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HomeMy WebLinkAbout2501 EL CAMINO REAL; ; PCR14005; PermitCity of·C~rlsbad 1635 Faraday Av Carlsbad, CA· 92008 11-'06-2014 Plan Check Revision Permit No:PCR14005 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: Building Inspection Request Line (760) 602-2725 2501 EL CAMINO REAL CBAD PCR Lot#: 0 · 1563020800 $0.00 CB132181 Construction Type: NEW SHELL REVISIONS=DEFERRED SUBMITTAL OF EXTERIOR stuo SHOP DRAWiNGS & Owner: CMF.PCR LL C Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 01/23/2014 LSM 11/06/2014 11/06/2014 SHAY EVEN STE 1 3156 LIONSHEAD AV CARLSBAD CA 92010 760-629-4019 C/0 WESTFIELD PROPERTY TAX DEPT PO BOX 130940 DEPTWFLD CARLSBAD, CA 92013 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $435.00 Inspector: $435.00 $0.00 $0.00 Total Payments To Date: $435.00 Balance Due: FINAL APPROVAL Dc;ite: Clearance: _____ _ $0.00 NOTICE: Please take NOTICE that.approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow·that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service-fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been aiven a NOTICE similar to this or as to whicli the statute of limitations has nreviouslv otherwise exnired. (C) -----------------------------------. ~ «--'~ ~ CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. PQA<. I ~--aJ~ Original Plan Check No. Clo \~-2..\f) I Pr9jectAddress &501 ErL ~,vo fLeA<-Date \ -C:~-V::\ . Co~tact frc.\.rt~~:\ Ph '7\,0,0-~t,-40\°' ' Fax 7 lOO-lOQ2--4\ CS Ema!! Qt}[mernfcron?\Q.on,oq,. C Df'C\ Contact Address 2>\Sl() WGC\t:)Dtod M,. ~. \ CityQQX\'<k:ad Zip 9:zD\Q General Scope of Work \)tl'.t.x: ('Lei ~)bffil1l'.~ SH-e£..L PL.A,t.:lS Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: 'g! Plans ii?J. Calculations D Soils . q Energy D Other __________ _ 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existin .sheets 5. Does this revision, in any way, alter the exterior of the project? D Yes ~No 6. Does this revision add ANY new floor area(s)? 7. Does this revision affect any fire related issues? D Yes D Yes ~No El-No 8. ls this a com~e set? . D Yes (2( No ~Signature ~-..c:: 1635 Faraday Ave~ C~rlsbad, CA 92008 Ph: 7 60"602-27 t 9 Fax: 7 60-602-8558 Email: building@carlsbadca.gov www.cat1sbadca.gov EsGil Corporation In (l'artnersli.ip witli.. <;;011~rnment for c.BuiCaing Safety DATE: SEPT. 4, 2014 D APPLICANT D JURIS. JURISDICTION: CARLSBAD D PLAN REVIEWER D FILE PLAN CHECK NO.: 13-2181 (REV. #1)-NEW PCR #14-0~5 _ SET: II PROJECT ADDRESS: 2501 EL CAMINO REAL PROJECT NAME: REGAL-12 & 24-HR. FITNESS (3 STORY MALL ADD & REMODEL) ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: Michael Sheller 2049 Century Park East 41 st floor, Century City, CA 90067 ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Mike Telephone#: 310-575-5909 Date contacted: (by: ) Email: msheller@westfield.com Fax #: Mail Telephone Fax In Person ~ REMARKS: *[Exterior light-gage metal framing plans & calculations are under this submittal; a deferred package]. By: ALI SADRE, S.E. Enclosures: EsGil Corporation D GA D EJ D PC 9/3 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In (['artnersnip witn (Jovernment for <Bui{aing Safety DATE: JAN.30,2014 JURISDICTION: CARLSBAD CJ PLAN REVIEWER CJ FILE PLAN CHECK NO.: 13-2181 (REV. #1) -NEW PCR #14-005 _ SET: I PROJECT ADDRESS: 2501 EL CAMINO REAL PROJECT NAME: REGAL-12 & 24-HR. FITNESS (3 STORY MALL ADD & ~MODEL) D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 1:8] The applicant's copy of the check list has been sent to: Michael Sheller 2049 Century Park East 41 st floor, Century City, CA 90067 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. ~ EsGil Corporation staff did advise the applicant that the plan check has been completed. -Person contacted: Mike Telephone#: 310-575-5909 Date contacted: f Mail J Telephone (by: ) Email: msheller@westfield.com Fax #: Fax In Person ~ REMARKS: Please see attached for corrections. *[Exterior light-gage metal framing plans & calculations are under this submittal; a deferred package]. By: ALI SADRE, S.E. EsGil Corporation D GA D EJ D PC Enclosures: 1/23 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 • Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected .set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • PLANS 1. A reminder that all sheet of revised plans and the first sheet of the revised calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. 2. Please provide evidence that the engineer-of-record (or architect) has reviewed the submitted calculation package prepared by DCI (i.e., a "review" stamp on the calculations package or a letter). Section 107. 3 .4 .1. 3. Please indicate where details 17 & 20/SC4.01 are cross referenced on plans. 4. Please specify where details 7 & 9/SC4.02 are called out on plans. 5. Please note where details 5, 8 and 13/SC4.03 are referenced on plans. • MISCELLANEOUS 6. To speed up the review process, note on this list where each correction has been addressed. The jurisdiction has contracted with EsGil Corp. located at 9320 Chesapeake Drive, #208, S.D., CA 92123; Tel: 858/560-1468, to perform the plan review for your project. If you have any questions regarding these items, please contact ALI SADRE, S.E. at EsGil Corp. Thank you. [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 13-2181 (REV. #1) -NEW PCR #14-005 PREPARED BY: ~LI SADRE, S.E. DATE: JAN.30,2014 BUILDING ADDRESS: 2501 EL CAMINO REAL BUILDING OCCUPANCY: M/ A2/B BUILDING PORTION liQht QaQe metal framing plans & calc's. Qeferred package Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB Bldg. Permit Fee ·by Ordinance Plan Check Fee by Ordinance Type of Review: D Repetitive Fee -.,, Repeats * Based on hourly rate Comments: D AREA Valuation ( Sq. Ft.) Multiplier By Ordinance Complete Review D Other 0 . Hourly EsGil Fee TYPE OF CONSTRUCTION: 11-B/SPR. Reg. VALUE ($) Mod. ... $435.001 D Structural Only 31 Hrs.@* ====·=$=11=6=.o:o $34a.001 Sheet 1 of 1 macvalue.doc + EsGil Corporation RESPONSE In <Partners6ip w#li gov,rnm,nt for<:Buiufing Safety DATE: JAN.30,2014 JURISDICTION: CARLSBAD o PLAN REVIEWER CJ FILE PLAN CHECK NO.: 13-2181 (REV. #1) -NEW PCR #14-oos· _ SET: I I• ,•" PROJECT ADDRESS: 2501 EL CAMINO REAL ·PROJECT NAME: REGAL-12 ~ 24-HR. FITNESS (3 STORY MALL ADD & REMODEL) D .Jhe plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. C8J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW D The applicant's copy ofthe check list is enclosed for the jurisdiction to forward to the applicant contact person. ! ~ The applicant's copy of the check list has been sent to: Michael Sheller 2049 Century Park East 41 st floor, Century City, CA 90067 . . D EsGil Corporation staff did not advise the applicant that the plan check has been completed. IZ) EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Mike Telephone#: 310-575-5909 Date jntacted: (by: ) Email: msheller@westfield.com Fax #: f Mail Telephone Fax In Person ·i:gi REMARKS: Please see attached for corrections. *[Exterior light-gage metal framing plans & calculations are under this submittal; a deferred package]. Sy: ALI SADRE, S.E. EsGil Corporation D GA D EJ D PC Enclosures: 1/23 RECEBVED SEP O 2 2014 CITY OF CARLSBAD BUILDiNG DlVISiON 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1 S76 .. • Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for : residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: • 1. 2. 3. 4. 6. 1: Deliver all corrected sets of plans and calculations/r~ports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. · 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • PLANS A reminder that all sheet of revised plans and the first sheet of the revised calculations are required to be signed by the licensed architect or engineer responsible for the plan preparati9n. California State Law. Please provide evidence that the engineer-of-record (or architect) has reviewed the submitted calculation package prepared by DCI (i.e., a "review'' stamp on the calculations package or a letter). Section 107.3.4.1. • LLANEOUS Detail referenced on 1 O/SC4.03 To speed up the review process, note on 1s list wh~re each correction has been addressed. The jurisdiction has contracted with EsGil Corp. located at 9320 Chesapeake Drive, #208, S.D., CA 92123; Tel: 858/560-1468, to perform the plan review for your project. If you have any questions regarding these items, please contact ALI SADRE, S.E. at EsGil Corp. Thank you. ... 5DCI SEP Ot 2014 CITY OF CARLSBAD BUILDING DIVISION enG1neeRs E Seattle 8 Portland 11 Spokane m c: San Diego "B> Austin -~ Irvine August 11, 2014 -8 Eugene f San Francisco Re: Westfield Carlsbad Exterior Cladding Support Framing-Delta 2 Narrative on Changes The following items address the changes to the design drawings of the exterior Cold Form support framing for the cladding at the West Field Carlsbad project based on the comments by EsGil. SC2.03: Section reference 7/SC4.02 added between GL Band B.4 SC4.01 -Detail reference 5/SC4.03 added to Detail 20/SC4.0l SC4.03 -Detail reference 8/SC4.03 added to Detail 1 0/SC4.03 -Detail 13/SC4.03 title changed to "Hanging stud attachment at steel beam". -Detail 18/SC4.03 title changed to "End stud attachment at concrete wall". Structural Calculations: -Calculation sheets V-73 and V-74 revised per EOR comments. Please see attached calculation sheets. If you have any questions Sincerely, DCI ENGINEERS Sanket Anturkar, P '.E. Project Engineer DEFERRED SUBMITTAL WESTFIELD CARLSBAD MALL -2501 EL CAMINO REAL CBD EXTERIOR METAL STUD FRAMING -1 OF 2 THESE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED BY JPRA ARCHITECTS AND FOUND TO BE IN GENERAL CONFORMANCE TO THE DESIGN OF THE BUILDING JPRA ARCHITECTS 39300 WEST TWELVE MILE ROAD, SUITE 180 FARMINGTON HILLS Ml 48331 248-373-0180 2600 Michelson Drive, Suite 930 Irvine, GA 92612 (949) 892-4950 Service Innovation Value ---- Ir" \ 5DCI enGrneeF!s Project Subject - Project No. JSo t-oo6T e 2/ttt I IY By s F..+ c. H£C...K zgi4 U4-To seAN Bf: ,r,,JN Pt!>sTs. ~ ( '800 Tl50 -6 4-1 , ,,,,,,..-'-v Tr1;~~ .. ---, . -... : • US£; 'JIJ07 I 50 • '5 '1 ~ ,Of 7f.A~"- t,v/ 1; O" ,nq1 SP}.t-! --( .)t€ -l&: ·-~-'-:-l/fi1-f.-f!-CJ~V7-fifl_),__.., 3o~,-z. 11/Ut)U~'-:1) l/G,000 t~: -= \.3'l.~~ ( >. (). 1-~ 8bb /k-;,_ :!.. 5A ·1r:2T 3{-z'foooc,DD!'Si){ 0-JS,n) -= I. 43: i" 4 .·. vse .-/.,,/ss ~/-1.t/Y.1/t.f @ 7-!.t;" CX:..lff-;t. i::"-ciav«l. :: 4. &ft"'-,,-:::w C PE(fc, "=' \-'32i,t:J c.....=:::::::- '.:=t~.I...= r.&-o,i\'f ::l ref q' ::: I • .0. 1-frli .. 2001 North American Specification Project: Westfield Carlsbad Date: 8/6/2014 Model: Top Track at Parapet (revised) [---~·-_____ __.....___..., _____________ ....,.........._ ______ ]' ,ubn/ftif Ld ==~-igg:o) ' -~!0) - T----..~-----i-T---'-'---------iT ~ ~ ~ 7.00 ft Section: 800T150-54 Single (X·XAxis) Maxo = 2105.5 Ft.Lb Moment of Inertia, I = 4.692 in"4 Loads have not been modffled for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural an~ Deflection ~h1ck Mmax Mmax/ Mpos Bracing Span Ft•Lb Maxo Ft-Lb (In) Left Span 606.4 0.288 341.1 Full Right Span 606.4 0.288 341.1 Full Combined B!n~lng and Wg!;! Sc[igglfng Reaction or Load Brng Pa Pt Load P(lb} (In) (lb) R1 259.9 1.00 412.6 R2 866.3 1,00 881.0 R3 259.9 1.00 412.6 Comblngd Bending an~ ~hear Reaction or Vmax Mmax Va Pt Load (lb) (Ft•Lb) Factor R1 259.9 0.0 1.00 R2 433.1 606.4 1.00 R3 259.9 0.1 1~00 7.00 ft Fy= 50.0 ks! Va = 2038.9 lb Ma(Brc) Mposf Deflection Ft-Lb Ma(Brc) (In) Ratio 2105.5 0.162 0.011 L/7466 2105.5 0.162 0.011 L/7465 Mmax lntr. Stiffen (ft.Lb) Value Req'd? 0.0 0.76 No 606.4 1.47 No 0,1 0.76 No lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.13 0.00 0.02 NA 0.21 0.29 0.13 NA 0:13 0.00 0,02 NA LETTER OF TRANSMITTAL 054000-0147 IDATE: _ 08/28114 TO: JPRA ARCHITECTS 39300West 12 Mile Road Suite 180 Farmington Hills, Ml 48331 Phone: 2481737-0180 WE ARE SENDING YOU: Attached COPIES DATE NO. Submittal 1 08/28/14 Package 1080 via -email/mail list/le/a ATTN: Gregg Stouder, AIA, NCARB RE: Westfield Carlsbad Project Carlsbad, CA DESCRIPTION Specification Section 054000 -Exterior Pre-Engineered Metal Studs Deferred Submittal THESE ARE TRANSMITTED as checked below: For approval For your use As requested For review and comment Approved as submitted Approved as noted Return for corrections For Signature REMARKS: These drawings have already been into the City and have been revised per their comments. ·Hard copies are being sent outtoday for your wet signature and final submission into the City. Please find attached submittal package for review and approval. . Should you have any questions please do not hesitate to give me a call. RECEIVED SEP O 2 2014 CITY OF CARLSBAD BUILDING DIVISION SIGNED: VC{,Y\/ StewC'W't Daniel Stewart Senior Project Engineer <<~·::· .. ~ CITY OF CARLSBAD PLANNING. DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 ·Faraday Avenue (760) 602-4610 www .carlsbadca.QOV DATE: 1/30/2014 PROJECT NAME: Westfield Carlsbad PROJECT ID: EIR 09-02/SDP 09-04 PLAN CHECK NO: PCR14005 SET#: 1 ADDRESS: 2501 El Camino Real APN: 156-302-08 ~ This plan check review is complete and has been APPROVED by the Planning Division. By:JasonGoff cfl-,~ ,,~, .... ~ A Final Inspection by the Planning Division is required D Yes IZI No ..... ~ .... : You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. · · · Resubmitted plans should Include corrections from all divisions. ' ' ~ D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. · ""·' Plan Check APPROVAL has been sent to: For questions or clariflc«;ttlons on the attached checklist please contact the following reviewer as marked: • -! .,--\ D Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-2741 760-602-4663 Ch rl§.S~xt2n~Qs!rl§!2s!dQs!,gQV Ks1thl~en.Ls1wr~nQe@carlsbadca.gQv Grego[)'..R)'.an@cs1rlsbadca.gov ' D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gins1.Rulz@gs1rl1bs!QQs!,gov Llngs1.Qntiv~r2s@carlsbs1dca.gov C)'.nthia. Wong@carlsbs!dca.gQv ~ Jason Goff D D Dominic Fieri 760-602-4643 760-602-4664 ja§Qn.gQff@Qs1rl§bs!dits1,gQv Dominic.Fieri@carlsbadQa.gov /.{t ·w ::/_ ... l,• • 5DCI enc;ineeRs E Seattle ~ Portland ~ Spokane ~ San Diego ·? Austin • .!. Irvine -8· Eugene J San Francisco WESTFIELD CARLSBAD CARLSBAD, CA DCI JOB NUMBER 13051-0068.00 EXTERIOR CLADDING STRUCTURAL CALCULATIONS JANUARY 10, 2014 Prepared for: JOHNSON ,FINCH MCCLURE RECEIVED JAN 2 3 2014 CIT'foF BUJLDJNf ARLSBAo DIV/SJON ---- C) () I J PAS!~~~~!tJA~~~~ no;ect Westfield Carlsbad Subject Load Takeoff Lightgauge Framing Metal Panel Exterior Wall Dead Load Metal Siding 811 LG Studs @ l 6110.c. GWB -5/8" @ 0.55psf / eighth Inch Insulation GWB -5/8" @ 0.55psf / eighth Inch Misc Stone Fascade Exterior Wall Dead Load 2-1 /2' Max. Thick Stone Veneerover l" Mortar bed GWB -5/8" @ 0.55psf / eighth Inch 811 LG Studs @ l 6110.c. Insulation GWB -5/8" @ 0.55psf / eighth Inch Misc Stucco Exterior Wall Deadload Stucco GWB -5/8" @ 0.55psf / eighth Inch 811 LG Studs @ l 6110,c, Insulation GWB -5/8" @ 0.55psf / eighth Inch Misc no;ecrNo. 13051-0068 Vertical 1.4 pst 1.5pst 2.8pst 0.5pst 2.8pst 1.0pst 10.0 psf Vertical 22.0pst 2.Bpst 7.5pst 0.5pst 2.Bpst 0.4pst 30.0 psf Vertical 15.0 pst 2.Bpst 1.5pst 0.5pst 2.Bpst 0.4 pst 23.0 psf SheeTNO. P-1 !Date 1/9/14 tJY SPA J:\2013\ !305HJ068.00 Westfield Carlsbad Clcdding\Cclculofions\Deslgn Criterio\(Wind Pressure -ASCE 07-05 Method 2 C&C vl2.27.2013.xlsJC&C-lOf EDCl·ENGINEERS 1no;ectNo. 1:,neetNo. -D 'AM AT O CONVER SANO INC. 13051-0068 ()-2. Pro;ect uare Westfield Carlsbad 1/2/14 ::JUOJecT l;jy ASCE 7-05 Components and Cladding Design -Wall Elements 4 and 5 SPA Occupancy Categor Ill I 1.15 Exposure C V 85mph Topography no hills; valleys, l:lr escarpments present, Kzt=1.0 I Enclosure Enclosed Bldg I Input: Bldg Dim. Velocity Pressure Table a-2 L 312.0ft Kd 0.85 a 9.5 B 264.0ft Kzt 1.00 Zg 900 h 66.0ft Kh 1.16 a 26.4ft qh 21.0psf Gcpi 0.18 Rgure h>60ft. fig 6-17 I hea 20 sf All Pan els -10sf. Stud wind loc Zone GCp 0 4&5 0.90 4 -0.90 5 -1.80 A'3CE 7-05: Component & Cladding Calculations External (qz* GCp) Internal Combined Zone 4&5 4 5 4&5 4 5 h,z Kz qz qh*GCpi Fir Oft 0.85 15.3psf 13.8psf -13.8psf · -27.6psf 3.8psf 17.6psf 17.6psf 31.4psf 15ft 0.85 15.3psf 13.8psf -13.8psf -27.6psf 3.8psf l 7.6psf 17.6psf 31.4psf 20ft 0.90 16.3psf 14.7psf -14.7psf -29.4psf 3.8psf 18.4psf ·18.4psf 33. lpsf 25ft 0.95 17.lpsf 15.4psf -15.4psf -30.8psf 3.8psf 19.2psf 19.2psf 34.5psf 30ft 0.98 17.Bpsf 16.0psf -16.0psf -32.0psf 3.8psf 19.Bpsf 19.Spsf 35.7psf 40ft 1.04 18.9psf 17.0psf -17.0psf -34.0psf 3.8psf 20.8psf 20.8psf 37.7psf 50ft 1.09 19.8psf 17.8psf -l 7.8psf -35.6psf 3.8psf 21.6psf 21.6psf 39.4psf 60ft 1.14 20.5psf 18.5psf -18.Spsf ,..37.0psf 3.8psf 22.3psf 22.3psf 40.8psf Typ Roof Height 63ft 1.15 20.Bpsf 18.7psf 1_ a.ZJJsf -37.,4psf 3.8psf 22.5psf 22.5psf 41.lpsf Typ parapet 66ft 1.16 21.0psf 18.9psf -l8.9psf -37.7psf 3.8psf 22.6psf 22.6psf 41.Spsf Hi Parapet 0 ~ . ,.., . 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'De:-7c:7ttn1tttf k-rt/&t-/Jsp (gfrO. . r sTotJ~ \.JE:1t:ec--f!-Wl\:tL- fpcM->l)) =-0,11-0 .. 3o/ X 30psr. -==-cl/Jr,tst. .> fr$P __) ,5(:;.?-?r Pf!t(;.,'7 ~ M.:i[\) w ~ t-.)t> --/1, 6 f..5f ~C~":>~'9-e C i:rte 1t,h-) ,',, IJ 2.µt> C-rov~/JS 6-?Jt!pJ?l.,Al4:- {)6S'WrrJ CJ '-. 0 C) Design Maps Summary Report EUSGS Design Maps Summary Report User-Specified Input Report Title Westfield Carlsbad Fri December 27, 2013 20:22:58 UTC Building Code Reference Document 2006/2009 International Building Code (which util!zes USGS hazard data available in 2002) Site Coordinates 33.17852°N, 117.32901°W Site Soil Classification Site Class D -"Stiff Soil" Occupancy Category I/II/III 2ml t========'.:===::: 5000in ~mapquest USGS-Provided Output Ss = 1.218 g S1 = 0.462 g . ~-. { i· ' . ., SMs = 1.234 g SM1 = 0.710 g MCE; Response Spectrum l.iO 1.17 1.0,1. 0.Sl °a 0.7B ._. ~ 0.65 0.52 0.3S 0.2, 0.1~ -a .... ~ Ul Sos= 0.822 g S01 = 0.473 g Design Response Spectrum o.ss o.so 0.21 0,72 0.63 0.5~ 0-4-5 0.3!; 0.27 0.19 0.09 Pagel of 1 .. 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It ~1 ..... · -ti-.. - 2001 North American Specification rQ Project: Wetfiled Carlsbad ' Model: Outrigger . ::, ... ·:. ·.i: .. ••• 'f • • ,• ----· .. ·····-· -----·---. :.;.--· .. :·-... : . .. . . ; ._·1 . : ..... •,: . ! ---------~-s------- Date: V-2 12/30/2013 Unit Ld lb/ft 0 R1 R2 0 (__J 4.00 ft 0.67 ft Section : 800S162-43 Single C Stud (X-X Axis) Maxo = 1678.4 Ft-Lb Moment of Inertia,!= 4.500 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft•Lb Maxo Ft-Lb (in) Left Cantilever 688.0 0.410 439.2 Full Center Span 688.0 0.410 549.7 Full Combined Bending and Web Crieeling Reaction or Load Brng Pa Pt Load P(lb) (in) (lb) R1 1370.9 1.00 246.9 R2 -1026.9 1.00 246.9 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb} Factor R1 1026.9 688.0 1.00 A2 1026.9 0.0 1.00 Fy= 33.0 ksi Va= 1051.2 lb Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) Ratio 1678.4 0.262 0.044 U2191 1678.4 0.328 0.000 U31268 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 688.0 7.07 YES 0.0 4.99 YES lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.98 0.41 1.12 NA 0.98 0.00 0.95 NA 5DCI En GI n EE.Rs Project No. t -vob~ Sheet No. V-3 -0 Project Subject .... _ .. \-\.1{,tH ~£=. O\l~'M'N::%-(C.CMT_J ~ Q\.Eek.. \J '=P=r S "Ni;;::,::. • ( tf B, nr21-. 1>1:zrv:) ., I ±) :, vse. ~ ioos lb-Z.-.1/3 @rb''ofc. AT \IE.~,. S~\l~s. e.. o\),:~. Q . _ (sec L~ -e~ o()"t.~'TJ ...... ,· ., ... 0 Www..L. = l/l,5"rsl (l,'!"?.-h-) =-65"(:)..f-. . Ci:otJa-s-) We,m~c,: Pi.J -7-1 ,~;, y.. ,.a~ ft.. ,.. <Jtt lbs - V-4 0 2001 North American Specification tJ Project: Westfield Carlsbad "~ Model: Vert Stud at Eye Brow R1 Point Loads Load(lb} X-Dist.(ft) P1 P2 t J, P1 P2 -1270 1270 1.00 1.50 4.00 ft Section: 800S162-43 Single C Stud (X-XAxis) Maxo = 1678.4 Ft-Lb Moment of Inertia, I = 4.500 ih"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check C) Mmax Mmax/ Mpos Bracing Ft-Lb Maxo Ft-Lb (in) i Span Center Span 435.6 0.260 435.6 96 · Right Cantilever 171.9 0.102 109.7 96 Combined Bending and Web CrippHng Reaction or Load Brng Pa Pt Load P(lb) -(in) (lb} R1 -91.7 1.00 149.9 R2 449.2 1.00 542.0 P1 -1270.0 1.50 162.0 P2 1270.0 1,50 590.4 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 91.7 0.0 1.00 R2 311.7 171.9 1.00 P1 1123.3 119.2 1.00 P2 1096.0 435.5 1.00 () Date: 1/9/2014 R2 2.50 ft Fy= 33.0 ksi Va= 1051.2 lb Ma(Brc) Mpos/ Deflection Ft·Lb Ma(Brc) (in) Ratio 1546.3 0.282 0.004 U13328 1602.1 0.068 0.002 U24437 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 0.73 No 171.9 1.10 No 119.2 9.48 YES 435.5 2.84 YES lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.09 0.00 0.01 NA 0.30 0.10 0.10 NA 1.07 0.07 1.15 NA 1.04 0.26 1.15 NA ·- 0 0 0 §DCI enG1neeRs Project Subject ·.:.·----.. : --_· ~1- :· .. JC?~. ·-. ce.) (~") . -·0 , .. -' ·~---~~ .... - t -sA-··fl:i..78. Project No. Sheet No. \"2>~s1.-oobS V-5 Date l7.-/ tl/ \2-> By 'Sf>A PLEEWI'>.~ = 2l:..JLPS{ . " 'Pw:i:1-11:>W/!\¥-f)--z.:,-:, ( 0,1) = [°3«:If?'?f Po~ ... g·s4t2F_ ?•,•ND= _z.3 ~5,f 'l' \''3#-==-__,Z'i:!"l lb!:/f .. M/)+--::: o-::. -:i':f-.. 8-ptf (lofi"'f). -t-J8.'tfi+-(t3.h-"X_:a~ + 45,8p\Hl-lft.'io/,·2. -R-v.i'l..(/o~) .. , -to...t.)z.'S'~l.3-h-) .,. 0 .. R:1-f'J 2:. . -l1~ /b,s/f.1-.. . ' ~NI_-::,·.( J./~.'flr>r -o.,6 (I~))( fi .. -p:;/./ft/,z..1-'°J- -~ 2.HO /b, Iii R',1.N z . .. . J • • • • :! vi~.~)~~rst-t U)Y,. ~(2 :,~~l/4J->1-l'lf,,' {pihlf, ¥%) · r 1/l'{,, = /lrsf'[5.1..5'-) -r 'Z:Cf&f· I~ ! .... ' ~ : t>t:. ' . ·. . .. v k,p._ 7ot lh~.-~511'6 --v( -z. - TF-'f-#(O Q:~~ =-3SI /6!> -:; ·1 11J . . . #(1,~ -"'~ e-: !IS~~ @) # #10 se,~ 3 m'eM,. e cJ,:;)..P r:o <;-£1/() ~ t,f(R ------- 0 0 0 --oc1 ---enc; r.ne e Rs Project vJ1(,+-lr~1I /4rfr &1) Subject .. . I i Project No. /~!) Sf ,()f)G f Po,__:.~1(z.~ )(./.3'$/s-) = ... :!let lh, t./;11rl {t~jt) Sheet No. V-6 Date L/l/lY By S-PA- R"f;;Jt32ps.l ( /,3311-){ J:s/4/,z.) = 7.-T!f /h {<y,v CV C e,,,e_ -J<----~-;::i-~..:::_-_-+-!....J.1· / W{',1.r/ ~Y/\tN Rt.t. J)eL l fl/~C-1,f,o I \Iver"" ~ ~-/ SI lb;/zcues f zi/1,:(ii-)(i,) :;:;::: IP /8 /62 °?_CI/J?r._ . /, {/$(;.: 10tJS /t,z_-(~'r/1 w/(o/).#/2-~ &,,,l{~ Mi( sruD ~ werJ .f!:7 Fe()/'(\ Bo71(11A w/ l ,, W~-i--D ·~/'Mf/1 '1/-11tJ(J~1, ;. 299-~ ('&m Cl,-'){)) -.• \[~ eo;~.;;. i. .. 2. /t!J /3 /b-5 -t 2?r-l'6 = /i?;;t'J /6.,2. 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'"' ; ft?11> l~J /2.cJ. tfs. = 331 /'J ('f!~r !6filf;,,f),'t!,) r 5611'• i .. f(I. . ~ ·~ \( fVl4'I eetr'f ~ 3'3'!; ~ St t 1i;.2. = _61_q-lb$ {;-( eek 5QZb-,.,/ --- {tj)=# l'l--· St-Rtv,,,~-; · :t./; x ;fl t4/ ~ , 152 /~ f S'J) Mt/ fv\ 1~ /4u,., ~- V-8 0 2001 North American Specification i-) Project: Westfield Carlsbad ----Model: Cantilever at det. 19/sc4.01 6.00 ft Point Loads P1 Load(lb) 165 X·Dist,(ft) 0.00 Section : (2) 800S162-33 Boxed C Stud (X-X Axis) Maxo = 2337.8 Ft-Lb Moment of Inertia, I = 6.769 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing ~pan Ft-Lb Maxo Ft-Lb . (in) Left Cantilever 990.0 0.423 791.0 Full Center Span 990;0 0.423 791.0 96 () Combined Bending and Web Crippling Reaction or Load Brng Pa Pt Load P(lb) (in) (lb). R1 561.0 1.00 NA R2 -396.0 1.00 NA P1 165.0 1.50 NA Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 396.0 990.0 1.00 A2 396.0 0.0 1.00 P1 165.0 0.0 1.00 R1 Date: 2.50 ft Fy= 33.0 ksi Va= 94tW lb 1/9/2014 R2 Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) Ratio 2337.8 0.338 0.102 L/1412 2337.8 0.338 0.002 L/12470 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 990.0 NA YES 0.0 NA YES 0.0 NA YES lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.42 0.42 0.35 NA 0.42 0.00 0.17 NA 0.17 0.00 0.03 NA lt ! GI r gi; -· -~ V-9 ,,. i! 0 . ~ s ii~ i! . ~ gl ~ ~ ,~ f ~z N "'" llo:•' ii W•' ~ ~ e! .. (/J ~ Cl ,z 9 C z 0 ~ ~ 0 ~ 0 z . . 111 • ,ur ' r t . ~11 0 0 0 0 0 --~ ~ i~ r~ ~ ~ i .. ,, i, ? ~~ i g . I ;, ~ I z I 1· --•••• 0 V-10 I: ~ a r ~ l i !, 3: r I ,_J I ~ %! :, I! ., " I ~ -' ..... ,. : ... V-11 0 0 ,.. 10:~~ 0 -· .. -· --! · . ----···-·--·-····· 0 .... ?O't!lS/&I l ;1 -0 I I, 1' ii 'I •... I ' I' L I I I, I• ,. J• ,: , . •• I• I, ,. ,, C .,, 1' ,, .l " I 1 1;' ,, I, i'H ·l: I, :· ,, l· V-12 --~ -. ... _ .. _ ..... .,._ ~~ I·; ~;_ ., V-13 i 0 ~:z ..• 11 . ............ TIS !rd.II \D'~O~ :z: h 0~ :' .:;•' !Cl: .,f! 21. I; ill" : . irl ~ ! ti UI a: __ ., I I,, "'i ..... -··::·. -•• -•.. 'I-•• ~-- ~ ,, !i~ 1i/ !'c . ~ .... _. .. ~ ... ,,, ..... , .... () -· ·":'· _ ........... ;, ' ... ··-· .......... . ' :· ' ::I g.!: 0 ............ 1; · ·s11-·--····· V-14 ' , . . :, ;• : .. ~~· ........ ,, I ! ,, s i ~ I ;g () =:it "' IL I,, "I ,,. I """ -" 11n:stc1 :·-~ -· f· ' a !' ~ ;1 r ,, j\ ~ ·I ---....... Iii i _,. ~ !·: s :· !· r ! CJ .. , 0 0 0 EDCI Project No. Sheet No. 130~1-oobt V-15 enGlnEEAS Project Date l(f/(3/ Subject By )~ liz:.·uYJtn~,z_ ~ HD~ e, .Sm,tw /)Jt,~ @ "'/.t,IJl:Rf . ~ G ti S-r ':1? ( c,,/ 5ToNf; V9)0JH) /:l"1ajt, f)(.P 4,ft::w~ =-~1:t,?~if:oll Pw·. == i'{a~ r{-·f.6~0,18~ = :3=7--~,f <:;;,.,. · ,_ -,., ,e vi,! f"i> l·S -10,l&J · · , V:J~ l,{Cp :; 't/U c0-!c,,,,..J,.r:. -~:t ps1-U..:~~) -=-.lf.:i.e1£- P~~-= -?.:>?--ps.f ( 34/z>( 1.6k/z..) -="=-'l'lt/ IJ:::. If',..,• .'• ," ~: \ -·-·;.::- fol,"° ~o~ ( 3¾)( 3 '/fl--1-6-J ~ =· + 3Df>I-( O,(p':1-6-)l~6-} == /t;zi:lh :.,[~~-~ ( -t)6cos200-'(;·1{" -~ TP-~ . 6e-6' t6r S~ Of/lPLTT) · -.. · ,rz ·· a... "',::, ,·.r:,r-...~ .r..-'l-.,,.., •1 :-n ,9,, :-: ... .,.. (wl-.:sr11a.o ') ~ , . -. . . . . ... ;:2-mmt;:t? ,...., uB..:.._~{'!' T..v, .... ="' r=...-?l ~~ _ -I • . .. ·_ .... : .. -.. JZ-:1..b1tn0!-2. f.!,-::.V/J/;o · I ; ..• ~~ I ( :Ri1 t 1-IV't : c01w.cJ1',, lf---""-U-1 -~\7J __ ,•_ Of! ; im(\\tP.- -1 .. A-r 1~1«-(Y\~=-tri.,.,,:'f# Softfl. /, /1.)5€= (2-) ~2,oe,,-: ~,$ (!!!. 1/Z:2.-mm&K- C 5c"E" Ur B&IP1~ t>cnrVI. · 11s~ Glp=--o,is- V-16 0 2001 North American Specification (\Project: Westfield Carlsbad ·JModel: Zone5 Small DoorTrimmer P1 C 1 bmmt:r~) t R2 16.00 ft Point Loads P1 Load(lb) 444 X-Dist.(ft} 7.00 Section: (2)-600$200-54 Back-to-Back C Stud (X-XAxis) Maxo = 5065.9 Ft-Lb Moment of Inertia, I = 6.639 in"4 Loads have not been modified for strengih checks -Loads have been multiplied by 0.70for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Q Span Ft-Lb Maxo Ft-Lb (in) · Left Span 237.9.8 0.470 2250.6 96 Right Span 2379.8 0.470 973.0 96 Combined Bending and Web Crippling Reaction or Load Brng Pa Pt Load P(lb) {in) (lb) R1 493.Q 1.00 2860.0 R2 1308.2 1.00 3720.2 R3 308.8 1.00 2860.0 P1 444.0 1.50 3865.4 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 493.0 0.0 1.00 R2 735.0 2379.8 1.00 B3 308.8 0.1 1.00 P1 294.4 2249.4 1.00 Combined Bending· and Axial Load Axial Ld Bracing (in) Span (lb) Kyly Ktlt Left Span 1557.0 (c) 96.0 96.0 Right Span 0.0 (t) None None Member Interconnection Spacing= 12.00 in See NASPEC C4.5 for add'nl interconnection requirements 18.00 ft Date: Fy= 50.0 ksi Va = 5645.8 lb 1/7/2014 t R3 Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) 4392.1 0.512 4289.4 0.227 VNa 0.09 0.13 0.05 0.05 Max KUr 105 N.A. Mmax (Ft-Lb) 0.0 2379.8 0.1 2249.4 M/Ma 0.00 0.47 0.00 0.44 Allow Ld (lb) 10490.0 (c) 31618.9 (t) (in) 0.258 0.127 lntr. Value 0.19 0.86 0.12 0.57 lntr. Unstiffen 0.01 0.24 0.00 0.20 P/Pa 0.15 0.00 Ratio U743 U1696 Stiffen Req'd? No No No No lntr. Stiffen NA NA NA NA lntr. Value 0.66 0.47 V-17 0 2001 North American Specification OProject: Westfield Carlsbad Model: Zone 4 Double Door Trimmer at K.9 P1 ( 1 fa-tny;?t:,e.. z) 4' R1 20.00 ft Point Loads P1 Load(lb) 735 X-Dist.(ft) 7.00 Section : (2) 800$200-54 Back-to-Back C Stud (X·X Axis) Maxo = 7477.9 Ft-Lb Moment of Inertia, I= 13.145 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing -~ Span Ft-Lb Maxo Ft-Lb (in) (__, Center Span 3981.2 0.532 3981.2 96 Combined Bending and Web Crieeling Reaction or Load Brng Pa Pt Load P(lb) (in) (lb) R1 617.8 1.00 2855.3 R2 397.3 1.00 2855.3 P1 735.0 1.50 3846.0 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 617.8 0.0 1.00 R2 397.3 0.2 1.00 P1 520.0 3981.2 1.00 Combined Bending and Axial Load Axial Ld Bracing (in) .Span {lb) KyLy KtLt Center Span 1047.0 (c) 96.0 96.0 Member Interconnection Spacing = 12.00 in See NASPEC C4.5 for add'nl interconnection requirements C) Ma(Brc) Ft-Lb Date: Fy= 50.0 ksi Va= 4182.6 lb Mpos/ Ma(Brc) (in) 1/7/2014 R2 Deflection Ratio 6238.2 0.638 0.429 U560 VNa 0.15 0.09 0.12 Max KUr 114 Mmax (Ft-Lb) 0.0 0.2 3981.2 M/Ma 0.00 0.00 0.53 Allow Ld (lb) 9416.9 (c) lntr. Value 0.24 0.15 0.74 lntr. Unstiffen 0.02 0.01 0.30 P/Pa 0.11 Stiffen Req'd? No No No lntr. Stiffen NA NA NA lntr. Value 0.75 ,., §DCI enG1nEERS 0 Project fJ~fiRAJ &xr\s"'1nrl. Subject 0 ·,: . ·. Project No. Sheet No. /gos/ 'TX>bf V-18 Date I /~/11 By SfA- PH~~"' 2./1)!.1-{Zo/. "¢.3,/.-) ~ 3'/5°~ I ~ -- fpt,, :::. 3or->r ( 32-11--78-) tJei?/-2 .. ) + J()f~I{ /J, ~ 'f X/6 fo..) = _/l/U] I~ ~~ !tSG.;~Soo.sU>o.-1f3 e 7/<-7-mmbfL. Sff l~ f;f..c:fl'mHZ-OIJ7f"-rr) ,,. ... : • i \,,•, I ~,' .: ! . ,·: : : l : . ' I ' , ·~ '='· - V-19 0 2001 North American Specification ('Project: Westfield Carlsbad \.._j Model: Zone 4 Small Door Trimmer at K.9 P1 ~«\«\~ t 20.00 ft Point Loads P1 Load(lb) 315 X-Dist.(ft) 7.00 Section : (2) eoos200-43 Back-to-Back C Stud (X-X Axis) Maxo = 4256.9 Ft-Lb Moment of ln~rtfa, I = 10.604 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing 1J Span Ft-Lb Maxo Ft-Lb (in) . Left Span 2123.2 0.499 2123.2 96 ' AightSpan 1668.6 0.392 1009.5 96 Combined Bending and Web Crieeling Reaction or Load Brng Pa Pt Load P(lb) (In) (lb) R1 401.3 1.00 1265.6 R2 780.7 1.00 1567.2 R3 28.9 t.00 1265.6 P1 315.0 1.50 1634.3 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load {lb} (Ft-Lb) Factor R1 401.3 · 0.0 1.00 R2 473.7 1668.6 1.00 R3 28.9 0.1 1.00 P1 205.9 2123.2 1.00 Combined Bending and Axial Load Axial Ld Bracing (in) Span (lb) KyLy Ktlt Left Span 1447.0 (c) 96.0 96.0 Right Span 0.0 (t) None None Member Interconnection Spacing= 12.00 in See NASPEC C4.5 for add'nl interconnection requirements <~ Date: A2 1/7/2014 .-.,.,.,..,,.,,..1 -.... ;-j Unit Ld :...a:::2U lb/ft t R3 12.00 ft Fy= 33.0 ksi Va = 2102.3 lb Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) Ratio 3834.7 0.554 0.249 U965 3753.3 0.269 0.032 U4499 Mmax lntr. Stiffen {Ft-Lb} Value Req'd? 0.0 0.35 No 1668.6 0.94 No 0.1 0.03 No 2123.2 0.71 No lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.19 0.00 0.04 NA 0.23 0.39 0.20 NA O.Q1 0.00 0.00 NA 0.10 0.50 0.26 NA Max Allow Ld lntr. KL/r (lb) P/Pa Value 113 6535.3 (c) 0.22 0.81 N.A. 20334.7 (t) 0.00 0.39 0 0 0 EDCI enGlnEERS Project Subject PrJ l'rk $-Z:uP ,59'$1tm 7tWrrl74- { "to.t-J€ L/ ONl l() Tf2.?-M~l4 ~'3.# ·z:zt:t1t- --1---YJ..A.---:,,. ~~1~ ' ,. <$;:t PP{.. ~ ¥ ?--rr1vt.. t 'I~ Project No. Sheet-No. l3or;;I---V-20 Date I /-r, If By ~fA- P MO"-= z:z,c; p.s{_ ~'f+~I 6 4) ==-2'1'0 lk> <?5-mc.u ~ PD!., == ,~,,f-{ t/J,,;'-1' 'X:~·~/z-)-==-%1 I½ 'Ct).Jt3~ D~ p~ = /){>"{ ljtt;-1'){~!+/~)-=--:!f:.-::J-61'3 5rnOJ.l ~ ,,.-·_. 1/5€;: &mos 206' -18 @. ~(I TfZ-~rntyi~ @Sm(<),( Ooo(L ~ {.i)6co s zeo-~'-1 ~-~/1 -rte::immc~@ ~ ~ OProJect: Westfield Carlsbad Model: Timmer at Dual Stud System at K.1 -8" trimmer at small door 2001 North American Specification ~mm~ ~~~H) P6 P1 P2 P3 t t t t .i. - R1 R2 Date: P4 PS t t -R3 Page1/2 o V-21 1/8/2014 16.00 ft 18.50 ft 7.00 ft Point Loads P1 P2 P3 P4 PS P6 Load(lb) 83 229 229 83 233 270 · X-Dist.(ft) 9.50 17.20 24.90 32.60 38.00 7.00 Section : 800S200-68 Single C Stud (X-X Axis) Maxo = 5434.1 Ft-Lb Moment of Inertia, I= 8.140 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Left Span 922.9 0.170 922.9 96 o Right Span 860.0 0.158 437.4 96 Right Cantilever 815.3 0.150 487.5 None Combined Bending and Web Crieeling Reaction or Load Brng Pa Pt Load P(lb) · (in) (lb) R1 131.8 1.00 882.0 R2 565.1 1.00 1965.7 R3 430.1 1.00 1965.7 P1 83.0 1.50 2117.7 P2 229.0 1.50 21H.7 P3 229.0 1.50 2117.7 P4 83.0 1.50 2117.7 PS 233.0 1.50 2117.7 P6 270.0 1.50 2117.7 Combined Bending and Shear · Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor A1 131.8 0.0 1.00 A2 343.9 860.0 1.00 A3 233.0 815.3 1.00 P1 221.2 579.2 1.00 P2 343.9 452.8 1.00 P3 114,9 437.4 1.00 P4 197.1 440.2 1.00 P5 233.0 0.2 1.00 P6 138.2 921.9 1.00 () Combined Bending and Axial Load Axial Ld Bracing (in) Span (lb) KyLy Ktlt Left Span 776.0 (c) None 96 Fy::: 50.0 ksl Va= 4220.7 lb Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) Ratio 2933.1 0.315 0.080 U2407 3208.6 0.136 0.018 U12529 4303.7 0.113 0.083 U2014 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 0.18 No 860.0 0.50 No 815.3 0.41 No 579.2 0.15 No 452.8 0.21 No 437.4 0.21 No 440.2 0.13 No 0.2 0.13 No 921.9 0.32 No lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.03 0.00 0.00 NA 0.08 0.16 0.03 NA 0.06 0.15 0.03 NA 0.05 0.11 0.01 NA 0.08 0.08 0.01 NA 0.03 0.08 0.01 NA 0.05 0.08 0.01 NA 0.06 0.00 0.00 NA 0.03 0.17 0.03 NA Max Allow Lei lntr. KL/r {lb) P/Pa Value 277 1438.3 (c) 0.54 0.86 2001 North American Specification 0. Project: Westfield Carlsbad Model: Timmer at Dual Stud System at K.1 -8" trimmer at small door ·o 0 Combined Bending and Axial Load Span Right Span Right Cantilever Axial Ld {lb) 0.0 (t) 0.0 (t) Bracing (in} KyLy , Ktlt None None None None Max KUr N.A. N.A. Allow Ld (lb) 23951.6 (t) , 23951.6 (t) Date: P/Pa 0.00 0.00 Page2/2 o V-22 1/8/2014 lntr. Value 0.16 0.15 2001 North American Specification 0 Project: Westfield Carlsbad Model: Timmer at Dual Stud System at K.1 -6" trimmer at double door --rf"~~ tf(bN) P6 P1 P2 P3 t t t t t T R1 R2 Date: P4 P5 t t T R3 Page1/2 o V-23 1/8/2014 16.00 ft 18.50 ft 7.00 ft Point Loads P1 P2 P3 P4 P5 P6 Load(lb} 83 229 229 83 233 540 X-Dlst.(ft) 9.50 17.20 24.90 32;60 38.00 7.00 Section : (2) 600S200-54 Back-to-Back C Stud (X-X Axis) Maxo = 5065.9 Ft-Lb Moment of Inertia, I = 6.639 in"4 Loads have not been modified for strength checks Loads have been multiplied by O. 70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Left Span 1831.0 0.361 1831.0 96 Q Right Span 1214.3 0.240 · 441.0 96 Right Cantilever 815.3 0.161 487.4 None Combined Bending and Web Cril!12ling Reaction or Load Brng Pa Pt Load P(lb) {in) (lb) R1 261.6 1.00 . 2860.0 R2 724.5 1.00 3720.2 R3 410.9 1.00 3720.2 P1 83.0 1.50 3865.4 P2 229.0 1.50 3865.4 P3 229.0 1.50 3865.4 P4 83.0 1.50 3865.4 P5 233.0 1.50 3865.4 P6 540.0 1.50 3865.4 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 261.6 0.0 1.00 R2 363.1 1214.3 1.00 R3 233.0 815.3 1.00 P1 361.4 1138.3 1.00 P2 363.1 784.5 1.00 P3 134.1 253.5, 1.00 P4 177.9 476.7 1.00 P5 233.0 0.2 1.00 P6 278.4 1828.9 1.00 Q Combined Bending and Axial Load Axial Ld Bracing (in) Span (lb) KyLy KtLt Left Span 1553.0 (c) None 96 Fy= 50.0 ksi Va = 5645.8 lb Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) Ratio 4432.1 0.413 0.203 U946 4216.1 0.105 0.034 U6538 5065.9 0.096 0.150 U1124 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 0.10 No 1214.3 0.45 No 815.3 0.28 No 1138.3 0.25 No 784.5 0.22 No 253.5 0.12 No 476.7 0.12 No 0.2 0.07 No 1828.9 0.51 No lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.05 0.00 0.00 NA 0.06 0.24 0.06 NA 0.04 0.16 0.03 NA 0.06 0.22 0.05 NA 0.06 0.15 0.03 NA 0.02 0.05 0.00 NA 0.03 0.09 0.01 NA 0.04 0.00 0.00 NA 0.05 0.36 0.13 NA Max AllowLd lntr. KL/r (lb) P/Pa Value 207 3292.5 {c) 0.47 0.91 .... 2001 North American Specification n Project: Westfield Carlsbad , ., ., Model: Timmer at Dual Stud System at K.1 -611 trimmer at double door (_) .-) C .. Combined Bending and Axial Load Axial Ld Bracing (in) Span (lb) Kyly KtLt Right Span 0.0 (t) None None Right Cantilever 0;0 (t) None None Member Interconnection Spacing = 12.00 in See NASPEC C4.5 for add'nl interconnection requirements ' Max Kllr N.A. N.A. Allow Ld (lb) 31618.9 (t) 31618.9 (t) Date: P/Pa 0.00 0.00 Page2/2 o V-24 1/8/2014 lntr. Value 0.24 0.16 0 0 0 §DCI Project No. Sheet No. I 3 OS"\ -ool. S? V-25 EnGtnEEF!S Date Project WPc.t.kDI ,\ (;1v\S ba.J t /1-/ N Subject By Sf~ T~mmb62--@., S~ @. k,I q' ~~~ Pt,: -rt-:z.mMt,,...,_.-=-3ot _:_.3X ~ S.. rMuc:ffo;'l = . L>.{)$@ (r(fF--0.11 _J}J~.,..,_,.,.., ___ ,r:_,,__ U[.l1f1rl:. 39ftf-(O-'fl )== 2-9:.._.etf 'f'~~=--ii,s-r>do/t1}Cl6 ~') =-Z7'k ft,>: r' D\_.. =' ~ ( IJ:!f.'51 -";f I 'X..s ifk) f O, ,,.:,. ( ~ff'!,f-'{__ L{i:;/i/·ri,) -=-151.f../~ :, ll-;>E"; ioosi.oo-~lf € 2 '1-,~~ b,z.. 6oos'2to-sl/ e 611Tfc7-m,n&,z..,. V-26 0 2001 North American Specification 0 Proje_ct: Westfield Carlsbad Model: Trimmer at Small Door at K.1 -8" Date: 1/8/2014 P1 i A2 R3 R4 15.00 ft 18.50 ft Point Loads P1 Load(lb) 246 X-Dist.(ft) 7.00 Section : 800S200-54 Single C Stud (X-X Axis) Maxo = 3738.9 Ft-Lb Moment of Inertia, I = 6.573 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Q Span Ft-Lb Maxo Ft-Lb (In) Left Span 1237.2 0.331 1181.1 96 Center·Span 1237.2 0:331 414.7 96 Right Span 546.7 0.146 241.7 · Full Combined Bending and Web Crieelfng Reaction or Load Brng Pa Pt Load P(lb) (in) (lb) R1 273.7 1.00 574.6 R2 737.1 1.00 1271.8 R3 435.9 1.00 1271.8 R4 74.3 1.00 574.6 P1 246.0 1.50 1377.7 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 273.7 0.0 1.00 R2 422.3 1237.2 1.00 R3 240.2 546.7 1.00 R4 74.3 0.0 1.00 P1 182.4 1180.4 1.00 Combined Bending and Axial Load Axial Ld Bracing (in) Span {lb) Kyly KtLt Left Span 665.0 (c) 96.0 96.0 j Center Span 0.0 (t) None None ( Right Span 0.0 (t) None None 9.00 ft Fy= 50.0 ksi Va = 2091.3 lb Ma(l:3rc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) Ratio 2332.4 0.506 0.124 U1448 2221.8 0.187 0.050 U4478 3738.9 0.065 0.004 U28411 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 0.57 No 1237.2 1.03 No 546.7 0.56 No 0.0 0.16 No 1180.4 0.53 No lntr. fntr. VNa M/Ma Unstiffen Stiffen 0.13 0.00 0.02 NA 0.20 0.33 0.15 NA 0.11 0.15 0.03 NA 0.04 0.00 0.00 NA 0.09 0.32 0.11 NA Max Allow Ld lntr. Kur (lb) P/Pa Value 137 3432.0 (c) 0.19 0.71 N.A. 19198.7 (t) 0.00 0.33 N.A. 19198.7 (t) 0.00 0.15 V-27 0 2001 North American Specification n Project: Westfield Carlsbad ,, __ ., Model: Trimmer at Small Door at K.1 -6" Point Loads Load(lb) X-Dist.(ft) P1 t 15.00 ft P1 246 7.00 Section : 600S200-54 Single C Stud (X-X Axis) 18.50 ft Maxo = 2532.9 Ft-Lb Moment oflnertia, I= 3.319 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflectio~ calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Q . Span Ft-Lb Maxo Ft-Lb (in) Left Span 1237.2 0.488 1181.1 96 Center Span 1237.2 0.488 414.7 96 Right Span 546.7 0.216 241.7 Full Combined Bending and Web Crieeling Reaction or Load Brng Pa Pt Load P(lb) (In) {lb) R1 273.7 1.00 598.9 R2 737.1 1.00 1295.2 R3 435.9 1.00 1295.2 R4 74.3 1.00 598.9 P1 246.0 1.50 1403.1 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 273.7 0.0 1.00 R2 422.3 1237.2 1.00 R3 240.2 546.7 1.00 R4 74.3 0.0 1.00 P1 182.4 '1180.4 1.00 Combined Bending and Axial Load Axial Ld Bracing (in) Span (lb) KyLy KtLt Left Span 665.0 (c) 96.0 96.0 Center Span 0.0 (t) None None QRightSpan 0.0 (t) None None Date: 9.00 ft Fy= 50.0 ksi Va = 2822.9 lb 1/8/2014 Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) Ratio 1635.5 0.722 0.246 U731 1565.1 0.265 0.098 U2262 2532.9 0.095 0.008 U14349 Mmax lntr. Stiffen {Ft-Lb) Value Req'd? 0.0 0.55 No 1237.2 1.17 No 546.7 0.62 No 0.0 0.15 No 1180.4 0.68 No lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.10 0.00 0.01 NA 0.15 0.49 0.26 NA 0.09 0.22 0.05 NA 0.03 0.00 0.00 NA 0.06 0.47 0.22 NA Max Allow Ld lntr. KIJr (lb) P/Pa Value 131 3318.2 (c) 0.20 0.95 N.A. 15809.5 (t) 0.00 0.49 N.A. 15809.5 (t) 0.00 0.22 5DCI enGJnEEAS. . 0 Project J/e51--h'.etd ~:d,lociJ Subject Iii.:>.~ ~b: £ ytt SnP ffi:J-S $10-;1\l?IE :lS ON'k'ef t/1:1 "1'~ (p.trn\~ S\'-1 0 () j Project No. Sheet No. l3os-r -00&$' V-28 Date 1/1(/y BY5(/1 . tJ~i'~.::>::. ~Zr,sf 1-l,~3:, t/~rf. f't-t0tt-= 3,'2-F ,c C NI: \'Oft:)':: /lgJ/6> :. {vse:. ~ lfoo ~-c!X) ~{,<g ~ ~mmcf7t-A {'Se~ t.(r ~f'l~dll1PV1) 2001 North American Specification Project: Westfield Carlsbad Model: Trimmer 6 P1 t Date: 1/10/2014 Unit Ld lb/ft ~--~---T---------,t 14.00 ft Point Loads P1 Load(lb) 1120 X-Dist.(ft) 10.00 Section : (2) 400S300-68 Back-to-Back C Stud (X-X Axis) Maxo = 4015.7 Ft-Lb Moment of Inertia, I= 4.197 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural. and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-lb (in) Left Span 2657.4 0.662 2161.8 96 Right Span 2657.4 0.662 2123.3 96 Combined Bending and Web Crieeling Reaction or Load Brng Pa Pt Load P(lb) (in) (lb) R1 431.2 1.00 4283.5 R2 1733.7 1.00 5843.8 R3 -442.9 1.00 4283.5 P1 1120.0 1.50 6051.0 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 431.2 0.0 1.00 R2 1290.8 2657.4 1.00 R3 442.9 0.0 1.00 P1 1119.2 2161.8 1.00 R2 R3 6.00 ft Fy= 50.0 ksi Va= 9741.8 lb Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) Ratio 4015.7 0.538 0.370 U454 4015.7 0.529 0.060 U1201 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 0.11 No 2657.4 0.99 No 0.0 0.11 No 2161.8 0.74 No lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.04 0.00 0.00 NA 0.13 0.66 0.46 NA 0.05 0.00 0.00 NA 0.11 0.54 0.30 NA E.DCI 1neeFts Project Date 0~) f---_ __:!....;.W.....:...es=--~..:...:.:e1::::.:..J;;__-=---1t;_;;_~_..;;~J;,___ ___ -t-------r--'_,-..,.....r __ /2_r_--i -.... ..... f· Subject By J p,lf- ( l/4Jl :D£FL.P:CTIDN ;:; r~c_')<. &·f" T'-(.f' fl'.'.,,/.l L 9"f v..r,1 I_. 'tf4.tl-{Z 26/r I 1b.S -e: 051! · (::;) # IZ. 9C-/<eW 10 l-G- V&( ( ~ 31!f x., -:::: ui-z ,J,s :;:, 6k ::w ~ :, tl~{l_ l 3) $"'\JoY-/JtN5 10 (O?Y.~ il'"'t-ll z. { 3) x-m-r~ ~ Hi I /ls" :. 6{< • • • ~ J ~ • I • , 1 ~ : ; : ~ • : ' ~ I-: i ~ 1 :• • • \ " ; : : ' ! • i , 1 , , • : : : • ~, ' •• ,' • f : . .-.. ~ 0 0. 0 -oc1 ---EnGlnEERS Project tJ j <?>r/f ef Subject I. "J..!~ ' CavlshJ 00<;_' I.; : (5'' { b "l Project No. '3o5-l -ooG7 Sheet No. V-31 Date J/Z/ Ir By Jf,4- ' , _ -. ·,;_ ~i-l ~. is:,,> ~~roi>~"'~· &,T •F ~~dCWL;) -· ____c·W~t;. 1 21rJ( }G,_k/2) =. /Wj1th ' ; I I I -~ .. ---· - -/4-~ . ~ . r' A --~ [/Jsf!:~):;c}S /62,. -1{3 f3ott0 HO/'< ( [~~ Urf.5~) @ ~-WN(ff 5-rucU> 4Kltl5:, ·Wu=. /o?.o pt~"'-5tZ" · H()ILI ·7 . tJ lJ: -'39-p~{ /6A-/t} -= 7=96pt/-:) wt()'{"' /3/61'1- CeoN~ !T)' ::) V!e'"; [2) 1JJo 5 /1/lr?J; &xe1::i Hort-@H/)22-\ 5~ "k ~te-OV,P.17. - ( ~ 'T°JZ;Jn-J~ ~ &.Jw;td =-~:Z.psf-(/1//1-/'1--): 2zyg1.f :-~ fJ !)tD l"Z> t/ oo s zw-'l'f 13<:;y.ll) HD't-(Mm.) e 8,1)4l-'?. 5DCI enGlnEEAS Project No. /Josi-ooet Sheet No. V-32 • Project j Date 0 1-----~-l-,I..' ;....:..:,T .e/~~~-------------f--'~~---1 Subject 0 I , • -· 0 By :;fA- /~J SW(u(.f--ONW,1:f. it'' '6!!.- -~i, :::-'2-~J>.i'f-{~ ¥ff) = 1?Zf1,t- W1u == ~I fS~ { !~,1-~) c:. _ /G'S per (,,J--,~;;;. 99Jptf === 'i?:&1d*== tJ()1,.-,::;c &F--rl al/ 4-~ =-J02op,I- Ww = /6'$Ptr--' W1t?Z =-I /ti' err '" Vse=; @//1()0!, /(ptz.-G"t/ Bot t::t> H~t2-&1.-l 11wl11/- . ~ {z)f()()S//,t.--~t/ Be,1-#J HtJ/'l..&-1Jlf ~ fJ_ Ho~ J.1-· V-33 0 2001 North American Specification 0 Project: Westfield Carlsbad Model: HOR 1 . R1 7.00 ft Section: {2) 800S162-43 Boxed C Stud (X-XAxis) Maxo = 3356.8 Ft-Lb Moment of Inertia, I = 9.000 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Span Center Span Mmax Ft-Lb 1157.6 Mmax/ Maxo 0.345 Combined Bending and Web Crippling Reaction or Load Pt Load P(lb) R1 661.5 Mpos Ft-Lb 1157.6 Bracing (in) 96 R2 661.5 Q Combined.Bendina and Shear Brng (In) 1.00 1.00 Pa (lb) 493.9 493.9 0 Reaction or Pt Load R1 R2 Vmax (lb) 661.5 661.5 Mmax (Ft-Lb) 0.0 0.0 Va Factor 1.00 1.00 Date: Fy= 33.0 ksi Va = 2102.3 lb 1/9/2014 R2 Deflection Ma(Brc) Ft-Lb 3356.8 Mpos/ Ma(Brc) 0.345 (in) Ratio VNa 0.31 0.31 Mmax (Ft-Lb) 0.0 0.0 M/Ma 0.00 0.00 0.027 U3120 lntr. Value 1.61 1.61 lntr. Unstiffen 0.10 0.10 Stiffen Req'd? YES YES lntr. Stiffen NA NA V-34 0 ., 2001 North American Specification O Project: Westfield Carlsbad \ Model: HPR 'Z- R1 3.00 ft Section: (2) 800S162-33 Boxed C Stud (~-XAxis) Maxo = 2337.8 Ft-Lb Moment of Inertia, I= 6.769 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Span Center Span Mmax Ft-Lb 1336.5 Mmax/ Maxo 0.572 Combined Bending and Web Crippling Reaction or Load Pt Load P(lb} R1 1782.0 R2 1782.0 Q Combined Bending and Shear 0 Reaction or Pt Load A1 R2 Vmax (lb} 1782.0 1782.0 Mpos Ft-Lb 1336.5 Bmg (in) 1.00 1.00 Mmax (Ft-Lb) 0.0 0.0 Bracing (in) 72 Va Factor 1.00 1.00 Pa .(lb) NA NA Date: Fy= 33.0 ksi Va= 948.0 lb 1/9/2014 A2 Deflection Ma(Brc) Ft-Lb 2337.8 · Mpos/ Ma(Brc) 0.572 (in) Ratio VNa 1.88 1.88 Mmax (Ft-Lb) 0.0 0.0 M/Ma 0.00 0.00 0.008 U4743 lntr. Value NA NA lntr. Unstiffen 3.53 3.53 Stiffen Req'd? YES YES lntr. Stiffen NA NA V-35 0 2001 North American Specification 0 Project: Westfield Carlsbad Model: HOR 3 R1 10.00 ft Section : (2) 400S200-97 Boxed C Stud (X-X Axis) Maxo = 5305.0 Ft-Lb Moment of Inertia, I = 4.310 in~ Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Span Center Span Mmax Ft-Lb 2800.0 Mmax/ Maxo 0.528 Combined Bending and Web Crippling Reaction or Load Pt Load P{lb) R1 1120~0 Mpos Ft-Lb 2800.0 Bracing (In) 96 R2 1120.0 Q Combined Bending and Shear Brng (in) 1.00 1.00 Pa {lb) 3627.0 3627.0 CJ Reaction or Pt Load R1 R2 Vmax {lb) 1120.0 1120.0 Mmax (Ft-Lb) 0.0 o.o Va Factor 1.00 1.00 Date: Fy= 50.0 ksi Va= 13315.7 lb 1/9/2014 R2 Deflection Ma{Brc) Ft-Lb 5305.0 Mpos/ Ma(Brc) 0.528 (in) Ratio VNa 0.08 0.08 Mmax {Ft-Lb) 0.0 0.0 M/Ma 0.00 0.00 0.278 U432 lntr. Value 0.37 0.37 lntr. Unstiffen 0.01 0.01 Stiffen Req'd? No No lntr. Stiffen NA NA V-36 0 2001 North American Specification -~ Project: Westfield Carlsbad l,_j Model: HDR 4 (6 in Wall) R1 6.00ft Section : (2) 600S162-54 Boxed C Stud (X-X Axis) Maxo = 5054.2 Ft-Lb Moment of Inertia, I= 5.721 in"4 Loads have not been modified for strengtli checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Span Center Span Mmax Ft-Lb 4275.0 Mmax/ Maxo 0.846 Combined Bending and Web Crippling Reaction or Load Pt Load P(lb) R1 2850.0 R2 2850.0 . Q Combined Bending and Shear Reaction or Pt Load R1 R2 Vmax (lb) 2850.0 2850.0 Mpos Ft-Lb 4275.0 Brng (In) 1.00 1.00 Mmax (Ft-Lb) 0.0 0.1 Bracing (in) 72 Pa (lb) 1197.9 1197.9 Va Factor 1.00 1.00 Date: Fy= 50.0 ksi Va = 5645.8 lb 1/9/2014 R2 Deflection Ma(Brc) Ft-Lb 5054.2 Mpos/ Ma(Brc) 0.846 (in) Ratio VNa 0.50 0.50 Mmax (Ft-Lb) 0.0 0.1 M/Ma 0.00 0.00 0.115 U627 lntr. Value 2.86 2.86 lntr. Unstiffen 0.25 0.25 Stiffen Req'd? YES YES lntr. Stiffen NA NA ,r")Project: Westfield Carlsbad \_ ,1 Model: HOR 4 -a, in wall 2001 North American Specification Date: :··· ~--·········--.. ·---·-··-,---... ······ ··-··----·-,_ ................ _, __ .,.,_ .. _._,,. .................... _, --··--·········-----·---· -··········· . 1188.0 • _, _._ ••• _, • •• ,... .• , •-· • ··-•••n• ,.._,., -·--.,,,, .• •• •• •• •••• ••• ,,. _., ••'••-' "-, •-••• • • • • • •• ••• ,,., • ·•-•••• • • ,_.., • • ·•· •••,•• •. • ••·-·-,,. ,.,.,., ••-·•• • • • • ... ••• • _,, • - R1 6.00 ft Section: (2) 800S162-54 Boxed CStud (X-XAxis) Maxo = 6131.8 Ft-Lb Moment of Inertia, I= 11.200 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Fy= 50.0 ksi Va= 4182.6 lb V-37 1/9/2014 Unif Ld lb/ft R2 Deflection 0 Span Center Span Mmax Ft-Lb 5346.0 Mmaid Maxo 0.872 Mpos Ft-Lb 5346.0 Bracing (in) 72 Ma(Brc) Ft-Lb 6131.8 Mpos/ Ma(Brc) 0.872 (in) Ratio Combined Bending and Web Crippling Reaction or Load Pt Load P(lb) R1 3564.0 .~-R2 3564.0 (J Combined Bending and Shear Reaction or Pt Load R1 R2 Vmax (lb) 3564.0 3564.0 Brng (in) 1.00 1.00 Mmax (Ft-Lb) o.o 0.0 Pa (lb) 1149.1 1149.1 Va Factor 1.00 1.00 VNa 0.85 0.85 Mmax (Ft-Lb) 0.0 0.0 M/Ma 0.00 0.00 0.073 U981 lntr. Value 3.72 3.72 lntr. Unstiffen 0.73 0.73 Stiffen Req'd? .YES YES lntr. Stiffen NA NA ., 0 0 0 5DCI Project No. Sheet No. ,~()~t 'f1P11Y V-38 enG1neeRs Project Date IJ e.s-r f¾.a.:r:> ~$BAP l/?/73 Subject By SPA ----~ _-_. _ TYeuat,.. 5 T"tJD t£ No ~T-eit?J~ Al-ON-er ff1< k. 41 ( -. -------(s\\Jt=> 1.. \ -·-· -. . . . . · J ~ON E" l\ ' • ;_ ---..... ---~-· ____________ . _ _ _ _ GJ (;AJ,,J w,.,;rrJ = e,2. ~ p >r I 1,'!,,1.-:fH -°{)opii:. I . I 1fl; f ,,,,, :;, '2.B FY CJ ,?1 /,--) {/7lf/1.) "" '2-(,~ 11,s. . ~ r {J_.s~: ax>sw_:q~~~: &G 11 ~ @'Pr'f. s 11S-r!.O TPt-lEtf l { $lfl:, Ur B~ ovrr.Jv1) · g_y,1 .. JONt; !i,, <iJwr«l = .YO$psf(t,¢f',J-)~ _-51/J?it: f' oL. = '240 f ~s : .. vse--:. 300$"20C-S'f O./J 11oc (E .,-yf. 8 1151\J\:I ~l::'t;" {.5(:;e llr8Ylrl1f:fL Oiff Ptrr" R.v/1 =-31'/ tbs ,~(. V-39 0 2001 North American Specification O Project: Westfield Carlsbad _ Model: Zone 4 Typ Stud at K.9 R1 17.00 ft Section : 800S200-43 Single C Stud (X-X Axis) Maxo = 2128.4 Ft-Lb Moment of Inertia, I= 5.302 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0. 70 for deflection calculations Flexural and Deflection Check Span Center Span Mmax Ft-Lb 1083.8 Mmax/ Maxo 0.509 Combined Bending and Web Crippling Reaction or Load Pt Load P(lb) R1 255.0 Mpos Ft-Lb 1083.8 Bracing (in) 96 0 R2 255.0 , Combined Bending and Shear Brng (In) 1.00 1.00 Pa (lb) 246.9 246.9 React.ion or vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 255.0 0.0 1.00 R2 255.0 0.0 1.00 Combined Bending and Axial_ Load Axial Ld B'racing (in) Span (lb) KyLy KtLt Center Span 260.0 (c) 96.0 96.0 0 Date: 117/2014 R2 Fy= 33.0 ksi Va= 1051.2 lb Ma{Brc) Ft-Lb 1493.3 Mpos/ Ma(Brc) 0.726 VNa 0.24 0.24 Max KL/r 136 Mmax (Ft-Lb) 0.0 0.0 M/Ma 0.00 0.00 Allow Ld (lb) 2592.1 (c) Deflection (in) Ratio 0.252 UBOB lntr. Value 1.24 1.24 lntr. Unstiffen 0.06 0.06 P/Pa 0.10 Stiffen Req'd? YES YES lntr. Stiffen NA NA lntr. Value 0.83 V-40 0 2001 .North American Specification 0. Project: Westfield Carlsbad Model: Zone 5 Typ Stud at K.9 R1 Section : 800S200-54 Single C Stud (X-X Axis) 17.00 ft Maxo = 3738.9 Ft-Lb Moment of Inertia, I = 6.573 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Span Center Span Mmax Ft-Lb 1950.8 Mmax/ Maxo 0.522 Combined Bending and Web Crippling Reaction or Load Pt Load P(lb) R1 459.0 Mpos Ft-Lb 1950.8 Bracing (in) 96 R2 459.0 Q Combined Bending and Shear Brng (in) 1.00 1.00 Pa· (lb) 574.6 574.6 Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 459.0 0.0 1.00 R2 459.0 0.0 1.00 Combined Bending and Axial Load Axial Ld Bracing (in) Span (lb) KyLy KtLt Center Span 260.0 (c) 96.0 96.0 () \._ Date: 1/7/2014 Fy= 50.0 ksi Va= 2091.3 lb Ma(Brc) Ft-Lb 2135.4 Mpos/ Ma(Brc) 0.914 VNa 0.22 0.22 Max KL/r 137 Mmax (Ft"Lb) 0.0 0.0 M/Ma 0.00 0.00 Allow Ld (lb) 3432.0 (C) Deflection (in) Ratio 0.366 U557 lntr. Value 0.96 0.96 lntr. Unstiffen 0.05 0.05 P/Pa 0.08 Stiffen Req'd? No No lntr. Stiffen NA NA lntr. Value 0.99 0 0 () -Project No. Sheet No. --enc;1neeRs /30S-/--OlS~ V-41 Project -"{NijMJL ~d)bJ Date I/ r/ Ii Subject By :5f'A- --. · : ... : ... --~ hf/l/..,. Re-,µ,tHr -Vv,«...--.Srvo ~-<s1c:ra -Type 1 ({b" 'E¾ .5{/. :1-w. sr._o) ------. ----RE£:._S.~.!l-ON 2/A,1,IO -:-:..:·.~ :~.--_-_ --_ 5'-n>t;:. 2. P?tJ E S: ( WOt>r OOSq-) 1 l"'b,S "i fl,L,:;. 2~ S ~ 1-f&i°f,f( /f3'3') . . !2;!..r:J_/k:~ \? \:)G.'<"~ -::-~\€C!!.uo--cck \-'? u:l~l\~\Jl<ol"~ • e h"-rQf,tfr.P- i"-= .... 3-:,-,11r,.1-.. 1t::rps1 =-%:rf r>~= qre;f z;oµe; *--, -~ ~= :.-zi.~~ ... ~-,'i. ~~& ~ --:sz±f Pt~ ... · 2-2-·.'§"esf- s-we. \... Ct/Mit,(-t/lp,f-U!S'} = S-~e,f bN~S") - tJ....,,,,,.J =-zz.~(I.~)= "3,o '?'~ (~f-$'1) - r I)_, = top,,,f-(t,,~3f'1--<1-ft-) ~102-it., oii-r~ --=- .. ~ /}5,G: $Cl0 S/fo-Z. -~8@/if()/C, A-r S---r11D ~ ~?of.IS .;-N . __ ---~~-u~ '"l.. (A-r~<JD =. ~'rz.""'USf::c~iz. .... us~,., -:_~;~5i ;:) -(-rGF lf;r g~~ ortrPvT) ' V) (N 7:os->~_11_; : ·: . fi?N (;-S:: \ ~f (i') (0.~)::'~"3,"')lb, S.b t:>:.f-(:t')(O,~>)=jJ_Z.l!e, p~,,J I '11!~~~~=-~ /1,-1._[~~{o~.9i)~ I GI lk . --r~--u,J 'l. ~ Z~'l./h'>{M)~ z7q(k:, '/4.6.1~'1. o. qs-J:= 'jC/3/bs P~--UIJ~ ~ '25lf /1,s(O/j); Z21 ,~,> _6/66/½(ac,))= lj"/3/bs . fpt... ~"I¼' it q_-z.tJJ({'),Cf )~ _ ~31i-s, ./4,Cf fl!d o,qr-) ::::. /ti It? --, ' .. ~ 'P~ ~ ~ ii.5rJ(in)0,s'-) (o-1) ;. JIJf /ps/(il,J~)(crsX 0-.r:,>") ~ ;;:;-z.~lbi CJ·' i' =-~1.!-f.12--lb -- ,-~ use: (!!. ~tJt 'I ; ,goos lil<V-Ll3 e /6 11 oic.. 0~ . 600 S i(x)·-Sf./ @/61,-Qf,(.. <E. zotJe §': ~oo s ZJ>O-t:;tf @t6artc.. C>f2. sz.t,z:;..: 6 ~l6 tf otc. Or2'S;t0,\g O,C\.~0-\~ -:= O,Cft;" 1-6 -t-0,IK /,,3 rfq,f'(, ::o.r:ro V-42 0 2001 North American Specification O Project:-Westfield Carfsbad Model: Stud 1 $,v() z.A-[v,Nl=;./t) t R1 R2 7.70 ft 7.70 ft Section : 800S162-33 Single C Stud (X-X Axis) Maxo = 1168.9 Ft-Lb Moment oflnertia, I= 3.384 in"4 Loads have not been modified for strengJh checks Loads have been multiplied by·0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Left Span 177.9 0.152 142.3 96 Center Span 177.9 0.152 44.5 96 Right Span 177.9 0.152 142.3 Full Combined Bending and Web Crippling Reaction or Load Brng Pa 0 Pt Load P(lb) (in) {lb) R1 92'4 1.00 NA R2 254.1 1.00 NA R3 254.1 1.00 NA R4 92.4 1.00 NA Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 92.4 0.0 1.00 R2 138.6 177.9 1.00 R3 138.6 177.9 1.00 R4 92.4 0.0 1.00 0 R3 Date: 7.70 ft Fy= 33.0 ksi Va= 474.Dlb 1/7/2014 t~& Unif Ld <?.:ct lb/ft t R4 Ma(Brc) Mpos/ Deflection Ft-Lb Ma{Brc) (in) Ratio 793.4 0.179 0.009 U10509 887.5 0.050 0.001 U140682 1168.9 0.122 0.009 U10513 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 NA YES 177.9 NA YES 177.9 NA YES 0.0 NA YES lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.19 0.00 0.04 NA 0.29 0.15 0.11 NA 0.29 0.15 0.11 NA 0.19 0.00 0.04 NA V-43 0 2001 North American Specification ('Project: Westfield Carlsbad "--..JModel: Stud 1 7.70 ft R2 Seciio·n.: 800S162-33 Single C Stud (X-X Axis) 7.70 ft Maxo = 1168.9 Ft-Lb Moment of Inertia, I = 3.384 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Left Span 326.1 0.279 260.9 96 Center Span 326.1 0.279 81.5 96 Right Span 326.1 0.279 261.0 Full Combined Bending and Web Crippling Reaction or Load Brng_ Pa 0 Pt l.oa~ P(lb) {in) (lb) R1 169.4 1.00 NA A2 465.9 1.00 NA A3 465.9 1.00 NA R4 169.4 1.00 NA Combined Bending and Shear· Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 169.4 0.0 1.00 R2 254.1 326.1 1.00 R3 254.1 326.1 1:00 A4 169.4 0.1 1.00 0 R3 Date: 7.70 ft Fy= 33.0 ksi Va= 474.0 lb 1/7/2014 Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) Ratio 793.4 0.329 0.016 U5728 887.7 0.092 0.001 U74415 1168.9 0.223 0.016 U5724 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 NA YES 326.1 NA YES 326.1 NA YES 0.1 NA YES lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.36 0.00 0.13 NA 0.54 0.28 0.37 NA 0.54 0.28 0.37 NA 0.36 0.00 0.13 NA 0 Project: Westfield Carlsbad Model: Stud 2 -Zone 4 -8" P6 P1 t t .. R1 2001 North American Specification $-n>l) 2.. B C~l(J~q}. (cg'") P2 P3 t t • R2 Date: P4 P5 t t • R3 Page1/2 o V-44 1ll/2014 16.00 ft 18.50 ft 7.00 ft Point Loads P1 P2 P3 P4 P5 PS Load(lb) 83 229 229 83 233 256 X-Dist.(ft) 9.50 17.20 24.90 32.60 38.00 4.75 Section : 800S200-43 Single C Stud (X-X Axis) Maxo = 2128.4 Ft-Lb Moment of Inertia, I= 5.302 in"4 Loads have not been modified for strength checks Loads have been multlplled by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos ~racing Span i=t-Lb Maxo Ft-Lb (In) . Left Span 788.7 0.371 788.7 96 Q Right Span 8-15.3 0.383 487.9 96 Right Cantilever 815.3 0.383 487.5 Full Combined Bending and Web Crleellng Reaction or Load Brng Pa Pt Load P(lb) (in) (lb) R1 166.0 1.00 246.9 R2 511.6 1.00 542.0 R3 435.3 1.00 542.0 P1 83.0 1.50 590.4 P2 229.0 1.50 590.4 P3 229.0 1.50 590.4 P4 83.0 1.50 590.4 P5 233.0 1.50 590.4 P6 256.0 1.50 590.4 Combined Bending and Shear · Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 166.0 0.0 1.00 R2 338.7 762.7 1.00 R3 233.0 815.3 1.00 P1 173.0 362.5 1.00 P2 338.7 361.8 1.00 P3 119.3 487.9 1.00 P4 202.3 430.2 1.00 P5 . 233.0 0.2 1.00 P6 166.0 786.4 1.00 Q Combined Bending and Axial Load Axial Ld Bracing (in) Span (lb) Kyly KtLt Left Span 509.0 (c) 96.0 96.0 Fy= 33.0 ksi Va = 1051.2 lb Ma(Brc) Mpos/ Deflection Ft-lb Ma(Brc) (in) Ratio 1585.1 0.498 0.096 U1992 1633.7 0.299 0.044 U5100 2128.4 0.229 0.112 U1502 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 0.81 No 762.7 1.49 No 815.3 1.35 No 362.5 0.34 No 361.8 0.64 No 487.9 0.69 No 430.2 0.37 No 0.2 0.47 No 786.4 0.89 No lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.16 0.00 0.02 NA 0.32 0.36 0.23 NA 0.22 0.38 0.20 NA 0.16 0.17 0.06 . NA 0.32 0.17 0.13 NA 0.11 0.23 0.07 NA 0.19 0.20 0.08 NA 0.22 0.00 0.05 NA 0.16 0.37 0.16 NA Max Allow Ld ·lntr. KL/r (lb) P/Pa Value 136 2592.1 (c) 0.20 0.71 0 Project: Westfield Carlsbad Model: Stud 2 -Zone 4 -a• Combined Bending and Axial Load 0 0 Span Right Span Right Cantilever Axial Ld (lb) 0.0 (t) 0.0 (t) ~001 North American Specification Bracing {in) Kyly Ktlt None None None None · Max KL/r N.A. N.A. Allow Ld (lb) 10167.4 (t) 10167.4 (t) Date: P/Pa 0.00 0.00 Page2/2 o V-45 117/2014 lntr. Value 0.38 0.38 Page1/2 o V-46 2001 North American Specification !~ Project: Westfield Carlsbad '-.. __.I-Model: Stud 2 -Zone 5 -8" P6 P1 t t • R1 P2 t • R2 Date: 117/2014 P3 P4 P5 t t t • R3 16.00 ft 18.50 ft 7.00 ft Point Loads P1 P2 P3 P4 P5 PS Load(lb) 161 443 443 161 372 492 X-Dist.(ft) 9.50 17.20 24.90 32.60 38.00 4.75 Section : 800S200-54 Single C Stud (X-X Axis) Maxo = 3738.9 Ft-Lb Moment oflnertia, I = 6.573 io"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpcis Bracing Span Ft-Lb Maxo Ft-Lb (in) Left Span 1547.0 0.414 1494.6 96 :=) Right Span 1547.0 0.414 1039.6 96 ! Right Cantilever 1301.6 0.348 778.2 Full Combined Bending and Web Crleellng Reaction or Load Btng Pa Pt Load P(lb) (In) (lb) R1 314.7 1.00 574.6 R2 1012.3 1.00 1271.8 R3 745-,1 1.00 1271.8 P1 1s1:o 1.50 1377.7 P2 443.0 1.50 1377.7 P3 443.0 1.50 1377.7 P4 161.0 1.50 1377.7 PS 372.0 1.50 t377.7 P6 492.0 1.50 1377.7 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 314.7 0.0 1.00 A2 673.9 1547.0 1.00 R3 373.1 1301.6 1.00 P1 338.3 654.4 1.00 P2 673.9 749.0 1.00 P3 230.9 1039.6 1.00 P4 373.1 591.7 1.00 PS 372.0 0.4 1.00 P6 314.7 1490.2 1.00 (') Combined Bending and Axial Load \_ Axial Ld Bracing (In) Span (lb} KyLy KtLt Left Span 509.0 (c) 96.0 96.0 Fy= 50.0 ksi Va= 2091.3 lb Ma(Brc) Mpos/ Deflection Ft-Lb Ma{Brc) (in) Ratio 2401.4 0.622 0.143 L/1344 2494.0 0.417 0.095 L/2347 3738.9 0.208 0.092 L/1822 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 0.66 No 1547.0 1.37 No 1301.6 1.05 No 654.4 .0.32 No 749.0 0.59 No 1039.6 0.66 No 591.7 0.30 No 0.4 0.32 No 1490.2 0.83 No lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.15 0.00 0.02 NA 0.32 0.41 0.28 NA 0.18 0.35 0.15 NA 0.16 0.18 0.06 NA. 0.32 0.20 0.14 NA 0.11 0.28 0.09 NA 0.18 0.16 0.06 NA 0.18 0.00 0.03 NA 0:15 0.40 0.18 NA Max Allow Ld lntr. KL/r (lb) P/Pa Value 137 3432.0 (c) 0.15 0.77 OProject: Westfield Carlsbad Model: Stud 2 -Zone 5 -8" Combined Bending and Axial Load 0 0 Span Right Span Right Cantilever Axial Ld (lb) 0.0 (t) 0.0 {t) 2001 North American Specification Bracing (in) Kyly Ktlt None None None None Max KUr N.A. N.A. Allowld {lb) 19198.7 (t) 19198.7 (t) Date: P/Pa 0.00 0.00 Page2/2 o V-47 1/7/2014 lntr. Value 0.41 0.35 Page1/2 o V-48 2001 North American Specification QProJect: Westfield Carlsbad 'S-"tut) '2-P.::. ('tfz;> l\f 6" 4) (fl' 2 -...... Model: Stud 2 -Zone 4 -6" Date: 1/7/2014 - P6 P1 P2 P3 P4 P5 t t· t t t t .I. • • R1 R2 R3 16.00 ft 18.50 ft 7.00 ft Point Loads P1 P2 P3 P4 P5 PS Load(lb) 83 229 229 83 233 256 X-Dist.(ft) 9.50 17.20 24.90 32.60 38.00 4.75 Section : 600S200-54 Single C Stud (X-X Axis) Maxo = 2532.9 Ft-Lb Moment of Inertia, I = 3.319 inll4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Left Span 788.7 0.311 788.7 96 QRightSpan 815.3 0.322 487.9 96 Right Cantilever 815.3 0.322 487.5 Full Combined Bending and Web Crieeling Reaction or Load Brng Pa Pt Load P(lb) {in) (lb) R1 166.0 1.00 598:9 R2 511.6 1.00 12~5.2 R3 435.3 1.00 1295.2 P1 83.0 1.50 1403.1 P2 229.0 1.50 1403.1 P3 229.0 1.50 1403.1 P4 83.0 1.50 1403.1 PS 233.0 1.50 1403.1 P6 256.0 1.50 1403.1 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb} (Ft-Lb) Factor R1 166.0 0.0 1.00 R2 338.7 762.7 1.00 R3 233.0 815.3 1.00 P1 173.0 362.5 1.00 P2 338.7 361.8 1.00 P3 119.3 487.9 1.00 P4 202.3 430,2 1.00 P5 233.0 0.2 1.00 P6 166.0 786.4 1.00 o Combined Bending and Axial Load Axial Ld Bracing (in) Span (lb) KyLy KtLt Left Span 509.0 (c) 96.0 96.0 Fy= 50.D ksi Va = 2822.9 lb Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) Ratio 1676.6 0.470 0.154 U1247 1764.8 0.276 0.070 U3193 2532.9 0.192 0.179 U940 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 0.33 No 762.7 0.78 No 815.3 0.73 No 362.5 0.21 No 361.8 0.34 No 487.9 0.39 No 430.2 0.24 No 0.2 0.20 No 786.4 0.53 No lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.06 0.00 0.00 NA 0.12 0.30 0.11 NA 0.08 0.32 0.11 NA 0.06 0.14 0.02 NA 0.12 0.14 0.03 NA 0.04 0.19 0.04 NA 0.07 0.17 0.03 NA 0.08 0.00 0.01 NA 0.06 0.31 0.10 NA Max Allow Ld lntr. KUr (lb) P/Pa Value 131 3263.8 (c) 0.16 0.64 ('Project: Westfield Carlsbad '--}Model: Stud 2 -Zone 4 -6" Combined Bending and Axial Load C) () Span Right Span Right Cantilever Axial Ld (lb) 0.0 (t) 0.0 (t) 2001 North American Specification Bracing (in) Kyly Ktlt None None None None Max KlJr N.A. N.A. Allow Ld (lb) 15809.5 (t} 15809.5 (t) · Date: P/Pa 0.00 o:oo Page2/2 o V-49 1/7/2014 lntr. Value 0.32 0.32 ;~ Project: Westfield Carlsbad \_j Model: Stud 2 -Zone 5 -6" P6 P1 '1, t t R1 2001 North American Specification · · , ( II} S\IJC "2--B (-eo1vG; 5; 6 _ P2 P3 t t T R2 Date: P4 P5 t t T R3 Page1/2 o V-50 117/2014 16.00 ft 18.50 ft 7.00 ft Point Loads P1 P2 P3 P4 P5 P6 Load(lb) 161 443 443 161 372 492 X-Dist.(ft) 9.50 17.20 24.90 32.60 38.00 4.75 Section : 600S200-68 Single C Stud (X-X Axis) _ Maxo = 3642.4 Ft-Lb Moment of Inertia, I = 4.101 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax· Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Left Span 1547.0 0.425 1494.6 96 Q Right Span 1547.0 0.425 1039.6 96 1 Right Cantilever 1301.6 0.357 778.2 Full Combined Bending and Web Crippling Reaction or Load Brng Pa Pt Load P(lb) (In) (lb) R1 314.7 1.00 914.4 R2 1012.3 1.00 1997.7 R3 745.1 1.00 1997.7 P1 161.0 1.50 2152.1 P2 443.0 1.50 2152.1 P3 443.0 1.50 2152.1 P4 161.0 1.50 2152.1 P5 372.0 1.50 2152.1 P6 492.0 1.50 2152.1 Combined Bending and Shear Reaction or · Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 314.7 0.0 1.00 R2 673.9 1547.0 1.00 RS 373.1 1301.6 1.00 P1 338.3 654.4 1.00 P2 673.9 749.0 1.00 P3 230.9 1039.6 1.00 P4 373.1 591.7 1.00 P5 372.0 0.4 1.00 P6 314.7 1490.2 1.00 ( J Combined Bending and Axial Load "-~ Axial Ld Bracing (In) Span (lb) Kyly KtLt _Left Span 509.0 (c) 96.0 96.0 Fy= 50.0 ksi Va = 5350.3 lb Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) Ratio 2090.5 0.715 0.229 U838 2162.4 0.481 0.152 1/1464 3642.4 0.214 0.148 U1137 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 0.41 No 1547.0 1.03 No 1301.6 0.80 No 654.4 0.27 No 749.0 0.45 No 1039.6 0.53 No 591.7 0.25 No 0.4 0.21 No 1490.2 0.68 No lntr. lntr. VNa M/Ma Unstiffen Stiffen 0;06 0.00 0.00 NA 0.13 0.42 0.20 NA 0.07 0.36 0.13 NA 0.06 0.18 0.04 NA 0.13 0.21 0.06 NA 0.04 0.29 0.08 NA 0.07 0.16 0.03 NA 0.07 0.00 0.00 NA 0.06 0.41 0.17 NA Max Allow Ld lntr. KL/r (lb) P/Pa Value 133 4483.7 (c) 0.11 0.83 .. (~ Project: Westfield Carlsbad ,.JModel: Stud 2-Zone 5 -611 • Combined Bending and Axial Lo~d Span Right Span Right Cantilever Axial Ld (lb) 0.0 (t) 0.0 (t) 2001 North Amerlcan·specification Bracing (in) Kyly KtLt None None None None Max KUr N.A. N.A. Allow Ld {lb) 19682.2 (t) 19682.2 (t) Date: P/Pa 0.00 0.00 Page2/2 o V-51 1/7/2014 lntr. Value 0.42 0.36 0 0 _OCI Project No. She~\~o. e n c; 1 n e e R s 130S}c:dif Subject ,__.,_._$-Cut> k.-\ tlv,,./. (!eA4Jod) { ?J:r.l~ I/) ONL---(, 9' · . .-. · vse. ~ <goosir;z.-L/3 @ 16" Qlc.. Of<.. 6co s. '%.Oe> -t/ ~ f£ lb u tJ/:.... • . t @. ~~"'> ~, ·\ (S,t=G l,4-~tfl-l)I.)'\~°) lee wa..<J po.<~e..\-bo..(Jc... S,cie, /'L-f..oof -lc)Nff z_ lOAf). 0wtM( = ,Zffs.f-{-3,f{'tOr~•) :l./r33?j::. ~ 4°ep UC(~ . /. 11s t:. toos t'12-1.r!;i ~ /6 ''cfe.-___ "ll.) ····1,;;_· . . -. v .b'f!JD k:,/-A- V-53 0 2001 North American Specification . ~ Project: W estfie!d Carlsbad VModel: Stud K.1-8" R2 15.00 ft 18.50 ft Section: 800S162-43 Single C Stud (X-XAxis) Maxo = 1678.4 Ft-Lb Moment of Inertia, I = 4.500 in"4 J..oads have not been modified for strength checks Loads have been multiplied by o. 70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Left Span 904.7 0.539 452.0 96 Center Span 904.7 0.539 504.8 96 Right Span 658.4 0.392 330.9 Full Combined Bending and Web Crieeling Reaction or Load Brng Pa 0 Pt Load P(lb) (In) (lb) 'R1 164.7 1.00 246.9 R2 576.t 1.00 542.0 A3 472.4 · 1.00 542.0 R4 61.8 1.00 246.9 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 164.7 0.0 1.00 R2 290.8 904.7 1.00 R3 264.2 658.4 1.00 R4 61.8 0.1 1.00 Combined Bending and Axial Load Axial Ld Bracing (in) Span (lb) Kyly KtLt Left Span 665.0 (c) 96.0 96.0 Center Span 0.0 (t) None None Right Span 0.0 (t) None None Date: T· R3 9.00 ft Fy= 33.0 ksi Va= 1051.21b 1/8/2014 t R4 Ma(Brc) Mpos/ Deflection Ft-Lb Ma{Brc) (in) Ratio 942.6 0.480 0.068 U2655 936.9 0.539 0.113 U1971 1678.4 0.197 0.010 U10854 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 0.80 No 904.7 1.81 YES 658.4 1.44 No 0.1 0.30 No lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.16 0.00 0.02 NA 0.28 · 0.54 0.37 NA 0.25 0.39 0.22 NA 0.06 0.00 0.00 NA Max Allow Ld lntr. KL/r (lb) P/Pa Value 176 1468.6 (c) 0.45 0:99 N.A. 9276.2 (t) 0.00 0.54 N.A. 9276.2 (t) 0.00 0.39 V-54 0 2001 North American Specification (\Project: Westfield Carlsbad , __ }Model: Stud K.1-611 R2 15.00 ft 18.50 ft Section : 600S200-43 Single C Stud (X-X Axis) Maxo = 1436.9 Ft-Lb Moment of Inertia, I= 2.683 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Left Span 904.7 0.630 452.0 96 Center Span 904.7 0.630 504.8 96 Right Span 658.4 0.458 330.9 Full Combined Bending and Web Crieeling Reaction or Load Brng Pa 0 Pt Load P(lb) (in) (lb) R1 164.7 1.00 259.1 '! R2 576.1 1.00 553.3 R3 472.4 1.00 553.3 R4 61.8 1.00 259.1 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 164.7 0.0 1.00 R2 290.8 904.7 1.00 R3 264.2 658.4 1.00 R4 61.8 0.1 1.00 Combined Bending and Axial Load Axial Ld Bracing (in) Span (lb) KyLy KtLt l,..eftSpan 665.0 (c) 96.0 96.0 Center Span 0.0 (t) None None Right Span 0.0 (t) None None ~--) "'· Date: R3 9.00 ft Fy= 33.0 ksi Va= 1415.7 Ib 1/8/2014 Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) Ratio 1046.9 0.432 0.114 1/1583 1043.7 0.484 0.189 1/1175 1436.9 0.230 0.017 1/6471 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 0.76 No 904.7 1.88 YES 658.4 1.48 No 0.1 0.29 No lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.12 0.00 0.01 NA 0.21 0.63 0.44 NA 0.19 0.46 0.24 NA 0.04 0.00 0.00 NA Max Allow Ld lntr. KUr (lb) P/Pa Value 130 2453.3 (c) 0.27 0.90 N.A. 8385.0 (t) 0.00 0.63 N.A. 8385.0 (t) 0.00 0.46 V-55 0 2001 North American Specification r\ Project: Westfield Carlsbad 1., j Model: stud 4 -- R1 9,00 ft Section: 600S162-43 Single C Stud (X-XAxis) . Maxo = 1390.0 Ft-Lb Moment of ln!!rtia, f= 2.316 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0. 70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Center Span 698.6 0.503 698.6 96 Combined Bending and Web Crieeling Reaction or Load Brng Pa Pt Load P(lb) (In) (lb) R1 310.5 1.00 259.1 R2 310.5 1.00 259.1 () Combined Bending and Shear Reaction or Vmax Mmax. Va Pt Load {lb) (Ft-Lb) Factor R1 310.5 0.0 1.00 R2 310.5 O;O 1.00 0 Ma(Brc) Ft•Lb Date: Fy= 33.0 ksi Va= 1415.7 lb Mpos/ Ma(Brc) (in) 1/9/2014 R2 Deflection Ratio 719.2 0.971 0.104 1/1035 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 1.44 YES 0.0 1.44 YES lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.22 0.00 0.05 NA 0.22 0.00 0.05 NA " EDCI enGlnEEAS 0 Project · Subject W1~- /b' 0 0 Project No. Sheet No. /305/-()0 !' V-56 Date '/1-/ IV By srA- PONP4 f poc~ea= \% -1--rs,~ (o.<(t;) '1-,2. ~ I ,33' ~ !./',., l'[l_/~.5 w \~ = Z.."2..-S-~s.f (\.~?,,.~) (:0, CJ))'='-2~\.f ~1:;,c;: ~~~ ea.=-1(-.31--Alp~r -\'l.-=1-fS.f ")(o.err)(fp;'f_~1) = zztt /61> l.h~,:: t-/t/p;1(0.q~){fa'J1) =-ss.i_,£. /., (/Sb: <gf>OS. 7,,()o-4?. e/j/1 tt::-e,_ 1:;DN51.f i0ot io0-sir i1~c, ix... e 'tt:>IJ/!3 s-- V-57 -0 2001 North American Specification 0 Project: Westfield Carlsbad . Model:· Typ Stud at K.1 Between 9 & 13 -Zone 4 R1 R2 16.00 ft Point Loads P1 Load(lb) 189 X·Dist.(ft) 39.00 Section : 800S200-43 Single C Stud (X-X Axis) Maxo = 2128.4 Ft-Lb Moment of Inertia, I= 5.302 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Q Span Mmax Mmax/ Mpos Bracing Ft-Lb Maxo Ft-Lb (in) Left Span 1156.2 0.543 411.1 96 Right Span 1156.2 0.543 800.9 96 Right Cantilever 378.0 0.178 226.0 Full Combined Bending and Web Cripplinq Reaction or Load Brng Pa Pt Load P(lb) (in) (lb) R1 151.7 1.00 246.9 R2 627.3 1.00 542.0 R3 445.9 1.00 542.0 P1 189.0 1.50 590.4 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 151.7 0.0 1.00 R2 331.1' 1156.2. 1.00 R3 256.9 378.0 1.00 P1 189.0 0.1 1.00 Combined Bending and Axial Load Axiai Ld Bracing (in) Span (lb) KyLy Ktlt Left Span 627.0 (c) 96.0 96.0 Right Span 0.0 (t) None None 8 Right Cantilever 0.0 (t) None None Date: R3 21.00 ft P1 t 1/8/2014 Unif Ld lb/ft 4.00 ft Fy= 33.0 ksi Va= 1051.2 lb Ma{Brc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) Ratio 1520.9 0.270 0.048 U3989 1498.2 0.535 0.224 1/1127 2128.4 0.106 0.117 U817 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 0.74 No 1156.2 1.93 YES 378.0 1.16 No 0.1 0.38 No lntr. Intr. VNa M/Ma Unstlffen Stiffen 0.14 0.00 0.02 NA 0.31 0.54 0.39 NA 0.24 0.18 0.09 NA 0.18 0.00 0.03 NA Max Allow Ld lntr. KlJr (lb) P/Pa Value 136 2592.1 (c) 0.24 .0.79 N.A. 10167.4 {t) 0.00 0.54 N.A. 10167.4 (t) 0.00 0.18 V-58 0 2001 North American Specification OProject: Westfield Carlsbad -Model: Typ Stud at K.1 Between 9 & 13 -Zone 5 16.00 ft Point Loads P1 Load(lb) 284 X-Dist.(ft) 39.00 Section·: 800S200-54 Single C Stud (X-X Axis) Maxo = 3738.9 Ft-Lb Moment of Inertia, I = 6.573 in/\4 Loads have not been modified for strength checks .. Loads have been multiplied by0.70 for deflection calculations Flexural and Deflection Check Q Span Mmax Mmai,c/ Mpos· Bracing Ft-Lb Maxo Ft-Lb (in) Left Span 2320.7 0.621 790.9 96 Right Span 2320.7 0.621 1650.8 96 Right Cantilever 568.2 0.152 339.8 None Combined Bending and Web Crippling Reaction or Load Brng Pa Pt Load P(lb) (in) (lb) R1 295.0 1.00 574.6 R2 1246.0 1.00 1271.8 R3 778.0 1.00 1271.8 P1 284.0 1.50 1377.7 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load. (lb) (Ft-Lb) Factor R1 295.0 0.0 1.00 R2 661.0 2320.7 1.00 R3 494.0 568.2 1.00 P1 284.0 0.3 1.00 Combined Bending and Axial Load Axial Ld Bracing (in) Span (lb) KyLy KtLt Left Span 627.0 (c) 96.0 96.0 Right Span 0.0 (t) None None Q Right Cantilever 0.0 (t) None None Date: 1/8/2014 P1 i Unit Ld lb/ft 21.00 ft 4.00 ft Fy= 50.0 ksi Va= 2091.3 lb Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) Ratio 2216.6 0.357 0.072 L/2665 2146.1 0.769 0.377 L/669 3652.1 0.093 0.216 L/445 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 0.62 No 2320.7 1.80 YES 568.2 0.89 No 0.3 0.25 No lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.14 0.00 0.02 NA 0.32 0.62 0.49 NA 0.24 0.15 0.08 NA 0.14 0.00 0.02 NA Max Allow Ld lntr. KL/r (lb) P/Pa Value 137 3432.0 (c) 0.18 0.80 N.A. 19198.7 (t) 0.00 0.62 N.A. 19198.7 (t) 0.00 0.15 5DCI enG1neeRs 0 Project IA.les-r-keJ J Co..'{\,~ b Ct J Subject 14' 0 0 Project No. Sheet No. {30 ~/-1%:fpg V-59 Date 1/'l-/ (~ By .S:f,4- t..lwh./:;, o/fj)?~{l,~3);;. t;"S-ft,? { '!r:w~) i:.z~f'$~ad1>= ~,r;i.r c2v~) /. VS!:; :· jOO ~'J,oo ~it!:3. €-(' tt ~ ·@, tt:J~ 1 ioo 5"/6 z -'I 3 el~ ff ce:-@ ?o /J Et./ {/Yl,!11) V-60 0 2001 North American Specification G Project: Westfield Carlsbad \..J Model: Stud 6 -Zone 5 Date: 1/9/2014 [l~t":~f ~:~·~:l;.::'.~'.f :;::~:~iIV:':):;'.~~;, ~:;~~~!~;~::~IH ;;:::::·:'.:~::.::;/~\~;\::,:,~:::>~;;;~(/~~~~-:::~;:;}~;~'.\~(C::;'. :;:;!/~~~:;:J,;{tt':~::'.:.l~~~D" :;:::::~ '.·~::: :.:::;;.'· ·::''.'.?:/:~,.:: ·'·:~/1 ~?: Ld R1 14.00 ft Section : 800S200-43 Single C Stud (X-X Axis) Maxo = 2128.4 Ft-Lb Moment of Inertia, I= 5.302 ih"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Span Center Span Mmax Ft-Lb 1347.5 Mmax/ Maxo 0.633 Combined Bending and Web Crippling Reaction or Load Pt Load P{lb) R1 385.0 Mpos Ft-Lb 1347.5 Bracing (in) 96 R2 385.0 Q Combined Bending and Shear Brng (in) 1.00 1.00 Pa (lb) 246.9 246.9 0 Reaction or Pt Load R1 R2 Vmax (lb) 385.0 385.0 Mmax (FtwLb) 0.0 0.0 Va Factor 1.00 1.00 Fy= 33.0 ksi Va= 1051.2 lb R2 Deflection Ma(Brc) Ft-Lb 1502.2 Mpos/ Ma(Brc) 0.897 (in) Ratio VNa 0.37 0.37 Mmax (Ft-Lb} 0.0 0.0 M/Ma 0.00 0.00 0.213 U790 lntr. Value 1.87 1.87 lntr. Unstiffen 0.13 0.13 · Stiffen Req'd? YES YES lntr. Stiffen NA NA V-61. 0 2001 North American Specification () Project: Westfield Carlsbad '---Modtitl: Stud 6 -Zone 4 R1 Section: 800S162-43 Single C Stud (X-XAxis) 14.00 ft Maxo = 1678.4 Ft-Lb Moment of Inertia, I = 4.500 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Span Center Span Mmax Ft-Lb 735.0 Mmax/ Maxo 0.438 Combined Bending and Web Crippling Reaction or Load Pt Load P(lb) R1 210.0 R2 210.0 0 Combined Bending and Shear C) Reaction or Pt Load R1 R2 Vmax (lb) 210.0 210.0 Mpos Ft-Lb 735.0 Brng (in) 1.00 1.00 Mmax (Ft-Lb) o.o 0.0 Bracing (in) 96 Pa (lb) 246.9 246.9- Va Factor 1.00 1.00 Date: Fy= 33.0 ksi Va= 1051.2 lb 1/9/2014 R2 Deflection Ma(Brc) Ft-Lb 922.0 Mpos/ Ma(Brc) 0.797 (in) Ratio VNa 0.20 0.20 Mmax (Ft-Lb) 0.0 0.0 M/Ma 0.00 0.00 0.137 U1229 lntr. Value 1.02 1.02 lntr. Unstiffen 0.04 0.04 Stiffen Req'd? No No lntr. Stiffen NA NA §DCI enc;1nEERS Sheet No. V-62 Subject -,Vf s-N t;> ~ 4:J;.: k.8 P:u7<,1AI (il 12: 4 l'3 , _ { 5-cv D +-) -(?:vi-lei./:) 4.lu1(\rJ.-; '/l,lf>l-{/,$3 t) :::: Gwl PP!-·~ 30~1-( St./ !t/,z){l,~Jfi)-<R1-ff!Jr;, :,/us&: 600~'200-6f ~ /6llof~ / { Str;: lCr B~ tJ if1Pv-r) 0 0 V-63 0 2001 North American Specification /~Project: Westfield Carlsbad , _ _}Model: Typ Stud at K.9 Betwn 12 & 13 R2 16.00 ft Section: 600S200-68 Single C Stud (X-XAxis) Maxo = 3642.4 Ft-lb Moment of Inertia, I = 4.101 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mma)if Mpos Bracing Span · Ft-Lb Maxo Ft-Lb (in) Left Span 2007.5 0.551 899.4 96 Right Span 2007.5 0.551 1336.8 96 Combined Bending and Web Crieeling Reaction or Load Brng Pa Pt Load P(lb) (in) (lb) 0 R1 314.5 1.00 914.4 R2 1172,0 1.00 1997.7 R3 383.5 1.00 914.4 Combined Bending and Shear Reaction or Vmax Mmax Ya. Pt Load (lb) (Ft-Lb) Factor R1 314.5 o.o 1.00 R2 606.5 2007.5 1.00 R3 383.5 0.0 1;00 Combined Bending and Axial Load Axial Ld Bracing (In) Span (lb) KyLy KtLt Left Span 678.0 (c} 96.0 96.0 Right Span 0.0 (t) None None () 18.00 ft Date: Fy= 50.0 ksi Va = 5350.3 lb 1/8/2014 Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) Ratio 1934.3 0.465 0.159 U1206 1904.0 0.702 0.354 1/610 Mmax lntr. Stiffen (Ft-Lb) Value Aeq'd? 0.0 0.41 No 2007.5 1.26 No 0.0 0.50 No lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.06 0.00 0.00 NA 0.11 0.55 0.32 NA 0.07 0.00 0.01 NA Max Allow Ld lntr. KUr (lb) P/Pa Value 133 4483.7 (c) 0.15 0.70 N.A. 19682.2 (t) 0.00 0.55 §DCI EnGtnEEAS 0 Project WPcJ-/r ell J Co-1-tshaJ Subject 0 ---·. !•' CJ Project No. Sheet No. 130 SI "'OCD(i)f V-64 Dai·:f / 8 {l-/ By 5(7A- :', VS£ ·. t/tlt'J£ZOo-'5t/de..~ '" o,t:. · &5rr/f) q \. V-65 0 2001 North American Specification ;~ Project: Westfield Carlsbad \~_) Model: :'5~ 0'3 Date: 1/9/2014 Unif Ld lb/ft .--------,--"----~--T---t 0 () 14.00 ft Section : 400S200-54 Single C Stud (X-X Axis) Maxo = 1368.8 FHb Moment of Inertia, I= 1.292 in"4 Loads have not been modified for strength checks Loads have been multi plied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (In) Left Span 737.5 0.539 717.0 96 Right Span 737.5 0.539 589.2 96 Combined Bending and Web Crippling Reaction or Load Brng Pa Pt Load P(lb) (in) {lb) R1 248.3 1.00 628.1 R2 476.6 1.00 1323.3 A3 -122.9 1.00 628.1 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 248.3 0.0 1.00 R2 353.7 737.5 1.00 R3. 122.9 0.0 1.00 R2 R3 6.00 ft Fy= 50.0 ksi Va = 3371.6 lb Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) (in) Ratio 934.2 0.768 0.400 U420 1160.2 0.508 0.054 U1332 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 0.0 0.47 No 737.5 0.97 No 0.0 0.23 No lntr. lntr. VNa M/Ma Unstiffen Stiffen 0.07 0.00 0.01 NA 0.10 0.54 0.30 NA 0.04 0.00 0.00 NA 0 0 0 EDCI Project No. Sheet No. l'oO SI-OO(p9 V-66 enGlnEEAS Project /IJ~/,·e I J . c~v-,~h~ Date //&/!¥ · Subject By >/A- .1:>e[i:ec.ti c)(\ ::Tio..c..l¢.... ~ /<.Y/IJ ff}~~ =, 2.5°5"' /b~-r11P. 771-l'i-Cf'-. (~Vt>~~ (c:ONEtf) R.1-/J C11P e 51/ m,1-51--r r/Vtlk =-36 (!) 1~ > z..6~/ts. @ ~N tn~--e ·_ -. l-fs</ /b.. /5-r:vD ~~~ ( -S-·ruc 1-) -r· . .,.\ ... i·- 5Tl-5tf T/2A-U-e, -~N€ t-/ S-rc//)s {,r'~.) f $1,,-"7 65/ /~ ~ Cf?1'1€(j' t;-rr/f)S f11s, /b7<E:t') . t /Z--e Pc-<4/IJI - f · (> ClarkDietrich. Product Submittal Sheet V-67 BUILDING SYSTEMS Tech Support: 888-437-3244 Engineering Services: 877-832-3206 I Sales: 800-543-7140 clarkdietrich.com MaxTrak1 M (SLT) Slotted Deflection Track for structural wall framing The ClarkDietrich MaxTrak (SL. T) system is a head-of-wall deflection track that is used for framing exterior curtain walls and non-load bearing interior Walls. This system allows for vertical 'live load movement of the primary structure without transferring a)_Cial loads to the wall studs. The MaxTrak system is attached to the wall studs through vertical slots using waferhead screws creating a positive connection that aJlows for vertical movement and also eliminates the requirement for lateral bracing near the top of the wall stud. The slots in the track's legs are: designed for a total allowable vertical movement of 1-1/2" (¾11:1:). The MaxTrak system must be designed to take the end reaction of the wall studs (point loads) by using the allowable loads below. Product Data & Ordering Information: Material: Yield Strength: Grade 33ksi for 33mlls & 43mils Grade 50ksi for 54mils ,& 68mils Coating: CP60 per ASTM C955 (G90 Available) 33mils: 20 Ga.(STR), 0.0346" Design Thickness, 0.0329" Min. Thickness 43mils: 18 Gauge, 0.0451" Design Thickness, 0.0428" Min. Thickness 54mils: 16 Gauge, 0.0566" Design Thickn~ss, Q.0538" Min. Thickness 68mlls: 14 Gauge, 0.0713" Design Thickness, 0.0677" Min. Thickness 05.40.00 (Cold-Formed Metal Framing) • Allows up to 1-1/2" (¾":1:) vertical deflection • IAPMO #0145 Approved • UL Approved 1 & 2 hour systems • Guideline at center of vertical slots J t. . imensions: 2-1/2" legs with an inside depth equal to the depth of the stud Available in 2-1/2", 3-5/8", 4", 6" and 8" width systems Vertical slots are 0.22" wide x l-1/2" long and spaced every 1"o.c. Track length= 10'-0" ASTM & Code Standards: • ASTM A653, C924, A1003, C645, C754, C955, C1002, C1007, E119, E814 and E1966. • IAPMO #0145 . . . • ANSI./ UL 2079 and MaxTrak UL approved systems (See UL Ffre Resistance Directory 42XE) • MSDS & Product Certification Information is available at www.clarkdietrich.com MaxTrak Allowable Lateral Loads: Section Thickness Loads for single stud more than Loads for single stud within 12" of 12" from end of track. end of track. (without splice) 33mil (20ga) 156 lbs. 100 lbs. 43mil (18ga) 205 lbs. 133 lbs. · 54mil (16ga) 360 lbs. ,_ 237 ltis. . ~ Calculating slip track point load: Point Load (P)"' (wind pressure PSF) x (spacing FT) x (wall stud length FT)/ 2 Example 1: (5 PSF) x (1.33 FT)x (9.5 FT)/ 2 =31.7 lbs. Example 2: (25 PSF) x (2 FT) x (20.0 FT)/ 2 = SOD lbs. c 68mil (14aa) 537 lbsJ -:--..... 355 lbs. -The mlnimi.m wall stud thickness must De equal ta the selected slotted track thickness. -----r • #8 min. wafer head screws shall be used fQf' 33 mil material sections. #10 min. wafer heads s for 43 mil and thicker sections ~e "'"£ ~C,{4..@7"11/6= If $'1.CIP'; --1,~e ~1,.)5 5'" £-rwP> For MaxTrak maximum wall height charts, connection details, and fire rated assembly details on either of these systems, refer to: http://www.clarkdietrich.com GREEN Benefits and Recycled Content: For,more information on requesting LEED MR2, MR4 and MR 5 Credits, please contact Tech Support at 888-437-3244 or visit www.clarkdietrich.com Project Information Name: Address: Contractor Information Name: Contact: Phone: Fax:. CD-MaxTrak-STR © 1117/13 ClarkDietrich Building Systems Architect Information Name: Contact Phone: Fax: 0 -0 5DCI enGlnEEAS Subject /'. 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If&( IA.r.. · t.,1.-7,(-' = ~-Sl6J m TCwF-= 5! cs1~I~) ~ II~"; ~ ~~ 1/S~: 6g Mr'/ Ct"ZP w/ ':/ It l?1JC/Z-f"A.;'> ~ 7"(2:;tm, S-r"-9S -.'S f;!>) 5 Ho-r PU,Js ::tNW ~ 'V°"A-P-= ZJ.-<i"JIIJs ?>f/tJI /t,sep ~ TCm> ~ //'~! /bJ J . • ESR-1799 I Most Widely Accepted and Trusted Page 4of6 PART NOMINAL NUMBER SHANK SERIES DIAMETER (inch) 1500 and 0.145 1600W SP 0.150 SP 0.150/0.180 ((TE 0.157 ·-·-- TABLE 1-ALLOWABLE TENSION AND SHEAR VALUES FOR FASTENERS INST Al.LED IN NORMAL-WEIGHT CONCRETE1 (lbf) V-71 SHANK MINIMUM MINIMUM MINIMUM CONCRETE COMPRESSIVE STRENGTH (psi) DESCRIPTION EMBEDMENT SPACING EDGE 2000 psi 4000 psi 6000 psi DEPTH (inches) DISTANCE (inches) (inches) Tension Shear Tension Shear Tension Shear 3/4 50 66 100 104 -- Smooth-straight 1 5.1 3.2 152 166 157 182 --11/4 159 265 179 267 -- 11/2 154 340. 209 342 -- Smooth-~traight 3/4 5.1 3.2 --150 105 81 82 1 154 200 243 175 189 210 Smooth-stepped 11/4 5.1 3.5 207 230 298 218 213 305 11/2 --384 391 239 594 ' 3h, 71 137 109 142 Smooth-tapered 1 5.1 3.2 275 218 ?14 ,rnn 11/4 377 317 415 349 .. --For SI: 1 inch -25.4 mm, 1 lbf -4.45 N, 1 psi -6.89 kPa . 1The fasteners must not be driven until the concrete has reached the designated minimum compressive strength. Minimum concrete thickness must be three times the fastener embedment!nto the concrete. PART NOMINAL NUMBER SHANK SERIES DIAMETER (inch) 1500 0.145 TABLE 2-ALLOWABLE TENSION AND SHEAR VALUES FOR FASTENERS INSTALLED IN MINIMUM 3000 psi SAND-LIGHTWEIGHT CONCRETE1 (lbf) SHANK MINIMUM MINIMUM FASTENER INSTALLED FASTENER INSTALLED DESCRIPTION EMBEDMENT SPACING THROUGH STEEL DECK INTO CONCRETE DEPTH (Inches) INTO CONCRETE2'3 (Inches) Tension Shear Minimum Edge Tension Distance (inches) 3/4 76 260 167 Smooth-straight 1 4 134 265 3.2 200 11/4 157. 269 333 Shear 179 228 400 r 11/2 233 346 391 410 ' .._____,. 1 119 336 226 250 SP 0.150/0;180 Smooth-stepped 11/4 4 175 372 3.5 329 377 11/2 179 426 406 380 3/4 106 265 -- TE 0.157 Smooth-tapered 1 5.1 152 327 ---11/4 164 330 -- 1,1/2 238 . 448 -- For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi= 6.89 kPa. 1The fasteners must not be driven until the concrete has reached the designated minimum compressive strength. Minimum concrete thickness must be . three limes the fastener embedment into the concrete, unless noted otherwise. 2Forfasteners installed through steel deck, the fastener must be installed through the lower flutes ofthe metal deck with a minimum edge distance of 11/s inches from the edge of the steel deck web and 4 inches (5.1 inches for TE fasteners) from the end of the deck. Concrete thickness above the deck must be~ minimum of 31/2 inches (21/4 inches for TE fasteners). See Figure 1 of this report. 3rhe steel deck must be configured as shown in Figure 1, have a minimum base-metar thickness of 0.035 inch, and have a minimum yield strength of 49.5ksi. 0 l ESR~1799 I Most Widely Accepted and Trusted Page5 of 6 TABLE 3-ALLOWABLE TENSION AND SHEAR VALUES FOR FASTENERS INSTALLED IN ASTM A36 STEEL1 (lbf) , -- PART NOMiNAL TYPE MINIMUM MINIMUM STEEL THICKNESS (inch) v-, L. NUMBER SHANK OF SPACING EDGE 3/11 ,,4 3,. ,,2 3/4 SERIES DIAMETER SHANK (inches) DISTANCE' I (inch) {inches) · Tension -Shear Tension Shear Tension Shear Tension Shear Tension Shear / ~, \ _ _. 1500 and --' 0.145 Smooth 1 1,2 81 373 181 273 397 489 2432 , 2772 ', --1600W 1500Kand 0.145 Knurled 1 1,2 296 636 584 659 680 730 2532 2932 --1600WK SP 0.150 Smooth 1 ,,2 385 662 445 477 393 574 948 597 2342 3562 r TE 0.157 Knurled 1 ,,2 · 323 606 562 073 934 820 603 766 1 --'-. For SI: 1 Incn -.:o.4 mm, :1 ,or -4.40 N. 1 Except Where noted otherwise in this table, the allowable load values shown are for fastenings that have the entire pointed end of the fastener driven through the steel plate. 2Fastener penetration into steel must be a minimum of 7/15 inch. T~BLE 4-ALLOWABLE LOADS FOR FASTENERS INSTALLED IN ASTM A572 GRADE 50 OR ASTM A992 STEEL1 (lbf} PART NOMINAL TYPE MINIMUM MINIMUM STEEL THICKNESS (inch) NUMBER SHANK OF SPACING EDGE a ,/4 a/a 1/2 3 SERIES ,DIAMETER SHANK (Inch) DISTANCE /1& /4 (Inch) (Inch) Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear 1500Kand 0.145 Knurled 1 1'2 260 499 579 725 3832 5952 1600WK ---- SE 0.150 Smooth 1 ,,2 356 569 554 637 604 602 8143 8203 2434 3814 ( TE Q.157 Knurled 1 ,,2 442 676 630 662 760 725 582 532--- For.;,. ·1 1111 .. 11 -2:,:4 mm, 1 lbf = 4.45 N. 1Except where noted otherwise in this table, the allowable (oad values shown are for fastenings that have the entire pointed end of the fasteners driven through the steel plate. 2Fastener penetration into-the steel must be a minimum of3/8 inch. 3Fastener penetration lnto the steel must be a minimum of 1/2 Inch. a Fastener penetration into the steel must be a minimum of 7/1s Inch. ' . TABLE 5-ALLOWABLE TENSION AND SHEAR VALUES FOR CEILING CLIP ASSEMBLIES. ,,~-.. INSTALLED IN NORMAL-WEIGHT CONCRETE1 (lbf) PART NOMINAL MINIMUM MINIMUM MINIMUM CONCRETE COMPRESSIVE STRENGTH NUMBER SHANK EMBEDMENT SPACING EDGE 4000 psi 6000 psi DIAMETER DEPTH (inches) DISTANCE (Inch) (inches) (Inches) Tension Shear Tension Shear SDC100 0.145 1,. 4 3.2 115 120 -- SDC125. 0.145 11/a 4 3.2 130 167 -- SPC'Z8 0.150 3/4 5.1 3.2 155 188 150 153 SPC114 0.150/0.180 1,/, 5 3.5 127 226 169 300 TEC100 0.157 7/e 5.1 3.5 207 ----·For SI: 1 inch= 25.4 mm, 1 lbf = 4.45 N, 1 psi= 6.89 kPa. 1The fasteners must not be driven until the concrete has reached the designated minimum compressive strength. Minimum concrete thickness must be three times the fastener embedment Into the concrete. PART NUMBER SDC100 "'l;)G-12!; SPC78 SPC114 TEC100 TABLE 6-ALLOWABLE TENSION AND SHEAR VALUES FOR CEILING CLIP ASSEMBLIES INSTALLED IN MINIMUM,3000 psi SAND-LIGHTWEIGHT CONCRETE FILLED STEEL DECK PANEL 1'2'3 (lbf) N0MINAL MINIMUM MINIMUM FASTENER INSTALLATION LOCATION AND LOADING CONDITION SHANK EMBEDMENT SPACING DIAMETER DEPTH (Inches) Lower Flute Lower Flute Upper Flute Upper Flute (Inch) (inches) Tension Shear Tension Shear 0.145 7/a 4 67 237 104 310 ~.·4!; •J/'o A 94 ,_ te~ A•A --., "" 0.150 7/a 4 59 202 84 324 0.150/0.180 11/e 4 157 272 180 334 0.157 7/a 5.1 88 ---r - l.____.Jor SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi= 6.89 kPa. 1The fasteners must not be driven until the concrete has reached the designated minimum compressive strength. Minimum concrete thickness above the deck must be a minimum of a1/2 inches (21/~ inches forTEC fasteners). 2-Forfasteners installed through steel deck, the fastener must be Installed through and into the upper or lower flute of the deck with a minimum edge distance of 11 /8 inches from the edge of the steel deck and 4 inches (5.1 inches for TE fasteners) from the end of the deck panel. 3The steel deck panel must be configured as shown In Figure 1 and have a minimum base-metal thickness of 0.035 inch and a minimum yield strength of 49.5 ksi. - ' ··{,,j -..l \y o/, Jr~ 9d 8; \ ~~. ' \ !;' \--) . tf, -~:2· O· t' ~ ~ -. r-· ------~ ... -..(:. Wt . s:-..... r r .. D ~ i ~ ---r ~ ~ oJ ~ -...c::: ' --( ~· S' -