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HomeMy WebLinkAbout1 LEGOLAND DR; ; PREV2017-0178; Permitrc ity of Carlsbad Print Date: 11/29/2018 Permit No: PREV2017-0178 1 Legoland Dr BLDG-Permit Revision 2111000900 $ 0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title Description: Work Class: Residential Permit Revisi Status: Closed - Finaled Lot #: Applied: 08/18/2017 Reference U: DEV2016-0029 Issued: 10/02/2017 Construction Type Permit 11/29/2018 Finaled: Bathrooms: Inspector: Orig. Plan Check U: CBC2017-0076 Final Plan Check U: Inspection: LEGOLAND JD18 DARK RIDE JD 18 RIDE: VALUE ENGINEERING REVISIONS Applicant: Owner: Contractor: ETHOS ARCHITECTURE LEGOLAND CALIFORNIA LLC <LF> PLAY U S MCCARTHY BUILDING COMPANIES INC SCOTT HOLCOMB ACQUISITION CO INC 24542 Creekview Dr 9275 Sky Park Ct Laguna Hills, CA 92653-4209 Po Box 543185 C/O Property Tax Service Co SAN DIEGO, CA 92123-4303 949-607-8001 DALLAS, TX 75354 949-851-8383 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE $1,050.00 Total Fees: $ 1,050.00 Total Payments To Date : $ 1,050.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Cr/r#City of PLAN CHECK REVISION Building Division Development Services Grsbad1 APPLICATION ' i B-15 7606022719 - www.carlsbadca.gov Plan Check Revision No. RE-120 lDflpriginal Plan Check No. C4X 2-0)-7 - 007( ProjectAddress t LOLA,-1' -/ Date' cYbJ L56/2cY] Contact bA1L Jk- Ph+1 Qcfl 01(p Fax Email kfl \ dç Q eocxx- ch, C-brc\ Contact Address 2—A42- C Vt\&) b12t.4 City (,kuPA Lc Zip General Scope of Work- 7-'T7 woe--- Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans Calculations Soils liii Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets krA Does this revision, in any way, alter the exterior of the project? Does this revision add ANY new floor area(s)? Yes Doesthis revision affect any fire related issues? LI Yes Is this a corpIete s? 15q Yes LI No eSignatu Yes fl No [I F-1 No 1635 Faradayue, Carlsbad, CA 92008 Ph: 760-602- 2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov I a RIGHT en g i nee is Date: August 18, 2017 Project: Legoland - JDI8 Delta No: 1 General: VE Building Submittal I :.. AUG 1 8 2017 .-,. -.. -. Las Vegas Irvine Phoenix Salt Lake Tucson SHEET DESCRIPTION OFREVlSlONS" - Rooftop unit schedule revised MO.2 RTU-2 reduced to 7.5 tons RTU-5 reduced to 4 tons FC-2 removed RTU-7 location shifted M1.1 Retail ducting layout revised Model Control and Queue Cave ducting layout revised Thermostats relocated M1.2 CU-2 removed ________ RTU-5 and -6 renumbered Queue drinking fountain relocated Condensate drain locations revised to match mechanical layout P1.1 Plant room floor sinks relocated 6 trench drains removed LSS piping to ride tank revised Sewer re-routed for point of connection Queue drinking fountain relocated P1.2 Plant room water heater relocated Trap primers removed for removed trench drains P1.3 Gas piping and condensate drain locations revised to match mechanical layout 2 Venture Suite 200 Irvine, CA 92618 949.477.400 wrighte.con, Legoland JD18 Architectural Summary of Changes - Reducing the building width my moving gridline 1 to the right (northeast) about eight feet, which resulted in minor changes to the covered queue area (inch a new ramp), and the movement of the photo area. We also reduced the size of the retail space and angled the corner in order to avoid any interaction wit existing pump vault. This also resulted in a small change to the layout of the Photo-Pick up, Retail Storage Model Control, and Ops room layouts. The projec Reduce building size data and exiting plans on sheets G-S and G-6 have been updated to show these changes. There was a newly discovered existing underground vault at gridline 1A. The took a notch out of the building and lowered our footings to avoid imposing a Existing electrical vault structural load onto that existing vault. We are no longer proposing to move the existing 12Kv line around our building. In order to accomplish this, we needed to raise the floor in the back of hou. Sea Life areas (rooms 14, 15, 17, 19, and 36) by 18. This means adding a short stairway in the diver changing area, and regrading the exterior walkway to 12Kv line accommodate the exterior doors. We also rearranged the layout of the underground LSS tanks under the plant room (shown on sheet A-2.0) We significantly reduce the size and complexity of the exterior queue line. It now no longer includes any shade structures separated from the building, and Exterior queue also removed the structure over the stroller parking. Millwork Added millwork details Removed reference to tensile fabric shade structures which were removed from the project. Added thematic rockwork foundations (#8), Handrails / Guard Deferred submittals (#11), and ride entry portal (#12) Site plan Modified the outer walkway to the southwest and removed the vehicular gate. We removed the 2 new bridges from the project. We are still re-theming the existing bridge near the front of the building just like before, and we are now Site bridges keeping the existing zig-zag bridge. Ride entry portal The ride entry portal is no longer part of this set, and is now a deferred approval item. Track dimension plan Added sheet A-3.6 for clarity in dimensioning the ride track and perimeter walkway. - Added details for stucco control joints, pilaster design, a ride maintenance access basket (accessed via a platform on the ride itself) and the ride perimeter Architectural details, walkway edge m G) N.) RIGHT engineers August 18th 2017 Legoland JD-18 Structural Narrative for VE Revision: scructural The revisions/changes on VE are the following mechanical On sheet SO.3 electrical a. Foundation Schedule updated. b Concrete *beam schedule, updated. plumbing On sheet S0.5 ' a. Detail 21 added. .. LEED services 3. On sheet S1.1 a. Tanks moved per archI. 4. On sheet Sl.2. Tanks moved per arch'l . Foundation updated on Grid -l'tb 1.5 and B to B.3 Foundation updated along Grid F to H between 3.3 and 4. 5. On sheet S2.I. Framing updated on Grid 1 to 1.5 and B to B.3 Framing updated along Grid F to H between 3.3 and 4 6. On sheet S4.1 details 107 and 108 changed. 7. On sheet S5.3 details 241 and 242 added. Best regards, WRIGHT ENGINEERS , Dan Aquino Las Vegas Irvine S. Phoenix • Salt Lake Tucson . • 2 Venture, Suite 200 . • Iryine, CA 92618 . 9494774001 ' 800.933.761.1 . . wrihcengineers.com - . EsGil Corporation In PartnersIiip with government for Building Safety DATE: August 29, 2017 D APPLICANT ,f JURIS. JURISDICTION: Carlsbad (U PLAN REVIEWER U FILE PLAN CHECK NO.: CBC2017-0076 REV SET:I PROJECT ADDRESS: 1 Legoland Dr. PROJECT NAME: Legoland JD18 Amusement Ride PREV2017-0178 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's '- codes. The plans ransniitt'ed herewith will substantially comply with the jurisdiction's building codes when minodefièiencies identified below are resolved and checked by building department staff. The plans transmittd herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil Corporatioriuntil correted plans are submitted for recheck. FOR The applicant's copy of thc contact person. ". 101 The applicant's copy of the c 12 EsGil Corpo heck list is enclosed for the jurisdiction to forward to the applicant list has been sent to: did not advise the applicant that the plan check has been completed. EsGil Corporation advise the applicant that the plan check has been completed. Person contacted: Date contacted Telephone #: ) (by:_? Email: Mail Telephone Fax In Person REMARKS:—Each- sheet-of the plans (and the cover sbta!laal lations) must be signed thehcensed design ppr By: Kurt Culver Enclosures: Previously-approved plans EsGil Corporation LIGA E]EJ LIMB F1 PC 8/22/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Jurisdiction Code ICb IBY Ordinance Bldg Permit Fee by Ordinance V 1. Plan Check Fee by Ordinance Type of Review: LI Complete Review Repetitive Fee LI Other Repeats . Hourly EsGil Fee * Based on hourly rate - I I I $1,050.00I Structural Only 7 Hrs.c $120.00 I $840.00I I Carlsbad CB C2017-0076 REV Apgust 29; 2017 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: CB C2017-0076 REV PREPARED BY: Kurt Culver DATE: August 29, 2017 BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) F Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Comments: Sheet 1 of 1 macvalue.doc + PLANNING DIVISION Development Services BUILDING PLAN CHECK Planning Division CPTV QF APPROVAL 1635 Faraday Avenue CARLSBAD 29 (760)602-4610 www.carlsbadca.20v DATE: 8/24/17 PROJECT NAME: LEGOLAND JD18 PROJECT ID: SDP 16-24/CDP 16-47 PLAN CHECK NO: PREV20I7-0178 SEI#: I ADDRESS: I Legoland Dr APN: 211-100-09-00 This plan check review is complete and has been APPROVED by. the Planning Division. By: Teri Delcamp A Final Inspection by the Planning Division is required fl Yes 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. . 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: For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING . ENGINEERING FIRE PREVENTION 760-6024610 760-602-2750 760-602-4665 LII Chris Sexton [] Chris Glassen Cindy Wong 760-602-4624 Chris.Sexton@carlsbadca.gov 760-602-2784 ChristoDher.GIassen@carIsbadca.gov 760-602-4662 Cynthia.Wone@carlsbadca.gov Gina Ruiz VaiRay Marshall Dominic Fieri 760.602-4675 760-602-2741 . 760-602-4664 Gina.Ruiz@carlsbadca.gov ValRay.Marshall@carlsbadca.gov Dominic.Fieri@carIsbadca.gov V\j Ten Delcamp Linda Ontiveros 760-602-4611 760-602-2773 teri.delcamp@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Remarks: MRIGH-1 - e n gin ee.r S Irvin, 2 Venture, Suite 200 Irvine, CA 92618 (p) 949.477.4001 (I) 949.477.4009 wrlghtengincerscom SIR UCTU RAL CALCU LAT IONS PRoJECT: LEGOLAND JD 18 1YLEGOLA.ND.DR. - CARLSBAO,CA 92008 PROJECT No:SC16 1415 - CUENT: ETHOS ARCHITECTURE DATE: February 13, 201 7 SHEET INDEX BASIS FOR DESIGN DESIGN LOADS 2 FRAMING KEYILAN Ki GRAVITY•ANALYSiS Cl ,RAM ANALYSIS Ri LATERAL ANALYSIS Li SITE DESIGN Si FOUNDATION DESIGN. .. Fl MISCELLANEOUS. Ml i-as Vega! 1635 Village Center or. Suke 200 (p) 702.933.7000 (I) 702.933.7001 Pliclenix 7400W. Detroit St. Suite 170 Chandler, AZ 85226 (p) 480.483.6111 (0480.483.6112 Salt Lake 91605.300W. Suite 2 Sandy, UT 84070 (p) 801.352.2001 (Q 801.3512006 Tucson 2200 East River Road Suite 104 Tucson, AZ 85718 (p) 520.468.7400 These calculations are the sole property of WRIGHT ENGINEERS and may not be reproduced In whole or part without written permission Calculations are valid only for the above named Project-and Iocatldñandarenot valid unless englneers original wet signed seal Is affixed. BASIS FOR DESIGN S . 1.1 BUJLDINGCODE: CALIFORNIA BUILDING CODE2OI6 1.2 ROOF LIVE LOAD: 20 PSF (REDUCIBLE) . 1.3 WIND LOAD: REFER TO DESIGN WIND LOADS" SHEET 1.4 SEISMIC LOAD: REFER TO DESIGN SEISMIC LOADS' SHEET . 1.5 SNOW LOAD: NONE 2.1 FOUNDATION: DESIGNED PER RECOMMENDATIONS BY LEIGHTON and ASSOCIATES, Inc.; REPORT NO. 10075.017; DATED AUGUST 31,2016. ALL FOOTINGS SHALL EXTEND A MINIMUM OF 18 INCHES BELOW PAD GRADE. ALLOWABLE DEAD PLUS LIVE LOAD SOIL PRESSURE = 2000 PSF. 3.1 CONCRETE: ALL CONCRETE SHALL BE NORMAL WEIGHT OF 145 PCF USING HARDROCK AGGREGATES. MINIMUM 28-DAY COMPRESSIVE STRENGTH, f'c, USED FOR DESIGN = 2500 PSI, 4.1 REINFORCING STEEL: REBAR SHALL CONFORM TO ASTM A615 OR ASTM A706 (A706 REQ'D. FOR ALL REINFORCING TO BE WELDED) AND SHALL BE GRADE 60 (fy = 60 KSI) DEFORMED BARS U.N.O. REINFORCING IN SLABS ON GRADE MAY BE GRADE 40 (fy =40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER U.N.O. ON PLANS OR DETAILS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PRESTRESSING STEEL SHALL CONFORM TO ASTM A416, GRADE 270, SEVEN-WIRE LOW RELAXATION STRAND WITH A GUARANTEED ULTIMATE TENSILE STRENGTH OF 41.3 KIPS. NOMINAL DIAMETER SHALL BE 1/2 INCH AND NOMINAL AREA SHALL BE 0.153 SQ. INCHES. 5.1 STRUCTURAL STEEL: STANDARD AND YIELD STRENGTH SHALL BE AS FOLLOWS U.N.O.: SHAPE: STANDARD: Fy: BARS AND PLATES ASTM A36 36 KSI BOLTS (EXCEPT IN WOOD CONNECTIONS) ASTM A325X NUTS ASTM A563 WASHERS ASTM F436 ANCHOR RODS ASTM F1554, GRADE 36 36 KSI OR GRADE 55 WHERE NOTED 55 KSI (GRADE 55 RODS SHALL COMPLY WITH - WELDABILITY SUPPLEMENT Si) WELDS E-70 SERIES THREADED ROD, EPDXY BOLTS, STUDS AND BOLTS IN WOOD CONNECTIONS ASTM A307 6.1 SAWN LUMBER: SPECIES AND MINIMUM GRADE SHALL BE AS FOLLOWS U.N.O.: USE: SPECIES AND GRADE: 2X4 TOP PLATES DOUGLAS FIR STANDARD 2X4 STUDS (UP TO 10-0"), BLOCKING DOUGLAS FIR STUD 2X4 STUDS (OVER 10-0") DOUGLAS FIR No.2 2X6 TOP PLATES DOUGLAS FIR No. 2 2X6 STUDS (OVER 10'-0") DOUGLAS FIR No. 2 2X6 STUDS (UP TO 10-0"), BLOCKING DOUGLAS FIR STUD 6X BEAMS AND 6X POSTS DOUGLAS FIR No. 1 JOISTS, AND ALL OTHER SAWN LUMBER DOUGLAS FIR No.2 6.2 GLB: GLULAM BEAMS (GLB) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 U.N.O. 6.3 LSL: LAMINATED STRAND LUMBER (LSL) SHALL BE TRUS JOIST TIMBERSTRAND LSL, (ICC ESR-1 387) GRADE 1.7E OR HIGHER (EXCEPTION: GRADE 1.3E OR HIGHER MAY BE USED FOR BEAMS OR HEADERS WITH DEPTHS LESS THAN OR EQUAL TO 85/8"). 6.4 LVL: LAMINATED VENEER LUMBER (LVL) SHALL BE TRUS JOIST MICROLLAM LVL (ICC ESR-1 387) GRADE 1.9E OR HIGHER, LOUISIANA PACIFIC GANG-LAM W (ICC ESR-1 254) GRADE 1.9E OR HIGHER, OR BOISE CASCADE VERSA-LAM (ICC ESR-1040) GRADE 2800 OF OR HIGHER. CONNECTION OF MULTIPLE PLY BEAMS SHALL BE PER MANUFACTURER'S SPECIFICATIONS. 6.5 PSL: PARALLEL STRAND LUMBER (PSL) SHALL BE TRUS JOIST PARALLAM PSL (ICC ESR-1387) GRADE OF 2.OE OR HIGHER. 6.6 PLYWOOD: C-C OR C-C SHEATHING CONFORMING TO THE FOLLOWING NOMINAL THICKNESS, SPAN RATING AND NAILING PATTERN U.N.O. NAILING IS ON CENTER SPACING: THICKNESS: SPAN RATING: EDGE NAILING: FIELD NAILING: THICKNESS: SPAN RATING: EDGE NAILING: FIELD NAILING: 3/8" 24/0 Sd AT 6" 8d AT 12" 3/4" 48/24 1 O AT 6" lOd AT 12" 7/16" 24/16 8dAT6" 8dAT12" 1" 60/48 10dAT6" 10dAT12" 15/32" 32/16 8d AT 6 Sd AT 12" 11/8" 60/48 1 Od AT 6" lOd AT 12" 6.7 NAILS: ALL NAILS EXCEPT 16d NAILS SHALL BE COMMON NAILS U.N.O. 16d NAILS MAY BE 16d SINKER, 16d BOX OR 12d COMMON U.N.O. BASIS IBC v20071 112.doc Copyright WRIGHT ENGINEERS v20071112 MRIGHT engIn DESIGN DEAD LOADS FLAT ROOF WITH WOOD TRUSS AT 32 O.C.: 5 PLY ROOF ING 4.2 117,PLYWO 1.7 Steel Beams 4.0 R-19 INSULATION 1.5 SPRINKLERS 2.0 SUSPENDED CEILING 2.8 MECH & MISC 3.8 OL(PSF): 20.0 EXTERIOR WOOD WALLS: Mll STUCCO 10.0 WALl. SHEATHING 1.0 2x5 STUDS AT 19'0.C. 1.7 112 GYPED 2.2 INSULATION 0.8 MISC. . 1.0 DL(PSF): 17 No SH(T, 1 Ox12 ;Wl0x5\ WlOxl2 WlOxl2 I. W1Ay1. -------------- W16x31 Wi! Wl6x3l Wl6x31 C H Wl6x31 Wl6x31 C) Wl6x3l Wl6x3l fili W1Ox12 W1Oxl2 .1 I I I I I I I I I S C -- - __I_ I W1R4n W16x26 W2455 W16x26 W2455 W16x26 W16x26 W1Ox12 W16x26 W1Ox12 W16x26 W1Ox12 () W18x35 W1Ox12 W8x1O Fj W1422 W1Ox12 I N1Ox12 W14x22 W1Ox12 W1422 W2455 W1Ox12 -I i122 -----;----- I 0Lm. W1Ox12 W1422 W2462 W14x22 W24x62 I. W14x22 W24x55 W1Ox15 _- W21x44 C) (\ - ) ) ____ ___________ W1><4 e n g • I -_- - - —1Ul(2O-O") I -- _________ 210 • , I 9 _______ ___ _____________ ___ - _- WjX1 ra 9: _______ 9 _________________ • (2O(a) I (2O __________ ____________ __________ . I ____I O .fl fi [PROJECT: RIGHT e n g I n e e r S kOF 411 1. 27ft DL / O&2' z40?sc 4 E*OU w M Gs 4 viA\-L 2UT (- tK) rLIP-L ' r = b PROJECT - [N SHEET: G SPEC Location: Leand Retail 1WRIPr9ject: Project T Folder! Folder Date: 3/20/17 10:28 AM RedSpecTM byRedBüiltTM Designer: DA. ---Coiiment:-- ----- - ---- .j!' Red-I9OTM @ 32" o.c. 'Ux This product meets or exceeds the set design controls for the application a oads Is ed DESIGN CONTROLS % Design Allow. DOL Combination Pattern pass/Fail Shear (lb) 46% .935 1620. 3512 RO6f(125%) I.OD+1.0Lr All Spans PASS Positive Moment (ft-lb) 67% 10 16394 ROOf(125%) 1.0O+1.0Lr All Spans PASS DEFLECTIONS (in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 63% 0.568 0.900 LI 571 L./ 360 1.OD+1.0Lr All Spans PASS SpaATotal 95%: 1.277 1.350 L/ 254 LI 240 1.OD+1.0Lr All Spans PASS SUPPORTS . . Support 1 SuppOrt 2 Live Reaction, Critical (Ib) (DOL%). 720 (125) 720 (125) Dead Reactio,I(lb) 900 900 Total Reaction (lb) (DOL%) 1620 (125) 1620 (125) Bearing Flush Flush Support Wall Wall Req'd Bearing, NoStlffeners (In) 1.75 1.75 Req'd Bearing, Stiffeners (in) - HANGERS Model . Top Face Member Header Size Left None. Selected Right None Selected SPANS AND LOADS 'blmenlonsrepreset horizontal design spans. Member Slope: 0/12 27- 0.0' APPLICATION LOADS Type Units DOL Live Dead. Partition Tributary Member Type Uniform psi Roof(125%) 20 25 0 32' Roof Joist ADDITIONAL LOADS Type Units DOL Live. Dead Location from left Application Comment .Uniform psf Rbof(125%) 20 25 0-00 to 2740 Replaces NOTES Building code anddeslgn methodology:. 2012 IBCASD (US). Continuous lateralsuppOrt required at top edge. Lateral suppoit at bottom edge shall be per RedBullt recommendations. C:\Users\dan\Oocuments\RedSpec\Projectl.red 3/20/201710:28:46 AM Project: Folder : Type Page 1 of 1 The products noted are Intended for Interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be Installed In accordance wIth local building code requirements and RedBullt"4 recommendations. The loads, spans, and spacing have been provided by others and must be apprevee_far_the_ecifIc.appflrIInnhy_the_delan_professionalfor_theproject. Unless otherwise noted, this output has not been reviewed by a RedBuiit" asso}1ate. PRODUCT SUBSTITUTION VOIDS.THISANALYSIS. . ___) 1 Re4PRO1gtedSpec"', REdi", Red-I45", Red-I45L", Réd-158", Red-I65"', Red-I65T", Red-I90'4IRed-I90H", Red-I9OHS"I led-L', Red-LI" Red- G2 W'", Keu-,_cd-i.i,_fteJ-ll,_RedLam",Fleerchalcp"_ar _trarImrkc_nf_RedRulltLLC._Bpis _tDJ$_.Copyright2010-2l ifcuIltLLC. Al rights reserved. IURIGHT engin 5 Page ion Date: 0113012017 Simpson Strong-Tie® US DesignerlM 1.4.2.0 Reactions and Connections Number of Connectors Required at each Reaction: 1 No. of No. of Simpson Req'd . Reqd # Strong-Tie screws to 12-14 Support Reaction (ib) Connector stud Anchors RI 450:00 No Solutions - R2 450.00 SCB45.5 2 2 Total Vertical Shear Carried by Connectors (Ib): 0 Bridging Connectors Design Method = AISI SIQO Simpson Strong-Tie Span/Cantilever Bridging Connector Stress Ratio Span SUBH3.25 (Max) 0.89 Bending and Shear (Unstitfened): 15.9% Stressed @RI Bending and Shear (Stiffened); N/A Web Stiffeners Required?: No S S Project Name: Low Roof Wall • Model: Low Roof Wall • Code: 2007 NASPEC [AISI SI00-2007] • NJ • • • 15.00 60.00 S S • t S . Section: 600S200-54 Single C Stud Maxo = 2532.9 Ft-Lb Moment of Intertia, I = 3.32 inA4 Loads have not been modified for strength checks .. Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by .1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) W Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Span 1687,5 0.666 . 1687.5 60.0 2332.8 Distortional Buckling Check Span K-phI Lm Brac Ma-d Mmax/ S lb-in/in in Ft-Lb Ma-d Span 0.00 180.0 2281.9 0.740 Combined Bending and Axial Load Details Fy = 50.0 ksl Va = 2822.9 lb Mpos/ Deflection Ma(Brc) (In) Ratio 0.723 0.489 L/368 Axial Ld . Bracing(In) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KL1r (lb-inlin) (in) load(lb) PlPa Value Span 800.0(c) 60.0 60.0 82 0.0 180.0 5672.2(c) 0.14 0.88 S • S SIMPSON STRONG-TIE COMPANY PROJECT: • Www.strongtle.com II1LNO iG3 L!A!IRIGHT e n g I n .e e r S LI URI. ,.Project Project JJJ K e4./' SPEC Location: Legolznd Queue Tower e n g j ñ e e r Y' Folder: Folder 0 Date: 3/9/17 8:53 AM edSpecTMby RedBuiltTM Designer: DA 0.1.4 Comment: - .. 16" Red- I9OTM @32" o c This product meets or exceeds the set, design controls for the applica ion an loads liste S oEs'GN.CONTROLs % Design Allow. OOt. Combination Pattern Pass/Fall Shear (lb) 44% .. 1560 3512 l5oni(1250/6) 1.013+L.0Lr All Spans PASS f'usitive Moment (ft-lb) 62% IQIlO .16394 RpoI(125%) 1.00i 1.01-r All Spans PASS DEFLECTIONS (in) % Design Allow. Design Allow, Combination Pattern Pass/Fail- Span Live 57% .0.492, 0.867 LI 634 L/ 360 1.013+ 1.01-r All Spans PASS Span Tàtal 85% 1.106 1,300 L/21f' L/ 240 I.OD+1.OLr All Spans PASS SUPPORTS Support I Sup;iit 2 . Liv Reaction, Critical (lb) (00L%) 693 (125) 693 (t 25) Dead Reaction(Ib) 867 867 Total Reaction.(lb) (DOL%,) 1.560 (125) 15 60 (25) Bearing Fl6sh Flush Support Wall Wall lrq'd Bearing, No.Stirfeners (In) 1:75 1.75 Req'd Bearing, Stiffeners (In) . - SHANGERS Model Top Face Member Header Size Left Moe Seliwtèd Right None l&ied SPANS AND LOADS 1. inensions represent horizontal design spans Member Slope: 0/12 S.................. ...... ..... ... -............ O .. 1 . -- -- ..... ..--. ... ...... - 26'- 0.0' • . Af'I'l I CATION LOADS ipe Units, DOL Live Dead Partition Tributary Member Type . h' ifform psf Roof(125%) 20 25 0 32" Roof Joist ADU!TIONAL LOADS 1 ;pe Units DOL - Live Dead Location from left Application Comment ft4orm psf RoOf(125%) 20 25 0-0.0 to 26-0.0" Replaces NO.T1S - unilding code and tleslgn.mcthociolncjy:2012 IBC ASO(US). ..ontinuous lateral support required at top edge. Lateral sinufloit at. bottom edge shall be per RcdBullt recommendations. S S S S O O C:\U -:\dan\Docume,1fs\Red15pcc\Projcc1 I red 5 3/5/; 7 8:53:00 AM l'rojcct:rrikicr Type. . Page 1 of 1 .. Tine 1 t"lUcts noted are intended for Interior, untreated, nod-orrnsiucr applications with normal temperatures and dry conditions or use, and must be Installed in ac. -dance with local building code requirements nd Redl3ullt" ncoinrncndatlons. The loads, spans, and spacing have been provided by others and must . be uptUrn,- the pn nifir .pnIiratlpn by the desIgn prolessionl 'e Inc inronect Unless otherwise nQted this outgut has not been reviewed by a RedBuult " asscnO. PRODUCT S(JIISTITUTION. VOIDS TIllS ANALYSISi Red-I"", Red-145'', Red-M.5L"", Red-158"', W,(1-165'", Red-165T", Red-I90'"', He-i90H", Red-I9OHS"", - " Red-LT', ed- w hr Ie II hheLan-44eerGheiee" are 1' inlr iris of RedlInilt LLG lloj&e lD,-IJ s9yrlght ©.3Q.to-1 Ights 5 rec" S ORIGHT e ngineers Project Name: New WorkSpace Page 1 of 1 Model: Queue control tower wall Date: 01/10/2017 Code: 2007 NASPEC [AISI S100-2007] Simpson Strong-Tie® CFS DesignerTh 1,4.2.0 Reactions and Connections Number of Connectors Required at each Reaction: 1 No. of No. of NJ Simpson Req'd Req'd # Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors Ri 690.00 No Solutions - R2 690.00 SC847.5 2 2 Total Vertical Shear Carried by Connectors (lb): 0 Bridging Connectors 23.00 60.00 Design Method = AiSl SIOO Simpson Strong-Tie SpanlCantiLever Bridging Connector Stress Ratio Span MSUBH3.25 (Mm) 0.73 Bending and Shear (Unstiffened): 16.3% Stressed @R1 Bending and Shear (Stiffened): N/A Web Stiffeners Required?: No Section: 800S250-68 Single C Stud Maxo = 5137.5 Ft-Lb Moment of Intertia, I = 9.24 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection' Check Mmax Mmaxl Mpos Bracing Ma(Brc) Span Ft-Lb Maxo ' Ft-Lb (in) Ft-Lb Span 3967.5 0.772 3967.5 60.0 4940.4 Distortional Buckling Check- Span K-phi Lm Brac Ma-d Mmax/ lb-in/In in Ft-Lb Ma-d Span 0.00 276.0 4479.5 0.886 Fy = 50.0 ksi Va = 4220.7 lb Mposl Deflection Ma(Brc) (in) Ratio 0.803 0.970 L/284 GItE COMPANY INC. www.strongtle.com iNO: =SHEET- G6 L!A!IRIGHT engineers PROJECT LoAt - JDt [No LEET: G7] Project: Location: ML81 Multi-Loaded Multi-Span Beam 12015 International Building Code(2012 NDS)) 3.5 IN x11.5 IN x 24.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 24.5% Controlling Factor: Moment 9TZ 7425 Peak Dr of Las Vegas, NV89128-9011 StruCalc Version 9.0.2.5 2/9/2017 9:17:31 AM DEFLECTIONS Q.n1i LOADING DIAGRAM Live Load 0.42 IN L/685 Dead Load 0.51 In Total Load 0.93 IN L/309 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: 1)240 REACTIONS Live Load 480 lb 480 lb Dead Load 585 lb 585 lb Total Load 1065 lb 1065 lb Bearing Length 0.49 in 0.49 in BEAM Q Cente Span Length 24 It ._____________ Unbraced Length-Top 0 ft -- ....................- ......241t ..........................-. Unbraced Length-Bottom 24 ft Live Load Duration Factor 1.25 Notch Depth 0.00 UNIFORM LOADS MATERIAL PROPERTIES CenteI Uniform Live Load 40 pIt #2 - Douglas-Fir-Larch V Uniform Dead Load 40 plf Base Values Adjusted Beam Self Weight 9 pIt Bonding Stress: Fb = 900 psi Fb 1238 psi (',11 IA Total Uniform Load 89 pIt Shear Stress: Fv= 180 psi Fv'= 225 psi Cd1.25 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksl Comp. I to Grain: Fe - = 625 psi Fc - -. = 625 psi Controlling Moment: 6388 ft-lb 12.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1065 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Recrd Provided Section Modulus: 61.95 in3 77.15 in3 Area (Shear): 7.1 1n2 40.25 in2 Moment of Inertia (deflection): 344.91 in4 443.59 in4 Moment: 6388 ft-lb 7956 ft-lb Shear: -1065 lb 6038 lb [NO: 1 =SHIET-G8 S . 1..._. T 6.00 Project Name High Roof Parapet Model: Beam/Stud—I Code: 2007 NASPEC (AISI S100-20071 !*!1R C H.T. e g 1 h e e. r S Page loll Date: 02/01/2017 Simpson Strong-Tie® CFS DesigrierTM 1.4.2.0 Reactions Support Reactions (lb) Ri 600.00 R2 600.00 Bending and Shear 42.4% Stressed (Unstiffened): @Ri Bending and Shear N/A (Stiffened): Web Stiffeners Yes @R1,R2 Required?: Section: 600S16243 Single C Stud Fy = 33.0 ksi Mao = 1390.0 Et-Lb Moment of intei-tla, I 1= 2.32 in A4 Va = 1415.7 lb Loads have not been modified for strength checks Loads have been multiplied by 0 70 for deflection calculations Fiexural and Deflection Check . Mmax Span Ft-Lb Span 900.0 DistbiiiôñâFBuckling Check Span K-phi Ibin/ifl. Span 0.00 Mmaiii MPÔS Bracing Ma(Brc) Maxo Ft-Lb (in) Ft-Lb 0,647 900.0 60.0 1136.6 Lm Brac Ma-d Mmax/ in Ft-Lb Ma-d 72,0 1205.1 0.747 Mposi Deflection Ma(Brc) (in) Ratio 0.792 0.060 L/1205 www.strongtie.com 11: =SMcEtG1O S *Project: H [iiV"- .oanRtCitI T Location: MLBI Beam Wright Engineers e r g 7425 Peak Dr Multi-Loaded Multi-Span L. [2015 International Building Code(2012 NDS)] Las Vegas, NV 89128-9011 5.5 IN x 5.5 IN x 8.0 FT #1 - Douglas-Fir-Larch - Dry Use StruCaic Version 9.0.2.5 2/1/2017 5:52:42 PM Section Adequate By: 29.2% Moment Controlling Factor: DFLECTIO1Cente! LOADING DIAGRAM Live Load 0.08 IN U1271 Dead Load 0.16 in Total Load 0.23 IN L/412 Criteria: 11180 Live Load Deflection Criteria: 11240 Total Load Deflection • REACTIONS Live Load 400 lb 400 lb 5 Dead Load 834 lb 834 lb Total Load 1234 lb 1234 lb Bearing Length 0.36 in 0.36 in • BEAM DATA cfltL Span Length 8 ft - - • Unbraced Length-Top 0 ft . .--. - .'------ ----8 ft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS n1t MATERIAL PROPERTIES Uniform Live Load 100 pIE 5 #1 - Douglas-Fir-Larch Uniform Dead Load 202 pIE Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 1200 psi Fb = 1380 psi it r4 flfl Total Uniform Load 309 pIE .,0-1. 1 0 tr-=I.uv Shear stress: Fv= 170 psi FV= 196 psi Cd= 1.15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksl Comp. to Grain: Fc - -- = 625 psi Fc - - = 625 psi O Controlling Moment: 2468 ft-lb 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1234 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Provided Section Modulus: 21.46 in3 27.73 1n3 Area (Shear): 9.47 in2 30.25 1n2 5 Moment of Inertia (deflection): 33.32 1n4 76.26 in4 Moment: 2468 ft-lb 3189 ft-lb Shear: 1234 lb 3943 lb FSKET. G 1] RIGHT e 11 g i n e e r S fc- 7 evhv / 7o' "JL r 70 [PROJECT: 1 [No: 1L! G13 1 Project: Gravity Location: GBJ1 Multi-Loaded Multi-Span Beam (2015 International Building Code(2012 NOS)) 1.5INx 11.25INx7.0FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 363.1% Controlling Factor Moment r DaflA C lilT Wright Engineers e n g fl e)4' 7425 Peak Dr Las Vegas NV 89128-9011 of StruCalc Version 9.0.2.5 2/13/2017 9:56:35 AM DEFLECTIONS LOADING DIAGRAM Live Load 0.01 IN UMAX Dead Load 0.01 in Total Load 0,02 IN L15294 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS Live Load 140 lb 140 lb Dead Load 153 lb 153 lb Total Load 293 lb 293 lb Bearing Length 0.31 in 0.31 in BEAM DATA Span Length 7 ft ----------lft- Unbraced Length-Top 0 ft Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch UNIFORM LOADS Live Load QQflar Uniform 40 pIt Base Values Uniform Dead Load 40 pIt Adjusted Bending Stress: Fb = 900 psi Fb =' 900 psi Beam Self Weight 4 p11 Cd=1.00 CF= 1.00 Total Uniform Load 84 p11 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E 1600 ksi Comp. Grain: Fc - -• = 625 psi Fc - -L'= 625 psi Controlling Moment: 512 ft-lb 3.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: . -293 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: flggçj Provided Section Modulus: 6.83 in3 31.64 in3 Area (Shear): 2.44 in2 16.88 in2 Moment of Inertia (deflection): 8.07 in4 177.98 1n4 Moment: 512 ft-lb 2373 ft-lb Shear: -293 lb 2025 lb 1tISPEC Proje~ct: Locatn: Project Legond Retail Type: Type Folder: Folder .Dâté: 3/7/17 552 PM cdSpectM by RedBuilt'M Designer DA mment:_ .,. - This product meets or exceeds the set design controls for the application and loads listed D1SLGN coNTRoLs' % Design Allow. DOL Combination Pattern Pass/Fail Shear'(lb) 41% 1080 2650 Roof(125%) 1.0D1-1.OLr All Spans PASS Positive Moment (ft-lb) 61% 4860 7988 Roof(125%) 1.OD+1.0Lr All Spans PASS DEFLECTIONS (in) % Design Allo,. Design Allow. Combination, Pattern Pass/Fail Span Live 37% 0.222 0.600 1/974' 1/360 1.00+1.0Lr All Spans PASS Span Total 55% 0.499. 0.900 1/433. 1/240 1.00i-1.0Lr All Spans PASS '4IPPORTS . Support 1 Support 2 Live Reaction, Critical (lb) (001%) 180 (125) 480 (1,25) Dead Reaction (lb) 600 600 Total Reaction I(lb) (DO1°/o) 1080 (125) 1080 (125) Bearing Flush Flush Support Wall Wall. Icq'd Bearing, No Stiffeners (in) 1.75 1.75 Req'd Bearing, Stiffeners (in) - - }IANGERS Model , Top Face Member Header Size Left Nonc' Selected light: Noic ".elCctnd IANSAND LOADS i)iinensidns ieprcsen1 horizontal design spans. Member Slope: 0/12 181-0.01, rPpi.rcnnoN LOADS Tilie Units DOt. Live Dead Partition Tributary Member Type U:flform psi Roof( 125%) 25 20 ' 0 " 32" Roof Joist IY)i•)lTrONAL LOADS 'l'yin Units 001 Live Dead Location from left Application Comment Uorm psi Roof(125%) 20 25 0-0.0" to 18-0.0" Replaces Uuiiding code and design methodólogy 2012 IBC ASD (US). cnniiiuous lateral support required at tdp'edge. Lateral support at bottom edge shall be per RedBuilt recommendations, '-';\dan\Documents\RedSpcc\Projcct1.red Project : Folder : Type Page 1 of 1 s noted are intended for interIor, untreated,.non corrosive applications With normal temperatures and dry condItions of use and must be Installed i(,c with local building code requirements and Red8uilt ' recommendations The loads spans and spacing have been provided by others and must U br the ',ix cific application by the design professional for the project Unless otherwise noted this output has not been reviewed by a RedBullt '. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. ",'RecJSphc', Red-I"",.Red-I'45", Red-I4511"', Red:1581";Red-165'", Red-165T11, Red-190'M, Red-190H", Red-190HS", Red-L", Red-IT", Red- Red-M"', Red-11'", RcdLzim',.FldrChoie'" ar'etrademárks.bf Red8uilt tIC, Boise ID, USA. Copyright © 2010-20i6 Red8uiltLLc. All rightsG15 5:52:59 PM S SSSSSSSSS S SSSSSSSS ••SS••S is esesseso .Ssss.is V Floor Man I RAM Steel 14.07.00.05 RAM DataBase: Lego Land Model 8-7-17 08/09/17 11:20:19 Building Code: IBC Steel Code: AISC 360-10 LRFD Floor Type: High Roof ..sse..s.e....s..ese.......s.......s.se.se.. Floor Map il I %' RAM Steel 14.07.00.05 - Page 2/2 IRAM DataBase: Lego Land Model 8-7-17 08/09/17 11:20:19 L Building Code: IBC Steel Code: AISC 360-1OLRFD Surface Loads Label • DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf • Roof Load 18.0 0.0 20.0 Reducible 0.0 0.0 0.0 Line Loads Label- DL CDL LL Reduction PLL CLL Mass DL k/ft - k/ft k/ft Type k/ft k/ft k/ft LI Parapet Load 0.100 0.000 0.000 Reducible 0.000 0.000 0.000 Point Loads - Label DL CDL LL Reduction PLL CLL Mass DL kips7 kips kips Type kips kips kips P1 Ride 0.000 0.000 5.500 Unreducible 0.000 0.000 0.000 ZK 0 0 V I % Floor Map RAM Steel 14.07.00.05 RAM DataBase: Lego Land Model 8-7-17 08/09/17 11:20:19 Building Code: IBC Steel Code: AISC 360-10 LRFD Floor Type: Roof R3 yin Floor Man S Z t" RAM Steel 14.07.00.05 Page 2/2 RAM DataBase: Lego Land Model 8-7-17 08/09/17 11:20:19 Building Code: IBC Steel Code: AISC 360-10 LRFD Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psi psf Roof Load 18.0 0.0 20.0 Reducible 0.0 0.0 0.0 Line Loads •-• Label DL CDL LL Reduction PLL CLL Mass DL k/ft k/ft .k/ft Type k/ft k/ft k/ft LI Parapet Load 0.100. .0 .000 .0 .000 Reducible 0 000 0.000 0.000 Point Loads Label DL CDL LL Reduction PLL CLL Mass DL kips kips kips 'Type kips kips kips P1 Ride 0.000 0.000 5.500 Unreducibiè 0.000 0.000 0.000 P2 Mechanical Unit 1. 4.900 0.000 0.000 Reducible 0.000 0.000 0.000 P3 Mechanical Unit 2 2.900 0.000 0.000 Reducible 0.000 0.000 0.000 R4 13 - 43 53 44 52 45 51 55 54 - j- - F 48 47 50 49 5 (ID CD CID -I I I I I I -------------------- . I I 274 272 275 273 312 ------ :: 281 285 282 286 283 278 152 301 289 287 ---- 02 - 290 288 291 314 276 293 Af ---- - 296 295 298 . 297 300 299 198 232 -ï Ii CI)E) C') C) (ou ) E) -. V Beam Summary I RAM'Steel 14.07.00.05 RAM DataBase: Lego Land Model 8-7-17 08/09/17 11:20:19 Building Code: IBC Steel Code: AISC 360-10 LRFD STEEL BEAM DESIGN SUMMARY: Floor Type: High Roof Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 3 4.75 0.0 -29.3 19.50 11.6 -29.3 51.2 50.0 W12Xl6 u 4 10.33 3.7 0.0 52.1 50.0 W1OX12 u 5 33.50 116.3 0.0 225.0 50.0 W16X31 u 10 32.50 224.3 0.0 420.8 50.0 W18X50 u 11 19.50 82.2 0.0 154.5 50.0 W12X26 u 13 33.50 133.0 0.0 225.0 50.0 W16X31 u 17 52.00 581.8 0.0 1140.6 50.0 W24X103 u 38 29.61 38.1 0.0 122.1 50.0 W12X22 u 43 33.50 142.1 0.0 225.0 50.0 W16X31 44 33.50 142.1 0.0 225.0 50.0 W16X31 45 33.50 143.8 0.0 225.0 50.0 W16X31 47 10.33 6.4 0.0 52.1 50.0 W1OX12 u 48 33.50 140.5 0.0 225.0 50.0 W16X31 49 10.33 5.0 0.0 52.1 50.0 W1OX12 u 50. 33.50 129.0 0.0 225.0 50.0 W16X31 51 8.94 4.9 0.0 52.1 50.0 W1OX12 u 52 5.96 2.0 0.0 52.1 50.0 W1OX12 u 53 2.98 0.4 0.0 52.1 50.0 W1OX12 u 54 10.33 6.5 0.0 52.1 50.0 W1OX12 u 55 33.50 142.1 0.0 225.0 50.0 W16X31 Floor Type: Roof Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 2 23.00 98.8 0.0 170.0 50.0 W16X26 u 82 23.00 181.5 0.0 270.1 50.0 W18X35 u 92 32.50 235.0 0.0 364.3 50.0 W21X44 u 94 37.00 982.9 0.0 1300.0 50.0 W30X99 u 95 23.00 247.2 0.0 326.7 50.0 W18X40 u 148 10.33 4.1 0.0 52.1 50.0 W1OX12 u 152 15.33 14.9 0.0 52.1 50.0 W1OX12 u 160 17.50 11.4 0.0 32.3 50.0 W1OX12 u 163 17.50 86.1 0.0 150.1 50.0 W16X26 u 198 21.50 16.4 0.0 66.7 50.0 W1OX15 u 200 32.50 202.5 0.0 352.9 50.0 W18X46 u 201 13.50 7.7 0.0 46.0 50.0 W1OX12 u 202 7.00 2.0 0.0 52.1 50.0 W1OX12 u 215 28.50 115.1 0.0 184.2 50.0 W16X26 u 232 48.83 95.3 0.0 397.5 50.0 W21X44 u V Beam Summary I RAM Steel 14.07.00.05 Page 2/2 RAM DataBase: Lego Land Model 8-7-17 08/09/17 11:20:19 Building Code: ifiC Steel Code: AISC 360-10 LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 250 22.50 150.0 0.0 194.4 50.0. W16X31 251 6.67 1.8 0.0 36.5 50.0 W8X1O 252 2.50 0.1 0.0 36.5 50.0 W8X1O 255 42.16 131.2 0.0 326.7 50.0 W18X40 u 256 21.50 37.2 0.0 72.5 50.0 W12X14 257 8.32 2.7 0.0 52.1 50.0 W1OX12 u 258 20.50 840 0.0 119.8 50.0 W14X22 259 25.00 250.1 0.0 337.4 50.0 W21X44 u 272 48.83 293.7 0.0 558.3 50.0 W24X55 273 48.83 300.5 0.0 558.3 50.0 W24X55 274 28.50 112.8 0.0 184.2 50.0 W16X26 275 28.50 115.4 0.0 184.2 50.0 W16X26 276 10.33 5.2 0.0 52.1 50.0 W1OX12 u 278 28.50 183.1 0.0 277.1 50.0 W18X35 279 37.00 239.9 0.0 420.8 50.0 W21X48 u 281 15.33 14.4 0.0 52.1 50.0 W1OX12 u 282 15.33 * 14.4 0.0 52.1 .50.0 WIOX12 u 283 15.33 14.9 0.0 52.1 50.0 W1OX12 u 284 28.50 113.0 0.0 184.2 50.0 W16X26 285 28.50 113.0 0.0 184.2 50.0 W16X26 286 28.50 114.2 0.0 184.2 50.0 W16X26 287 15.33 14.4 0.0 52.1 50.0 W1OX12 u 288 15.33 10.5 0.0 52.1 50.0 W1OX12 u 289 21.50 76.3 0.0 138.3 50.0 W14X22 290 21.50 76.3 0.0 138.3 50.0 . W14X22 291 21.50 76.3 0.0 138.3 50.0 W14X22 292 10.33 5.4 0.0 52.1 50.0 W10X12 u 293 48.83 255.4 0.0 637.5 50.0 W24X62 u 294 21.50 76.3 0.0 138.3 50.0 W14X22 295 48.83 324.7 0.0 637.5 50.0 W24X62 u 296 21.50 76.3 0.0 138.3 50.0 W14X22 297 48.83 324.7 0.0 637.5 50.0 W24X62 u 298 21.50 76.3 0.0 138.3 50.0 W14X22 299 48.83 295.6 0.0 558.3 50.0 W24X55 300 21.50 69.5 0.0 138.3 50.0 W14X22 u 301 7.00 2.5 0.0 36.5 50.0 W8X1O 312 48.83 781.2 0.0 1179.2 50.0 W30X90 313 59.17 1036.1 0.0 2141.7 50.0 W33X141 u 314 48.83 229.6 0.0 558.3 50.0 W24X55 u 315 52.00 674.0 0.0 1179.2 50.0 W30X90 u * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. 0.4 0.55 'A-0.3-4- 0-30 0:57, o.iflL .0.50 0.47 073 0. 52 .09 56 70 0 69 tO50 062 '1' I 0 • • • S Gravity Column Design Summary I RAM RAM DataBase: Legd Land Model 8-7-17 08/17/17 15:55:27 Building Code: IBC Steel Code: AJSC 360-10 LRFD • Column Line 56.82ft--38.02ft • Level Pu Mux -Muy LC Interaction Eq. Angle - Fy Size Roof 8.1 2.5 0.2 8 0.14 Eq (HI-lb) 90.0 50 HSS5X5X1/4 Column Line 56.82ft--16.52ft • Level Pu Mux Muy LC Interaction Eq. Angle Fy Size • Roof 43.1' 2.3 12.2 8 0.54Eq(H1-1a) 90.0 50 HSS5X5X1/2 O Column Line 56.82ft-25.64ft • Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 11.7 4:7 0.1 1 0.23Eq(H1-1b) 90.0 50 HSS5X5XI/4 • 'Column Line 59.32ft-25.64ft • Level Pu' Mux Muy LC Interaction Eq. Angle Fy Size • Roof 1.6 0.4 0.1 1 0.03 Eq (HI-lb) 90.0 50 HSS5X5X1/4 0 • Column Line 59.32ft-32.31ft . Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof . 23.7 0.4 . 9.3 1 0.56 Eq (Hi-la) 90.0 50 HSS5X5X1/4 • • Column Line 61.32ft-45.02ft • Level Pu. Mux Muy LC Interaction Eq. Angle Fy Size • Roof 16.7 0.3 . 6.3 6 0.32 Eq (HI-lb) 90.0 50 HSS5X5X1/4 • . Column Line 81.82ft-45.02ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size • Roof 33.4 4.3 5.9 6 0.68 Eq (Hi-la) 90.0 50 HSS5X5XI/4 0 • Column Line 81.82ft--16.52ft • Level Pu Mux Muy LC Interaction Eq. Angle Fy Size • Roof 91.6 7.7 22.2 16 0.72 Eq (Hi-la) 0.0 50 HSS6X6X1/2 COlumn Line 81.82ft--1.19ft • Level Pu Mux Muy LC Interaction Eq. Angle Fy Size .. High Roof 32.6 ' 9.0 4.5 1 0.57 Eq (Hi-ib) 0.0 50 HSS5X5X1/4 0 • Column Line 81.82ft-32.31ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size • High Roof 51.9 18.9 10.3 1 0.46 Eq (HI-lb) 0.0 50 HSS6X6X1/2 Roof 96.9 2.0 3.8 1 0.46 Eq (HI-1a) 0.0 50 HSS6X6X1/2 • Ru 0 • Gravity Column Design Summary RAM Steel 14.07.00.05 Page 2/3 RAM DataBase: Lego Land Model 8-7-17 08/17/17 15:55:27 Building Code: IBC Steel Code: AISC 360-10 LRFD Column Line 114.32ft--45.02ft Level Pu . Mux Muy LC Interaction Eq. Angle Fy Size Roof 45.1 10.6 7.0 10 0.61 Eq (HI-la) 90.0 50 HSS5X5X1/2 Column Line 114.32ft--16.52ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 85.2 22.9 5.9 14 0.69Eq(HI-la) 0.0 50 HSS6X6XI/2 Column Line 114.32ft--l.19ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High Roof 36.4 6.4 4.7 12 0.55 Eq (HI-la) 0.0 50 HSS5X5X1/4 Column Line 114.32ft-42.64ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High Roof 14.2 0.0 0.0 1 0.29Eq(HI-1a) 0.0 50 H555X5X1/4 Roof 14.5 0.0, 0.0 1 0.29Eq(HI-1a) 0.0 50 HSS5X5X1/4 Column Line 127.82ft--45.02ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 3.2 0.5 0.7 1 0.06 Eq(H1-lb) 90.0 50 H555X5X1/4 Column Line 133.82ft--1.19ft Level Pu Mux Müy LC Interaction Eq. Angle Fy Size High Roof 24.4 6.2 3.9 1 0.43 Eq (HI-lb) 0.0 50 HSS5X5X1/4 Column Line 133.82ft-32.31ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High Roof 53.3 18.0 3.3 6 0.52 Eq (Hl-lb) 0.0 50 HSS5X5X1/2 Column Line I33.82ft-42.64ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High Roof 4.8 1.4 32.9 1 0.47Eq (HI -lb) 0.0 50 HSS6X6X1/2 Roof 91.0 0.2 10.8 1 0.50Eq(HI-1a) 0.0 50 HSS6X6Xl/2 Column Line 151.32ft--38.02ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 29.6 7.3 0.0 12 0.55Eq(HI-1a) 0.0 50 HSS5X5X1/4 Column Line 151.32ft--16.52ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 98.4 26.3 0.0 12 0.71 Eq (H1-la) 0.0 50 HSS6X6X1/2 R12 • • • • • Gravity Column Design Summary I' RAM Steel 14.07.00.05 Page 3/3 RAM DataBase: Lego Land Model 8-7-17 08/17/17 15:55:27 Building Code: IBC Steel Code: AISC 360-10 LRFD • Column Line 151.32ft-32.31fi • Level Pu Mux Muy LC Interaction Eq. Angle Fy Size • Roof 398 9.2 0.6 8 0.44Eq(H1-1a) 0.0 50 HS55X5X1/2 . Column Line 151.32ft-42.64ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size . Roof 4.3 1.0 0.7 1 0.08 Eq (HI-1b) 0.0 50 HSS5X5X1/4 • • Column Line 174.32ft--38.02ft • Level Pu Mux zMuy LC Interaction Eq. Angle Fy Size Roof 18.5 1.3 6.3 1 0.44 Eq (Hi-la) 90.0 50 HSS5X5X1/4 Column Line 174.32ft-16.52ft • Level Pu Mux Muy LC Interaction Eq. Angle Fy Size • Roof. , 46.0 2.2 16.7 8 0.72Eq(14I-1a) 90.0 50 HSS6X6X1/4 • Column Line 174.32ft-32.31ft ' Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof . 35.2 11.4 3.0 1 0.49 Eq (Hi-la) 0.0 50 HSS5X5X1/2 • • O • 0 0 • • 0 0 • • . . I!A!IRIGHT engineers c-.t ci .. Z%1 2-0 2-0 6.1 • : • • • Mu • 'I (.x8/ •(0 )c5 • *cee. 3th -•..Pmvt (t 2o 4. s. :. O S3 . ___ = 8 4 '' 2Q O DL Ox- 35p4 Wtoo .. (nA 15, .4-_1.(D"_____c)I4 1 8 I\bw • vt. - • • *cee _f.\v3 % to PROJECT: AO JD1g 1LO 1SHEET: R14 1 JRICH'T eng,neers 0 CONCRETE BEAM DESIGN II DESCRIPTION: S1/S2 Alk PROPERTIES Fy (ksi) 60 b bat (in) 12 top rebar (#) 5 pmin 00033 (4/3pcatcuIet) Fyv (ksi): 60 cvr; to:(ln): 3 botrebar (#): 5 pmaX: 0.0160 h (Ih):6 ' cr. bot (in): 3 stirrup (#): 3 d top (in): 2.3125 No. of lines of stirrups: 2 d bat (in): 13125 FLEXURE Mu (4') (kip ft) pbot As bat (lnA2) bat reinforcing Mu ( ) (kip ft) ptop As top (in 2) top reinforcing 0.8 0.00333 . 0.09 1 .# 5 08 0.00333 0.09 1 # 5 - 0.0 0.00000 0.0 0 Q.Q 0.00000 0.0 0 00 0.00000 0.0 0 • 0.0 0.00000 . 0.0 0 0.0 0.00000 0.0 0 SHEAR: 4): 075' • . $Vc (kips).;'-2:28, O max: stirrup spacing (in )i 1,fVs 46 6Vs Max (i~psL..9 4)Vs reqd shear stirrups 0:7 n'one. reqd • 0.0 none reqd . 0.0 hone req'd 0.0 none reqd • 0.0 flono 0.0 none req'd 0 DESIGN beam: S11!S2 • SUMMARY: . depth: 6 inches • width 12 inches S 0 0 S.. • .5 S • • . Copyr ;ghl, WRIGHT ENGINEERS, 11 S - - I o: en 9 flee r S CONCRETE BEAM DESIGN DESCRIPTIoN: S3 Auk S BEAM fc.(psi):3000 b top (in) 12 shear b(in) 12 pi: 0.85 PROPERTIES.: Fy(ki): 60 b bot(in): 12 top rebar (#): 5 pmin: 0.0033 ór4/3pcatcufated) Fyv (ksl): 60 ôvr. top (in) 3 bot rebar (#): 5 pmax: 0.0160 h (in): 10 cvr.bot(ln): 3 stirrup (#): 3 d top (in): 6.3125 No. of !iAes of stirrups: 2 d bat (in): 6.3125 FLEXURE: Mu (+) (kip-ft) pbot. As bot.(ir2) boL.reinforcing Mu (-).(kip-ft) ptop As top (in 2) top reinforcing 80 0.00390 .0.30 1 #. 5 8.0 0.0039 no 1 # 5 0.0 0,0000, 0.0 0 S . 0.0 0.O0000: 0.0 0 0.6. 6.00000I 0.0 0 .0.0 0.00000 0.0 0 0.0 0.00000 . 0.0 0 - SHEAR: 4): 0.75 4)Vc (kips);. 6.22 4iYsjnax..(kip.$):.25 .. ....... ___ Vu(+)(kip) 4)Vs.reqd: shear stirrups 2.3 none reqd S 00 none reqd 0.0 none :req'd 0.0 none reqd 0.0 none req 00. none reqd 'S DESIGN team: S3 SUMMARY: . depth: 10 inches 5 . width 12. inches S . S • • • • . Copyright WRIGHT ENGINEERS 1 [NO:SHEET. v 4,03 R16 IMRIGHT engineers An = cx c LL. xDO42)d5 tr,- . 2.3 F c€e- 0ti ç9ec O IFto\r 8 - \pA \/ + - rtc-A 12- Tie- \N6 .t\:'j&;.J= 2Jki' 12. %A LL L • __________________ ! 4O c-wj -so f, . (__ (t;2s c;'+ •(e 3W )c t5 rD .tpJt 35pS4 )(24 t4o i oOr.2c 4 set vr apAILp "tA= PROJECT: ~EGPLM-AD -JtE No: Q V El. R1fl Copyiight WR le 50BM AIO).d$ 81 IGHT ENGINEERS' fROJECT: IOR I GH T • 'CONcRETE BEAM DESIGN • bESCRIPTINB1"C$ .- . BEAM ft (psi) 3000 b top (in) 12 shear b (in) 12 31 085 PROPERTIES Fy(ksi) 60 b bot(in) 12 top rebar (#)t 6 pmiri 0.0033 (or4rpJculaw,j) • Fyv (ksi): 60 çvr. top' (in): 3 bot rèbar(4):.6 pmax: 0.0160 • h (in): 16 cvr. bot (in): 3 stirrup (#): 3 d top (in): 12.25 No. of lines of stirrps: 2 d bot (in): 12.25 FLEXURE: Mu (+) (kiptt) pbot As b6t,(in2) bot. reinforcing Mu (-) (kip-ft) plop As top (inA2) top reinforcing • 620 0.0085Ô 1:25 , # 6 62:0 0.0085 1.25 3 # 6 0.0 0,00000 0.0 0 • 0.0 0.00066 0.0 '0 0.0 •o.00000 0.0 O 'S 0.0 0.00000 0.0 0 0.0 0.00000 . 0.0 0 S SHEAR:. 0.75 4Nc (kips): 12.08 rnaxstirrpspaci,ngn):,,6 3ffVs> 24.2 -, . ._ _4Vs.mâx-(kips):-48 • Vu (+) (kip). 4Vs req'd: 140 1.9 # 3 at 6 0.0 none reqd 0.0, none réqd S 0.0 none req'd 0.0 none reqd 0,0' none reqd S . DESIGN beam: BI' SUMMARY: . depth: '16 Inches • width 12 inches I 1 ~Z:m 03 I • 122 .0.1 • Q.O none reqd • 0.0 none reqd 00 none reqd • o:o none reqd 00 none reqd DESIGN • SUMMARY: • • _____ • rOJECT: #3 at beam: 82. depth: 16 Inches width 12 inches Copyright WRIGHT ENGINEERS L: I v2OO8.04 03 L11KIGHT eng Ine • CONCRETE BEAM DESIGN • DESCRIPTI0NB c- • ?c(psT 3000 btop(in) 12 shear b(in) 12 a 085 PROPERTIES Fy (ksl) 60 b bot (in) 12 top rebar (#) 6 pmin 0.0033. (4p!cu!a() • Fyv (ksi) 60 cvr. top (in) 3 bot rebar (#) 6 pmax 00160 h (in) 16 cvr bot (in) 3 stirrup (#) 3 d top (In) 12.25 • No. of lines of stirrups: 2 d bOt (in): 12.25 FLEXURE: Mu (+) (kip-ft) pbot. As bat (tflA2). boi,relnforcing Mu (-)(kip-ft) ptop As top (inA2) top reinforcing • 600 000819 1.20.3 # 6 600 000819 120 3 # 6 • 0.0 0.00000 0.0 0 0.0 00000. 0.0 0 • 0.0 0.00000 O.0 0 - 0.0 0:00000 . . 0.0 0 0.0 o:00000 0.0 0 • * SHEAR: 4:0.75 - Vc (kips): 1.2708. _______ màxstirrups0.acihg.(iA):6 3 if bVs> 24.2 • 4iVs max (kips) 48 Vii 14 1kin rpn'd' : LIJRIGHT engin CONCRETE BEAM DESIGN • DESCRIPTION:)5 — BEAM fc(psi) 3000 b top (tn)12 - shear b(in) 12 P1 085 • PROPERTIES Fy (ksi) 60 b bat (in) 12 top rebar(#) 5 pmin 00033 (or4t3pca1cti!afi) • Fyv.(ksi): 40 cvr. top. (in): 3 bat rébar (#): 5. pmax: 0.0160 h (in): 10 cvr. bot(ln): 3 stirrup (#): 3 d top (in): 6.3125 • No: of lines of stirrups: 2 d bot (in): 6.3125 FLEXURE: Mu (+)(kip-ft) pbot, AS bot (inA2) bot. reinforcing Mu (-) (kip-It) ptOp As top (in2) top reinforcing • i6.4 0.00846, 0.64 3 # 5 16.4 0.00846 0.64 3 # 5 • .0.0 0.0000 0.0 0• .0.0 6.00000 0.0 0 • 0.0• 0.00000 - . 0.0 0 0.01 0.00000 - 0.0 0 0.0 0.00060 . 0.0 0 • SHEAR: • $Vc (kips): 6.22 • max stirrup spacing (!n)- 3 2 if 6Vs> 12.4 a Vs max (ups)25 1~) (kip) 4iVs reqd: shear stirrUps 60 minimum # 3 at 3 0.0 none req'd 0.0 none reqd 0,0 none reqd 0.0 none reqd 00 none req'd DESIGN beam: B3A SUMMARY: depth: .10 -inches width 12 inches Copyright WRIGHT ENGINEERS PROJECT: Not v20oa .03 I SHEE 0 RIGHT engine .4cgE1 ptGmi 2', '.. 2r7' •1 1 * •. ,t LoO •1 3o00 &u_o , 1_. see .l •c• (54 —' co 540 1i - (t see 1"9 POLCJ 4r ctvofrS oo sf 4 400 1, 1 see - - Jo 1 -1 Ii LIK I GHT e ngIner • . .• CONCRETE-BEAM DESIGN • • DESCRIPTION: B9 AM 6 (in): 12 t85 - PROPERTIES Fy(ks) 60 b bot(in) 12 top rebar() 5 pmin 00033 (or 4l3pcalculaged) . Fyv (ksi): 40 evrz top (in): 3 bot rebar (#): 5 pmax: 0.0160 h(in):-10 cvr.bót(in): 3 stirrup(#): 3 d top (in): 6.3125 • No. .of.Iines of stirrups: 2 d.bot(in): 6.3125 FLEXURE: Mu (+) (kip-ft). pbot. As bot (lnA2) bot. reinforcing Mu (-) (kip-ft) ptop As top (inA2) top reinforcing • 82 000400 030 1 # 5 82 0.004 030 1 # 5 . 0.0 0.00000 0.0 0 0.0 0.00000 0.0 0 • . O.Oi 0.00000 . 0.0 0. . o.0 0.0900•0 00 9, .0.0 d.00000 . 0.0 0 • • SHEAR: : 0.75 4Vc (kips): 6.22 • max Stirrup spacing (in): 3 2 if çbVs> 12.4. Vs max (ps)25 Vu 36 . minimum. . 3 at '3 0.0 nOne 'req'4 .0.0 none..reqdr 0:0 none reqd 0.0 nOne reqd 0.0 none rèqd DESIGN beam: PA.' SUMMARY: . dèpth: 10 inches, width 12 inches Cop'right WRIGHT ENGINEERS PROJECT: r 1 v20080 .03 LNo: . I SHE : WURIGHT CONCRETE BEAM DESIGN • DESCRIPTION: RaA. BEAM fc(psi) 3000 btop(ln) 12 shear b(iri) 12 i085 PROPERTIES Fy (ksi) 60 b bot (in) 12 top rebar(#) 5 pmin 00033 (or 4/3pcalcu!atd) . Fyv (ksi) 40 cvr top (in) 3 bot rebar (#) 5 pmaX 00160 h (In): 12 •cvr.• bOi.()n): 3 stirrup (#): 3 d too • (in): 8.3125 • No. Of Iires of stirupTs: 2 d bot (in); 8.3125 FLEXURE:. Mu (+) (kip-ft) pbot As botin2) bot. reinforcing Mu (-) (kip-ft) ptop As top (inA2) top reinforcing • 161 0004$6 045 2 0 5 151 000456 045 2 # 5 . 00 0,000 0.0 0 0.0 0.00000 0.0 0 • 0.0 0.00000 0.0 0 . . .0.0 0.00000 0.0 0 0.0 0.60•000•. . 0.0 0 • . SHEAR: 4): 0.75 • :4)Vc (kips): 8:20 • mstirrup.spácing (ifl), 4 2 ØVs> • 4)Vs max (kips) 33 • Vu (+,y (kip) 4iYs.reqd: shear-stirrups 64 minimum # 3 at 4 0.0. none.req'd .0.0 none req'd • 0:0 'none reqd, • 0.0 none reqd. 0.0 none reqd • DESIGN beafi:. 83.A. • SUMMARY: . . .'depth: 12 inches Width, 12 inches • • • • • • • S .. • )' • ______________ 5 JcnYeIeaean)(u4l4sa4 (PROJECT.••_. __Copynghl WRIGHT ENGINEERS 7 v2008 03 5 _Illo:.. FSHCET: 5 , :.W1 RIGHT engi n CONCRETE BEAM DESIGN • .. • DESCRIPTION:. m PC (psi): S ear in TTB. PROPERTIES'.Fy (ksi) 60 b bot (in) 16 top rebar(#) 5 pmln 00033 (or 4t3pcalculated) • Fyv(ksi): 40 - cr: top (in): 3 :botrebar(#): 5 pmax: 0.0160 h (in) 10 cvr bot (in) 3 stirrup (#) 3 d top (in)t 6.3125 No..of lines of stirrups: 2 d bot (in): 6:3125 FLEXURE: Mu (+) (klp-ft) pbot As bot (402) bot. reinfOrcing Mu (-).(kip-ft) ptOp As top (in2) top reinforcing • 58 000276 0.28,1 Ii 5 58 000276 028 1 # 5 0.0 0.90900 0.0 0 0.0 0.00000 9.0 0 • 0.0 0.00000 . 0.0 0 O.O 0.00000 0.0 0 0.0 0.00000 0.0 0 • SHEAR: 4: 0:75 • 4iVc (kips): 8.30 rnaxstirruspacin9(in): 3 . 2,i(b VS> 16.6 Vsmax (kps)33 i,.. ••l.1 ...____ 3:9 none reqd 0.0 none r6q'd 0.0 none req'd 0.0 none reqd o:o none rèqd 0.0 none reqd DESIGN beam: B5' SUMMARY: depth: 110 inches width 16 inches p. CoyrighI WRIGHT ENGINEERS 1 1 403 v28 L!A!JRIGHT engine 9kCR . S • jK1(jHT e ngln e e r S . CONCRETE BEAM DESIGN • • DESCRIPTION: B6 S--- BE'AM f'(1r3000 b1T12 shear b(in): 12 f31: 085 5 PROPERTIES Fy (kst) 60 b bot (in) 12 top rebar (#) 6 pmin 0.0.033 (Or 4/3p calcvlatcij) S Fyv (ksl). 40 jcvr.Itop (in): 4 bot rebar (#): 6 max: 0.0160 h (in)::20 cr.bot(i 4 stirrup (#: 3 d top (in): 15.25 • No. of lines of stirrups: 2 d bot (in): 15.25 • FLEXURE: Mu(+) (kip-ft) pbot As. bot (lnA2) bot reinforcing Mu (-) (kip-ft) plop As top (inA2) top reinforcing • 6.8 0:00759 1.39 4 #6 86.8 0.60759 1.39 4 # 6 0.0. 0.00900 0.0 0 w 0.0 0.60000 0.0 0 • 0.0 0.00000 . 0.0 0 0.0 0.0.0900 0.0 0 0.0 0.90.900 . 0.0 0 S • SHEAR: $: 0,75 • Vc(kips): 15.03 . max stirrup spacing (in): 7 4 ,jf Vs >: 30.1 rz::'.r'' ...r"'"-,,r.,.r. .t,.:r--"rttt..,,r..,..,,.,.,..?....r'',""'".._.... - ' ........±.t....tt..t..;. ...: ........" .......-.... .. . - . Vs. max (Kips); 60 Vu (+) (kip) •Vs reqd: shear stirrups • 25.3 163 # 3' at 7 . 0.0 none reqd - 0.0 noni reqd . 0.0 . . .0.0 nine reqd 0.0 none reqd, • DESIGN . beam: B6 • SUMMARY: , depth." 20 inches Width, 12 'inches' • C&P . • . Th,= . . S to Beam (thL 65 Copyright WRIGHT ENGINEERS 1 200 43 [ I EET.. : • (PROJECT: . I LNo: . . . S S MMc• ALCic'TY1' • '.A RIGHT, e n g i n e er S co• DL .. zs•c (Ncuotr ccm oo IZ5' o,7c 1 )L 72, • \OO •29 Fsf • • JAL\. bL r7pf • • 'jAu [2- (7q, 4-- V-5) WAIL MM77.( S (to' -7Z )I[ '/ S : itJALEL 1 • clw" S S : : -17-7 q -, I WL S — iA tA tp 4 2- 2-53!15 42, ES ROJEr LJ '5 LSHEET.. Ll 0 --LL- * MJRIGHT e ri g i ii e e r S • FLEXIBLE DIAPHRAGM LOAD CALCULATIONS • DESIGN NET WIND PRESSURES (PSF) EV(PYrwINowAR WAIL E .0 . 9.1 LEEWARD WALL: 5.8 15 9.1 WINDWARD ROOF: 0.0 W 20 9.1 LEEWARDRO.ÔF: 11.3 25 16.1 MNbARb:AAAPEt': 22.6 30 105 LEEWARD PARAPET: 151 RIDGEOrDIAPHRAGMABOVE • 40 11.2 MIN. NET PRESSURE: 10.0 CALCULATED . LOADED DIAPHRAGM 50 11.7.. EQUIVALENT • . DIAPHRAGM LOAD DIAPHRAGM BELOW .12.6 • 8O 13.0 • 90 133 100 13.5 . WIND LOADS • ELEV. RIDGEIDIAPH. ABOVE n: .16 S ELEV LOADED DIAPH. (Fl): 14 . ELEV LOW DIAPH. : 0 . SURFACE TYPE ABOVE PARAPET DIAPH. LOA P.(PLF): 185.5 • WINDWARD. LEEWARD, orOTft. BOTH .CON1CROSS'DLPH? _*•** . .......................... WIND LOAD CALCULATIONS Wi :15:0Pr(7.0h)1 4,37.7psf(1.Oft)1 + 37..7ps1(l.lft)1 =185.5p11 SEISMIC LOADS si: 52 SEISMIC COEFFICIENT '010.86 1 0.086 DIAPH. DL s: 32 :32, DIAPft.DEPTH(FI): 57 120 DIAPH LOAD (P1.9 239 4 330.2' SEISMIC DIAPHRAGM LOAD= SEISMIC COEFFIECIENT (DIAPH DI. DIAPH DEPTH + WALL DL WALL TRIB) r )' .02 2 I L (No: SHEET: : MURIGHT engin 5 . START jI1j ASSUMES FLEXIBLE DIAPHRAGM LiNE L1NE DESCRIPTION X DirectIon • APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS CALCULATED LINE LOADS . WIND SEISMIC START x (Fl) END X (Fl) LINE No LOG X (Fl) W (Las) S (tBS). LINE No LOG X (Fl) WFORCE SFORCE S2 0. :87 A 0 958 1706 10.33 . 8069 14365 F 87 7111 12660 Ara4n,n+tnnu. 'rs Ob ... ' APP ED DISTRIBUTED LOADS WIND SEISMIC START X(Fi) END X(FT) " APPLIED POINT LOADS LINE No LOG X(FT) W(LaS) S(LBS) CALCULATED LINE LOADS LINE NO LOC X(FT) WFORCE Sronce S WiT Si o 1.20 " 1.25 0 11129 14365 5 120 11129 14365 th.,''-... - . .. -..... ;.•_ - ....... . ______ ____________ DESCRIPTION: APPLIED DISTRIBUTED LOADS WIND SEISMIC START x (FY) END; (F)) APPLIED POINT LOADS LINE No LOC x (F)) W (I.BS) S (..BS) CALCULATED LINE LOADS LINE No LOC x(F4 WFORCE SFORCE DESCRIPTION: X APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS I CALCULATED LINE LOADS, WIND SEISMIC START,:x.In) END, UNEN0. LOC.,x('T) Wtss Stqs [UNENo. - Cdpyright WRIGHT ENGINEERS .02 PROJE LNo: SHIT L3 S WRIGHT S engIne5 * Fx -UNFACTORED. FORCE FROM. INPUT v DIAPH SHEAR (FACTORED FOR SEISMIC BASED ON Fp/Fx AND p FACTOR - NOTE: LET ANDRIGI-IT DESIGNATE EACH SIDE OF SW LINE WITH CORRESPONDING FORCE DIAPHRAGM FORCES S DESCRIPTION X Direction Fp I Fx I p 1.3 S S TYP., DIAPH. CAP (PLF): 544 flFS(RIPTlflN FrônIRk Fo /Fx: 1 o: 1.3 LINE LOC X (PT) 1.25, 0 5 1.20 DIAPH. DEPTH---T-—WIND LEFT (Fl) RIGHT (FT) 0 80 8,0 0 LEFT Fx (L8) V (PLF) :0 0 11129 139: 1 WIND RIGHT Fx(LB) V(PLF) T lli29 139 0 0 SEISMIC LEFT Fx (LB) V(PLF) 0 0 14365 180 - SEISMIC RIGHT Fx (LB) V(PLF) 14365 180 0 0 S 0........11:...t... '... .,.;> ,,,,.:....r.,--t)zr---------'---'---.--.--' -,,=-=r- ''-r'- '..' .-..-.- . . ..-., -•'--.-. • I ' I lip'. uptrr1. (PU-) . Oqq flFi'RIPTIflN X Fo/Fx:1 o:1.3 DIAPH.. DEPTH WIND LEFT WIND RIGHT SEISMIC LEFT SEISMIC RIGHT LINE LOC,'tF1) LEFT (Fl) RIGHT (Fr) F (LO) V (PLF) Fx (Ló) V (PLF) F ((.0)' . V (PLF) F (LB) V (PLF) I I r. Lirn. ¼?'r. (PU-). Dqq flF.CRiPTIflN X FoIFx:i o:1.3 LINE' 10C,xn DIAPH. DEPTH LEFT(FT RIGHT (FT) WIND LEFT WIND RIGHT Fx (LB) . V(PLF) Fx (LO) 'V (PLF) SEISMIC LEFT SEISMIC RIGHT Fx (Ls) V(PLF) Fx (LB) V(PLF) wRc1-7exP,phFapo$'1oads :Copyright WRIGHT ENGINEERS 'PROJECT I " .02 1 I SHEtT. r EPTH WIND LEFT WIND RIGHT SEISMIC LEFT SEISMIC RIGHT LINE LOC. xcn JLEFT(FT) RIGHT (FT) S Fx(LB) 2!LJ F (LB)V (PLF) Fx (LB) V(PLF) i Fx (LB) V (PLF) A 0 0 53 0 0 1 958 18 0' 0 1706 32 B 10.33 53 74 958 18 1 7111 96 1706 32 1,2660 171 F' 87 120 0 ' 7111 59. Ô 0 12660 105 1 0 . 0 S wiLaRIGHT engineers S • X t 2-S = 73 3 ji 35e 'tg'+ii' TO • • -J-: 247 0 nr2- • •• • .-• x154p S 53Zp 37' • • S ..• -. • • .*-.- • • S - S 0 • • LE IPROJECT: LAIt - L5 1f NO: 1LHFFT. 1 S S a .cvw-cy- uPLV °" AJ4LL RIGHT e ngi ne • L. • O L •1. • • : 73 • : - l7 .5D2- 4e4- = ou r *,. - 3Cj'71 PROJECT: I —] L6 No: SHFFT. cl 5g1P ./,J99,9cO I JO'8 [NO:45 I = W R IC H1 e n g i n è é r• S or tTTTTTTT-TT4:r Jb 47 3c4 CV Cf, cr= A OT 71ZP~~ OK 344 , -JDJS 1 L ' J L8 e n g I neer S LPROJECI. LL4IJD • L[1fl1I e n g i h e, e r S DESIGN SEISMIC LOADS SC AE 7-10 SECTION 12.8 - EQUIVALENT LATERAL FORCE PROCEDURE SITE CLASS: 0 RISK.CATEGORY:II SITE SPECIFIC R: 6.5 IE: 1.00 Sos: 0.787 Ct: 0.02. Ss: 1.123 SDI .0.452 x: 0.75 Si :0.432 SEISMIC DESIGN CAT: D Ta(sEc): 0.2 Fa: 1.051 C :0.121 TL(sEC): 8.0 Fv: 1.568 CMIN :0.035 C5 iw:O.456 DESIGN SASE SHEAR, V: 0.121 W LEVEL. WEIGHT(k) ELEV. (Fr) ROOF 50.4 15.0 PRIMARY SYSTEM DIAPHRAGMS V (K) : 6.10 MIN(12.10.1.I) 0157W k: 1 MAX: o.315W VERT. DISTRIBUTION; Fx DIAPHRAGM; Fp LRFD ASD 12.10.1.1 GOVERINGFp Fp1Fx O.121Wx 0.086Wx 0.121 W 0.157W 1.30 CONNECTIONS LRFD ASO ASCE 710 SECTION 121.3 Fp: 0.105 Wp 0.075 Wp ARCHITECTURAL, MECHANICAL & ELECTRICAL COMPONENT ANCHORAGE ASCE 7-10 CHAPTER 13 V Ip (131.3): 1.0. ap Rp Z (FT) LRFD ASD MAX(EQ. 133.2): 1.259 Wp 1.0 2.5 15.00 0.378 Wp 0.270 Wp MIN(EQ 13.3-3).,0.,236 Wp. 1.0 25 13.13 Q.346 Wp 0.247 Wp i0 2.5 11.25 0.315Wp 0.225 Wp 1.0 2.5 9.38 0.283 Wp 0.202 Wp 1.0 2.5 7,50 0.252 Wp 0.180.Wp 1.0 2.5 5.63 0.236 Wp 0.169 Wp to 2.5 3.75 0.236 Wp 0.169Wp 1.0 2.5 1.88 0.236 Wp 0.169Wp Low RoofSeisnc..Is Seithiic 180. Cop yIht WIGHT ENGINEERS =40017.03 No: . LVJR.IGHT e n g I n e e. r S C& c 3ALL I O)Q?OVr3O'4(5O r t\JM 3o S., LOVJ goo1 \O4.L 7 f5t , LOvJ Oo M- L Lo c)cr iS ZO - Sb 4 PROJECT: LSEGOLAQD -jcg LJWA~115 1[i: L RICHT !!i en 9 he e r FLEXIBLE DIAPHRAGM LOAD CALCULATIONS DESIGN NET WIND PRESSURES (PSF) S WAIL ELEV. (FT) WINDWARD 0 9.1 LEEWARD WALL 5.8 . 15 9.1 WINDWARD ROOF: 0.0 20 9.7 LEEWARD ROOF: 11.3 . 25 10.1 WINDARO PARAPET: 22.6 30 10.5 LEEWARD PARAPET: 15:1 40 11.2 MIN. NET PRESSURE: 10.0 CALCULATED 50 11.7 60 12.1 EQUIVALENT DIAPHRAGM ___ W .70 12.6 . LOAD 80 13.0 • 90 13.3 100 13.5 . WIND LOADS wi ELEV. RIDGE/DIAPH. ABOVE i-: 16.25 . ELEV. LOADED DIAPH.(FT): 12 ELEV LOW DIAPH. (Fl): 0 SURFACE TYPE ABOVE: PARAPET S DIAPH. LOAD (PI.F): 278.2 WINDWARD, LEEWARD. or BOTH: BOTH CONT. ACROSS DIAPH?: V • WIND LOAD CALCULATIONS Wi : 15.Opsf(6.Oft)1 + 37.7psf(3.411)1 + 37.7psf(1 .6ft)1 278.2pIf O 0 • S SEISMIC LOADS Si S2 SEISMIC COEFFICIENT: 0.086 0,086 DIAPH. DL ps: 34 34 DIAPH. DEPTH ('FT) 30 50 DIAPH. LOAD (PLF) 87.7 146.2 SEISMIC DIAPHRAGM LOAD SEISMIC COEFFIECIENT (DIAPH. DL • OIAPH. DEPTH + WALL DI. • WALL TRIB.) S 5 , .5 0 S 5'. S RIDGE or DIAPHRAGM ABOVE LOADED DIAPHRAGM DIAPHRAGM BELOW CopyrighWRIGHT ENGINEERS it v2008. 02 ~PRRWIECT: I LN: J SH(E1 • S iWRIGHT engjn START I I END ASSUMES FLEXIBLE DIAPHRAGM Ir Jr I 1, i--t_IJI[1[L.. LINE... LINE... LINE... LINE... DESCRIPTION: Side-Side APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS CALCULATED LINE LOADS WIND SEISMIC STARTxtF1)END,xFTJ LINENo. LOC,xQ'T) W$S SL8s) LINENO. LOC. WPoRcE SFORCE Wi Si 0 50 A 0 6955 2193 B 50 6955 2193 DESCRIPTION: Front-Back APPLIED DISTRIBUTED LOADS I APPLIED POINT LOADS CALCULATED LINE LOADS WIND SEISMIC START x1) END, x(F1)t LINE No. LOC,xørn WI8S SII.8Sj LINENoLOC,XF1) WFORCE SFORCE Wi S2 ...................... '•i 4173 2193 I 2 30 4173 2193 . I . DESCRIPTION X APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS . I CALCULATED LINE LOADS WIND SEISMIC START, x p END. x I LINE No. LOC, X (FT) W (LBS) S (.Ds) I LINE No. LOG. X (Fr) WroRcE SFORCE DESCRIPTION: X APPLIED DISTRIBUTED LOADS APPLIED POINT LOADS CALCULATED LINE LOADS WIND SEISMIC START, X(FT) END, X (Fl) LINE No. LOC, x cn W (LOS) S (LOS) LINE No. LOC, S (FT) WFORCE SFORCE vfFeOia,cmgm4ppoads Copyrig)i) WRIGHT ENGINEERS I 1 .02 R0JECT ,No; SHEET.... RIGHT engin e e r s Fx - UNFACTORED FORCE FROM INPUT v - DIAPH. SHEAR (FACTORED FOR SEISMIC BASED ON Fp/Fx AND p FACTOR NOTE: LEFT AND RIGHT DESIGNATE EACH SIDE OF SW LINE WITH CORRESPONDING FORCE DIAPHRAGM FORCES DESCRIPTION: Side-Side - -- D DPH. EPTH j - WIND LEFT LINE LOC. X F1) LEFT (Fl) RIGHT (FT) Fx (LB) V (PLF) A 0 0 30 0 0 B 50 30 0 6955 232 TYP. DIAPH. CAP. (PLF): 322 Fp/Fx: 1 p: 1.3 WIND RIGHT 1 SEISMIC LEFT SEISMIC RIGHT' F (LB) V (PI.F) F (LB) V (eLF) F (L8) V (P1.5) 6955 232 J 0 0 2193 73 0 0 2193 73 0 a 1-Ifl flIAflLJ AO ..,, .-. . nn I Fr. tdlnrfl. jflr. trill. jzr DESCRIPTION: Front-Back Fp/Fx: 1 p: 1.3 DPH. DEPTH WIND LEFT WIND RIGHT SEISMIC LEFT SEISMIC RIGHT LINE LOC, X IFi) LEFT (Fl) RIGHT (Fl) F (18) V(PLF) F (LB) V (PLF) : F (LB) V (PLF) F (LB) V (PLF) 1 0 0 50 . 0 0 . 4173 83 0 0 2193 44 2 30 50 0 4173 83 0 0 2193 44 0 0 TYP, DIAPH. CAP. (PLF) : 322 DESCRIPTION: X - . Fp/Fx: 1 p: 1,3 . - DIAPH. DEPTH WIND LEFT WIND RIGHT SEISMIC LEFT SEISMIC RIGHT LINE LOC,x (Fl) LEFT (Fl) RIGHT (Fl) F (LB) V (PLFI Fx (LB) V (PIF) F (LB) V (PLF) Fx (IB) V (PLF) I I TYP. DIAPH. CAP. (PLF): 322 DESCRIPTION: X V Fp/Fx: 1 p: 1.3 DIAPI DEPTH WIND LEFT - - . WIND RIGHT LEFT SEC RIGHT LINE LOC.X(FI) ILEFT(FT) RIGHT(FT) F(LB) V(PLF) 1 . .. SEISMIC Fx(LB) V(PLF) Fx(IB) v(PLF) Fx(18) V(FLF) Copyright WRIGHT ENGINEERS v200&05 2 PROJECT: ,No: SHEET-,,, LVIRIGHT e nginees 1L (~J6M r1/tS\j 435 p 5v Z 0 3 (17'3' ) 2 / = l5tV PW SV¼J 3 7fOp -- .. .. 3& 4r73 : - .... $i . - 44r13 2 .......vt ......3S • / / I-t- 2Yç( S/4-i:y) ( (nI2Sl%: PC)= .l7ps-f o.... (.17 7:w1 .•,..• &/"Dug= crip PRO.IFCT No ISHFFT.- 1 I!L!IRIGHT engine • tCC . • • • .;> 33-1E oiu T') • (a-) O(ig) Lo CP1) • • - — ., 2c 60 °': Li A1)) b. ..?. /t_ c1iG 5 VO 14- AR 15 [No: [SMEE Ll 1 I T: I RIGHT engine acF Lfl/- 4-L'ctc i-1'600r DL LQc ?.W= AnA 4 c1: V - £4442 \64 cooi= MS vl cu 6F\ c viL— L(4-' ') -\4 cor&u. MA-5c - 'VOT41A, tM,c -z;l 25F&-~ -- = *. prtuce- c_v*-c I 4Is 37D 1O4: o Os . -r773 lo lit ROJECT: 1T: L1] :t t H .... . .4 . \.) 5S I 74 i-c RlGH'T e n g I n e e. r S PROJECT: Lff I_VkVS 1[T: L171 I!A!IRIGHT engine J734f ;8 67. 4, )2p) 2-0 90 KJ p2-33 VS wtht ivzr gEO-) : ;3(0q pprncr'T. L otA%.tc - ut't Nn.t(p I :T- L181 RIGHT en g I ne. er S rouv . LAEA\ YES\EtA (9 PROJECT: L QLAt - [No: (D1It 1Li: sil Project Name: Front Design Stud Model: Beam/Stud —1 Code: 2007 NASPEC LAiSI S100-20071 RIGHT e ngine e, r Page lofi Date: 02/02/2017 Simpson Strong-Tie® CFS Designer1M 1.4.2.0 Reactions and Connections Number of Connectors Required at each Reaction: 2 No. of No. of Simpson Req'd Reqd # Strong-Tie screws to 12-14 Support Reaction (lb) Connector stud Anchors Ri 455.00 No Solutions - R2 705.00 SCB45.5 2 2 Total Vertical Shear Carried by Connectors (Ib): 0 Bridging Connectors Design Method = AISI SIOQ Simpson Strong-Tie Span/Cantilever Bridging Connector Stress Ratio Span N/A - Bending and Shear (Unstiffened): 80.8% Stressed @PI Bending and Shear (Stiffened): N/A Web Stiffeners Required?: No 16.00 Point Loads P1 Load(lb) 1000 X-Dist.(ft) 10.00 Section: (2) 600S200-54 Back-To-Back C Stud Maxo = 5065.9 Ft-Lb Moment of Intértia, I = 6.64 inM Loads have not been thodified for strength cheôks Loads have been multiplied by 0.70 for deflection calculations Reactions have been multiplied by 1.0 for opposite load direction for connection design Flexural and Deflection Check Mmax Mmaxl Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Lb - (in) Ft-Lb Span 4050.0 0.799 4050.0 60.0 5025.4 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span - 0.00 192.0 4563.8 0.887 Fy = 50.0 ksi Va = 5645.8 lb Mpos/ Deflection Ma(Brc) (in) Ratio 0.806 0.537 1/357 PSON STRQNTII ('A)MPANY INC. PROJECT: www.strongtle.com =SHEET-S2 RIGHT e n g i n e e r PROJECT.LoLA\o - L U2t4t13 No L DESIGN CONTROLS % Design Allow. DOL Shear (lb) 45% 1200 2650 Rool(125%) Positive Moment (ft-lb) 75% 6000 7988 Roof( 125°h) DEFLECTIONS (in) !/o Design Allow. Design Allow. Span Live 49% 0.330 0.667 I /728 LI 360 Span Total 74% 0.742 1.000 1/ 324 1/ 240 SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL°Io) 533 (125) 533 (125) Dead Reaction (lb) 667 667 Total Reaction (lb) (OOL%) 1200 (125) 1200 (125) Bearing Flush Flush Support Wall Wall Reqd Bearing, No Stiffeners (in) 1.75 1.75 Req'd Bearing, Stiffeners (in) - - Too Face Combination Pattern 1.OD+1.0Lr All Spans 1.OD+1.0Lr All Spans Combination Pattern 1.OD+1.0Lr All Spans 1.OD+1.0Lr All Spans Member Header Pass/Fail PASS PASS Pass/Fail PASS PASS Size 7 Project: Project RICHTT f \( SPEC Location: LEGOLAND 3D18 en g i n e e r Folder: Folder Date: 2/2/17 1:32 PM RedSpec'M by RedBuiltTM Designer: DA v7.1.4 Comment: 16" Red-I45TM © 32" o.c. This product meets or exceeds the set design controls for the application and loads listed I1MJCIt Left None Selected Right None Selected SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0/12 20'- 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Roof(125%) 20 20 0 32' Roof Joist ADDITIONAL LOADS Type Units 001. Live Dead Location from left Application Comment Uniform psf Roof(125%) 20 25 0'-0.0 to 20-0.0' Replaces NOTES Building code and design methodology: 2012 IBC ASD (US). Continuous lateral support required at top edge, Lateral support at bottom edge shall be per RedBullt recommendations. c:wsers\dan\oocuments\Redspec\Projectl. red 2/2/2017 1:32:42 PM - Project : Folder: Type - - Page 1 of 1 - The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be Installed In accordance with local building code requirements and RedBuiit' recommendations. The loads, spans, and spacing have been provided by others and must be apuvcU f tic .lfle application by the desln professional for the pr4jelt I I,Ipqq nhP wlcenoWckthis_outout has not ben reviewed by a RedBullt" associtte. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBu(RcJLffSpeC", Red-I'", Red-145", Red-1451--, Red-15811, Red-1651", Red-165T'", Red-1901", 90H'", Red-190HS", Fl - Red-IT"', d- W'", R'", Red-M'", ReQ-ti", IeoLam'', i-ioorCriolce- tiddel,ork yr ndo;lt LW, De;se io-u.A. Copyright 2010 201t ' L rghts reserved. S S Project: Gravity 5 Location: GJ1 Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS) • S 3.5 IN x 11.25 IN x 20.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 37.6% Controlling Factor: Moment Ilk T it Ain Wilk Wright Engineers n g TiIT 7425 Peak Dr Of Las Vegas, NV 89128-9011 StruCalc Version 9.0.2.5 2/2/2017 11:30:01 AM • DEFJ..ECTIONSCente LOADING DIAGRAM 5 Live Load 0.22 lNlJ1108 Dead Load 0.26 in S Total Load 0.48 IN L/500 Live Load Deflection Criteria: tJ360 Total Load Deflection Criteria: U240 • REACTIONS A 11 Live Load 400 lb 400 lb • Dead Load 485 lb 485 lb S Total Load 885 lb 885 lb Bearing Length 0.40 in 0.40 in ___________ BEAM DATA Center Span Length 20 ft ASE .___. --.. •.-.. -20ft- Unbraced Length-Top 0 ft 5 Unbraced Length-Bottom 20 ft Live Load Duration Factor 1.00 Notch Depth 000 UNIFORM LOADS QntI 5 - MATERIAL PROPERTIES #2 - Douglas-Fir-Larch-. Uniform Live Load 40 plf Uniform Dead, Load 40 p11 Base Values Adlusted Beam Self Weight 9 p11 • Bending Stress: Fb = 900 psi Fb = 990 psi Total Uniform Load 89 p11 Cd1.00 CF=1. 10 5 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd1.CO S Modulus of Elasticity: E = 1600 ksl E'= 1600 ksl Comp. -- to Grain: Ec - = 625 psi Fc - = 625 psi S Controlling Moment: 4427 ft-lb 10.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -885 lb 5 At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 • Comparisons with required sections: Bjg Provided Section Modulus: 53.66 1n3 73.83 1n3 Area (Shear): 7.38 In2 39.38 1n2 Moment of Inertia (deflection): 199.17 1n4 415.28 in4 Moment: 4427 ft-lb 6091 ft-lb Shear: . -885 lb 4725 lb ;:;: Gravity n: GJ2 Wright Engineers e n g Ter s ultPan Beam 7425 Peak Or of e r S 12015 International Building Code(2012 NDS)1 !•--.Las Vegas, NV 89128-9011 Si 00#2 - Douglas-Fir-Larch - Dry Use . StruCaic Version 9.0.2.5 2/2/2017 1:36:47 PM Section Adequate By: 10.4% Controlling Factor: Moment 5 DEELECTIONS Qanli LOADING DIAGRAM Live Load 0.12 INlJ985 5 Dead Load 0.13 In Total Load 0.25 IN 1J484 S Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: LJ240 REACTIONS A Live Load 1000 lb 1000 lb Dead Load 1035 lb 1035 lb Total Load , 2035 lb 2035 lb 5 Bearing Length 0.93 in 0.93 in BEAM DATA Qn1ar Span Length 10 ft (Jnbraced length-Top 0 ft - ...........................loft •- .............. Unbraced Length-Bottom 10 ft 5 Live Load Duration Factor 1.25 - Notch flanth 000 • . UNIFORM LOADS gt 5 MATERIAL PROPERTIES Uniform Live Load 200 plf #2 - Douglas-Fir-Larch Uniform Dead Load 200 plf • Bending Stress: Base Fb = Values 900 psi Adjusted Fb = 1350 psi Beam Self Weight Total Uniform Load 7 plf 407 pif Cd= 1.25 CF= I.20 Shear Stress: Fv = 180 psi Fv = 225 psi 5 Modulus of Elasticity: Cd= 1.25 E = 1600 ksi E = 1600 ksi Camp. -L to Grain: Fc - -- = 625 psi Fc - = 625 psi' S Controlling Moment: 5088 ft-lb 5.0 Ft from left support of span 2 (Center Span) 5 Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2035 lb 5 At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Provided Section Modulus: 45.22 in3 49.91 1n3 Area (Shear): 13.57 in2 32.38 in2 Moment of Inertia (deflection): 114,46 in4 230.84 in4 Moment: 5086 ft-lb 5615 ft-lb Shear: 2035 lb 4856 lb RIGHT e n g i n e e r S . !J_______ : )(L • 4*/ Project: Gravity S Location: WB1 Multi-Loaded Multi-Span Beam . [2015 International Building Code(2012 NOS)] 5.125 IN x 12.0 IN x 15.0 FT 5 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 134.3% 5 Controlling Factor: Deflection . DEFLECTIONS QnIi Live Load 0.15 INU1166 5 Dead Load 0.17 in Total Load 0.32 IN L/562 Live Load Deflection Criteria: LJ360 Total Load Deflection Criteria: U240 .REACTIONS , Live Load . 1350 lb 1350 lb .Dead Load 1450 lb 1450 lb Total Load 2800 lb 2800 lb Bearing Length 0,84 in 0.84 in Span Length 15 ft Unbraced Length-Top 0 It Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.25 Camber Adj. Factor . 1.5 Camber Required .0.25 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Valué Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb 3000 psi Cd= 1.25 Shear Stress: Fv = 265 psi Fv = 331 psi Cd=1.25 Modulus of Elasticity: E = 1800 ksi E = 1800 ksi Comp. to Grain: Fc - = 650 psi Fc = 650 psi Controlling Moment: 10500 ft-lb 7.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2800 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Bn Section Modulus: ' 42 in3 123 in3 Area (Shear): . 12.68 in2 61.5 in2 Moment of Inertia (deflection): 314.95 1n4 738 in4 Moment: 10500 ft-lb 30750 ft-lb Shear: -2800 lb 13581 lb rjj 4DanA T RlG 7425 Peak Dr of Las Vegas, NV 89128-9011 StruCaic Version 9.0.2.5 2/9/2011 11:20:42 AM UNIFORM LOADS C111ttr Uniform Live Load 180 plf Uniform Dead Load 180 pit Beam Self Weight 13 p11 Total Uniform Load 373 p11 ,No. - =SHEETS16 5 Shear Stress: Fv= 180 psi Fv = 225 psi Cd1.25 5 Modulus of Elasticity: E = 1600 ksi E 1600 ksi . Comp. -L to Grain: Fc - - = 625 psi Fc - - = 625 psi Controlling Moment: 2785 ft-lb 5 8.0 Ft from left support of span 2 (Center Span) S S Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 698 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: BM Provided 5 Section Modulus: 24.75 inS 49.91 in3 Area (Shear): 4.64 i02 32.38 1n2 Moment of Inertia (deflection): . 100.23 in4 230.84 in4 Moment: 2785 ft-lb 5615 ft-lb 5 Shear: . 696 lb 4856 lb NOTES a S S S S S S S . S PROJECT: r.DanA PtY1RWILT Wright Engineers n g rj c7425 Peak Dr Las Vegas NV 89128 9011 StruCalo Version 9.0.2.5 2/9/2017 11:10:29 Am DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 1NU1202 Dead Load 0.19 in Total Load 0.35 IN 1/553 Live Load Deflection Criteria: 1/360 Total Load Deflection Criteria: 1/240 REACTIONS Live Load 320 lb 320 lb Dead Load 376 lb 376 lb Total Load 696 lb 696 lb Bearing Length 0.32 in 0.32 In BEAM DATA Cente Span Length 16 it Unbraced Length-Top 0 ft $ft ....... -- ...........-I Unbraced Length-Bottom 16 it Live Load Duration Factor 1.25 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS . Uniform Live Load 40 Qnti plf #2 - Douglas-Fir-Larch Uniform Dead Load 40 pit Base Values Adjusted Beam Self Weight 7 pit Bending Stress: Fb = 900 psi Fb = 1350 psi 9c ,_'=l )fl Total Uniform Load 87 plf Project: Gravity . Location: CJ1 Multi-Loaded Multi-Span Beam 5 [2015 International Building Code(2012 NDS)J 3.5 IN x 9.25 IN x.16.0 FT 5 #2 - Douglas-Fir-Larch Dry Use Section Adequate By: 101 .6% 5 Controlling Factor: Moment S S .5 S Project: Gravity Location: WP Multi-Loaded Multi-Span Beam f2015 International Building Code(2012 NDS)J 5.5 IN x 7.5 IN x 16.0 FT #1 - Doulas-Fir-Larch - Dry Use Section Adequate By: 23.5% Controlling Factor: Moment Ilk 1, ±L øDanA iR I C H - Wright Engineers e g i 4/Tof 7425 PeakDr Las Vegas, NV 89128-9011 StruCalc Version 9.0.2.5 2/9/2017 2:49:01 PM DEFLECTIONS Qfl1L LOADING DIAGRAM Live Load 0.53 IN U360 Dead Load 0.04 in Total Load 0.58 IN L/333 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS Live Load 457 lb 761 lb Dead Load 72 lb 72 lb Total Load 529 lb 833 lb . . . Bearing Length 0.15 in 0.24 in BEAM DATA Cente Span Length 16 it f .....................- Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft - Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Co Live Load 0 r MATERIAL PROPERTIES #1 - Douglas-Fir-Larch . .Uniform Base Values Adlusted Uniform Dead Load 0 plf Bending Stress: Fb = 1200 psi Fb = 1380 psi Beam Self Weight 9 plf Total Uniform Load 9 p11 POINT LOADS - CENTER SPAN Shear Stress: Fv= 170 psi Fv= . 196 psi Cd=1.15 Load Number Qae Modulus of Elasticity: E = 1600 ksi = 1600 ksi Live Load 1218 lb Comp. to Grain: Fc - = 625 psi Fc = 625 psi Dead Load 0 lb Location loft '..UUIFUIIIII9 Ivivulufli; ItII) 9.92 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: . -833 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: RecVd Provided Section Modulus: 41.74 in3 51.56 1n3 Area (Shear): 6.39 in2 41.25 1n2 Moment of Inertia (deflection): . 129.03 in4 193.36 in4 Moment: 4801 ft-lb 5930 ft-lb Shear: .833 lb 5376 lb L: I =SHEET.. Fp(EQ. 13.3-I) ap Rp Z(FT) LRFD ASD 1.0 . 2.5 13.00 0.378 Wp 0.270 Wp 1.0 2.5 1138 01346 Wp 0.247 Wp 1.0 2.5 9.75. 0,315 Wp 0.225 Wp 1.0 2.5 8.13 0.283 Wp 0.202 Wp 1.0 2.5 6.50 0.252 Wp 0.180 Wp 1,0 2.5 4.88 0.236 Wp 0.169Wp 1.0 2.5 3.25 0.236 Wp 0.169Wp 1.0 2.5 1.63 0.236 Wp 0.169Wp ARCHITECTURAL, MECHANICAL & ELECTRICAL COMPONENT ANCHORAGE ASCE 7-10 CHAPTER 13 Ip(I3.1.3): 1.0 MAX (EO: 13.3-2): 1.259 Wp MIN(EO. 13.3-3): 0.236 Wp, RIGHT engi n DESIGN SEISMIC LOADS ASCE 7-10 SECTION 12.8 - EQUIVALENT LATERAL FORCE PROCEDURE SITE CLASS: 0 RISK CATEGORY : I) SITE SPECIFIC R: 6.5 IE:1.00 Sos: 0.787 Ct: 0.02 Ss: 1.123 SDI : 0.452 x: 0.75 SI : 0.432 SEISMIC DESIGN CAT: 0 .Ta (SEC): 0.1 Fa: 1.051 C : 0.121 TL (SEC): 8.0 Fv: 1.568 CMIN: 0.035 CIMx:0,507 DESIGN BASE SHEAR, v: 0.121W -. PRIMARY SYSTEM i DIAPHRAGMS V(K) : 1.74 MIN(12.IO.1.I):0.157W k: 1 MAx: 0.315W VERT. DISTRIBUTION, Fx DIAPHRAGM, Fp LEVEL WEIGHT(K) ELEV.(FT) I LRFD ASD 12.10.1.1 GOVERINGFp FplFx ROOF 14.4 13.0 0.121 Wx - 0.086Wx 0.121 W 0.157W 1.30 CONNECTIONS LRFD ASD ASCE 7-10 SECTION 12.1.3 Fp: 0.105 Wp 0.075 Wp sopySeisa-ic4sS&smcIBC Copyright WRIGHT ENGINEERS PROJECT: No: SHEET, %AA RIG..H:T e n g i n e• e r S PROJECT: 'Lr tAI1D JD 19 [N.: 16 R LSHEET: S 20 Project: Gravity Location: WP Multi-Loaded Multi-Span Beam [2015 International Building Code(AISC 14th Ed ASD)] HSS 4 x 4 x 1/2 x 16.0 FT / ASTM A500-GR.B-46 Section Adequate By: 11.4% Controlling Factor: Deflection 1ODanA 9T 7425 Peak Dr of Las Vegas, NV 89128-9011 StruCalc Version 9.0.2.5 219/2017 2:29:14 PM DEFLECTIONS Cente . LOADING DIAGRAM Live Load 0.48 IN L1401 Dead Load 0.09 in Total Load 0.57 IN 1J336 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: LJ240 REACTIONS Live Load 457 lb 761 lb Dead Load 176 lb 176 lb Total Load 633 lb 937 lb Bearing Length 0.93 in 0.93 In REAM DATA ..... . .... ... - ., .., Span Length 16 ft lsft Unbraced Length-Top 0 ft Unbraced Length-Bottom. 16 it STEEL PROPERTIES HSS 4 x 4 x 1/2 - A500-GR.B-46 UNIFORM LOADS Qni . Uniform Live Load 0 plf Properties: Uniform Dead Load 0 plf Steel Yield Strength: Fy = 46 ksi Beam Self Weight 22 pit Modulus of Elasticity: E = 29000 ksi Total Uniform Load 22 pIt Tube Steel Section (X Axis): dx = 4 In Tube Steel Section (V Axis): dy = 4 in POINT LOADS - CENTER SPAN Tube Steel Wall Thickness: t = 0.465 in Load Number One Area: A = 6.02 in2 Live Load 1216 lb Moment of Inertia (X Axis): lx = 11.9 in4 Dead Load 0 lb Section Modulus (XAxis): Sx= 5.97 in3 Location 10 ft rin V,LIJII IVIJUUILJZP tA ?iAI). L.A - 1.! III. Plastic Section Modulus (Y Axis): Zy = 0.22 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 5.6 Allowable Flange Buckling Ratio: AFBR = 28.12 Allowable Flange Buckling Ratio non-compact: AFBR_NC = 35.15 Web Buckling Ratio: WBR = . 5.6 Allowable Web Buckling Ratio for Eqn. fl-5: AWBR = 60.76 Nominal Flexural Strength WI Safety Factor: Mn = 17675 ft-lb Controlling Equation: F7-1 Controlling Moment: 5195 ft-lb 9.92 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -937 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: !g( Provided Moment of Inertia (deflection): 10.68 in4 11.9 in4 Moment: . . 5195 ft-lb 17675 ft-lb Shear: -937 lb 44577 lb PROJECT: Co)(&1 &ct RIGHT engineers ['ROJECT. LoUç - ¼3D t% OK5 1T: S221 RIGHT engineers '- 77 ____ 1< 2— [No: 1LT S231 RIGHT e ngi ñ e e r Non-Constrained Caisson Lateral Bearing Calculation (DESIGN EQUATIONS PER IBC SECTION 18057.2.1) LOCATION: Canopy Design P(K): 2.560 h(FT): .13.00 qlal(PSFIFT): 150 TOLERATE 1/2 MOVEMENT? vit: Y DIAMETER (FT): 2.0 Si (psF,FT): 883 A: 3.39 MIN. EMBEDMENT (Fl): '8.83 ftopyC44SONYXA7BO228J(/sNON-COM$TPAJNEO Copyright WRIGHT ENGINEERS IfR0JECT: [No: 1E8°28 LVIRIGHT engineers [PROJECT: L6QLAt)b - JD IR 1 I [SHEEj: F11 RIGHT engine CU& ot%1 = Covtcre,t 46 - t:L\ - 13 TE - • 0 .3t o •• [PROJECT: L.\(4 1LSHEET. __1___ JV'RIGHT engners BEAM ON ELASTIC FOUNDATION DESCRIPTION: Grldline 1 & 5 FOOTING INFORMATION: -A max lit) V max 1k) M+ max (k-ft) M- max (k-ft) fc (PSI): 3000 I (FT): 0.422 0.003 0.784 2.356 -0.534 q (Psri: 2660 E (KSF): 449570.6752 1.267 2.588 0.733 L (Fl): 75 K. (KSFIFT): 79.8 SHEAR/MOMENT WITH WEIGHT OF FTG INCLUDED FS: 2.5 K3' (KSF: 119.7 B(FT): 1.5 ?: 0.112 . MOMENT (k-ft) DIrt'): 1.5 3 B.O.F. (FT) 3 2.5 LOAD (K) LOCATION (ft) 2 -109 1 1.09 35 1.5 1 1-/A . 0.5 ______ I_____________________________ 20 40 80 .0.5 -1 length (ft) PlO: SHEAR (k) x(ft) y(ft) V(k) M(k-ft) 0 -0.00084 0.00 0.00 3.75 -0.00154 0.41 1.64 7.5 -0.00211 0.02 2.37 11.25 -0.00250 -0.17 2,03 15 .0.00274 -0.22 1.27 18.75 -0.00288 -0.18 0.51 22.5 .0.00298 .0.09 -0.01 26.25 -0.00309 0.05 -0.10 30 -0.00319 0.23 0.41 33.75 -0.00326 0.46 1.70 37.5 -0.00322 -0.39 1.15 41.25 -0.00309 -0.20 0.06 45 -0.00295 -0.07 -0.42 48.75 -0.00284 0.00 -0.53 52.5 -0.00276 0.03 -0.46 56.25 -0.00273 0.04 -0.32 60 -0.00271 0.03 -0.19 63.75 -0.00271 0.02 -0.09 67.5 - -0.00271 0.01 -0.03 71.25 -0.00270 0.00 -0.01 75 -0.00268 0.00 0.00 0.8 0.6 0.4 0.2 0 -0.2 -0.4 -0.6 -0.8 D Length (ft) DEFLECTION (it) 0 Length (fi) 0 -0.0005 -0.001 -0.0015 -0.002 -0.0025 -0.003 -0.0035 RIGHT engineers ao4cE. > 1 u_o FA 6'K ECT: OL - 4 1 Pt4 1~SHEET-.-.F41 No 0 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 00 (TM) STRUCTUREPOINT - spColumn v. 1U (TM) Licensed to: Wright Engineers. License ID: untitled. col • - 0000 o o S 00000 000000 00 . 00 0 00 00 00 00 00 00 00 00000 00 00 00 5 00 000000 00 oco 00 00 000000 S .-. S Page 1 65737-1053586-4-2252E-25756 01/30/17 09:54 AM spColumn v5.10 (TM) S Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 1988-2016, STRUCTUREPOINT, LLC. S ------------------------------------11 rights reserved -------- S S . Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer . program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to . produce spColumn error free the program is not and cannot be certified infallible. The final and only. responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design 5 or engineering documents prepared in connection with the use of the spColumn program. S S 5 S. S S S • S S S S S S S S S S S S F5 S STRUCTUREPOINT - spColumn v5.10 (TM) Licensed to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756 5 S General Information: File Name: untitled.col 5 Project: - Column: Engineer: 5 Code: ACI 318-14 Units: English . Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Architectural Material Properties: Concrete: Standard Steel: Standard = 3 ksi .f'c fy = 60 ksi Ec = 3122.02 ksi Es , = 29000 ksi = 2.55 ksi .fc Eps_yt = 0.00206897 in/in Eps_u = 0.003 in/in Betal = 0.85 Rectangular: Width = 24 in Depth = 24 in Gross Section area, Ag = 576 in2 5 Ix = 27648 in4 ly = 27648 in4 rx = 6.9282 in ry = 6.9282 in Xo= 01n Yo= 0 i 5 Reinforcement: 5 Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in'2) Size Diam #--3 0.38 0.11 0-4 ----- - 0.50 0.20 # S • * 6 0.75 0.44 8 1 0.88 0.60 8 8 8 9 1.13 1.00 8 10 1.27 1.27 8 11 8 14 1.69 2.25 8 18 2.26 4.00 . Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) =0.65 S Layout: Rectangular . Pattern: All Sides Equal (Cover to Total steel area: As = 3.52 in2 at transverse reinforcement) rho = 0.61% (Note: rho < 1.0%) Minimum clear spacing = 7.50 in 'age 01/30/17 09:54 AM (in) Area (in2) 0.63 0.31 1.00 0.79 1.41 1.56 . 8*6 Cover 3in Factored Loads and Moments with Corresponding Capacities; Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. kip k-ft k-ft in in 1 89.70 20.60 209.54 10.172 6.00 20.25 0.00713 0.900 w 5 *** End of output S S S S S .• S S 5-, F6 0 0 0 • .. 0 0 0 S fs=C 24x24in S Code: ACI 318-14 Units: English S Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Architectural Bars: ASTMA615 -5 S Date: 01/30/17 Time: 09:54:47 IN ).5fy P (kip) I OA( • STRUCTUREPOINT - spColumn v5.10 (TM). Licensed to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756 File: untitled.col Project: Column: Engineer: * fc = 3 ksi fy = 60 ksi Ag = 576 inA2 8 #6 bars Ec = 3122 ksi Es = 29000 ksi As = 3.52 inA2 rho = 0.61% * fc = 2,55 ksi e,,,,yt = 0:00206897 in/in Xo = 0.00 in Ix = 27648 mM e_u = 0.003 in/in Yo = 0.00 in ly = 27648 inA4 Beta 1 = 0.85 Min clear spacing = 7.50 in Clear cover = 3.38 in Confinement: Tied . • phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 F7 RIGHT engin PROJECT: LEGOL.M40 - UDIt F8 LNO\4 I.HEET.. 1 '$R1GHT engjn e e r CONCRETE BEAM DESIGN DESCRIPTION: Concrete Beam above tank BEAM ft (psi): 3000 PROPERTIES: Fy (ksi): 60 Fyv (ksi): 40 h(in): 18 b top (in): 12 - shear b (in): 12 131: 0.85 b bot (in): 12 top rebar(#): 5 pmin: 0.0033 (or4l3pcalculated) cvr. top (in): 1 bot rebar (#): 5 pmax: 0.0160 cvr. bot (in): 1 stirrup (#): 3 d top (In): 16.3125 No. of lines of stirrups: 2 d bot (in): 16.3125 FLEXURE: Mu (+) (kip-ft) pbot As bot (inA2) bat. reinforcing . 57.0 0.00417 0.82 3 # 5 0.0 0.00000 . 0.0 0.00000 0.0 0.00000 • 0.0 0.00000 0.0 0.00000 SHEAR: •: 0.75 4Vc (kips): 16.08 max stirrup spacing (in): 8 4 if 0 V.5> 32.2 • . 4iVs max (kips): 64 . Vu (+) (kip) •Vs reqd: . shear stirrups 11.2 minimum # 3 at 8 • 0.0 none reqd . 0.0 none reqd 0.0 none reqd 0.0 none reqd 0.0 none req'd w DESIGN beam: Concrete Beam above tank SUMMARY: . depth: 18 inches S width 12 inches top reinforcing: (2) #4 CONT. bottom reinforcing: (6) #10 AT MIOSPAN (2) #10 AT ENDS S shear reinforcing: #3 AT 15 O.C. AT ENDS #3 AT 40 O.C. AT MIDSPAN Mu (-) (kip-ft) plop As top (in A2) top reinforcing 57.0 0.00417 0.82 3 # 5 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 (EXISTING REINFORCING) - Coyrigh1WRIGHT ENGINEERS ROJECI: RIGHT e. n g i n e e r S [PROJECT LEGOLAtO - Mig 1[No IE Fbi 10 FT. RETAINING LEVEL BACKFILL; LEVEL TOE M RIGHT e r)gIn er Is SOIL EQUIV. FLLHD(PCF): 35 SEISMIC SOIL MORIE. RESULTANT FORCE (PUP): 8.0 )4'2 LOCATION Of RESULTANT FROM BOTTOM IFT): 0.67 H qs ALLOWABLE REARING (PAY): 2000 CISPASSNE (Fcc): 300 )I SLIDING FRICTION 0.35 SOB. WT.(Pcf(: 120 '(A: 0.3 RACIEFILLALOFE I HORIZ:l VERTI I 0 FIAT SlOT. BEFORE RACIwB.L ELOPE (H9 0 TOE SOB. SLOPE I - HOR)21 VERT): 0 FLAT 01ST BEFORE TOE SLOPE (IN) 0 tc)PSI): 4500 Fm 1500 0:21.48 ølwst.L: 0,825 SPECIAL INsPEC1IDNTfYlNJ: N '(0: 0.05 BASIC WIND SPEED (MPP): 110 1w: 0.87 EXPOSURE IA.B.C.DI: C Ks: 0.85 GOVER}4S... WINO PRESSURE )PSP): 23.14 ((At: 1.00 Cl: 1.40 FLOOD DEPTH )Ir1J: 0 0: 0.85 UNIFORM SURCHARGE PSF): 0 qz: 19.45 INCLUDE UNIFORM SURCHARGE TO RESIST SLIDING: N AXIAL LOAD ONWALL (LoS): 0 R: 3 AXIAL LOAD OIS1. OFF WALL FACE IN) 0 Ss: 1.123 APPLIED HORIZONTAL FORCE (L85): 0 SI :0.432 01ST. FROM TOP Of FOOTING TO MORAL FORCE )FT) 0.00 SITE CLASS 0 LINE LOAD suRCNAROeIPLF): 0 SOC.: 0 (lORIS. 01ST. TO LINE LOAD FROM BACK FACE (Fl): 0.00 V 0.275W FLOOD FLUID WEIGHT (PCF): 80 =IPSPI: 0.00 PASSIVEDEPTH TOIGNOREIEII, 0 IGNORE 0.275W is a SMALLER LARGER 1)109:60 lEss: 60 MB2 0.0034 pSMI: 0.003354 (OR 4/3 p CALCD) tOE 4/3 p CALC09 pMAR: 0,0233 pHAx: 0,023345 pIDEAL: 0.0117 pIDEAL 0.011673 (REI I5A7ABCF74TI 1:1,0 TIAEXB 110.1.11 Fa: 1,10 Soo : 0.82 (ULTIIWII AVE FEIISIWUI. WY (POP) 0 P555145 to. 101.2) 1035(11550,1541.0) CLR -- . C. 0030WIMIAI.t MT (Fr) ((m If (IN) I.IERT.REBAR AS(IN'sict) p fl9 Ic j 211k RETAINING WALL 10.00 TOTAL SOIL MT. 10.00 BOB. FACE VERTREBHR COVER IIN): 2 CADET: SOIL'WIND WALL (15(01ST . (rho) v As RESO LOCATION (FE) Vu (K) Mu(s.fl') (WALL(IN) d(IN) (phi)VCQU REDO (I102JFfl Z TOP 10.0 0.0 0.0 12,00 9.69 11.7 041 0,0008 Ox 0.09 Ln .750H 7.5 0.2 0.1 12.00 9.69 11.7 Ox 0.0006 ON 0.09 .6001H 5.0 0.7 1.2 12,00 9.89 11.7 Ox 0,0006 Ox 0.09 .2508 2.5 1.8 3.9 12,00 9,69 11.7 01) 0.0011 ox 0.12 BASE 0 2.8 9.3 12.00 9.69 11.7 011 0.0026 05 0.30 WALL BASE KEY IMIN FOR EHEAR (IN) 53 CASE 2: SOIL • ESISREC WALL HEIGHT (rho) V As REQO LOCATION (FE) Vu (K) Mu(K.FT) E WALL ((N) 0(114) (phi)Vc(K) RXQ'O (BASSO) Top 10,0 0.0 0.0 12.00 9.69 11.7 OK 0.0000 cx 0.09 0.75 7.5 0.2 0.2 12.00 9.69 11.7 01) 0.0006 ox 0.09 0.5 5.0 0.9 1.8 12.00 9.69 11.7 Os 0.0006 Os 0.09 0.25 2.5 2.0 6.2 12.00 9.69 11.7 Ox 0.0017 01) 0.20 BASE! 0 3.6 14.7 12.00 9.69 Ii.? 011 0.0034 as , 0.39 WALL BASE KEY .ME FOR SHEAR (09: 8.0 SOIL FACE RERAN FRONT FACE RERAN VERY. RESAIN HORIA. REBAR VERY. KERN) HORIZ. RERAN (51<10 C.) II?)IO.C.) (IN)O.C.) (TWO.C,) #5@I8 #5@1R 85©18 #5©18 #5©18 #518 #5©I8 #5©18 #5)18 #510 #5@18 050I8 6518 #5©I8 #5)I0 #5118 509 #5@I8 L$5©I8 #5©18 5 FOOTING WIDTH (FT): 9.00 ((Fl): 18.0 105(09:98.00 KEY DEPTH IRI): 0 B.O.F. EMBEDMENT (59: 18.00 121010115603 5115410R001 (IN): 12.3 SOIL ABOVE TOE ON: 0 SET WIDTh(IN): 0 KEY DINT. FROM TOE )H) 0.00 AS a Mu 4Mn Vu +Vc (SST2dFT) (El) (K.FTST( )ISPTBT) (1<(s1) (((JET) MEl, REINFORCING TOE 0,41 0,53 14.69 26.64 Os , 0.00 17.7 ON #6@ 9"O.C. TRANE.ROT HEEL 0.00 0.00 0.01 2.04 ox 0.00 19.3 ox #0 0" O.C. R011S REED KEY 0.00 0.00 0.00 1 0.00 CII 0.00 0.0 o,( #0 @ oo.c. N0NEREO0 in SOS. + WIND SOS. * SEISMIC 50)1. ICCLIIIRISTYST) 0.81 0.81 3.13 CIO Cl) TOP RECOlOR WT0TAL(1<JFT): 353 353 353 >. (3) FIDKUIlCTDS MOT)K.FTIO'T): 8.87 8.07 17.02 ... 'N . (3) 001101 RECTOR MR(K.FTIFO: 21.88 21.66 21,86 0 o LOAD CIISIALL F.S.OT: 2.46 ox 2.46 ox 1.28 ox -.. " 0) /.IOAI LOAD CIUI,041 MCXCV FsLIoE(LRJET): 2314 2314 3372 (1<) :FPSIDI iD.TA1. (ONCE FliLRiFT): 1234 - 1234 1641 Fppe.Ft1: 338 338 449 1 1:)) ECQ.Z FIOI0AIE PROM OP CV WALL F.S. SUOING 0.68 NO 0.68 NO 6.62 -, . (p) cOOODEF.i qltix(PsF(: 379 OK 379 ON: 1487 01< II) ) P.O(7)UA1RLt.E qMIN(psF): 0 0 0 [' I Ci) FLAT OAT. RWCFIN RACIO LL RI.CPR (ii) )ET.CS Toik WaIOofr.x 1101101) 11001 COWIiITIIWRIGHT ENGINEERS PROJECT 1 =SH 7.F 04.25 ORIGHT 10 FT. RETAINING LEVEL BACKFILL; LEVEL TOE e n g I ñ e e r s sOIEOUIV.FUED(PcPI: 62.4 SPECIAL INSPECTION?IY/N): N Ka: 0.85 . SEISMIC, $011. NOBlE, RESULTANT FORCE (PIP) 8.0 (("2 BASIC WINO SPEED (MPH) 110 1w: 0.87 LOCATION OP RESULTANT FROM 8OTEOM (PT): 0.67 H . EXPOSURE (A.B.C.Dl: C Kz: 0.85 SMALLER LARGER . qs ALLOWABLE BEARING (PSF): 2000 GOVERNS-" WiNO PRESSURE (p51): 23.14 Kol: 1.00 (RIO): 60 (giN): 60 9SPASSP.'E (POP): 300 Ct: 1.40 P1.EN 0.0034 pMN: 0003354 . p SuDING,FRIGNON: 0.35 FLOOD DEPTH (1N): 0 G: 0.85 (OR 413pCAjC1)) (OR 43pCAI.COI SO8.WT. (PeP): 120 UNIFORM SURCHARGE (P59 0 qz: 16.45 pMAX: 0.0233 PMA*: 0.0233.45 . (<A: 0.3 INCLUDEUNIFORM SURCHARGE T0 RESIST SUOING: N pIDEA).: 0.0117 p10KM.: 0.011673 BACKFIll. SLOPE) NORIZ:I VEN11 0 ANAL LOIN) ON WAIL (1.85): 0 R: 3 (FABlE 154-2 ABCEIIN( . FIAT OIST. BEFORE BACKFEL SLOPE (IN(: 0 AXIAL LOAD OIST. OFF WALL FACE )(N(: 0 Ss: 1123 TOESOIL SLOPE [_HORIZ:IVERT]: 0 . . APPLIED HORIZONTAIFORCE (Ie5(: 0 Si 0.432 I: 1.0 . FIAT GIST. BEFORE TOE SLOPE (M: 0 01ST. FROM TOP OF FOOTING TO HORS. FORCE (PT): 0.00 SITE CLASS : 0 (FABlE 1511.2.21 Fa: 1.10 fc(P$R: 4500 . LINE LOAD SURCHARGE (PIF(: 0 S.O.C. D So5: 0.82 tni (psI): 1500 140(1(5 iNST. TO LINE 10)0 FROM BACK FACE (Fl) 0.00 v: 0.275 W ss.'si AV0 ffLWAWAtLWTWW)z 0 0: 21.48 FLOOD FLUID WEIGHT(PCF): 0 psp,: 0.00 PI WALL: 0.825 . PASSIVE DEPTH TO IGNORE (144): 0 C.i 0275W (ASCEIATBQ 2522 • . C. 0935W(MIN.) fl1(PT) t(IN( d(Ill( VERI.REBAR AB)IN"SIFT) p 5P k j 211k CLR • RETAJNNAGWAIL 10.00 TOTAL SOI1.HT. 10.00 SOIL FACE VERTREBAR COVER ()N): 3 CASE I SOT. • WIND W SOIL FACE REBAR FRONTFACEREBM . vj MIGHT (410) v AS REDO VERT. REBAN HORPZ. REBAR VENT. REBAR MOBIL REBAR LOCATION (PT) VU (K) Mu(K.FT( (ws&t(N( dp?l( (ptli)Vc(K) REDO (IN2llT) (NIO.C.( (IF(IO.C.( (141/0.0.) Z LIT TOP 10.0 0.0 0.0 1500 .750H 7.5 0.3 03 15.00 11.63 14.0 Ox 0.0008 ox 0,14 #6 @18 #5 © 18 #5 @18 #8 ©18 Ld 11.83 14.0 ox 0.0008 ox 0.14 #6 @18 #5 @18 #5 @18 05018 .500H . 5.0 1.2 2.1 15.00 11.63 14.0 ox 0.0008 ox 014 06018 #5 ©18 05@18 #5018 .250H 2.5 2.8 7.0 15.00 11.63 14.0 ox 0.0013 OK 0.19 #8 @18 #5 @18 05 @18 #5 @18 BASE 0 5.0 18.6 15.00 11.63 14.0 ox 0.0032 OR 0.44 as @11 05018 #5 @18 03018 . '5 WM.I BASE Y (NIB FOR BA SHEAR (N): 7.1 CASE F 50(1. •SEISMIC WAIL HEIGHT (rho) v As RE0D .2 LOCATION (F'T( Vu (K) Mu(K.I:r) I WALL (IN d(IN) (ph()Vc(K) REOD (IW2.cT( iop 10.0 0.0 0.0 15.00 11.63 14.0 ox 0.0008 OK 0.14 0.75 . 7.5 0.4 0.3 15.00 11.63 14.0 cx 0.0008 0411 0.14 0.5 5.0 1.4 2.8 15.00 11.63 14.0 Ox 0.0008 OIC 0.14 0.25 2.5 3.3 9.3 15.00 11.63 14.0 ox 0.0018 ox 0.25 CL BASS 0 5.8 22.0 15.00 11.83 14.0 ox 0.0034 ox '0.47 WALL BASE KEY SEN FOR SHEAR (54): 7.8 - is . FOOTING WIDTH (P1):11.00 ((1W: 18.0 TOE 014): 93.00 KEY DEPTH (54): 0 G.O.P. EMBEDMENT (04:18.00 E,ABFBRBEBININICI0LRGZ(I1): 13.9 SOIL ABOVE TOEAN): 0 KEYWIOTH(IN): 0 KEY O(sl. FROM TOE (94(: 0.00 As a Mu OMIT Vu , •Vc )N2/PT) (IN) (KFTIPT) (4414FF) (RIFT) (15FF) MIN. REINFORCING TOE 0.37 0.48 , 18.47 • 23.93 OK 6.00 17.7 031 #5 10'o.c. TRANS. BOY . HEEL 0.00 0.00 3.75 ' 0.00 MD 3.83 19.3 ox #0 @ 0 D.C. TRANS. TOP KEY 0.00 0.00 0.00 0.00 OK 0.00 0.0 OK #0 @ 0" D.C. NONE ROOD QIb SOT.. ARND SOIL • 58(5(4(0 SOIL EEC BICTY(PI)I -006 -0.06 1.15 co ICR )ECTIO4 WTOTAL(IwT): 6.75 6.75 6.15 CD I-IOCL1$EcI.cN MOT (KFTIFT): 15.82 15.82 23.97 ()) BO2TCTISECTON MR (K.P'TIF'r): 5332 . 53.32 53.32 . C)) -'- 10.115 ON OS F.S.oi: 337 OK 3,37 OK 2.22 CE (i,) A11d$. LOFO D($T.O'FACE CF F$UoLacT): 4126 - 4128 5184 I FI(LBFTI: 2363 2383 Fpp.son: 33 339 3142 449 - CT) - "OF LALL F.S. sI.miso: 0.66 NO 0.65 hG 049 . NO . , , ('A) 11000 OSPIA qMIlT (P511: 370 ox 370 ox 774 Ox 0) L. ... FLOOD BA El) ..FL S q2101(pup(: 401 401 0 t -: ) FLAT DINT. BEAM W,07.1. SLOPE • • _______________ ' BIOS thm Cecrtft, RWr4 COpp1gIIIWRIGHT ENGINEERS =SH(ET- F12 [,,PROJECT: No RI 5 FT. RETAINING GHT LEVEL BACKFILL; LEVEL TOE; SURCHARGE; SPECIAL e n g I n e e r S INSPECTION SOIL Eourv.FLu1D(Ptr): 35 SPEGNLHSPECTION?(YIN) V (<0 0.85 SEISMIC SOIL 1+01115. RESULTANT FORCE )PI.F): 10.01-112 BASIC WIND SPEEO)MPH): 110 1w: 0.87 Fy#4& Fy BSE LOCATION OF RESULTANT FROM BOTTOM (FTI 060 H . EXPOSURE IA.B.C.OJ: C Kz: 0.85 SMALLER LARGER qs ALLOWABLE 80511)140 ((ISP): 2660 GOVERNS-- WINO PRESSURE (PEP): 23.14 Kzl: 1.00 (XSI) 60 (Ks: 60 ESPASSIVE(PCF(: 300 Cl: 1.40 PMIN: 0.0033 pus: 0.003353 pSLIDUGFRICTION: 0.35 rL0000EpIH(IN): 0 G: 0.85 TOR 4ISPCALCIN (OR 4I3pCAtCT)) SOILwT.(PCF(: 120 UNIFORM SURCHPROESF): 100 qz: 19.45 P 0.0180 pMAx: 0.016035 (<n: 0.3 INCLUDE UNIFORM SURCHARGE TO RESIST SLIDING: N FlORAL: 0.0080 ,pIOEAL: 0.008016 BACIIFS.L SLOPE ( HCRIZ:I VERT) 0 . ArTS). LORD ON WALL (LOS): 1000 R: 3 risEs '141 uScELOTI FLAT 037. BEFORE EACxPILL SLOPE (W): 0 AXIAL LOAD GIST. OFF WALL FACE (III): 0 Ss: 1.123 TOE SOIL SLOPE (_140111Z:IVERT)10 . . APPLIED HORIZONTAL FORCE (LBS): 0 S :0.432 I: 1.0 FLATOIST. BEFORE TOE SLOPE (IN): 0 0)51. FROM TOP OF FOOlING TO NOR)!. FORCE )FT( 0.00 SITE 0,455 : 0 (tuR)( III II Fa: 1.00 Fc)PSI): 3000 LINE LOAD SURCWJ(GE)PtF(: 0 S.O.C. 0 . Ses: 0.75 I'm (Psi): 1500 HORIZ.DIST.TOLINE LOAD FROM BACK FACE )FT) 0.00 v: 0.250W ItEEUMII AvcrtucEwu1.5wI(ps,) 0 n: 21.48 . FLOOD FLUID WEIGHT IPCF): 0 ZoPSW 0.00 III WALL: 0.85 . FASSIVEDEPI4I0I0"ORE(IN): 0 Cu 0250W . • C,10.030W)MIN.( iVA743 to. tb 0.4) HT (FT) ((IN) d)Iw( VERT.REBAR AS(IN'Scll p rIP N j 2IJk CLR 0.00 5.625 2.81 . EQ RETAINING WALL 8.00 TOTAL SOP.. lIT. 6.00 SOIL FACE VERT REBAR COVER (IN): 3 S CASE,: SOIL. WINO SOIL FACE REBAR FRONT FACE RERuN . . WALL HEIGHT (rho) V AS REQO VERT.REBAA NOR)! REBAR VERT.REBAR HORIZ.REBAR LOCATION (PT) Vu)rq MUrK-En IWALL)INI OlIN) (pbl)Vcoo WOO (111421(I)) (IN)O.C.) )INO.C.( (I500,C,( )IllUOC.) 5 Z TOP .750)1 6.0 4.5 0.0 0.1 0.0 8.00 4.69 0.1 8.00 4.69 4.8 ox 4.6 ox 0,0008 04< 0.0006 ox 0.08 0,06 #5 @ 18 85 @18 #5 @18 05018 05016 #5 is *sale 05 @18 .500)1 3.0 • 0.4 05 8.00 4.69 4.6 01< , 0.0006 0% 0.06 1115 @18 LI 5 @18 05@18 #5 @18 .250H 1.5 0.8 1.3 6.00 4.89 4.6 ox 0.0015 OR 0.09 #5 @18 #5 @18 (*5 @16 45 @18 BASE 0 1.3 2.9 8.00 4.89 4.6 OX 0.0033 OR 0.19 #5 @17 #5 @18 #5 @18 05 is '5 WALL BASE KEY INN FOR SHEAR IM; 43 CASE 2: SOIL • SEISMIC WALL HEIGHT (rho) V AS REaD .R LOCATION ElI Vu (K) Mu(K.FT) ( WALL (IN) ((((N) (phi)VC(K) REO'O )It1420FT) TOP 8.0 0.0 0.0 8.00 4,69 4.6 ox 0.0006 Ox 0.06 0.75 4.5 0.2 0.1 8.00 4.69 4.8 OR 0.0006 OR 0.08 en 0.5 3.0 0.5 0.8 8.00 4.69 4.8 OR 0.0007 OR 0.08 5 . 0,25 1.5 1.0 1.9 8.00 4.69 4.6 ox 0.0022 OK 0.12 BASE 0 1.7 4.2 8.00 4.69 4.6 OK ' 0.0037 Ox ' 0.21 5 WALL BASE KEY EMIN FOR SMEAR (IN): 4.7 F(XSTSAO G.O.F. EMBEDMENT (114): 30.00 WIDTH (FTI: 6.00 ((Is): 18.0 TOE (IN): 6.00 KEY DEPTH IN): 0 . IIuNFS6tRKOR)AIICII0RAES)IN)1 14.1 SUIT. ABOVE TOE (IN): 12 KEY WIDTH )IIP.): I) KEY D1ST.FROMTOE)IN(: 0.00 AS ' 8 Mu + Mn Vu Vc • TOE (U14SPT) 031 1114) __060 (1<0 Dnn )x.FTIPT) FUEl) , QIIPTJ MIN. REINFORCING Ox OK D.C. N0NfReOD KEEL 0.31 0.60 4.18 ' 21.24 ox' 1.31 • 15.5 0% #6© 120.C. TRANS. TOP KEY 0.31 0.60 0.00 0.00 ox . 0.00 0.0 or( #6@ 12'o.C. NOPYEREO0 SOIL SOIL' WIND SOIL' SEISMIC SOIL EcCENTPlCTY)ITI' 0.87 0.87 1.33 . (I) !CI' 500110% WTOTAL)IUET(: )\ ((I ITl5IN55l'0% Moroc-FrIPTI: 330 3.30 5.84 y (1) ecr;owo'c. MR(K.fro'r): 12.34 12.34 12.34 , (%) I (0 A.-A,. LOAD CNI!AI_I_ F.& 01 373 cx 373 OR 2 11 ox , 1.41) 4 (I_I I.. I_C-.!) S OF F1,2 I> FSLIOE)LR,(IT): 1209 1209 1772 F,)LR)FT(: 1941 - 1941 2581 FP (Lain: 938 938 1247 - I + 1 FOL p:XT'.'.( C ' CY2IL. F.S.SUOBIG: 238 011 2.38 crc 2.16 ox I qM.rcc(P5Fr: 2044 OK 2044 ox 2928 cx IX)(v I_LOCDUS'ERLYS) qMlNIPSF(: 0 0 0 a.srosr OEVCWIT.50AS4.SI.cf'F (I:) IFuSI'. PROJECT: PROJECT PROJECT No: PROJECT NO. - LOCATIOIE LOCATION, JURISDICTION CLIENT: CLE)NT ORR CRP+TgSI4'AB4T ENSINEERS tyROJECT ENo:----7 :S1iC:ET :] : RIGHT e ngh e e r BEAM ON ELASTIC FOUNDATION DESCRIPTION: Gridllne XI . FOOTING INFORMATION: -A max (it) V max (k) M+ max (k-ft) Mix (k-if) ('C (PSI): 3000 I (Fr): 1.125 0.004 2.628 13.733 -2.832 CIrPS92669 Er, (KSI'r449570672 2.903 13M84 ., L 30 K. (KSF!FT) 79.8 - SHEAR/MOMENT WITH WEIGHT OF FTC INCLUDED FS: 2.5 K3' (KSF): 319.2 Bn: 4 ?: 0.112 MOMENT (k-it) . D(F'r): 1.5 16 14 B.O.F. (rr): 3 LOAD (K) LOCATION Ht) 12 O .P 18 P3: 6 • 0 - • . -2 \/ 10 20 30 40 - length (ft) . PlO: SHEAR (k) _-. ... . • _______ x (it) y (ft) V (k) -' M (k-It) -0.00054 0.00 0.00 1.5 -0.00085 -0.97 -0.75 -1 10 20 ,-"0 40 . 3 -0.00117 2.41 -2.83 4.5 -0.00150 1.75 0.27 -2 0 6 -0,00182 1.24 2.49 -3 . 7.5 -0.00214 0.88 4.06' 9 -0.00243 0.67 5.21 Length (it) 10.5 -0.00271 0.60 6.14 . 12 -0.00295 0.65 7.06 13.5 -0.00317 0.81 8.14 DEFLECTION (ft) 15 -0.00334 1.06 9.53 0 • 16.5 -0.00348 1.39 11.37 -0.0005 10 20 30 40 18 -0.00356 -2.63 13.73 19.5 -0.00359 -2.22 10.10 -0.001 21 0:00357 -1.81 7.07 -0.0015 - 22.5 -0.00352 -1.42 4.66 -0.002 24 -0,00345 -1.05 2.81 -0.0025 . 25.5 -0.00337 -0.73 1.48 -- 27 -0.00327 -0.44 0.61 -0.003 • 28.5 . -0.00318 -0.20 0.14 -0.0035 • 30 -0.00308 0.00 0.00 -0.004 Length ((I) • 1r =SHCET.PR0JEC1 • • BEAM ON ELASTIC FOUNDATION DESCRIPTION: GrdIine X2 . FOOTING.INFORMATON -A max (It) V max (k) M+ max (k-ft) M- max (k-ft) fc(PSI)v3000 I (Ffl: 0.844 0.005 4.357 21.448 -16.348 • -sF)2660-- EKsF-4495706752 5O60_ . L (FT):53 K5 (IcSFIFT): 79.8 = SIIEARIMOMENT WITH WEIGHT OF FIG INCL&JOEO FS: 2.5 K (KSF): 239.4 5 B(FT): 3 : 0.11.2 MOMENT (k-ft) D(FT): 1.5 . 25 .- .,.-.,-..-.-_ - ................ BO.F. (Fl): 3 20 • LOAD (K) LOCATION (ft) 15 • . 10 ... 60 5 P9: length (II) S PlO: P11: SHEAR (k) 41.. ..... ... ........ ---...--.- ....... x (ft) y (ft) V (k) M (k-fl) 0 -0.002..7 0.00 ö.0O. 2.65 -0.00286 0.13 0.19 5.3 -0.00274 0.18 0.61 7:95 400260 0.14 1.06 10.6 . -0.00245 0.02 1:30 13.25 -0.00227 -0.22 1.06 15.9 -0.00207 -0.57 0.05 18.55 0.00187 -1.05 -2:07 21.2 -0.00171 -1.65 -5.63 23.85 -0.00166 -232 -10.87 26.5 -0.0612: 2.54 -15,13. 29.15 -0.00223 2.08. -9.06. 31.8 -0.00281 1.94 -3.81 344.5 -0.00346 2.20 1.59. 37.1 -0.00406 2.86 8.21 39.75 -0.00455 388 17.08 42.4 -0.00470 -3.70 16.65 45.05 -000454 -2.48 8.48 47:7 400423 -1.42 334. 50.35 -0.00384 -0.59 0.72 53 0.00344 .0.00 0.00 : JIIT1L ±.IITTIT Length (ft) DEFLECTION (ft) 0 -0.0005 . - ..,,20 _... ...... 4.0.,,, .., 60 -0.001 -0.0015 ------ -0.002 - - - - . - . - - --------.-...--. -6.0025 -0.003 -0.6635 .0.0045 -0.005 Length I'll F15 S LVI]RIGHT - engin 5 BEAM ON ELASTIC FOUNDATION • DESCRIPTION.: Gridline B2 - . FOOTING INFORMATION: -A max (ft) V max (k) M+ max (k-ft) M- max (k-ft) f (PSi: 3000 I (FT): 0.563 0.015 7.379 0.913 -30.096 • ... . Ex449570652 738O 0926 .-eOO54 S L i: 25 K8 srn>: 79.8. = SHEAR/MOMENT WITH WEIGHT OF FTG INCLUDED FS: 25 K8 (KSF): 159.6 • B(Ft): 2 : 0.112 MOMENT (k-ft) 5 - D(FT): . 5 - B.OF.(FT): 3 0 LOAD (K) LOCATION (ft) P9: . . length ((I) PlO; . . . ...... -=., P12:....._..._........---.......-'-t'---.,....-.... . SHEAR (k) . 6 1 --... x (ft) y (ft) V'(k) .M (k-ft) 0 -0.01463 0.00 10.00 1.25 -0.01288 -738 ,-6.98 2.5 -0.01114 -5.53 4.01 375 :0.00945 -4.02 -14.95 5 -0.00785 -2.84 -19.20 625 -0.00638 -1.97 -22.17 7.5 -0.00503 . -1.37 24.23 875 400384 ,-1.04 -25.71 10 0.00281 .092 2691 11.25 -0.00194' 0.99 - -28.09 12.5 -0.00125 -1.22 -296 13.75 -0.00074 4.63 -26.54 15 -0.00039' 4.20 -21.01 16.25 -0.0001.7 3.71 -16.07 17.5 -0.00005 3.18 -11.76 18.75 0.00000 .2.64 -8.13 20 0.00000. 2.10 -5.17 21.25 , -0.00004 1.56 -2.88 :22.5. - 400009 1.03 -1.27 23.15 -0.00015 .0.51 -0.32 25 -0.00022 0.00 0.00 DEFLECTION (It) 0.002 •---•--• ..... . ....... - 10 20 30 : '/:s:1rI:. -0.01 -0.012 -'- ----'----'.-. ...- - -0.014 0016 Length (0) 1 PROJECT: LNO: I SHEET: 7.6 -0.00202 -0.09 2.76 11.4 -0.00241 -0.40 1.76 15.2 -0.00271 -0.50 0.00 19 -0.00299 -0.43 -1.82 22.8 -0.00338 -0.16 -3.02 26.6 -6.00394 0.40 .2.65 30.4 -0.00463 1.34 0.48 34.2 -0.00528 2.70 8.03 38 -0.00545 -3.46 13.58 41.8 -0.00492 -1.95 3.41 45.6 -0.00418 -0.84 -1.73 49.4 -0.00352 -0.17 -3.51 53.2 .400305 0.16 -3.44 57 -0.00277 0.26 -2.59 60.8 -0.00265 0.24 -1.62 64.6 -0.00261 . 0.17 -0.83 68.4 - -0.00261 0.10 -0.32 72.2 -0.00263 0.04 -0.07 76 -0.00264 0.00 0.00 Length (II) DEFLECTION (ft) 0 - -0.001 -0.002 -0.003 -0.004 -0.005 -0.006 RIGHT engi ne5 BEAM ON ELASTIC FOUNDATION • DESCRIPTION: Gridllne 5 . FOOTING INFORMATION: -A max (ft) V max (k) M+ max (k-ft) M- max (k-ft) f'c (PSI): 3000 I (FT): 0.563 0.005 3.792 16.335 -3.634 5- q-(PsF-2660 E -(KSP)-449570:6732 4.122 1&t89 -3785 S I (Fl): 76 K (KsFln): 79.8 = SHEARIMOMENT WITH WEIGHT OF FIG INCLUDED FS: 2.5 1(3' (KSF) 159.6 • B(FT): 2 . . X: 0.112 MOMENT (k.ft) • D(pT): 1.5 20 B.O.F. (Fl). LOAD (K) LOCATION ((t) 15 • P1: -1.44 1 10 5 P3: A P& 0 - 5 P9: - length (ft) S PlO: 5 SHEAR (k) • . -.-_--... ------..' --..---.-.---,...- -S .___ __ • . . x(ft) y(ft) V(k) M(k-ut) 2 1 0 -0.00079 0,00 0.00 • 3.8 -0.06147 . 0.49 2.11 /60 80 40 Length(S) L; =SHEET. 01 -0.0005 S : . . LJKIGHT e nginr S BEAM ON ELASTIC FOUNDATION DESCRIPTION: Grdjine A FOOTING INFORMATION: -A max (ft) V max (k) M+ max (k-ft) Mrnax (k-ft) f'C (PSI):' 3000 I (FT'): 0.563 0.004 2.862 9.762 -8.933 5. ........ 8957 -"''' L (Fl): 47 K (KsF1rT): 79.8 SHEAiMoMENT WITH WEIGHT OF FTG INCLUDED FS: 2.5 iç (KSF): 159.6 B(Fr): 2. ):0.112 MOMENT (k-ft) DFT' '- B.O.F. (Fl): 3 - LOAD Ili) LOCATION (ft) 10 P2: 3.97 25 .5- ... : ° 0 20 3 40 50 PT 5 P9 length (ft) . PlO: P11: SHEAR. (k) P12: .............................................,..., .t.t...t.ttt..ir".,rt.t. ---'...... . .... ......... x (It) y (It) V (k) M (k-ft) 0 -0.00066 0.00 0.00 2.35 -0.00077 -0.75 -0.89 4.7 -0.00090 -1.46 -3.49 7.05 -0.00111 1.86 -7.49 9.4 -0.00144 1.32 -3.78 11.75 -0.00187 0.91 -1.20 14.1 -0.00232 0.67 '0.63 16.45 -0.00275 0.60 2.10 18.8 -0.00314 0.69 3.58 21,15 -0.00346 0.90 . 5.42 23.5 -0.00365 1.22 7.90 25.85 -0.00367 -2.40 7.80 28.2 400352 -2.07 2.56 30.55 -0.00332 -1.81 -1.99 32.9 -0.00317 -1.62 .6.01 35.25 -0.00314 2.44 37.6 .0.00327 2.62 -2.71 39.95 -6.00347 2.86 3.72 42.3 - -0.00361. -0.74 1.80 44.65' -0.00371 -0.39 0.46 47 -0.00379 0.00 0.00 10 20 30 4 50 Length (Ii) DEFLECTION (ft) 30 40 50 -u.uul --s:-'-'----- '--- - - ---' -0.0015 -0.002 -0.0025 -0.0035 -0.004 Length ((t) ~No: FSHCET: KIGHT e n 9 he e r S O BEAM ON ELASTIC FOUNDATION DESCRIPTION Grdfine BI • FOOTING INFORMATION: -A max (ft) V max (k) M+ max (k-ft) M- max (k-ft) . I'd kW 3000 I (FT): 0.563 0.014 7.585 0.829 -33.827 L586------ . -3&83R 5 L (Pt): 25 K, (KsclFr): 798 SHEAR/MOMENT WITH WEIGHT OF FTG INCLUDED • FS: 2.5 K (KsF): 159.6 8(FT): 2 ' 0 ' 112 MOMENT (k-ft) • D(FT): 1 5 B OF (PT) LOAD: LOCATION (ft) 5 -20 5 P9: length (fl) • -PlO: P11: 0 SHEAR (k) P12 ______ ____ 5 ''6----- ii x() y(ft) - - v M,KM 0 1 70.01-356 0.00 0.00- 5 0 15 20 25 30 125 001188 759 111 2 ------ - ---- - • 2.5 0.01021 -5.93, -9.52 ...............' ---------------- . 3.75 0.00859 -4.60- -16.07 6 5 -0.00708 -3.58 -2114. • 6.25 --0.00569 -2,85 -2513 . 7:5 -0.00446 -2.38 -2838 Length ((I) 8.75 -0.00341 -2.15 -31.19 • 10 -0.00254 4.10 .33.830. 11.25 -0.00188 3.99 -28.76 DEFLECTION (ft) - 12.5 - -0.00140 3.77 -23.89 - 0 • 13.75 - -0.00106- 347 -19.36 30 - • - , -0.002 . 15 I -0.00084- 3.12 -15.23 16.25 -0.00072 2.73 -11.58 -0.004 --- .......................--- 5 17.5 -0,00067 2.32 -8.43 -0.006 18.75 -0.00067 1.91 -5.78 -0.008 W 20 -0.00071 1.50 -3:65 • 21.25 I 000077 110 -2;03 001 22.5 - -0.00084- 072 -0:89 ..... ...... .............'--------- 23.75 -0.00092 0.35 -0.22 -0.014 ................... ----- ---- -- . ---------------- • 25 -0.00100 0.00 0.00 .0.016 S Length (It) • . • L - - - 1 1 t SHEET,ROJECT.J 9. Ltt1L Ml] PROJECT: LEQLM3O I MRIGHT engine. 2-V/ • sok -t e4Z ________ _____' • • _________________ • __________ • :.' • • : . • '° '° 23-- • : :077.(0 le • : : • H • __________ : : - • .', Ur'tc- -'sc '('kf. • . . • . H • .. 'fl" '2-)L 1325)4L' [PR7L 6CL.> ftNO. (Q45. 1LT M2] Project: Gravity Location: HSS Tube Beam - Multi-Loaded Multi-Span Beam [2015 International Building Code(AISC 14th Ed ASD)J HSS 12 x 8 x 114 x 8.0 FT /ASTM A500-GR.B-46 Section Adequate By: 302.8% Controlling Factor: Moment -] page Wright Engineers 7425 Peak Dr Las Vegas, NV 89128-9011 StruCaic Version 9.0.2.5 3/20/2017 11:21:37 AM DEFLECIIONS n1i , LOADING DIAGRAM Live Load 10.00 IN Lilnfinity Dead Load 0.03 in Total Load 0.03 IN L/2870 - Live Load Deflection Criteria: LJ360 Total Load Deflection Criteria: L1240 REACTIONS A III Live Load 0 lb 0 lb Dead Load 4891 lb 4891 lb Total Load 4891 lb 4891 lb Bearing Length 0.69 in 0.69 in BEAM D Qente Span Length 8 ft UnbracedLenglh-Top Oft .A._......- . ........- M ........ Unbraced Length-Bottom 8 ft STEEL PROPERTIES HSS 12 x 8 x 1/4 - A500-GR.B46 . UNIFORM LOADS cntr Uniform Live Load 0 plf Properties: - Uniform Dead Load 0 plf Steel Yield Strength: Fy = 46 ksi Beam Self Weight 33 pit Modulus of Elasticity: E= 29000 kSi Total Uniform Load 33 plf 12 in Tube Steel Section (X Axis): dx = POINT LOADS - CENTER SPAN Tube Steel Section (Y Axis): dy = . 8 in Tube Steel Wall Thickness: t = 0.233 in Load Number One— Area: A = 8.96 in2 Live Load 0 lb Moment of Inertia (X Axis): lx = 184 in4 Dead Load 9520 lb Section Modulus (X Axis): Sx = 30.6 0 Location 4 ft I-'iasuc section MOuius (A Axis): LX = 55.15 in.i Plastic Section Modulus (Y Axis): . Zy = 27.8 .in3 Design Properties per AISC 14th Edition Steel Manual: - Flange Buckling Ratio: FBR = 31.33 Allowable Flange Buckling Ratio: AFBR = 28.12 Allowable Flange Buckling Ratio non-compact: AFBR_NC= 35.15 Web Buckling Ratio: . WBR = 48.5 Allowable Web Buckling Ratio for Eqn. F7-5: AWBR = .60.76 Nominal Flexural Strength WI Safety Factor: Mn = 77742 ft-lb Controlling Equation: F7-2 Web height to thickness ratio: h/tw = ' 48.5 lb Limiting height to thickness ratio for eqn. G2-2: h/tw-limit 56.24 CvFactor: . Cv . 1 Controlling Equation: G2-2 Nominal Shear Strength wl safety factdr: Vn = 96899 Controlling Moment: 9302 ft-lb 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 4891 lb At left support of span 2 (Center Span) - Created by combining all dead loads and live loads on span(s Comparisons with required sections: - Bgj Provided Moment of Inertia (deflection): 15.39 in4 184 1n4 Moment: 19302 ft-lb 77742 ft-lb Shear: .. 4891 lb 96899 lb I M3 e ngines j Ø 3 1• / -11 X Ro A (aO 755 3 j Z. '37n 3 t552' - O. 5;( o.cc 3.00O $.____ 2— .No: 1L M41 L!A!IRIGHT engineers 06 1 CT: ~M5 S -4 DanA J • II Wright Engineers e n g jl r s 7425 Peak Or or Las Vegas, NV 89128-9011 StwCalc Version 9.0.2.5 3/10/2017 10:27:38 AM ;T10N$Left Qor . gj .oADING DIAGRAM d 0.00 IN 2Lilnlinity 0.00 IN Lflnlinity 0.00 IN 2L/Infiniti. ad 0.83 in -0.04 in 0.06 in id 0.83 IN 2U406 -0.04 IN U2598 0.06 IN 2L/1986 Deflection Criteria: L1360' Total Load Deflection Criteria: L/2;0 0 l 0 l ad 26263 lb -14696 lb id 26263 lb -14696 lb .5 F.S) 0 lb .14696 lb ..ength 1.02 in 0.00 in _____ th 14 it 9.5 ft 5 it 1411 4----- 9.6ft- . .. ---6ft Length-Top 0 it 0 ft 0 it Length-Bottom 14 it 9.5 it 5 it ROPERTIES A992-50 L.'NIFORM LOADS Uniform Live Load 0 Left plf cnix 0 p11 Right 0 p11 Uniform Dead Load 0 plf 0 phI 0 plf . Elasticity: F - E= d 0 k - 29000 20.8 in Ream Self Weight 55 Total Uniform Load 55 pit pIt 55 phI 55 pIt 55 pIt 55 phf POINT LOADS - LEFT SPAN 'ckness: 'Jidth: tw bf = 0.38 in 8.22 in Load Number One tile Load 0 lb ipckness: tf = 0.52 in lead Load 10000 lb to Web Toe of Fillet: k = 1.02 in Location 0 it -1':390 ft-lb I span 1 (Left Span) 19 all dead loads and live toads on span(s) 1. 2, 3 1540t lb I r 'man 2 (Center Span) all dead loads and live loads nn span(s 's v. i required sections: qii Lrpvktc Ilection): 674.3.1 'I 11,10 in4 -145390 tIb 2287/1 It-lb 15493 I:) 1b L: ~] "SHEET-M6 Poi c, Gravity Loc;i Mul: - [20t • Sect Co w. .DL Ii.. ?• S S S S • S SI S S . S S S ':Crane Rail ded Multi-Span Beam rnational Building Code(AISC 14th Ed ASD)] W21 x55 x 28.5 FT (14 + 9.5 + 5) Adequate By: 57.4% ig Factor: Moment of Inertia About X-X Axis: lx 1140 ml odulus About X-X Axis: Sx 110. lion Modulus About X.X Axis: Zx 126 .ipertIes per AISC 14th,Edition Steel Manual: ickling Ratio: FBR = 7.87 Flange Buckling Ratio: AFIIR = 9.15 Ratio: WOh = 50.03 :;eb Buckling Ratio: AWIIR = 00.55 Unbraced Length: Lb = 14 It braced Length - rat-torsional buckling: Lp - 6.11 it i. F2-2: . Li -, 17.38 it xurah Strength WI safety factor: Mn 228774 ft.b i"t Equation: F2- !ii::knesS ratio: hltw 50.t3 thickness ratio for eqn. G2-2: h/tw-limit = 53.05 Cv z 1 ing Fn.iiahion: G2-2 ar Strength WI safety factor: Vn w 150 13 H. ' DanA 'Sri T1 - - — r Wright Engineers e .n g j 'r s 7425 Peak Dr : 'Las Vegas, NV 89128-9011 of - StruCalc Version 9.0.2.5 3/13/2017 10:41:01 AM 2 1. r " . 2t'' __.::................ S :A 26ff S.-. B .,:I:oRM LOADS Qfl1 Ua.!orm Live Load 0 pIt tJ.:i'rm Dead Load 0 pIt :11 Self Weight 35 pIt Uniform Load 35 p1t ';NT LOADS -CENTER SPAN Load Number One TWO Load 01b 01b 3 Load 26263 lb 26263 lb lion 2 I 241t Crane Support cd Multi-Span ala roational Build; cxle(AlSC 14th Ed AS .V1 2x35 x 26.0 I :lequate By: 34. .j Factor: DefIer:' :i JJQti c d 0.00 tiliiliidly d 0.96 rI 0.96 ... Deflection C ./33 Total Load 1' ':eclion Criteria: L/ I 0 l rd 2671.76718 lb t 2671 '26/18 lb ..ength 0.8: i.32 in ..... :!h . atrgth-Tc .. I: .jngth-Boll 21 It r3ppERTlE A092-50 50• EIaslkil, 17 29000 6 12.5 tvi 0.3 bl ' 6.56 I: kness: If •. 0.52 I; :o Web To:' '.: k 0.82 I' 'f Inertia A :; .:: lx ' 285 dulus Al .;;; 1. 45. on Mn.: ' ::.x Axis: 7 51.2 .:rties ' . : a Edition Steel !'n R' F : = 6.31 :0ge13 ::;lio, 1' R= 9.1' .' = 36.2 '.b Buc ' ' A. IR 90.5 .'nbrac ' I raced ' :: I ' 5.: 'ty factor: . 1277.: I . I . .60 for eqn. G2-2: I 'rflil . 53. C : '. :.,. factor: ' 7500 .5 .: (Center Spar; ::'.ds and live to; a ;"an(S) 2 '::Span) "ads and live to;: .npm(s 5 ' :ions: 211.3 26!. 55.18: ; 127746 2671 75000 PROJECT: No: 1:M7 R ICHIT eng,ne Non-Constrained: Caisson Lateral Bearing Calculation (DESIGN EQUATIONS PERIBCSECTION 18057.2.1) LOCk HON cantiléver:Columns F (!T) : qiat (Pii/1) 300 TOLERATE 1/2" MOVEMENT? YiNY..y DIAMETEI1 iIi' 2.5 Si (r'si : 1708 A 281 MIN. EMBEDMENT TI 5.4 VcCN577?4/NE0 Copyrjht WRIGHT ENGINEERS 1 [ 1 v2008.02 8 R0 I ORIGHT engi fl5 DESIGN SEISMIC LOADS 7-10 SI CTIQN ;:' - EQUIVALF [LATERAL FORCE PROCEDURE SITE CLASS : D - 5151< CA I [EGORY : 11 SITE SPECIFIC R: 1.3 IE: 1.00 SDS: 0.787 Ct: 0.02 Ss: 1:123 SDI : 0.452 x :0.75 Si : 0.432 SEISMIC DESIGN CAT: 0 Ta(sEc): 0.1 Fa: 1.051 C8 :0.629 TL (SEC) 8.0 Fv: 1.68 C, MIN 0.035 C.tx: 2.991 DESIGN BASE SHEAR. v: 0.629W PRIMARY SYSTEM DIAPHRAGMS V (K) : 1:'.59 MIN (12.10.1.1): 0.151W k: 1 MAX: O.315W - VI. IlT.DISTRIBUI ION, Fx DIAPIIRAGM,Fp LEVEL WEIGHT(K) EL(:v.(Fr) l.RI ) ASD 12.10.1.1 GOVERINGFp Fp1Fx ROOF 20.0 1.0 . 0.62 Wx 0.450Wx . 0.629W 0.315W 0.60 CONNECTIONS - .. ... LRFD ASO AscE7-lo SECTION I2.1.3 • - , Fp: 0.105Wp 0.075 Wp ARCHITECTURAL, MECHANICAL & ELECTRICAL CON' 'INENT ANCHORAGE ASCE 7-10CII. 111113 Fp(EO. 13,3-1) Ip(13.1.3): 1.0 a - Rp Z(fT) LRFD ASD MAX (EQ. 13.3.2): 1.25 Wp 1 2.5' 11.00 0.378 Wp 0.270 Wp MIN(EQ. 13.3-3): 0.23 Wp 1.. 2.5 9.63 0.346 WP 0.247 Wp 2.5 8.25 0.315 Wp 0.225 Wp 1 2.5 6.88 0.283 Wp 0.202 Wp 2.5 5.50 0.252 Wp 0,180Wp 2.5 4.13 0.236 Wp 0.169Wp 2.5 2.75 0.236 Wp 0.169Wp 1. 2.5 . 1.38 0.236 Wp 0.169Wp I.Pbo - Copp.I WRIGII1 I NGINEERS PROJECT: . . 1 =SHttT-M9 .03 [No:I 30 in diam. Code: ACI 318-14 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Architectural Bars: ASTM A615 Date: 03/10/17 Time: 11:48:25 fs=C 5fy P (kip) STRUCTUREPOINT - spColumn v5.10 (TM). Licensed to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756 • File: untitled.col • . Project: • Column: Engineer: • fc = 3 ksi fy = 60 ksi Ag = 706.858 in12 • Ec = 3122 ksi Es = 29000 ksi As = 2.64 inA2 fc = 2.55 ksi e_yt = 0.00206897 in/in Xo = 0.00 in • eu = 0.003 in/in Yo = 0.00 in • Betal = 0.85 Min clear spacing = 10.50 in Confinement: Tied • phi(a)= 0.8, phi(b) = 0.9, phi(c) = 0.65 - - 6 #6 bars rho = 0.37% lx.= 39760.8 jfl14 ly = 39760.8 in1'4 Clear cover = 3.38 in M1O - STRUCTUREPOINT spColumn v5.10 (TM) Page 2 Licensed to: Wright Engineers. License ID: 65737-1053586-4-2252E-25756 03/10/17 untitled.col 11:47 All General Information: File Maine: untitled. col Project: .Column: Engineer: Code: ACI 318-14 Units: English RunOption: Investigation Slenderress: Not considered Run Axis: X-axis Column Type: Architectural MateHa1 Properties: Concrete: Standard Steel: Standard f'c =,3 ksi fy = 60 ksi EC = 3122.02 ksi Sfc Es = 29000 ksi = 2.55 ksi Epsyt = 0.00206897 in/in Epsu = 0.003 in/in Betal = 0.85 Section: 5 Circular: Diameter = 30 in Gross section area, Ag = 706.858 in2 Ix = 39760.8 in4 ly = 39760.8 in4 5 rx= 7.5 in ry = 7.5 in Xo= 01n Yo= Din Reinforcement: ------------ Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in"2) 3 0.38 0.11 11 4 .8 0.50 0.20 11 5 0.63 0.31 11 6 0.75 0.44 It 7 0.88 . 0.60 11 8 1.00 0.79 9 1.13 1.00 * 10 .ft 1.27 1.27 ft 11 1.41 1.56 ft 14 1.69 2.25 ft 18 2.26 4.00 5 Confinement: Tied; *3 ties with #10 bars, 04 with larger bars. S phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Circular 5 Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area: As = 2.64 in2 at rho = 0.37% (Note: rho < 0.50%) 5 Minimum clear spacing = 10.50 in 6116 Cover =3in Factored Loads and Moments with Corresponding Capacities: 5 Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth epst Phi No. kip k-ft k-ft in in 1 6.00 81.80 129.64 1.585 7.00 26.25 0.00826 0.900 5 End of Output . 5. • S S. • S . 5 Mil 0 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00000 000 00 00 0 0000000000 0 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 0 00 00 00 00 00 (TM) S STRUCTUREPOINT - spColumnv5.10 (TM) 5 Licensed to: Wright Engineers. License ID: untitled. col O S OS . S 000000 5 00 00 -- 00000 000000 00 5 00 0 00 00 00 00 00 00 00 00000 00 00 00 00 000000 00 5 0 00 00 00 00 00000 00 000000 S Page 1 65737-1053586-4-2252E-25756 03/10/17 11:47 AM = O spColumn v5.10 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright P 1988-2016, STRUCTUREPOINT, LLC. W S All rights reserved S = . S Licensee stated above acknowledges that STRUCTUREPOINT (SE') is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to 5 produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, S STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. S S 5 S S S I M12