom 1.037 Min, Percent 1,320 120.896 0.355 -K).90D+£+1.60H 42.205 12,040 Bottom 1.037 Min, Percent 1,320 120.896 0.349 -K).90D+E+1.60H 41.482 12,180 Bottom 1.037 Min, Percent 1.320 120.896 0.343 +0.90D+E+1.60H 40.756 12,320 Bottom 1.037 Min, Percent 1.320 120.896 0.337 -tO.90D+E+1.60H 40.026 12,460 Bottom 1.037 Min, Percent 1.320 120.896 0.331 -^.90D+E+1.60H 39.292 12,600 Bottom 1.037 Min, Percent 1.320 120.896 0.325 +O.90D+E+1.60H 38.555 12,740 Bottom 1.037 Min, Percent 1.320 120.896 0.319 +0.90D+E+1.60H 37.814 12,880 Bottom 1.037 Min. Percent 1.320 120.896 0.313 +0.90D+E+1.60H 37.070 13,020 Bottom 1.037 Min. Percent 1.320 120.896 0.307 +O.90D+E+1.60H 36.322 13160 Bottom 1.037 Min. Percent 1.320 120.896 0.300 -t{).90D+E+1.60H 35.572 13,300 Bottom 1.037 Min. Percent 1.320 120.896 0.294 -K).90D+E+1.60H 34.818 13.440 Bottom 1.037 Min. Percent 1.320 120.896 0.288 +O.90D+E+1.60H 34.061 13.580 Bottom 1.037 Min. Percent 1.320 120.896 0.282 -K).90D+£+1.60H 33.301 13.720 Bottom 1.037 Min. Percent 1.320 120.896 0.275 -tO.90D+E+1.60H 32.538 13.860 Bottom 1.037 Min. Percent 1.320 120.896 0.269 -K).90D+£+1.60H 31.773 14.000 Bottom 1.037 Min. Percent 1.320 120.896 0.263 -tO.90D+E+1.60H 31.004 14.140 Bottom 1.037 Min. Percent 1.320 120.896 0.256 +O.90D+E+1.60H 30.233 14.280 Bottom 1.037 Min. Percent 1.320 120.896 0.250 -K).90D+E+1.60H 29.460 14.420 Bottom 1.037 Min. Percent 1.320 120.896 0.244 +O.90D+E+1.60H 28.683 14.560 Bottom 1.037 Min. Percent 1.320 120.896 0.237 -tO.90D+E+1,60H 27.904 14.700 Bottom 1.037 Min. Percent 1.320 120.896 0.231 -K),90D+E+1.60H 27.123 14.840 Bottom 1.037 Min. Percent 1.320 120.896 0.224 -K).90D+E+1.60H 26.339 14.980 Bottom 1.037 Min. Percent 1.320 120.896 0.218 +1.20D+1.60Lr-K).50L -25.889 15.120 TOD 1.037 Min. Percent 1.320 120.896 0.214 +1.200+1.60Lr-K).50L -26.018 15.260 TOD 1.037 Min. Percent 1.320 120.896 0.215 +1.20D+1.60Lr+O.50L -26.145 15.400 TOD 1.037 Min. Percent 1.320 120.896 0.216 +1.200+1.60Lr+0.50L -26.269 15.540 TOD 1.037 Min. Percent 1.320 120.896 0.217 +1.200+1.60Lr+O.50L -26.390 15.680 TOD 1.037 Min. Percent 1.320 120.896 0.218 +1.20D+1.60Lr+O.50L -26.509 15.820 TOD 1.037 Min. Percent 1.320 120.896 0.219 +1.20D+1.60Lr-K).50L -26.625 15.960 TOD 1.037 Min. Percent 1.320 120.896 0.220 +1.200+1,60Lr+0,50L -26.738 16.100 TOD 1.037 Min. Percent 1.320 120.896 0.221 +1.200+1.60Lr-K).50L -26.849 16.240 TOD 1.037 Min. Percent 1.320 120.896 0.222 +1.200+1.60Lr-tO,50L -26.957 16.380 TOD 1.037 Min. Percent 1.320 120.896 0.223 +1.20D+1.60Lr+O.50L -27.062 16.520 TOD 1.037 Min. Percent 1.320 120.896 0.224 +1.200+1.60Lr+{).50L -27.164 16.660 TOD 1.037 Min. Percent 1.320 120.896 0.225 +1.20D+1.60Lr+O.50L -27.264 16.800 TOD 1.037 Min. Percent 1.320 120.896 0.226 +1.200+1.60Lr-»O.50L -27.361 16.940 TOD 1.037 Min. Percent 1.320 120.896 0.226 +1.200+1.60Lr-K).50L -27.455 17.080 TOD 1.037 Min. Percent 1.320 120.896 0.227 +1.200+1.60Lr+O.50L -27.547 17.220 TOD 1.037 Min. Percent 1.320 120.896 0.228 +1.200+1.60Lr+O.50L -27.636 17.360 TOD 1.037 Min. Percent 1.320 120.896 0.229 +1.20D+1.60Lr+O.50L -27.722 17.500 TOD 1.037 Min. Percent 1.320 120.896 0.229 +1.200+1.60Lr+O.50L -27.805 17.640 TOD 1.037 Min. Percent 1.320 120.896 0.230 +1.20D+1.60Lr+0.50L -27.886 17.780 TOD 1.037 Min. Percent 1.320 120.896 0.231 +1.200+1.60Lr-K).50L -27.964 17.920 TOD 1.037 Min. Percent 1.320 120.896 0.231 +1.20D+1.60Lr-tO.50L -28.039 18.060 TOD 1.037 Min. Percent 1.320 120.896 0.232 +1.200+1.60Lr+O.50L -28.112 18.200 TOD 1.037 Min. Percent 1.320 120.896 0.233 +1.20D+1.60Lr+O.50L -28.181 18.340 TOD 1.037 Min. Percent 1.320 120.896 0.233 +1.200+1.60Lr-fO.50L -28.248 18.480 TOD 1.037 Min. Percent 1.320 120.896 0.234 +1.200+1.60Lr+O.50L -28.312 18.620 TOD 1.037 Min. Percent 1.320 120.896 0.234 +1.200+1.60Lr-tO.50L -28.374 18.760 TOD 1.037 Min. Percent 1.320 120.896 0.235 +1.20D+1.60Lr-K).50L -28.432 18.900 TOD 1.037 Min. Percent 1.320 120.896 0.235 +1.20D+1.60Lr-tO.50L -28.488 19.040 TOD 1.037 Min. Percent 1.320 120,896 0.236 +1.20D+1.60Lr-K).50L -28.541 19.180 TOD 1.037 Min. Percent 1.320 120,896 0.236 +1.20D+1.60Lr+0.50L -28.591 19.320 TOD 1.037 Min. Percent 1.320 120.896 0.236 +1.200+1.60Lr+0.50L -28.639 19.460 TOD 1.037 Min. Percent 1.320 120.896 0.237 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. # : KW-06006198 File: CADocuments and Settingstehawn nil^oo\My Docufflents\ENERCALC Oata Files\nccc_101585.ec6 | ENERCALC INC 1983-2011.8ulld;6.11.4.5,Ver:6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : grd. bm. at Chapel Footing Flexure - Maximum Values ft>r Load Combination Load Combination... Mu Distance ftom left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn +1.200+1.60Lr+0.50L -28.683 19.600 TOD 1.037 Min. Percent 1.320 120.896 0.237 +1.200+1.60Lr+O.50L -28.725 19.740 TOD 1.037 Min. Percent 1.320 120.896 0.238 +1.200+1.60Lr+O.50L -28.764 19.880 TOD 1.037 Min. Percent 1.320 120.896 0.238 +1.200+1.60Lr+0.50L -28.801 20.020 TOD 1.037 Min. Percent 1.320 120.896 0.238 +1.200+1.60Lr+0.50L -28.834 20.160 TOD 1.037 Min. Percent 1.320 120.896 0.239 +1.200+1.60Lr+O.50L -28.865 20.300 TOD 1.037 Min. Percent 1.320 120.896 0.239 +1.200+1.60Lr-K).50L -28.892 20.440 TOD 1.037 Min. Percent 1.320 120.896 0.239 +1.200+1.60Lr+O.50L -28.917 20.580 TOD 1.037 Min. Percent 1.320 120.896 0.239 +1.20D+1.60Lr+O.50L -28.939 20.720 TOD 1.037 Min. Percent 1.320 120.896 0.239 +1.20D+1.60Lr-K).50L -28.959 20.860 TOD 1.037 Min. Percent 1.320 120.896 0.240 +1.200+1.60Lr+O.50L -28.975 21.000 TOD 1.037 Min. Percent 1.320 120.896 0.240 +1.20D+1.60Lr+O.50L -28.989 21.140 TOD 1.037 Min. Percent 1.320 120.896 0.240 +1.20D+1.60Lr+O.50L -28.999 21.280 TOD 1.037 Min. Percent 1.320 120.896 0.240 +1.200+1.60Lr+0.50L -29.007 21.420 TOD 1.037 Min. Percent 1.320 120.896 0.240 +1.200+1.60Lr-K).50L -29.012 21.560 TOD 1.037 Min. Percent 1,320 120.896 0.240 +1.200+1.60Lr-K).50L -29.014 21.700 TOD 1.037 Min. Percent 1,320 120.896 0.240 +1.200+1,60Lr+O,50L -29.014 21.840 TOD 1.037 Min. Percent 1.320 120.896 0.240 +1.20D+1.60Lr+O.50L -29.010 21.980 TOD 1.037 Min. Percent 1.320 120.896 0.240 +1.200+1.60Lr+O.50L -29.004 22.120 TOD 1.037 Min. Percent 1.320 120.896 0.240 +1.200+1.60Lr+0.50L -28.994 22.260 TOD 1.037 Min. Percent 1.320 120.896 0.240 +1.200+1.60Lr+0.50L -28.982 22.400 TOD 1.037 Min. Percent 1.320 120.896 0.240 +1.20D+1.60Lr-^.50L -28.967 22.540 TOD 1.037 Min. Percent 1.320 120.896 0.240 +1.200+1.60Lr-K).50L -28.949 22.680 TOD 1.037 Min. Percent 1.320 120.896 0.239 +1.200+1.60Lr+O.50L -28.928 22.820 TOD 1.037 Min. Percent 1.320 120.896 0.239 +1.200+1.60Lr+O.50L -28.904 22.960 TOD 1.037 Min. Percent 1.320 120.896 0.239 +1.20D+1.60Lr+0.50L -28.877 23.100 TOD 1.037 Min. Percent 1.320 120.896 0.239 +1.200+1.60Lr+0.50L -28.848 23.240 TOD 1.037 Min Percent 1.320 120.896 0.239 +1.200+1.60Lr+O.50L -28.815 23.380 TOD 1.037 Min Percent 1.320 120.896 0.238 +1.200+1.60Lr+O.50L -28.780 23.520 TOD 1.037 Min Percent 1.320 120.896 0.238 +1.20D+O.50L-tO.20S+E -29.225 23.660 TOD 1.037 Min Percent 1.320 120.896 0.242 +1.20D+O.50L+O.20S+E -30.015 23.800 TOD 1.037 Min Percent 1.320 120.896 0.248 +1.20D-^).50L+O.20S+£ -30.802 23.940 TOD 1.037 Min Percent 1.320 120.896 0.255 +1.20D+O.50L+O.20S+E -31.586 24.080 TOD 1.037 Min Percent 1.320 120.896 0.261 +1.20D+O.50L+O.20S+E -32.366 24.220 TOD 1.037 Min Percent 1.320 120.896 0.268 +1.20D-K).50L+0.20S+E -33.144 24.360 TOD 1.037 Min Percent 1.320 120.896 0.274 +1.20D+O.50L+O.20S+E -33.918 24.500 TOD 1.037 Min Percent 1.320 120.896 0.281 +1.20D-tO.50L+O.20S+E -34.689 24.640 TOD 1.037 Min Percent 1.320 120.896 0.287 +1.20D+O.50L+O.20S+E -35.457 24.780 TOD 1.037 Min Percent 1.320 120.896 0.293 +1.20D+O.50L+O.20S+E -36.222 24.920 TOD 1.037 Min Percent 1.320 120.896 0.300 +1.20D+O.50L+0.20S+E -36.982 25.060 TOD 1.037 Min Percent 1.320 120.896 0.306 +1.20D+0.50L+0.20S+E -37.740 25.200 Too 1.037 Min Percent 1.320 120.896 0.312 +1.20D-*0.50L+0.20S+E -38.493 25.340 TOO 1.037 Min Percent 1.320 120.896 0.318 +1.20D+0.50L+0.20S+E -39.243 25.480 TOP 1.037 Min Percent 1.320 120.896 0.325 +1.20D+0.50L+0.20S+E -39.989 25.620 TOP 1.037 Min Percent 1.320 120.896 0.331 +1.20D+O.50L+O.20S+E 40.731 25.760 TOP 1.037 Min Percent 1.320 120.896 0.337 +1.20D-^.50L+0.20S+E 41.470 25.900 TOO 1.037 Min Percent 1.320 120.896 0.343 +1.20D+0.50L-K).20S+E 42.204 26.040 TOO 1.037 Min Percent 1.320 120.896 0.349 +1.20D+O.50L+O.20S+E 42.934 26.180 TOO 1.037 Min Percent 1.320 120.896 0.355 +1.20D+O.50L+O.20S+E 43.660 26.320 TOO 1.037 Min Percent 1.320 120.896 0,361 +1.20D+O.50L+O.20S+E 44.381 26.460 TOD 1.037 Min Percent 1.320 120.896 0,367 +1.20D+O.50L+O.20S+E 45.098 26.600 TOD 1.037 Min Percent 1.320 120.896 0,373 +1.20D-K).50L+O.20S+E 45.811 26.740 TOD 1.037 Min Percent 1.320 120.896 0,379 +1.20D+O.50L+O.20S+E 46.519 26.880 TOD 1.037 Min Percent 1.320 120.896 0,385 +1.20D+O.50L-K).20S+E 47.223 27.020 TOD 1.037 Min Percent 1.320 120.896 0,391 +1.20D+O.50L+O.20S+E 47.922 27.160 TOD 1.037 Min Percent 1.320 120.896 0,396 +1.20D-K).50L+O.20S+E 48.616 27.300 TOD 1.037 Min Percent 1.320 120.896 0,402 +1.20O-fO.50L+O.20S+E 49.306 27.440 TOD 1.037 Min Percent 1.320 120.896 0,408 +1.20D+O.50L+O.20S+E 49.990 27.580 TOD 1.037 Min Percent 1.320 120.896 0413 +1.20D+O.50L+O.20S+E -50.670 27.720 TOD 1.037 Min Percent 1.320 120.896 0419 +1.20D+0.50L-K).20S+E -51.344 27.860 TOD 1.037 Min Percent 1.320 120.896 0,425 +1.20D+O.50L+0.20S+E -52.014 28.000 TOD 1.037 Min Percent 1.320 120.896 0,430 +1.20D-tO.50L-H).20S+E -52.678 28.140 TOD 1.037 Min Percent 1.320 120.896 0.436 +1.20D-^.50L+0.20S+E -53.337 28.280 TOD 1.037 Min Percent 1.320 120.896 0.441 +1.20D-*O.50L+O.20S+E -53.990 28.420 TOD 1.037 Min Percent 1.320 120.896 0.447 INUND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Job* 101585 ^^9"^- Ait Project Desc: Project Notes: Combined Footing File: C:\Documents and Settingstehawn nilqoo\My Docuffleflls\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC INC. 1983-2011. Bulld;6.11.4.5,Ver.6.11.4.5 | ILic. # : KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC ^^^H Description : grd. bm. at Chapel Footing Flexure • Maximum Values for Load Combination Load Combination... Mu Distance ftom left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu/PhiMn +1.20D-K).50L+O.20S+E -54.638 28.560 TOD 1.037 Min, Percent 1,320 120.896 0.452 +1.20O-K).50L+O.20S+E -55.281 28.700 TOD 1.037 Min, Percent 1,320 120.896 0.457 +1.20O+O.50L+O.20S+E -55.918 28.840 TOD 1.037 Min, Percent 1,320 120.896 0.463 +1.20O+O.50L-K).20S+E -56.549 28.980 TOD 1.037 Min, Percent 1,320 120.896 0.468 +1.20D+O.50L+O.20S+E -57.175 29.120 TOD 1.037 Min. Percent 1,320 120.896 0.473 +1.20D+0.50L+O.20S+E -57.795 29.260 TOD 1.037 Min. Percent 1,320 120.896 0.478 +1.20D+O.50L+O.20S+E -58.409 29.400 TOD 1.037 Min. Percent 1,320 120.896 0.483 +1.20D+0.50L+0.20S+E -59.017 29.540 TOD 1.037 Min. Percent 1.320 120.896 0.488 +1.20D+O.50L-tO.20S+E -59.619 29.680 TOD 1.037 Min. Percent 1.320 120.896 0.493 +1.20O+O.50L-K).20S+E -60.215 29.820 TOD 1.037 Min. Percent 1.320 120.896 0.498 +1.20O-*O.50L-K).20S+E -60.804 29.960 TOD 1.037 Min. Percent 1.320 120.896 0.503 +1.20D+O.50L+O.20S+E -61.387 30.100 TOD 1.037 Min. Percent 1.320 120.896 0.508 +1.20D+0.50L+0.20S+E -61.964 30.240 TOD 1.037 Min. Percent 1.320 120.896 0.513 +1.20D+0.50L+0.20S+E -62.535 30.380 TOD 1.037 Min. Percent 1.320 120.896 0.517 +1.20D+O.50L-tO.20S+£ -63.099 30.520 TOD 1.037 Min. Percent 1.320 120.896 0.522 +1.20D+O.50L+O.20S+E -63.656 30.660 TOD 1.037 Min. Percent 1.320 120.896 0.527 +1.20D+0.50L-»O.20S+E -64.207 30.800 TOD 1.037 Min. Percent 1.320 120.896 0.531 +1.20D-K).50L+0.20S+E -64.751 30.940 TOD 1.037 Min. Percent 1.320 120.896 0.536 +1.20D+O.50L-tO.20S+E -65.288 31.080 TOD 1.037 Min. Percent 1.320 120.896 0.540 +1.20D+0.50L+0.20S+E -65.819 31.220 TOD 1.037 Min. Percent 1.320 120.896 0.544 +1.20D-K).50L+0.20S+£ -66.342 31.360 TOD 1.037 Min. Percent 1.320 120.896 0.549 +1.20D+O.50L+O.20S+E -66.858 31.500 TOD 1.037 Min. Percent 1.320 120.896 0.553 +1.20O+O.50L+O.20S+E -67.368 31.640 TOD 1.037 Min. Percent 1.320 120.896 0.557 +1.20D+0.50L+0.20S+E -67.869 31.780 TOD 1.037 Min. Percent 1.320 120.896 0.561 +1.20O+O.50L-K).20S+E -68.364 31.920 TOD 1.037 Min. Percent 1.320 120.896 0.565 +1.20D+O.50L-tO.20S+E -68.852 32.060 TOD 1.037 Min. Percent 1.320 120.896 0.570 +1.20D+O.50L-*O.20S+E -69.331 32.200 TOD 1.037 Min. Percent 1.320 120.896 0.573 +1.20D+0.50L-K).20S+E -69.804 32.340 TOD 1.037 Min. Percent 1.320 120.896 0.577 +1.20D+0.50L-K).20S+E -70.269 32.480 TOD 1.037 Min. Percent 1.320 120.896 0.581 +1.20D-K).50L+0.20S+£ -70.726 32.620 TOD 1.037 Min. Percent 1.320 120.896 0.585 +1.20D+O.50L-tO.20S+E -71.175 32.760 TOD 1.037 Min. Percent 1.320 120.896 0.589 +1.20D+O.50L+O.20S+E -71.617 32.900 TOD 1.037 Min. Percent 1.320 120.896 0.592 +1.20D-K).50L+O.20S+E -72.050 33.040 TOD 1.037 Min. Percent 1.320 120.896 0.596 +1.20D+0.50L-*{).20S+E -72.476 33.180 TOD 1.037 Min. Percent 1.320 120.896 0.599 +1.20D+0.50L-tO.20S+E -72.894 33.320 TOD 1.037 Min. Percent 1.320 120.896 0.603 +1.20D+O.50L-tO.20S+E -73.303 33.460 TOD 1.037 Min. Percent 1.320 120.896 0.606 +1.20D+0.50L+0.20S+E -73.705 33.600 TOD 1.037 Min. Percent 1.320 120.896 0.610 +1.20D+O.50L-tO.20S+E -74.098 33.740 TOD 1.037 Min. Percent 1.320 120.896 0.613 +1.20D+O.50L+O.20S+E -74.483 33.880 TOD 1.037 Min. Percent 1.320 120.896 0.616 +1.20D-K).50L-K).20S+E -74.859 34.020 TOD 1.037 Min. Percent 1.320 120.896 0.619 +1.20D+O.50L-tO.20S+E -75.227 34.160 TOD 1.037 Min. Percent 1.320 120.896 0.622 +1.20O+O.50L+O.20S+E -75.586 34.300 TOO 1.037 Min. Percent 1.320 120.896 0.625 +1.20D-tO.50L-^).20S+E -75.936 34.440 TOD 1.037 Min. Percent 1.320 120.896 0.628 +1.20D+0.50L-K).20S+E -76.278 34.580 TOD 1.037 Min. Percent 1.320 120.896 0.631 +1.20D+O.50L+O.20S+E -76.611 34.720 TOD 1.037 Min. Percent 1.320 120.896 0.634 +1.20D+0.50L-K).20S+E -76.935 34.860 TOD 1.037 Min. Percent 1.320 120.896 0.636 +1.20O+O.50L+0.20S+E -77.250 35.000 TOD 1.037 Min. Percent 1.320 120.896 0.639 +1.20O-K).50L+0.20S+£ -77.556 35.140 TOD 1.037 Min. Percent 1.320 120.896 0.642 +1.20D-H).50L-K).20S+E -77.853 35.280 TOD 1.037 Min. Percent 1.320 120.896 0.644 +1.20O+O.50L+O.20S+E -78.141 35.420 TOD 1.037 Min. Percent 1.320 120.896 0.646 +1.20D+0.50L-K).20S+E -78.419 35.560 TOD 1.037 Min. Percent 1.320 120.896 0.649 +1.20D-K).50L+0.20S+E -78.689 35.700 TOD 1.037 Min. Percent 1.320 120.896 0.651 +1.20D+0.50L+0.20S+E -78.948 35.840 TOD 1.037 Min. Percent 1.320 120.896 0.653 +1.20O+0.50L+O.20S+E -79.198 35.980 TOD 1.037 Min. Percent 1.320 120.896 0.655 +1.20O+O.50L+O.20S+E -79.439 36.120 TOD 1.037 Min. Percent 1.320 120.896 0.657 +1.20O+O.50L+O.20S+E -79.670 36.260 TOD 1.037 Min. Percent 1.320 120.896 0.659 +1.20O+O.50L+O.20S+E -79.891 36.400 TOD 1.037 Min. Percent 1.320 120.896 0.661 +1.20D+O.50L+O.20S+E -80.102 36.540 TOD 1.037 Min. Percent 1.320 120.896 0.663 +1.20D•K).50L•^).20S+E -80.304 36.680 TOD 1.037 Min. Percent 1.320 120.896 0.664 +1.20D+0.50L-K).20S+E -80.495 36.820 TOD 1.037 Min. Percent 1.320 120.896 0.666 +1.20D+O.50L+0.20S+E -80.677 36.960 TOD 1,037 Min. Percent 1.320 120.896 0.667 +1.20D+O.50L-K).20S+E -80.848 37.100 TOD 1,037 Min. Percent 1.320 120.896 0.669 +1.20D+O.50L+O.20S+E -81.009 37.240 TOD 1,037 Min. Percent 1.320 120.896 0.670 +1.20D+0.50L-K).20S+£ -81.160 37.380 TOD 1,037 Min. Percent 1.320 120.896 0.671 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Titie: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 File; C:\Oocuments and Settingstehawn nilqooU^ DocumentsCNERCALC Data Files\nccc_101585.ec6 | ENERCALC INC 1983-2011. Bulld:6.11.4.5, Ver.6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description : grd. bm. at Chapel Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn +1.20D+O.50LtO.20S+£ -81.300 37,520 Too 1.037 Min. Percent 1.320 120.896 0.672 +1.20D+O.50L+O.20S+E -81.430 37,660 Too 1.037 Min. Percent 1.320 120.896 0.674 +1.20D+O.50L+O.20S+E -81.550 37,800 TOD 1.037 Min. Percent 1.320 120.896 0.675 +1.20D+O.50L+O.20S+E -81.659 37,940 TOD 1.037 Min. Percent 1.320 120,896 0.675 +1.20D-tO.50L+O.20S+£ -81.757 38,080 TOD 1.037 Min. Percent 1.320 120,896 0.676 +1.20O+O.50L+O.20S+E -81.845 38,220 TOD 1.037 Min. Percent 1.320 120,896 0.677 +1.20D+0.50L+0.20S+E -81.921 38,360 TOD 1.037 Min. Percent 1.320 120,896 0.678 +1.20D+0.50L+0.20S+E -81.987 38,500 TOD 1.037 Min. Percent 1.320 120,896 0.678 +1.20D+0,50L-K),20S+£ -82.042 38,640 TOD 1.037 Min. Percent 1.320 120,896 0.679 +1,20D+0,50L+0,20S+E •82.086 38,780 TOD 1.037 Min. Percent 1.320 120,896 0.679 +1,20D+0,50L-tO,20S+£ -82.118 38,920 TOD 1.037 Min. Percent 1.320 120,896 0.679 +1,20D+0.50L+0.20S+E -82.140 39,060 TOD 1.037 Min. Percent 1.320 120,896 0.679 +1.20D+0.50L+0.20S+E -82.150 39,200 TOD 1.037 Min. Percent 1.320 120,896 0.680 +1.20D-tO.50L-K).20S+E -82.149 39,340 TOD 1.037 Min. Percent 1.320 120,896 0.679 +1.20D+0.50L+0.20S+E -82.136 39,480 TOD 1.037 Min. Percent 1.320 120,896 0.679 +1.20D+0.50L+0.20S+E -82.112 39,620 TOD 1.037 Min. Percent 1.320 120,896 0.679 +1.20D-tO.50L-K).20S+£ -82.077 39,760 TOD 1.037 Min. Percent 1.320 120,896 0.679 +1.20D+O.50L-K).20S+£ -82.029 39,900 TOD 1.037 Min. Percent 1.320 120,896 0.679 +1.20D+0.50L+0.20S+E -81.971 40.040 TOD 1.037 Min. Percent 1.320 120,896 0.678 +1.20D+0.50L-^).20S+E -81.913 40.180 TOD 1.037 Min. Percent 1.320 120,896 0.678 +1.20D-tO.50L-*O.20S+E -81.860 40.320 TOD 1.037 Min. Percent 1.320 120,896 0.677 +1.20D+O.50L+O.20S+E -81.811 40.460 TOD 1.037 Min. Percent 1.320 120,896 0.677 +1.20D+0.50L+0.20S+E -81.768 40.600 TOD 1.037 Min. Percent 1.320 120,896 0.676 +1.20D+0.50L+0.20S+E -81.728 40.740 TOD 1.037 Min. Percent 1.320 120.896 0,676 +1,2QD-tO.50L+O.20S+E -81,694 40.880 TOD 1,037 Min, Percent 1.320 120.896 0,676 +1.20D+1.60Lr+0.50L -0,707 41,020 TOD 1.037 Min. Percent 1.320 120.896 0,006 +1,200+1.60Lr+O,50L -0,519 41,160 TOD 1,037 Min. Percent 1.320 120.896 0,004 +1,200+1,60Lr+0,50L -0,360 41.300 TOD 1.037 Min. Percent 1.320 120.896 0,003 +1,200+1,60Lr+O,50L -0,231 41.440 TOD 1.037 Min. Percent 1.320 120.896 0.002 +1,200+1.60Lr+O,50L -0,130 41.580 TOD 1.037 Min. Percent 1.320 120.896 0.001 +1,200+1,60Lr+O,50L -0,058 41.720 TOD 1.037 Min. Percent 1.320 120.896 0.000 +1.200+1.60Lr+O.50L -0,014 41.860 TOD 1.037 Min. Percent 1.320 120.896 0.000 +1.200+1.60Lr+O.50L 0,000 42.000 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu( |Col#1 vu @ Col #2 PhiVn vu @ Col #1 vu @Col#2 +1.40D 82,16 psi 2.23 psi 2.23 psi 164.32 psi 0.06 psi 0.06 psi +1.20D+0.50Lr+1.60L+1.60H 82,16 psi 3.18 psi 6.36 psi 164.32 psi 0.22 Dsi 0.06 psi +1.200+1.60L+O.50S+1.60H 82,16 psi 2.37 psi 5.54 psi 164.32 psi O.IODsi 0.05 psi +1.20D+1.60Lr+0,50L 82,16 psi 4.66 psi 5.65 psi 164.32 psi 0.43 DSi 0.39 psi +1.20D+1.60Lr+O.80W 82,16 psi 4.51 psi 4.51 psi 164.32 psi 0.42 DSi 0.42 psi +1,20D-tO,50L+1,60S 82,16 psi 2.05 psi 3.05 psi 164.32 psi 0.07 psi 0.02 psi +1,20D+O,50Lr+O,50L+1,60W 82,16 psi 2.87 psi 3.86 psi 164.32 psi 0.18 psi 0.14 psi +1.20D+O.50L+O.50S+1.60W 82,16 psi 2.05 psi 3.05 psi 164.32 psi 0.07 psi 0.02 psi +1.20D+O.50L+O.20S+E 82,16 psi 5.84 psi 6.83 psi 164.32 psi 0,47 psi 0.38 psi -K).90D+E+1.60H 82,16 psi 5.22 psi 5.22 psi 164.32 psi 0.44 psi 0.36 psi INLAND ENGINEERING 4883 E, LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Job* 101585 Dsgnr: Project Desc: T5 r Project Notes: Combined Footing Hie: C:\Docgments and Settingstehawn nilqoo\My Docunients\ENERCALC Data Files\ncccJ01585,ec6 k ENERCALC INC, 1983-2011, Bulld:6.11.4,5, Ver6,11,4,5 | ILic. #: KW-06006198 Licensee : INLAND ENGINEERING CONSULTING INC ^^^H Description: Grade Bm.line 0.1 General Information Calculations per ACI 3184)8, IBC 2009, CBC 2010, ASCE 7-05 Material Properties f c: Concrete 28 day strength fy: Rebar Yield Ec: Concrete Elastic Modulus Concrete Density (j) : Phi Values Flexure: Shear: Soillnformation 3 ksi 60 ksi 3122 ksi 145 pcf 0.9 0,75 Analysis/Design Settings Calculate footing weight as dead load ? Yes Calculate Pedestal weight as dead load ? No Min Steel % Bending Reinf (based on'd') 0.0014 Min Alk)w % Temp Reinf (based on thk:k) 0.0018 Min. Overtuming Safety Factor 1.5 :1 Min. Sliding Safety Factor 1.5:1 Allowable Soil Bearing 2 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf (Uses entry for "Footing base depth below soil surface" for force) Coefficient of Soil/Concrete Friction 0,3 Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth,,,, Allowable pressure inaease per foot when base of footing is below Increases based on footing Width,,, Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero Implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Dimensions & Reinforcing Distance Left of Column *1 = Between Columns = Distance Right of Column #2 = Total Footing Length = Footing Width = Footing Thickness = Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom Applied Loads 2,0 ft Pedestal dimensions,. 40 ft 2^ ft 44.0ft 2.0 ft 24.0 in Sq. Dim. Height 3 in 3 in Applied @ Left Column Axial Load Downward Moment (+CCW) Shear (+X) Applied @ Right Column Axial Load Downward Moment (+CCW) Shear (+X) Overburden 1.0 1.0 ksf ft ksf ft 2 ksf 2.0 ksf Col*1 24 1 Col*2 24 in Iin As As Bars left of Col #1 Count Size* Actual Req'd Bottom Bars 3.0 6 1.320 1.037in'*2 Top Bars 3.0 6 1.320 1.037in'^2 Bars Btwn Cols Bottom Bars 3.0 6 1.320 1.261 in'^2 Top Bars 3.0 6 1.320 1.279 in'^2 Bars Right of Col #2 Bottom Bars 3.0 6 1.320 1.037 in*2 Top Bars 3.0 6 1.320 O.Oin'^2 w 1.0 1.0 117.0 1.0 117.0 1.0 k k-ft k k k-ft k INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 ^^7 Combined Footing Lic.# : KW-06006198 Description : Grade Bm.llne 0.1 DESIGNSUMMARY File; C:~\6ocuniente and Settingstehawn nil^\My"Documents\ENERCALC Data FilesVKXcJ01585.ec6 k ENERCALC INC 1983-2011. Buikl:6,11,4.5, Ven6,11,4,5 j Licensee : INLAND ENGINEERING CONSULTING INC Design OK Ratio Item Applied Capacity Goveming Load Combination PASS 0.2851 Soil Bearing 0.5702 ksf 2.0 ksf +D+0.70E+H PASS 2.179 Overtuming 166.72 k-ft 363.26 k-ft 0.6D-tO.7E PASS 3.538 Sliding 1.40 k 4.954 k 0.6D-K).7E PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1080 1-way Shear-Col *1 8.872 psi 82.158 psi +1.20D+0.50L-*O.20S+£ PASS 0.1080 1-way Shear-Col *2 8.872 psi 82.158 psi +1.20D+0.50L+0.20S+E PASS 0.004107 2-way Punching •Col*1 0.6749 psi 164.32 psi +1.20D+O.50L+O.20S+E PASS 0.004525 2-way Punching Col*2 0.7436 psi 164.32 psi +0.90D+E+1.60H PASS No Bending Flexure-Left of Col #1 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.000204 Flexure - Left of Col #1 - Bottom 0.02464 k-ft 120.90 k-ft +1.40D PASS 0.9696 Flexure - Between Cols - Top -117.22 k-ft 120.90 k-ft +1.20D-K).50L+O.20S+E PASS 0.9565 Flexure - Between Cols - Bottom 115.64 k-ft 120.90 k-ft +O.90D+E+1.60H PASS No Bending Flexure-Right of Col *2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.002580 Flexure - Right of Col *2 - Bottom 0.3119 k-ft 120.90 k-ft +1.20D+O.50L+O.20S+E Soil Bearing Eccentricity Actual Soil Bearing Sfress Actual / Allow Load Combination... Total Bearing from Ftg CL ; Left Edge @ Right Edge Allowable Ratio +0 27.52 k 0.000 in 0.31 ksf 0.31 ksf 2.00 ksf ~'ai56 +0+L+H 29.52 k 0.000 in 0.34 ksf 0.34 ksf 2.00 ksf 0.168 +D+O.750Lr+O.750L+W 29.02 k 0.000 in 0.33 ksf 0.33 ksf 2.00 ksf 0.165 +D+0.750L+0.750S+H 29.02 k 0.000 in 0.33 ksf 0.33 ksf 2.00 ksf 0.165 +D-K).70E+H 27.52 k 6.058 in 0.06 ksf 0.57 ksf 2.00 ksf 0.285 +D+0.750Lr+0.750L+0.750W+H 29.02 k 0.000 in 0.33 ksf 0.33 ksf 2.00 ksf 0,165 +O+0.750L+O.750S+O.750W+H 29.02 k 0.000 in 0.33 ksf 0.33 ksf 2.00 ksf 0.165 +O+O.750Lr+O.750L+O.5250E+H 29.02 k 4.309 in 0.14 ksf 0.52 ksf 2.00 ksf 0,261 +O+O.750L+O,750S+O,5250E+H 29.02 k 4.309 in 0.14 ksf 0.52 ksf 2.00 ksf 0.261 +0,60D-K),70E+H 16.51 k 10.097 in 0.00 ksf 0.46 ksf 2.00 ksf 0.231 Overtuming Stabilfty Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overtuming Resisting Ratio 0 0.00 0.00 999.000 0.00 0.00 ' 999.000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0,6D+L+O,7E 0.00 0.00 999.000 166.72 407.26 2.443 0,6D+0,7E 0.00 0.00 999.000 166.72 363.26 2.179 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D 0.00 k 8.26 k 999 D+L 0.00 k 8.86 k 999 0,6O+L-K^,7E 1.40 k 5.55 k 1.966857142857 0,6D+O,7E 1.40 k 4.95 k 1.538285714285' Footing Flexure -Maximum Values ft>r Load Combination Distance rension Govemed Load Combination Mu ftom left Side As Req'd by Actual As Phi'Mn Mu / PhiMn 0,6D+0,7E 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +1,400 0.001 0.147 Bottom 1.037 Min Percent 1.320 120.896 0.000 +1.400 0.003 0.293 Bottom 1.037 Min Percent 1.320 120.896 0.000 +1.40D 0.006 0.440 Bottom 1.037 Min. Percent 1.320 120.896 0.000 +1.40D 0.011 0.587 Bottom 1.037 Min. Percent 1.320 120.896 0.000 +1.40O 0.017 0.733 Bottom 1.037 Min Percent 1.320 120.896 0.000 +1.40O 0.025 0,880 Bottom 1.037 Min Percent 1.320 120.896 0.000 +1.40O 0.033 1,027 Bottom 1.037 Min Percent 1.320 120.896 0.000 +1.40D 0.033 1.173 Bottom 1.037 Min Percent 1.320 120.896 0.000 +1.40D 0.020 1.320 Bottom 1.037 Min Percent 1.320 120.896 0.000 +1.40D -0.008 1.467 TOD 1.037 Min Percent 1.320 120.896 0.000 +1.40D -0.049 1.613 TOD 1.037 Min Percent 1.320 120.896 0.000 +1.40D -0.104 1.760 TOD 1.037 Min Percent 1.320 120.896 0.001 INLAND ENGINEERING 4883 E. lA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 File: C:\Documents and SetBngstehawn nil<joo\My Docunients\ENERCALC Data Files\nccc_101585.ec6 1| ENERCALCINC. 1983-2011, Build:6.11.4.5,Ver6,11,4,5 I Licensee ; INLAND ENGINEERING CONSULTING INC Combined Footing Lie. # : KW-06006198 Description : Grade Bm.line 0.1 Footing Flexure • Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu/PhiMn +1.40D -0.172 1.907 TOD 1,037 Min. Percent 1.320 120.896 0.001 +1.40D -0.254 2.053 TOD 1,037 Min. Percent 1.320 120.896 0.002 +1.400 -0.350 2.200 TOD 1,037 Min. Percent 1.320 120.896 0.003 +1.40D -0.460 2.347 TOD 1,037 Min. Percent 1.320 120.896 0.004 +1.400 -0.583 2.493 TOD 1,037 Min. Percent 1.320 120.896 0.005 +1.40D -0.720 2.640 TOD 1,037 Min. Percent 1.320 120.896 0.006 +1.400 -0.870 2.787 TOD 1,037 Min. Percent 1.320 120.896 0.007 +1.40D -1,034 2.933 TOD 1,037 Min. Percent 1.320 120,896 0.009 +O.90D+E+1.60H 115,635 3.080 Bottom 1,261 Bendina 1.320 120,896 0.956 -K).90D+£+1.60H 115,262 3.227 Bottom 1,257 Bendina 1.320 120,896 0.953 +0.90D+E+1.60H 114,877 3.373 Bottom 1.252 Bendina 1.320 120,896 0.950 +0.90D+E+1.60H 114,481 3.520 Bottom 1.248 Bendina 1.320 120,896 0.947 -K).90D+E+1.60H 114,074 3.667 Bottom 1.243 Bendino 1.320 120,896 0.944 -tO.90D+£+1.60H 113,656 3.813 Bottom 1.239 Bendina 1.320 120,896 0.940 -tO.90D+£+1.60H 113,226 3.960 Bottom 1.234 Bendina 1.320 120,896 0.937 +0.90D+E+1.60H 112,786 4.107 Bottom 1.229 Bendina 1.320 120.896 0.933 +0.90D+E+1.60H 112,334 4.253 Bottom 1.224 Bendina 1.320 120.896 0.929 +0.90D+E+1.60H 111,870 4.400 Bottom 1.218 Bendina 1.320 120.896 0.925 +0.90D+E+1.60H 111,396 4.547 Bottom 1.213 Bendina 1.320 120.896 0.921 +O.90D+E+1.60H 110,910 4.693 Bottom 1.208 Bendina 1.320 120.896 0.917 -K).90D+E+1.60H 110,413 4.840 Bottom 1.202 Bendina 1.320 120.896 0.913 -K).90D+E+1.60H 109,905 4.987 Bottom 1.196 Bendina 1.320 120.896 0.909 +0.90D+E+1.60H 109,386 5.133 Bottom 1.191 Bendina 1.320 120.896 0.905 +O.90D+E+1.60H 108.855 5.280 Bottom 1.185 Bendina 1.320 120.896 0.900 +O.90D+E+1.60H 108.313 5.427 Bottom 1.179 Bendina 1.320 120.896 0.896 -tO.90D+E+1.60H 107.760 5.573 Bottom 1.172 Bendina 1.320 120.896 0.891 +O.90D+E+1.60H 107.196 5.720 Bottom 1.166 Bendina 1.320 120.896 0.887 •K).90D+E+1.60H 106.620 5.867 Bottom 1.160 Bendina 1.320 120.896 0.882 +0.90D+E+1.60H 106.033 6.013 Bottom 1.153 Bendina 1.320 120,896 0.877 -tO.90D+£+1.60H 105.435 6.160 Bottom 1.146 Bendina 1.320 120,896 0.872 -K).90D+E+1.60H 104.826 6.307 Bottom 1.140 Bendina 1.320 120.896 0.867 -K).90D+E+1.60H 104.206 6.453 Bottom 1.133 Bendina 1.320 120.896 0.862 +O.90D+E+1.60H 103.574 6.600 Bottom 1.126 Bendina 1.320 120.896 0.857 +0.90D+E+1.60H 102.931 6.747 Bottom 1.118 Bendina 1.320 120.896 0.851 +0.90D+E+1.60H 102.277 6.893 Bottom 1.111 Bendina 1.320 120.896 0.846 -K).90D+E+1.60H 101.612 7.040 Bottom 1.104 Bendina 1.320 120.896 0.840 +O.90D+E+1.60H 100.935 7.187 Bottom 1.096 Bendina 1.320 120.896 0.835 +O.90D+E+1.60H 100.248 7.333 Bottom 1.088 Bendina 1.320 120.896 0.829 -K).90D+E+1.60H 99.550 7.480 Bottom 1.081 Bendina 1.320 120.896 0.823 +O.90D+E+1.60H 98.841 7.627 Bottom 1.073 Bendina 1.320 120.896 0.818 •K).90D+£+1.60H 98.121 7.773 Bottom 1.065 Bendina 1.320 120.896 0.812 +O.90D+E+1.60H 97.391 7.920 Bottom 1.057 Bendina 1.320 120.896 0.806 +O.90D+E+1.60H 96.650 8.067 Bottom 1.048 Bendina 1.320 120.896 0.799 +O.90D+E+1.60H 95.900 8.213 Bottom 1.040 Bendina 1.320 120.896 0.793 +0.90D+E+1.60H 95.139 8.360 Bottom 1.037 Min. Percent 1.320 120.896 0.787 +O.90D+E+1.60H 94.368 8.507 Bottom 1.037 Min. Percent 1.320 120.896 0.781 +O.90D+E+1.60H 93.587 8.653 Bottom 1.037 Min. Percent 1.320 120.896 0.774 +0.90D+E+1.60H 92.796 8.800 Bottom 1.037 Min. Percent 1.320 120.896 0.768 +0.90D+E+1.60H 91.995 8.947 Bottom 1.037 Min. Percent 1.320 120.896 0.761 +O.90D+E+1.60H 91.185 9.093 Bottom 1.037 Min. Percent 1,320 120,896 0.754 -tO.90D+E+1.60H 90.366 9.240 Bottom 1.037 Min. Percent 1.320 120,896 0.747 +0.90D+E+1.60H 89.537 9.387 Bottom 1.037 Min. Percent 1.320 120.896 0.741 +O.90D+E+1.60H 88.698 9.533 Bottom 1.037 Min. Percent 1.320 120.896 0.734 +0.90D+E+1.60H 87.851 9.680 Bottom 1.037 Min. Percent 1.320 120.896 0.727 +0.90D+E+1.60H 86.994 9.827 Bottom 1.037 Min. Percent 1.320 120.896 0.720 +0.90D+E+1.60H 86.129 9.973 Bottom 1.037 Min. Percent 1.320 120.896 0.712 +O.90D+E+1.60H 85.255 10.120 Bottom 1.037 Min. Percent 1.320 120.896 0.705 +0.90D+E+1.60H 84.372 10.267 Bottom 1.037 Min. Percent 1.320 120.896 0.698 +O.90D+E+1.60H 83.480 10.413 Bottom 1.037 Min. Percent 1.320 120.896 0.691 +0.90D+E+1.60H 82.580 10.560 Bottom 1.037 Min. Percent 1.320 120.896 0.683 +0.90D+E+1.60H 81.672 10.707 Bottom 1.037 Min. Percent 1.320 120.896 0.676 +O.90D+E+1.60H 80.755 10.853 Bottom 1.037 Min. Percent 1.320 120.896 0.668 -tO.90D+E+1.60H 79.830 11.000 Bottom 1.037 Min. Percent 1.320 120.896 0.660 +O.90D+E+1.60H 78.898 11.147 Bottom 1.037 Min. Percent 1.320 120.896 0.653 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 Description: Grade Bm.line C.1 File; C\Documents and Settingstehawn nikjooVH^ DocumentsCNERCALC Data FilesVwcc.101585.ec6 ENERCALC INC 1983-2011, Build;6.11.4.5, Ver.6.11.4.5 • Licensee : INLAND ENGINEERING CONSULTING INC Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn +0.90D+E+1.60H 77.957 11.293 Bottom 1,037 Min. Percent 1.320 120.896 0.645 +O.90D+E+1.60H 77.008 11.440 Bottom 1,037 Min. Percent 1.320 120.896 0.637 +O.90D+E+1.60H 76.052 11,587 Bottom 1,037 Min. Percent 1.320 120,896 0,629 +O.90D+E+1.60H 75.089 11,733 Bottom 1,037 Min. Percent 1.320 120.896 0,621 +O.90D+E+1.60H 74.117 11,880 Bottom 1,037 Min. Percent 1.320 120.896 0,613 +O.90D+E+1.60H 73.139 12.027 Bottom 1,037 Min. Percent 1.320 120.896 0,605 -tO.90D+E+1.60H 72.153 12.173 Bottom 1,037 Min. Percent 1.320 120.896 0,597 +O.9OD+E+1.60H 71.160 12.320 Bottom 1,037 Min. Percent 1.320 120.896 0,589 +0.90D+E+1.60H 70.160 12.467 Bottom 1,037 Min. Percent 1.320 120.896 0,580 +O.90D+E+1.60H 69.154 12.613 Bottom 1,037 Min. Percent 1.320 120.896 0,572 •K).90D+E+1.60H 68.140 12.760 Bottom 1,037 Min. Percent 1.320 120.896 0,564 -tO.9OD+£+1.60H 67.120 12.907 Bottom 1,037 Min. Percent 1.320 120.896 0,555 +O.90D+E+1.60H 66.093 13.053 Bottom 1,037 Min. Percent 1.320 120.896 0,547 +O.90D+E+1.60H 65.060 13.200 Bottom 1.037 Min. Percent 1.320 120.896 0.538 +O.90O+E+1.60H 64.020 13.347 Bottom 1.037 Min. Percent 1.320 120.896 0.530 +0.90D+E+1.60H 62.974 13.493 Bottom 1.037 Min. Percent 1.320 120.896 0.521 +O.90D+E+1.60H 61.923 13.640 Bottom 1.037 Min. Percent 1.320 120.896 0.512 tO.90D+E+1.60H 60.865 13.787 Bottom 1.037 Min. Percent 1.320 120.896 0.503 +O.90D+E+1.60H 59.801 13.933 Bottom 1.037 Min. Percent 1.320 120.896 0.495 -K).90D+E+1.60H 58.732 14.080 Bottom 1.037 Min. Percent 1.320 120.896 0.486 +O.90D+E+1.60H 57.656 14.227 Bottom 1.037 Min. Percent 1.320 120.896 0.477 +0.90D+E+1.60H 56.576 14.373 Bottom 1.037 Min. Percent 1.320 120.896 0.468 +0.90D+E+1.60H 55.490 14.520 Bottom 1.037 Min. Percent 1.320 120.896 0.459 +O.90D+E+1.60H 54.398 14.667 Bottom 1.037 Min. Percent 1.320 120.896 0.450 +0.90D+E+1.60H 53.302 14.813 Bottom 1.037 Min. Percent 1.320 120.896 0.441 t{).90D+E+1.60H 52.200 14.960 Bottom 1.037 Min. Percent 1.320 120.896 0.432 +0.90D+E+1.60H 51.094 15,107 Bottom 1.037 Min. Percent 1.320 120.896 0.423 +O.90D+E+1.60H 49.982 15,253 Bottom 1.037 Min. Percent 1.320 120.896 0.413 -K).90D+E+1.60H 48.866 15,400 Bottom 1.037 Min. Percent 1.320 120.896 0.404 +O.90D+E+1.60H 47.745 15,547 Bottom 1.037 Min. Percent 1.320 120.896 0.395 -K).90D+E+1.60H 46.620 15,693 Bottom 1.037 Min. Percent 1.320 120.896 0.386 +0.90D+E+1.60H 45.490 15,840 Bottom 1.037 Min. Percent 1.320 120.896 0.376 -tO.90D+E+1.60H 44.356 15,987 Bottom 1.037 Min. Percent 1.320 120.896 0.367 +O.9OD+E+1.60H 43.218 16,133 Bottom 1.037 Min. Percent 1.320 120.896 0.357 -K).90D+£+1.60H 42.076 16,280 Bottom 1.037 Min. Percent 1.320 120.896 0.348 -K).90D+E+1.60H 40.929 16,427 Bottom 1.037 Min. Percent 1.320 120.896 0.339 +O.90O+E+1.60H 39.779 16,573 Bottom 1.037 Min. Percent 1.320 120.896 0.329 +0.90D+E+1.60H 38.626 16,720 Bottom 1.037 Min. Percent 1.320 120.896 0.319 -tO.90D+E+1.60H 37.468 16,867 Bottom 1.037 Min. Percent 1.320 120.896 0.310 -K).90D+E+1.60H 36.307 17,013 Bottom 1.037 Min, Percent 1.320 120.896 0.300 +O.90D+E+1.60H 35.143 17,160 Bottom 1.037 Min, Percent 1.320 120.896 0.291 -K).90D+E+1.60H 33.976 17,307 Bottom 1.037 Min, Percent 1.320 120.896 0,281 +O.90D+E+1.60H 32.805 17,453 Bottom 1.037 Min, Percent 1.320 120.896 0,271 +O.90D+E+1.60H 31.631 17,600 Bottom 1.037 Min, Percent 1.320 120.896 0,262 +0.90D+E+1.60H 30.455 17,747 Bottom 1.037 Min, Percent 1.320 120.896 0,252 +0.90D+E+1.60H 29.275 17,893 Bottom 1.037 Min, Percent 1.320 120.896 0.242 -K).90D+£+1.60H 28.093 18,040 Bottom 1.037 Min, Percent 1.320 120.896 0.232 +O.90D+E+1.60H 26.908 18,187 Bottom 1.037 Min, Percent 1.320 120.896 0.223 -tO.90D+E+1.60H 25.721 18,333 Bottom 1.037 Min, Percent 1.320 120.896 0.213 +0.90D+E+1.60H 24.531 18,480 Bottom 1.037 Min, Percent 1.320 120.896 0.203 +1.20D+O.50Lr+1.60L+1.60H -24.476 18,627 TOD 1.037 Min, Percent 1.320 120.896 0.202 +1.20O+O.50Lr+1.60L+1.60H -24.537 18,773 TOD 1.037 Min, Percent 1.320 120.896 0.203 +1.20D-tO.50Lr+1.60L+1.60H -24.596 18,920 TOD 1.037 Min, Percent 1.320 120.896 0.203 +1.20D+O.50Lr+1.60L+1.60H -24.652 19,067 TOD 1.037 Min, Percent 1.320 120.896 0.204 +1,20O+0,50Lr+1,60L+1,60H -24.706 19,213 TOD 1.037 Min, Percent 1.320 120.896 0.204 +1,20D+O,50Lr+1,60L+1,60H -24.756 19,360 TOD 1,037 Min. Percent 1.320 120.896 0.205 +1,20D+O,50Lr+1,60L+1,60H -24.804 19,507 TOD 1,037 Min. Percent 1.320 120.896 0.205 +1,20D+0,50Lr+1,60L+1,60H -24.850 19,653 TOD 1,037 Min. Percent 1.320 120.896 0.206 +1.20D-tO,50Lr+1,60L+1,60H -24.892 19,800 TOD 1,037 Min. Percent 1.320 120.896 0.206 +1.20D+O,50Lr+1.60L+1.60H -24.932 19,947 TOD 1,037 Min. Percent 1.320 120.896 0.206 +1.20D-K).50Lr+1.60L+1.60H -24.969 20,093 TOD 1.037 Min. Percent 1,320 120.896 0.207 +1.20D+0.50Lr+1.60L+1.60H -25.003 20,240 TOD 1.037 Min. Percent 1,320 120.896 0.207 +1.20D+0.50Lr+1.60L+1.60H -25.034 20,387 TOD 1.037 Min. Percent 1.320 120.896 0.207 +1.20D+0.50Lr+1.60L+1.60H -25.063 20,533 TOD 1.037 Min. Percent 1.320 120.896 0,207 INUVND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 Combined Footing Lie. #: KW-06006198 File; C\Documents and SetBngstehawn nilqoo\A^ DocumentsENERCALC Oata FilesViccc_101585.ec6 • ENERCALCINC 1983-2011. Build:6.11.4.5,Ver:6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade Bm.line C.l Footing Flexure - Maximum Values ft>r Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Govemed by Actual As Phi'Mn Mu / PhiMn +1.20D-*O.50Lr+1.60L+1.60H -25.089 20.680 TOD 1.037 Min. Percent 1.320 120.896 0.208 +1.20D+O.50Lr+1,60L+1,60H -25.112 20.827 TOD 1.037 Min. Percent 1.320 120.896 0.208 +1,20D+0,50Lr+1,60L+1,60H -25.133 20.973 TOD 1.037 Min. Percent 1.320 120.896 0.208 +1,20D-K),50Lr+1,60L+1,60H -25.151 21.120 TOD 1.037 Min. Percent 1.320 120.896 0.208 +1,20D+O,50Lr+1,60L+1,60H -25.166 21.267 TOD 1.037 Min. Percent 1.320 120.896 0.208 +1.20D+O.50Lr+1.60L+1.60H -25.178 21413 TOD 1.037 Min. Percent 1.320 120.896 0.208 +1.20D+O.50Lr+1.60L+1.60H -25.188 21.560 TOD 1.037 Min. Percent 1.320 120.896 0.208 +1.20O+O.50Lr+1.60L+1.60H -25.195 21.707 TOD 1.037 Min. Percent 1.320 120.896 0.208 +1.20D+O.50Lr+1.60L+1.60H -25.199 21.853 TOD 1.037 Min. Percent 1.320 120,896 0.208 +1.20D+0.50Lr+1.60L+1.60H -25.200 22.000 TOD 1.037 Min, Percent 1.320 120,896 0.208 +1.20D+O,50Lr+1,60L+1,60H -25.199 22.147 TOD 1.037 Min, Percent 1.320 120,896 0.208 +1,20D+0,50Lr+1,60L+1,60H -25.195 22.293 TOD 1.037 Min, Percent 1.320 120,896 0.208 +1,20D+0,50Lr+1,60L+1,60H -25.188 22.440 TOD 1.037 Min, Percent 1.320 120,896 0.208 +1.20D-»O,50Lr+1,60L+1,60H -25.178 22.587 TOD 1.037 Min, Percent 1.320 120,896 0.208 +1,20D+O,50Lr+1,60L+1,60H -25.166 22,733 TOD 1.037 Min, Percent 1.320 120,896 0.208 +1.20D+O.50Lr+1.60L+1.60H -25.151 22,880 TOD 1.037 Min, Percent 1.320 120,896 0.208 +1.20D+0.50Lr+1.60L+1.60H -25.133 23,027 TOD 1.037 Min, Percent 1.320 120,896 0.208 +1.20D+0.50Lr+1.60L+1.60H -25.112 23,173 TOD 1.037 Min, Percent 1.320 120,896 0.208 +1.20D+0.50L+O.20S+E -25.937 23,320 TOD 1.037 Min, Percent 1,320 120,896 0.215 +1.20D+0.50L+0.20S+E -27.108 23,467 TOD 1.037 Min, Percent 1,320 120,896 0.224 +1.20D+O.5OL+O.20S+E -28.275 23,613 TOD 1.037 Min, Percent 1,320 120,896 0.234 +1.20D+O.50L-K).20S+E -29.440 23,760 TOD 1.037 Min, Percent 1,320 120.896 0.244 +1.20D+0.50L-K).20S+E -30.602 23,907 TOD 1.037 Min, Percent 1,320 120.896 0.253 +1.20D-K).50L-K).20S+E -31.760 24,053 TOD 1.037 Min, Percent 1,320 120.896 0.263 +1.20D-tO.50L-*O.20S+E -32.916 24.200 TOD 1.037 Min, Percent 1,320 120.896 0.272 +1.20O-tO.50L+O.20S+E -34.068 24.347 TOD 1.037 Min, Percent 1.320 120.896 0.282 +1.20D+O.50L+O.20S+E -35.217 24.493 TOD 1.037 Min, Percent 1.320 120.896 0.291 +1.20O+O.50L+O.20S+E -36.363 24.640 TOD 1.037 Min, Percent 1.320 120.896 0.301 +1.20D-^).50L-K).20S+€ -37.505 24.787 TOD 1.037 Min, Percent 1.320 120.896 0.310 +1.20D+O.50L+O.20S+E -38.643 24.933 TOD 1.037 Min, Percent 1.320 120.896 0.320 +1.20D+O.5OL+O.20S+E -39.778 25.080 TOD 1.037 Min, Percent 1.320 120.896 0.329 +1.20D+0.50L+0.20S+E -40.908 25.227 TOD 1.037 Min, Percent 1.320 120.896 0.338 +1.20D+{).50L-tO.20S+E 42.035 25.373 TOD 1.037 Min, Percent 1.320 120.896 0.348 +1.20D-tO.50L-K).20S+£ -43.157 25.520 TOD 1.037 Min, Percent 1.320 120.896 0.357 +1.20D-K).50L+O.20S+E 44.276 25.667 TOD 1.037 Min, Percent 1.320 120.896 0.366 +1.20D-K).50L+O.20S+E 45.390 25.813 TOD 1.037 Min, Percent 1.320 120.896 0.375 +1.20D+0.50L+0.20S+E 46.499 25.960 TOD 1.037 Min, Percent 1.320 120.896 0.385 +1.20D-K).50L+O.20S+E 47.604 26.107 TOD 1.037 Min, Percent 1.320 120.896 0.394 +1.20D+O.50L+O.20S+E 48.705 26.253 TOD 1.037 Min, Percent 1.320 120.896 0.403 +1.20D-tO.50L+O.20S+E 49.801 26.400 TOD 1.037 Min, Percent 1.320 120.896 0412 +1.20D-K).50L+O.20S+E -50.892 26.547 TOP 1.037 Min. Percent 1.320 120.896 0.421 +1.20D+O.50L+O.20S+E -51.978 26.693 TOO 1.037 Min. Percent 1.320 120.896 0.430 +1.20D+O.50L+O.20S+E -53.058 26.840 TOD 1.037 Min. Percent 1.320 120.896 0.439 +1.20D+O.50L-tO.20S+E -54.134 26.987 TOD 1.037 Min. Percent 1.320 120.896 0.448 +1.20D+O.50L+O.20S+E -55.205 27.133 TOD 1.037 Min. Percent 1.320 120.896 0.457 +1.20D+O.50L+O.20S+E -56.270 27.280 TOD 1.037 Min. Percent 1.320 120.896 0.465 +1.20D+O.50L+O.20S+E -57.329 27.427 TOD 1.037 Min. Percent 1.320 120.896 0.474 +1.20D+0.50L+0.20S+E -58.383 27.573 TOD 1.037 Min. Percent 1.320 120.896 0.483 +1.20D+O.50LtO.20S+E -59.432 27.720 TOD 1.037 Min. Percent 1.320 120.896 0.492 +1.20D+O.50L+O.20S+E -60.474 27.867 TOD 1.037 Min. Percent 1.320 120.896 0.500 +1.20D+O.50L+O.20S+E -61.511 28.013 TOD 1.037 Min. Percent 1.320 120.896 0.509 +1.20D+O.50L+O.20S+E -62.542 28.160 TOD 1.037 Min. Percent 1.320 120.896 0.517 +1.20D+O.50L+O.20S+E -63.566 28.307 TOD 1.037 Min. Percent 1.320 120.896 0.526 +1.20D+0.50L-K).20S+E -64.585 28.453 TOD 1.037 Min. Percent 1.320 120.896 0.534 +1.20D+O.50L+O.20S+E -65.597 28.600 TOD 1.037 Min. Percent 1.320 120.896 0.543 +1.20D+0.50L-^).20S+E -66.603 28.747 TOD 1.037 Min. Percent 1.320 120.896 0.551 +1.20D+0.50L+0.20S+E -67.602 28.893 TOD 1.037 Min. Percent 1.320 120.896 0.559 +1.20D+O.50L+O.20S+E -68.594 29.040 TOD 1.037 Min. Percent 1.320 120.896 0.567 +1.20D-K).50L+O.20S+E -69.580 29.187 TOD 1.037 Min. Percent 1.320 120.896 0.576 +1.20D+O.50L+O.20S+E -70.559 29.333 TOD 1.037 Min. Percent 1.320 120.896 0.584 +1.20D+O.50L+O.20S+E -71.531 29.480 TOD 1.037 Min. Percent 1.320 120.896 0.592 +1.20D-tO.50L-K).20S+E -72.495 29.627 TOD 1.037 Min. Percent 1.320 120.896 0.600 +1.20D+O.50L+O.20S+E -73.453 29.773 TOD 1.037 Min. Percent 1.320 120.896 0.608 +1.20D+0.50L+0.20S+E -74.404 29.920 TOD 1.037 Min. Percent 1.320 120.896 0.615 INLAND ENGINEERING 4883 E. LA PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 4C^\ Combined Footing Lie. # : KW-06006198 File; C:\Doeuments and Settingstehawn nikjoo\f^ Documents\ENERCALC Data Files\nccc_101585.ec6 | ENERCALC INC. 1983-2011, Build;6.11.4.5,Ver6.11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade Bm.line 0.1 Footing Flexure - Maximum Values ft>r Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn +1.20D-K).50L+0.20S+£ -75.347 30.067 TOD 1.037 Min. Percent 1,320 120.896 0.623 +1.20D-K).50L+0.20S+E -76.282 30.213 TOD 1.037 Min. Percent 1,320 120.896 0.631 +1.20D+O.50L-tO.20S+E -77.210 30.360 TOD 1.037 Min. Percent 1,320 120.896 0.639 +1.20D+O.50L+O.20S+E -78.130 30.507 TOD 1.037 Min. Percent 1,320 120.896 0.646 +1.20D+0.50L+0.20S+E -79.043 30.653 TOD 1.037 Min. Percent 1.320 120.896 0.654 +1.20DtO.50L+O.20S+£ -79.947 30.800 TOD 1.037 Min, Percent 1.320 120,896 0.661 +1.20D+O.5OL+O.20S+E -80.844 30.947 TOD 1.037 Min, Percent 1.320 120,896 0.669 +1.20D+O.50L+O.20S+E -81.732 31.093 TOD 1.037 Min, Percent 1.320 120,896 0.676 +1.20D+0.50L+O.20S+E -82.612 31.240 TOD 1.037 Min, Percent 1.320 120,896 0.683 +1.20D+O.50L+O.20S+E -83.484 31.387 TOD 1.037 Min, Percent 1.320 120,896 0.691 +1.20D-*O.50L-tO.20S+E -84.348 31.533 TOD 1.037 Min, Percent 1.320 120,896 0.698 +1.20D+O.50L+O.20S+E -85.203 31.680 TOD 1.037 Min, Percent 1.320 120,896 0.705 +1.20D+O.50L+O.20S+E -86.049 31.827 TOD 1.037 Min, Percent 1.320 120,896 0.712 +1.20D+O.50L+O.20S+E -86.886 31,973 TOD 1.037 Min, Percent 1.320 120,896 0.719 +1.20D-tO.50L+O.20S+E -87.715 32,120 TOD 1.037 Min, Percent 1.320 120,896 0.726 +1.20D+0.50L+0,20S+E -88.535 32,267 TOD 1.037 Min, Percent 1.320 120,896 0.732 +1.20D+O,50L+O,20S+E -89.345 32413 TOD 1.037 Min, Percent 1.320 120,896 0.739 +1,20D-*O,50L+O,20S+£ -90.147 32,560 TOD 1.037 Min, Percent 1.320 120,896 0.746 +1.20D+O.50L+0.20S+E -90.939 32,707 TOD 1.037 Min, Percent 1.320 120,896 0.752 +1.20D-K).50L+0.20S+E -91.722 32,853 TOD 1.037 Min, Percent 1.320 120,896 0.759 +1.20D-tO.50L+O.20S+E -92.495 33,000 TOD 1.037 Min, Percent 1.320 120,896 0.765 +1.20D+0.50L+0.20S+E -93.258 33,147 TOD 1.037 Min, Percent 1.320 120,896 0.771 +1.20D-tO.50L+O.20S+E -94.012 33,293 TOD 1.037 Min, Percent 1.320 120,896 0.778 +1.20D+O.50L+O.20S+E -94.756 33,440 TOD 1.037 Min, Percent 1.320 120,896 0.784 +1.20D+0.50L+0.20S+E -95.491 33.587 TOD 1.037 Min, Percent 1.320 120,896 0.790 +1.20D-K).50L-tO.20S+E -96.215 33.733 TOD 1.044 Bendina 1.320 120,896 0.796 +1.20D+O.50L+O.20S+E -96.929 33.880 TOD 1.052 Bendina 1.320 120,896 0.802 +1.20D+0.5OL-*O.20S+£ -97.633 34.027 TOD 1.059 Bendina 1.320 120,896 0.808 +1.20D+O.50L+O.20S+E -98.326 34.173 TOD 1.067 Bendina 1.320 120,896 0.813 +1.20D+O.50L+O.20S+E -99.009 34.320 TOD 1.075 Bendina 1.320 120,896 0.819 +1.20D+O.50L-K).20S+E -99.682 34.467 TOD 1.082 Bendina 1.320 120,896 0.825 +1.20D+0,50L+0.20S+E -100.343 34.613 TOD 1.090 Bendina 1.320 120,896 0.830 +1.20D+0.50L+0.20S+E -100.995 34.760 TOD 1.097 Bendina 1.320 120,896 0.835 +1,20D+O,50L+O,20S+£ -101.635 34.907 TOD 1.104 Bendina 1.320 120,896 0.841 +1,20D-H),50L+0,20S-f£ -102.264 35.053 TOD 1.111 Bendina 1.320 120.896 0.846 +1,20D+O.50L-tO,20S+E -102.882 35.200 TOD 1.118 Bendina 1.320 120.896 0.851 +1.20D+O,50L+O,20S+£ -103.489 35.347 TOD 1.125 Bendina 1.320 120.896 0.856 +1.20D-*O.50L+O.20S+£ -104.085 35.493 TOD 1.131 Bendina 1.320 120.896 0.861 +1.20D+O.50L+O.20S+E -104.669 35,640 TOD 1.138 Bendina 1.320 120.896 0.866 +1.20D+O.50L+O.20S+E -105.241 35,787 TOD 1.144 Bendina 1.320 120.896 0.871 +1.20D+O.50L+O.20S+E -105.803 35.933 TOD 1.151 Bendina 1.320 120.896 0.875 +1.20D+O.50L+O.20S+E -106.352 36,080 TOP 1.157 Bendina 1.320 120.896 0.880 +1.20D+0.50L-K).20S+E -106.890 36,227 TOP 1.163 Bendina 1.320 120.896 0.884 +1.20D+O.50L+O.20S+E -107.415 36,373 TOD 1.169 Bendina 1.320 120.896 0.888 +1.20O+O.50L+O.20S+E -107.929 36,520 TOD 1.174 Bendina 1.320 120.896 0.893 +1.20D+O.50L-*O.20S+E -108.430 36,667 TOD 1.180 Bendina 1.320 120.896 0.897 +1.20D-tO.50L-tO.20S+E -108.919 36,813 TOD 1.185 Bendina 1.320 120.896 0.901 +1.20D+O.50L+O.20S+E -109.396 36,960 TOD 1.191 Bendina 1.320 120.896 0.905 +1.20D-tO.50L+O.20S+E -109.861 37,107 TOD 1.196 Bendina 1.320 120.896 0.909 +1.20D+O.50L+O.20S+E -110.313 37,253 TOD 1.201 Bendina 1.320 120.896 0.912 +1.20D+O.50L+O.20S+E -110.752 37,400 TOD 1.206 Bendina 1.320 120.896 0.916 +1.20D+0.50L+0.20S+E -111.178 37,547 TOD 1.211 Bendina 1.320 120.896 0.920 +1.20D-tO.50L+O.20S+E -111.592 37,693 TOD 1.215 Bendina 1.320 120.896 0.923 +1.20D+0.50L+0.20S+E -111.992 37,840 TOD 1.220 Bendina 1.320 120.896 0.926 +1.20DtO.50L+O.20S+E -112.380 37,987 TOD 1.224 Bendina 1.320 120.896 0.930 +1.20D+O.50L+O.20S+E -112.754 38,133 TOD 1.228 Bendina 1,320 120.896 0.933 +1.20O-K).50L-K).20S+E -113.115 38,280 TOD 1.232 Bendina 1,320 120.896 0.936 +1.20O-K).50L-K).20S+E -113.462 38,427 TOD 1.236 Bendina 1,320 120.896 0.939 +1.20D-tO.50L-tO.20S+E -113.796 38.573 TOD 1.240 Bendina 1.320 120.896 0.941 +1.20D+0.50L+0.20S+E -114.117 38,720 TOD 1.244 Bendina 1.320 120.896 0.944 +1.20D-tO.50L+O.20S+€ -114.423 38,867 TOD 1.247 Bendina 1.320 120.896 0.946 +1.20D+O.50L-tO.20S+£ -114.716 39,013 TOD 1.250 Bendina 1.320 120.896 0.949 +1.20D+O.50L+O.20S+E -114.995 39,160 TOD 1.254 Bendina 1.320 120.896 0.951 +1.20D+O.50L+O.20S+E -115.260 39,307 TOD 1.257 Bendina 1.320 120.896 0.953 INLAND ENGINEERING 4883 E. U\ PALMA STE.501-A ANAHEIM.CA. 92807 Title: NCCC Dsgnr: Project Desc: Project Notes: Job* 101585 4 X Combined Footing Lie. # : KW-06006198 File: CiDoct'ments and Settingstehawn nikioo\My Docunients€NERCALC Data FilesViccc_101585.ec6 • ENERCALC, INC 1983-2011, Build:6,11.4.5, Ver6,11.4.5 I Licensee : INLAND ENGINEERING CONSULTING INC Description: Grade Bm.line 0.1 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu / PhiMn +1.20D+O.50L-tO.20S+E -115,510 39.453 TOP 1,259 Bendina 1.320 120.896 0,955 +1.20D+0.50L+0.20S+E -115,747 39.600 TOD 1.262 Bendina 1.320 120.896 0,957 +1.20D+0.50L+0.20S+E -115,969 39,747 TOD 1.265 Bendina 1.320 120.896 0,959 +1.20D+0.50L+0.20S+E -116,176 39,893 TOO 1.267 Bendina 1,320 120.896 0,961 +1.20D+O.50L+O.20S+E -116,369 40,040 TOD 1.269 Bendina 1,320 120.896 0,963 +1.20D+0.50L+0.20S+E -116,548 40,187 TOD 1.271 Bendina 1,320 120,896 0,964 +1.20D-K).50L+0.20S+E -116,711 40,333 TOD 1.273 Bendina 1,320 120,896 0,965 +1.20D+0.50L+0,20S+E -116,860 40,480 TOD 1.275 Bendina 1,320 120,896 0,967 +1,20D+O,50L+O,20S+E -116,993 40,627 TOD 1.276 Bendina 1,320 120,896 0,968 +1,20D+0,50L+0,20S+E -117,112 40,773 TOD 1.277 Bendina 1,320 120,896 0,969 +1,20D+O,50L+O,20S+E -117,215 40,920 TOD 1.279 Bendina 1,320 120,896 0,970 +1.20D-tO,50L^O,20S+E -117,305 41,067 TOD 1.280 Bendina 1,320 120,896 0,970 +1,20O-»O,50L+O,20S+E -117,395 41,213 TOD 1.281 Bendina 1,320 120,896 0,971 +1.20D-K).50L+0,20S+E -117,488 41,360 TOD 1.282 Bendina 1,320 120,896 0,972 +1,20D+0,50L+0,20S+E -117.583 41,507 TOD 1.283 Bendina 1,320 120,896 0,973 +1,20D+O,50L+O,20S+E -117.681 41,653 TOD 1.284 Bendina 1,320 120,896 0,973 +1,20D+0,50L+0,20S+E -117.782 41,800 TOD 1.285 Bendina 1,320 120,896 0,974 +1,20D-^.50L+O,20S+E -117.884 41,947 TOD 1.286 Bendina 1,320 120,896 0,975 -tO,90D+E+1,60H 1.248 42,093 Bottom 1.037 Min, Percent 1,320 120,896 0,010 +O.90D+E+1.60H 1.094 42,240 Bottom 1.037 Min, Percent 1,320 120,896 0,009 +0,90D+E+1.60H 0.946 42,387 Bottom 1.037 Min, Percent 1,320 120,896 0,008 +O,90D+£+1.60H 0.805 42,533 Bottom 1.037 Min, Percent 1,320 120,896 0,007 +0,90D+E+1,60H 0.670 42,680 Bottom 1.037 Min, Percent 1,320 120,896 0,006 +O,90D+E+1,60H 0.542 42,827 Bottom 1.037 Min, Percent 1,320 120,896 0,004 +1,20D+0,50L+0,20S+E 0.423 42,973 Bottom 1.037 Min, Percent 1,320 120,896 0,004 +1,20D+O,50L+O,20S+E 0.312 43,120 Bottom 1.037 Min, Percent 1,320 120,896 0,003 +1,20D+O,50L+O,20S+E 0.217 43,267 Bottom 1.037 Min, Percent 1,320 120,896 0,002 +1,20D-K),50L+0,20S+£ 0.139 43413 Bottom 1.037 Min, Percent 1,320 120,896 0,001 +1,20D+0,50L+0,20S+£ 0.078 43,560 Bottom 1.037 Min, Percent 1,320 120,896 0.001 +1,20D+0,50L+0,20S+E 0.035 43,707 Bottom 1.037 Min, Percent 1.320 120,896 0.000 +1,20D+0,50L+0,20S+E 0.009 43,853 Bottom 1.037 Min, Percent 1.320 120,896 0.000 +1,20D+O,50L+O,20S+E 0.000 44,000 Bottom 1,037 Min. Percent 1.320 120,896 0.000 One Way Shear Punching Shear Load Combination... PhiVn vu@ !Col#1 vu @ Col #2 PhiVn vu@ Col #1 vu @ Col #2 +1.40D +1.20D+0.50Lr+1.60L+1.60H +1.200+1.60L+O.50S+1.60H +1.200+1.60Lr+O.50L +1.20D+O.50L+1.60S +1.20D-K).50Lr4O.50L+1.60W +1.20D+O.50L+O.50S+1.60W +1.20D+0.50L+0.20S+E +0,90D+E+1.60H 82.16 psi 82,16 psi 82,16 psi 82,16 psi 82,16 psi 82,16 psi 82,16 psi 82,16 psi 82,16 psi 2,28 psi 4,45 psi 4.45 psi 2.73 psi 2,73 psi 2,73 psi 2,73 psi 8,87 psi 6,71 psi 2.28 psi 4.45 psi 4.45 psi 2.73 psi 2.73 psi 2.73 psi 2.73 psi 8.87 psi 6.71 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi O.IOpsi 0.27 psi 0.27 psi 0.02 psi 0.02 psi 0.02 psi 0.02 psi 0.67 psi 0.48 psi O.IOpsi 0.27 psi 0.27 psi 0.02 psi 0.02 psi 0.02 psi 0.02 psi 0.63 psi 0.74 psi PCR14168 impMMiM f NORTH COAST CALVARY: DEFERRED ' • . ' | TRUSS "(4 . X^Z/ZV- TO X'i^-L ull GBIO.-Z^I^ .