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Home My WebLink About2265 CAMINO VIDA ROBLE; ; CB152522; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 12-09-2015 . Commercial/Industrial Permit Permit No: CB152522 Building Inspection Request Line (760) 602-2725 Job Address: 2265 CAMINO VIDA ROBLE CBAD Permit Type: Tl Sub Type: COMM Status: ISSUED Applied: 08/06/2015 Entered By: RMA Parcel No: 2130502400 Lot#: 0 Valuation: $1,046,308.00 Construction Type: 3B Occupancy Group: Reference# Project Title: THE FIELDS CHURCH-CONVERT Plan Approved: 12/09/2015 Issued: 12/09/2015 Inspect Area Plan Check #: 24,153 SF OF OFFICE/WAREHOUSE TO A CHURCH Applicant: RICHARD LUND STE 200 2333 STATE ST CARLSBAD CA 92008 619 920-2134 Building Permit Add'l Building Permit Fee Plan Check Add'l Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD#2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $3,627.04 $0.00 $2,538.93 $0.00 $0.00 $292.97 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $42.00 $0.00 Owner: RBCORE LP P 0 BOX 1780 LA MESA CA 91944 Meter Size Add'l Reel. Water Con. Fee Meter Fee SDCWAFee CFD Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES Total Fees: $10,400.55 Total Payments To Date: $10,400.55 Balance Due: FINAL APPROVAL Inspector: f1A. ~ Date: Clearance: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1,638.00 $1,512.00 $259.00 $359.00 $131.61 $0.00 $0.00 $0.00 $0.00 ?? ?? $10,400.55 $0.00 I\OTICE: AeeEet<Hli\OTIC:tta ~ d~~ irdi.D:stre"lfTlXSilia1' dfees, ckicSials, leSf:J".fBiaaS adhErEJCIDiashlla6rc:Diec:11Wy lltaTW to as "fee&'sa:.tials." Yw tee OOdErtsfrtmtredDtns psnit YoBS issuedtoj:Jttest irrp:Stlcndthesefee&'ea:.tias. If }OJ JJdest lherT\ }OJ rru;t fdlo.vtre rmest Jl'(XB1res SEt fath in GMmra1 O:x2 Sedkn IBJ'.!J(a), a-d file the rmest a-d !l'¥dher req..ilt!d il"'aTT&im wth tre Oty M'lla!:Jlrfa" IJ'OCESSifl! In amd!lcewth Ca1sl:a:l M..ridjEI O:x2 Sedkn 3.32.<m. PciluetotirrayfdloNtta ptallireV<iD ba" !1'¥stblecJ.rrt lega ldialtoata:k, reMe.v, SEt a9de, ldd, a anJ thEir i~ Yw ae ~ R.RTl-ffi I\OTIREDtta ~ rigt to j:Jttest tre sp:!dfied fee&'EJC~Dias IXES I'Or ACR.Yto v.8s" a-d 9iNB amedial fees a-d~ chr'ges, ra panrg, mirg, ga:lfll a dhEr lirrilcr ~lcaialiJOCESSifl! a SEll\b fees in amedia1 wth ttis pqea. JI(R IXES IT ACR. Yto II'¥ . . . . . . . . . THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0PLANNING OENGINEERING {'city of Carlstiad Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov OBUILDING 0FIRE (Sec. 7031.5 Business and Professions Code: Arry City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a si&ned statement tliat he Is licensed pursuant to the provisions of the Contractor's License Law !Chaotar 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any appllcanffor a permit subjects the applicant to a civil penalty of not more than fiVe hundred dollars ($500)). · W 0 R J( E fl S C 0 M P E N S A T I 0 N Wo!tun' Compenslllon Declntlon: I hefeby allitm under penally d p&ljury one d the following dec/anJIIons: 0 I h~lll maintain a cartlflcata of consent to self-lnsu111for workers' compensation as provided by Section 3700 of the Labor Code, lor the psrlonnance of the work lor which this psrm~ is issued. ~va and will maintain wO!kerl' ~•IJIIon, as ~~ by Section E._OO of the Labor Code, for the performance of the work fq( ~this permtt~!Mf. My workers' compensation }Su7. carrier and policy number are: Insurance Co. () 14_ /(:/JUeJ{rt!... ~ Policy No. d.r'Clpl ~94 (.:> I I Expiration Date 3 Lt <!. otk, }:IIi§, section need not be completed K the psrmtt is lor one hundred dollars ($1 00) or less. U Csrtificata of Exemption: I certify that in the perlonnance of the work lor which this psrmtt is issued, I shall not any psrson in any manner so as to become subject to the Workers' Compensation Laws of califomia. WARNING: Flilu111 to secu111 workers' comp-.utlon covnge criminal penaltlel and civil fines up to one hundred thousand dolln (&100,000tln addition to the cost of compensation, for In feu. ,6$ CONTRACTOR SIGNATURE I hereby affinn that I am exempt from Contractor's Ucense Law for the following reason: D D D I, as owner of the property or my employees with wages as their sole compsnsation, will do the work and the structure is not intended or offered lor sale (Sac. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work hlmseW or through his own employees, provided that such inprovernents are not intended or offered lor sale. ~. however, the building or improvement is sold within one year of completion, the owner-builder wiU have the burden of proving that ha did not build or improva lor the purpose of sale). I, as owner of the propsrty, am exclusivaly contracting with licensed contractors to construct the project (Sac. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improvas thereon, and contracts lor such projects with contractor(s) licensed pursuant to the Contractor's License Law). · I am exempt under Section Business and Professions Code lor this reason: 1. I personally plan to provide the major labor and materials lor construction of the proposed propsrty improvement QYes Oo 2. I (have I have not) signed an application lor a building psrmtt lor the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone I contractors' icense number): 4. I plan to provide portions of the work, but I have hired tha following psrson to coordinate, supsrvise and provide the major work (include name I address I phone I contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following psrsons to provide the work indicated (Include name I address I phone I type of work): ... ....,.- ,6$ PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SEC T!O<'J f 011 NON·flESIDEN fiAl BUilDING PEHMITS DNI Y Is 1he applicant or fut1J'e bulking occupan1 AJqWaf m submit • business pial, acutely hazaldous materials reglslrallon form or risk m1118Q81118nt and prevention program under Sei:tlons 25505, 25533 or 25534 ollie Presley-Taooer Hazadous Substance Account Act? . Yes No Is 1he applicant or fut1J'e building occupant AJqWaf m oblain a permit from 1he air pollution control disbict or air quality management district? Yes No Is the facility to be consN:tad wilhln 1,000 filet ollhe ou11r boundary of a school sHe? Yes No F NfY OF THE ANSWERS ARE YES, A FINAL CER11FICATE Of OCCUPANCY IIAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS IEEnNG THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POI..LUTIOII COIAROL'DISJIIICT, l~lllatlhll8181111118appllcallonnlflllllltii8IIIINIInlbnnalan IICXIIIICtnllltthilnlbnnalanonllepllniiiiiDIIIIB.If1111181Dcomplywiii11CirCIIIIIBallllltS.MIIIilllrWIDiddlngCXIIIIIndon. I hereby au1horize represen1ative of 11e City of Catsbad t1 en1ar upon 11e aboYe mentioned poperty llr Npedicrl purposes. I Al..9) AGREE TO SAVE, INil:MNfY AND KEEP liW.lESS THE CITY OF CARLSBAD AGI\INST ALL UABILITIES, JUOOMENTS, COSTS AND EXPENSES WHICH MAY IN IN'f WAY A£XRIE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: M OSHA perml is requied brexcavallons owr 5C1 deep ll1d dernoltiln oriXI1SIJuclion ofA'ucUas owr 3 sbies il fleVrt. EXPIRATION: Every permit issued by 11e 9.ti1g Ollciallllder 1he p!INiskli1S oftlis Code linKalion ll1d beoome nul and vail W l1e buiklilg or ¥Dk aJthorized by sud1 pemit is not OOITII'I'llll1a ~ 180 days from lhe dale of such perml or if 1he buldilg or vak au1horized by sudl permit Is or abErlcb1ed is oommenced llr a peOOd of 180 days (Secliln 106.4.4 Unibrm Buiking Code). ~APPLICANT'S SIGNATURE DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. ,, . ' completed form to City of Cllllsbad, Building DMsion 1635 Fll8day AVIIIIIMI, Calflbad, DElNERY OPnONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL/ FAX TO OTHER:--------------- A5 APPLICANT'S SIGNATURE (Office Uu Only) CA ASSOCIATED CBt•---------- NO CHANGE IN USE I NO CONSTRUC110N CHANGEOFUSE/NOCONSTRUcnON DATE Inspection List Pennit#: CB152522 Type: Tl COMM THE FIELDS CHURCH-CONVERT 24,153 SF OF OFFICE/WAREHOUSE TO A Date Inspection Item ~~~~-~!~-----~ct Comments 10/1112016 14 Frame/Steei/Bolting/Weldin MC AP ROOF FRAME FOR HVAC PENETRATION AT RM 100 10/1112016 43 AirCond/Fumace Set MC we 10/1112016 49 Final Mechanical MC we 10/0512016 14 Frame/Steei/Bolting/Weldin MC AP WALLS ONLY RM 105-109 10/0512016 17 Interior Lath/Drywall MC AP 10/0412016 34 Rough Electric MC AP RM 100, 101, 124 09/30/2016 14 Frame/Steei/Bolting/Weldin MC PA SEE CARD 09/3012016 34 Rough Electric MC PA SEE CARD 09/2912016 14 Frame/Steei/Bolting/Weldin MC AP ROOMS 102-104 ONLY. 09/2912016 17 Interior Lath/Drywall MC AP INSIDE ROOMS 102-104 ONLY. 04/0712016 89 Final Combo MC PA 1ST PHASE TCO FOR RM'S 123-124, 126- 128, 132-135, 137, 139-140. SEE CARD FOR MINOR PICK UP TO BE COMPLETED BY 04/1412016. 03/1412016 84 Rough Combo MC we 0311412016 89 Final Combo MC NR NO SUPER/PLANS ON SITE. 0112812016 84 Rough Combo MC AP WALLS ONLY AT RM.110, 126-128 01/1512016 17 Interior Lath/Drywall PD PA 01/1312016 16 Insulation MC PA ROOF/CEILING 01/1112016 14 Frame/Steei/Bolting/Weldin MC PA WALL FRAME ONLY, RM. 132- 135,137,139-140 01/1112016 34 Rough Electric MC PA WALL ELECTRICAL ONLY, RM. 132- 135,137,139-140 12/2312015 14 Frame/Steei/Bolting/Weldin MC PA STAGE FLOOR FRAMING PRE-LIM. 12/2312015 34 Rough Electric MC PA STAGE FLOOR PRE-LIM. 12/2212015 14 Frame/Steei/Bolting/Weldin MC PA STAGE PRE-LIM. 12/10/2015 11 Ftg/Foundation/Piers MC AP 12/10/2015 21 Underground/Under Floor MC AP 2ND STOP, NEED LETTER FROM MECH. ENGINEER. 12/1012015 21 Underground/Under Floor MC NR 1ST STOP 11/1912015 98 BMP Inspection MCOL AP FOLLOW UP INSPECTION ON SITE SHOWED PERIMETER CONTROLS, GRAVEL BAG CHEVRONS, STOCK PILES COVERED AND CONTAINED, IMPERVIOUS SURFACES CLEAN AND TRASH ROLL OFF REMOVED. LEFT COPY OF FOLLOW UP REPEORT WITH fiELDS CHURCH REP. PATRICK CRANDALL. SEE PHOTOS. Monday, January 09, 2017 Page 1 of2 11/18/2015 98 BMP Inspection MCOL Monday, January 09, 2017 co SEE PHOTOS AND INSPECTION REPORT FOR BMP IMPLEMENTATION AND COMPLIANCE. DIRT SPOILS UNCOVERED AND UNCONTAINED PROPERLY, TRACK OUT ONTO IMPERVIOUS SURFACES NEEDS TO BE SWEPT CLEAN, TRASH ROLL OFF FULL OF WASTE AND UNCOVERED. SPOKE WITH CHURCH REP. STEVEN TARPLEY ABOUT INSTALLING BMP'S INCLUDING GRAVEL BAGS AND SILT FENCE/FIBER ROLLS. LEFT COPY OF INSPECTION REPORT WITH SUPERINTENDENT MIKE TRENT. Page 2 of2 PERMIT INSPECTION HISTORY REPORT (CB152522) Permit Type: BLDG-Commercial Application Date: 08/06/2015 Owner: Work Class: Tenant Improvement Issue Date: 12/09/2015 Subdivision: Status: Closed -Finaled Expiration Date: 04/10/2017 Address: IVR Number: 708389 Actual Scheduled Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector 12/07/2016 12/07/2016 BLDG-Fire Final 004594-2016 Passed Dominic Fieri Checklist Item COMMENTS FIRE-Building Final NOTES Created By TEXT R 8 COREL P 2265 Camino Vida Roble Carlsbad, CA 92009 Reinspection Complete Complete Passed Yes Created Date Christie Marcella Test the emergency lights and the knox box 12/06/2016 12/08/2016 12/08/2016 BLDG-Final 004611-2016 Inspection Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 12/15/2016 12/15/2016 BLDG-Final 005644-2016 Inspection Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By Michael Collins 01/06/2017 01/06/2017 BLDG-Final 008473-2017 Inspection Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By Michael Collins January 06, 2017 Failed Andy Krogh COMMENTS See notice Partial Pass Michael Collins COMMENTS See notice TEXT See card for additional corrections. Passed Michael Collins COMMENTS See notice TEXT See card for additional corrections. Reinspection Passed No No No No No Reinspection Passed No No No No No Complete Incomplete Created Date 12/15/2016 Passed Yes Yes Yes Yes Yes Complete Created Date 12/15/2016 Pam> 1 nf 1 ,.. '>::e; (C(Q)~U CB152522 2265 CAMINO VIDA ROBLE ~ C<T¥ 0~ CARLSBAD Building Division INSPECTION RECORD THE FIELDS CHURCH-CONVERT 24153 SF OF OFF'CE!WAREHOUSE TO A CHURCH T! COMM 0 INSPECTION RECORD CARD WITH APPROVED Lotn RICHARC< :...UNO PLANS MUST BE KEPT ON THE JOB 0 CALL BEFORE J;30 pm FOR NEXT WORK DAY INSPECTION 0 FOR BUILDING INSPECTION CALL: 760-602-2725 OR GO TO: www.Carllbadca•90U1i1Yilding AND CLICK ON "Request lns:De,ctlc:>n" DATE: :~# STORM WATER #600 PRE-CONSTRUCTION MEmNG Type of Inspection CODE# ELECTRICAL 0 UF'ER CODE# MECHANICAL CODE# COMBO INSPECTION --~ NPDES INSPECTION REPORT ~ -Building Division ~~ Pursuant to CMC 15.12.100 -Date 1(~-~J ~ Project# Inspector f'\. t.6>U ll'i~ Time { ·.4ot=M. CB Permit# l~ ~~ 'Z. -z_ I Inspection Type 0 Compliance ~ow Up Weather o Heavy Rain 0 Light Rain -~Sunny 0 Cloudy o Partly Cloudy D Rain Expected at D % chance BMP IMPLEMENTATION AND COMPLIANCE BMP and Compliance Cl) 0 ~ CORRECTIVE ACTION REQUIRED w Activity >-z z Are all inactive slopes properly stabilized? 17 0 Provide additional erosion control. Are areas flatter than 3:1 covered or protected? ./ 0 Repair/replace erosion control BMPs. Are gravel bags, waddles, silt fences, and other erosion [7 0 Replace broken rock/sand bags. control BMPs in place and functioning properly? 0 Desiltation/retention basin(s) requires maintenance. Do basins appear to be maintained as required? / 0 Provide additional perimeter controls. Are perimeter control BMPs maintained? v 0 Repair/replace perimeter controls. Is the entrance stabilized to _prevent tracking? / 0 Impervious surfaces need to be swept. Are storm drain inlets protected and BMPs maintained? 1/ 0 Prevent sediment tracking on to street. Are all material and equipment handling, storage and [7 0 Clean in and around storm drains. repair areas clean and maintained? 0 Provide additional protection at storm drain inlets. Are dumpsters and trash receptades covered? i/ 0 Discard unusable equipment and materials. Has trash and debris accumulated throughout the site? v 0 Remove trash and debris from project site. Are stockpiles and spoils protected from runoff? v 0 Properly store hazardous materials. Are landscaped areas protected from erosion? 1/ 0 Immediately clean up spills and leaks. Are natural areas and open spaces protected? v 0 Maintenance required for washout areas. Are washout areas maintained and protected? [7 0 Protect/Cover materials stored outdoors. Were there any discharges observed v 0 Provide spill kit(s) in equipment storage areas. during the inspection? 0 Provide cover for dumpster and trash receptacles. Is the SWPPP wall map up to date and accurate? 1./ 0 Immediately discontinue washing or hosing. Was the SWPPP reviewed during this inspection? 1/ 0 Relocate portable restrooms away from storm drains and/or Are portable restrooms located away from the storm drain v to level areas. and on level ground? 0 Provide secondary containment for portable restrooms. Do portable restrooms have secondary containment? 7 0 Provide additional emergency BMPs. Are BMPs stockpiled for emergengy depiQYment? / 0 Train staff on pollution prevention. Other: 0 Other: THIS SERVES AS A WARNING NOTICE . Implement corrective actions by . A City Inspector will return on or after the correction date to verify that corrective actions were completed and/or BMPs implemented as required. If you have any questions or comments, please contact vour inspector. Comments: ~l~ /1~ 'f~ P~lou~ c ~'"( I "Bt-1 'F ~ ~ tzoct:> ~1=€. 0 NO VIOLATIONS OBSERVED DURING THE INSPECTION. 0 VIOLATIONS WERE NOTED DURING THE INSPECTION. 0 15.12.050 Prohibited Discharge 0 15.16.170 Unlawful Acts 0 15.12.080(E) Reduction of Pollutants 0 6.08.030 Receptacles Generally 0 15.12.090 Storm Water Conveyance System Protection 0 6.08.040 Cleanliness of Solid Waste Receptacles 0 15.12.110 Failure to Implement Corrective Actions 0 6.08.050 Solid Waste Receptacles to be Kept Covered 0 1512.120 Containment, cleanup, and notification of spills 0 6.08.090 Unlawful Placement of Solid Waste 0 Other Inspector Signature: Received By-Please Print Received By -Signature D Mailed Date Yrt~~ui ~~~ ~+,.;G.Ic:-0~~"'-ll i' _...?' _/?~ \l/1~/:zot~ / ....... The Notice Serves As: 0 Verbal Warning 0 Written Warning o Field Memo 0 Referred for Action BMP Assessment 5 4 3 2 1 j Knowledge Assessment I 5 4 <!) 2 1 0 Contact not available (circle one) {circle one) White: BLDG Yellow: Job Site INSPECTION SUMMARY '~ - Comments/Notes White: BLDG Yellow: Job Site G NPDES INSPECTION REPORT j Building Division ~ Pursuant to CMC 15.12.100 -Date l Cb f.Jo\) -?__D;~ Project# Inspector r1-t:.DL-1.-t~~ nme CB Permit# (6 ~I:) ~ "Z-1 Inspection Type, ~ompliance 0 Follow Up Weather 0 Heavy Rain 0 Light Rai~e.unny 0 Cloudy 0 Partly Cloudy o Rain Expe ted at t!> % chance BMP IMPLEMENTATION AND COMPLIANCE BMP and Compliance (/) 0 :$ CORRECTIVE ACTION REQUIRED w Activity > z z Are all inactive slopes properly stabilized? v y Provide additional erosion control. Are areas flatter than 3:1 covered or protected? 1./ 0 Repair/replace erosion control BMPs. Are gravel bags, waddles, silt fences, and other erosion 17 0 Replace broken rock/sand bags. control BMPs in place and functioning prooerlv? 0 Desiltation/retention basin(s) requires maintenance. Do basins appear to be maintained as required? !/ 0 Provide additional perimeter controls. Are perimeter control BMPs maintained? 17 0 Repair/replace perimeter controls. Is the entrance stabilized to prevent tracking? ~ :If Impervious surfaces need to be swept. Are storm drain inlets protected and BMPs maintained? / 0 Prevent sediment tracking on to street. Are all material and equipment handling, storage and :/ 0 Clean in and around storm drains. repair areas clean and maintained? 0 Provide additional protection at storm drain inlets. Are dumpsters and trash receptacles covered? _/ 0 Discard unusable equipment and materials. Has trash and debris accumulated throughout the site? 7 0 Remove trash and debris from project site. Are stockpiles and spoils protected from runoff? v 0 Properly store hazardous materials. Are landscaped areas protected from erosion? ./ 0 Immediately clean up spills and leaks. Are natural areas and open spaces protected? ./ ~ Maintenance required for washout areas. Are washout areas maintained and protected? v ProtecUCover materials stored outdoors. Were there any discharges observed f7 0 Provide spill kit(s) in equipment storage areas. during the inspection? ,L5" Provide cover for dumpster and trash receptacles. Is the SWPPP wall map up to date and accurate? !/ 0 Immediately discontinue washing or hosing. Was the SWPPP reviewed during this ins!)ection? 0 Relocate portable restrooms away from storm drains and/or Are portable restrooms located away from the storm drain I/ to level areas. and on level ground? 0 Provide secondary containment for portable restrooms. Do portable restrooms have secondary containment? 17 0 Provide additional emergency BMPs. Are BMPs stockpiled for emergency deployment? v 0 Train staff on pollution prevention. Other: 0 Other: THIS SERVES~ A WARNING NOTICE. Implement corrective actions by f'9 b \} "Z-0\? . A City Inspector will return on or after the correction date to verify that corrective actions were completed and/or BMPs implemented as required. If you have any questions or comments, Qlease contact vour insoector. Comments: ~~Vi\L AU-~It-S 'S.~ fiL.G.oS I ~c:l£f" AU-lMf~\JIOc-IS 'Sue.f~5. No~?Tl~ Sutt.PI~~ PCJ-Mrr. D NO VIOLATIONS OBSERVED DURING THE INSPECTION. D VIOLATIONS WERE NOTED DURING THE INSPECTION. 0 15.12.050 Prohibited Discharge 0 15.16.170 Unlawful Acts 0 15.12.080(E) Reduction of Pollutants 0 6.08.030 Receptacles Generally 0 15.12.090 Storm Water Conveyance System Protection 0 6.08.040 Cleanliness of Solid Waste Receptacles 0 15.12.110 Failure to Implement Corrective Actions 0 6.08.050 Solid Waste Receptacles to be Kept Covered D 1512.120 Containment, cleanup, and notification of spills 0 6.08.090 Unlawful Placement of Solid Waste 0 Other Inspector Signature: Received By-Please Print Receiv"'rl..., C'C o Mailed Date t1tfLh~A.~ /l;ee: ~~~ ~·-.. ., ..z,/ I ---~e:> NT:sv ~\? , l' The Notice Serves As: 0 Verbal Warning_ ..;1'Written Warning o Field Memo _L,J ""'-'-"' ..... or Action BMP Assessment 5 4~ 2 1 I Knowledge Assessment I 5 4 3 2 1 o Contact not available (circle one) (circle oneJ White: BLDG Yellow: Job Site INSPECTION SUMMARY Comments/Notes White: BLDG Yellow: Job Site Carlsbad 15-2522 11/30/15 EsGil Corporation In a>artnersliip .'Witli fi011,.,ament for <Buitaing Safety DATE: 11/30/15 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-2522 PROJECT ADDRESS: 2265 Camino Vida Roble PROJECT NAME: The Fields Church & School SET: IV 0 ~LICANT _p'JURIS. 0 PLAN REVIEWER 0 FILE I:8J The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 0 The applicant's copy of the check list has been sent to: C8J EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person D REMARKS: By: Chuck Mendenhall Enclosures: EsGil Corporation 0 GA 0 EJ 0 MB 0 PC 11/19/15 EsGil Corporation In a?artnmliip witli qoTJirnment for <Buif4ing Safety DATE: 11/12/15 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-2522 PROJECT ADDRESS: 2265 Camino Vida Roble PROJECT NAME: The Fields Church & School SET: III ~PLICANT /'!!~URIS. CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. r8J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 1:8] The applicant's copy of the check list has been sent to: Grupo Pacific Design Group, Att'n: Richard Lund 2333 State St, Suite #200, Carlsbad, CA 92008 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. r8J EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Richard Lund Telephone#: (619) 920-2134 _Eate contacted: \\ ) \:S (byY'C) Email: dlundgrupopacific@gmail.com ~ail Telephone Fax In Person D REMARKS: By: Chuck Mendenhall EsGil Corporation D GA 181 EJ D MB D PC Enclosures: 11/4/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 . Car~bad 15-2522 11/12/15 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building D~partment, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in CAPS & bold font are current. 4. Note on the plans that A Fire Alarm System shall be installed per Section 907 (see exceptions): Group A occupancies having an occupant load of 300 or more. This note is found buried on sheet A4.1 mixed in with the Green Building Code notes. Include the note regarding Firer Alarm on sheet A0.1 under General scope item 6.0 THE RESPONSE JO THIS ITEM IS NOW "SEE A0.1 GEN SCOPE". THE NOTE REGARDING DEFERRED SUBMITTAL FOR FIRE ALARMS DOES NOT APPEAR ON THIS SHEET STRUCTURAL 30. All sheets of the structural plans and the first sheet of the calculations are required to be signed by the licensed engineer responsible for the plan preparation. California State Law. Plans and calc's have not been stamped and signed. THI§ IS GETTING VERY COMPLICATED AND CONFUSING. I NOW HAVE DESIGN CALC'§ FROM NAKSHAB DEV .• PATTERSON ENGINEERING. GRUPO PACIFIC & MPA AftCHITECTS. WHAT APPLIES TO THIS JOB?WHY ARE THERE SO MANY §NGIMUA$ INVOLVED? PROVIDE A COMPLETE DESCRIPTION OF EACH QF THE DE$J<;N CALCULATION PACKAG.ES. WHAT IS THE PURPOSE OF EACH OF THE DIFFERENT ENGINEERING DESIGN CALCULATION PACKAGES? Carlsbad 15-2522 11/12/15 31. Include as part of the structural plans construction details for the new openings in the existing concrete walls to accommodate the new double doors between the Sanctuary 139 and the Church Lobby 123. See sheets A2.2 & A3.1 of the architectural plans. Not provided. WELL NOW THERE IS A DESIGN OIF THE SIDE BY SIDE 8'-3" DOOR OPENINGS. THE DESIGN BEGINS ON PAGE 32B OF THE CALC'S BY NAKSHAB DEV. THE DESIGN ASSUMES THE IN LINE LATERAL RESISTANCE OF THE WALL IS REDUCED 5.45% < 10% SO OK . THIS IS NO LONGER TRUE THE WALL MUST RESIST THE ORIGINAL LOAD x 1.25 SINCE THE BUILDING USE NOW WILL FALL INTO RISK CATEGORY Ill. 33. Include with the plans complete structural calculations for the following: A justification for reinforcing of the new opening in the existing concrete wall between the sanctuary and church lobby to resist both vertical and lateral loads. See 1/S2.2 WELL NOW THERE IS A DESIGN OIF THE SIDE BY SIDE 8'-3" DOOR OPENINGS. THE DESIGN BEGINS ON PAGE 32B OF THE CALC'S BY NAKSHAB DEV. THE DESIGN ASSUMES THE IN LINE LATERAL RESISTANCE OF THE WALL IS REDUCED 5.45% < 10% SO OK. THIS IS NO LONGER TRUE THE WALL MUST RESIST THE ORIGINAL LOAD x 1.25 SINCE THE BUILDING USE NOW WILL FALL INTO RISK CATEGORY Ill .. C. Code justification for the change of occupancy of this building which will be in a new risk category Ill. Provide calculations to show that the existing building has been design to resist seismic forces with an 1=1.25 per ASCE 7-10 Table 1.5-2. I DID NOT FIND THE DESIGN FOR THE BUILDING LATERAL SUPPORT WITH THE LATERAL LOADS INCREASED 1.25 FOR NEW RISK CATEGORY Ill FOR BOTH IN PLANE AND OUT -OF-PLANE SEISMIC LOADS. 34. Detail 1 & 2 on sheet S 1 show the proposed new roof ties anchored to the existing concrete walls with 5/8" threaded rods embedded into the concrete wall 2' -3". Provide realistic details supported by design calculation for the embedment of the rods to resist the code required out-of-plane seismic forces. The details 1 & 2 on sheet 51 still list the epoxy grouted dowels in the existing concrete wall embedded 2'-3". This is not reasonable. I don't believe the existing concrete walls are thick enough to provide this embedment. WELL, THE CURRENT PLANS DID NOT INCLUDE SHEETS 52.3 & 52.5 WHICH INCLUDED DETAILS FOR THE UPGRADE OF THE EXISTING WALL TO ROOF DIAPHRAGM TIES ( I PRESUME THIS UPGRADE IS TO RESIST THE RISK CATEGORY Ill SEISMIC LOADS) END OF ARCHITECTURAL & STRUCTURAL RECHECK To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation. Thank you. PLUMBING, MECHANICAL All OK . Carlsbad 15-2522 11/12/15 ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) 1. Include the egress lighting with the plans. Fixtures on the floorplans are not identified as egress fixtures. Classroom with occupant load over 50, exit sign and light fixture by each door. Additional exit signs required in classrooms. ENERGY (2013 CALIFORNIA BUILDING ENERGY STANDARDS) 2. Demand control ventilation is required for single zone systems when: • They are installed with an outdoor air economizer. • The systems serve a space with an occupant load of 40 square feet per person. • Note on the plans and detail appropriate controls. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil Corporation In a?artnersliip witli 9o'fJemm~nt for fJJuillling Safety DATE: 9/30/15 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-2522 PROJECT ADDRESS: 2265 Camino Vida Roble PROJECT NAME: The Field Church & School SET: II 1J ~LICANT ,....J2'JURIS. IJ PLAN REVIEWER IJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [8J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [8J The applicant's copy of the check list has been sent to: Grupo Pacific Design Group, Att'n: Richard Lund 2333 State St, Suite #200, Carlsbad, CA 92008 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. IZ! EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Richard Lund Telephone#: (619) 920-2134 . _yate co9tacted: '\ \ ~ 0 (by~ Email: dlundgrupopacific@gmail.com ~Mail ~pho"" Fax In Person D REMA~~v By: Chuck Mendenhall EsGil Corporation 0 GA 181 EJ 0 MB 0 PC Enclosures: 9/22/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 . Carlsbad 15-2522 9/30/15 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one·corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-146&. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGII Corporation is complete. NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notM in bold font are current. 1. Plans and calculations shall be signed by the California state licensed engineer or architect. Please include the California license number, seal and date plans are signed. California Business and Professions Code. Plans and calc's are not stamped and signed. 3. The new roll up glass door and man door shown on sheet A4.1 at the NE corner of the building may not exceed 25% of the wall area located less than 20ft to the adjacent building. It appears from the site plans that 20ft from the bldg corner is less than 20ft to the adjacent building. Provide design calc's to show that the new glass roll up door N-14 and man door do not exceed 25% of the wall area located within 20ft of the bldg corner .. Section 503.1.2. & Section 705.3. The response was that the glass roll up door has been deleted. Even If the door is not glass it is considered an opening. For the building wall at foyer 137 with the new roll up doors you must show that all openings in this wall do not exceed 25% of the wall surface area. 4. Note on the plans that A Fire Alarm System shall be installed per Section 907 (see exceptions): Group A occupancies having an occupant load of 300 or more. This note is found buried on sheet A4.1 mixed in with the Green Building Code notes. Include the note regarding Firer Alarm on sheet A0.1 under General scope item 6.0 CORRIDORS 9. In California, E occupancies must be fire-rated, even if the building is sprinklered. The following doors must be 20 min rated, self closing < • Carlsbad 15-2522 9/30/15 NON-RESIDENTIAL GREEN BUILDING STANDARDS 10. CGC Section 301.3. Providt a theefon th! Qltns labeled "Grgn §uilsling ((ode Requirements" and include the following notes as appliCable. LABEL THE NOTES FOUND ON SHEET A4.1 " GREEN BUILDING CODE REQUIREMENTS" DISABLED A!fCESS REVIEW LIST 22. Specify on the plans the slope of the ramp access to the elevated platform area. The allowable slope for an accessible ramp is s1 :12 (8.33%), per Section 118-405.2. Specify the slope of the ramp on the architectural sheets A4.1 & A4.3 at the ramp locations. 24. Specify on sheet 52.1 the size and spacing of the floor joists at the ramp. The response directs me to the structural sheet $2.1. This sheet shows the ramp constructed with 2X6 joists@ 16" OC spanning as much as 18ft. The 2XI ramp joists@ 16" OC may not exceed 5'-0" to suppottthe ramp LL= 100 PSF. Revise the plans. showing support points for the ramp joists spanning max of 5'-0" STRUCTURAL 30. All sheets of the structural plans and the first sheet of the calculations are required to be signed by the licensed engineer responsible for the plan preparation. California State Law. Plans and calc's have not been stamped and signed. 31. Include as part of the structural plans construction details for the new openings in the existing concrete walls to accommodate the new double doors between the Sanctuary 139 and the Church Lobby 123. See sheets A2.2 & A3.1 of the architectural plans. Not provided. 33. Include with the plans complete structural calculations for the following: A justification for reinforcing of the new opening in the existing concrete wall between the sanctuary and church lobby to resist both vertical and lateral loads. See 1/52.2 B. code compliance for the floor system for the new raised platform and staging storage area. C. Code justification for the change of occupancy of this building which will be in a new risk category Ill. Provide calculations to show that the existing building has been design to resist seismic forces with an 1=1.25 per ASCE 7-10 Table 1.5-2. There were no calculations provided to show compliance with these items. 34. Detail1 & 2 on sheet 51 show the proposed new roof ties anchored to the existing concrete walls with 5/8" threaded rods embedded into the concrete wall2'-3". Provide realistic details supported by design calculation for the embedment of the/rods to resist the code required out-of-plane seismic forces. The details 1 & 2 on sheet S1 still list the epoxy grouted dowels in the existing concrete wall embedded 2'-3". This is not reasonable. I don't believe the existing concrete walls are thick enough to provide this embedment. END OF ARCHITECTURAL & STRUCTURAL RECHECK t • Carlsbad 15-2522 9/30/15 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation. Thank you. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen PLUMBING (2013 CALIFORNIA PLUMBING CODE) 1. All water supply systems that have quick closing valves installed therein (washing machines, flush valve fixtures, etc.) shall have devices installed to control the effects of water hammer. Please detail. CPC 609.10 Not provided. 2. Include the following information: Type of water closet: Flush valve, flush tank, or pressure assist. 3. The 1 ~" water supply pipe is undersized for the 109 fixture units shown. Provide a revised calculation or design. (Assembly use fixture units from Table A2.1. 4. Hot water recirculating loop systems requirements (Not single family homes): Detail the following: • The installation of an air release valve on the inlet side of the recirculation pump, within 4' of the pump. MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) 5. The "E" occupancy will require a "rated" corridor. Describe the areas of this rating and, demonstrate compliance with CBC 1018.5 for off-corridor rooms with undercut doors and louvers. Rated corridors may not be used as a source of make-up air. See esc 1018.5. 6. Please provide the MECH-3-C forms showing the required mechanical ventilation rates for the new or revised conditioned spaces. Coordinate the mechanical and the Title 24 outside air design. Title 24 121(b) 2 & (d). No response. 7. Buildings of more than 15' in height shall have an inside means of access that meets the design requirements of CMC 304.2. Please provide. City approval for use of an outside ladder is required. No response. 8. If mechanical equipment (including the roof access ladder scuttle) is installed within 1 0' (CBC-1 013.6) or 6' (CMC-304.2) of the roof edge, fall guards designed per the most stringent design requirements of the enforceable Code must be provided. No response. ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) ' . Carlsbad 15-2522 9/30/15 9. The electrical service room is suspect for compliance with CEC 110.26(C) 2 &110.26(C) 3. Please address. Provide existing and revised (If needed) layouts. 10. Include the egress lighting with the plans. Fixtures on the floorplans are not identified as egress fixtures. Classroom with occupant load over 50, exit sign and light fixture by each door. ENERGY (2013 CALIFORNIA BUILDING ENERGY STANDARDS) 11. Hot water piping is required to be insulated as follows: 1" pipe size or less: 1" thick Insulation, larger pipe sizes require 1 ~~~ thick Insulation. See Table 120.3-A. ES 120.3 12. Demand control ventilation is required for single zone systems when: • They are installed with an outdoor air economizer. • The systems serve a space with an occupant load of 40 square feet per person. • Note on the plans and detail appropriate controls. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil Corporation In tpartnmliip 'Witli (io'flernment for <Buitaing Safety DATE: 8/18/15 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-2522 PROJECT ADDRESS: 2265 Camino Vida Roble PROJECT NAME: The Field Church & School SET: I 0 APPLICANT 0 JURIS. 0 PLAN REVIEWER 0 FILE 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 0 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [8J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [8J The applicant's copy of the check list has been sent to: Grupo Pacific Design Group, Att'n: Richard Lund 2333 State St, Suite #200, Carlsbad, CA 92008 0 EsGil Corporation staff did not advise the applicant that the plan check has been completed. L8J EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Richard Lund Telephone#: (619) 920-2134 Drte con)acted: 'V~y (by/(._) Email: dlundgrupopacific@gmail.com b/Mail r,felephone Fax In Person D REMARKS: By: Chuck Mendenhall EsGil Corporation 0 GA IZI EJ 0 MB 0 PC Enclosures: 8/10/15 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 t Carlsbad 15-2522 8/18/15 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 15-2522 OCCUPANCY: A-3, E TYPE OF CONSTRUCTION: III B ALLOWABLE FLOOR AREA: 28,500 SPRINKLERS?: Yes JURISDICTION: Carlsbad USE: Church, School, Offices ACTUAL AREA: 24, 153 STORIES: one HEIGHT: no change OCCUPANTLOAD: 945 REMARKS: Non Separated Use Acceptable, CBC 508.3.2. DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 8/18/15 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 8/10/15 PLAN REVIEWER: Chuck Mendenhall This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2013 CBC, which adopts the 2012 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process. please note on this list (or a copy) where each correction item hat betn @ddressfd. i.e .• plan sheet nymber. sptcifipatlon section. etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 15-2522 8/18/15 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Plans and calculations shall be signed by the California state licensed engineer or architect. Please include the California license number, seal and date plans are signed. California Business and Professions Code. 2. Project summary on the Title Sheet A0.1 lists 1 HR separation walls between the A3/E and the 8 and S-1 occupancies. This is required if the building does not qualify as a non- separated use per CBC Section 508.3.2. The allowable area of the most restrictive use within the building, which is the A3 occupancy, is 9,500 X 3 (sprinklers)= 28,500 sq ft which exceeds the total building area. This building is not required to have 1 HR separations listed on A0.1. However, you may install the 1 HR separations if you wish. 3. The new roll up glass door and man door shown on sheet A4.1 at the NE corner of the building may not exceed 25% of the wall area located less than 20ft to the adjacent building. It appears from the site plans that 20ft from the bldg corner is less than 20ft to the adjacent building. Provide design calc's to show that the new glass roll up door N-14 and man door do not exceed 25% of the wall area located within 20ft of the bldg corner .. Section 503.1.2. & Section 705.3. 4. Note on the plans that A Fire Alarm System shall be installed per Section 907 (see exceptions): Group A occupancies having an occupant load of 300 or more. 5. The reflected ceiling plan found on sheet A6.1 is incomplete. The ceiling legend depicts different ceiling types but these are not shown the reflected ceiling plans. • EXITS 6. Door N-3 exiting from the sanctuary room 135 to the Social rm 137 must be equipped with panic hardware ( PB ). Section 1008.1.1 0. 7. The existing man door adjacent to the roll up glass door at the Social Rm 137 must be equipped with panic hardware ( PB ). Section 1008.1.1 0. Carlsbad 15-2522 8/18/15 8. Egress from a room through an adjoining room (Section 1014.2): a) Egress shall not pass through kitchens, store rooms, closets or spaces used for similar purposes. The Social Rm 137 is shown with service bar , food prep etc which is considered a kitchen. Exits from the sanctuary 135 may not pass through this room. Revise the exit plan to show that the exits do not pass through this kitchen use area. See sheet A2.2. • CORRIDORS 9. Corridors shall have fire partition walls of one-hour construction when required by Table 1018.1. Show the locations of the rated corridors on the plans or clearly show compliance with an applicable exception from Section 1018.1. a) In California, E occupancies must be fire-rated, even if the building is sprinklered. The corridor serving the classrooms and Church Lobby connected to the school corridor must be 1 HR fire rated and all doors opening into this corridor must be 20 min., self closing. The following doors must be 20 min rated, self closing: N3 0104, R-2a@ 102, 103, 105 & 107, R-4 @112a, 112b, 113, R-3@ 116, N-11@ 118, N-3a@ 109, 108, n-1@. Section 716.5.3.1.storage 129, N-9 @132, N-13@ 125, 126 & N-2@ foyer 139. b) A full height 1 HR rated wall is required between the Info Rm 118 and the corridor 124. See interior elevations 1 & 2/A8.3 that shows no wall proposed at the information room. c) Revise all corridor walls to the 1 HR wall shown in detaii2/A7.1. • NON-RESIDENTIAL GREEN BUILDING STANDARDS (Additions and Alterations) The California Building Standards Commission (BSC) has adopted the Green Building Standards Code which became effective January 1, 2011, and must be enforced by the local building official. The Green Building Standards apply to nonresidential additions or tenant improvements throughout California. Tf!tf.J ttandards •PRiv to oon!!flsttDflll astqltion§ of 1.000 sq. ft. or larger or alter§tlonl (fat!MtlmRrovemenfll with a vafvtof llf9.DOO or more. CGC Section 301.3. Provide a lbiiS on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. 10. Bicycle parking. Note on the plans that bicycle parking for projects shall comply with CGC Section 5.1 06.4. The specific details must be submitted and approved by the Planning Department. 11. low-emitting, fuel-efficient and carpool/van pool parking. Note on the plans that fuel-efficient vehicle parking will be provided in accordance with CGC Section 5.106.5.2. The specific details for the parking must be submitted and approved by City Planning Department. . Carlsbad 15-2522 8/18/15 12. Light pollution reduction. Note on the plans that exterior light pollution must comply with CGC section 5.106.8. 13. Recycling. Note on the plans that a minimum of 50% of construction waste is to be recycled. CGC 5.408.1. Documentation shall be provided to the enforcing agency which demonstrates compliance. CGC Section 5.408.1.4. 14. Recycling. Note on the plans that an identified, readily accessible area shall be provided that serves the entire building for collecting recycling, such as paper, cardboard, glass, plastics, metals, etc. CGC Section 5.410.1. 15. Documentation. Note on the plans that a building "Systems Manual" as listed in CGC Section 5.410.2.5 shall be delivered to the building owner or representative and the facilities operator. Further, note on the plans that the "Systems Manual" shall contain the required features listed in CGC Section 5.41 0.2.5.1. 16. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 5.504.3. 17. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 5.504.4 and Tables 4.504.1, 5.504.4.1 5.504.4.2, 5.504.4.3 and 5.504.4.5 for: Adhesives, Sealants, Paints and Coatings, Carpet and Composition Wood Products. CGC 5.504.4. 18. Pollutant control. Note on the plans that mechanically ventilated buildings shall provide regularly occupied areas with air filtration media for outside and return air that provides at least a Minimum Efficiency Reporting Value (MERV) of 8. MERV 8 filters shall be installed prior to occupancy. CGC Section 5.504.5.3. 19. Pollutant control. Note on the plans that where outdoor areas are provided for smoking, such areas are prohibited within 25' of building entries, windows and outdoor air intakes. Signage shall be posted to inform occupants of the prohibitions. CGC Section 5.504.7. 20. Outdoor air quality. Note on the plans that installations of HVAC, refrigeration and fire suppression systems will not contain CFC's or Halons, per CGC 5.508.1. 21. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. DI§AgL(iQ ('CCe§S RgVIEW LIST DEPARTMENT QF STATE ARCHITECT TITLE 24 22. Specify on the plans the slope of the ramp access to the elevated platform area. The allowable slope for an accessible ramp is S1:12 (8.33%), per Section 118-405.2. Carlsbad 15-2522 8/18/15 23. Show or note that ramp surfaces will be slip resistant. Section 11 B-302.1. 24. Specify on sheet S2.1 the size and spacing of the floor joists at the ramp. 25. Show handrails at each side of ramp(s) which are shown to be ~1 :20 (5%) in slope, per Section 11 B-505.2. 26. Show that handrails are ~1 ~" but S2" in any cross sectional dimension. Additionally, show that the handrails are placed a ~1 %" from any wall, per Section 11 B-505. 7. 27. Where the ramp surface is not bounded by a wall, the ramp shall comply with one of the following requirements, per Section 11 B-405.9.2: a) A guide curb a minimum of 2" in height shall be provided at each side of the ramp; or b) A wheel guide rail shall be provided that prevents the passage of a 4" sphere where the sphere is within 4" of the finish floor. 12" MIN. ~I I D ...... (b)QIURM. (c) WKEL QICl KANDKAil. I CURB 12' Milt --lq=--g. 12 "' GUIDI: lUlL C!llli!ltfD AT l• ...... HIGH 28. Note that the doorways leading to sanitary facilities shall be identified, per Section 11 B- 703.7.2.6, as follows: a) An equilateral triangle ~" thick with edges 12" long and a vortex pointing upward at men's rest rooms. . Carlsbad 15-2522 8/18/15 b) c) A circle %" thick, 12" in diameter at women's rest rooms. A 12" diameter circle with a triangle superimposed on the circle and within the 12" diameter at unisex rest rooms. d) The required symbols shall be centered on the door at a height of 58"-60". e) Braille signage shall also be located on the wall adjacent to the latch outside of the doorways leading to the sanitary facilities. 29. The disabled accessible section of food service counter must be min 60" long. See detail 4/A8.2 of the plans. CBC Section 11 B-226.3 • STRUCTURAL 30. All sheets of the structural plans and the first sheet of the calculations are required to be signed by the licensed engineer responsible for the plan preparation. California State Law. 31. Include as part of the structural plans construction details for the new openings in the existing concrete walls to accommodate the new double doors between the Sanctuary 139 and the Church Lobby 123. See sheets A2.2 & A3.1 of the architectural plans. 32. Specify in detail 5/52.3 the min stair run of 11" as required by the code. 33. Include with the plans complete structural calculations for the following: A justification for reinforcing of the new opening in the existing concrete wall between the sanctuary and church lobby to resist both vertical and lateral loads. See 1/52.2 B. code compliance for the floor system for the new raised platform and staging storage area. C. Code justification for the change of occupancy of this building which will be in a new risk category Ill. Provide calculations to show that the existing building has been design to resist seismic forces with an 1=1.25 per ASCE 7-10 Table 1.5-2. 34. Detail1 & 2 on sheet 51 show the proposed new roof ties anchored to the existing concrete walls with 5/8" threaded rods embedded into the concrete wall 2'-3". Provide realistic details supported by design calculation for the embedment of the rods to resist the code required out-of-plane seismic forces. END OF ARCHITECTURAL & STRUCTURAL REVIEW To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation. Thank you. PLUMBING, MECHANICAL, ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Eric Jensen ' Carlsbad 15-2522 8/18/15 PLUMBING (2013 CALIFORNIA PLUMBING CODE) 1. Provide the site plumbing plans showing the locations of the gas and water meters, the sizes, cleanouts, routes, and slopes for both the sewer and storm drainage system, and the site gas and water supply piping. 2. All water supply systems that have quick closing valves installed therein (washing machines, flush valve fixtures, etc.) shall have devices installed to control the effects of water hammer. Please detail. CPC 609.10 3. Hot water recirculating loop systems requirements (Not single family homes): Detail the following: • The installation of an air release valve on the inlet side of the recirculation pump, within 4' of the pump. • A check valve is required between the recirculating pump and the water heating equipment to prevent the hot water from flowing backwards through the recirculation loop. • A check valve is required on the cold water supply line between the hot water system and the next closest tee on the cold water supply line. (See CPC 608.3 for expansion tank requirements.) MECHANICAL (2013 CALIFORNIA MECHANICAL CODE) 4. For mechanical plan check, include the architectural design detailing the following: CBC 717. • Fire Walls • Fire Barriers • Shaft Enclosures • Fire Partitions • Corridors • If this tenant improvement contains any of the above assemblies, be sure to provide construction details. For example: Rated corridor construction style -Tunnel VS Full height corridor walls. 5. The "E" occupancy will require a "rated" corridor. Describe the areas of this rating and, demonstrate compliance with CBC 1018.5 for off-corridor rooms with undercut doors and louvers. 6. Electrical outlets are required to be installed adjacent to mechanical equipment located on roofs. Please include outlet locations, the receptacle specifications (GFCI & weather- resistant), and the extra duty cover specification. CMC 303.8.1.6 & CEC 406.9 (HP-1)d 7. Please provide the MECH-3-C forms showing the required mechanical ventilation rates for the new or revised conditioned spaces. Coordinate the mechanical and the Title 24 outside air design. Title 24 121(b) 2 & (d). ' Carlsbad 15-2522 8/18/15 8. Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. CMC Section 608.1 (Include on equipment specifications and correct the detail with the detector solely on the return duct.) • An "air-moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a common space or to draw air from a common plenum or space. 9. Buildings of more than 15' in height shall have an inside means of access that meets the design requirements of CMC 304.2. Please provide. City approval for use of an outside ladder is required. 10. If mechanical equipment (including the roof access ladder scuttle) is installed within 1 0' (CBC-1 013.6) or 6' (CMC-304.2) of the roof edge, fall guards designed per the most stringent design requirements of the enforceable Code must be provided. ELECTRICAL (2013 CALIFORNIA ELECTRICAL CODE) 11. Include the supplemental heat strip design described on the mechanical sheet M-1 for the heat pumps. 12. HP-1 is missing from the electrical plans. 13. Correct the labeling on the single line diagram for the mechanical panels. 14. The electrical service room is suspect for compliance with CEC 110.26(C) 2 &110.26(C) 3. Please address. 15. Include the egress lighting with the plans. Fixtures on the floorplans are not identified as egress fixtures. 16. Include the cold water band status on the single line diagram: New water supply piping system shown. ENERGY (2013 CALIFORNIA BUILDING ENERGY STANDARDS) 17. For plans submitted for plan check on or after 7/1/14, provide a Prescriptive or Performance energy design, demonstrating compliance with current 2013 energy efficiency standards. Information and Forms are available at: www.energy.ca.gov/title24/2013standards. o Current Performance energy design versions are: • CBECC-Res V3, V3a and V3b (Public Domain software) (New permits after 08/16/2015 must be V3b) http://www.bwilcox.com/BEES/BEES.html • EnergyPro Vf,Si~~~~~a (After 08/16/2015 must be V6.6) www.energysoft.com • IES Feature Pack 1, V2014.1.0 & Feature Pack 2, V2014.2.0.0. Title24@iesve.com o A complete energy plan check will be preformed after completed and/or the corrected energy design has been provided. • Carlsbad 15-2522 8/18/15 18. On the plans clearly show the wall and roof insulation locations, thickness, and R-values, as per the energy design. 19. Hot water piping is required to be insulated as follows: 1" pipe size or less: 1" thick insulation, larger pipe sizes require 1 %"thick insulation. See Table 120.3-A. ES 120.3 20. Demand control ventilation is required for single zone systems when: • They are installed with an outdoor air economizer. • The systems serve a space with an occupant load of 40 square feet per person. • Note on the plans and detail appropriate controls. 21. The corrected, completed and signed Certificate of Compliance forms must be imprinted on the plans. Note: If you have any questions regarding this Electrical, Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. l • • Carlsbad 15-2522 8/18/15 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Chuck Mendenhall PLAN CHECK NO.: 15-2522 DATE: 8/18/15 BUILDING ADDRESS: 2265 Camino Vida Roble BUILDING OCCUPANCY: A3, E, B, S-1 BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier church/ school 24153 City Est Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinanre Plan Check Fee by Ordinance Type of Review: 0 Complete Reyjew 0Repetitive Fee ... Repeats 0 Other 0 Hourly EsGII Fee Reg. VALUE Mod. D Structural Only t------tiHr @ • {$) 1,046,308 1,046,308 $3,627.041 $2,357.581 $2,031.141 Sheet 1 of 1 macvalue.doc r,~;r~ '.,,, ""' '~ CITY OF CARLSBAD PlAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www .carlsbadca.gov DATE: 12-07-2015 PROJECT NAME: THE nnos CHURCH PROJECT 10: CUP 14-11 PLAN CHECK NO: CB15-2522 SET#: 2 ,AnDRESS: 2265 CAMINO VIDA ROBLE APN: 213-050-24-00 VALUATION: $1,046,308 ../ This plan check review is o:Jmplete and has been APPROVED by the ENGINEERING Division. By: CG 12/7/15 A Final Inspection by the' Division is required Yes 1 No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Pte::~s~ res~bmitamended plans as required. (. ' ,,. F· Plan Check Comments hav.e been sent to: DLUNDGRUPOPACIFIC@GMAIL.COM You may also have corrections one or more of the divisions listed below. Approval from these divisions may be reQuired prior to the issuance of a building permit. Resubmitted plans sho~Jid include corrections from all divisions~ For questions or clarifications on the at~hed checklist please contact the following reviewer as marked: Chris Sexton 7eo-6o2-4624 Chris.Sexton@carlsbadca.gov GinaRuiz 760-602-4675 Gina.Ruiz@carlsbadca.gov Remarks: ! .. ~ Chris Glassen 760-602-2784 Q!'lrlstopher.Giassen@carlsbadca.gov Linda Ontiveros 760-602-2773 : -. ~, t ~ . :. > Q>Ma.Ontiveros@carlsbadca.gov ',' \ Greg Ryan 760-602-4663 Gr~.Ryan@carlsbadca.gov · ,··Cindy Wong 760-602-4662 Cyn(bja. Wong@carlsbadca.gov Dominic ·Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov TRAFFIC FEE: CREDIT: OFFICE-10,000SF/1,000o=10*20(0FFICE)=200ADT*$126=$25,200 WAREHOUSE· 14, 153SF / 1,000= 14 * 5(WRHOUSE)=70ADT*$126=$8,820 PROPOSED: 19,153SF/1,000=19~15(CHURCH)=285ADT*$126=$35,910 5,000SF/1,000=5*2(STORAGE)=10ADT*$126=$1,260 TOTAl: $37,170-$34, 020( CREDIT)=$3,150 ~ «~ / BUILOING PLANCHECK Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ~ CITY OF CARLSBAD . CHECKLIST QUICK-CHECK/APPROVAL ENGINEERiNG Plan Che~k for CUP 14·11 Date: 1.2-07 ·2015 Project Address: 2265 CAMINO VIDA ROBLE APN: 213,.050·24.:00 \i.' ' 0 0 0 EXISTING 10 000 SQ.FT. OFFICE/14,153 SQ. FT. $1 046 Project Descnpt1on: WAREHOUSE TO 24,153 SQ. FT. CHURCH (5,000 SQ. Valuation: ' ,308 FT. STORAGE) ENGINEERING Contact: CHRIS GLASSEN Phone: 760·602·2784 RESIDENTIAL INTERIOR RESIDENTIAL ADDITION MINOR (<$20,000.00) CARLSBAD PREMIER OUTLETS OTHER: GYM Email: Christopher.Giassen@carlsba~ca.gov Fax: 760·602·1052 fZ] TENANT IMPROVEMENT PLAZA CAMINO REAL 0 COMPLETE OFFICE BUILDING r I I -I I -I I -I I -I I ~ I a -I,' -I I -• ~:',~ I I ' ; ,, I'~ ;IJ I ..... I· I-~ !J I ~ I· I ~ I I ~ I I ........ I I ~ I I , y J >;, .v,., \, "< .. ·.. ' ': BY: CG 1214/15 REMARKS: SEE FEE CALC SHEET E-36 · Page 1 of 1 .................. 1 REV 4/30/11 . . I \ 213·050-24-00 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: CG Date: 12-07-2015 GEO DATA: LFMZ: I B&T: Address: 2265 CAMINO VIDA ROBLE Bldg. Permit#: CUP 14·11 Fees Update by: Date: 12·07·2015 Fees Update by: Date: 12-07 -20ti EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units Types of Use: Types of Use: Types of Use: Sq.Ft./Units Sq.Ft./Units Sq.Ft./Units ADT CALCULATIONS: List types and square footages for all uses. Types of Use: CHURCH Sq.Ft./Units 19,153 Types of Use: STORAGE Sq.Ft./Units 5,000 Types of Use: OFFICE (CREDIT) Sq.Ft./Units 10,000 Types of Use: WRHOUSE (CREDIT) Sq.Ft./Units 14,153 FEES. REQUIRED: EDU's: EDU's: EDU's: EDU's: ADT's: 285 ADT's: 10 ADT's: ·200 ADT's: -70 Within CFD:DYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee} ONO 1. PARK-IN-LIEU FEE:ONW QUADRANT ONE QUADRANT OSE QUADARANT osw QUADRANT ADT'S/UNITS: I X FEE/ADT: I =$ D 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: 285 I X 3. BRIDGE & THOROUGHFARE FEE: FEE/ADT: $126 DIST. #1 FEE/ADT: ADT'S/UNITS: 4. FACILITIES MANAGEMENT FEE ADT'S/UNITS: 5. SEWER FEE EDU's BENEFIT AREA: ~ ZONE: I X FEE/SQ.FT./UNIT: I X FEE/EDU: EDU's 1 X FEE/EDU: 6. DRAINAGE FEES: lttAI"I"Iva PLDA: []HIGH ACRES: I X FEE/AC: 7. POTABLE WATER FEES: 1 =s $3,150 0DIST.#2 1=$ I =s I =s I =s lZl 0DIST.#3 D D D MEDIUM []LOW D D I =s UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE:OS-24-2015 PROJECT NAME: THE FIELDS CHURCH PROJECT ID: CUP 14-11 PLAN CHECK NO: CB15-2522 SET#: 1 ADDRESS: 2265 CAMINO VIDA ROBLE APN: 213-050-24-00 VALUATION: $1,046,308 This plan check review is complete and has been APPROVED by the ENGINEERING Division. By: A Final Inspection by the Division is required Yes 1 No X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: DLUNDGRUPOPACIFIC@GMAIL.COM You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: Chris Sexton 7 60-602-4624 Chris.Sexton@carlsbadca.gov Gina Ruiz 760-602-4675 Gina. Ruiz@carlsbadca.gov Remarks: Chris Glassen 760-602-2784 Christopher.Giassen@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov 1. **FOR ACCURATE FEE CALCULATION, PLEASE PROVIDE A SQUARE FOOTAGE BREAKDOWN OF OFFICE, STORAGE, SANCTUARY, AND CLASSROOM** 2. WILL THE CLASSROOMS BE OCCUPIED THROUGHOUTTHE WEEK OR ONLY ON SUNDAYS? . ;' . ~ «,,#}> ~·CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL Development Services Land Development Ensineerlns 1635 Faraday Avenue 760-602-2750 www .carlsbadca.gov ENGINEERING Plan Check for CUP 14·11 Project Address: 2265 CAMINO VIDA ROBLE Project Description: 24,153 SQ. FT. CHURCH ENGINEERING Contact : CHRIS GLASSEN Phone: 760·602·2784 RESIDENTIAL INTERIOR RESIDENTIAL ADDITION MINOR (<$20,000.00) CARLSBAD PREMIER OUTLETS OTHER: GYM Date: 08-24-2015 APN: 213·050·24·00 Valuation: $1 ,046,308 Email: Christopher.Giassen@carlsbadca.gov Fax: 760·602·1052 ~TENANT IMPROVEMENT PLAZA CAMINO REAL 0 COMPLETE OFFICE BUILDING r ......... -.. -.. -.. -.. -.. -.. --.. -.. --. : ~. ·. ~ ...._ .. -............. ·_.-.. ---................. , OPFJCIAL US& QNLY ·• • ENOtN&IRfNG AUTHOIIUZATION TO 188UI aua.DIRG......., , BY: OATI:OI-24-2015 REMARKS: E-36 Page 1 of 1 REV 4130/11 ~<;~ (\~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE:OS-24-2015 PROJECT NAME: THE FIELDS CHURCH PROJECT ID: CUP 14-11 PLAN CHECK NO: CB15-2522 SET#: 1 ADDRESS: 2265 CAMINO VIDA ROBLE APN: 213-050-24-00 VALUATION: $1,046,308 This plan check review is complete and has been APPROVED by the ENGINEERING Division. By: A Final Inspection by the Division is required Yes 1 No X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: DLUNDGRUPOPACIFIC@GMAIL.COM You may a/so have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Chris Sexton ,; Chris Glassen Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christogher.Giassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia. Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: 1. **FOR ACCURATE FEE CALCULATION, PLEASE PROVIDE A.$QUARE FOOTAGE BREAKDOWN OF OFFICE, STORAGE, . -f SANCTUARY,ANDCLASSROOM** ocV/f?tP~~Af 1~q4" ~ #z f t#td~-1-Oa-./~qn7-eha~r- 2. WILL THE CLASSROOMS BE OCCUPIED THROUGHOUTTHE WEEK OR ONLY ON SUNDAYS? ~ 5-t-e-t~""J 5 A2 .'). -~) r/ ~--l~~~ Lv~J \\\,~\)\> ,f+~ (1! q) 92 ~, 2_1 3l.f s~~ .. ;) <,Jr~.,._ ' ·• . . ~ ~ «' ~ CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www .carlsbadca.gov ENGINEERING Plan Check for CUP 14·11 Project Address: 2265 CAMINO VIDA ROBLE Project Description: ~4•153 SQ. FT. CHURCH ENGINEERING Contact : CHRIS GLASSEN Phone: 760·602·2784 · RESIDENTIAL INTERIOR l RESIDENTIAL ADDITION MINOR (<$20,000.00} ·CARLSBAD PREMIER OUTLETS iQTHER: GYM Date: 08-24-2015 APN: 213·050·24·00 Valuation: $1 ,046,308 Email: Christopher.Giassen@carlsbadca.gov Fax: 760·602·1052 [L) TENANT IMPROVEMENT : ~:! PLAZA CAMINO REAL COMPLETE OFFICE BUILDING r··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··-··, OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY: DATE: 08·24·2015 REMARKS: Notification of Engineering APPROVAL has been sent to DLUNDGRUPOPACIFIC@GMAIL.COM via EMAIL on 08·24-2015 -··-··-··-··-··-··-··-··-··-··~··-··-··-··-··-··-··-··-· E-36 Page 1 of 1 REV 4/30/11 «~'h ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 WWW.Glrlsbadc<J.QOV DATE: 12/2/15 PROJECT NAME: The Fields Church PROJECT ID: CUP 14-11 PLAN CHECK NO: CB152522 SET#: 2 ADDRESS: 2265 Camino Vida Roble APN: 213-050-24 ~ This plan check review is complete and has been APPROVED by the Division. By: Austin Silva A Final Inspection by the Division is required DYes IZI No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: dlundgrupopacifico@gmail.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 D Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov ChristoQher.Giassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D VaiRay Marshall D Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carlsbadca.gov VaiRay.Marshall@carlsbadca.gov Cynthia.Wong@carlsbadca.gov [g) Austin Silva D Linda Ontiveros D Dominic Fieri 760-602-4631 760-602-2773 760-602-4664 Austin.silva@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: «~1 ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlc;badca.rzov DATE: 8/13/15 PROJECT NAME: The Fields Church PROJECT ID: CUP 14-11 PLAN CHECK NO: CB152522 SET#: 1 ADDRESS: 2265 Camino Vida Roble APN: 213-050-24 D This plan check review is complete and has been APPROVED by the Division. By: A Final Inspection by the Division is required DYes D No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. C8J This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: D D [8J PLANNING ENGINEERING FIRE PREVENTION 76Q-602-4610 76Q-602-2750 760-602-4665 Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Ch ris.Sexton@carlsbadc§.gov {:h risto.Qt!~_LGI assen@ca rlsbadca.gov .G regQr_y.c.~Y~ n@ca rlsbadc~'U~QX Gina Ruiz VaiRay Marshall Cindy Wong 760-602-4675 760-602-27 41 760-602-4662 Gina.Ruiz@carlsbadca.gov \lC1JR9Y-IYlC1rsb~J l@carlsl:l9c;lca,g9v cynthi<:'l.Wong@carls!:?<!d.c9.gQy Austin Silva D Linda Ontiveros D Dominic Fieri 760-602-4631 760-602-2773 760-602-4664 Austin.silva@carlsbadca.gov L,in.<:!.?l_,QtJli)l~.rQs@c9JJsb.9dca.g9v OPmJni~"Flexi@c;:'lrlsbadc<:'lJ;Q.Y Remarks: Applicant needs to submit the notice of restriction and parking agreement. II .. Carlsbad Fire Department REC Plan Review Requirements Category: TI , COMM Date of Report: 12-08-2015 Name: Address: Permit #: CB 152522 RICHARD LUND STE200 2333 STATE ST CARLSBAD CA 92008 Job Name: THE FIELDS CHURCH-CONVERT Job Address: 2265 CAMINO VIDA ROBLE CBAD INCO Conditions: Cond: CON0008527 [NOT MET] ***Bubble ALL Changes*** 1. Sheet AO.l: Governing Codes: Add the CFC, 2013 edition that adopts the 2012 IFC and 2012 California amendments and Carlsbad Municipal Code, Title 17. 2. Sheet A0.2: Fire Safety and Prevention Notes: a. Remove note that states "ifless than 10 heads ... , no plan is required". b. Automatic Sprinkler System: Substitute Carlsbad Fire Department for San Diego Fire Department. c. Include deferred submittals for Fire Alarm per NFP A 72, 2013 edition. d. Address numbers shall comply with CFC, 2013 edition and Carlsbad Municipal Code. e. Show knox box location. If existing, please show that too. 3. Sheet A2.2: How is egress allowed from 106 through 129? 4. Sheet M-1: #8 SFD requirement, show these locations on sheet M-2. 5. Obtain assembly use permit from Carlsbad Fire Department prior to occupancy. 6. Provide sign package for : Occupant Load in assembly areas, electrical room, riser room, F ACP room, roof access. 7. Slleet E-1: Lighting Fixture Schedule shows "Labels" AE, BE, EE but none are shown on E-8 along path of egress. The following shall be met: The power supply for means of egress illumination shall normally be provided by the prfises' electrical supply. This shall be for a duration of no less than 90 minutes and be placed itfl'e-f\ accordance with §1006.3 CFC 2013 edition. Make changes to illustrate compliance. '-0~~ Entry: 08/3112015 By: cwong Action: CO 'Tu"' Cond: CON0008668 '-O,Oa.. [MET] T ***Approval is conditional on the following being added to Owner and City Set*** )k 1. Sh11et E-8 Room 109, requires 2 exits. Where is the second exit sign? ~ 2. Area of worship: The egress_ lights shall be placed to light path of egress. Presently some are . illuminating the pew area which are ineffective. Relocate or add lighting to meet egress \:=:::,:£0JA· ~IJ.Jf~r . ~#k THIS PROJECT HAS BEEN REVIE<VED AND PRO~ FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. Entry: 12/08/2015 By: cwong Action: AP «~ ~ CITY OF CARLSBAD PLAN CHECK REVIEW , ~: TRANSMITTAL>.,_ DATE: 08/31/15 PROJECT NAME: fields church PROJECT ID: PLAN CHECK NO: cb152522 SET#: I ADDRESS: 2265 cvr Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov APN: D This plan check review is complete and has been APPROVED by the fire Division. By: cwong A Final Inspection by the Division is required ~Yes 0 No 1:8J This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: dlundgrupopacific@gmail.com &USPS You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 D Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D Linda Ontiveros ~ Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: 8/31/15 Page 1 of2 , **'*Bubble ALL Changes*** 1. Sheet A0.1: Governing Codes: Add the CF:C, 2013 edition that adopts the 2012 IFC and 2012 California amendments and Carlsbad Municipal Code, Title 17. 2. Sheet A0.2: Fire Safety and Prevention Notes: a. Remove note that states "if less than 10 heads ... , no plan is required". b. Automatic Sprinkler System: Substitute Carlsbad Fire Department for San Diego Fire Department. c. Include deferred submittals for Fire Alarm per NFPA 72, 2013 edition. d. Address numbers shall comply with CFC, 2013 edition and Carlsbad Municipal Code. e. Show knox box location. If existing, please show that too. 3. Sheet A2.2: How is egress allowed from 106 through 129? 4. Sheet M-1: #8 SFD requirement, show these locations on sheet M-2. 5. Obtain assembly use permit from Carlsbad Fire Department prior to occupancy. 6. Provide sign package for : Occupant Load in assembly areas, electrical room, riser room, FACP room, roof access. 7. Sheet E-1: Lighting Fixture Schedule shows "Labels" AE, BE, EE but none are shown on E-8 along path of egress. The following shall be met: The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. This shall be for. a duration of no less than 90 minutes and be placed in accordance with §1006.3 CFC 2013 edition. Make changes to illustrate compliance. Pagel ofl Carlsbad }1"~ire Department Plan Review Requirements Category: TI , COMM Date of Report: 08~31-20 15 Name: Address: RICHARD LUND STE 200 2333 STATE ST CARLSBAD CA 92008 Permit #: CB 152522 Job Name: Job Address: THE FIELDS CHURCH-CONVERT 2265 CAMINO VIDA ROBLE CBAD Reviewed by: · ~tETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0008527 [NOT MET] *'**S~bble ALL Changes*** l. Sheet AO.l: Governing Codes: Add the CFC, 2013 edition that adopts the 2012 IFC and 2012 California amendments and Carlsbad Municipal Code, Title 1 i. 2. Sheet A0.2: Fire Safety and Prevention Notes: a. Remove note that states "if less than 10 heads ... , no plan is required". b. Automatic Sprinkler System: Substitute Carlsbad Fire Department for San Diego Fire Department. c. Include deferred submittals for Fire Alarm per NFPA 72, 2013 edition. d. Address numbers shall comply with CFC, 2013 edition and Carlsbad Municipal Code. e. Show knox box location. If existing, please show that too, 3. Sheet A2.2: How is egress allowed from 106 through 129? 4. Sheet M-1: #8 SFD requirement, show these locations on sheet M-2. 5. Obtain assembly use permit from Carlsbad Fire Department prior to occupancy. ,D. Provide sign package for : Occupant LoQd in assembly areas, electrical room, riser room, F ACP r(lom, roof access. t ' ' 7. Sheet E .. l: Li&htina Pbcture Schedule shows "Labels" AB, BE, EE but none ere shown on E·8 alons path of egress. The followfq s .. l be met: The power supply tor mew t>f opeas illumination shall 11ormally he provided b)' tho premises' electrical supply. This ahall be lor a dwatioft of ao to .. thaa 90 minutes Md be plaeed i11 accordance with §1006.3 CPC 2013 edition. Make chanse• to illustrate compliance. Entry: 08/31/201 S !y: ewon.s Action: CO STRUCTURAL CALCULATIONS PACKAGE PATTERSON ENGINEERING, INC 4747 MISSION BLVD., SUITE 6 SAN DIEGO, CA 92109 TEL. 858.605.0937 FAX. 858.605.1414 E. info@pattersoneng.com Fields Church Seismic Calculation P~;tlomar Airport Road Carlsbad, CA 92008 Prepared For: MP A Architects 3578 30th St. San Diego, CA 92104 Date: October 16, 2014 Project Number: 14090 117 ) PATTERSON ENGINEERING, INC 4747 MISSION BLVD., SUITE 6 SAN DIEGO, CA 92109 STRUCTURAL BASIS OF DESIGN 2of34 PATTERSON ENGINEERING, INC 4747 MISSION BLVD., SUITE 6 SAN DIEGO, CA 92109 STRUCTURAL BASIS OF DESIGN: The project consist of determining if an existing structure needs in-plane shear wall seismic upgrades as a result of changing the risk category from II to III. Out of plane anchorage and sub-diaphragm analysis are not included in this calculation package and they are anticipated to require upgrades. I. CODES The governing building code is the 2013 California Building Code (CBC) as based on the 2012 IBC (ASCE 7-10). Concrete design based on the American Concrete Institute Building Code Requirements for Structural Concrete (ACI 318-11). Masonry design based on TMS 402-11/ACI 530-11/ASCE 5-11 Building Code Requirements and Specification for Masonry Structures (MSJC Code). Steel design based on: AISC Specification for Structural Steel Buildings (AISC 360-1 0). AISC 341-10 Seismic Provisions for Structural Steel Buildings. AISI S100-07/S2-10 North American Specification for the Design of Cold-Formed Steel Structural Members, with Supplement 1, dated 2010 AWS Structural Welding Code ANSIIAWS 01.1 and 01.8 (current edition). Wood design based on: AF&PA NDS-2012 National Design Specification (NOS) for Wood Construction-with Commentary and, NOS supplement-Design Values for Wood Construction, 2012 Edition. AF&PA SDPWS-08 Special Design Provisions for Wind and Seismic. 3of34 CONCRETE: REINFORCING STEEL: PATTERSON ENGINEERING, INC 4747 MISSION BLVD., SUITE 6 SAN DIEGO, CA 92109 DESIGN CRITERIA SUMMARY f' c = 2500 PSI, SPECIAL INSPECTION (U.O.N.) ASTM A651, Fy = 40 KSI FOR #3 AND SMALLER ASTM A615, Fy = 60 KSI FOR #4 AND LARGER (U.O.N) 4of34 DESIGN LOADS ROOF LOADS: PATIERSON ENGINEERING, INC 4747 MISSION BLVD., SUITE 6 SAN DIEGO, CA 92109 Roofmg ................................................................................................................................. = 2.0 psf Sheathing ................................................................................................................................. = 2.0 psf Roof/Ceiling Framing .............................................................................................................. = 4.0 psf Insulation ................................................................................................................................ = 1.0 psf Ceiling Finish .......................................................................................................................... = 2.0 psf Miscellaneous ......................................................................................................................... = 2.0 psf Total Roof Dead Load ........................................................................................................................ = 13.0 psf Total Roof Live Load ......................................................................................................................... = 20.0 psf Total Roof Load ............ : ................................................................................................................... = 33.0 psf EXTERIOR WALL LOADS: Precast 6" Concrete Panels ................................................................................................... = 100.0 psf Total Exterior Wall Dead Load ........................................................................................................ = 100.0 psf 5of34 PATIERSON ENGINEERING, INC 4747 MISSION BLVD., SUITE 6 SAN DIEGO, CA 92109 LATERAL CALCULATIONS 6 of34 ,Design Maps Summary Report Page 1 of2 '\ mUSGS Design Maps Summary Report User-Specified Input Report Title Fields Church Thu October 2, 2014 21:09:27 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) ' \ Site Coordinates 33.12402°N, 117.27775°W Site Soil Classification Site Class D-"Stiff Soil" Risk Category I/11/III N 0 R T H Es ~MER l C A mapquest USGS-Provided Output Ss = 1.071 g s. = 0.414 g encinitas r..'\1• SMs = 1.147 g sM.= o.656 g Sos = 0.765 g Sos = 0.437 g @MapQutst For information on how the SS and 51 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCE11 RPspon~P SpPctrum 0Psiqn RPo;ponsP SpPctrum 1 :.:, t ::--, l :·:; ·~ .,, • -;. ' . -, ;;:( Ill .. ·~ ij :;; (~ ;' r; : .t <~t ,, . ..L.___.___._--+----------' ., ~· ,, -4 jl '· f.l ;_ ; I I . I 1 • '1 I ' ·' l ;.. •0 Period, T ( Sf!d Period, T (sed 7of34 Patterson Engineering PROJECT Fields Church: X-direction PAGE: 4655 Cass St. Suite 404 CLIENT: DESIGN BY: San Diego CA 92109 JOB NO.: DATE: REVIEW BY: Seismic Analysis Based on 20121BC (Equivalent Lateral Force Procedure ASCE 7-2010) INPUT DATA DESIGN SUMMARY Typical floor height h= 16 ft Total base shear Typical floor weight w.,.= 1210 kips v = 0.16 W, (SO) = 193 k, (SO) Number of floors n= 1 = 0.11 W, (ASD) = 138 k, (ASD) Importance factor (ASCE 11.5.1) le = 1.25 Seismic design category = D Design spectral response Sos= 0.765 g h,= 16.0 ft So1= 0.437 g W= 1,210 k Mapped spectral response 51= 0.414 g k = 1.00 • (ASCE 12.8.3, page 91) The coefficient (ASCE Tab 12.8-2) Ct= 0.02 DN.Jlk = 19,360 The coefflcient(ASCE Tab. 12.2.1) R= 6 X= 0.75 , (ASCE Tab 12.8-2) T. = Ct<hn>" = 0.16 Sec, (ASCE 12.8.2.1) VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level Floor to floor Height Weight !.1111:11 f21B • 1Gb 11!!!1 QIIRbll!am t2rs No. Name Height hx w. w.,.h. k c .. Fx v. O.M. u=, DN, Fpx ft ft k k k k-ft k k k 1 Roof 16.0 1,210 19,360 1.000 192.8 192.8 1,210 231 16.00 192.8 Ground 0.0 3,086 8of34 Patterson Engineering PROJECT Fields Church 4655 Cass St. Suite 404 CLIENT San Diego CA 92109 JOB NO. Wind Ana Is for Low-rise Bulldln , Based on ASCE 7-2010 INPUT DATA Exposure category (B. cor o. ASCE 7-10 26.7.3) Importance factor (ASCE 7-10 Table 1.5-2) Basic wind speed(ASCE 7-1026.5.1 or20121BC) Topographic factor (ASCE 7·10 26.8 & Table 26.8-1) Building height to eave Building height to ridge Building length Building width Effective area of components (or Solar Panel area) DESIGN SUMMARY lw = v = Kzt = he= h, = L = B = A=, PAGE: DESIGN BY: DATE: REVIEWBV: B 1.00 for all Category 115 mph 1 Flat 5.5 ft 14.5 ft 223 ft 120 ft 0 ft2 Max horizontal force normal to building length, L, face Max horizontal force normal to buHdlng length, B, face Max total horizontal torsional load = = 51.74 kips, SO level (LRFD level), Typ. 19.20 kips = 268.30 ft-kips Max total u ard force = 428.16 kl ANALYSIS Velocity ptuiU!l Seismic Governs qh • 0.00256 K, K11 K.. y2 20.14 psf where: qh =velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) K.t =wind directionality factor. (Tab. 26.6-1, for buDding, page 250) h = mean roof height .. • • 0.70 0.85 10.00 ft < 60 ft, [Satisfactory] < Min (l, B), (Satisfactory] (ASCE 7-10 26.2.1) (ASCE 7-10 26.2.2) Dglgn p[!QU[II for MWFRS p • qh [(G cpf HG cp1 )J where: p =pressure in appropriate zone. {Eq. 28.4-1, page 298). Pmtn = 16 psf (ASCE 7-10 28.4.4) G Cp, = product of gust effect factor and external pressure coelftclent, see table below. {Fig. 28.4·1, page 300 & 301) G Cp 1 = product of gust effect factor and Internal pressure coemcient.(Tab. 26.11·1, Enclosed Building, page 258) " 0.18 or ..0.18 a= width of edge strips, Fig 28.4-1, note 9, page 301, MAX[ MIN{0.1 B, 0.1 L, 0.4h), MIN{0.04B, 0.04L), 3) = 4.80 ft Nat Pressuru (pst), Basic Load Cases Net Pressures_(ps_f), Torsional Load Ca ses Roof anale 8 = 8.53 Roof anale 9 = 0.00 Roofan lee= 8.53 Surfaee GCpr Net Preuunl with {+GCp,) {-GCp,) Surface G C,r Net PreNUnO wtth Net Pre....,. wtth (+GCpt) (-GCpt) G C,r (+GCp,) (-GCp1) 1 0.43 5.05 12.30 ..0.45 ·12.69 -5.44 1T 0.43 1.26 3.08 2 ..0.69 ·17:!i3 ·10.27 ..0.69 -17.53 ·10.27 2T ·0.69 -4.38 ·2.57 3 ·0.40 -11.60 -4.35 ·0.37 -11.08 ·3.83 3T -0.40 ·2.90 ·1.09 4 ·0.32 -10.13 -2.88 -0.45 ·12.69 ·5.44 4T ..0.32 ·2.53 -0.72 5 0.40 4.43 11.68 Roofan~ee = 0.00 SUrface GCpr Net ~·~~~re with (+GCp1) (·GCp1) 6 -0.29 ·9.47 -2.22 1E 0.65 9.56 16.81 -0.48 -13.30 -6.04 2E ·1.07 ·25.18 -17.93 ·1.07 -25.18 -17.93 5T 0.40 1.11 2.92 3E ·0.57 -15.06 -7.81 ·0.53 -14.30 -7.05 6T -0.29 -2.37 ·0.55 4E ·0.48 -13.28 -6.03 -0.48 -13.30 -6.04 5E 0.61 8.66 15.91 BE ·0.43 -12.29 -5.04 Load Case A (Transverse) Load Case B (Longitudinal) Load Case A (Transverse) Load Case B (Longitudinal) Basic Load Cases Torsional Load Cases 9of34 AR' ><-Direction _ :100F SHE ~ 23,850 sc;_~r ALLS ~ 450 F ~ ··r 50 LBS TOTAL AREA F EAST-Wc~T W WALLS~ ;9. r '10'100 = 1,210,0 f#1 Denotes Wall No. .:..~=~ eERIM~T~R 0 F NORTH-S?UTtH450*20*100 r 192 PERIM';:_f C,~,l~HT = 23850 13 ' _, ,. /#\ '-"==~ Denotes Trib. Area y _y 'EISMI~_., VI~ 138 00 LBS F g.---,~·------. ~TORY SHE:~ ;ER AREA= 5 ::~·-·_ f_ --_12',_~--.. --l "':--_t '~"-: --~-: -_··--_ ••. _. _-,_ ''. TOTAL SHE -t~'"'r-#-,_ , , uw __ --. -. --~--_ --·--_-:-.g""- 1 . 0 I 0 1 _ ~ . . •• I ' ' ' . --. ' ' '' ' ' l ,, e i 1}-~i m·-·-I ' -.. · I " ' L~mal)~· :_-. : .. j~~b-' · ' -i , ~ j· < .• , _" .. 1\X~ c.cci · I -1 '"'~·'* ' .· ' . ' " ·, ' --' !' ~'<~ It ' -I 11 ,. .. ~ I E~-.·· ·····, " ' u ~ ®:l •. tl== '---. ,. •. ; C:-"" r:h~ . ,_ ' ~,"'~ ··_·_ ' .· ___ I ''' I •.) '~' ·~J ~~~ i!· ~I I " I ''X"'l I ~ -' 'l I I : . . . : ~ -~-;; -~ -. ·r:-·--_ .. ---~-~-·rii~ ---. ~' ----. . ._ . ' ''' -' ' -' -~· -...... ' ' ' "-:~_3~-.,.-< ' ' t~,:j;,, .,· ' ~""'"""( ' ' :X " ~<--'I. . ~4. ·-.. ,.,. ·-· ·-. "'"''' J~ ~---. -. . .i~ -.~i,::;{;;,; ·--. , -----r~~-== <ll ) ~- sso6 sa FT .. 58 PSF = 31,385 LBS ··;· ... 10 of 34 Shear Wall Loading Based on Rigidity-X DIRECTION Shear= 70290 lbs. Design of Shear Distribution of Roof AXl GL-6 Relative Distributed Wall Height (H) Length (L) Stiffness Rigidity Rigidity Shear RR=RI~Ri =V*RR (lbs.) 1 20 9.50 44 0.0229153 0.026001 1828 2 20 30.33 3 0.3199838 0.363067 25520 3 20 15 13 0.0741758 0.084163 5916 4 20 11.5 26 0.0380838 0.043211 3037 5 20 9 51 0.0197775 0.022440 1577 6 20 35 2 0.4063981 0.461117 32412 Sum= 0.8813343 1.000000 70290 Shear= 32215 lbs. Design of Shear Distribution of Roof AX2 GL-1 Relative Distributed Wall Height (H) Length (L) Stiffness Rigidity Rigidity Shear RR=Ri/tRI =V*RR (lbs.) 7 20 21.5 6 0.1663744 0.705060 22714 8 20 11.82 24 0.0408937 0.173299 5583 9 20 10.33 35 0.0287039 0.121641 3919 Sum= 0.235972 1.000000 32215 Shear= 31385 lbs. Design of Shear Distribution of Roof AX3 GL-2 Relative Distributed Wall Height (H) Length (L) Stiffness Rigidity Rigidity Shear RR=Ri/~Ri =V*RR (lbs.) 10 20 13.5 17 0.0573046 0.387198 12152 11 20 7.33 89 0.0111809 0.075547 2371 12 20 7.33 89 0.0111809 0.075547 2371 13 20 14.5 15 0.0683318 0.461707 14491 Sum= 0.1479983 1.000000 31385 Assume longest shearwall at each shear line is the only shearwall resisting seismic force and check the capacity. This approach is conservative. The following calculations show the concrete shear walls are adequate for the applied shear. 11 of 34 Patterson Engineering PAGE: 4655 Cna St Suite 404 PROJECT : (E) Shearwall #2 -Worst Case in CLIENT: X-direction at AX1 San Diego CA 92109 JOB NO. : DATE : DESIGN BY: REVIEWBY: Special Reinforced Concrete Shear Wall Design Based on ACI318-11 & 20121BC INPUT DATA DESIGN SUMMARY CONCRETE STRENGTH (ACI318 5.1.1) REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD ( ' c = fy = Pu = Mu = Vu = 2.5 ksi SHEAR WALL LENGTH 60 ksi SHEAR WALL THICKNESS 20 k 1120 ft-k END REINFORCING 70 k WALL HORIZ. REINF WALL VERT. REINF 30.33 ft 6 in 18 in L t 1 # 1 # 1 # LENGTH OF SHEAR WALL THICKNESS OF WALL DEPTH AT FLANGE VI/lOTH AT FLANGE L = t = D = B = 6 in THE WALL DESIGN IS ADEQUATE. 16 ft = 30.33 ft = 6.00 in 4 4 @ 13 4 @ 13 TOTAL WALL HEIGHT TO TOP REINF. BARS AT BULB WALL DIST. HORIZ. REINF. WALL DIST. VERT. REINF. HOOP REINF • VI/lOTH, B, DIR. 0 HOOP REINF • LENGTH DIR. 0 WALL EFFECTIVELY CONTINUOUS ? hw = 1 # 1 # 1 # legs of # legsof # 4 4 4 4 4 no @ 13 in.o.c. @ 13 in. o.c. (ACI21.9.6.3 apply) L !a ~P .{"._ _____ t _.,..!IL,..r-----' ANALYSIS 10000 15000 20100 • Mn (ft·k) CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-11 21.9.2.1 & 14.3) (Ptlrnln. = 0.0020 (for Acv(fc'lo.s= 109.19 kips > Vu, andbarsize#4horizontaq (p, )min. = 0.0012 [ for Acv (fc ')o.5 = 1 09.19 kips > Vu • and bar size # 4 vertlcaq (Pt )prow~, = 0.0026 > (Pt lmin. (5atisfactory] (p, )prow~_ = 0.0026 > (p, )min. [Satisfactory) ~~~ :LT where Acv = 2184 in2 (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall Vu < 2 Acv (fc')0'5 , I one curtain reinforcement required. (ACI 318-11 21.9.2.2) CHECK SHEAR CAPACITY (ACI 318-11 21.9.4.1 & 21.9.4.4) ~ V n =MIN [ + Acv (CXe(fc ')o.5 + Pt fy). ~ 8 Acv (fc')0'5 I = 398.12 kips [Satisfactory] where ~ = 0.60 (conservatively, ACI318-11 9.3.4 a) <Xc = 3.0 ( for tw /L = 0.53 < 1.5 ) > Pt (Satisfactory] (only for tw /L > 2.0, ACI 318-11 21.9.4.3) 12 of 34 in o.c. ino.c. --<. j~ CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI318-11 21.9.5.1 & Eq.10-2) ell Pmax =0.8 ell [ 0.85 fc' (Ag • Ast) + fy As~ = 2583 kips. > Pu [Satisfactory) where ~ 0.65 (ACI318-11 9.3.2.2) Ag = 2184 in2. Ast = 5.65 ln2. DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 7698 It-kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI318-11 10.3.2 AS £c = 0.003 AND q = fy I ES = 0.002069 • THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb=d£cl(£c+£.) = 210 in a=~P1 = 179 in P1 = 0.85 (ACI318-1110.2.7.3) ~ = 0.65 + {f.t -0.002)(25013) = 0.656 (ACI 318-11 Fig. R9.3.2) d = (L-0.5D) = 354.96 In DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 1526 kips AND 12797 It-kips. IN ACCORDANCE \MTH ACI 318-11 9.3.2 THE DESIGN MOMENT CAPACITY \MTHOUT AXIAL LOAD IS ~ Mn = 0.9 Mn = 4548 kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.9.6, THE PURE AXIAL TENSION CAPACITY IS -+ Pn =-0.9 MIN(Ast Fy , 3.3 fe'o.s 4 L I) = -305 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. AT AXIAL LOAD ONL 'r AT MAXIMUM LOAD AT 0 %TENSION AT 25% TENSION AT 50% TENSION ATe1= 0.002 AT BALANCED CONDITION ATe 1= 0.005 AT FLEXURE ONLY AT TENSION ONLY = = = = • Pn(ldpsl 2583 2583 2583 2249 1948 1537 1526 1203 0 -305 + Mn (11-ldpal 0 7698 7127 10271 11758 12669 12797 15500 4548 0 DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD It IS GIVEN BY ~ Mn = 4807 kips. > Mu [Satisfactory) where ~ = Min{0.9, Max[0.65 + ~-0.002)(25013) , 0.65)} = 0.900 (ACI 318-11 Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318-05 21.9.6.2, 21.9.6.3, and 21.9.6.5(a) PROVIDED THAT c < (L hw) I (600 Sul for ACI 21.9.6.2 apply or fe < 0.2 fe' for ACI 21.9.6.3 apply [Satisfactory] where c = 31 in. (distance from the ex1reme compression fiber to neutral axis at 8 & Mn loads.) Su = 1.3 ln. (design displacement, assume 0.007hw as a conservative short cut, see ACI 318-11 21.9.6.2a. ) (: = (Pu I A) + (Mu y II ) = 0.1 08 ksi. (the maximum extreme fiber compressive stress at i?J & Mu loads. ) y = 182 in. (distance from the extreme compression fiber to neutral axis at 8 & Mu loads. ) A = 2241 in2• (area of transformed section.) 1 = 24740462 in4• (moment of inertia of transformed section.) Or the longitudinal reinforcement ratio at the wall end = 0.002 < 400 I fy [Satisfactory) HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX( c-0.1 L , 0.5 c ) = 15.28 in. (ACI318-11 21.9.6.4) The maximum hoop spacing = MIN( Bl3, 6q,, 6, 4+(14-hx)/3] = in.o.c. ( ACI318-11 21.6.4.2 & 21.9.8.5a) Ash, B OIR : (0.09 S he fe') lfyh : Ash, LDIR = (0.09 she fe') I fyh = 13 of 34 Patterson Engineering PROJECT : (E) Shearwall #7 -Worst Case in 4655 Cas St Suite 404 CLIENT : X-direction at AX2 San Diego CA 92109 JOB NO. : DATE : Special Reinforced Concrete Shear Wall Design Based on ACI318-11 & 20121BC INPUT DATA DESIGN SUMMARY CONCRETE STRENGTH (ACI318 5.1.1) REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD f ' c fy Pu Mu Vu L t D = = = = = = = = 2.5 ksl SHEAR WALL LENGTH 60 ksl SHEAR WALL THICKNESS 20 k 512 ft-k END REINFORCING 32 k WALL HORIZ. REINF WALL VERT. REINF 21.5 ft 6 in 18 in PAGE: DESIGN BY: REVIEW BY: L = 21.50 t = 6.00 1 # 4 1 # 4 @ 1 # 4 @ LENGTH OF SHEAR WALL THICKNESS OF WALL DEPTH AT FLANGE IJVIDTH AT FLANGE B = 6 in THE WALL DESIGN IS ADEQUATE. = 16 ft ft in 13 13 TOTAL WALL HEIGHT TO TOP REINF. BARS AT BULB WALL DIST. HORIZ. REINF. WALL DIST. VERT. REINF. HOOP REINF • WIDTH, B, DIR. 0 HOOP REINF • LENGTH DIR. 0 WALL EFFECTIVELY CONTINUOUS ? hw 1 # 1 # 1 # legs of # legsof # 4 4 @ 13 ln. o.c. 4 @ 13 ln. o.c. 4 4 no (ACI21.9.6.3 apply) l !e ~ o ~ .... _____ t_, ...... .-----' ANALYSIS 2000 -r------------------, 1500 q, Pn (k) 1000 500 :L~ .. ~~ L ' .. . ] J..----· ------·--~----------------,-------- FQRl:E CHAGR;,·,.i 4000 6000 0 ... ~000 8000 ' 1E U~:J-~ ! r -500 ino.c. in o.c. 1 q, Mn (Il-k) ,, 'II J I I 11=-r-=r->-tl____:_·_ml ·---.. J:r:: 8 STRAIN DIAGRAM l . ~ CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 31 B-11 21.9.2.1 & 14.3) (Ptlmin. = 0.0020 ( for Acv (fc 1°"5 = 77.40 kips > (p, lmm. = 0.0012 [for Acv (fc 1°"5 = 77.40 kips > (Pt )pnM~. = 0. 0026 > (p, lmm. [Satisfactory) (p, )prow~. = 0.0026 > (p, )mm. [Satisfactory) Vu , and bar size # 4 horizontaQ Vu , and bar size # 4 verticaQ where Acv = 1548 in2 (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing is less than the maximum permissible value of 1 8 in and Is satisfactory. Since wall Vu < 2 Acv (fc 1o.5 , I one curtain reinforcement required. (ACI 318-11 21.9.2.2) CHECK SHEAR CAPACITY (ACI31B-11 21.9.4.1 & 21.9.4.4) ~!>Vn =MIN lli>Acv(<lc(fc1o.s+ Ptfy). II> 8Acv(fc')0.5) = 282.21 kips > (Satisfactory) where q, = 0.60 (conservatively, ACI31B-11 9.3.4 a) <Xc= 3.0 (for fw/L = 0.74 <1.5) Pt > Pr [Satisfactory) (only for hw I L > 2.0, ACI 318-11 21.9.4.3) 14 of34 CHECK FLEXURAL & AXIAL CAPACilY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI318-11 21.9.5.1 & Eq.10-2) cl> Pmax =0.8 cl> [ 0.85 fc' (Ag-Astl + fy Astl = 1831.4 kips. [Satisfactory) where ~ = 0.65 (ACI318-11 9.3.2.2) Ag = 1548 in2. Ast = 4.02 in2. DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 3886 ft-kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-11 10.3.2 AS £c = 0.003 AND £t = fy I Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb=d£cl(£c+£.) = 147 in 125 in ~~ = 0.85 ( ACI 318-11 1 0.2.7.3) ~ = 0. 65 + <Et -0. 002)(250/3) = 0.656 (ACI318-11 Fig. R9.3.2) d = (L -0.5D ) = 249 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 1 069 kips AND 6434 ft-kips. IN ACCORDANCE IMTH ACI318-11 9.3.2 THE DESIGN MOMENT CAPACITY IMTHOUT AXIAL LOAD IS ~ Mn = 0.9 Mn = 2343 kips. TO KEEP TENSION SECTION Vv1TH SHEAR CAPACITY PER ACI SEC. 11.9.6, THE PURE AXIAL TENSION CAPACilY IS -~ Pn =-0.9 MIN(Ast Fy , 3.3 fc'o.5 4 L t) = -217 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOINN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. AT AXIAL LOAD ONL'v AT MAXIMUM LOAD AT 0 %TENSION AT 25% TENSION AT 50% TENSION AT£t=0.002 AT BALANCED CONDITION AT£t=0.005 AT FLEXURE ONLY AT TENSION ONLY = = = • Pn (lclpel 1831 1831 1831 1579 1367 1077 1069 840 0 -217 • Mnfll-klpe) 0 3886 3715 5235 5952 6371 6434 7756 2343 0 DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD It IS GIVEN BY ~ Mn = 2524 kips. > Mu [Satisfactory) where~= Min{0.9, Max(0.65 + (Et-0.002)(250/3), 0.65)} = 0.900 (ACI318-11 Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318-05 21.9.6.2, 21.9.6.3, and 21.9.6.5(a) PROVIDED THAT c < (L hw) I (600 5ul for ACI21.9.6.2 apply or fe < 0.2 fe' for ACI21.9.6.3 apply [Satisfactory] where c = 23 in. ( distance from the extreme compression fiber to neutral axis at 5 & Mn loads. ) 5u = 1.3 in. (design displacement, assume 0.007hw as a conservative short cut, see ACI318-11 21.9.6.2a.) ~ = (Pu I A)+ CMu y /I) = 0.103 ksi. (the maximum extreme fiber compressive stress at 1?, & Mu loads.) y = 129 in. ( distance from the extreme compression fiber to neutral axis at ~ & Mu loads. ) A = 1589 in2. ( area of transformed section. ) 1 = 8813397 in4• (moment of inertia of transformed section. ) Or the longitudinal reinforcement ratio at the wall end = 0.002 < 400 I fy [Satisfactory) HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX( c-0.1 L , 0.5 c ) = 11.43 in. ( ACI 318-11 21.9.6.4) The maximum hoop spacing = MIN[ B/3, 64,, 8, 4+(14-hx)/3) = 8 in.o.c. ( ACI318-11 21.6.4.2 & 21.9.6.5a) Ash, B DIR : (0.09 S he fe' ) / fyh = Ash, L DIR = (0.09 s he fc') I fyh = N/A in2. N/A in2. 15of34 Patterson Engineering PROJECT : (E) SheaiWall #13 -Worst Case in PAGE: 4655 Cas St. Suite 404 CLIENT : X-clirection at AX3 San Diego CA 92109 JOB NO. : DATE : DESIGN BY: REVIEWBY: Special Reinforced Concrete Shear Wall Design Based on ACI 318-11 & 2012 IBC INPUT DATA DESIGN SUMMARY CONCRETE STRENGTH (ACI318 5.1.1) REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD t. c fy Pu Mu Vu L t D = = = = = = = = 2.5 ksi SHEAR WALL LENGTH 60 ksi SHEAR WALL THICKNESS 20 k 496 ft-k END REINFORCING 31 k WALL HORIZ. REINF WALL VERT. REINF 21.5 ft 6 in 18 in L t 1 # 1 # 1 # LENGTH OF SHEAR WALL THICKNESS OF WALL DEPTH AT FLANGE WIDTH AT FLANGE B = 6 in THE WALL DESIGN IS ADEQUATE. TOTAL WALL HEIGHT TO TOP REINF. BARS AT BULB WALL DIST. HORIZ. REINF. WALL DIST. VERT. REINF. HOOP REINF -WIDTH, B, DIR. 0 HOOP REINF -LENGTH DIR. 0 WALL EFFECTIVELY CONTINUOUS ? ANALYSIS hw = 1 # 1 # 1 # legs of # legs of # 16 It 4 4 ~ 13 in. o.c. 4 ~ 13 in. o.c. 4 4 no (ACI21.9.6.3 apply) 2000 ,---------------------, 1500 'Pn (k) 1000 500 0 .... ~000 8000 1o1Joo -500 .....__ _______________ ___, • Mn (ft-k) CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-11 21.9.2.1 & 14.3) L ~D l,t ~ 'J t = = 4 4 4 ... •• l (Pt lm1n. = 0.0020 I for Acv (fc'o.s = 77.40 kips > Vu, and bar size# 4 horizontaij (P!lmin. = 0.0012 [for Acv(fc'l0.5 = 77.40 kips > Vu, andbarsize#4verticaij (pt )llfO'd. = o. 0026 > (Pt )..ln. [Satisfactory] (PI lorcwd. = 0.0026 > (PI lm1n. [Satisfactory] 21.50 6.00 ~ ~ where Acv = 1548 in2 (gross area of concrete section bounded by web thickness and length In the shear direction) ft In 13 13 The proposed spacing is less than the maximum permissible value of 18 in and Is satisfactory. Since wall Vu < 2 Ao,(fc'o.s , I one curtain reinforcement required. (ACI318-11 21.9.2.2) CHECK SHEAR CAPACITY (ACI 318-11 21.9.4.1 & 21.9.4.4) +Vn =MIN I+Acv(<Xc(fc'l0.5+ Ptfy).+ 8Ao,(fc'l0'5) = 282.21 kips > [Satisfactory] where ' = 0.60 (conservatively, ACI318-11 9.3.4 a) <Xc= 3.0 (for h.,.,/L = 0.74 <1.5) Pt > Pt [Satisfactory) (only for h.,., I L > 2.0, ACI 318-11 21.9.4.3) 16 of 34 in o.c. in o.c. 1 CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-11 21.9.5.1 & Eq.1 0-2) $ Pmax =0.8 $ [ 0.85 fc' (Ag • Astl + fy Astl = 1831.4 kips. > Pu [Satisfactory) where ~ = 0.85 (ACI 318-11 9.3.2.2) Ag = 1548 in2. Ast = 4.02 in2. DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 3886 ft-kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI31 B-11 10.3.2 AS£c = 0.003 AND Et = fy I Es = 0.002069. THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb=d£cl<£c+Es) = 147 in a=cbp, = 125 in p, = 0.85 (ACI31B-1110.2.7.3) ~ = 0.65 + (q -0.002)(25013) = 0.656 (ACI318-11 Fig. R9.3.2) d = (L-0.5D) = 249 In DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 1069 kips AND 6434 ft-klps. IN ACCORDANCE VIIITH ACI 318-11 9.3.2 THE DESIGN MOMENT CAPACITY VIIITHOUT AXIAL LOAD IS • Mn = 0.9 Mn = 2343 kips. TO KEEP TENSION SECTION V\IITH SHEAR CAPACITY PER ACI SEC. 11.9.6, THE PURE AXIAL TENSION CAPACITY IS -~ Pn =-0.9 MIN(Ast Fy, 3.3 fc'0·5 4 L t) = -217 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOINN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. AT AXIAL LOAD ONL'y AT MAXIMUM LOAD AT 0 %TENSION AT 25 %TENSION AT 50% TENSION AT£t=0.002 AT BALANCED CONDITION ATEt= 0.005 AT FLEXURE ONLY AT TENSION ONLY = = = = = • PnlldPal 1831 1831 1831 1579 1367 1077 1069 640 0 -217 • Mn (ft-klpa) 0 3886 3715 5235 5952 6371 6434 7756 2343 0 DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD It IS GIVEN BY ~ Mn = 2524 kips. > Mu [Satisfactory) where~= Min{0.9, Max[0.65 + (q-0.002)(25013), 0.65)} = 0.900 (ACI318-11 Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318-05 21.9.6.2, 21.9.6.3, and 21.9.6.5(a) PROVIDED THAT c < (L hw) I (600 5ul for ACI 21.9.6.2 apply or fc < 0.2 fc' for ACI 21.9.6.3 apply [Satisfactory) where c = 23 ln. ( distance from the extreme compression fiber to neutral axts at 8 & Mn loads. ) 5u = 1.3 in. (design displacement, assume 0.0071w as a conservative short cut, see ACI 31 B-11 21.9.6.2a. ) ~ = (Pu I A) + <Mu y II ) = 0.1 00 ksl. ( the maximum extreme fiber compressive stress at 1?. & Mu loads. ) y = 129 in. ( distance from the extreme compression fiber to neutral axis at 6 & Mu loads. ) A = 1569 in2. ( area of transformed section. ) 1 = 8813397 in4• ( moment of inertia of transformed section. ) Or the longitudinal reinforcement ratio at the wall end = 0.002 < 400 I fy [Satisfactory) HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX( c-0.1 L , 0.5 c ) = 11.43 in. ( ACI31B-11 21.9.6.4) The maxtmum hoop spacing = MIN[ Bl3 , 6q,, 6 • 4+(14-hx)13) = Ash, a OIR = (0.09 S he fc' ) I fyh = Ash, LOIR : (0.09 She fc') lfyh : 8 in.o.c. ( ACI318-11 21.6.4.2 & 21.9.6.5a) NIA in2. NIA in2• 17 of34 Patterson Engineering PROJECT Fields Coorch: Y-direction PAGE 4&55 ca .. St. Suite 4IM CUENT: DESIGN BY San Diego CA 92109 JOB NO.: DATE: REVIEW BY Seismic Analysis Based on 20121BC (Equivalent Lateral Force Procedure1 ASCE 7-2010j_ INPUT DATA DESIGN SUMMARY Typical floor height h= 16 ft Total base shear Typical floor weight w..= 1144 kips v = 0.16 W, (SD) = 182 k, (SO) Number of floors n= 1 = 0.11 W, (ASD) = 130 k, (ASD) Importance factor (ASCE 11.5.1) le = 1.25 Seismic design calegory = D Design spectral response Sos= 0.765 g hn= 16.0 ft So1= 0.437 g W= 1,144 k Mapped spectral response 51= 0.414 g k = 1.00 • (ASCE 12.8.3, page 91) The coefficient (ASCE Tab 12.8-2) Ct= 0.02 '£W.)lk = 18,304 The coefficient(ASCE Tab. 12.2.1) R= 6 X= 0.75 , (ASCE Tab 12.8-2) T8 = C,(hn)x = 0.16 Sec, (ASCE 12.8.2.1) VERTICAL DISTRIBUnON OF LATERAL FORCES Level Level Floor to floor Height Weight !.m!:!l fgg • 11Gb Ia!! ot1abll!!am IS!!H No. Name Height hx Wx Wxhxk c,. Fx v. O.M. lr1 'D/1/1 Fpx ft ft k k k k-ft k k k 1 Roof 16.0 1,144 18,304 1.000 182.3 182.3 1,144 219 16.00 182.3 Ground 0.0 2,917 18of34 ROOF SHEAR: Y-DIRECTION TOTAL AREA= 23,850 sa FT PERIMETER OF EAST-WEST WALLS= 450FT PERIMETER OF NORTH-SOUTH WALLS= 192FT WEIGHT= 23850*13 + 450*10*100 + 192*20*100 = 1,144,050 LBS ~b~~~ ;~~: ;E~~~~t:~-~ F?sri-_, -~--c:· ·: .. > .M!-p•. --. --.... ~ \. r-4-' ~. t~ .ri~ . :6035 sa FT * 5.5PSF . = 33,190 LBS . ' :·· . • • ·' .... ~· . -,,7 ' .•. [!] Denotes Wall No. _& Denotes Trib. Area ;~~~J'f"jl;t·~;:~~}':':(~':;ii .;;;;:~ ; ::;:c j-<. :'~~~j 12,247 Sa FT * 5.5 PSF = 67,360 LBS V = 30,510 LBS 5,547 sa FT * 5.5 PSF = 30,510 LBS 19 of 34 Shear Wall Loading Based on Rigidity -Y DIRECTION Shear= 33190 lbs. Design of Shear Distribution of Roof AYl GL-A Relative Distributed Wall Height (H) Length (L) Stiffness Rigidity Rigidity Shear RR=Ri/l:Ri =V*RR (lbs.) 14 20 5.25 233 0.0042998 0.0225 746 15 20 22.5 5 0.1826152 0.9550 31697 16 20 5.25 233 0.0042998 0.0225 746 SUM= 0.1912148 1.0000 33190 Shear= 67360 lbs. Design of Shear Distribution of Roof AY2 GL·E Relative Distributed Wall Height (H) Length (L) Stiffness Rigidity Rigidity Shear RR=Ri/I:Ri =V*RR (lbs.) 17 20 96 1 1.5124726 1.00 67360 SUM= 1.5124726 1 67360 Shear= 30510 lbs. Design of Shear Distribution of Roof AY3 GL-H Relative Distributed Wall Height (H) Length (L) Stiffness Rigidity Rigidity Shear RR=Ri/l:Ri =V*RR (lbs.) 18 20 72 1 1.0880597 0.78627 23989 19 20 29 3 0.2957676 0.21373 6521 SUM= 1.3838273 1.00000 30510 Assume longest shearwall at each shear line is the only shearwall resisting seismic force and check the capacity. This approach is conservative. The following calculations show the concrete shear walls are adequate for the applied shear. 20of 34 Patterson Engineering PROJECT: (E) .Shearwall #15-Worst Case in PAGE: 4655CusStSulte404 CLIENT: Y-dlrection atAY1 DESIGN BY: San Diego CA 92109 JOB NO. : DATE : REVIEWBY: Special Reinforced Concrete Shear Walt Design Based on ACI 318-11 & 20121BC INPUT DATA DESIGN SUMMARY CONCRETE STRENGTH (ACI318 5.1.1) REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD t. c = fy = Pu = Mu = Vu = L = t = D = 2.5 ksi SHEAR WALL LENGTH 60 ksi SHEAR WALL THICKNESS 20 k 528 ft-k END REINFORCING 33 k WALL HORIZ. REINF WALL VERT. REINF 22.5 ft 6 In 18 in L t 1 # 1 # 1 # LENGTH OF SHEAR WALL THICKNESS OF WALL DEPTH AT FLANGE WIDTH AT FLANGE B = 6 In THE WALL DESIGN IS ADEQUATE. TOTAL WALL HEIGHT TO TOP REINF. BARS AT BULB WALL DIST. HORIZ. REINF. WALL DIST. VERT. REINF. HOOP REINF • WIDTH, B, DIR. 0 HOOP REINF • LENGTH DIR. 0 WALL EFFECTIVELY CONTINUOUS ? ANALYSIS hw = 1 # 1 # 1 # legsof # legs of # 16 4 4 4 4 4 no ft L ~D @ 13 in. o.c. 1e @ 13 in. o.c. ~ *I t (ACI 21.9.6.3 apply) = 22.50 ft = 6.00 In 4 4 @ 13 4 @ 13 .... ... I 2500 i c, t'i~•Jl:--r-1----r-! o-r--i J I I l I ! ' TL -r;---... I c-c:TU 2000 1500 ~ Pn (k) 1000 L_ ______ ------- I I I I I I :L __ [ __ I : lc, ~ L~~~~~~_j _' ____ _j 500 0 -• ~000 4000 6000 8000 10loo -500 ~ Mn (ft·k) CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI318-11 21.9.2.1 & 14.3) (Ptlm~n. = 0.0020 [for Ac:v (fc1o.s = 81.00 kips > Vu , and bar size# 4 horizontal) (Pdm~n. = 0.0012 [for Acv (fe 1°'5 = 81.00 kips > Vu , and bar size# 4 verticaij (Pt )provd. = 0.0026 > (Pt lmln. [Satisfactory) (p, lP'ovd. = 0.0026 > (PI lm1n. [Satisfactory) where Ac:v = 1620 in2 (gross area of concrete section bounded by web thickness and length In the shear direction) The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall Vu < 2 Ac:v (fc')o.5 , I one curtain reinforcement required. (ACI318-11 21.9.2.2) CHECK SHEAR CAPACITY (ACI 318-11 21.9..4.1 & 21.9.4..4) ~Vn =MIN I~ Ac:v (Clc (fc1o.s + Pt fy). ~ 8 Ac:v (fc1o.5) = 295.34 kips > [Satisfactory) where ~ = 0.60 (conservatively, ACI318·11 9.3.4 a) <Xc = 3.0 (for hw /L = 0.71 < 1.5) p, > Pt [Satisfactory) (only for hw /L > 2.0, ACI 318-11 21.9.4.3) 21 of 34 ino.c. in o.c. t CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-11 21.9.5.1 & Eq.1 0-2) • Pmax =0.8 • [ 0.85 fc' (Ag • Ast) + fy As~ = 1916.5 kips. [Satisfactory] where + 0.65 (ACI318-119.3.2.2) Ag = 1620 in2• Ast = 4.20 in2• DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 4253 ft-kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACt 318-11 10.3.2 AS £c = 0.003 AND ft = fy I Ea = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb=d£ct(Ec+£.) = 154 in a=~~1 = 131 in ~1 = 0.85 (ACI318-1110.2.7.3) + = 0.65 + (q -0.002)(250/3) = 0.656 (ACt 318·11 Fig. R9.3.2) d = (L • 0.5D) = 261 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 1121 kips AND 7046 ft·kips. IN ACCORDANCE IIVITH ACI 318-11 9.3.2 THE DESIGN MOMENT CAPACITY IIVITHOUT AXIAL LOAD IS + Mn = 0.9 Mn = 2556 kips. TO KEEP TENSION SECTION IIVITH SHEAR CAPACITY PER ACI SEC. 11.9.6, THE PURE AXIAL TENSION CAPACITY IS -+ Pn = • 0.9 MIN(Ast Fy, 3.3 fc'0'5 4 L t) = -227 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOIIVN IN THE TABLE BELOW, AND THEY ARE PLOTIED ON THE INTERACTION DIAGRAM AT FRONT PAGE. • Pnlkl~l • Mnlft-kl~l AT AXIAL LOAD ONL "t = 1916 0 AT MAXIMUM LOAD 1916 4253 AT 0% TENSION 1916 4047 AT 25% TENSION = 1855 5722 AT 50% TENSION = 1433 6512 ATEt=0.002 = 1129 6977 AT BALANCED CONDITION = 1121 7046 ATEt=0.005 = 881 8501 AT FLEXURE ONLY = 0 2556 AT TENSION ONLY = ·227 0 DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD fL IS GIVEN BY + Mn = 2746 kips. > Mu [Satisfactory] where+= Min{0.9, Max[0.65 + (£t • 0.002)(250/3), 0.65]} = 0.900 (ACI318-11 Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318-Q5 21.9.6.2, 21.9.6.3, and 21.9.6.5(a) PROVIDED THAT c < (L hw) I (600 5.,.) for ACI 21.9.6.2 apply or fc < 0.2 fc' for ACI 21.9.6.3 apply [Satisfactory] where c = 24 in. ( distance from the extreme compression fiber to neutral axis at 8 & Mn loads. ) 5._. = 1.3 in. (design displacement, assume 0.007hw as a conservative short cut, see ACI 318-11 21.9.8.2a.) ~ = (Pu I A) + <Mu y /I ) = 0.097 ksi. (the maximum extreme fiber compressive stress at ~ & Mu loads. ) y = 135 in. ( distance from the extreme compression fiber to neutral axis at 8 & Mu loads. ) A = 1663 in2• (area of transformed section.) 1 = 10101126 in4• (moment of inertia of transformed section. ) Or the longitudinal reinforcement ratio at the wan end = 0.002 < 400 I fy [Satisfactory] HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX( c. 0.1 L , 0.5 c ) = 11.87 in. ( ACI318-11 21.9.6.4) The maximum hoop spacing = MIN[ B/3 , 8t1, , 6 , 4+(14-hx)/3] = Ash, BDIR : (0.09 She fe') ffyh = Ash, L OIR = (0.09 S he fe') f fyh = 8 ln.o.c. ( ACI318·11 21.6.4.2 & 21.9.6.5a) N/A in2. N/A in2. 22 of34 Patterson Engineering PROJECT: (E) Shearwall #17-Worst case in PAGE: 4655 C•s St Suite 404 CLIENT : Y -direction at A Y2 San Diego CA 92109 JOB NO. : DATE : DESIGN BY: REVIEWBY: Special Reinforced Concrete Shear Wall Design Based on ACI318-11 & 20121BC INPUT DATA DESIGN SUMMARY CONCRETE STRENGTH (ACI318 5.1.1) REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD fc' = 2.5 ksi fy = 60 ksi Pu = 20 k Mu = 1072 fl-k Vu = 67 k 96 fl 6 in 18 in SHEAR WALL LENGTH SHEAR WALL THICKNESS END REINFORCING WALL HORIZ. REINF WALL VERT. REINF L t 1 # 1 # 1 # LENGTH OF SHEAR WALL THICKNESS OF WALL DEPTH AT FLANGE WIDTH AT FLANGE L = t = D = B = 6 in THE WALL DESIGN IS ADEQUATE. 16 fl = 96.00 n = 6.00 in 4 4 <!II 13 4 @ 13 TOTAL WALL HEIGHT TO TOP REINF. BARS AT BULB WALL DIST. HORIZ. REINF. WALL DIST. VERT. REINF. HOOP REINF -WIDTH, B, DIR. 0 HOOP REINF -LENGTH DIR. 0 WALL EFFECTIVELY CONTINUOUS ? hw = 1 # 1 # 1 # legs of # legs of # 4 4 4 4 4 no @ 13 in. o.c. @ 13 in. o.c. (ACI21.9.6.3 apply) L !a ~ p ~· .... _____ t..!l:!r------' ANALYSIS 10000 8000 6000 'Pn (k) 4000 2000 0 ~50000 100000 150000 -2000 + Mn (fl-k) CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-11 21.9.2.1 & 14.3) (Pt>-= 0.0020 [for Acv (fc 1o.s = 345.60 kips > Vu , and bar size# 4 horizontal] (p, lm~n. = 0.0012 [ for Acv (fc 1o.s = 345.60 kips > Vu , and bar size # 4 vertlcaQ (Pt l,.-t. = 0.0026 > (Pt lm1n. [Satisfactory) (p, )praYd. = 0.0026 > (p, )m~n. [Satisfactory) II , ! I , i l __ !___j I lc, where "xN = 6912 in 2 (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing Is less than the maximum permissible value of 18 In and is satisfadory, Since wall Vu < 2 Acv (fc 1°"5 , I one curtain reinforcement required. (ACI318-11 21.9.2.2) CHECK SHEAR CAPACITY (ACI318-11 21.9.4.1 & 21.9.4.4) +Vn =MIN [ + Acv (<lc (fc1°"5 + Pt fy). + 8 Acv (fc1o.5) = 1280.11 kips > [Satisfadory) where + = 0.80 (conservatively, ACI318-11 9.3.4 a) <Xc= 3.0 (for lw/L = 0.17 <1.5) Pt > Pt [Satisfadory) (only for tw I L > 2.0, ACI318-11 21.9.4.3) 23of34 ino.c. in o.c. CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-11 21.9.5.1 & Eq.1 0-2) ell Pmax =0.8 ell [ 0.85 fe' (Ag-Astl + fy Astl = 8172.5 kips. > Pu [Satisfactory) where • 0.65 (ACI 318-11 9.3.2.2) • 2 Ag = 6912 In • Ast = 17.77 in2. DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 76478 It-kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI318-11 10.3.2 AS £c = 0.003 AND Et = fy I Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d £c I (Ec + £.) = 676 In a=~ P1 = 575 in P1 = 0.85 ( ACI318-1110.2.7.3) • = 0.65 + (~ -0.002)(250/3) = 0.656 (ACI 318-11 Fig. R9.3.2) d = (L-O.SD) = 1143 In DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 4918 kips AND 127861 ft-klps. IN ACCORDANCE WITH ACI 318-11 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS • Mn = 0.9 Mn = 43675 kips. TO KEEP TENSION SECTION \NITH SHEAR CAPACITY PER ACI SEC. 11.9.6, THE PURE AXIAL TENSION CAPACITY IS -. Pn =-0.9 MIN(Ast Fy , 3.3 fe'0·5 4 L t) = -960 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. AT AXIAL LOAD ONL 't AT MAXIMUM LOAD AT 0% TENSION AT 25% TENSION AT 50 %TENSION AT£t=0.002 AT BALANCED CONDITION AT£1= 0.005 AT FLEXURE ONLY AT TENSION ONLY = = = = = • Pn (ldpel 8173 8173 8173 7225 6265 4952 4918 3912 0 -960 • Mnlft-klpel 0 76478 66771 100278 116321 126521 127861 156331 43675 0 DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD fL IS GIVEN BY + Mn = 44511 kips. > Mu [Satisfactory) where • = Min{0.9, Max[0.65 + (q-0.002)(250/3) , 0.65)} = 0.900 (ACI 318-11 Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318-05 21.9.6.2, 21.9.6.3, and 21.9.6.5(a) PROVIDED THAT c < (L hw) I (600 liul for ACI 21.9.6.2 apply or fe < 0.2 fe' for ACI21.9.6.3 apply [Satisfactory) where c = 88 ln. ( distance from the extreme compression fiber to neutral axis at 6 & Mn loads. ) liu = 1.3 in. (design displacement, assume 0.007hw as a conservative shortcut, see ACI318-11 21.9.6.2a.) t: = (Pu I A)+ CMu y /I) = 0.012 ksl. (the maximum extreme fiber compressive stress at~ & Mu loads.) y = 576 in. ( distance from the extreme compression fiber to neutral axis at 6 & Mu loads. ) A = 7093 ln2. (area of!ransformed section. ) 1 = 764408012 in~. (moment of Inertia of transformed section. ) Or the longitudinal reinforcement ratio at the wall end = 0.002 < 400 I fy [Satisfactory) HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary elementlength = MAX( c-0.1L, 0.5 c ) = 44.20 in. ( ACI318-11 21.9.6.4) The maximum hoop spacing = MIN[ B/3 , 64,, 6, 4+(14-hx)/3) = 8 in.o.c. ( ACI 318-11 21.6.4.2 & 21.9.6.5a) Ash. e otR = (0.09 s he fc' ) I fyh = Ash. LOIR = (0.09 She fe') I fyt, = 24 of34 Patterson Engineering PROJECT: (E) Shearwall #18-Worst Case in 4655 Cass St Suite 404 CUE NT : y -direction at A y~ San Diego CA 92109 JOB NO. : DATE : Special Refnforced Concrete Shear Wall Design Based on ACI31S.11 & 20121BC INPUT DATA DESIGN SUMMARY CONCRETE STRENGTH (ACI318 5.1.1) REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD fc' = fy = Pu = Mu = Vu = L = t = D = 2.5 ksi SHEAR WALL LENGTH 60 ksl SHEAR WALL THICKNESS 20 k 496 ft-k END REINFORCING 31 k WALL HORIZ. REINF WALL VERT. REINF 72 ft 6 in 18 In PAGE: DESIGN BY: REVIEWBY: L = 72.00 t = 6.00 1 # 4 1 # 4 ~ 1 # 4 ~ LENGTH OF SHEAR WALL THICKNESS OF WALL DEPTH AT FLANGE WIDTH AT FLANGE B = 8 in THE WALL DESIGN IS ADEQUATE. TOTAL WALL HEIGHT TO TOP REINF. BARS AT BULB WALL DIST. HORIZ. REINF. WALL DIST. VERT. REINF. HOOP REINF ·WIDTH, B, DIR. 0 HOOP REINF • LENGTH DIR. 0 WALL EFFECTIVELY CONTINUOUS ? ANALYSIS 7000 6000 5000 4000 hw = 16 1 # 4 1 # 4 1 # 4 legs of # 4 legs of # 4 no n ~ 13 in. o.c. ~ 13 in. o.c. (ACI 21.9.6.3 apply) ~ I I L ~p le " t .. .. ft in 13 13 • Pn (k) 3000 2000 i : i 0 = ~. c t I I ·--~-~---- L I ..___ ---·-··--·--·--·-·-----+-·--·----~ 1000 0 L-----2oooo 40000 60000 60000 -1000 -2000 • Mn (ft-k) CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 31 B-11 21.9.2.1 & 14.3) FOR :.E ['!AGPA'-.l i I (Pt lmtn. = 0.0020 [ for AcN (fc ~o.s = 259.20 kips > Vu , and bar size # 4 hortzontaij (P!lm~n. = 0.0012 [for Ac,(fc~0·5 = 259.20 kips > Vu, andbarsize#4verticaij (p, )l'f<l'/d. = 0.0026 > (p1 lm~n. [Satisfactory) (p, ll'f<l'ld. = 0.0026 > (p, lm1n. [Satisfactory) where AcN = 5184 in2 (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spadng is less than the maximum permissible value of 181n and is satisfactory. Since wall Vu < 2 AcN (fc1°'5 , I one curtain reinforcement required. (ACI 31 B-11 21.9.2.2) CHECK SHEAR CAPACITY (ACI 31 B-11 21.9.4.1 & 21.9.4.4) 'V" =MIN [ • AcN (<Xc (fc~o.s + Pt fy), U AcN (fc1o.5) = 945.08 kips > (Satisfactory] where • = 0.60 (conservatively, ACt 318-11 9.3.4 a) <Xc = 3.0 (for tw I L = 0.22 < 1.5) Pt > Pt [Satisfactory) (only for tw I L > 2.0, ACI 31 B-11 21.9.4.3) 25of34 ino.c. in o.c. 1 CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI318-11 21.9.5.1 & Eq.10-2) cjl Pmax =0.8 cjl [ 0.85 fe' (Ag-Ast) + fy AstJ = 6129.7 kips. [Satisfactory) where ~ 0.65 (ACI 318-11 9.3.2.2) Ag = 5184 in2• As! = 13.34 in2• DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 43075 fl-kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACt 318-11 10.3.2 AS£.: = 0.003 AND £t = fy I Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb=dE,;I(E,;+£.) = 506 in a=~~1 = 430 In ~1 = 0.85 (ACI318-1110.2.7.3) ~ = 0.65 + (q -0.002)(25013) = 0.656 (ACI 318-11 Fig. R9.3.2) d = (L-0.5D) = 855 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 3679 kips AND 71959 fl-klps. IN ACCORDANCE IJI.1TH ACI318-11 9.3.2 THE DESIGN MOMENT CAPACITY IJI.1THOUT AXIAL LOAD IS ~ Mn = 0.9 Mn = 24727 kips. TO KEEP TENSION SECTION INITH SHEAR CAPACITY PER ACt SEC. 11.9.8, THE PURE AXIAL TENSION CAPACITY IS -~ Pn =-0.9 MIN(Ast Fy , 3.3 fe'o.5 4 L I) = -720 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTIED ON THE INTERACTION DIAGRAM AT FRONT PAGE. • PnlldJ181 • Mnlft-ldp8J AT AXIAL LOAD ONL't = 8130 0 AT MAXIMUM LOAD 6130 43075 AT 0 %TENSION = 6130 37988 AT 25 %TENSION = 5407 56844 AT 50 %TENSION 4687 65584 ATEt= 0.002 3704 71209 AT BALANCED CONDITION = 3679 71959 ATEt=0.005 = 2922 87850 AT FLEXURE ONLY 0 24727 AT TENSION ONLY = -720 0 DESIGN FORCES Pu & Mu ARE ALSO PLOTIED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD JL IS GIVEN BY ~ Mn = 25353 kips. > Mu [Satisfactory) where~= Min(0.9, Max(0.65 + <Et-0.002)(25013), 0.65)} = o.eoo (ACI318-11 Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318-05 21.9.6.2, 21.9.6.3, and 21.9.6.5(a) PROVIDED THAT c < (L hw) I (600 8ul for ACt 21.9.6.2 apply or fe < 0.2 fe' for ACt 21.9.8.3 apply [Satisfactory] where c = 67 in. ( distance from the extreme compression fiber to neutral axis at ij & Mn loads. ) 8u = 1.3 ln. (design displacement, assume 0.007hw as a conservative short cut, see ACI 318-11 21.9.6.2a. ) t: = (Pu I A) + CMu y II ) = 0.012 ksi. ( the maximum extreme fiber compressive stress at !?, & Mu loads. ) y = 432 ln. ( distance from the extreme compression fiber to neutral axis at ij & Mu loads. ) A = 5320 in2• ( area of transformed section. ) 1 = 330929434 in4. ( moment of Inertia of transformed section. ) Or the longitudinal reinforcement ratio at the wall end = 0.002 < 400 I fy [Satisfactory) HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. Theboundaryelementlength = MAX(c-0.1L,0.5c )= 33.66 in.(ACI318-1121.9.8.4) The maximum hoop spacing = MIN[ Bl3, 6~, 6. 4+(14-hx)l3) = 8 ln.o.c. ( ACI 318-11 21.6.4.2 & 21.9.8.5a) Ash, a DIR : (0.09 S he fe') lfyh = NIA in2 • Ash, L DIR = (0.09 She fe') lfyh = NIA in2• 26 of34 J I 1 ' Check existing footing capacity with increased base shear -shortest wall 1, Concrete Shear Wall AJe=IISERV"I:R'""-PCI:-::=-Pu"'"""bHC...,.,oo=cu=M=-e-""'1\XSerlet\P=--· ATTER-1\Projeclsl14oceHICalcs\CalcsiFlELDS-1.EC6 ENERCALC,INC.1983-2014, Buld:6.14.9.15, Ver.6.14.9.15 Wall #11 • Shortest Wall General Information Wall Material : Concrete Sds 0.7650 Wall Length Wall Height Wall Thickness Opening ID Distto Left Edge ?.330ft 20.0ft 6.0in Opening Width All units: Applied Distributed Vertical Loads Load Location (ft) Material Properties fc 2.50 ksi 60.0 ksi 150.0 pcf fy Density Ec Ev Phi· Shear Dist to Bottom 3,120.0 ksi 1,248.0 ksi 0.650 Opening Height ---- ft . . . : ' . ; Calculations per ACI318-11,1BC 2012,_~_!!C 2013, ASCE 7-10 Default Rebar Sizes & Spacing Vert. Bar Size # 4.0 Horiz Bar Size# 4 Min. Bar Cover 1.50 in Lateral Shear Distribution Pier Vert. Bar Spacing Horiz. Bar Spacing Flexibility Method : Piers Rigid, Using Relative Stiffness P1 I , , _________ !_. _____ , I 7'-4" ft ~...~ .•.. _ ---·· .... ------····--.... load Magnitude (kips) 15.0 in 15.0 in Start location End location Height of Application Dead load Roof Uve load live load Snow load 7.330 20.0 0.20 0.240 Applied Concentrated lateral Loads ---------------·---------------·------------------------------- Load "Y" Location (ft) 16.0 Load Magnitude (kips) Wind load Seismic Load Pier Force Distribution & Reinforcing Summary ·---------------------------- Pier load Combination Pierlnfo ---------sliearValues(kf& (psi)-----------------------Re~iR8qd in Pier ID for Maximum Shear Height Length Grp Vu vu phi • vc Note As-Horiz As· Vert P1 +1.200-+0.50L-+0.70S+E+1.60H ----19.99-~-1 -2.50--5.92 65.00 Vu<PhiVc/2,MinOnly 15414 > 2.881n2 4414 > 0.631n2 Detailed Pier Analysis Pier Pier Pier Vu ID Group % V Applied P1 1 1.000 2.50 Vu SelfWt 0.0 Vu From Govern Pier Nu Nu From Govern Above Vu Total LoadComb % Axial Applied Self Wt Above Nu Total LoadComb 0.0 2.50 +1.20D-+0.50L-+0.70S 0.000 4.574 13.193 0.0 17.767 +1.200+1.60Lr-+0.51 27 of34 I I • ' Wall #11 -Shortest Wall Footing Information Footing Dimensions Dist. Left Wall Length Dist. Right Total Ftg Length 5.0 ft 7.330 ft 5.0 ft --~17~.333 ft rc Fy File= IISERVER-PC\Publlc\DOCUME-1\XServer\PATTER-1\Projecls\14DCE&-1\Calcs\CalcsiFIELOS-1.EC6 ENERCALC,INC.1983-2014, Buld:6.14.9.15, Ver:6.14.9.15 2.50 ksi 60.0 ksi Rebar Cover Footing Thickness Width Max UNfactored Soil Pressures • '!! • 3.0in 12.0in 1.0ft Max Factored Soil Pressures @ Left Side of Footing .... governing load comb 1 ,891.45 psf +1.20D-+0.50L +0.70S-1.0E @ Left Side of Footing 970.47 psf .... governing load comb +D+Lr+H @ Right Side of Footing .... governing load comb Footing One-Way Shear Check ... w @ Left End of Footing w @ Right End of Footing vn * phi : Allowable Footing Bending Design ... Mu Ru As%Req'd As Req'd in Footing Width 1 ,891.33 psf @ Right Side of Footing 1 ,462.95 psf .... governing load comb +D-+0.70E+H +1.20D-+0.50L +0.70S+E+1.60H 77.932 psi 77.928 psi 85.0 psi @Left End 21.603 k-ft 296.334 psi 0.007122 in"2 0.7692 in"2 Overturning Stability ... Overturning Moment Resisting Moment Stability Ratio .... governing load comb @Right End 21.602 k-ft 296.318psi 0.007122 in"2 0.7692in"2 @Left End of Ftg 29.750 k-ft 78.313 k-ft 2.632: 1 +0.600-+0.70E+0.60H @ Right End of Ftg 29.750 k-ft 78.316 k-ft 2.632: 1 -+0.60D+0.70E+0.60H 28 of34 Check existing footing capacity with increased base shear -longest wall File= \\SERVER-PC\Publicl!iocUME--1\XSeMII\PA TTER·1\Projecls\14DCE&-1\Calcs\Calcslf1ELDS·1.EC6 Wall #17 -Longest Wall General Information Wall Material : Concrete Sds 0.7650 Wall Length Wall Height Wall Thickness Opening ID Dist to Left Edge 96.0ft 20.0ft S.Oin Opening Width Material Properties rc 2.50 ksi 60.0 ksi 150.0 pet fy Density Ec Ev Phi-Shear Dist to Bottom 3,120.0 ksi 1,248.0 ksi 0.650 Opening Height ENERCALC,INC. 1983-2014, 8'*1:6.14.9.15, Ver.6.14.9.15 Default Rebar Sizes & Spacing Vert. Bar Size# 4.0 Horiz Bar Size # 4 Min. Bar Cover 1.50 in lateral Shear Distribution Pier Vert. Bar Spacing Horiz. Bar Spacing 15.0 in 15.0 in Flexibility Method : Piers Rigid, Using Relative Stiffness ---,jL ~0 '.-P1 1 ;~ ,. ----------------------------~-~-!10_:1)_1!_~~--=---=--:-----_-_ -------------~' All units: ft Applied Distributed Vertical Loads --------Load Location (ft) Load Magnitude (kips) Start Location End Location Height of Application 20.0 Dead Load Roof Uve Load Live Load Snow Load ·-------~---·------------------------------·---·----0.0 96.0 0.20 0.240 0.0 0.0 Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Wind Load Seismic Load ------:1=6.--=-o------~o~.o-I 67.46 I Pier Force Distribution & Reinforcing Summary · Pier Load Combination Pier Info · ------siiearvalues (k) & (psi)---------Rebar Reqd in Pier ID for Maximum Shear Height Length Grp Vu vu phi * vc Note As -Horiz As -Vert P1 +1.20D..0.50L..0.70S->E+1.60H 19.99 96.00 67.40 12.19 112.91 Vu<Ph1Vc/2,Mln0nly 15-114 > 2.88 in2 42-114 > 8.291n2 Detailed Pier Analysis Pier Pier Pier Vu Vu Vu From Govem Pier Nu Nu From Govem 10 Group % V Applied Self WI Above Vu Total LoadComb %Axial Applied Self WI Above Nu Total LoadComb P1 1 1.000 67.40 0.0 0.0 67.40 +1.20D..0.50L..0.70S 0.000 59.904 172.714 0.0 232.618 +1.20D+1.60Lr..0.51 29of34 . . I 1 Concrete Shear Wall ...... : --Ale = liSERVER-PC\PubliciDOCUME-1\XSeMriPA TTER-1IP!ojacls\140CE&-1\Calcs\CIIcs\FIELDS-1.EC6 ENERCALC,INC.1983-2014, 8Wid:6.14.9.15, Ver:6.14.9.15 .. ,, . •: Description : Wall #17 -Longest Wall Footing Information Footing Dimensions Dis!. left Wall length Dis!. Right Total Ftg length Max Factored Soil Pressures @ left Side of Footing .... governing load comb @ Right Side of Footing .... governing load comb Footing One-Way Shear Check ... w @ left End of Footing vu @ Right End of Footing vn • phi : Allowable Footing Bending Design ... Mu Ru As%Req'd As Req'd in Footing Width 4.750 ft 96.0 ft 5.0 ft 105.750 ft fc Fy 2,658.98 psf +1.200+0.50l-+0.70S-1.0E 2,632.72 psf 2.50 ksi 60.0 ksi Rebar Cover Footing Thickness Width Max UNfactored Soil Pressures @ left Side of Footing 1 ,922.94 psf .... governing load comb +D+lr+H @ Right Side of Footing 2,111.97 psf 3.0in 12.0in 1.0ft +1.200+0.50l +0.70S+E+ 1.60H .... governing load comb +D-+0.70E+H 114.825 psi 120.766 psi 85.0 psi @left End 29.784 k-ft 408.566 psi 0.01018 in"2 1.099 in"2 Overturning Stability ... Overturning Moment Resisting Moment Stability Ratio .... governing load comb @RjghtEnd 32.648 k·ft 447.850psi 0.01131 in"2 1.221 in"2 @ Left End of Ftg 802.06 k·fl 5,666.24 k-ft 7.065 : 1 +0.600+0. 70E-+0.60H @ Right End of ftg 802.06 k-ft 5,690.71 k·fl 7.095: 1 +0.600+0.70E-+0.60H 30 of34 .. Typical Waft Checl< Code References Ale= \ISERVER-PC\Publlc\OOCUME-11i<SeMIIIPATTEfi:11P!ojed1114DCE8-1ICIIcs\Cales\FIELDS-1.EC6 ENERCALC,INC. 11J83.2014, 8Uid:6.14.9.15, Ver:6.14.9.15 . . ~ . ~ . . .. ·--·--·----·----------------------- Calculations per ACI318-11 Sec 14.8, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information __ ___;__ _ ____:; ___ _:__c__:c:..:_ ______________________ _ fc : Concrete 28 day strength = Fy : Rebar Yield = Ec : Concrete Elastic Modulus = A. : Lt Wt Cone Factor = Fr : Rupture Modulus = Max % of p balanced = Max PuiAg = fc * = Concrete Density = Width of Design Strip = One-Story Wall Dimensions 2.50 ksi 60.0 ksi 3,122.0ksi 1.0 375.0 psi 0.01129 0.060 '144.0 pcf 12.0 in A Clear Height = 16.0 ft B Parapet height = 4.0 ft Wall Support Condition Top & Bottom Pinned Vertical Loads Vertical Unijorm L9ads . . . (Applied per foot of Strip Width) Ledger Load Eccentricity 6. 7 50 in Concentric Load Lateral Loads Full area WINO load Fp =Wall wt. * 0. 3060 = DESIGN SUMMARY 15.0 psf 22.032 psf Wall Thickness Rebar at wall center Rebar • d" distance Lower Level Rebar ... BarSize # Bar Spacing T---~ ~ I -+---1 I r I ! i I i ! i l A I ! I t I 6.0 in 3.0 in 4 13.0 in ~ I -L---t~---·---~----~=-·- QI..;Jlaad 1.0 Lr : Roof Ljye 1.0 Wall Weight Seismic Load Input Method : SDS Value per ASCE 12.11.1 Sos 0.7650 Temp Diff across thickness = deg F Min AHow Out.of-Piane Deft Ratio = Ll 150.0 Minimum Vertical Steel% = 0.0020 Using Stiff. Reduction Factor per ACI R.10.12.3 --------------, ' ~! 1---i-· 1.. ' Floor Attachment U: Aoorlive ASCE seismic factors entered I ---l_~ ~ kilt kilt Results reported for "Strip Width" of 12.0 In Governing Load Combination ... Actual Values ... Allowable Values ... PASS MomentCapacHYCheck _______ ------------------ +1.20D+1.60Lr+0.50L +1.60H PASS Service Deflection Check +0+0. 750L +0. 750Lr+0.450W+H PASS Axial Load Check +1.200+1.60Lr+0.50L +1.60H PASS Reinforcing Umit Check PASS Minimum Moment Check +1.40D+1.60H -MaXimi.im-eenaln95tress.Ratio-=--o~ss13_____ --------------------··- Max Mu 1.575 k-ft Phi* Mn Min. Deft. Ratio 2,638.48 Max Allow Ratio Max. Deflection 0.07277 in Max. ADow. Deft. Max Pu I Ag 44.972 psi 0.06 * fc Location 15.733 ft Controlling Aslbd 0. 005128 Aslbd = 0.0 rho bal Mcracking Maximum Reactions ... Top Horizontal Base Horizontal Vertical Reaction 2.250 k-ft Minimum Phi Mn for Load Combination .... EOnly EOnly +0-+lr+H 2.312 k-ft 150.0 1.280 in 150.0 psi 0.01129 2.312 k-ft 0.2754 k 0.1652 k 3.440 k 31 of34 . . r:;:-. : Concrete Slender Wall -----File-= IISERVER-PC\Publlc\DOCUME-1IXSe!Yei'S'A TIER-1\Projecls114DCE&-11Calcs\C81cs\FIELDS-1.EC6 ENERCALC.INC.1983-2014, Build:6.14.9.15, Ver:6.14.9.15 Typical wan Check Design Maximum Combinations_: Moments __________________ -------------------·---------____________ _ Axial Load Load Combination Pu 0.06*fc*b*t Mer +1.400+1.60H at 15.47 to 16.00 0.000 +1.20D..0.50Lr+1.60L+1.60H at 15.47 to 16. 0.000 +1.20D+1.60L..0.50S+1.60H at 15.47 to 16.0 0.000 +1.200+1.60Lr..0.50L+1.60H at 15.47 to 16. 0.000 +1.20D+1.60Lr..0.50W+1.60H at 15.47 to 16. 0.000 +1.20D..0.50L+1.60S+1.60H at 15.47 to 16.0 0.000 +1.20D+1.60S..0.50W+1.60H at 12.80 to 13.3 1.822 +1.20D..0.50Lr..0.50L+W+1.60H at 11.20 to 1 2.460 +1.200..0.50L..0.50S+W+1.60H at 10.13 to 1C 2.052 +1.200..0.50L..0.20S-+E+1.60H at 9.07 to 9.6 2.145 ..0.90D+W..0;90H at 9.07 to 9.60 1.608 ..0.900-+E..0.90H at 8.53 to 9.07 1.643 _Design Maximum Combinations · Deflections 10.800 10.800 10.800 10.800 10.800 10.800 10.800 10.800 10.800 10.800 10.800 10.800 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 Mu 0.79 0.96 0.67 1.58 1.52 0.67 0.65 1.00 0.81 0.99 0.70 0.89 Axial Load Pu Moment Values Load Combination Mer Mactual -+O+H at 9.07 to 9.60 1. 787 -+O+L +H at 9.07 to 9.60 1. 787 -+O+Lr+H at 9.07 to 9.60 2. 787 -+0-+G+H at 9.07 to 9.60 1.787 -+0..0.750Lr..0.750L..rt at 9.07 to 9.60 2.537 -+0..0.750L..0.750S+H at 9.07 to 9.60 1.787 -+0..0.60W+H at 8.53 to 9.07 1.826 -+0..0.70E+H at 8.00 to 8.53 1.864 -+0..0.750L..0.750Lr..0.450W+H at 8.53 to 9.0 2.576 -+0..0. 750L ..0. 750S..0.450W-+H at 8.53 to 9.07 1.826 -+0..0.750L..0.750S-+0.525E+H at 8.00 to 8.53 1.864 ..0.60D..0.60W..0.60H at 8.00 to 8.53 1.118 ..0.60D..0.70E..0.60H at 8.00 to 8.53 1.118 D Only at 9.07 to 9.60 1. 787 Lr Only at 9.07 to 9.60 1.000 0.000 0.000 W Orlly at 7.47 to 8.00 0.000 E Only at 7.47 to 8.00 0.000 0.000 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 0.00 0.00 2.25 2.25 0.00 Reactions • Vertical & Horizontal Load Combination -+O+H Base Horizontal 0.0 -+O+L+H 0.0 -+O+Lr+H 0.1 -+0-+G+H 0.0 -+0..0. 750Lr..O. 750L +H 0.1 -+0..0. 750L ..0. 750S+H 0.0 -+0-+0.60W+H 0.1 0.33 0.33 0.67 0.33 0.59 0.33 0.56 0.73 0.74 0.50 0.62 0.43 0.61 0.33 0.33 0.00 0.00 0.42 0.62 0.00 Moment Values 0.6 * Phi Phi Mn As As Ratio mo bal 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 I gross 216.00 216.00 216.00 216.00 216.00 216.00 216.00 216.00 216.00 216.00 216.00 216.00 216.00 216.00 216.00 0.00 0.00 216.00 216.00 0.00 2.31 2.31 2.31 2.31 2.31 2.31 2.66 2.78 2.70 2.72 2.62 2.62 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.185 0.0051 0.0051 0.0051 0.0051 0.0051 0.0051 0.0051 0.0051 0.0051 0.0051 0.0051 0.0051 0.0113 0.0113 0.0113 0.0113 0.0113 0.0113 0.0113 0.0113 0.0113 0.0113 0.0113 0.0113 Stiffness Deflections I cracked I effective Deflection Deft. Ratio 12.64 12.64 13.44 12.64 13.24 12.64 12.68 12.71 13.27 12.68 12.71 12.10 12.10 12.64 12.01 0.00 0.00 11.18 11.18 0.00 162.000 162.000 162.000 162.000 162.000 162.000 162.000 162.000 162.000 162.000 162.000 162.000 162.000 162.000 162.000 0.000 0.000 162.000 162.000 0.000 Top Horizontal 0.04 0.04 0.07 0.04 0.06 0.04 0.08 0.032 0.032 0.064 0.032 0.056 0.032 0.054 0.070 0.073 0.048 0.060 0.041 0.057 0.032 0.032 0.000 0.000 0.037 0.055 0.000 6,013.3 6,013.3 2,984.5 6,013.3 3,417.2 6,013.3 3,553.8 2,741.3 2,638.5 3,960.4 3,179.3 4,664.6 3,360.0 6,013.3 6,047.9 0.0 0.0 5,166.5 3,517.5 0.0 Vertical @ Wall Base 2.440 2.440 3.440 2.440 3.190 2.440 2.440 32of34 .. . .,. ,----------------- ! Concrete Slender Wall Typical Wall Check Reactions -Vertical & Horizontal load Combination +0..0.70E+H +0-+0. 750l..O. 750lr-+0.450W+H +0-+0. 750l..O. 750S-+0.450W+H +0-+0. 750l..O. 750S-+0.525E+H ..0.600..0.60W..0.60H ..0.600..0.70E-+0.60H DOnly lr Only l Only s Only WOnly E Only HOnly Base Horizontal 0.2 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.2 0.0 -·--·-------------------------·-·---------·------- Top Horizontal Vertical @Wall Base 0.16 2.440 0.02 3.190 0.05 2.440 0.11 2.440 0.09 1.464 0.17 1.464 0.04 2.440 0.04 1.000 0.00 0.000 0.00 0.000 0.19 0.000 0.28 0.000 0.00 0.000 33of34 • • • • SUMMARY PAITERSON ENGINEERING, INC 4747 MISSION BLVD., SUITE 6 SAN DIEGO, CA 92 I 09 The existing concrete shear walls will adequatel resist a 25% increase in base shear a result of changing seismic risk category. Also, the existing c uous oo mg WI a equately resist the increase in overturning moment. No seismic upgrades are required for the in-plane shear walls. Out of plane, slenderness checks for the walls have also been checked. Out of plane anchorage and sub-diaphragm analysis have not been provided. It is anticipated that the change in seismic importance will require anchorage and lateral ties of the existing diaphragm. It is also anticipated that increased nailing of the diaphragm will be required in portions of the roof. 34 of34 ' ,. ,; .· STRUCTURAL CALCULATIONS Date: January 9, 2015 Project: Diaphragm and Out-of-Plane Wall To Roof Connections Fields Church 2265 Camino Vida Roble, Bldg. C Carlsbad, CA 92008 Client: Grupe Pacific 2333 State Street, Suite 200 Carlsbad, CA 92008 Architect: MPA Architects, Inc. 3578 30th Street San Diego, CA 92104 Note: These calculations are invalid unless bearing a wet stamp and signature 3578 30111 Street • San Diego, California 92104 • (619) 236-0595 • Fax (619) 236-0557 www.mpa-architects.com Project 14352 ~ ,..._ ~ ~ C/;JS85:Z7-- Governing Code: Construction Type: Occupancy Group: Concrete: Masonry: Mortar: Grout: Reinforcing Steel: Structural Steel: Welding: Bolts & Threaded Rod: Sawn Lumber: Solid Web Joists: Open Web Joists: Manufactured Lumber: TJ Shear Panels: Steel Strong-Walls: Wood Strong-Walls: Glulams: Soil: Soils Report By: DESIGN CRITERIA California Building Code, 2013 Edition Type V (B) A-3 F'c = 2500 psi, No Special Inspection Required (U.N.O.) ASTM C90, F'm = 1500 psi, Special Inspection Required (U.N.O.) ASTM C270. F'c = 1800 psi, TypeS ASTM C476, F'c = 2000 psi ASTM A615, Fy = 40 ksi for#3 and smaller ASTM A615, Fy = 60 ksi for#4 and larger (U.N.O.) ASTM A992, Fy = 50 ksi (All W Shapes and Plates) ASTM A36, Fy = 36 ksi (Angles and Channels) ASTM A500, Grade B, Fy = 46 ksi (Structural Tubes-HSS) ASTM A53, Grade B, Fy = 35 ksi (Structural Pipe)) E70-T6-TYP, for structural steel E90 Series for A615 Grade 60 Reinforcing Bars Shop welding to be done in an approved fabricator's shop Field welding to have continuous special inspection All welding shall be done by certified welders ASTM F1554 D.F. Larch, Allowable Unit Stress Per C. B.C., Current Edition ilevel Trus-Joist, ICC ES ESR-1153, ICC ES ESR-1387 ilevel Trus-Joist, ICC ES ESR-1774 ilevel Trus-Joist, ICC ES ESR-1387 (Parallams, Microllams & Timberstrand) ilevel Trus-Joist, ICC ES ESR-1281 Simpson Strong-Tie, ICC ES ESR-1679 Simpson Strong-Tie, ICC ES PFC-5485, ICC ES ER-2207 Douglas Fir or Douglas Fir/Hem (24F-V4 Simple spans, 24F-V8 Cantilevers) Allowable Bearing Pressure = 1500 psf Active Soil Pressure = 35 pcf Passive Soil Pressure = 100 pcf Soil Density = 110 pcf Coefficient of Friction = 0.25 psf Natural Undisturbed Earth . ··-·----···--------:1:---------1! i ;~ i" ""~ "4-JZirJ~~, , ........ : .. '2:17~-~~'· .... :_'t ~S~'····t··~·"···~; .. L .. ;_ .!-"·" ." Yi:t.~~~tJ~:,·.~--td,~ ~f?J!~~~JQ.4 ..• "" ·" · "~J~2. lfcl/~~ -~-~t~t .,~ :. '1L~~-'~!'~. ~ lZJf -~~ft~L~~~fS ¢ ;"} . ! i ' ; ! . -... · . I .. -.· , .. c • .... • -" .... -., ·+·· .. . . . .. 33,.'2:&.L ... . . . ~~ l1~. . .. .. )l~. 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We~~~-~~B~---' ~-~\»$-ttLE.J.1.:J.J .. . Pat~E\-,..--~----:-~8M~~~~~ ; ' . ' ·r ~ro··~-T~r7<J·~-·v:.,4·tf· ·) ~' .. f-' .. ?~~4.--a.,J .. +bt v~~L~LL~~~~-ti5 :. .. •. . . . ... . . . . ~ .\?in.. .. £\Sce. ~}·t~ ,\IJ&\.1l .. t:I .. ~~ ;To. . • . : . .l . : .. '· : • : ,;1 \ . . .. . . . . ··'···· :Qtf."s· ~.~r~~:~--~ -l'i:to..-4l~-~~t~(:,:: ...... : -fu(t~'tt'f$· .ME-~~-~ -%~6\\ ·*: .; ..... . ..... f~.\l .. Ll)£_. ~fl'-~ ~~J4~ .. -.$~ . · · · q·~ 1--~ f 'FRirC ~~:r it~~1t~~~ifiJt·,4lf _,,-~, ·~-~" ---r··--· ''"' ·~' ., --·-'"'"'~-~-..... [~·---··'· l ' ' ' ·"-·:.:··· .·:··~lb~~·T;:;rJ~; .. ~~~~i.Jk4~.~~ -~dl6(!~.~··· · ... , ... pG:.~~JJJ"iJ~~.kL1~~1Th~&4~.L ... : __ 1 .•.... J _ ' .. C~-~-.~ .. ·-~~-~ cEL.~~~-~~~tet.a~~'l~tf ...... · ····T··-~;-·r·':)··{·Z,~4.;f1~(,;;\·;;· :1.(;~)1·· ·• . '·-···· . ~~l'!.f , ~~, ~~c1 t5 -: --~-. ····-· ··~----~~ .. ~-~-,~--:~---·---~-~-' I -a a W' ·1· .-+•· .f\£~~~~-~ .. r:. I>~l:f):~~ J.r'tLO}!-JtJ~~~I"~.· _· ~-.. , . ····-~·_, __ ....... --~,,,~· .. ~ ~~~~~··-a . ; __ ~~q-~ ~-wB+C:!.l .... .. ·'"·"'~ ( __ ,.~,, :·-'"' ~-+" o--,•l'"'•-~ ,._~~'""•<-''~-~-~ "'~ ;~ ·---•··1«-·-•"'-l.-~-~--~ -j j t~lt~ "= · L~ k ~&i.rf.Mf~ - . . ·• . ;'"l''''-ti· . ··tlPti·&:·$:=P L .. •· ·;\~-~ J~t :f(eG '? www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier"s comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] 1:11s•• Profis Anchor 2.4.9 Page: 10 Project: Sub-Project I Pos. No.: (E) Rafter to Wall Con 1/8/2015 HIT-HY 200 +HAS 5/8 het,act = 4.500 in. (het,lirm =-in.) 5.8 ESR-3187 5/1/201413/1/2016 design method ACI 318-11/ Chern Date: - (Recommended plate thickness: not calculated) no profile uncracked concrete, 2500, fc' = 2500 psi; h = 6.000 in., Temp. short/long: 32/32 oF hammer drilled hole, installation condition: dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or< No. 4 bar Tension load: yes (0.3.3.4.3 (d)) Shear load: yes (0.3.3.5.3 (a)) z: ' ~t ' ' ' 0 0 0 ' ' ' .... 'X -'j-- Input data and resutts must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan -.hilti.IUI Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Page: Project: Sub-Project I Pos. No.: Date: 1:1151fl Profts Anchor 2.4.9 11 (E) Ratter to Wall Con 118/2015 Anchor Tension force Shear force Shear force x Shear force y 1 3473 0 0 0 max. concrete compressive strain: -[%.] max. concrete compressive stress: -(psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (xly)=(0.000/0.000): 0 [lb] 3 Tension load Load Nuo [lb] Capacity tNn [lb] Utilization (IN • Nu.ltHn Steel Strength* Bond Strength** Sustained Tension Load Bond Strength* Concrete Breakout Strength** 3473 3473 N/A 3473 • anchor having the highest loading ••anchor group (anchors in tension) 3.1 Steel Strength N11 = ESR value fN-:tNu1 Variables n 1 Calculations N11 [1b] 16385 Results Noa[lb] 16385 refer to ICC-ES ESR-3187 ACI 318-11 Table 0.4.1.1 A..,N[in.~ futa [psi] 0.23 72500 !N..[Ib] 10650 Input data and ..ula mUll be checked lor -a-ment wllh 11111 ullllng conclllona ll1d lor pleUIIbllltyl PROFIS Anchor ( c) 2003-2009 Hilll AG, FL-11494 Schlan Hilll ia a registered Tl'lldemark ol Hlltl AG, Schaan 10650 33 6477 54 N/A NIA 5584 63 Nua [lb] 3473 Status OK OK N/A OK www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 3.2 Bond Strength Na = (~0) 'lfed.Na 'lfcp,Na Nba Page: Project Sub-Project I Pos. No.: Date: ACI318-11 Eq. (D-18) I:IISIIIII Profis Anchor 2.4.9 12 (E) Rafter to Wall Con 1/8/2015 $ Na ~ Nua ACI318-11 Table 0.4.1.1 ANa =see ACI 318-11, Part 0.5.5.1, Fig. RD.5.5.1 (b) ANaO = (2 ~.)2 ~. =10d~ a 1100 'lfec.Na = ( 1 + 1 e~ ) S 1. 0 CNa 'lfed,Na = 0. 7 + 0.3 c~:n) S 1.0 = MAX(ca.min ~.) s 1 0 \V'cp,Na Cac ' Cac . Nba = Aa · "tk,c · UN,sais · Kbond · 1t · da · her Variables "tk,c,uncr [psi] d. [in.] her [in.] 1880 0.625 4.500 ec1.N (in.] ec2,N [in.] C.c [in.] 0.000 0.000 10.194 Calculations CNa [in.] ~.[in.2] ~.o [in.2] 8.133 264.59 264.59 llfec1,Na ~ec2.Na ~ceE.Na 1.000 1.000 1.000 Results Na [lb] Qlbond $seismic 13286 0.650 0.750 3.3 Concrete Breakout Strength (ANc) Ncb = ANcO 'lfed,N 'lfc.N 'lfcp,N Nb $Ncb~ Nua ANc see ACI 318-11, Part 0.5.2.1, Fig. RD.5.2.1 (b) ANcO = 9 h~r 'lfec.N: (1 +~eN) S 1.0 3 her '1/ed,N = 0. 7 + 0.3 ( ~·5~:) S 1.0 = MAX(C..min 1.5het) S 1_0 'lfcp,N C. ' C Nb = kc Aa -.R;, hc!i5 ac Variables her [in.] ec1.N (in.] 4.500 0.000 Cac [in.] kc 10.194 24 Calculations ~c[in.2] ANc0 [in.2] 182.25 182.25 Results Ncb (lb] $concrete 11455 0.650 ec2,N [in.] 0.000 Aa 1.000 'lfec1,N 1.000 $seismic 0.750 ACI318-11 Eq. (D-20) ACI318-11 Eq. (D-21) ACI 318-11 Eq. (D-23) ACI318-11 Eq. (D-25) ACI 318-11 Eq. (D-27) ACI318-11 Eq. (D-22) Ca,min [in.] 24.000 Kbond 1.00 ~ed.Na 1.000 Nba (lb] 13286 Q>nonductile 1.000 ACI 318-11 Eq. (D-3) ACI318-11 Table 0.4.1.1 ACI318-11 Eq. (D-5) ACI318-11 Eq. (D-8) ACI 31 B-11 Eq. (D-10) ACI318-11 Eq. (D-12) ACI318-11 Eq. (D-6) Ca.rrin [in.] 24.000 fc [psi] 2500 'lfec2.N 1.000 pnonductile 1.000 Input data and results must be checked for agneement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan "tk,c [psi] 1880 Aa aN,seis 1.000 0.800 p Na [lb] Nua (lb] 6477 3473 ~c,N 1.000 11/ed,N ~cp,N 1.000 1.000 11455 p Ncb (lb] Nua (lb] 5584 3473 www.hiltl.us Company: Specifier: Address: Phone I Fax: E-Mail: 4Shearload Page: Project: Sub-Project I Pos. No.: Date: 1:115•• Profta Anchor 2.4.9 13 (E) Rafter to Wall Con 118/2015 Load V,. [lb] Capacity +V n [lb] Utilization Pv = V.J+Vn Status Steel Strength* Steel failure (with lever arm)* Pryout Strength (Bond Strength controls)* Concrete edge failure in direction ** NIA NIA NIA NIA *anchor having the highest loading **anchor group (relevant anchors) 5Warnlngs NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The ell factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall setisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). • Part D.3.3.4.3 (b) I part D.3.3.5.3 (a) requires that the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) I part D.3.3.5.3 (b) waives the ductility requirements and requires that the anchors shall be designed for the maximum tension I shear that can be transmitted to the anchors by a non-yielding attachment Part D.3.3.4.3 (d) I part D.3.3.5.3 (c) waives the ductility requirements and requires the design strength of the anchors to equal or exceed the maximum tension I shear obtained from design load combinations that include E, with E increased by no. • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! Input data and mulls mUll be checked for~ with the existing conditions and for plausibllltyl PROFIS Anchor (c) 2003-2008 Hllti AG, FL-8484 Schun Hlltlla a reglstenld Trademark of Hlltl AG, Schun www.hlltl.us Company: Specifier: Address: Phone I Fax: E-Mail: 6 Installation data Anchor plate, steel: - Profile:- Hole diameter in the fixture: - Plate thickness (input): - Recommended plete thickness: - Cleaning: Premium deaning of the drilled hole is required Coordinates Anchor ln. Anchor x y c.. C..x c., c+J 1 0.000 0.000 24.000 24.000 60.000 48.000 7 Remarks; Your Cooperation Duties Page: Project: Sub-Project I Pos. No.: Date: 1:115~1 Profls Anchor 2.4.9 14 (E) Rafter to Wall Con 1/812015 Anchor type and diameter: HIT-HY 200 + HAS 5/8 Installation torque: 720.001 in.lb Hole diameter In the base material: 0. 750 in. Hole depth in the base material: 4.500 in. Minimum thickness of the base material: 6.000 in. o Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product The results of the calculations carried out by means of the Software are based essentit~IIY on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and deared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. o You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data ltld ruu1ta must be c:hecked for 11g1aanent with the exllting conc111on1 1nd for piiUiibilltyl PROFIS Anchor ( c) 2003-2009 Hllll AG, FL-94114 Sclllln Hlltlla I reglaletld Tl'lllllmllrk of Hiltl AG, Schlln www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] HIT-HY 200 +HAS 5/8 het,opli = 4.016 in. (het,fimit = 4.500 in.) 5.8 ESR-3187 5/1/2014 13/1/2016 design method ACI 318-11 I Chern Page: Project: Sub-Project I Pas. No.: Date: - (Recommended plate thickness: not calculated) no profile 1:11s•• Profis Anchor 2.4.9 15 Purl in to Wall Conn 1/8/2015 uncracked concrete, 2500, fc' = 2500 psi ; h = 6.000 in., Temp. short/long: 32/32 oF hammer drilled hole, installation condition: dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (0.3.3.4.3 (d)) Shear load: yes (0.3.3.5.3 (a)) z: ' ' ' :!J ' ' ' Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan . ' ' Www.hllti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Page: Project: Sub-Project I Pos. No.: Date: t:IIS.I Profts Anchor 2.4.9 16 Purlin to Wall Conn 1/6/2015 Anchor Tension force Shear force Shear force x Shear force y 1 4629 0 0 0 max. concrete compressive strain: -[%.] max. concrete compressive stress: -[psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Load N .. [lb] Capacity +Nn [lb] Utilization liN • N..f+Nn Steel Strength* Bond Strength** Sustained Tension Load Bond Strength* Concrete Breakout Strength** 4629 4629 N/A 4629 *anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N81 = ESR value !j>N-:!::Nua Variables n 1 Calculations N18 [lb] 16385 Results N18 [lb] 16385 refer to ICC-ES ESR-3187 ACI 318-11 Table 0.4.1.1 fu~a [psi] 0.23 72500 fnonductlle 0.650 1.000 !j>N18 [Ib] 10650 Input data IUld I1IIUIIs mUll be checked for aur-nent with lhe existing conditions and for plaullbllllyl PROFIS Anchor ( c) 2003-2009 HHti AG, FL-9494 Sc:hUn Hllll is a regis-Trademark of Hllli AG, Schaan 10650 44 5745 81 N/A N/A 4664 100 Nua [lb] 4629 Status OK OK N/A OK . ' . 1:11·· • I www.hilti.us Profia Anchor 2.4.9 Company: Page: 17 Specifier: Project: Purtin to Wall Conn Address: Sub-Project I Pos. No.: Phone I Fax: Date: 1/8/2015 E-Mail: 3.2 Bond Strength N. = (~) ljlod,Na ljlcp,Na Nbo ACI 318-11 Eq. (0-18) cp Na 0!: Nua ACI 318-11 Table 0.4.1.1 ~ =see ACI318-11, Part 0.5.5.1, Fig. RD.5.5.1(b) ~aD = (2 Ctla)2 AC1318-11 Eq. (0-20) Ctla =10d ~ ACI318-11 Eq. (D-21) 8 1100 ljlac,Na = ( 1 +1~) s 1.0 ACI318-11 Eq. (0-23) ljlod,Na = 0.7 + 0.3 (~") s 1.0 ACI318-11 Eq. (0-25) = MAX(C.,rrin Ctla) S 1.0 ljlcp,Na C.c ' Cac ACI318-11 Eq. (0-27) Nbo = Aa · 'tk,c · CLN,seis • 1Cbond • 7t • da ' her AC1318-11 Eq. (D-22} Variables 'tk,c,uncr (psi) d8 [in.) her[in.) C.,rrin [in.) 'tk,c (psi) 1880 0.625 4.016 24.000 1880 ec1,N [in.) ea,N [in.) Cac [in.) 1Cbond Aa llN,oelo 0.000 0.000 8.342 1.00 1.000 0.800 Calculations CNa [in.) ~[in?) ~aa [in.2) :2od,Na 8.133 264.59 264.59 1.000 :2ec1,Na :2oc2,Na lj/cp,Na Nba [lb) 1.000 1.000 1.000 11784 Results N1 [1b) !bond !-.nc !ncnduclllo i N8 [lb) N,.Pbl 11784 0.650 0.750 1.000 5745 4629 3.3 Concrete Breakout Strength Ncb = (~) lj/od,N ljlc,N lj/cp,N Nb AC1318-11 Eq. (0-3} cp Ncb 0!: Nua AC1318-11 Table 0.4.1.1 ~c seeACI318-11, Part0.5.2.1, Fig. RD.5.2.1(b} ~ =9h~ ACI318-11 Eq. (0-5} lj/ec.N = { 1 + ~ eN) S 1.0 ACI318-11 Eq. (0-8) 3 h., lj/od,N : 0.7 + 0.3 ( ~~:,) S 1.0 ACI 318-11 Eq. (0-10} = MAX(C.,rrin 1.5her) s 1 0 ljlcp,N C.c ' C.c · ACI318-11 Eq. (0-12) Nb = kcA.a ~h!;5 AC1318-11 Eq. (0-6} Variables h01 [in.) ec1,N (in.) ea,N [in.) C.,rrin [in.) :2c,N 4.016 0.000 0.000 24.000 1.000 C.c [in.) kc Aa fc [psi] 8.342 24 1.000 2500 Calculations ~[in.~ ~cO[in.2) ~oc1,N ~ec2,N ~od,N ~,N Nb[lb) 143.36 143.36 1.000 1.000 1.000 1.000 9568 Results Ncb[lb) !concreiB ........ c !nonduclllo ! Ncb [lb) Nua [lb) 9568 0.650 0.750 1.000 4664 4629 Input data and results mUll be checked for agreement wilh the exlsllng conditions and for plausibility! PROFIS Anchor ( c} 201)3..2008 Hllll AG, FL-9494 Schaan Hllllls a registered Trademark ol Hllll AG, Schaan . ' . -.hlltl.us Company: Specifier: Address: Phone I Fax: E-Mail: 4 Shear load Page: Project: Sub-Project I Pos. No.: Date: t:IIS;;t Profla Anchor 2.4.9 18 Purlin to Wall Conn 118/2015 Load Vuo [lb] Capacity tV n [lb] Utilization Pv = V ..JtV n Status Steel Strength* Steel failure (with lever arm)* Pryout Strength (Bond Strength controls)* NIA NIA NIA Concrete edge failure in direction ** NIA • anchor having the highest loading **anchor group (relevant anchors) 5 Warnings NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The <II factor Is increased for non-steel Design Strengths exoept Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). • Part D.3.3.4.3 (b) I part D.3.3.5.3 (a) requires that the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) I part D.3.3.5.3 (b) waives the ductility requirements and requires that the anchors shall be designed for the maximum tension I shear that can be transmitted to the anchors by a non-yielding attachment Part D.3.3.4.3 (d) I part D.3.3.5.3 (c) waives the ductility requirements and requires the design strength of the anchors to equal or exceed the maximum tension I shear obtained from design load combinations that include E, with E increased by no. • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! Input data and mulls must be checklld for av-nent with the axilling condlllona lll'ld for ~lltyl PROFIS Anchor ( c) 201)$.2009 Hllti AG, FL·Il41l4 Schun Hllli Is a regllt8red Tllldematk of Hllli AG, Schaan ... www.hiltl.us Company: Specifier: Address: Phone I Fax: E-Mail: 6 Installation data Anchor plate, steel: - Profile:- Hole diameter in the fixture: - Plate thickness (input): - Recommended plate thickness: - Cleaning: Premium cleaning of the drilled hole is required Coordinates Anchor in. Anchor x 1 0.000 Ko c.,. 14x c~ C, 0. 0 24.000 24.000 60. 00 48.000 7 Remarks; Your Cooperation Duties Page: Project: Sub-Project I Pos. No.: Date: •=,,s•• Profts Anchor 2.4.9 19 Purlin to Wall Conn 1/8/2015 Anchor type and diameter: HIT -HY 200 + HAS 5/8 Installation torque: 720.001 in.lb Hole diameter in the base material: 0.750 in. Hole depth in the base material: 4.016 in. Minimum thickness of the base material: 5.516 in. • Any and all information and date contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results mUit be Checked lor agN8IMIII with the exllling conditions and for plausibility I PROFIS Anchor ( c) 2003-200a Hilli AG, FL-9494 Sc:hloan Hilli Is 1 registered Tradlmark of Hllli AG, Schaln I .-- •' .-. .. ": -·· .. . - -. r~zmwmr . ~·. ~ .. • "r · .• ..... ·. AI Patterson Engineering PROJECT Fields Church: X-direction PAGE 4655 Cass St Suite 404 CLIENT: DESIGN BY San Diego CA 92109 JOB NO.: DATE: REVIEW BY Seismic Analysis Based on 20121BC (Equivalent Lateral Force Procedure, ASCE 7-2010} INPUT DATA DESIGN SUMMARY Typical floor height h= 16 ft Total base shear Typical floor weight w = . 1210 kips v = 0.16 W, (SO) = 193 k, (SO) Number of floors n= 1 = 0.11 W, (ASD) = 138 k, (ASD) Importance factor (ASCE 11.5.1) le = 1.25 Seismic design category = D Design spectral response Sos= 0.765 g hn = 16.0 ft So,= 0.437 g W= 1,210 k Mapped spectral response s, = 0.414 g k = 1.00 . (ASCE 12.8.3, page 91) The coefficient (ASCE Tab 12.8-2) c.= 0.02 DN.jlk = 19,360 The coefficient(ASCE Tab. 12.2.1) R= 6 X= 0.75 , (ASCE Tab 12.8-2) T. = C.(hn)x= 0.16 Sec. (ASCE 12.8.2.1) VERTICAL DISTRIBUTION OF LATERAL FORCES Level Lew! Floor to floor Height Weight lateral fors @ H!<h !gvel (;!iaghragm force No. Name Height h, Wx w,h." Cvx F, v. O.M. l:F, l:W, F"" ft ft k k k k-ft k k k 1 Roof 16.0 1,210 19,360 1.000 192.8 192.8 1,210 231 16.00 192.8 Ground 0.0 3,086 Patterson Engineering PROJECT Fields Church: ¥-direction PAGE 4655 Cass St Suite 404 CLIENT: DESIGN BY San Diego CA 92109 JOB NO.: DATE: REVIEW BY Seismic Analysis Based on 20121BC (Equivalent Lateral Force Procedure, ASCE 7-2010) INPUT DATA DESIGN SUMMARY Typical floor height h= 16 ft Total base shear Typical floor weight w,.= 1144 kips v = 0.16 W, (SD) = 182 k, (SD) Number of floors n= 1 = 0.11 W, (ASD) = 130 k, (ASD) lmportancefactor(ASCE 11.5.1) le = 1.25 Seismic design category = D Design spectral response Sos= 0.765 g hn = 16.0 ft So1 = 0.437 g W= 1,144 k Mapped spectral response S1= 0.414 g k = 1.00 • (ASCE 12.8.3, page 91) The coefficient (ASCE Tab 12.8-2) C,= 0.02 »N.}Ik = 18,304 The coefficient(ASCE Tab. 12.2.1) R= 6 X= 0.75 , (ASCE Tab 12.8-2) Ta = C,(hn)x= 0.16 Sec, (ASCE 12.8.2.1) VERTICAL DISTRIBUTION OF LATERAL FORCES level level Floor to floor Height Weight b!@ral fm:ce@ ych level Dial!hmgm f2rce No. Name Height h, w, w,h/ c., F, v, O.M. LF, "l:W, FP' ft ft k k k k-ft k k k 1 Roof 16.0 1,144 18,304 1.000 182.3 182.3 1,144 219 16.00 182.3 Ground 0.0 2,917 I Patterson Engineering 4656 Cass st. Suite 404 San Diego CA 92109 PROJECT : Flelds Church CLIENT: JOB NO.: , Based on ASCE 7-2010 INPUT DATA Exposure category (B, corD, ASCE 7-10 26.7.3) Importance factor (ASCE 7-10 Table1.5-2) Basic wind speed (ASCE 7-10 26.5.1 or20121BC) Topographic factor (ASCE 7-1 o 26.8 & Tallie 26.8-1) Buiding height to eave BuHding height to ridge Building length Bunding width Effective area of components (or Solar Panel area) DESIGN SUMMARY Max horiZontal force normal to building length, L, face Max horiZontal force normal to buHdlng length, B, face Max total horizonlal torsional load Max total u ward force ANALYSIS Velocjty !!fillY[! lit. = o.oo256 K, K.t K.. v• lw = v = Kzt = he= h, = L = B= A= 20.14 psf DATE: B 1.00 for all Category 115 mph 1 Flat 5.5 ft 14.5 ft 223 ft 120 ft 0 ff PAGE DESIGN BY REVIEW BY l .· I ) ..... I' l' 51.74 kips, SO level (LRFD level), Typ, 19.20 kips 268.30 fl.kips 428.18 . s Seismic Governs where: qh =velocity pressure at mean roof height h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) ~=velocity pressure exposure coefficient evaluated at height h, (Tab. 28.3-1, pg 299) 0.70 0.86 10.00 ft K, =wind directionality factor. (Tab. 28.6-1, for buftding, page 250) h = mean roof height ·······-····-··------- < 60 It, [Satisfactory] < Min (L, B), [Satisfactory) (ASCE 7-10 26.2.1) (ASCE 7-10 26.2.2) Qnlgn pmsurea for MWFRS P = qh [(G c"' )-(G cp1)] whare: p =pressure In appropriate zone. (Eq. 28.-4-1, page 298). Pmin = 16 psf(ASCE 7-10 28.4.4) G c.,= product of gusteffectfactorand extemal pressure coelficien~ see table below. (Fig. 28.4-1, page 300 & 301) G c. 1 = product of gust effect factor and internal pressure coefficient(Tab. 26.11-1, Enclosed Building, page 258) 0.18 or .0.18 ' a =width of edge strips, Fig 28.4-1, note 9, page 301, MAX{ MIN(0.1 B, 0.1 L, 0.4h), MIN(0.04B, 0.04L), 3) = 4.80 It Net Prvssurea (paf), Basic Load caaea Net Prasauras (paf), Torsional Load Ca ••• Roof anjjlell -8.53 Root a leO= 0.00 RoofanilleO = 8.53 Surface Net Pressure with GCpt (+GCp,) (-GCp1) Surface GCpr Net Pressure wfll1 Gc., Net Pressure wfll1 (+G~,) (-GCp 1) (+GC.,) (-GCp,) 1 0.43 5.05 12.30 .0.45 -12.69 -5.44 1T 0.43 1.26 3.08 2 -0.69 -17.53 -10.27 -0.69 -17.53 -10.27 2T -0.69 -4.38 -2.57 3 -D.40 -11.60 -4.35 -o.37 -11.08 -3.83 3T -o.40 -2.90 -1.09 4 -D.32 -10.13 -2.88 -o.45 -12.69 -5.44 4T -D.32 -2.53 -o.72 5 0.40 4.43 11.68 Roofan leO = 0.00 Surface Gc., Net Pressure wfll1 (+GC.,)I (-GC.,) 6 .0.29 -9.47 -2.22 1E 0.65 9.56 16.81 -o.48 -13.30 -6.04 2E -1.07 -25.18 -17.93 -1.07 -25.18 -17.93 5T 0.40 1.11 2.92 3E -0.57 -15.06 -7.81 -o.53 -14.30 -7.05 6T -0.29 -2.37 -0.55 4E -0.48 -13.28 -6.03 -o.48 -13.30 -6.04 SE 0.61 8.66 15.91 6E -o.43 -12.29 -5.04 Load Case A (Transverse) Load Case B (Longitudinal) Load Case A (Transverse) Load Case B (Longitudinal) _T or~iona.LJ,.oad. C..QJ>.!'.~ :--.-.. ,;, .... · ... .;.:· ' . . : .... ~.~~ •.. •. • • .... ..... ·' -:: ... . ... . ·.• .. •. ... . ~ . \ .· ... ·· ~·.-:. "\ .. · .... ' .·. · . . ·· I • • • '~·S,k~}t::rlPi i¥ttD ·---· -t-_; ____ _ · -.~ D £~t\tt~tr •v1:····- ··-· ~~ '*"'W$T\lt \ ... ,. '~-~--~t:<6·l··--+~--·.t j~e3B~~J _,':)e. . . .. . II .., , \ ARCHITECTURE ENGfNEERING 8 U I L D AND GREEN Structural Calculations For: The Fields Church San Diego, California November 2, 2015 .. / 2900 4TH AVE, SUITE 100 SAN DIEGO, CA 92103 (619) 255-7257 1 Design Loading Floor /Stage Load (PSF) Single ply membrane/Finish 1 (2) 1/2" Plywood 3.5 Roof Joist Beam (24" O.C. ) 4.5 12" Loose Cellulose Insulation 1.75 5/8" Gyp. Board 2.75 Mjsc. 1.5 D.l 15 PSF L.L(Roof-Reducible) 20 PSF l.l ( Stage/Ramp ) 100 PSF WALL LOADS, INTERIOR TYPICAL (PSF) 2X6 Stud @16" O.C. 1.7 1/2" Plywood 1.7 6" Loose Cellulose Insulation 0.9 1/2" Gyp. 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I l I I I I I l ! f I I I i I I 1 '} ' ., Description : @16") CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 · Material Properties 4 Project Title: En9ineer: Project Oeser: Project 10: Analysis Method: Allowable Stress Design Fb-Tension 1,300.0psi 1,300.0psi 925.0psi 625.0psi 170.0psi 675.0psi E: Modulus of Elasticity Load Combination :ASCE 7-1 0 Fb -Compr Fe-Prll Wood Species : Douglas Fir-Larch (North) Fe-Perp Wood Grade : No.1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2x6 2x6 2x6 Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Density 30.580pcf --. . .. -----l 2x6 Span= 5.0ft Span = 5.0 ft Span = 5.0 ft Span = 2.50 ft I ····------·---·---.. ·--·-------··---·--·--·-·---·-··--·------·-·--· -·-· -·--·-·--·------· ·----··-·-·----· -· ·-·--·--. -------·-----------·---___ j Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = 0.020, L = 0.1330 klft DESIGN SUMMARY r;l Maximum Bending Stress Ratio Section used for this span ----------· ------= 0.4541 2x6 i fb: Actual = 767.37psi Maximum Shear Stress Ratio Section used for this span tv: Actual = 1,690.00psi FB : Allowable Load Combination Location of maximum on span Span #where maximum occurs +D~ -+H, LL Comb Run [Jchlft = Span#4 Maximum Deflection Max Downward Transient Deflection 0.129 in Ratio= Max Upward Transient Deflection -0.072 in Ratio= Max Downward Total Deflection 0.139 in Ratio= Max Upward Total Deflection -0.063 in Ratio= Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 462 832 432 958 . ·---~------------------------~------------------------·---------------------~------ Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M v cd CFN Ci Cr Cm C I CL M lb +0-+H Length = 5.0 It 1 0.061 0.067 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.06 93.48 Length = 5.0 It 2 0.061 0.067 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.06 93.48 Length= 4.937 It 3 0.067 0.067 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.06 101.83 Length = 2.563 It 4 0.071 0.067 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 +D+L -+H, LL Comb Run (***L) 1.300 1.00 1.00 1.00 1.00 1.00 Length= 5.0 It 1 0.081 0.082 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.09 137.45 Length = 5.0 It 2 0.081 0.082 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.09 137.45 Length = 4.937 It 3 0.444 0.167 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.47 750.76 Length = 2.563 II 4 0.454 0.340 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.48 767.37 = 0.442:1 2x6 = 75.13psi = 170.00psi +D+l-+H, LL Comb Run (LL *L) = 4.557ft = Span#1 ---------------------------. _j Shear Values F'b v fv F'v 0.00 0.00 0.00 0.00 1521.00 0.06 10.28 153.00 1521.00 0.05 10.28 153.00 1521.00 0.05 10.28 153.00 1521.00 0.05 10.28 153.00 0.00 0.00 0.00 0.00 1690.00 0.08 14.00 170.00 1690.00 0.08 14.00 170.00 1690.00 0.16 28.43 170.00 1690.00 0.32 57.88 170.00 ,.,. , <1. '' 5 • Title Block Line 1 Project Title: You can change this area En9ineer: Project ID: using the 'Settings' menu nem Project Oeser: and then using the 'Printing & nle Block' selection. LineS Wood ~Seam Description : (2x6@16") Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M v cd CFN Cj Cr Cm C I CL M fb F'b v fv F'v +O+L<+I, LL Comb Run (*"1..*) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.062 0.049 1.00 1.300 1.00 1.00 1.00 1.00 1.00 O.o7 105.11 1690.00 0.05 8.26 170.00 Length = 5.0 ft 2 0.242 0.381 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.26 409.26 1690.00 0.36 64.78 170.00 Length = 4.937 ft 3 0.305 0.381 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.33 516.13 1690.00 0.36 64.78 170.00 Length = 2.563 ft 4 0.064 0.381 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 1690.00 0.28 64.78 170.00 +O+L <+!, LL Comb Run (*"LL) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.050 0.055 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.05 84.53 1690.00 0.05 9.27 170.00 Length = 5.0 ft 2 0.138 0.268 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.15 233.39 1690.00 0.25 45.64 170.00 Length = 4.937 ft 3 0.427 0.412 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.46 722.24 1690.00 0.39 70.11 170.00 Length = 2.563 ft 4 0.454 0.412 1.00 1.300 tOO 1.00 1.00 1.00 1.00 0.48 767.37 1690.00 0.39 70.11 170.00 +O+L<+I, LL Comb Run (*L j 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.211 0.345 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.23 357.28 1690.00 0.32 58.70 170.00 Length = 5.0 ft 2 0.253 0.345 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.27 428.17 1690.00 0.32 58.70 170.00 Length = 4.937 ft 3 0.190 0.345 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.20 321.33 1690.00 0.07 58.70 170.00 Length = 2.563 ft 4 0.064 0.345 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 1690.00 0.04 58.70 170.00 +D+L<+I, LL Comb Run (*L *L) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.237 0.375 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.25 401.25 1690.00 0.35 63.74 170.00 Length= 5.0 ft 2 0.295 0.375 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.31 499.32 1690.00 0.35 63.74 170.00 Length = 4.937 ft 3 0.446 0.375 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.48 754.10 1690.00 0.12 63.74 170.00 Length = 2.563 ft 4 0.454 0.375 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.48 767.37 1690.00 0.32 63.74 170.00 +O+L <+!, LL Comb Run (*LL j 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.159 0.286 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.17 269.35 1690.00 0.27 48.62 170.00 Length = 5.0 ft 2 0.398 0.417 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.42 673.06 1690.00 0.39 70.83 170.00 Length = 4.937 ft 3 0.398 0.417 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.42 673.06 1690.00 0.39 70.83 170.00 Length = 2.563 ft 4 0.064 0.417 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 1690.00 0.25 70.83 170.00 +O+L<+I, LL Comb Run (*LLL) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.185 0.316 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.20 313.31 1690.00 0.30 53.66 170.00 Length = 5.0 ft 2 0.294 0.365 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.31 497.20 1690.00 0.34 62.09 170.00 Length = 4.937 ft 3 0.429 0.377 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.46 725.58 1690.00 0.35 64.07 170.00 Length = 2.563 ft 4 0.454 0.377 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.48 767.37 1690.00 0.35 64.07 170.00 +O+L<+I, U Comb Run (L ***) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.332 0.400 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.35 560.88 1690.00 0.37 68.08 170.00 Length = 5.0 ft 2 0.263 0.400 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.28 445.22 1690.00 0.10 68.08 170.00 Length = 4.937 ft 3 0.060 0.400 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.06 100.72 1690.00 0.06 68.08 170.00 Length = 2.563 ft 4 0.064 0.400 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 1690.00 0.06 68.08 170.00 +O+L <+!, LL Comb Run (L **L) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.321 0.406 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.34 542.24 1690.00 0.38 69.09 170.00 Length = 5.0 ft 2 0.289 0.406 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.31 489.18 1690.00 0.13 69.09 170.00 Length= 4.937 ft 3 0.444 0.406 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.47 749.65 1690.00 0.17 69.09 170.00 Length = 2.563 II 4 0.454 0.406 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.48 767.37 1690.00 0.32 69.09 170.00 +O+L <+!, LL Comb Run (L *L j 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.355 0.389 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.38 599.12 1690.00 0.36 66.06 170.00 Length = 5.0 II 2 0.211 0.389 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.23 357.28 1690.00 0.35 66.06 170.00 Length = 4.937 ft 3 0.329 0.389 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.35 556.45 1690.00 0.35 66.06 170.00 Length = 2.563 ft 4 0.064 0.389 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 1690.00 0.29 66.06 170.00 +O+L <+!, LL Comb Run (L *LL) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.343 0.395 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.37 579.80 1690.00 0.37 67.07 170.00 Length = 5.0 ft 2 0.237 0.395 1.00 1.300 1.00 1,00 1.00 1.00 1.00 0.25 401.25 1690.00 0.24 67.07 170.00 Length = 4.937 ft 3 0.427 0.424 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.45 721.13 1690.00 0.40 72.13 170.00 Length = 2.563 ft 4 0.454 0.424 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.48 767.37 1690.00 0.40 72.13 170.00 +O+L <+!, LL Comb Run (LL j 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.420 0.436 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.45 709.02 1690.00 0.41 74.12 170.00 Length = 5.0 II 2 0.420 0.436 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.45 709.02 1690.00 0.38 74.12 170.00 Length = 4.937 ft 3 0.138 0.436 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.15 233.39 1690.00 0.06 74.12 170.00 Length = 2.563 ft 4 0.064 0.436 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 1690.00 0.04 74.12 170.00 +O+L<+I, U Comb Run (LL*L) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.446 0.442 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.47 752.98 1690.00 0.41 75.13 170.00 Length = 5.0 ft 2 0.446 0.442 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.47 752.98 1690.00 0.41 75.13 170.00 Length = 4.937 ft 3 0.446 0.442 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.47 752.99 1690.00 0.13 75.13 170.00 Length = 2.563 ft 4 0.454 0.442 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.48 767.37 1690.00 0.32 75.13 170.00 . •• 1-• . ~ • '\ TiUe Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Description : Load Combination Segment Length Span# +0-+l-+H, LL Comb Run (LLL *) Length = 5.0 It 1 Length = 5.0 It 2 Length = 4.937 It 3 Length = 2.563 It 4 +D+l-+H, LL Comb Run (LLLL) Length = 5.0 It 1 Length = 5.0 It 2 Length= 4.937 It 3 Length = 2.563 It 4 +0-+lr+H, LL Comb Run (-L) Length = 5.0 It 1 Length = 5.0 It 2 Length = 4.937 It 3 Length= 2.563 It 4 +D+lr+H, LL Comb Run (**L j Length = 5.0 It 1 Length = 5.0 It 2 Length = 4.937 It 3 Length = 2.563 It 4 +0-+lr+H, LL Comb Run (**LL) Length = 5.0 It 1 Length = 5.0 It 2 Length = 4.937 It 3 Length= 2.563 It 4 +D+lr+H, LL Comb Run (*L j Length = 5.0 It 1 Length = 5.0 It 2 Length = 4.937 It 3 Length = 2.563 It 4 +D+lr+H, LL Comb Run (*L *L) Length = 5.0 It 1 Length = 5.0 It 2 Length = 4.937 It 3 Length = 2.563 It 4 +0-+lr-+H, LL Comb Run (*LL*) Length = 5.0 It 1 Length = 5.0 It 2 Length= 4.937 It 3 Length = 2.563 It 4 +D+lr-+H, LL Comb Run (*LLL) Length = 5.0 It 1 Length = 5.0 It 2 Length = 4.937 It 3 Length = 2.563 It 4 +D+lr-+H, LL Comb Run (L -) Length = 5.0 It 1 Length = 5.0 It 2 Length = 4.937 It 3 Length = 2.563 It 4 +D+lr+H, LL Comb Run (L **L) Length = 5.0 It 1 Length = 5.0 It 2 Length = 4.937 It 3 Length = 2.563 It 4 +D+lr+H, LL Comb Run (L *L *) Length = 5.0 It 1 Length = 5.0 It 2 Length = 4.937 II 3 Length = 2.563 II 4 Max Stress Ratios M v cd CFN Cj Cr 1.300 1.00 1.00 0.368 0.424 1.00 1.300 1.00 1.00 0.368 0.424 1.00 1.300 1.00 1.00 0.346 0.424 1.00 1.300 1.00 1.00 0.064 0.424 1.00 1.300 1.00 1.00 1.300 1.00 1.00 0.394 0.430 1.00 1.300 1.00 1.00 0.394 0.430 1.00 1.300 1.00 1.00 0.429 0.430 1.00 1.300 1.00 1.00 0.454 0.430 1.00 1.300 1.00 1.00 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.048 0.048 1.25 1.300 1.00 1.00 0.051 0.048 1.25 1.300 1.00 1.00 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.048 0.048 1.25 1.300 1.00 1.00 0.051 0.048 1.25 1.300 1.00 1.00 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.048 0.048 1.25 1.300 1.00 1.00 0.051 0.048 1.25 1.300 1.00 1.00 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1..00 1.00 0.048 0.048 1.25 1.300 1.00 1.00 0.051 0.048 1.25 1.300 1.00 1.00 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.048 0.048 1.25 1.300 1.00 1.00 0.051 0.048 1.25 1.300 1.00 1.00 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.048 0.048 1.25 1.300 1.00 1.00 0.051 0.048 1.25 1.300 1.00 1.00 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.048 0.048 1.25 1.300 1.00 1.00 0.051 0.048 1.25 1.300 1.00 1.00 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.048 0.048 1.25 1.300 1.00 1.00 0.051 0.048 1.25 1.300 1.00 1.00 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.048 0.048 1.25 1.300 1.00 1.00 0.051 0.048 1.25 1.300 1.00 1.00 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.044 0.048 1.25 1.300 1.00 1.00 0.048 0.048 1.25 1.300 1.00 1.00 0.051 0.048 1.25 1.300 1.00 1.00 6 Project Title: En9ineer: ProJect Oeser: Project 10: Moment Values Shear Values Cm c t CL M fb F'b v fv F'v 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.39 621.08 1690.00 0.40 72.11 170.00 1.00 1.00 1.00 0.39 621.08 1690.00 0.38 72.11 170.00 1.00 1.00 1.00 0.37 585.13 1690.00 0.38 72.11 170.00 1.00 1.00 1.00 0.07 107.86 1690.00 0.26 72.11 170.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.42 665.05 1690.00 0.40 73.12 170.00 1.00 1.00 1.00 0.42 665.05 1690.00 0.35 73.12 170.00 1.00 1.00 1.00 0.46 724.47 1690.00 0.36 73.12 170.00 1.00 1.00 1.00 0.48 767.37 1690.00 0.36 73.12 170.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.06 93.48 2112.50 0.06 10.28 212.50 1.00 1.00 1.00 0.06 93.48 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.06 101.83 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.07 107.86 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.06 93.48 2112.50 0.06 10.28 212.50 1.00 1.00 1.00 0.06 93.48 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.06 101.83 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.07 107.86 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.06 93.48 2112.50 0.06 10.28 212.50 1.00 1.00 1.00 0.06 93.48 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.06 101.83 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.07 107.86 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.06 93.48 2112.50 0.06 10.28 212.50 1.00 1.00 1.00 0.06 93.48 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.06 101.83 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.07 107.86 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.06 93.48 2112.50 0.06 10.28 212.50 1.00 1.00 1.00 0.06 93.48 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.06 101.83 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.07 107.86 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.06 93.48 2112.50 0.06 10.28 212.50 1.00 1.00 1.00 0.06 93.48 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.06 101.83 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.07 107.86 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.06 93.48 2112.50 0.06 10.28 212.50 1.00 1.00 1.00 0.06 93.48 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.06 101.83 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.07 107.86 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.06 93.48 2112.50 0.06 10.28 212.50 1.00 1.00 1.00 0.06 93.48 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.06 101.83 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.07 107.86 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.06 93.48 2112.50 0.06 10.28 212.50 1.00 1.00 1.00 0.06 93.48 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.06 101.83 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.07 107.86 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.06 93.48 2112.50 0.06 10.28 212.50 1.00 1.00 1.00 0.06 93.48 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.06 101.83 2112.50 0.05 10.28 212.50 1.00 1.00 1.00 0.07 107.86 2112.50 0.05 10.28 212.50 . .,. ' ) ' Title Block Line 1 You can change this area using the "Settings• menu item and then using the "Printing & Title Block" selection. Title Block Line 6 !Wood Beam wpw;i'MDftefiJ1 Description: SJ-01 (2x6 @16i Load Combination Max Stress Ratios Segment Length Span # M V +D+Lr+H, LL Comb Run (L "LL) Length = 5.0 fl 1 0.044 0.048 Length = 5.0 ft 2 0.044 0.048 Length = 4.937 ft 3 0.048 0.048 Length= 2.563 ft 4 0.051 0.048 -+D+Lr+H, LL Comb Run (LL .. ) Length = 5.0 ft 1 0.044 0.048 Length = 5.0 ft 2 0.044 0.048 Length = 4.937 fl 3 0.048 0.048 Length= 2.563 ft 4 0.051 0.048 +D+lr+H, LL Comb Run (LL "L) Length = 5.0 ft 1 0.044 0.048 Length = 5.0 ft 2 0.044 0.048 Length = 4.937 fl 3 0.048 0.048 Length= 2.563 fl 4 0.051 0.048 +D+Lr+H, LL Comb Run (LLL *) Length = 5.0 ft 1 0.044 0.048 Length = 5.0 ft 2 0.044 0.048 Length= 4.937 fl 3 0.048 0.048 Length= 2.563 fl 4 0.051 0.048 +D+Lr+H, LL Comb Run (LLLL) Length = 5.0 ft 1 0.044 0.048 Length = 5.0 ft 2 0.044 0.048 Length = 4.937 ft 3 0.048 0.048 Length= 2.563 ft 4 0.051 0.048 -+D+S+H Length = 5.0 ft 1 0.048 0.053 Length = 5.0 ft 2 0.048 0.053 Length = 4.937 ft 3 0.052 0.053 Length = 2.563 fl 4 0.055 0.053 +0-+{).750Lr-+{).750L+H, LL Comb R1 Length = 5.0 ft 1 0.060 0.060 Length = 5.0 ft 2 0.060 0.060 Length = 4.937 fl 3 0.279 0.111 Length = 2.563 fl 4 0.285 0.214 -+0-+{).750Lr-+{).750L+H, LL Comb R1 Length = 5.0 fl 1 0.045 0.041 Length= 5.0 fl 2 0.152 0.237 Length= 4.937 ft 3 0.186 0.237 Length = 2.563 fl 4 0.051 0.237 -+0-+{).750Lr-+{).750L +H, LL Comb R1 Length = 5.0 fl 1 0.038 0.045 Length= 5.0 fl 2 0.090 0.169 Length = 4.937 ft 3 0.268 0.258 Length = 2.563 fl 4 , 0.285 0.258 +0-+{).750Lr-+{).750L+H, LL Comb R1 Length= 5.0 ft 1 0.138 0.218 Length= 5.0 ft 2 0.156 0.218 Length= 4.937 It 3 0.121 0.218 Length= 2.563 fl 4 0.051 0.218 +0-+{).750Lr-+{).750L +H. LL Comb R1 Length= 5.0 fl 1 0.154 0.235 Length= 5.0 fl 2 0.181 0.235 Length = 4.937 fl 3 0.280 0.235 Length= 2.563 fl 4 0.285 0.235 +0-+{).750Lr-+{).750L +H. LL Comb R1 Length= 5.0 fl 1 0.107 0.182 Length= 5.0 fl 2 0.246 0.258 Length = 4.937 fl 3 0.246 0.258 Length= 2.563 fl 4 0.051 0.258 1.300 1.25 1.300 1.25 1.300 1.25 1.300 t25 1.300 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.300 1.15 1.300 1.15 1.300 1.15 1.300 1.15 1.300 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: En9ineer: Project Oeser: Moment Values M fb 1.00 1.00 1.00 1.00 1.00 1.00 0.06 93.48 1.00 1.00 1.00 0.06 93.48 1.00 1.00 1.00 0.06 101.83 1.00 1.00 1.00 0.07 107.86 1.00 1.00 1.00 1.00 1.00 1.00 0.06 93.48 1.00 1.00 1.00 0.06 93.48 1.00 1.00 1.00 0.06 101.83 1.00 1.00 1.00 0.07 107.86 1.00 1.00 1.00 1.00 1.00 1.00 0.06 93.48 1.00 1.00 1.00 0.06 93.48 1.00 1.00 1.00 0.06 101.83 1.00 1.00 1.00 0.07 107.86 1.00 1.00 1.00 1.00 1.00 1.00 0.06 93.48 1.00 1.00 1.00 0.06 93.48 1.00 1.00 1.00 0.06 101.83 1.00 1.00 1.00 0.07 107.86 1.00 1.00 1.00 1.00 1.00 1.00 0.06 93.48 1.00 1.00 1.00 0.06 93.48 1.00 1.00 1.00 0.06 101.83 1.00 1.00 1.00 0.07 107.86 1.00 1.00 1.00 1.00 1.00 1.00 0.06 93.48 1.00 1.00 1.00 0.06 93.48 1.00 1.00 1.00 0.06 101.83 1.00 1.00 1.00 0.07 107.86 1.00 1.00 1.00 1.00 1.00 1.00 0.08 126.45 1.00 1.00 1.00 0.08 126.45 1.00 1.00 1.00 0.37 588.53 1.00 1.00 1.00 0.38 602.49 1.00 1.00 1.00 1.00 1.00 1.00 0.06 94.54 1.00 1.00 1.00 0.20 321.33 1.00 1.00 1.00 0.25 392.62 1.00 1.00 1.00 0.07 107.86 1.00 1.00 1.00 1.00 1.00 1.00 0.05 79.73 1.00 1.00 1.00 0.12 189.43 1.00 1.00 1.00 0.36 567.14 1.00 1.00 1.00 0.38 602.49 1.00 1.00 1.00 1.00 1.00 1.00 0.18 291.33 1.00 1.00 1.00 0.21 329.27 1.00 1.00 1.00 0.16 255.38 1.00 1.00 1.00 0.07 107.86 1.00 1.00 1.00 1.00 1.00 1.00 0.20 324.31 1.00 1.00 1.00 0.24 382.77 1.00 1.00 1.00 0.37 591.03 1.00 1.00 1.00 0.38 602.49 1.00 1.00 1.00 1.00 1.00 1.00 0.14 225.38 1.00 1.00 1.00 0.33 519.18 1.00 1.00 1.00 0.33 519.18 1.00 1.00 1.00 0.07 107.86 F'b 0.00 2112.50 2112.50 2112.50 2112.50 0.00 2112;50 2112.50 2112.50 2112.50 0.00 2112.50 2112.50 2112.50 2112.50 0.00 2112.50 2112.50 2112.50 2112.50 0.00 2112.50 2112.50 2112.50 2112.50 0.00 1943.50 1943.50 1943.50 1943.50 0.00 2112.50 2112.50 2112.50 2112.50 0.00 2112.50 2112.50 2112.50 2112.50 0.00 2112.50 2112.50 2112.50 2112.50 0.00 2112.50 2112.50 2112.50 2112.50 0.00 2112.50 2112.50 2112.50 2112.50 0.00 2112.50 2112.50 2112.50 2112.50 7 Project 10: Printed: 12 OCT 2015, 4:05PM Shear Values V fv F'v 0.00 0.00 0.00 0.06 10.28 212.50 0.05 10.28 212.50 0.05 10.28 212.50 0.05 10.28 212.50 0.00 0.00 0.00 0.06 10.28 212.50 0.05 10.28 212.50 0.05 10.28 212.50 0.05 10.28 212.50 0.00 0.00 0.00 0.06 10.28 212.50 0.05 10.28 212.50 0.05 10.28 212.50 0.05 10.28 212.50 0.00 0.00 0.00 0.06 10.28 212.50 0.05 10.28 212.50 0.05 10.28 212.50 0.05 10.28 212.50 0.00 0.00 0.00 0.06 10.28 212.50 0.05 10.28 212.50 0.05 10.28 212.50 0.05 10.28 212.50 0.00 0.00 0.00 0.06 10.28 195.50 0.05 10.28 195.50 0.05 10.28 195.50 0.05 10.28 195.50 0.00 0.00 0.00 0.07 12.74 212.50 0.07 12.74 212.50 0.13 23.65 212.50 0.25 45.44 212.50 0.00 0.00 0.00 0.05 8.77 212.50 0.28 50.33 212.50 0.28 50.33 212.50 0.22 50.33 212.50 0.00 0.00 0.00 0.05 9.52 212.50 0.20 35.97 212.50 0.30 54.91 212.50 0.30 54.91 212.50 0.00 0.00 0.00 0.25 46.26 212.50 0.25 46.26 212.50 0.06 46.26 212.50 0.04 46.26 212.50 0.00 0.00 0.00 0.28 50.04 212.50 0.28 50.04 212.50 0.11 50.04 212.50 0.25 50.04 212.50 0.00 0.00 0.00 0.21 38.71 212.50 0.30 54.87 212.50 0.30 54.87 212.50 0.20 54.87 212.50 ' .. Title Block Une 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Description : SJ-01 Load Combination Max Stress Ratios Segment Length Span# M v +D-+0.750Lr-+0.750L+H, LL Comb R1 Length = 5.0 ft 1 0.122 0.200 Length = 5.0 ft 2 0.183 0.228 Length = 4.937 ft 3 0.270 0.237 Length = 2.563 ft 4 0.285 0.237 +D-+0.750Lr-+0.750L +H, LL Comb R1 Length = 5.0 ft 1 0.207 0.252 Length = 5.0 ft 2 0.169 0.252 Length = 4.937 ft 3 0.048 0.252 Length = 2.563 ft 4 0.051 0.252 +D-+0.750Lr-+0.750L+H, LL Comb R1 Length = 5.0 ft 1 0.200 0.256 Length = 5.0 ft 2 0.185 0.256 Length = 4.937 ft 3 0.278 0.256 Length = 2.563 ft 4 0.285 0.256 +D-+0.750Lr-+0.750L+H, LL Comb R1 Length = 5.0 ft 1 0.220 0.245 Length = 5.0 ft 2 0.138 0.245 Length = 4.937 ft 3 0.200 0.245 Length = 2.563 ft 4 0.051 0.245 ..0-+0.750Lr-+0.750L+H, LL Comb R1 Length = 5.0 ft 1 0.214 0.249 Length = 5.0 ft 2 0.154 0.249 Length = 4.937 ft 3 0.268 0.265 Length = 2.563 ft 4 0.285 0.265 +D-+0.750Lr-+0.750L+H, LL Comb R1 Length = 5.0 ft 1 0.263 0.274 Length = 5.0 ft 2 0.263 0.274 Length = 4.937 ft 3 0.090 0.274 Length = 2.563 ft 4 0.051 0.274 +D-+0.750Lr-+0.750L+H, LL Comb R1 Length = 5.0 ft 1 0.278 0.277 Length = 5.0 ft 2 0.278 0.277 Length = 4.937 ft 3 0.279 0.277 Length = 2.563 ft 4 0.285 0.277 ..0-+0.750Lr-+0.750L+H, LL Comb R1 Length = 5.0 ft 1 0.232 0.267 Length = 5.0 ft 2 0.232 0.267 Length = 4.937 ft 3 0.215 0.267 Length = 2.563 ft 4 0.051 0.267 +D-+0.750Lr-+0.750L+H, LL Comb R1 Length = 5.0 ft 1 0.247 0.270 Length = 5.0 ft 2 0.247 0.270 Length = 4.937 ft 3 0.269 0.270 Length = 2.563 ft 4 0.285 0.270 ..0-+0.750L-+0.750S+H, LL Comb RL Length = 5.0 ft 1 0.065 0.065 Length = 5.0 ft 2 0.065 0.065 Length = 4.937 ft 3 0.303 0.121 Length = 2.563 ft 4 0.310 0.232 +D-+0.750L-+0.750S+H, LL Comb RL Length = 5.0 ft 1 0.049 0.045 Length = 5.0 ft 2 0.165 0.257 Length = 4.937 ft 3 0.202 0.257 Length = 2.563 ft 4 0.055 0.257 +D-+0.750L-+0.750S+H, LL Comb RL Length = 5.0 ft 1 0.041 0.049 Length= 5.0 ft 2 0.097 0.184 Length = 4.937 ft 3 0.292 0.281 Length = 2.563 ft 4 0.310 0.281 cd CFN Cj Cr 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.25 1.300 1.00 1.00 1.300 1.00 1.00 1.15 1.300 1.00 1.00 1.15 1.300 1.00 1.00 1.15 1.300 1.00 1.00 1.15 1.300 1.00 1.00 1.300 1.00 1.00 1.15 1.300 1.00 1.00 1.15 1.300 1.00 1.00 1.15 1.300 1.00 1.00 1.15 1.300 1.00 1.00 1.300 1.00 1.00 1.15 1.300 1.00 1.00 1.15 1.300 1.00 1.00 1.15 1.300 1.00 1.00 1.15 1.300 1.00 1.00 8 Project Title: Engineer: Project Oeser: Project ID: Moment Values Shear Values Cm C I CL M fb F'b v fv F'v 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.16 258.36 2112.50 0.23 42.49 212.50 1.00 1.00 1.00 0.24 387.28 2112.50 0.27 48.40 212.50 1.00 1.00 1.00 0.36 569.65 2112.50 0.28 50.37 212.50 1.00 1.00 1.00 0.38 602.49 2112.50 0.28 50.37 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.28 437.04 2112.50 0.29 53.63 212.50 1.00 1.00 1.00 0.23 357.28 2112.50 0.09 53.63 212.50 1.00 1.00 1.00 0.06 101.00 2112.50 0.06 53.63 212.50 1.00 1.00 1.00 0.07 107.86 2112.50 0.06 53.63 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.27 423.16 2112.50 0.30 54.38 212.50 1.00 1.00 1.00 0.25 390.26 2112.50 0.11 54.38 212.50 1.00 1.00 1.00 0.37 587.69 2112.50 0.14 54.38 212.50 1.00 1.00 1.00 0.38 602.49 2112.50 0.25 54.38 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.29 465.60 2112.50 0.29 52.12 212.50 1.00 1.00 1.00 0.18 291.33 2112.50 0.27 52.12 212.50 1.00 1.00 1.00 0.27 423.12 2112.50 0.27 52.12 212.50 1.00 1.00 1.00 0.07 107.86 2112.50 0.23 52.12 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.28 451.23 2112.50 0.29 52.87 212.50 1.00 1.00 1.00 0.20 324.31 2112.50 0.19 52.87 212.50 1.00 1.00 1.00 0.36 566.31 2112.50 0.31 56.42 212.50 1.00 1.00 1.00 0.38 602.49 2112.50 0.31 56.42 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.35 555.13 2112.50 0.32 58.16 212.50 1.00 1.00 1.00 0.35 555.13 2112.50 0.30 58.16 212.50 1.00 1.00 1.00 0.12 189.43 2112.50 0.06 58.16 212.50 1.00 1.00 1.00 0.07 107.86 2112.50 0.04 58.16 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.37 588.11 2112.50 0.32 58.92 212.50 1.00 1.00 1.00 0.37 588.11 2112.50 0.32 58.92 212.50 1.00 1.00 1.00 0.37 590.20 2112.50 0.11 58.92 212.50 1.00 1.00 1.00 0.38 602.49 2112.50 0.25 58.92 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.31 489.18 2112.50 0.31 56.65 212.50 1.00 1.00 1.00 0.31 489.18 2112.50 0.29 56.65 212.50 1.00 1.00 1.00 0.29 453.23 2112.50 0.29 56.65 212.50 1.00 1.00 1.00 0.07 107.86 2112.50 0.21 56.65 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.33 522.16 2112.50 0.32 57.41 212.50 1.00 1.00 1.00 0.33 522.16 2112.50 0.28 57.41 212.50 1.00 1.00 1.00 0.36 568.81 2112.50 0.29 57.41 212.50 1.00 1.00 1.00 0.38 602.49 2112.50 0.29 57.41 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.08 126.45 1943.50 0.07 12.74 195.50 1.00 1.00 1.00 0.08 126.45 1943.50 0.07 12.74 195.50 1.00 1.00 1.00 0.37 588.53 1943.50 0.13 23.65 195.50 1.00 1.00 1.00 0.38 602.49 1943.50 0.25 45.44 195.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.06 94.54 1943.50 0.05 8.77 195.50 1.00 1.00 1.00 0.20 321.33 1943.50 0.28 50.33 195.50 1.00 1.00 1.00 0.25 392.62 1943.50 0.28 50.33 195.50 1.00 1.00 1.00 0.07 107.86 1943.50 0.22 50.33 195.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.05 79.73 1943.50 0.05 9.52 195.50 1.00 1.00 1.00 0.12 189.43 1943.50 0.20 35.97 195.50 1.00 1.00 1.00 0.36 567.14 1943.50 0.30 54.91 195.50 1.00 1.00 1.00 0.38 602.49 1943.50 0.30 54.91 195.50 . ~ ". . "t 9 Title Block Line 1 Project Title: You can change this area En9ineer: Project ID: using the "Settings• menu item ProJect Oeser: and then using the "Printing & Title Block" selection. Tide Block Line 6 Prinled: 12 OCT 2015, 4:05PM Wood Beam File= s:\NAKHSI+-11t«l0-PR-1WDD15--3\Ciudl.ec6 . Jt!C.1·~~1§.1Q4:~15.10.6 II Description : SJ-{11 (2x6 @16") Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M v cd CFN Cj Cr Cm c t CL M fb F'b v fv F'v +D+0.750L +0.750S+H. LL Comb Rl 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.150 0.237 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.18 291.33 1943.50 0.25 46.26 195.50 Length= 5.0 It 2 0.169 0.237 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.21 329.27 1943.50 0.25 46.26 195.50 Length = 4.937 It 3 0.131 0.237 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.16 255.38 1943.50 0.06 46.26 195.50 Length = 2.563 It 4 0.055 0.237 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 1943.50 0.04 46.26 195.50 +D+0.750L +0.750S+H. LL Comb Rl 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.167 0.256 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.20 324.31 1943.50 0.28 50.04 195.50 Length = 5.0 It 2 0.197 0.256 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.24 382.77 1943.50 0.28 50.04 195.50 Length = 4.937 It 3 0.304 0.256 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.37 591.03 1943.50 0.11 50.04 195.50 Length = 2.563 It 4 0.310 0.256 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 1943.50 0.25 50.04 195.50 +D+0.750L+0.750S+H, LL Comb Rl 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.116 0.198 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.14 225.38 1943.50 0.21 38.71 195.50 Length = 5.0 It 2 0.267 0.281 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.33 519.18 1943.50 0.30 54.87 195.50 Length = 4.937 It 3 0.267 0.281 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.33 519.18 1943.50 0.30 54.87 195.50 Length = 2.563 It 4 0.055 0.281 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 1943.50 0.20 54.87 195.50 +0+0.750L+0.750S..rt, LL Comb Rl 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.133 0.217 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.16 258.36 1943.50 0.23 42.49 195.50 Length = 5.0 It 2 0.199 0.248 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.24 387.28 1943.50 0.27 48.40 195.50 Length = 4.937 It 3 0.293 0.258 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.36 569.65 1943.50 0.28 50.37 195.50 Length = 2.563 It 4 0.310 0.258 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 1943.50 0.28 50.37 195.50 +D+0.750L+0.750S+H, LL Comb Rl 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.225 0.274 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.28 437.04 1943.50 0.29 53.63 195.50 Length = 5.0 It 2 0.184 0.274 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.23 357.28 1943.50 0.09 53.63 195.50 Length = 4.937 It 3 0.052 0.274 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.06 101.00 1943.50 0.06 53.63 195.50 Length = 2.563 It 4 0.055 0.274 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 1943.50 0.06 53.63 195.50 +0+0.750L+0.750S..rt, LL Comb Rl 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.218 0.278 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.27 423.16 1943.50 0.30 54.38 195.50 Length = 5.0 It 2 0.201 0.278 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.25 390.26 1943.50 0.11 54.38 195.50 Length = 4.937 It 3 0.302 0.278 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.37 587.69 1943.50 0.14 54.38 195.50 Length = 2.563 It 4 0.310 0.278 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 1943.50 0.25 54.38 195.50 +0+0.750L+0.750S..rt, LL Comb Rl 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.240 0.267 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.29 465.60 1943.50 0.29 52.12 195.50 Length = 5.0 It 2 0.150 0.267 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.18 291.33 1943.50 0.27 52.12 195.50 Length = 4.937 It 3 0.218 0.267 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.27 423.12 1943.50 0.27 52.12 195.50 Length = 2.563 It 4 0.055 0.267 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 1943.50 0.23 52.12 195.50 +D+0.750L+0.750S..rt, LL Comb Rl 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 . 0.00 0.00 Length = 5.0 It 1 0.232 0.270 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.28 451.23 1943.50 0.29 52.87 195.50 Length = 5.0 It 2 0.167 0.270 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.20 324.31 1943.50 0.19 52.87 195.50 Length = 4.937 It 3 0.291 0.289 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.36 566.31 1943.50 0.31 56.42 195.50 Length = 2.563 It 4 0.310 0.289 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 1943.50 0.31 56.42 195.50 +D+0.750L+0.750S..rt, LL Comb Rl 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.286 0.298 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.35 555.13 1943.50 0.32 58.16 195.50 Length = 5.0 It 2 0.286 0.298 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.35 555.13 1943.50 0.30 58.16 195.50 Length = 4.937 It 3 0.097 0.298 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.12 189.43 1943.50 0.06 58.16 195.50 Length= 2.563 It 4 0.055 0.298 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 1943.50 0.04 58.16 195.50 +D+0.750L+0.750S..rt, LL Comb Rl 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.303 0.301 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.37 588.11 1943.50 0.32 58.92 195.50 Length = 5.0 It 2 0.303 0.301 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.37 588.11 1943.50 0.32 58.92 195.50 Length = 4.937 It 3 0.304 0.301 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.37 590.20 1943.50 0.11 58.92 195.50 Length = 2.563 It 4 0.310 0.301 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 1943.50 0.25 58.92 195.50 +D+0.750L+0.750S+H, LL Comb Rl 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.252 0.290 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.31 489.18 1943.50 0.31 56.65 195.50 Length = 5.0 It 2 0.252 0.290 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.31 489.18 1943.50 0.29 56.65 195.50 Length = 4.937 It 3 0.233 0.290 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.29 453.23 1943.50 0.29 56.65 195.50 Length= 2.563 It 4 0.055 0.290 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 1943.50 0.21 56.65 195.50 +D+0.750L+0.750S..rt, LL Comb Rl 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 It 1 0.269 0.294 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.33 522.16 1943.50 0.32 57.41 195.50 Length = 5.0 It 2 0.269 0.294 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.33 522.16 1943.50 0.28 57.41 195.50 Length = 4.937 It 3 0.293 0.294 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.36 568.81 1943.50 0.29 57.41 195.50 Length = 2.563 It 4 0.310 0.294 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 1943.50 0.29 57.41 195.50 ·~ '. "1-10 . Title Block Line 1 Project Title: You can change this area En9ineer: Project ID: using the 'Settings' menu item ProJect Oeser: and then using the 'Printing & Tnle Block' selection. Title Block Line 6 Printed: 12 OCT 2015, 4:05PM Wood8eam File= s:\NAKH$1+-1\NDDfR'-11ND01S.~~ ENEIOI..C,INC. . • 1l.1Q.t Wr.6.1S.10.6 I II Description : SJ-01 (2x6 @ 16") Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M v cd C FN Cj Cr Cm c t CL M lb F'b v fv F'v ..0-+{).60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.035 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 93.48 2704.00 0.06 10.28 272.00 Length = 5.0 II 2 0.035 0.038 1.60 1.300 1.00 1.00 . 1.00 1.00 1.00 0.06 93.48 2704.00 0.05 10.28 272.00 Length = 4.937 II 3 0.038 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 101.83 2704.00 0.05 10.28 272.00 Length = 2.563 II 4 0.040 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.05 10.28 272.00 ..0-+{).70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.035 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 93.48 2704.00 0.06 10.28 272.00 Length = 5.0 II 2 0.035 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 93.48 2704.00 0.05 10.28 272.00 Length = 4.937 II 3 0.038 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 101.83 2704.00 0.05 10.28 272.00 Length = 2.563 II 4 0.040 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.05 10.28 272.00 ..0-+{).750Lr-+{).750L -+{).450W+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.047 0.047 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 126.45 2704.00 0.07 12.74 272.00 Length = 5.0 II 2 0.047 0.047 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 126.45 2704.00 0.07 12.74 272.00 Length = 4.937 II 3 0.218 0.087 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 588.53 2704.00 0.13 23.65 272.00 Length = 2.563 II 4 0.223 0.167 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.25 45.44 272.00 ..0-+{).750Lr-+{).750L -+{).450W+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.035 0.032 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 94.54 2704.00 0.05 8.77 272.00 Length = 5.0 II 2 0.119 0.185 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 321.33 2704.00 0.28 50.33 272.00 Length = 4.937 II 3 0.145 0.185 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.25 392.62 2704.00 0.28 50.33 272.00 Length = 2.563 II 4 0.040 0.185 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.22 50.33 272.00 ..0-+{).750Lr-+{).750L -+{).450W+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 . 0.00 0.00 0.00 Length = 5.0 II 1 0.029 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.05 79.73 2704.00 0.05 9.52 272.00 Length = 5.0 II 2 0.070 0.132 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 189.43 2704.00 0.20 35.97 272.00 Length = 4.937 II 3 0.210 0.202 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 567.14 2704.00 0.30 54.91 272.00 Length = 2.563 II 4 0.223 0.202 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.30 54.91 272.00 ..0-+{).750Lr-+{).750L -+{).450W+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.108 0.170 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 291.33 2704.00 0.25 46.26 272.00 Length = 5.0 II 2 0.122 0.170 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.21 329.27 2704.00 0.25 46.26 272.00 Length = 4.937 II 3 0.094 0.170 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.16 255.38 2704.00 0.06 46.26 272.00 Length = 2.563 II 4 0.040 0.170 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.04 46.26 272.00 ..0-+{).750Lr-+{).750L -+{).450W+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.120 0.184 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 324.31 2704.00 0.28 50.04 272.00 Length= 5.0 II 2 0.142 0.184 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 382.77 2704.00 0.28 50.04 272.00 Length = 4.937 II 3 0.219 0.184 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 591.03 2704.00 0.11 50.04 272.00 Length = 2.563 II 4 0.223 0.184 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.25 50.04 272.00 ..0-+{).750Lr-+{).750L -+{).450W+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.083 0.142 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 225.38 2704.00 0.21 38.71 272.00 Length = 5.0 II 2 0.192 0.202 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 519.18 2704.00 0.30 54.87 272.00 Length = 4.937 II 3 0.192 0.202 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 519.18 2704.00 0.30 54.87 272.00 Length = 2.563 II 4 0.040 0.202 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.20 54.87 272.00 +D-+{).750Lr-+{).750L -+{).450W+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.096 0.156 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.16 258.36 2704.00 0.23 42.49 272.00 Length = 5.0 II 2 0.143 0.178 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 387.28 2704.00 0.27 48.40 272.00 Length = 4.937 II 3 0.211 0.185 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 569.65 2704.00 0.28 50.37 272.00 Length = 2.563 II 4 0.223 0.185 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.28 50.37 272.00 +D-+{).750Lr-+{).750L-+{).450W+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 II 1 0.162 0.197 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 437.04 2704.00 0.29 53.63 272.00 Length = 5.0 II 2 0.132 0.197 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 357.28 2704.00 0.09 53.63 272.00 Length = 4.937 II 3 0.037 0.197 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 101.00 2704.00 0.06 53.63 272.00 Length = 2.563 II 4 0.040 0.197 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.06 53.63 272.00 ..0-+{).750Lr-+{).750L -+{).450W+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.156 0.200 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 423.16 2704.00 0.30 54.38 272.00 Length = 5.0 II 2 0.144 0.200 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.25 390.26 2704.00 0.11 54.38 272.00 Length = 4.937 II 3 0.217 0.200 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 587.69 2704.00 0.14 54.38 272.00 Length = 2.563 II 4 0.223 0.200 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.25 54.38 272.00 ..0-+{).750Lr-+{).750L -+{).450W+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.172 0.192 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 465.60 2704.00 0.29 52.12 272.00 Length = 5.0 II 2 0.108 0.192 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 291.33 2704.00 0.27 52.12 272.00 Length = 4.937 II 3 0.156 0.192 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 423.12 2704.00 0.27 52.12 272.00 Length = 2.563 II 4 0.040 0.192 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.23 52.12 272.00 . "\ '" ) . Title Block Line 1 You can change ihis area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Description : Load Combination Max Stress Ratios Segment Length Span# M v ..0..0.750Lr..0.750L ..0.450Wot+i, LL Length = 5.0 II 1 0.167 0.194 Length = 5.0 II 2 0.120 0.194 Length = 4.937 II 3 0.209 0.207 Length = 2.563 II 4 0.223 0.207 ..0..0.750Lr..0.750L ..0.450Wot+i, LL Length = 5.0 II 1 0.205 0.214 Length = 5.0 II 2 0.205 0.214 Length = 4.937 II 3 0.070 0.214 Length = 2.563 II 4 0.040 0.214 ..0..0.750Lr..0.750L ..0.450Wot+i, LL Length = 5. 0 II 1 0.217 0.217 Length = 5.0 II 2 0.217 0.217 Length = 4.937 II 3 0.218 0.217 Length = 2.563 II 4 0.223 0.217 ..0..0.750Lr..0.750L..0.450Wot+i, LL Length = 5.0 II 1 0.181 0.208 Length = 5.0 II 2 0.181 0.208 Length = 4.937 fl 3 0.168 0.208 Length = 2.563 fl 4 0.040 0.208 ..0..0.750Lr..0.750L..0.450Wot+i, LL Length = 5.0 II 1 0.193 0.211 Length= 5.0 II 2 0.193 0.211 Length = 4.937 fl 3 0.210 0.211 Length = 2.563 fl 4 0.223 0.211 ..0..0.750L..0.750S..0.450Wot+i, LL Length = 5.0 II 1 0.047 0.047 Length = 5.0 fl 2 0.047 0.047 Length = 4.937 fl 3 0.218 0.087 Length = 2.563 fl 4 0.223 0.167 ..0..0.750L..0.750S..0.450Wot+i, LL Length = 5.0 fl 1 0.035 0.032 Length = 5.0 II 2 0.119 0.185 Length = 4. 937 fl 3 0.145 0.185 Length = 2.563 fl 4 0.040 0.185 ..0..0.750L..0.750S..0.450Wot+i, LL Length = 5.0 II 1 0.029 0.035 Length = 5.0 fl 2 0.070 0.132 Length = 4.937 fl 3 0.210 0.202 Length = 2.563 II 4 0.223 0.202 ..0..0.750L..0.750S-+0.450Wot+i, LL Length = 5.0 II 1 0.108 0.170 Length= 5.0 II 2 0.122 0.170 Length = 4.937 II 3 0.094 0.170 Length = 2.563 II 4 0.040 0.170 ..0..0.750L ..0.750S-+0.450Wot+i, LL Length = 5.0 II 1 0.120 0.184 Length = 5.0 fl 2 0.142 0.184 Length = 4.937 fl 3 0.219 0.184 Length = 2.563 II 4 0.223 0.184 +D-+0.750L ..0. 750S-+0.450W-+H, LL Length = 5.0 II 1 0.083 0.142 Length= 5.0 II 2 0.192 0.202 Length = 4.937 II 3 0.192 0.202 Length = 2.563 fl 4 0.040 0.202 ..0..0.750L ..0.750S-+0.450Wot+i, LL Length = 5.0 II 1 0.096 0.156 Length = 5.0 II 2 0.143 0.178 Length = 4.937 II 3 0.211 0.185 Length = 2.563 II 4 0.223 0.185 cd CFN Cj Cr 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 t300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 1.60 1.300 1.00 1.00 11 Project Tnle: Engineer: Project Oeser: Project 10: Moment Values Shear Values Cm c t CL M fb F'b v fv F'v 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.28 451.23 2704.00 0.29 52.87 272.00 1.00 1.00 1.00 0.20 324.31 2704.00 0.19 52.87 272.00 1.00 1.00 1.00 0.36 566.31 2704.00 0.31 56.42 272.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.31 56.42 272.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.35 555.13 2704.00 0.32 58.16 272.00 1.00 1.00 1.00 0.35 555.13 2704.00 0.30 58.16 272.00 1.00 1.00 1.00 0.12 189.43 2704.00 0.06 58.16 272.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.04 58.16 272.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.37 588.11 2704.00 0.32 58.92 272.00 1.00 1.00 1.00 0.37 588.11 2704.00 0.32 58.92 272.00 1.00 1.00 1.00 0.37 590.20 2704.00 0.11 58.92 272.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.25 58.92 272.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.31 489.18 2704.00 0.31 56.65 272.00 1.00 1.00 1.00 0.31 489.18 2704.00 0.29 56.65 272.00 1.00 1.00 1.00 0.29 453.23 2704.00 0.29 56.65 272.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.21 56.65 272.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.33 522.16 2704.00 0.32 57.41 272.00 1.00 1.00 1.00 0.33 522.16 2704.00 0.28 57.41 272.00 1.00 1.00 1.00 0.36 568.81 2704.00 0.29 57.41 272.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.29 57.41 272.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.08 126.45 2704.00 0.07 12.74 272.00 1.00 1.00 1.00 0.08 126.45 2704.00 0.07 12.74 272.00 1.00 1.00 1.00 0.37 588.53 2704.00 0.13 23.65 272.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.25 45.44 272.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.06 94.54 2704.00 0.05 8.77 272.00 1.00 1.00 1.00 0.20 321.33 2704.00 0.28 50.33 272.00 1.00 1.00 1.00 0.25 392.62 2704.00 0.28 50.33 272.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.22 50.33 272.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.05 79.73 2704.00 0.05 9.52 272.00 1.00 1.00 1.00 0.12 189.43 2704.00 0.20 35.97 272.00 1.00 1.00 1.00 0.36 567.14 2704.00 0.30 54.91 272.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.30 54.91 272.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.18 291.33 2704.00 0.25 46.26 272.00 1.00 1.00 1.00 0.21 329.27 2704.00 0.25 46.26 272.00 1.00 1.00 1.00 0.16 255.38 2704.00 0.06 46.26 272.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.04 46.26 272.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.20 324.31 2704.00 0.28 50.04 272.00 1.00 1.00 1.00 0.24 382.77 2704.00 0.28 50.04 272.00 1.00 1.00 1.00 0.37 591.03 2704.00 0.11 50.04 272.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.25 50.04 272.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.14 225.38 2704.00 0.21 38.71 272.00 1.00 1.00 1.00 0.33 519.18 2704.00 0.30 54.87 272.00 1.00 1.00 1.00 0.33 519.18 2704.00 0.30 54.87 272.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.20 54.87 272.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.16 258.36 2704.00 0.23 42.49 272.00 1.00 1.00 1.00 0.24 387.28 2704.00 0.27 48.40 272.00 1.00 1.00 1.00 0.36 569.65 2704.00 0.28 50.37 272.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.28 50.37 272.00 ... \ .. ,. ~ 12 Title Block Line 1 Project Title: You can change this area Engineer: Project 10: using the 'Settings' menu item ProJect Oeser: and then using the 'Printing & nle Block' selection. Title Block Line 6 Prinlad: 12 OCT 2015, 4:05PM Wood Beam Ale=$:\NAKHSH-1~.~~ aecA~£.·~ 1$1015;JJiild,S.M-15.10 .• I oil Description : SJ-01 (2x6 @16") Load Combination Max Stress Ratios Moment Values Shear Values Segment Lenglh Span# M v cd CFN Ci Cr Cm C I CL M fb F'b v fv F'v +0+0.750L+0.750S+0.450W-+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 It 1 0.162 0.197 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 437.04 2704.00 0.29 53.63 272.00 Length = 5.0 It 2 0.132 0.197 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 357.28 2704.00 0.09 53.63 272.00 Length= 4.937 II 3 0.037 0.197 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 101.00 2704.00 0.06 53.63 272.00 Length = 2.563 It 4 0.040 0.197 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.06 53.63 272.00 +D+0.750L +0.750S+0.450W-+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.156 0.200 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 423.16 2704.00 0.30 54.38 272.00 Length = 5.0 II 2 0.144 0.200 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.25 390.26 2704.00 0.11 54.38 272.00 Length = 4.937 II 3 0.217 0.200 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 587.69 2704.00 0.14 54.38 272.00 Lenglh = 2.563 It 4 0.223 0.200 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.25 54.38 272.00 +0+0.750L+0.750S+0.450W-+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.172 0.192 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 465.60 2704.00 0.29 52.12 272.00 Length = 5.0 It 2 0.108 0.192 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 291.33 2704.00 0.27 52.12 272.00 Length = 4.937 ft 3 0.156 0.192 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 423.12 2704.00 0.27 52.12 272.00 Length = 2. 563 ft 4 0.040 0.192 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.23 52.12 272.00 +0+0.750L+0.750S+0.450W-+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.167 0.194 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 451.23 2704.00 0.29 52.87 272.00 Length = 5.0 It 2 0.120 0.194 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 324.31 2704.00 0.19 52.87 272.00 Length = 4.937 II 3 0.209 0.207 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 566.31 2704.00 0.31 56.42 272.00 Length = 2.563 II 4 0.223 0.207 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.31 56.42 272.00 +0+0.750L +0. 750S+0.450W-+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.205 0.214 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 555.13 2704.00 0.32 58.16 272.00 Length = 5.0 II 2 0.205 0.214 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 555.13 2704.00 0.30 58.16 272.00 Length = 4.937 II 3 0.070 0.214 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 189.43 2704.00 0.06 58.16 272.00 Length = 2.563 It 4 0.040 0.214 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.04 58.16 272.00 +0+0.750L +0.750S+0.450W-+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 II 1 0.217 0.217 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 588.11 2704.00 0.32 58.92 272.00 Length= 5.0 II 2 0.217 0.217 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 588.11 2704.00 0.32 58.92 272.00 Length = 4.937 II 3 0.218 0.217 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 590.20 2704.00 0.11 58.92 272.00 Length = 2. 563 It 4 0.223 0.217 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.25 58.92 272.00 +0+0.750L +0.750S+0.450W-+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.181 0.208 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 489.18 2704.00 0.31 56.65 272.00 Length = 5.0 It 2 0.181 0.208 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 489.18 2704.00 0.29 56.65 272.00 Length = 4.937 ft 3 0.168 0.208 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 453.23 2704.00 0.29 56.65 272.00 Lenglh = 2.563 II 4 0.040 0.208 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.21 56.65 272.00 +D+0.750L+0.750S+0.450W-+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.193 0.211 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 522.16 2704.00 0.32 57.41 272.00 Length = 5.0 II 2 0.193 0.211 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 522.16 2704.00 0.28 57.41 272.00 Length = 4.937 ft 3 0.210 0.211 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 568.81 2704.00 0.29 57.41 272.00 Length = 2.563 It 4 0.223 0.211 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.29 57.41 272.00 +0+0.750L +0.750S+0.5250E-+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.047 0.047 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 126.45 2704.00 0.07 12.74 272.00 Length = 5.0 II 2 0.047 0.047 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.08 126.45 2704.00 0.07 12.74 272.00 Length = 4.937 II 3 0.218 0.087 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 588.53 2704.00 0.13 23.65 272.00 Length = 2.563 II 4 0.223 0.167 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.25 45.44 272.00 +0+0.750L +0.750S+0.5250E-+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 II 1 0.035 0.032 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 94.54 2704.00 0.05 8.77 272.00 Length = 5.0 II 2 0.119 0.185 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 321.33 2704.00 0.28 50.33 272.00 Length= 4.937 II 3 0.145 0.185 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.25 392.62 2704.00 0.28 50.33 272.00 Length = 2.563 II 4 0.040 0.185 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.22 50.33 272.00 +0+0.750L +0. 750S+0.5250E-+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.029 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.05 79.73 2704.00 0.05 9.52 272.00 Length = 5.0 II 2 0.070 0.132 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 189.43 2704.00 0.20 35.97 272.00 Length= 4.937 II 3 0.210 0.202 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 567.14 2704.00 0.30 54.91 272.00 Length = 2.563 II 4 0.223 0.202 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.30 54.91 272.00 +0+0.750L +0.750S+0.5250E-+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 II 1 0.108 0.170 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 291.33 2704.00 0.25 46.26 272.00 Length = 5.0 II 2 0.122 0.170 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.21 329.27 2704.00 0.25 46.26 272.00 Length = 4.937 It 3 0.094 0.170 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.16 255.38 2704.00 0.06 46.26 272.00 Length = 2.563 II 4 0.040 0.170 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.04 46.26 272.00 .. } . " ._ 13 Title Block Line 1 Project Title: You can change this area Engineer: Project 10: using the 'Settings' menu item ProJect Oeser: and then using the 'Printing & Title Block' selection. Title Block Line 6 Prin1ed: 12 OCT 2015, 4:05PM Wood Beam Aa =s:~HSH-1INDI).PIM'I®15-c-~ ENERCAlC,INC.1tJBS.J)15, .... 15.1~ vd.15.10.6 I' II Description : SJ-01 (2x6 @16") Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M v cd CFN Cj Cr Cm c t CL M lb F'b v fv F'v +D+0.750L+0.750S+0.5250E+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.120 0.184 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 324.31 2704.00 0.28 50.04 272.00 Length = 5.0 ft 2 0.142 0.184 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 382.77 2704.00 0.28 50.04 272.00 Length = 4. 937 ft 3 0.219 0.184 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 591.03 2704;00 0.11 50.04 272.00 Length = 2.563 ft 4 0.223 0.184 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.25 50.04 272.00. +D+0.750L+0.750S+0.5250E+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.083 0.142 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 225.38 2704.00 0.21 38.71 272.00 Length = 5.0 ft 2 0.192 0.202 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 519.18 2704.00 0.30 54.87 272.00 Length = 4.937 ft 3 0.192 0.202 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 519.18 2704.00 0.30 54.87 272.00 Length = 2.563 ft 4 0.040 0.202 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.20 54.87 272.00 +D+0.750L+0.750S+0.5250E+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.096 0.156 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.16 258.36 2704.00 0.23 42.49 272.00 Length = 5.0 ft 2 0.143 0.178 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 387.28 2'104.00 0.27 48.40 272.00 Length = 4.937 ft 3 0.211 0.185 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 569.65 2704.00 0.28 50.37 272.00 Length= 2.563 ft 4 0.223 0.185 1.60 1.300 1.00 1.00 1.00 1.00 1.00 o:38 602.49 2704.00 0.28 50.37 272.00 +D+0.750L+0.750S+0.5250E+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.162 0.197 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 437.04 2704.00 0.29 53.63 272.00 Length = 5.0 ft 2 0.132 0.197 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 357.28 2704.00 0.09 53.63 272.00 Length = 4.937 ft 3 0.037 0.197 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 101.00 2704.00 0.06 53.63 272.00 Length = 2.563 ft 4 0.040 0.197 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.06 53.63 272.00 +D+0.750L+0.750S+0.5250E+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.156 0.200 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 423.16 2704.00 0.30 54.38 272.00 Length = 5.0 ft 2 0.144 0.200 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.25 390.26 2704.00 0.11 54.38 272.00 Length = 4.937 ft 3 0.217 0.200 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 587.69 2704.00 0.14 54.38 272.00 Length = 2.563 ft 4 0.223 0.200 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.25 54.38 272.00 +D+0.750L+0.750S+0.5250E+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.172 0.192 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 465.60 2704.00 0.29 52.12 272.00 Length = 5.0 ft 2 0.108 0.192 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 291.33 2704.00 0.27 52.12 272.00 Length = 4.937 ft 3 0.156 0.192 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 423.12 2704.00 0.27 52.12 272.00 Length = 2.563 ft 4 0.040 0.192 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.23 52.12 272.00 +D+0.750L+0.750S+0.5250E+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.167 0.194 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 451.23 2704.00 0.29 52.87 272.00 Length = 5.0 ft 2 0.120 0.194 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 324.31 2704.00 0.19 52.87 272.00 Length = 4.937 ft 3 0.209 0.207 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 566.31 2704.00 0.31 56.42 272.00 Length = 2.563 ft 4 0.223 0.207 1.60 1.300 1.00 1.00' 1.00 1.00 1.00 0.38 602.49 2704.00 0.31 56.42 272.00 +D+0.750L +0.750S+0.5250E+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.205 0.214 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 555.13 2704.00 0.32 58.16 272.00 Length = 5.0 ft 2 0.205 0.214 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 555.13 2704.00 0.30 58.16 272.00 Length = 4.937 II 3 0.070 0.214 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 189.43 2704.00 0.06 58.16 272.00 Length = 2.563 ft 4 0.040 0.214 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 107.86 2704.00 0.04 58.16 272.00 +D+0.750L+0.750S+0.5250E+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.217 0.217 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 588.11 2704.00 0.32 58.92 272.00 Length= 5.0 ft 2 0.217 0.217 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 588.11 2704.00 0.32 58.92 272.00 Length= 4.937 ft 3 0.218 0.217 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.37 590.20 2704.00 0.11 58.92 272.00 Length = 2.563 ft 4 0.223 0.217 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.25 58.92 272.00 +0+0.750L+0.750S+0.5250E+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.181 0.208 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 489.18 2704.00 0.31 56.65 272.00 Length = 5.0 ft 2 0.181 0.208 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 489.18 2704.00 0.29 56.65 272.00 Length= 4.937 ft 3 0.168 0.208 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 453.23 2704.00 0.29 56.65 272.00 Length = 2.563 ft 4 0.040 0.208 1.60 1.300 1.00 1.00 1.00 1.00 1.00 O.D7 107.86 2704.00 0.21 56.65 272.00 +D+0.750L +0.750S+0.5250E+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.193 0.211 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 522.16 2704.00 0.32 57.41 272.00 Length= 5.0 ft 2 0.193 0.211 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 522.16 2704.00 0.28 57.41 272.00 Length = 4.937 ft 3 0.210 0.211 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 568.81 2704.00 0.29 57.41 272.00 Length = 2.563 ft 4 0.223 0.211 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.38 602.49 2704.00 0.29 57.41 272.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.021 0.023 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.04 56.09 2704.00 0.03 6.17 272.00 Length= 5.0 ft 2 0.021 0.023 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.04 56.09 2704.00 0.03 6.17 272.00 Length = 4.937 ft 3 0.023 0.023 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.04 61.10 2704.00 0.03 6.17 272.00 Length = 2.563 ft 4 0.024 0.023 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.04 64.72 2704.00 0.03 6.17 272.00 ' . ; ' Title Block Une 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Description : SJ-01 @16"} Load Combination Max Stress Ratios Segment Length Span# M v ..{).60D-t{).70E-t{).60H Length = 5.0 fl 1 0.021 0.023 Length= 5.0 fl 2 0.021 0.023 Length = 4.937 fl 3 0.023 0.023 Length = 2.563 fl 4 0.024 0.023 Overall Maximum Deflections Load Combination Span +O+lotH, LL Comb Run (L 'L *) 1 +D+l otH, LL Comb Run ('L *L) 2 +D+lotH, LL Comb Run (L*L j 3 +D+l otH, LL Comb Run (*L *L) 4 Vertical Reactions Load Combination Support 1 OVerall MAXimum 0.342 Overall MINimum 0.004 +D+H 0.043 +D+lotH, LL Comb Run (***L) 0.037 +O+lotH, LL Comb Run (**L*) 0.054 +D+lotH, LL Comb Run (**LL) 0.048 +O+lotH, LL Comb Run ('L *') 0.009 +D+lotH, LL Comb Run ('L *L) 0.004 +O+lotH, LL Comb Run (*LL j 0.020 +D+lotH, LL Comb Run ('LLL) 0.015 +O+lotH, LL Comb Run (L -) 0.331 +D+LotH, LL Comb Run (L *'L) 0.325 +D+lotH, LL Comb Run (L 'L*) 0.342 +O+lotH, LL Comb Run (L*LL) 0.336 +O+lotH, LL Comb Run (LL j 0.298 +D+lotH, LL Comb Run (LL *L) 0.292 +D+lotH, LL Comb Run (LLL*) 0.309 +D+lotH, LL Comb Run (LLLL) 0.303 +D+lrotH, LL Comb Run (*"L) 0.043 +D+lr+H, LL Comb Run (*'L j 0.043 +D+lrotH, LL Comb Run (*'LL) 0.043 +O+Lr+H, LL Comb Run ('L**) 0.043 +O+lrotH, LL Comb Run ('L *L) 0.043 +D+LrotH, LL Comb Run (*LL *) 0.043 +D+lrotH, LL Comb Run ('LLL) 0.043 +O+lrotH, LL Comb Run (L -) 0.043 +O+lr+H, LL Comb Run (L *'L) 0.043 +O+lr+H, LL Comb Run (L 'L *) 0.043 +O+Lr+H, LL Comb Run (L *LL) 0.043 +O+lr+H, LL Comb Run (LL **) 0.043 +O+lrotH, LL Comb Run (LL 'L) 0.043 +D+lrotH, LL Comb Run (LLL*) 0.043 +D+lrotH, LL Comb Run (LLLL) 0.043 +D+S+H 0.043 +O-t{).750Lr-t{).750L+H, LL Comb Run(* 0.038 +0..{).750Lr-t{).750L+H, LL Comb Run(* 0.051 +O-t{).750Lr-t{).750L +H, LL Comb Run(* 0.047 +O-t{).750Lr-t{).750L +H, LL Comb Run(* 0.018 +O-t{).750Lr-t{).750LotH, LL Comb Run(* 0.014 +O-t{).750Lr-t{).750L+H, LL Comb Run(' 0.026 +O-t{).750Lr-t{).750L +H, LL Comb Run(* 0.022 +0..{).750Lr-t{). 750L otH, LL Comb Run (L 0.259 +O-t{).750Lr-t{).750L +H, LL Comb Run (L 0.255 +D-t{).750Lr-t{).750L +H, LL Comb Run (L 0.267 +0..{).750Lr-t{).750L+H, LL Comb Run (L0.263 cd CFN 1.300 1.60 1.300 1.60 1.300 1.60 1.300 1.60 1.300 Max.·-· Deft 0.0483 0.0380 0.0442 0.1388 Support2 0.956 0.033 0.125 0.158 0.059 0.092 0.491 0.524 0.424 0.458 0.557 0.591 0.491 0.524 0.923 0.956 0.857 0.890 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.150 0.075 0.100 0.399 0.424 0.350 0.374 0.449 0.474 0.399 0.424 Project THie: En9ineer: Project Oeser: Moment Values Ci Cr Cm C I CL M lb 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.04 56.09 1.00 1.00 1.00 1.00 1.00 0.04 56.09 1.00 1.00 1.00 1.00 1.00 0.04 61.10 1.00 1.00 1.00 1.00 1.00 0.04 64.72 Location in Span Load Combination 2.405 2.658 +O+L otH, LL Comb Run (L 'L j 2.595 +O+lotH, LL Comb Run ('L *L) 2.500 Support notation : Far left is #1 Support3 Support4 Support 5 0.896 0.852 -0.002 0.011 0.098 0.115 -0.035 0.553 0.530 0.403 0.397 0.841 0.464 0.082 0.331 0.520 0.896 0.370 0.763 0.808 0.031 0.126 -0.102 0.564 0.464 0.414 0.331 0.852 0.397 0.093 0.264 0.531 0.829 0.381 0.696 0.819 0.098 0.115 0.098 0.115 0.098 0.115 0.098 0.115 0.098 0.115 0.098 0.115 0.098 0.115 0.098 0.115 0.098 0.115 0.098 0.115 0.098 0.115 0.098 0.115 0.098 0.115 0.098 0.115 0.098 0.115 0.098 0.115 -0.002 0.443 0.422 0.331 0.322 0.660 0.372 0.090 0.272 0.419 0.696 0.306 0.597 0.635 0.048 0.123 -0.052 0.452 0.372 0.340 0.272 0.668 14 Project 10: Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2704.00 0.03 6.17 272.00 2704.00 0.03 6.17 272.00 2704.00 0.03 6.17 272.00 2704.00 0.03 6.17 272.00 Max.'+' Deft 0.0000 -0.0131 -0.0346 0.0000 Values in KIPS Location in Span 0.000 0.696 3.671 3.671 ' . Title Block Une 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam Ill Description: SJ~1 (2x6 @16") Vertical Reactions Load Combination Support 1 +Dot0.750Lr:t0.750L+H, LL COirib Run ([0:234 +D+0.750Lr+0.750L+H, LL Comb Run (L0.230 +D+0.750Lr+0.750L+H, LL Comb Run (L0.242 +D+0.750Lr+0.750L+H, LL Comb Run (L0.238 +D+0.750L+0.750S+H, LL Comb Run(*" 0.038 +0+0.750L+0.750S+H, LL Comb Run (*"0.051 +D+0.750L+0.750S+H, LL Comb Run (*"0.047 +0+0.750L+0.750S+H, LL Comb Run (*l0.018 +D+0.750L+0.750S+H, LL Comb Run (*l0.014 +D+0.750L+0.750S+H, LL Comb.Run (*l0.026 +D+0.750L+0.750S+H, LL Comb Run (*l0.022 +D+0.750L+0.750S+H, LL Comb Run (L'0.259 +D+0.750L+0.750S+H, LL Comb Run (L'0.255 +D+0.750L+0.750S+H, LL Comb Run (L'0.267 +D+0.750L+0.750S+H, LL Comb Run (L'0.263 +D+0.750L+0.750S+H, LL Comb Run (LI0.234 +D+0.750L+0.750S+H, LL Comb Run (LI0.230 +D+0.750L+0.750S+H, LL Comb Run (LI0.242 +D+0.750L+0.750S+H, LL Comb Run (LI0.238 +D+0.60W+H 0.043 +0+0.70E+H 0.043 +D+0.750Lr+0.750L+0.450W+H, LL Coo0.038 +D+0.750Lr+0.750L +0.450W+H, LL Coo 0.051 +D+0.750Lr+0.750L+0.450W+H, LL Coo0.047 +D+0.750Lr+0.750L+0.450W+H, LL Coo0.018 +D+0.750Lr+0.750L+0.450W+H, LL Coo0.014 +D+0.750Lr+0.750L +0.450W+H, LL Coo 0.026 +D+0.750Lr+0.750L+0.450W+H, LL Coo0.022 +D+0.750Lr+0.750L +0.450W+H, LL Coo 0.259 +D+0.750Lr+0.750L+0.450W+H, LL Coo0.255 +D+0.750Lr+0.750L +0.450W+H, LL Coo 0.267 +D+0.750Lr+0.750L+0.450W+H, LL Coo0.263 +0+0.750Lr+0.750L+0.450W+H, LL Coo0.234 +D+0.750Lr+0.750L+0.450W+H, LL Coo0.230 +D+0.750Lr+0.750L+0.450W+H, LL Corr0.242 +D+0.750Lr+0.750L+0.450W+H, LL Coo0.238 +D+0.750L+0.750S+0.450W+H, LL Corn 0.038 +D+0.750L+0.750S+0.450W+H, LL Com 0.051 +0+0.750L+0.750S+0.450W+H, LL Com 0.047 +D+0.750L+0.750S+0.450W+H, LL Com 0.018 +D+0.750L+0.750S+0.450W+H, LL Corn 0.014 +D+0.750L+0.750S+0.450W+H, LL Corn 0.026 +D+0.750L+0.750S+0.450W+H, LL Corn 0.022 +D+0.750L+0.750S+0.450W+H, LL Corn 0.259 +D+0.750L+0.750S+0.450WotH, LL Corn 0.255 +D+0.750L+0.750S+0.450WotH, LL Corn 0.267 +D+0.750L+0.750S+0.450W+H, LL Corn 0.263 +D+0.750L+0.750S+0.450W+H, LL Corn 0.234 +D+0.750L +0. 750S+0.450WotH, LL Com 0.230 +D+0.750L+0.750S+0.450W+H, LL Corn 0.242 +D+0.750L+O. 750S+0.450WotH, LL Corn 0.238 +D+0.750L+0.750S+0.5250E+H, LL Con0.038 +D+0.750L+0.750S+0.5250E+H, LL Con0.051 +D+0.750L+0.750S+0.5250E+H, LL Con0.047 +D+0.750L+0.750S+0.5250E+H, LL Con 0.018 +D+0.750L+0.750S+0.5250E+H, LL Con0.014 +D+0.750L+0.750S+0.5250E+H, LL Corr0.026 +D+0.750L+0.750S+0.5250E+H, LL Corr0.022 +D+0.750L+0.750S+0.5250E+H, LL Corr0.259 +D+0.750L+0.750S+0.5250E+H, LL Corr0.255 Support 2 0.724 0.749 0.674 0.699 0.150 0.075 0.100 0.399 0.424 0.350 0.374 0.449 0.474 0.399 0.424 0.724 0.749 0.674 0.699 0.125 0.125 0.150 0.075 0.100 0.399 0.424 0.350 0.374 0.449 0.474 0.399 0.424 0.724 0.749 0.674 0.699 0.150 0.075 0.100 0.399 0.424 0.350 0.374 0.449 0.474 0.399 0.424 0.724 0.749 0.674 0.699 0.150 0.075 0.100 0.399 0.424 0.350 0.374 0.449 0.474 Support3 0.322 0.223 0.647 0.547 ~.002 0.422 0.322 0.372 0,272 0.696 0.597 0.048 ~.052 0,372 0.272 0.322 0.223 0.647 0.547 0.098 0.098 ~.002 0.422 0.322 0.372 0.272 0.696 0.597 0.048 ~.052 0.372 0.272 0.322 0.223 0.647 0.547 ~.002 0.422 0.322 0.372 0.272 0.696 0.597 0.048 ~.052 0.372 0.272 0.322 0.223 0.647 0.547 ~.002 0.422 0.322 0.372 0.272 0.696 0.597 0.048 ·0.052 Project Title: Engineer: Project Oeser: Support notation : Far left is #1 Support 4 Support 5 0.098 0.427 0.315 0.643 0.443 0.331 0.660 0.090 0.419 0.306 0.635 0.123 0.452 0.340 0.668 0.098 0.427 0.315 0.643 0.115 0.115 0.443 0.331 0.660 0.090 0.419 0.306 0.635 0.123 0.452 0.340 0.668 0.098 0.427 0.315 0.643 0.443 0.331 0.660 0.090 0.419 0.306 0.635 0.123 0.452 0.340 0.668 0.098 0.427 0.315 0.643 0.443 0.331 0.660 0.090 0.419 0.306 0.635 0.123 0.452 15 Project 10: Printed: 12 OCT 2015, 4:05PM Ale = s:INAKHSH-1\NtlD:PR-1Y40Dt~3'di!ri:ILec6 EN~ INCA . Juliitt1~.~o,e;Ver.\111o.6 Values in KIPS ' . ' . Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Vertical Reactions Load Combination Support 1 +0+0.750L+0.750S+0.5250E+H, LL COIT0.267 +0+0.750L+0.750S+0.5250E+H, LL Con0.263 +D+0.750L+0.750S+0.5250E+H, LL Con0.234 +D+0.750L+0.750S+0.5250E+H, LL Con0.230 +D+0.750L+0.750S+0.5250E+H, LL Con0.242 +0+0.750L+0.750S+0.5250E+H, LL Con0.238 +0.600+0.60W+0.60H 0.026 +0.600+0.70E+0.60H 0.026 DOnly 0.043 Lr Only, LL Comb Run ("""1.) Lr Only, LL Comb Run ( .. L I Lr Only, LL Comb Run ( .. LL) Lr Only, LL Comb Run ('-"*) Lr Only, LL Comb Run ("1. *L) Lr Only, LL Comb Run ('-L I Lr Only, LL Comb Run ("LLL) Lr Only, LL Comb Run (L I Lr Only, LL Comb Run (L .. L) Lr Only, LL Comb Run (L '-*) Lr Only, LL Comb Run (L '-L) Lr Only, LL Comb Run (LL "") Lr Only, LL Comb Run (LL '-) Lr Only, LL Comb Run (LLL I Lr Only, LL Comb Run (LLLL) L Only, LL Comb Run ("""1.) -0.006 L Only, LL Comb Run ("*L I 0.011 L Only, LL Comb Run ("*LL) 0.006 L Only, LL Comb Run ("1. j -0.033 L Only, LL Comb Run (*L '-l -0.039 L Only, LL Comb Run ("LL *) -0.022 L Only, LL Comb Run (*LLL) -0.028 L Only, LL Comb Run (L I 0.288 L Only, LL Comb Run (L .. L) 0.283 L Only, LL Comb Run (L ,_I 0.299 L Only, LL Comb Run (L '-L) 0.294 L Only, LL Comb Run (LL "*) 0.255 L Only, LL Comb Run (LL '-) 0.249 L Only, LL Comb Run (LLL I 0.266 L Only, LL Comb Run (LLLL) 0.260 SOnly WOnly EOnly HOnly 16 Project Title: Engineer: ProJect Oeser: Project 10: Support notation : Far left is #1 Values in KIPS Support2 Support3 Support4 SupportS 0.399 0.372 0.340 0.424 0.272 0.668 0.724 0.322 0.098 0.749 0.223 0.427 0.674 0.647 0.315 0.699 0.547 0.643 0.075 0.059 0.069 0.075 0.059 0.069 0.125 0.098 0.115 0.033 -0.133 0.438 -0.066 0.432 0.288 -0.033 0.299 0.726 0.366 0.366 -0.033 0.399 0.233 0.405 0.299 0.798 0.255 0.333 0.665 0.693 0.432 -0.066 0.011 0.465 -0.199 0.449 0.366 0.366 0.299 0.399 0.233 0.737 0.798 0.299 -0.022 0.831 0.166 0.416 0.731 0.731 0.266 0.765 0.599 0.704 ' .. ' '. Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Description : CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties 17 Project Tnle: En9ineer: Project Oeser: Project ID: Analysis Method : Allowable Stress Design Load Combination ASCE 7-1 0 Fb-Tension Fb-Compr Fe-Prll 1,300.0psi 1,300.0psi 925.0psi 625.0psi 170.0psi 675.0psi E : Modulus of Elasticity Ebend-xx 1 ,600.0 ksi Eminbend-xx 580.0ksi Fe-Perp Fv Ft Wood Species : Douglas Fir-Larch (North) Wood Grade :No.1 Density 30.580pcf Beam Bracing : Beam is Fully Braced againstlateral-torsion buckling 4x8 Spenc 5.5011 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.1330 , Tributary Width = 1.0 ft Point Load : D = 0.10, L = 0.40 k@ 1.250 ft Point Load : D = 0.10, L = 0.40 k@ 2.50 ft Point Load: D = 0.10, L = 0.40 k@ 3.750 ft ,_llE_SLGN_Sf!M&fAB..Y ______________________________________ _ i Maximum Bending Stress Ratio = 0.462 1 ! Section used for this span 4x8 i fb :Actual = 779.96psi Maximum Shear Stress Ratio Section used for this span tv: Actual I • FB: Allowable = 1 ,690.00psl Load Combination +D+L +H Location of maximum on span = 2.509ft Span # where maximum occurs Span # 1 i Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.049 in Ratio = 0.000 in Ratio = 0.059 in Ratio = 0.000 in Ratio= Fv : Allowable Load Combination Location of maximum on span Span #_where maximum occurs 1356 0 <360 1113 0 <240 = = = = = DP,ICJf1 OK 0.399:1 4x8 67.79psi 170.00psi +D+L+H O.OOOft Span# 1 ·-----------~-----~----···-------------·· --------· -------------------··--------·---------------.. ----.... --. -------------.. ---··------------·-------------·--------------- Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M v cd CFN Ci Cr Cm c t CL M fb F'b v fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 5.50 fl 0.092 0.080 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.36 140.43 1521.00 0.21 12.21 153.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 0.462 0.399 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.99 779.96 1690.00 1.15 67.79 170.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 0.066 0.057 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.36 140.43 2112.50 0.21 12.21 212.50 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 fl 0.072 0.062 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.36 140.43 1943.50 0.21 12.21 195.50 +D+0.750Lr+O. 750L +H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 .. Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Block Wood Beam Description : Load Combination Max Stress Ratios Segment Length Span# M v Length = 5.50 It 1 0.294 0.254 +0+0.750L +0. 750S+H Length = 5.50 It 0.319 0.276 +0+0.60W+H Length = 5.50 It 0.052 0.045 +0+0.70E+H Length = 5.50 It 1 0.052 0.045 +0+0.750Lr+0.750L +0.450W+H Length = 5.50 It 1 0.229 0.198 +D+0.750L+0.750S+0.450W+H Length = 5.50 It 1 0.229 0.198 +0+0.750L+0.750S+0.5250E+H Length = 5.50 It 1 0.229 0.198 +0.600+0.60W+0.60H Length = 5.50 It 0.031 0.027 +0.600+0. 70E+0.60H Length = 5.50 It 1 0.031 0.027 Overall Maximum Deflections Load Combination Span +D+L+H Vertical Reactions Load Combination Support 1 Overall MAXimum 1.239 Overall MINimum 0.131 +D+H 0.219 +D+L+H 1.239 +D+Lr+H 0.219 +D+S+H 0.219 +0+0.750Lr+0.750L+H 0.984 +0+0.750L+0.750S+H 0.984 +0+0.60W+H 0.219 +0+0.70E+H 0.219 +0+0.750Lr+0.750L+0.450W+H 0.984 +0+0.750L+0.750S+0.450W+H 0.984 +0+0.750L +0.750S+0.5250E+H 0.984 +0.60D+0.60W+0.60H 0.131 +0.60D+0.70E+0.60H 0.131 DOnly 0.219 LrOnly LOnly 1.020 SOnly WOnly EOnly HOnly cd C FN 1.25 1.300 1.300 1.15 1.300 1.300 1.60 1.300 1.300 1.60 1.300 1.300 1.60 1.300 1.300 1.60 1.300 1.300 1.60 1.300 1.300 1.60 1.300 1.300 1.60 1.300 Max.'.' Defl 0.0593 Support2 1.103 0.115 0.191 1.103 0.191 0.191 0.875 0.875 0.191 0.191 0.875 0.875 0.875 0.115 0.115 0.191 0.911 18 Project Title: Engineer: Project Oeser: Project 10: Moment Values Shear Values Cj Cr Cm c t CL M lb F'b v fv F'v 1.00 1.00 1.00 1.00 1.00 1.58 620.08 2112.50 0.91 53.90 212.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.58 620.08 1943.50 0.91 53.90 195.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.36 140.43 2704.00 0.21 12.21 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.36 14D.43 2704.00 0.21 12.21 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.58 620.08 2704.00 0.91 53.90 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.58 620.08 2704.00 0.91 53.90 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.58 620.08 2704.00 0.91 53.90 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.22 84.26 2704.00 0.12 7.33 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.22 84.26 2704.00 0.12 7.33 272.00 Location in Span Load Combination Max.'+' Deft Location in Span 2.730 0.0000 0.000 Support notation : Far left is #1 Values in KIPS ' . '. \ . Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Tttle Block' selection. Title Block Line 6 19 Project Title: E119ineer: Project Oeser: Project 10: Prinlod: 13 OCT 2015, 9:52AM Wood Beam File= S:\NAKHSH-1'MJO.fR...W40015--~.ec6 ENEROO.C.INC. ~-l!Ot5 Ni!1:1l,10$. Vir:l15.1U .... Description : BM-02 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb -Tens ion E: Modulus of Elasticity Load Combination :ASCE 7-1 0 Fb -Compr Fe-Prll 1,300.0psi 1,300.0psi 925.0psi 625.0psi 170.0psi 675.0psi Ebend-XX 1 ,600,0 ksi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch (North) Fe-Perp Wood Grade :No.1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling t p<P,U03l 4x8 Span= 5.5011 Density 30.580pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0450, L = 0.30, Tributary Width= 1.0 ft _DESIGN_ SUIIIIAB.'Y__________ _ _______________ ......... ____________________ .. __ .. _______ --........ ------ !Maximum Bending Stress Ratio = 0.302 1 Maximum Shear Stress Ratio = ) Section used for this span 4x8 Section used for this span · fb: Actual = 510.56psi tv: Actual = FB : Allowable = 1 ,690.00psi Fv : Allowable = Load Combination +D+L +H Load Combination Location of maximum on span = 2.750ft Location of maximum on span = Span #where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio= 1889 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.040 in Ratio= 1642 Max Upward Total Deflection 0.000 in Ratio= 0 <240 -----·-------·-···· --·---------------------·-------------------···----------------- Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M v cd CFN Ci Cr Cm c t CL M fb F'b v fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 5.50 It 0.044 0.037 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.17 66.59 1521.00 0.10 5.71 153.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 0.302 0.258 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.30 510.56 1690.00 0.74 43.80 170.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5. 50 It 0.032 0.027 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.17 66.59 2112.50 0.10 5.71 212.50 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 0.034 0.029 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.17 66.59 1943.50 0.10 5.71 195.50 +0+0. 750Lr+O. 750L +H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 0.189 0.161 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.02 399.57 2112.50 0.58 34.28 212.50 +0+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 It 0.206 0.175 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.02 399.57 1943.50 0.58 34.28 195.50 I .. ' '. Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & nle Block' selection. Description : BM-02 Load Combination Max Stress Ratios Segment Length Span# M v +D-+0.60W+H Length = 5.50 It 0.025 0.021 +D-+0.70E+H Length= 5.50 It 1 0.025 0.021 +D-+0.750Lr-+0.750L -+0.450W+H Length = 5.50 It 1 0.148 0.126 +D-+0.750L -+0.750S-+0.450W+H Length = 5.50 It 1 0.148 0.126 +Dof{).750L-+0.750S-+0.5250E+H Length= 5.50 It 1 0.148 0.126 -+0.60D-+0.60W-+0.60H Length = 5.50 It 0.015 0.013 -+0.60D-+0.70E-+0.60H Length= 5.50 It 1 0.015 0.013 Overall Maximum Deflections Load Combination Span +D+l+H 1 Vertical Reactions Load Combination Support 1 OVerall MAXimum 0.949 Overall MINimum 0.074 +D+H 0.124 +D+l+H 0.949 +D+lr+H 0.124 +D+S+H 0.124 +0-+0. 750Lr-+O. 750L +H 0.743 +D-+0.750L-+0.750S+H 0.743 +D-+0.60W+H 0.124 +D-+0.70E+H 0.124 +D-+0.750Lr-+0.750L-+0.450W+H 0.743 +D-+0.750L-+0.750S-+0.450W+H 0.743 +D-+0.750L-+0.750S-+0.5250E+H 0.743 -+0.60D-+0.60W+0.60H 0.074 -+0.60D-+0.70E-+0.60H 0.074 DOnly 0.124 LrOnly LOnly 0.825 SOnly WOnly EOnly HOnly cd CFN 1.300 1.60 1.300 1.300 1.60 1.300 1.300 1.60 1.300 1.300 1.60 1.300 1.300 1.60 1.300 1.300 1.60 1.300 1.300 1.60 1.300 Max. '·'Deft 0.0402 Support2 0.949 0.074 0.124 0.949 0.124 0.124 0.743 0.743 0.124 0.124 0.743 0.743 0.743 0.074 0.074 0.124 0.825 20 Project Title: Engineer: Project Oeser: Project ID: Moment Values Shear Values Ci Cr Cm C I CL M fb F'b v fv F'v 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.17 66.59 2704.00 0.10 5.71 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.17 66.59 2704.00 0.10 5.71 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.02 399.57 2704.00 0.58 34.28 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.02 399.57 2704.00 0.58 34.28 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.02 399.57 2704.00 0.58 34.28 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.10 39.96 2704.00 0.06 3.43 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.10 39.96 2704.00 0.06 3.43 272.00 Location in Span Load Combination Max. '+' Deft Location in Span 2.770 0.0000 0.000 Support notation : Far left is #1 Values in KIPS .. ' '. Title Block Line 1 You can change this area using the "Settings• menu item and then using the "Printing & Title Block" selection. Title Block. Line 6 jwoodBeam 1W43'ijt1HeltttJ' Description : Stringer (2x14 Notched) CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties 21 Project Title: Engineer: PrOJect Oeser: Project 10: Prinlad: 12 OCT 2015, 4:20PM Analysis Method: Allowable Stress Design Fb-Tension 1300psi 1300psi 925psi 625psi 170psi 675psi E : Modulus of Elasticity Load Combination :A.SCE 7-10 Fb-Compr Fe-Prll Wood Species : Douglas Fir-Larch (North) Fe-Perp Wood Grade : No.1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2x8 Spen=6.0ft Ebend-XX 1600 ksi Eminbend-xx 580ksi Density 30.58pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0280, L = 0.150 , Tributary Width = 1.0 fl ~ D~SHiN SUMMA._Rr_ ____________________ ···-----·--·-··--· ··------··-···-·-······-·--· -·----. !Maximum Bending Stress Ratio = 0.469 1 Maximum Shear Stress Ratio ' Section used for this span 2x8 Section used for this span .fb: Actual = 731.47psi fv: Actual FB: Allowable = 1,560.00psi Fv: Allowable Load Combination +D+L +H Load Combination Location of maximum on span = 3.000ft Location of maximum on span Span# where maximum occurs = Span # 1 Span #where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.058 in Ratio= 1247 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.068 in Ratio= 1051 Max Upward Total Deflection 0.000 in Ratio= 0 <240 -. ·---~ ----~ --. ---. -----~-----------------·---.-------------------------· Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M v cd C FN Ci Cr Cm C I CL M lb +D+H Length = 6.0 ft 0.082 0.061 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.13 115.06 +D+l+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 6. 0 ft 0.469 0.348 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.80 731.47 +D+lr+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.059 0.044 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.13 115.06 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.064 0.048 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.13 115.06 +D+0.750Lr+0.750L +H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.296 0.220 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.63 577.37 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 Length= 6.0 ft 0.322 0.239 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.63 577.37 = = = = = F'b v 0.00 0.00 1404.00 0.07 0.00 0.00 1560.00 0.43 0.00 0.00 1950.00 0.07 0.00 0.00 1794.00 0.07 0.00 0.00 1950.00 0.34 0.00 0.00 1794.00 0.34 0.348:1. 2x8 59.14 psi 170.00 psi +D+L+H O.OOOft Span# 1 --------- Shear Values fv F'v 0.00 0.00 9.30 153.00 0.00 0.00 59.14 170.00 0.00 0.00 9.30 212.50 0.00 0.00 9.30 195.50 0.00 0.00 46.68 212.50 0.00 0.00 46.68 195.50 I I Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. nle Block Line 6 I wood Beam l!till83'4t"'"'''.f' Description : Stringer (2x14 Notched ) Load Combination Segment Length Max Stress Ratios Span# M V +D..0.60W-tH Length = 6.0 ft +D..0.70E-tH Length = 6.0 ft 1 +D..0.750Lr..0.750L..0.450W-tH Length = 6.0 ft 1 +0..0.750L -+().750S..0.450W-tH Length = 6.0 ft 1 +0..0.750L ..0.750S..0.5250E-tH Length = 6.0 ft 1 ..0.60D..0.60W..0.60H Length = 6.0 ft ..0.60D..0.70E..0.60H 0.046 0.046 0.231 0.231 0.231 0.028 Length= 6.0ft 1 0.028 Overall Maximum Deflections Load Combination +0-+t-tH Vertical Reactions 0.034 0.034 0.172 0.172 0.172 0.021 0.021 Span 1 Load Combination Support 1 Overall MAXimum 0.534 Overall MINimum 0.050 +DotH 0.084 +0-+t-tH 0.534 +D+lr-tH 0.084 +D+S-tH 0.084 +D..0.750Lr..O. 750L -tH 0.422 +0..0. 7 50L +0. 7 50S-tH 0.422 +D+0.60W-tH 0.084 +D..0.70E-tH 0.084 +D..0.750Lr+0.750L..0.450W+H 0.422 +0..0.750L ..0. 750S..0.450W-tH 0.422 +D+0.750L+0.750S+0.5250E-tH 0.422 ..0.60D+0.60W+0.60H 0.050 ..0.60D+O. 70E..0.60H 0.050 DOnly 0.084 LrOnly LOnly 0.450 SOnly WOnly EOnly HOnly 1.200 1.60 1.200 1.200 1.60 1.200 1.200 1.60 1.200 1.200 1.60 1.200 1.200 1.60 1.200 1.200 1.60 1.200 1.200 1.60 1.200 Max. •.• Deft 0.0685 Support2 0.534 0.050 0.084 0.534 0.084 0.084 0.422 0.422 0.084 0.084 0.422 0.422 0.422 0.050 0.050 0.084 0.450 Project Title: Engineer: Project Oeser: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Location in Span Load Combination 3.022 Support notation : Far left is #1 Moment Values M lb 0.13 115.06 0.13 115.06 0.63 577.37 0.63 577.37 0.63 577.37 0.08 69.04 0.08 69.04 F'b 0.00 2496.00 0.00 2496.00 0.00 2496.00 0.00 2496.00 0.00 2496.00 0.00 2496.00 0.00 2496.00 22 Project 10: Prinlod: 12 OCT 2015, 4:20PM Shear Values V fv F'v 0.00 0.00 0.00 0.07 9.30 272.00 0.00 0.00 0.00 0.07 9.30 272.00 0.00 0.00 0.00 0.34 46.68 272.00 0.00 0.00 0.00 0.34 46.68 272.00 0.00 0.00 0.00 0.34 46.68 272.00 0.00 0.00 0.00 0.04 5.58 272.00 0.00 0.00 0.00 0.04 5.58 272.00 Max.'+' Deft Location in Span 0.0000 0.000 Values in KIPS t • N A K H S H A B DEVELOPMENT.DESIGN ARCHITECTURE . ! i I I :-----;-r-I i Ji ! 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Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. 24 Project Title: En9ineer: ProJect Descr: Project ID: Title Block Line 6 Printed. 13 OC1 2015, 10:17AM Wood Ledger File= S:\NAKHSH-1\NDD-PR-1\NDD15--31church.ec6 ENERCALC, INC. 198~2015, Build:6.15.10.6, Ver:6.15.10.6 2x8 Ledger to Wood I Code References Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 I Genera/Information Ledger Width Ledger Depth Ledger Wood Species G : Specific Gravity 1.50 in 7.250 in Yellow Poplar 0.43 1' in Design Method: ASD (using Service Load Combinations Wood Stress Grade : Douglas Fir-Larch (North), No.1 Fb Allow 1 ,300.0 psi Fv Allow 170.0 psi Fyb : Bolt Bending Yield 45,000 psi Bolt Diameter Bolt Spacing 16.0 in Wood as Main Supporting Member ---------~ Cm-Wet Service Factor Ct -Temperature Factor Cg -Group Action Factor C A-Geometry Factor "' 1.0 1.0 1.0 1.0 Width 6.0 in Wood Species G : Specific Gravity Uniform Load Yellow Poplar 0.43 't ~ ?' ,) • ' ~' -1 \•t>\ ~~~&"t \ ...• ~·~.· '!.·~ ''JW.. ., ¥ ~ •• ' ....... ~ • > 1" ..... • ' ;J 16in Bolt Snacinll 16in Bolt Soacino 16in Boll Soacinn I Load Data Dead Roof Live Floor Live Snow Wind Seismic Uniform Load ... 45.0 plf plf 300.0 plf plf plf plf Point Load ... lbs lbs lbs lbs lbs lbs Spacing in Offset in Horizontal Shear lbs lbs lbs lbs lbs lbs , .. Earth plf lbs lbs . ,, ' J • Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Description : Ledger to Wood DESIGN SUMMARY Maximum Ledger Bending Load Combination ... Moment fb : Actual Stress Fb : Allowable Stress Stress Ratio +D+l.+H 51.111 ft-lb 11.669 psi 1,300.0 psi 0.008976 :1 Maximum Ledger Shear Load Combination ... +D+l.+H Shear 230.0 lbs fv : Actual Stress 63.448 psi Fv: Allowable Stress 170.0 psi Stress Ratio 0.3732 :1 Maximum Bolt Bearing Summary Load Combination ... Max. Vertical Load BoH Allow Vertical Load Max. Horizontal Load BoH Allow Horizontal Load Angle of Resultant Diagonal Component Allow Diagonal BoH Force Stress Ratio, Wood @ Bolt Project Title: Engineer: Project Oeser: +D+L+H 460.0 lbs 540.0 lbs 0.0 lbs 1,800.0 lbs 90.0deg 460.0 lbs 540.0 lbs 0.8519 :1 Project ID: Dowel Bearing Strengths (for specific gravity & bolt diameter) Ledger, Perp to Grain 1,800.0 ksi Ledger, Parallel to Grain 4,800.0 ksi Supporting Member, Perpto Grain 1,800.0 ksi Supporting Member, Parallel to Grain 4,800.0 ksi I Allowable Bolt Capacity ~ Refer to NOS Section 11.3 for BoH Capacity calculation method. Governing Load Combination .. ;t-D+L+H Resutant Load Angle: Theta= 90.0 deg Ktheta = 1.250 Fe theta = 540.0 6Qit Cap,ac~ • LQS!d Perpengicu!ac tQ Grain 13Qit CaRa!iitx -Load faraii~I1Q GllliD Fern 1,800.0 Fes 1,800.0 Fyb 45,000.0 Fern 4,800.0 Fes 4,800.0 Fyb 45,000.0 Re 1.0 Rt 4.0 Re 1.0 Rt 4.0 k1 1.341 k2 1.321 k3 4.121 k1 1.341 k2 1.126 k3 2.512 lm : Eq 11.3-1 Rd= 5.0 Z= 2,160.0 lbs lm : Eq 11.3-1 Rd= 4.0 Z= 7,200.01bs Is : Eq 11.3-2 Rd= 5.0 Z= 540.0 lbs Is : Eq 11.3-2 Rd= 4.0 Z= 1,800.0 lbs II : Eq 11.3-3 Rd= 4.50 Z= 804.341bs II : Eq 11.3-3 Rd= 3.60 Z= 2,681.15 lbs 111m: Eq 11.34 Rd = 4.0 Z= 1,189.261bs 111m: Eq 11.34 Rd= 3.20 Z= 3,378.68 lbs Ills :Eq11.3-5 Rd= 4.0 Z= 927.171bs Ills :Eq11.3-5 Rd= 3.20 Z= 1,883.91 lbs IV : Eq 11.3-6 Rd = 4.0 Z= 1,299.04 lbs IV : Eq 11.3-6 Rd= 3.20 Z= 2,651.65 lbs Zmin : Basic Design Value = 540.0 lbs Zmin : Basic Design Value = 1,800.0 lbs Reference design value • Perpendicular to Grain : Reference design value • Parallel to Grain : Z * CM *CD* Ct * Cg * Cdelta = 540.0 lbs Z * CM * CD* Ct * Cg * Cdelta = 1,800.0 lbs 25 .. I • Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. 26 Project Title: En9ineer: Project Oeser: Project ID: Title Block Line 6 Printed: 13 OCT 2015, !0:18AM Wood Ledger File= S:INAKHSH-1\NDD-PR-1\NDD15--31church.ec6 ENERCALC. INC. 1983-2015, Build:6.15.1 0.6, Ver:6.15.1 0.6 2x8 Ledger to Concrete I Code References Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 I Genera/Information I Ledger Width Ledger Depth Ledger Wood Species G : Specific Gravity Bolt Diameter Bolt Spacing Cm-Wet Service Factor Ct -Temperature Factor Cg -Group Action Factor C fl -Geometry Factor 1.50 in 7.250 in Yellow Poplar 0.43 1' in 18.0 in 1.0 1.0 1.0 1.0 Design Method: ASD (using Service Load Combinations Wood Stress Grade : Douglas Fir-Larch (North), No.1 Fb Allow 1,300.0 psi Fv Allow 170.0 psi Fyb : Bolt Bending Yield 45,000 psi Concrete as Main Supporting Member -----------, Using 6' anchor embedment length in equations. Using dowel bearing strength fixed at 7.5 ksi per NOS Table 11 E Uniform Load ~r ~ • ~ ~~' " "' ' . ! 1-.. .f~iiiitr.Mi.>:~~. ~'*" -. , , r.,· ~' -< ,.., .r "' r-• -~ ~ , .. ~-.._ ~ ' ~ • l 18in Bolt Soacino 18in Bolt Soacino 18in Bolt Soacino I Load Data Dead Roof Live Floor Live Snow Wind Seismic Uniform Load ... 45.0 plf plf 300.0 plf plf plf pit Point Load ... lbs lbs lbs lbs lbs lbs Spacing in Offset in Horizontal Shear lbs lbs lbs lbs lbs lbs Earth pit lbs lbs I ; Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Tttle Block' selection. Description : 2x8 Ledger to Conaete DESIGN SUMMARY Project Tnle: En9ineer: ProJect Oeser: Project 10: Maximum Ledger Bending Load Combination ... Maximum Bolt Bearing Summary Load Combination ... Dowel Bearing Strengths (for specific gravity & bolt diameter) +D+L:+H Moment 64.688 ft-lb fb : Actual Stress 59.073 psi Fb: Allowable Stress 1,300.0 psi Stress Ratio 0.04544 :1 Maximum Ledger Shear Load Combination ... +D+L+H Shear 258.750 lbs fv : Actual Stress 71.379 psi Fv : Allowable Stress 170.0 psi Stress Ratio 0.4199 :1 I Allowable Bolt Capacity Governing Load Combination .. :t-D+L +H Resutant Load Angle: Theta= 90.0 deg Bolt Cal2ilc~ -Load Pem.mdiwlar w Grain Fern 7,500.0 Fes 1,800.0 Fyb Re 4.167 Rt 4.0 k1 4.384 k2 2.372 k3 lm :Eq11.3-1 Rd= 5.0 Z= Is :Eq11.3-2 Rd= 5.0 Z= II :Eq11.3-3 Rd = 4.50 Z= 111m : Eq 11.3-4 Rd= 4.0 Z= Ills : Eq 11.3-5 Rd= 4.0 Z= IV :Eq11.3-6 Rd= 4.0 Z= Zmin : Basic Design Value = Max. Vertical Load Bolt Allow Vertical Load Max. Horizontal Load Bolt Allow Horizontal Load Angle of Resultant Diagonal Component Allow Diagonal Bolt Force Stress Ratio, Wood @ Bolt +D+L+H 517.50 lbs 540.0 lbs O.Oibs 1,800.0 lbs 90.0deg 517.50 lbs 540.01bs 0.9583:1 Ledger, Perp to Grain 7,500.0 ksi Ledger, Parallel to Grain 7,500.0 ksi Supporting Member, Perp to Grain 1,800.0 ksi Supporting Member, Paranet to Grain 4,800.0 ksi .f:!Qm..1 Refer to NOS Section 11.3 for Bolt Capacity calculation method. Kthela = 1.250 Fe theta = 540.0 6!211 Ca12i1!0ilx -~!2ild famll~llQ Grain 45,000.0 Fern 7,500.0 Fes 4,800.0 Fyb 45,000.0 Re 1.563 Rt 4.0 k1 1.966 k2 1.363 k3 2.101 lm : Eq 11.3-1 Rd= 4.0 Z= 0.0 lbs Is : Eq 11.3-2 Rd= 4.0 Z= 1,800.01bs II : Eq 11.3-3 Rd= 3.60 z = 3,932.14 lbs 111m : Eq 11.3-4 Rd= 3.20 z = 4,646.28 lbs Ills : Eq 11.3-5 Rd= 3.20 Z= 2,072.90 lbs IV : Eq 11.3-6 Rd= 3.20 Z = 2,928.261bs Zmin: Basic Design Value = 1,800.0 lbs Reference design value • Parallel to Grain : Z * CM *CD* Ct * Cg * Cdelta = 1,800.0 lbs 0. c... 27 .. • :~ 10113i2015 Design Maps Summary Report · IIUSGS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.11988°N, 117.27292°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category 1/II/III USGS-Provided Output 55 = 1.066 g 51= 0.412 g SMS = 1.144 g SM1 = 0.654 g 5 05 = 0.763 g For information on how the 55 and 51 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. -; -II fll MCEA Response Spectrum 1.20 1.08 0." 0.84 0.72 O.GO 0.48 O.:i6 0.24 0.12 0.00 +--+--+--+--+--+--+--+--+--+-~ 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) -"' -II fll 0.88 Design Response Spectrum 0.80 0.72 0." 0.5, 0.411 0.40 O.:il2 0.24 O.IG 0.08 0.00 +--+--+--+--+--+--+--+--+--1---1 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) For PG~, TL, CR5, and CR1 values, please view the detailed report. -------------- Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the 28 htto·//eho2-earthauake.wr .usas.aov/desianmaps/us/summary .php?lemplate=minimal&latitude=33.119876&1ongitude=-117.272916&siteclass=3&riskcategory=O.. . 1/2 ' . Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Stage 29 Project Tnle: Engineer: Project Oeser: Project 10: Risk Category Calculations per ASCE 7-10 Risk Category of BuHding or Other Structure : 'Ill': Buildings and other structures that represent a substantial hazard to human life in ASCE 7-10, Page 2, Table 1.5-1 the event of a faDure. Seismic Importance Factor 1.25 ASCE 7-10, Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-10 11.4.1 Max. Ground Motions, 5% Damping : Ss 1.066 g. 0.2 sec response S 1 = 0.4120 g,1.0secresponse Site Class, Site Coeff. and Design Category = D ASCE 7-10 Table 20.3-1 Site Classification 'D': Shear Wave Velocity 600 to 1,200 ftlsec Site Coefficients Fa & Fv Fa Fv = 1.07 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-Ina interpolation from table values) Maximum Considered Earthquake Acceleration Design Spectral Acceleration Seismic Design category Resisting System S MS =Fa •Ss s M1 = Fv•s1 s os= s M*t13 S o{S Ml2/3 Bearing Well Systems = = = = = 1.59 1.144 ASCE 7-10 Eq. 11.4-1 0.654 ASCE 7-10 Eq. 11.4-2 0.763 ASCE 7-10 Eq. 11.4-3 0.436 ASCE 7-10 Eq. 11.4-4 D 4SCE 7-10 Table 11.6-1 & -2 ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System ... Light-framed walls sheathed wlwood structural panels rated for shear r"iltance or steel sheets. Response Modification Coefficient • R • System Ove!slrength Factor • Wo • Deflection Amplification Factor • Cd • = = NOTE! See ASCE 7-10 for all applicable footnotes. 6.50 Building height Limits : 3 oo category 'A & B' Umit · category ·c· Limit 4·00 category 'D' Limit category 'E' Limit Category 'F' Limit NoUmit No Limit Umit=65 Umit=65 Umit=65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The 'EQuivalent Lateral Force Procedure• js being ysed according to the orovisjons ofASCE 7-1012 8 Detennine Building Period Use ASCE 12.8-7 Structure Type for Building Period calculation: All Other Structural Systems " Ct • value 0.020 • hn • : Height from base to highest level = 3.0 ft "x "value 0.75 • Ta • Approximate fundamental period using Eq. 12.8-7 : "TL': Long-period transition period per ASCE 7-10 Maps 22-12 -> 22-16 " Cs " Response Coefficient S oS Short Period Design Spectral Response = • R •: Response Modification Factor = • I • : Seismic Importance Factor = Seismic Base Shear Cs = 0.1467 from 12.8.1.1 Ta = Ct • (hn • x) = 0.046 sec 8.000 sec Building Period • T a • Calculated from Approximate Method selected 0.763 From Eq. 12.8-2, Preliminary Cs 6.50 From Eq. 12.8-3 & 12.8-4, Cs need not exceed 1.25 From Eq. 12.8-5 & 12.8-6, Cs not be less than Cs : Seismic Response Coefficient = W ( see Sum Wi below ) = Seismic Base Shear V = Cs • W = 16.32 k 2.39 k = 0.046 sec ASCE 7-10 Section 12.8.1.1 = 0.147 = 1.840 = 0.042 = 0.1467 ASCE 7-10 Section 12.8.1 ' . TiUe Block Line 1 You can change this area using the "Settings• menu item and then using the "Printing & Title Block" selection. Title Block Line 6 30 Project Title: En9ineer: Project Oeser: Project ID: Printed: 13 OCT 2015, 5:13PM ASCE Seismic Base $hear File= S:\NAKHSH-1\NIJD.I>R--1\H001fi.o-3103-S'IR•1¥14-CAL-1~.ec6 .~. $;-~~.Nd!&.iS.104-.15.10,6 I I Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 • k • : hx exponent biiS8d on T a = 1.00 Table of building Weights by Floor Level... Level # Wi : Weight Hi : Height (Wi •Hi) "k Cvx Fx=Cvx •v Sum Story Shear Sum Story Moment 16.32 3.00 48.96 1.0000 2.39 2.39 0.00 SumWi= 16.32 k SumWi•Hi = 48.96 k-It Total Base Shear= 2.39k Base Moment= 7.2 k-It Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-10 12.10.1.1 Level# Wi Fi SumFi SumWi Fpx: Calcd Fpx: Min 16.32 2.39 2.39 16.32 2.39 3.11 Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . Weight at level of diaphragm and other structure elements attached to it. Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . Design Lateral Force applied at the level. Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . Sum of "Lat. Force• of ament level plus all levels above MIN Req'd Force@ Level ......... 0.20 * S 001• Wpx MAX Req'd Force@ Level ........ 0.40 • S o51•wpx Fpx: Design Force@ Level . . . . . . . Wpx • SUM(x->n) Fi I SUM(x->n) wi, x =Current level, n =Top Level Fpx: Max Fpx Dsgn. Force 6.23 3.11 3.11 . \ . ""' 31 sheet of ---- by ______________ __ N A K H S H A B DEVELOPMENT.DESIGN job# --------- date --------------- f I : ARCHITECTURE I I I. f_ I ENGINEERING BUILD GREEN ! 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Description : CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Project Title: En9ineer: PrOJect Oeser: Beam Bracing: Beam is Fully Braced against lateral-torsional buckling Bending Axis : Minor Axis Bending Load Combination :ASCE 7-1 0 + 9'9 ''fP PPP' S~n-=8.250fl HSS8x4x1/4 Fy : Steel Yield : E: Modulus: + Project ID: 50.0 ksi 29,000.0 ksi 35 • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.9750 klft, Tributary Width = 1.0 ft Uniform Load: D = 0.120, L = 0.0960 klft, Tributary Width= 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn I Omega : Allowable Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.630:1 HSS6x4x1/4 10.133 k-ft 16.093k-ft +D+L+H 4.125ft Span# 1 Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span #where maximum occurs 0.031 in Ratio= 0.000 in Ratio= 0.387 in Ratio = 0.000 in Ratio = 3,170 0 <360 256 0 <240 Dcs1qn OK 0.178: 1 HSS6x4x1/4 4.913 k 27.634 k +D+L+H 0.000 ft Span# 1 I I I I L--··--------·--------~----------·-. -·-··----···------------------------------------·-·---------------·· --------------. ----·-----··------. ---. ___ _j Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M v Mmax+ Mmax-MaMax Mny Mny/Omega Cb Rm VaMax Vny Vny/Omega -+O+H Dsgn. L = 8.2511 0.579 0.163 9.32 9.32 26.88 16.09 1.00 1.00 4.52 46.15 27.63 -+O+L+H Dsgn. L = 8.2511 0.630 0.178 10.13 10.13 26.88 16.09 1.00 1.00 4.91 46.15 27.63 -+O+Lr+H Dsgn. L = 8.2511 0.579 0.163 9.32 9.32 26.88 16.09 1.00 1.00 4.52 46.15 27.63 -+O+S+H Dsgn. L = 8.2511 0.579 0.163 9.32 9.32 26.88 16.09 1.00 1.00 4.52 46.15 27.63 -+0+0.750Lr..O. 750L +H Dsgn. L = 8.2511 0.617 0.174 9.93 9.93 26.88 16.09 1.00 1.00 4.81 46.15 27.63 -+0..0.750L..0.750S+H Dsgn. L= 8.2511 0.617 0.174 9.93 9.93 26.88 16.09 1.00 1.00 4.81 46.15 27.63 -+0..0.60W+H Dsgn. L = 8.25 It 0.579 0.163 9.32 9.32 26.88 16.09 1.00 1.00 4.52 46.15 27.63 -+0..0.70E+H Dsgn. L = 8.2511 0.579 0.163 9.32 9.32 26.88 16.09 1.00 1.00 4.52 46.15 27.63 -+0..0.750Lr..0.750L ..0.450W+H Dsgn. L = 8.2511 0.617 0.174 9.93 9.93 26.88 16.09 1.00 1.00 4.81 46.15 27.63 -+0..0.750L..0.750S..0.450W+H Dsgn. L = 8.2511 0.617 0.174 9.93 9.93 26.88 16.09 1.00 1.00 4.81 46.15 27.63 +D..0.750L..0.750S..0.5250E+H Dsgn. L = 8.2511 0.617 0.174 9.93 9.93 26.88 16.09 1.00 1.00 4.81 46.15 27.63 ..0.60D..0.60W..0.60H .... • Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Steel Beam Description : Opening Beam Load Combination Segment Length Dsgn. L = 8.25 ft -t{).600-t{).70E-t{).60H Span# Dsgn. L = 8.25 ft 1 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D-t{).750Lr-t{). 750L +H +D-t{).750L -t{).750S+H +0-t{).60W+H +D-t{).70E+H +D-t{).750Lr-t{).750L -t{).450W+H +D-t{).750L-t{).750S-t{).450W+H +0-t{).750L -!{). 750S-t{).5250E+H -t{).60D-t{).60W-t{).60H -t{).60D-t{).70E-t{).60H DOnly LrOnly LOnly SOnly WOnly EOnly HOnly Max Stress Ratios M V 0.347 0.098 0.347 0.098 Span Support 1 4.913 0.396 4.517 4.913 4.517 4.517 4.814 4.814 4.517 4.517 4.814 4.814 4.814 2.710 2.710 4.517 0.396 Max. •.• Defl 0.3874 Support2 4.913 0.396 4.517 4.913 4.517 4.517 4.814 4.814 4.517 4.517 4.814 4.814 4.814 2.710 2.710 4.517 0.396 Mmax+ 5.59 5.59 Project Title: Engineer: ProJect Oeser: Summary of Moment Values Mmax • Ma Max Mnx Mnx/Omega Cb Rm 5.59 26.88 16.09 1.00 1.00 5.59 26.88 16.09 1.00 1.00 36 Project ID: Summary of Shear Values Va Max Vnx Vnx/Omega 2.71 46.15 27.63 2.71 46.15 27.63 Location in Span Load Combination Max.'+' Dell Location in Span 4.149 Suppoll notation : Far left is #1 0.0000 Values in KIPS 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Steel Column ... Description : Opening Column Code References 37 Project Tttle: Engineer: ProJect Oeser: Project 10: Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 Generallnfonnation Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads C7x14.75 Allowable Strength 36.0 ksi 29,000.0 ksi ASCE 7-10 Column self weight included : 118.0 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 8.0 ft, D = 4.50, L = 0.60 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axiai+Bending Stress Ratio = Load Combination Location of rnax.above base At maximum location values are ... Pa: Axial Pn I Omega : Allowable Ma-x : Applied Mn-x I Omega : Allowable Ma-y ; Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are ... Va: AppHed Vn I Omega : Allowable Load Combination Results Overall Column Height 8.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns: 0.3668 :1 +D+L+H 0.0 ft 5.218 k 14.224 k 0.0 k-ft 12.584 k-ft 0.0 k-ft 2.219 k-ft 0.0 :1 0.0 ft 0.0 k 0.0 k X-X (width) axis : Unbraced Length for X-X Axis buckling = 10 fl. K = 1.0 Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 10 fl. K = 1.0 Service loads entered. Load Factors wHI be applied for calculations. Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ..• Along Y-Y 0.0 in at for load combination : Along X-X 0.0 in at for load combination : O.Ok O.Ok O.Ok 0.0 k O.Oft above base O.Oft above base X-X Slenderness Ratio kllr > 200 Millimum &iill + ~lldill!l Sir= Balig:j Maximum Shear Rajjg:j Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.325 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.367 PASS O.OOft 0.000 PASS 0.00 ft +D+Lr+H 0.325 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.325 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.356 PASS O.OOft 0.000 PASS 0.00 ft +0+0. 750L +0. 750S+H 0.356 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.325 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.325 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L +0.450W+H 0.356 PASS O.OOft 0.000 PASS 0.00 ft +0+0. 750L +0. 750S+0.450W+H 0.356 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L +0.750S+0.5250E+H 0.356 PASS 0.00 ft 0.000 PASS 0.00 ft +0.600+0.60W+0.60H 0.195 PASS O.OOft 0.000 PASS 0.00 ft +0.600+0. 70E+0.60H 0.195 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @Base @Top @Base @Top @Base +D+H k 4.618 k e, 38 I Title Block Line 1 Project Title: You can change this area Engineer: Project 10: using the 'Settings' menu item ProJect Oeser: and then using the 'Printing & Title Block' selection. Block Steel Column Description : Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @Base @Top @Base @Top @Base ..O+L.+H k k 5.218 k ..O+L.r+H k k 4.618 k ..O+S+H k k 4.618 k ..0+0.750Lrot0.750L+H k k 5.068 k ..0+0.750Lot0.750S+H k k 5.068 k ..0..0.60W+H k k 4.618 k ..0..0.70E+H k k 4.618 k ..0..0.750Lrot0.750Lot0.450W+H k k 5.068 k ..0..0.750L ..0. 750Sot0.450W+H k k 5.068 k ..0..0.750Lot0.750Sot0.5250E+H k k 5.068 k ..0.60D+0.60W+0.60H k k 2.771 k ..0.600..0.70Eot0.60H k k 2.771 k DOnly k k 4.618 k LrOnly k k k LOnly k k 0.600 k SOnly k k k WOnly k k k EOnly k k k HOnly k k k Maximum Oeftections for Load Combinations Load Combination Max. X-X Detection Distance Max. y. y Detection Distance ..O+H 0.0000 in 0.000 ft 0.000 in 0.000 ft ..O+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 It ..O+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lrot0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 It +Dot0.750Lot0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft ..0..0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft ..0..0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 It ..0..0.750Lr..O. 750L ..0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 ft +Dot0.750Lot0.750Sot0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 It ..0..0.750Lot0.750Sot0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft ..0.600..0.60Wot0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft ..0.60Dot0.70Eot0.60H 0.0000 in 0.000 ft 0.000 in 0.000 It DOnly 0.0000 in 0.000 It 0.000 in 0.000 ft LrOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft LOnly 0.0000 in 0.000 fl 0.000 in 0.000 It SOnly 0.0000 in 0.000 fl 0.000 in 0.000 fl WOnly 0.0000 in 0.000 ft 0.000 in 0.000 It EOnly 0.0000 in 0.000 fl 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 It ""'' I 39 Title Block Une 1 Project Hie: You can change this area Engineer: Project 10: using the 'Settings' menu item Project Oeser: and then using the 'Printing & Hie Block' selection. Title Block Line 6 Steel Column I, II Description : Opening Column Steel Section Properties : C7x14.75 Depth = 7.000 in lxx = 27.20 in"4 J = 0.267 in•4 Web Thick = 0.419 in Sxx = 7.78 in"3 Cw = 13.10 in"6 Flange Width 2.300 in Rxx = 2.510 in Ro = 2.750 in Flange Thick = 0.366 in Zx 9.750 in•3 H = 0.875 in Area = 4.330 in"2 lyy 1.370 in"4 Weight 14.750 plf Syy = 0.772 in"3 Wno = 4.490 in"2 Kdesign = 0.875 in Ryy 0.561 in Sw = 1.180 in"4 Zy = 1.630 in"3 Qf 2.350 in•3 rts 0.738 in Qw = 4.760 in"3 y~ = 0.560 in Wn2 = 0.000 X~ 0.532 in Sw2 = 0.000 Xp 0.309 in Sw3 = 0.000 Eo 0.441 in .... ·>· ~· ~! .;.~ ~! >. ¢: if 0 i ..; ~ II ~ f "' J: Loads are total entered value. Arraws do not reflect absolute direction. 40 sheet of ---- by ____________ __ N A K H S H A B DEVELOPMENT.OESIGN job#------- date ----------------- ARCHITECTURE ENGINEERING BUILD ! : I I I : i : 1 II I 'r 1 i ! t1Fl' !1 ,\ 1;1:~' J L.J I I I I" ! ! 1: I I I i 1 I I ! i I I GREEN ! ' I ' I ' I I I 1/' I I ! i ! 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Description : BM-3 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties 44 Project Title: Engineer: ProJect Oeser: Project 10: Analysis Method : Allowable Stress Design Load Combination ;,\SCE 7-10 Fb-Tension Fb-Compr Fe-Prll 1300psi E: Modulus of Elasticity 1300psi Ebend-xx 1600ksi 925psi Eminbend -xx 580ksi 625psi 170psi 675psi Density 30.58pcf Beam Bracing Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsion buckling · Wood Species : Douglas Fir-Larch (North) Wood Grade : No.1 -· . --~-------. --------- + • + • 4x8 Span= B.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.030, L = 0.0240 , Tributary Width = 1.0 ft Uniform Load : D = 0.0430 , Tributary Width = 1.0 ft r· 0~$/GJJ§j}jf~B.Y _____ ... _ ..... _ ___ _ __________ .. ___ ---· :Maximum Bending Stress Ratio = 0.312 1 ' Section used for this span 4x6 fb: Actual = 527.72psi Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable = 1 ,690.00psi Load Combination +D+L +H Location of maximum on span = 4.000ft Span #where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.029 in Ratio = 0.000 in Ratio= 0.116 in Ratio= 0.000 in Ratio= Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 3350 0 <360 828 0 <240 L_ ___________ -------------------~-. -------------. ---. - -------------·-------------------· -----------------.------------ Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M v cd C FN Ci Cr Cm C I CL M lb +D+H Length = 8.0 II 0.261 0.132 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.58 397.15 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length= 8.0 II 0.312 0.158 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.78 527.72 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.0 II 0.188 0.095 1,25 1.300 1.00 1.00 1.00 1.00 1.00 0.58 397.15 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.0 II 0.204 0.104 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.58 397.15 +D~.750Lr~. 750L +H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.0 II 0.234 0.119 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.73 495.07 +D~.750L ~.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 = = = = F'b 0.00 1521.00 0.00 1690.00 0.00 2112.50 0.00 1943.50 0.00 2112.50 0.00 0.158: 1 4x6 26.92 psi 170.00 psi +D+L+H 7.562ft Span# 1 i ; --------·---------·--.. ____ _I Shear Values v fv F'v 0.00 0.00 0.00 0.26 20.26 153.00 0.00 0.00 0.00 0.35 26.92 170.00 0.00 0.00 0.00 0.26 20.26 212.50 0.00 0.00 0.00 0.26 20.26 195.50 0.00 0.00 0.00 0.32 25.26 212.50 0.00 0.00 0.00 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & nle Block' selection. Title Block Line 6 Wood Beam Load Combination Max Stress Ratios Segment Length Span# M v Length = 8.0 II 1 0.255 0.129 +D+0.60W+H Length = 8.0 II 0.147 0.074 +D+0.70E+H Length = 8.0 II 1 0.147 0.074 +0+0.750Lr+0.750L+0.450W+H Length= 8.0 II 1 0.183 0.093 +D+0.750L +0. 750S+0.450W+H Length = 8.0 II 1 0.183 0.093 +0+0.750L+0.750S+0.5250E+H Length = 8.0 II 1 0.183 0.093 +0.600+0.60W+0.60H Length = 8.0 II 0.088 0.045 +0.600+0.70E+0.60H Length = 8.0 II 1 0.088 0.045 Overall Maximum Deflections Load Combination Span +D+L+H 1 Vertical Reactions Load Combination Support 1 OVerall MAXimum 0.388 Overall MINimum 0.096 +D+H 0.292 +D+L+H 0.388 +D+Lr+H 0.292 +D+S+H 0.292 +D+0.750Lr+0.750L+H 0.364 +0+0.750L+0.750S+H 0.364 +D+0.60W+H 0.292 +D+0.70E+H 0.292 +D+0.750Lr+0.750L+0.450W+H 0.364 +D+0.750L+0.750S+0.450W+H 0.364 +D+0.750L +0.750S+0.5250E+H 0.364 +0.600+0.60W+0.60H 0.175 +0.600+0.70E+0.60H 0.175 DOnly 0.292 LrOnly LOnly 0.096 SOnly WOnly EOnly HOnly cd CFN 1.15 1.300 1.300 1.60 1.300 1.300 1.60 1.300 1.300 1.60 1.300 1.300 1.60 1.300 1.300 1.60 1.300 1.300 1.60 1.300 1.300 1.60 1.300 Max. •-• Dell 0.1158 Support2 0.388 0.096 0.292 0.388 0.292 0.292 0.364 0.364 0.292 0.292 0.364 0.364 0.364 0.175 0.175 0.292 0.096 45 Project Title: En9ineer: PrOJect Oeser: Project ID: Moment Values Shear Values Ci Cr Cm C I CL M fb F'b v fv F'v 1.00 1.00 1.00 1.00 1.00 0.73 495.07 1943.50 0.32 25.26 195.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.58 397.15 2704.00 0.26 20.26 272.00 1.00 1.00 1.00 1.00 1.00 0;00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.58 397.15 2704.00 0.26 20.26 272.00 1.00 1.00. 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.73 495.07 2704.00 0.32 25.26 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.73 495.07 2704.00 0.32 25.26 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.73 495.07 2704:00 0.32 25.26 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.35 238.29 2704.00 0.16 12.16 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.35 238.29 2704.00 0.16 12.16 272.00 Location in Span Load Combination Max. '+'Dell Location in Span 4.029 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Title Block Line 1 You can change this area using ttie 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties 46 Project Title: E119ineer: Project Oeser: Project ID: Prlnled: 13 OCT 2015, 2:34PM Analysis Method: Allowable Stress Design Fb-Tension 1300psi 1300psi 925psi 625psi 170psi 675psi E : Modulus of Elasticity Load Combination :ASCE 7-1 0 Fb -Compr Fe-Prll Wood Species : Douglas Fir-Larch (North) Fe-Perp Wood Grade :No.1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Span= 24.0ft Ebend-xx 1600ksi Eminbend-xx 580ksi Density 30.58pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.120, L = 0.0960 , Tributary Width = 1.0 ft Point Load : D = 0.30, L = 0.10 k@ 2.0 ft ,-Q~$!_GN SUMMAB'l ________________________________________________________ . J Maximum Bending Stress Ratio = 0.988 1 Maximum Shear Stress Ratio ! Section used for this span 3.50 X 16.0 Section used for this span fb : Actual = 1,282.06psi fv : Actual FB :Allowable = 1,300.00psi Fv :Allowable Load Combination +D+L +H Load Combination Location of maximum on span = 11.825ft Location of maximum on span Span #where maximum occurs = Span # 1 Span #where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection ·-------------~------·-·--------------·------------------ 0.384 in Ratio= 0.000 in Ratio = 0.875 in Ratio = 0.000 in Ratio = 750 0 <360 329 0 <240 -~--------------------. -------------·· -----.. ------ Maximum Forces & Strenes for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M v cd CFN Ci Cr Cm C I CL M lb +D+H Length = 24.0 It 0.614 0.273 0.90 1.000 1.00 1.00 1.00 1.00 1.00 8.94 718.60 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 24.0 It 0.986 0.421 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.95 1,282.06 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 24.0 It 0.442 0.196 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.94 718.60 +D+S+H 1.000 1.00 1.00 . 1.00 1.00 1.00 Length= 24.0 It 0.481 0.213 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.94 718.60 +D-+{).750Lr-+{).750L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 24.0 It 0.702 0.302 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.20 1,141.19 +D-+{1. 750L -+{). 750S+H 1.000 1.00 1.00 1.00 1.00 1.00 - = = = = = 0f'Silll1 OK 0.421: 1 3.50 X 16.0 71.65 psi 170.00 psi +D+L-++1 O.OOOft Span# 1 -------------· ----------------------- Shear Values F'b v fv F'v 0.00 0.00 0.00 0.00 1170.00 1.56 41.71 153.00 0.00 0.00 0.00 0.00 1300.00 2.67 71.65 170.00 0.00 0.00 0.00 0.00 1625.00 1.56 41.71 212.50 0.00 0.00 0.00 0.00 1495.00 1.56 41.71 195.50 0.00 0.00 0.00 0.00 1625.00 2.40 64.16 212.50 0.00 0.00 0.00 0.00 ".( •.,# 47 Title Block Line 1 Project Title: You can change this area En9ineer: Project 10: using the 'Settings' menu item ProJect Oeser: and then using the 'Printing & Title Block' selection. Title Block Line 6 Pnnted: 13 OCT 2015, 2:34PM Wood Beam File= S:\NAKHSH~1WDD-PR~1WDD15-~3\church.ec6 ENERCALC, INC.1983-2015, Build:6.15.10.6, Ver:6.15.10.6 • I I a ~ ... Description : (E) 4x16 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M v cd C FN Ci Cr Cm c t CL M fb F'b v tv F'v Length = 24.0 It 1 0.763 0.328 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.20 1,141.19 1495.00 2.40 64.16 195.50 +0-+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 It 0.345 0.153 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.94 718.60 2080.00 1.56 41.71 272.00 +D-+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 It 1 0.345 0.153 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.94 71860 2080.00 1.56 41.71 272.00 +D-+{).750Lr-+0.750L -+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 It 1 0.549 0.236 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.20 1,141.19 2080.00 2.40 64.16 272.00 +0-+0.750L-+0.750S-+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 It 1 0.549 0.236 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.20 1,141.19 2080.00 2.40 64.16 272.00 +D-+0. 750L -+0. 750S-+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 It 1 0.549 0.236 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.20 1,141.19 2080.00 2.40 64.16 272.00 -+0.600-+0.60W-+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 It 0.207 0.092 1.60 1.000. 1.00 1.00 1.00 1.00 1.00 5.37 431.16 2080.00 0.93 25.03 272.00 -+0.600-+0. 70E-+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.0 It 1 0.207 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.37 431.16 2080.00 0.93 25.03 272.00 Overall Maximum Deflections Load Combination Span Max. "-"Oefl Location in Span Load Combination Max."+' Oefl Location in Span +D+L+H 1 0.8745 12.000 0.0000 0.000 Vertical Reactions Support notation: Farleft is #1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 2.959 2.625 Overall MINimum 1.029 0.879 +D+H 1.715 1.465 +D+L+H 2.959 2.625 +D+Lr+H 1.715 1.465 +O+S+H 1.715 1.465 +D-+0.750Lr-+O. 750L +H 2.648 2.335 +D-+0.750L-+0.750S+H 2.648 2.335 +D-+0.60W+H 1.715 1.465 +D-+0.70E+H 1.715 1.465 +0-+0.750Lr-+{).750L -+0.450W+H 2.648 2.335 +0-+0.750L-+0.750S-+0.450W+H 2.648 2.335 +D-+0. 750L -+0. 750S-+0.5250E+H 2.648 2.335 -+0.600-+0.60W-+0.60H 1.029 0.879 -+0.600-+0. 70E-+0.60H 1.029 0.879 DOnly 1.715 1.465 LrOnly LOnly 1.244 1.160 SOnly WOnly E Only H Only · Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Description : CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties 48 Project Title: Engineer: Project Oeser: Project 10: Analysis Method: Allowable Stress Design Fb-Tension Load Combination ASCE 7-10 Fb-Compr Fe-Prll 2400psi 2400psi 1650psi E : Modulus of Elasticity Ebend-ICX 1800ksi 930ksi 1600ksi 830ksi 31.2pcf Wood Species : DF/DF Fe-Perp Wood Grade : 24F -VB Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 650psi 265psi 1100psi Eminbend -ICX Ebend-yy Eminbend -yy Density Span= 32.0 ft Span= 7.0 ft Applied Loads Loads on all spans ... Service loads entered. Load Factors will be applied for calculations. Uniform Load on ALL spans : 0 = 0.360, Lr = 0.2880 klft Load for Span Number 2 Pointload: 0=4.410, Lr=3.480k@7.0ft Point Load : 0 = 0.6750 k @ 3.0 ft ,-.D~$.1G_N SJ!MMA_By_____________ __ _ __________________ ... ___ .. __________ ··---· -------·--······· _ 1 Maximum Bending Stress Ratio = 0.988 1 Maximum Shear Stress Ratio · Section used for this span 5.125x19.5 Section used for this span fb : Actual = 2, 701.91 psi fv : Actual FB: Allowable = 2,739.95psi Fv: Allowable Load Combination +0-+l.r+H Load Combination Location of maximum on span = 32.00011 Location of maximum on span Span # where maximum occurs = Span # 1 Span #where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.601 in Ratio= -0.019 in Ratio= 1.307 in Ratio = -0.026 in Ratio= -----~. ------------. ------------------------·----------------·-------------· -- Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ratios Segmenl Length Span# M v cd CFN Cj Cr Cm +0-+H Length= 32.0 ft 1 0.781 0.442 0.90 0.913 1.00 1.00 1.00 Length= 7.0 ft 2 0.714 0.442 0.90 1.000 1.00 1.00 1.00 +D+L-+H 1.000 1.00 1.00 1.00 Length = 32.0 ft 1 0.703 0.398 1.00 0.913 1.00 1.00 1.00 Length= 7.0 ft 2 0.642 0.398 1.00 1.000 1.00 1.00 1.00 +D+Lr-+H 1.000 1.00 1.00 1.00 Length = 32.0 ft 0.986 0.547 1.25 0.913 1.00 1.00 1.00 639 8864 293 6532 ------·-- C I CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M fb 41.72 1,541.21 41.72 1,541.21 41.72 1,541.21 41.72 1,541.21 73.13 2,701.91 = = = = F'b 0.00 1972.76 2160.00 0.00 2191.96 2400.00 0.00 2739.95 "hili*' 0.547:1 5.125x19.5 181.04 psi 331.25psi +0-+l.r+H v 0.00 7.03 7.03 0.00 7.03 7.03 0.00 12.06 32.000ft Span# 1 _I Shear Values fv F'v 0.00 0.00 105.48 238.50 105.48 238.50 0.00 0.00 105.48 265.00 105.48 265.00 0.00 0.00 181.04 331.25 •• ~t ~ -49 nle Block Line 1 Project Title: You can change this area En9ineer: Project 10: using the 'Settings• menu item PrOJect Oeser: and then using the 'Printing & Title Block' selection. Title Block Line 6 Printed: 13 OCT 2015, 2:55PM Wood Beam File ~ S:'INAKHSI+-1\Nil0-PR'-1\ND015-~3\c~Ut:h.ec6 EN~; wC.1 ...... 15.10.tv,i:6.15~10,6 I II Description : GlB-10 5.25x19.5 load Combination Max Stress Ratios Moment Values Shear Values Segment length Span# M v cd CFN Ci Cr Cm c t cl M lb F'b v tv F'v length= 7.0 ft 2 0.901 0.547 1.25 1.000 1.00 1.00 1.00 1.00 1.00 73.13 2,701.91 3000.00 12.06 181.04 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length = 32.0 ft 1 0.611 0.346 1.15 0.913 1.00 1.00 1.00 1.00 1.00 41.72 1,541.21 2520.76 7.03 105.48 304.75 length= 7.0 ft 2 0.558 0.346 1.15 1.000 1.00 1.00 1.00 1.00 1.00 41.72 1,541.21 2760.00 7.03 105.48 304.75 +D+0.750lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.0 ft 1 0.880 0.490 1.25 0.913 1.00 1.00 1.00 1.00 1.00 65.28 2,411.74 2739.95 10.80 162.15 331.25 Length = 7.0 ft 2 0.804 0.490 1.25 1.000 1.00 1.00 1.00 1.00 1.00 65.28 2,411.74 3000.00 10.80 162.15 331.25 +D+0.750l+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.0 ft 1 0.611 0.346 1.15 0.913 1.00 1.00 1.00 1.00 1.00 41.72 1,541.21 2520.76 7.03 105.48 304.75 length= 7.0 ft 2 0.558 0.346 1.15 1.000 1.00 1.00 1.00 1.00 1.00 41.72 1,541.21 2760.00 7.03 '105.48 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length = 32.0 ft 1 0.439 0.249 1.60 0.913 1.00 1.00 1.00 1.00 1.00 41.72 1,541.21 3507.14 7.03 105.48 424.00 Length = 7.0 ft 2 0.401 0.249 1.60 1.000 1.00 1.00 1.00 1.00 1.00 41.72 1,541.21 3840.00 7.03 105.48 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.0 ft 0.439 0.249 1.60 0.913 1.00 1.00 1.00 1.00 1.00 41.72 1,541.21 3507.14 7.03 105.48 424.00 Length= 7.0 ft 2 0.401 0.249 1.60 1.000 1.00 1.00 1.00 1.00 1.00 41.72 1,541.21 3840.00 7.03 105.48 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length = 32.0 ft 1 0.688 0.382 1.60 0.913 1.00 1.00 1.00 1.00 1.00 65.28 2,411.74 3507.14 10.80 162.15 424.00 length = 7.0 ft 2 0.628 0.382 1.60 1.000 1.00 1.00 1.00 1.00 1.00 65.28 2,411.74 3840.00 10.80 162.15 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length = 32.0 ft 1 0.439 0.249 1.60 0.913 1.00 1.00 1.00 1.00 1.00 41.72 1,541.21 3507.14 7.03 105.48 424.00 Length= 7.0 ft 2 0.401 0.249 1.60 1.000 1.00 1.00 1.00 1.00 1.00 41.72 1,541.21 3840.00 7.03 105.48 424.00 +D+0.750L +0. 750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.0 ft 1 0.439 0.249 1.60 0.913 1.00 1.00 1.00 1.00 1.00 41.72 1,541.21 3507.14 7.03 105.48 424.00 Length = 7.0 ft 2 0.401 0.249 1.60 1.000 1.00 1.00 1.00 1.00 1.00 41.72 1,541.21 3840.00 7.03 105.48 424.00 +0.600+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.0 ft 1 0.264 0.149 1.60 0.913 1.00 1.00 1.00 1.00 1.00 25.03 924.73 3507.14 4.22 63.29 424.00 Length = 7.0 ft 2 0.241 0.149 1.60 1.000 1.00 1.00 1.00 1.00 1.00 25.03 924.73 3840.00 4.22 63.29 424.00 +0.600+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length = 32.0 ft 0.264 0.149 1.60 0.913 1.00 1.00 1.00 1.00 1.00 25.03 924.73 3507.14 4.22 63.29 424.00 Length = 7.0 ft 2 0.241 0.149 1.60 1.000 1.00 1.00 1.00 1.00 1.00 25.03 924.73 3840.00 4.22 63.29 424.00 Overall Maximum Deflections Load Combination Span Max. •.• Dell Location in Span Load Combination Max.'+' Dell Location in Span +D+Lr+H 1 1.3069 14.123 0.0000 0.000 +D+Lr+H 2 0.1144 7.000 +D+Lr+H -0.0257 1.682 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 Support3 OVerall MAXimum 8.083 25.754 Overall MINimum 2.674 8.801 +D+H 4.456 14.669 +D+L+H 4.456 14.669 +D+Lr+H 8.083 25.754 +D+S+H 4.456 14.669 +D+0.750Lr+0.750l +H 7.176 22.983 +D+0.750L+0.750S+H 4.456 14.669 +D+0.60W+H 4.456 14.669 +D+0.70E+H 4.456 14.669 +D+0.750Lr+0.750l+0.450W+H 7.176 22.983 +D+0.750L +0. 750S+0.450W+H 4.456 14.669 +D+0.750L +0. 750S+0.5250E+H 4.456 14.669 +0.600+0.60W+0.60H 2.674 8.801 +0.600+0.70E+0.60H 2.674 8.801 DOnly 4.456 14.669 lrOnly 3.626 11.086 lOnly SOnly WOnly EOnly Title Block Line 1 You can change this area using the "Settings• menu item and then using the "Printing & Tnle Block" selection. Tide Block Line 6 Wood Beam Description : GLB-10 5.25x19.5 Vertical Reactions Load Combination H nly Support 1 so Project Title: Engineer: Project Oeser: Project 10: Prinled: 13 OCT 2015, 2:55PM Support notation : Far left Is #1 Values in KIPS Support2 Support 3 •••• Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & THie Block' selection. Title Block Line 6 Project THie: En9ineer: PrOJect Oeser: 51 Project ID: Prinlod: 13 OCT 2015, 3:07PM Wood Beam File= S:INAKHSIH~DD:PR~1~[)[)1S,..3\I;hurch.ec6 ~~1~5. ... 15.1Q.e;vtr.6,15.10;6 Description : GLB-10 5.25x19.5 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0psi 2,400.0psi 1,650.0psi E : Modulus of Elasticity Load Combination :ASCE 7-1 0 Fb-Compr Fe-Prll Wood Species : DF/DF Fe-Perp Wood Grade : 24F -VB Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Span= 32.011 650.0psi 265.0psi 1,100.0psi Ebend-XX 1 ,800.0 ksi Eminbend-xx 930.0ksi Ebend-yy 1 ,600.0ksi Eminbend-yy 830.0ksi Density 31.20 pet Span= 7.011 Applied Loads Loads on all spans ... Service loads entered. Load Factors will be applied for calculations. Uniform Load on ALL spans : D = 0.360, Lr = 0.2880 klft Load for Span Number 1 Point Load : D = 0.6750 k @ 30.0 ft Load for Span Number 2 Point Load: D = 4.410, Lr = 3.480 k@ 7.0 ft ~~~~~~~~~tress Ratio --;;-------0.95Q 1-- ! Section used for this span 5.125x19.5 Maximum Shear Stress Ratio Section used for this span fv: Actual fb: Actual 2,627.09psi FB: Allowable = 2,739.95psi Load Combination +O+Lr+H Location of maximum on span = 32.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.601 in Ratio= Max Upward Transient Deflection -0.019 in Ratio= Max Downward Total Deflection 1.369 in Ratio= Max Upward Total Deflection -0.049 in Ratio= I I i_ ____ ---··---------------.-----·----~----·-····-· Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M v cd CFN Cj Cr Cm +D+tt Length = 32.0 It 1 0.743 0.444 0.90 0.913 1.00 1.00 1.00 Length= 7.0 It 2 0.679 0.444 0.90 1.000 1.00 1.00 1.00 +D+L+tt 1.000 1.00 1.00 1.00 Length = 32.0 It 1 0.669 D.400 1.00 0.913 1.00 1.00 1.00 Length = 7.0 It 2 0.611 0.400 1.00 1.000 1.00 1.00 1.00 Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 639 8864 280 3458 Moment Values C I CL M fb 1.00 1.00 39.69 1,466.39 1.00 1.00 39.69 1,466.39 1.00 1.00 1.00 1.00 39.69 1,466.39 1.00 1.00 39.69 1,466.39 = = = = F'b 0.00 1972.76 2160.00 0.00 2191.96 2400.00 0.552: 1 5.125x19.5 182.82 psi 331.25 psi +0-+l...r+H v 0.00 7.05 6.35 0.00 7.05 6.35 30.391 ft Span# 1 Shear Values fv F'v 0.00 0.00 105.87 238.50 105.87 238.50 0.00 0.00 105.87 265.00 105.87 265.00 ,, .. 52 Title Block Une 1 Project Title: You can change this area Engineer: Project 10: using the 'Settings' menu item Project Oeser: and then using the 'Printing & Title Block' selection. Title Block Une 6 Printed: 13 OCT 2015, 3:07PM Wood Beam Ale= S:INAKHSii'1~11NDI:ltr.3\ciUdl.ec6 ~.~.1--t~'l 10,$.Ver:$.1i10.& I I Description : GLB-10 5.25x19.5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M v cd CFN Ci Cr Cm C I CL M lb F'b v fv F'v +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.0 It 1 0.959 0.552 1.25 0.913 1.00 1.00 1.00 1.00 1.00 71.11 2,627.09 2739.95 12.18 182.82 331.25 Length = 7.0 It 2 0.876 0.552 1.25 1.000 1.00 1.00 1.00 1.00 1.00 71.11 2,627.09 3000.00 11.39 182.82 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.0 It 1 0.582 0.347 1.15 0.913 1.00 1.00 1.00 1.00 1.00 39.69 1,466.39 2520.76 7.05 105.87 304.75 Length = 7.0 It 2 0.531 0.347 1.15 1.000 1.00 1.00 1.00 1.00 1.00 39.69 1,466.39 2760.00 6.35 105.87 304.75 +0+0.750Lr+O. 750L +H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.0 It 1 0.853 0.494 1.25 0.913 1.00 1.00 1.00 1.00 1.00 63.25 2,336.92 2739.95 10.90 163.58 331.25 Length = 7.0 It 2 0.779 0.494 1.25 1.000 1.00 1.00 1.00 1.00 1.00 63.25 2,336.92 3000.00 10.13 163.58 331.25 +0+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 32.0 It 1 0.582 0.347 1.15 0.913 1.00 1.00 1.00 1.00 1.00 39.69 1,466.39 2520.76 7.05 105.87 304.75 Length = 7.0 It 2 0.531 0.347 1.15 1.000 1.00 1.00 1.00 1.00 1.00 39.69 1,466.39 2760.00 6.35 105.87 304.75 +0+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 32.0 It 1 0.418 0.250 1.60 0.913 1.00 1.00 1.00 1.00 1.00 39.69 1,466.39 3507.14 7.05 105.87 424.00 Length = 7.0 It 2 0.382 0.250 1.60 1.000 1.00 1.00 1.00 1.00 1.00 39.69 1,466.39 3840.00 6.35 105.87 424.00 +0+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.0 It 0.418 0.250 1.60 0.913 1.00 1.00 1.00 1.00 1.00 39.69 1,466.39 3507.14 7.05 105.87 424.00 Length = 7.0 It 2 0.382 0.250 1.60 1.000 1.00 1.00 1.00 1.00 1.00 39.69 1,466.39 3840.00 6.35 105.87 424.00 +0+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.0 It 1 0.666 0.386 1.60 0.913 1.00 1.00 1.00 1.00 1.00 63.25 2,336.92 3507.14 10.90 163.58 424.00 Length = 7.0 It 2 0:609 0.386 1.60 1.000 1.00 1.00 1.00 1.00 1.00 63.25 2,336.92 3840.00 10.13 163.58 424.00 +0+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.0 It 1 0.418 0.250 1.60 0.913 1.00 1.00 1.00 1.00 1.00 39.69 1,466.39 3507.14 7.05 105.87 424.00 Length= 7.0 It 2 0.382 0.250 1.60 1.000 1.00 1.00 1.00 1.00 1.00 39.69 1,466.39 3840.00 6.35 105.87 424.00 +0+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 32.0 It 1 0.418 0.250 1.60 0.913 1.00 1.00 1.00 1.00 1.00 39.69 1,466.39 3507.14 7.05 105.87 424.00 Length= 7.0 It 2 0.382 0.250 1.60 1.000 1.00 1.00 1.00 1.00 1.00 39.69 1,466.39 3840.00 6.35 105.87 424.00 +0.600+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 32.0 It 1 0.251 0.150 1.60 0.913 1.00 1.00 1.00 1.00 1.00 23.81 879.84 3507.14 4.23 63.52 424.00 Length = 7.0 It 2 0.229 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 23.81 879.84 3840.00 3.81 63.52 424.00 +0.600-+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.0 It 0.251 0.150 1.60 0.913 1.00 1.00 1.00 1.00 1.00 23.81 879.84 3507.14 4.23 63.52 424.00 Length= 7.0 It 2 0.229 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 23.81 879.84 3840.00 3.81 63.52 424.00 Overall Maximum Deflections Load Combination Span Max.'-' Deft Location in Span Load Combination Max.'+' Dell Location in Span +O+Lr+H 1 1.3691 14.302 0.0000 0.000 +O+Lr+H 2 0.0353 7.000 +O+Lr+H -0.0486 2.503 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 Support3 OVetllll MAXimum 8.188 25.649 Overall MINimum 2.737 8.738 +D+H 4.562 14.563 +D+L+H 4.562 14.563 +D+Lr+H 8.188 25.649 +D+S+H 4.562 14.563 +D+0.750Lr+O. 750L +H 7.282 22.877 +0+0.750L+0.750S+H 4.562 14.563 +0+0.60W+H 4.562 14.563 +0+0.70E+H 4.562 14.563 +0+0.750Lr..0.750L +0.450W+H 7.282 22.877 +0+0.750L..0.750S+0.450W+H 4.562 14.563 +D+0.750L+0.750S+0.5250E+H 4.562 14.563 ..0.600+0.60W+0.60H 2.737 8.738 +0.600+0. 70E..0.60H 2.737 8.738 DOnly 4.562 14.563 LrOnly 3.626 11.086 LOnly SOnly , ... Tnle Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam Ill Description : GLB-10 5.25x19.5 Vertical Reactions Load Combination w ly EOnly HOnly 53 Project Title: En9ineer: ProJect Oeser: Project ID: Support notation : Far left is #1 Values in KIPS Support 1 Support2 Support3 TltcH._.IJ,~ 7Nl.002.<rr22 WW\\·.tkfi;c>!.b.:f,ur.:h.M.t PviJ.•x 13JBI CarMtaJ, (~A 9:201 i SUBJECT: ReqtJe~ Release from Public Fees To Whom It May Concern: RECORD COPY 4 December 2015 The FteldsCht,~rch respectfulty ~&1',$.t<:~ be 9)(empted ftom,~.pubiie fees aS$~ted with permit IC1 S-2522 for 226S CamiM~Yrda Roble Suites #1 Oo a~Ji"i~.l2 •. W. req:cJ.9$tth~ exemption on the grounds of our as a tak~pt ~-undefsect:ion SQ1(~x3)"~tthel)n~ Stat•s lnt.mal Revenue Code (EtN 14-31l969i> . . · · ··. ···. · Sincerely, Patrick Crandall Treasurer The Fields Church Ptl;ri<tlsfb!ef!@ldscllureb.org 760.805.8488 The Field!l 760.602.0722 www.thefieldJchttrcb.org PO Box 131131 Carlsbad. CA 92013 RECEIVED MAR ll 2016 CITY OF CARLSBAD BUILDING DIVISION TO: Buildi.,;;,~partment, City of Carlsbad FROM: The Field~thurch . To Whom It May Con~ · RECORD COPY 9 March2016 ~ . ' ' '· . ' . ' : ,, ' The Fields res~~uests a~ Certili~Ancy on l!ll~t project We fully in,~'.to build out~'facilt\Y per thf'~ ap~ved previd~sly. However, we needf#file to raise the ,.i~Jhg fu11~~3~~ belicwi'1he temporary Certificate of Ocq~~ncywill allow us,~\~er····.·: ···;.;hd,iryf'i'nd CQmplete the project per the ap~ved plans more q~tdy;tflif:i:: ~ld otherWise. Thank you for ~-~nsideration, and ~-~;!It~:.. if there are any questions regarding this r$CJ*· . . . . Patrick Crandall Pastor, The Fields 760.805.8488 patrick@thefieldschurch.org .• Raenette Abbey From: Sent: To: Cc: Subject: Follow Up Flag: Flag Status: Dick, Will Foss Wednesday, March 09, 2016 7:26 AM Dick Lund Raenette Abbey; Michael Collins; Mike Trent; Patrick Crandall; Peter Dreibelbis RE: FIELDS CHURCH PHASE 1 Follow up Flagged There is no need to submit additional sheets for this project. The project will be phased using the same set of approved plans and original permit. Please bring in the owners copy of the approved plans and cloud and delta and seal the portions of the project that will be completed in the next few months. We will note on the permit the temporary Certificate of occupancy so that the finished areas can be occupied. Also, please provide a letter from the church administrator requesting the temporary C of 0, so that we can memorialize this agreement between the city and Fields Church. Please give me a call if anyone has any questions. Will Caw of Carlsbad Will Foss CBO, MPA Building Official City of Carlsbad 1635 Faraday Avenue Carlsbad CA 92008-7314 T 760.602.2716 From: Dick Lund [mailto:dlundgrupopacific@gmail.com] Sent: Monday, March 07, 2016 11:06 AM To: Will Foss Cc: Raenette Abbey; Michael Collins; Mike Trent; Patrick Crandall Subject: Fwd: FIELDS CHURCH PHASE 1 Will, Raenette 1 • ·, J Attached is the Phase I slip sheets I had prepared per your request. I will print two sets scaled and bring to the counter this afternoon. GRUPO PACIFIC form follows function dlund e: dlundgruoopacific@gmail.com c: 619.920.2134 2 Raenette Abbey From: Sent: To: Cc: dlundgrupopacific@gmail.com Friday, March 04, 2016 8:20 AM Will Foss Michael Collins; Mike Trent; Patrick Crandall; Randy Metz; Janet Altar; Laura Stuppy- Moore; Maria Emery; Raenette Abbey; Shay Even Subject: Re: The Fields Church. Temp Occupancy Will Thank u for the quick response. Ill prepare the phasing plans for the counter early next week. dlund e: dlundgrupopacific@gmail.com c: (619) 920-2134 GRUPO PACIFIC form follows function On Mar 4, 2016, at 7:01AM, Will Foss <Will.Foss@carlsbadca.gov> wrote: All, The most appropriate way to handle this issue is to "phase" the T.l build out. The applicant will need to come to the building counter and obtain a building permit with the new phase scope of work. Provide the counter tech with an accurate and complete description of what the second phase will contain. We will use the same plans and the fee will be an issuance fee only. This way we can final the first phase as long as you have all other department sign offs and there are no life safety issues. Will <image001.png> Will Foss CBO, MPA Building Official City of Carlsbad 1635 Faraday Avenue Carlsbad CA 92008-7314 T 760.602.2716 From: Dick Lund [mailto:dlundgrupopacific@gmail.com] Sent: Thursday, March 03, 2016 12:36 PM To: Will Foss Cc: Michael Collins; Mike Trent; Patrick Crandall Subject: The Fields Church . Temp Occupancy 1 r I • Will Foss, Building Official Carlsbad, CA RE: The Fields Church 2265 Camino Vida Roble Carlsbad, CA Will Mike Trent from Pacific Builders is the GC on this tenant improvement project. Mike is close to finished with a few items left. Mike has walked the project with Michael Collins, City Inspector, and asked the question could The Fields Church have a temporary occupancy based on the Fire Egress and occupant load drawing I did, SEE A IT ACHED I also attached the floor plan that was permitted. You will see the classrooms are not built as the church couldn't get the funding for this portion. I spoke with building dept @ the Carlsbad City counter yesterday and was directed to you to discuss. Basically, without the classroom the project is in full compliance with ADA as well as Fire Egress. The church would like to be able occupy within the next week or so ,and continue with inspections as they are able to build the rest of the TI permit. Thanks and let me know I'm available at your convenience. GRUPO PACIFIC form follows function d lund e: dlundgrupopacific@gmail.com c: 619.920.2134 2 CB152522 2265 CAMINO VIDA ROBLE THE FIELDS CHURCH-CONVERT 24,153 SF OF OFFICEJWAREHOUSE TO A CHURCH o/r /Is-~C? ,~-~ -b 0?'/L -i~/vj(PIL . .w (~_d/-fo -~ lo ~ B-1:,-15 ~ P\o..n to~· / '0-2J--\ -ts; 0:ty @ FC rt-e~~)s' ~-:ISC fD ~ .. Fir-e"TY: fv F~ _., 9lcU1::l~[tl)Pliw \1·~·\S" /)/t;//5 .a .... ~~ cl.Ybo~ Obb ~oci £~ ~~~ ~ ''t' t I 1 \~'-4, ~~J'S( @c..ov...n'ur) tlu/uiJ~I-~t~tM!t ~~b ~ ~ rJz, ~ 1-M{_ ewc-1~ -tt~e,Vh ~/aA7o . . 4 lt!vti-c~ vc tlJ 17 Ph I!..J CL ~ E J Fe_ o ovJ-. n(A<.R. / 1-r'( 1,5 . /--. K ; r r -/1) --[r)/ 5':0:<( -Jet tnl '}1 . ufc) f) /ff {)tL Final Inspection required by: 0 Plan OCM&I 0 Fire 0 SW 0tSSUED Approved BUILDING PLANNING ENGINEERING FIRE Expedite? DIGITAL FILES R!:9uired? y N HazMat --APCD --Health -FormsjFees Sent Rec'd Due7 BJ Encina y N Fire y N HazHealthAPCD y N PE&M rlf71/) '" :17 II C. y N 17A= School J y N ,,. Sewer y N Stormwater y N Special Inspection I I 1 v N cFD: v ® &vu .liJt.tiu tH.W CI'JJfLpiU.-L5 LandUse: Density: lmpArea: FY: Annex: Factor: PFF: v [q·-thll JJAJ,f.!tr -c.;l5ol-!tf Comments Dlte ' Date Date Date Building 16-li3-15' lq · ?()-~ 1\ \/I z..l f t5 Planning 18-\~-\5' Engineering 1'8-Z.'-1-15 Fire ~~1-15 Need? _A • ' .)o ~ mff4~-.~fr1: ~D ---·-· c-~ ···.-~ .. ~ .. +..,,<~·=•~.,...,.,~...,...,~~-~-,.....,..... ...... _.,....,.,.. _______________ "'! Raenette Abbey From: Sent: To: Cc: Subject: Dick, Will Foss Wednesday, March 09, 2016 7:26 AM Dick Lund Raenette Abbey; Michael Collins; Mike Trent; Patrick Crandall; Peter Dreibelbis RE: AELDS CHURCH PHASE 1 There is no need to submit additional sheets for this project. The project will be phased using the same set of approved plans and original permit. Please bring in the owners copy of the approved plans and cloud and delta and seal the portions of the project that will be completed in the next few months. We will note on the permit the temporary Certificate of occupancy so that the finished areas can be occupied. Also, please provide a letter from the church administrator requesting the temporary C of 0, so that we can memorialize this agreement between the city and Fields Church. Please give me a call if anyone has any questions. Will Ca!Yof Carlsbad Will Foss CBO, MPA Building Official City of Carlsbad 1635 Faraday Avenue Carlsbad CA 92008-7314 T 760.602.2716 From: Dick Lund [mailto:dlundgrupopacific@gmail.com] Sent: Monday, March 07, 2016 11:06 AM To: Will Foss Cc: Raenette Abbey; Michael Collins; Mike Trent; Patrick Crandall Subject: Fwd: FIELDS CHURCH PHASE 1 Will, Raenette Attached is the Phase I slip sheets I had prepared per your request. I will print two sets scaled and bring to the counter this afternoon. 1 Print Date: 11/06/2016 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 2265 Camino Vida Roble BLDG-Migrated 2130502400 $0.00 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Permit www.carlsbadca.gov Work Class: BLDG-Migrated Lot#: Reference #: Construction Type: Bathrooms: Orig. Plan Check #: Plan Check #: Status: Applied: Issued: Finaled: Inspector: Permit No: PCR16192 Pending 09/29/2016 Description: PCR-FIELDS CHURCH: OMIT 4 ROOMS (STORAGE AREA, LAUNDRY, BREAKROOM) /1 ADD WALLS IN CLASSROOM AREAS Applicant: RICHARD LUND 619-920-2134 MANUAL BUILDING PERMIT FEE $215.00 Total Fees: $215.00 Total Payments To Date: $0.00 Balance Due: $215.00 Ccityof Carls Dad PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. PcJ2..1lD/q'2.._ Original Plan Check No.CJ6f5 2-5 2 2 Project Address 'l Z' S C;t:.u~t~.l14 V,e:/.,. i<'ch/c Date c::J~ /z:-.~v Contact /ZzckPf' lvJtA Ph l~tet)1u:>-2J3c.-/ Fax Nfi- Email d lv~tdt:;J,.vr~p-:tL-tfie-o3~d.c~l-f1 Contact Address )~ ~v;,q Or 1 5/-r. /'1- General Scope of Work f<ernoY'L 4 rOOlY\6 CitycAr/skA' Zip <f'Za?tf> C!fr- 1 Add UO\L;,t.::>rOO~ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: [gfPians D Calculations Osoils 0 Energy 00ther 2. 3. 4. Describe revisions in detail List page(s} where list revised sheets each revision is that replace shown existing sheets C?m ,-f L/ r-~Hf5 / ?r-Pvd't!' 5 .1?'1!!'1(/ U/4'1/r-1/?#2-/J-2. 2- A-4--1 14-L/./ h t r ,( ( \ 5. Does this revision, in any way, alter the exterior of the project? D Yes rzl No 6. Does this revision add ANY new floor area(sj? D Yes 3J No 7. Does this revision affect any fire related issues? 0 Yes jgl No 1 ) 8. Is this a complete set? 0 Yes EZ! No -2. sit -r A ( <5i It/ s/t cd/ ,gs;gnature ~£~ ~ ~~ 1635 Faraday Avenue, Carlsbad, CA 92008 fh: 7 60-602-2719 fax: 7 60-602-8558 Email;. building@carlsbadca.gov WWW-cadsbadca.QOV ~a~Jsbad 15-2522 (PCR 16-192) 10/17/16 DATE: 10/17/16 JURISDICTION: Carlsbad 0 APPLICANT a-JURIS. 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 15-2522 (PCR 16-192) SET: REV 1, Set II PROJECT ADDRESS: 2265 Camino Vida Roble PROJECT NAME: The Field Church I& School, Revised Floor Plan D The revised plan sheets transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. [ZI The plans treulsmitted herewith will substantially comply with the jurisdiction's building codes when minor.ftoltnmes Identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: I:8J EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has beeh completed. Person contacted:< ()_ Date contacted: (b("6) Email: Telephone#: Mail Telephone Fax In Person [ZI REMARKS: Each sheet of the attached approved revised plan sheets must be stamped and signed by the licensed architect assuming responsibility for the project. By: Chuck Mendenhall EsGil Corporation 0 GA 0 EJ 0 MB 0 PC Enclosures: 10/12/16 DATE: 10/6/16 JURISDICTION: Carlsbad EsGil Corporation In (partnersliip witli f/0111rnment for aJuififina Safety ~PLICANT ~ :~RIS. 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 15-2522 (PCR 16-192) PROJECT ADDRESS: 2265 Camino Vida Roble SET: REV 1, Set I PROJECT NAME: The Field Church & School, Revised Floor Plan D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [8J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [8J The applicant's copy of the check list has been sent to: Grupo Pacific Design Group, Att'n: Richard Lund 2333 State St, Suite #200, Carlsbad, CA 92008 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. [;8J EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Richard~Lund Telephone#: (619) 920-2134 Date contacted: ~() .)() ( · ) Email: dlundgrupopacific@gmail.com -t.,Mail)t TelephonaJ ~Fax In erson D REMARKS: By: Chuck Mendenhall EsGil Corporation D GA D EJ D MB D PC Enclosures: 10/3/16 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 15-2522 (PCR 16-192) 10/6/16 NOTE: Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commerclaVindustrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted In one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. 1. Provide a copy of sheet A4.3 with all the revisions as shown on revised sheet A4.1. Include all door designations and show that the wall between open office 11 0 and expanded hallway 1 00 is a 1 HR rated wall as required for a corridor. 2. Include on the plan sheet A4.3 the door number for the proposed door between open office 11 0 and hallway 100. This door must be 20 min. rated, self closing smoke and draft sealed door similar to N-3a at the class rooms. 3. When 6 or more water closets are provided (or when the combination of urinals and water closets totals six or more) within a multiple-accommodation toilet room, show the additional requirements given in Section 11 B-604.8.2. Section 11 B-213.3.1. This applies to both the men's and women's rest room. At lease one additional water closet stall mu•t be 35" wide X 80" deep with grab bars each side of the toilet and the stall door must swing out. See CBC Section 11 8-604.8.2. END OF REVISED PLAN REVIEW To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation. Thank you. Carlsbad 15-2522 (PCR 16-192) 10/6/16 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 15-2522 (PCR 16-192) PREPARED BY: Chuck Mendenhall DATE: 10/6/16 BUILDING ADDRESS: 2265 Camino Vida Roble BUILDING OCCUPANCY: A3, E, B, S-1 BUILDING AREA Valuation Reg. VALUE ($} PORTION ( Sq. Ft.) Multiplier Mod. church/ school 2500 Hrly Air Conditioning I Fire Sprinklers TOTAL VALUE Jurisdictbn Code cb By Ordinance Bldg. Permit Fee by Ordinance ..,. Plan Check Fee by Ordinance ..- Type of Review: D Complete Review 0 1-----2~1 Hrs. @ • $172.ool 0Repetitive Fee ..,. Repeats D Other El Hourly l!sGII Fee • Based on hourly rate Comments: N/ A Sheet 1 of 1 macvalue.doc PLAN CHECK Community & Economic REVIEW Development Department 1635 Faraday Avenue TRANSMITT Ab .. '{ ,DG. DEPT COP¥bad CA 92008 B~ · www.carlsbadca.gov DATE: 11/01/16 PROJECT NAME: FIELDS CHURCH PROJECT ID PLAN CHECK NO: PCR16192 SET#: FIRE ADDRESS: 2265 CAMINO VIDA ROBLES P... This plan check review is complete and has been APPROVED by the Fire Division. A Final Inspection by the Fire Division is required [gl Yes 0 No D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: D Chris Sexton D 760-602-4624 Chris.Sexton@carlsbadca.gov D Gina Ruiz D 760-602-4675 Gina.Ruiz@carlsbadca.gov D D . ENGINEERING 760-602-2750 Linda Ontiver 760-602-277 Linda.Ontiveros@carlsba D DARYL K. JAMES & ASSOC. Christina. wi lson@ca rlsbadc<!.·gov ~ CindyWong 760-602-4662 // Cynthia.Wong@carlsbadca.gov ............ --~-r.::::::J-oomT~ic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov • Carlsbad Fire Department Plan Review Requirements Category: PCR , Date of Report: 11-01-2016 Name: Address: Permit#: PCR16192 RICHARD LUND STEA 550 LAGUNA DR CARLSBADCA 92008-1698 Job Name: FIELDS CHURCH: OMIT 4 ROOMS Job Address: 2265 CAMINO VIDA ROBLE CBAD ( Conditions: Cond: CON0009281 [MET] **APPROVED: BLDG. DEPT COpy TillS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. TillS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. 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