The URL can be used to link to this page

Home My WebLink About2501 EL CAMINO REAL; ; CB131997; PermitCity of Carlsbad 11-26-2013 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB131997 Building Inspection Request Line (760) 602-2725 Job Address: 2501 EL CAMINO REAL CBAD Permit Type: Tl Sub Type: COMM Status: ISSUED Applied: 08/19/2013 Entered By: JMA Parcel No: 1563020800 Lot#: 0 Valuation: $8,876,611.00 Construction Type: 2B Occupancy Group: Reference# EIR09002 Plan Approved: 11/26/2013 Issued: 11/26/2013 Inspect Area Plan Check#: PC130045 Project Title: WESTFIELD: VERTICAL STEEL FOR NEW COMPLEX (78,690 SF@ 1ST LEVEL, 79,205 SF 2ND LEVEL, 950 SF STAIRS & ELEVATOR & 6825 SF ROOF DECK) Applicant: HOFMAN PLANNING/SHAY EVEN STE 1 3156 LIONSHEAD AVE CARLSBAD CA 92010-4703 760-692-4019 Building Permit Add'I Building Permit Fee Plan Check· Add'I Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD#2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other .Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $21,255.52 $0.00 $14,878.86 $3,625.00 $0.00 $1,864.09 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $352.00 $0.00 Total Fees: $352,749.85 Total Payments To Date: FINAL Owner: CMF PCR LLC C/0 WESTFIELD PROPERTY TAX DEPT PO BOX 130940 DEPT WFLD CARLSBAD, CA 92013 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES $352,749,85 Balance Due: $0.00 $0.00 $0.00 $0.00 $161,554.32 $149,127.06 $0.00 $0.00 $0.00 $0.00 $31.00 $31.00 $31.00 $0.00 $0.00 $0.00 $0.00 ?? ?? $352,749.85 $0.00 Inspector: Date: --....------Clearance: _____ _ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit 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 t es/exa lions of which ou have revio sl been iven a NOTICE imilar his r whi h the tut flimitation s reviousl otherwise ex ired. T~E FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: /2!'PLANNING ~NGINEERING 0UILDING ~E OHEALTH DHAZMAT/APCD I /4ft~ Building Permit Application "\\ .. ~JY 1635 Faraday Ave., Carlsbad, CA 92008 ~ CITY OF Ph: 760-602-2719 Fax: 760-602-8558 CARLSBADQr-r)IV"\oo· • email: bui1din9@car1sbadca.gov ._,VT" v, ""'t www.carlsbadca.gov Plan Check No, CBl3· [Cfq7 Est. Value ~ ?SJ{jl 1~ { ( Plan Ck. DepositP'X) / Date 8/ tq / 17, lsWPPP SW130236 JOB ADDRESS .2501 El Camino Real SUITE#/SPACE#/UNIT# IAPN . 156 302 08 # BATHROOMS • I TENANT BUSINESS NA~E ICONSTR. lYPE I occ. GROUP 3 Mere DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) peu. oq-z.41 Permit for steel construction following the permit for foundation (CB131839). EXISTING USE Vacant Mercantile ! PROPOSED USE . Lifestyle !GARAGE (SF) _ N/A PATIOS (SF) !DECKS (SF) N/A FIREPLACE YEsO IAIR CONDITIONING IFIRE SPRINKLERS No[ZJ YES 0No [ZI vEsO No[Z] APPLICANT NAME (Primary Contact) __ Hofman Planning {Shay Even) . APPLICANT NAME (Secondary Contact) Michael Sh~ller ADDRESS ADDRESS ~1~6 Lignshead Avenue; Suite 1 .2Q49 Gen.turv Park East 41st Floor CITY STATE ZIP CITY STATE ZIP Carlsbad CA 92010 CA 90067 PHONE PHONE 7'60-692-4105 310-575-5909 EMAIL EMAIL rr1sheller@westfield.com PROPERTY OWNER NAME Q _ ("\,U. _ ~ \ )Pf" i""\ \ ,a,c_bcu . CONTRACTOR BUS. NAME To be determined ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP "' . PHONE 'FAX PHONE EMAIL EMAIL . ARCH/DESIGNER NAME & ADDRESS I STATE LIC. # . .. ... .. STATE UC.# I CllY BUS. UC,# Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain workers' compensation, as req~ired by S~ction 3700 of the LiJbor Cpde, for the performanc~ of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. __________________ ~ Policy No.~------------Expiration Date_~------- This section need not be completed if the permtt is for one hundred dollars ($100) or less. D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to·become subject to the Workers' Compensation Laws of California, WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. JiS CONTRACTOR SIGNATURE OAGENT. -..,....,--...,.,-,----,,---,--........... ..--,,_..,.. ___ -; DATE · @~ro@@o0@rii},.0@ili 0·ci ., :-t ~· I here affirm that I am exempt from Contractor's Ucense Law for the following reason: D D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section . Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement OYes 0No 2. I (have/ have not) signed an application for a building permit for the proposed work. 3, I have contracted with the following person (firm) to provide e proposed construction (include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the owing person to coordinate, supervise and provide the major work (include.name / address / phone / contractors' license number): 5. i will provide some of the work, but I have contracted (h' d) the following persons to provide the work indicated (include name/ address/ phone/ type of work): JiS PROPERTY OWNER SIGNAT DATE Is the applicant or future building occupant required to submit a ~usiness plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? · Yes No Is the applicant_or future building occuRant required to obtain a pennit from the air pollution control disjrict or air quality management district? Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes •.No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR JS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. --... ,· I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address • I certify that I have read the application andstatethattheaboveinfonnation is correct and that the inforination on the plans is accurate. I agree to comply with all Cityordinancesand Slate laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA pennit is required fur excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Eve I)' pennit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such pennit is not commenced wilhin 180 days from the date of such penni · the building orwo orized by such pennlt is suspended or abandoned at any time after the work is commenced for a period of 180 days {Section 106.4.4 Unifunn Building Code). AS APPLICANT'S SIGNATURE · -DATE B---f . ---1 ~ • ' .., --STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE . Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CONTACT NAME . ADDRESS . · CITY·-:--•• ... STATE ZIP PHONE. FAX EMAIL, DELIVERY OPTIONS -PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) _ CONTRACTOR (On Pg. 1) ' . MAIL TO: . CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) 'MAIL/ FAX TO OTHER:_, ______________ _ .,£S' APPLICANT'S SIGNATURE CO#: (Office Use Only) OCCUPANT NAME • •· . BUILDING ADDRESS CITY STATE Carlsbad CA OCCUPANT'S BUS. LIC. No. ASSOCIATED CB#~~-"-'---"~-'--'--~~-'-"----'-- ; NO CHANGE IN USE/ NO CONSTRUCTION CHANGE OF USE/ NO CONSTRUCTION DATE ZIP lnspe-ction List Permit#: CB131997 Type: Tl COMM WESTFIELD: VERTICAL STEEL FOR NEW cor,1PLEX (78,690 SF@ 1ST LEVEL, Date Inspection !tern Inspector Act Comments 03/14/2014 12 Steel/Bond Beam PY PA 03/13/2014 12 Steel/Bond Beam PY AP 03/12/2014 12 Steel/Bond Beam PY PA 03/06/2014 12 Steel/Bond Beam PY AP 03/06/2014 12 'Steel/Bond Beam PY AP 03/06/2014 12 Steel/Bond Beam PY AP 03/05/2014 12 Steel/Bond Beam PY AP 03/04/2014 12 Steel/Bond Beam PY AP 02/27/2014 12 Steel/Bond Beam PY PA 02/25/2014 12 Steel/Bond Beam PY PA 02/24/2014 12 Steel/Bbnd Beam PY PA 02/20/2014 12 Steel/Bond Beam PY PA 02/19/2014 1-2 SteeliBond Beam PY PA 02/12/2014 12 Steel/Bond Beam PY PA 02/10/2014 12 Steel/Bond Beam PY PA 01/28/2014 11 Ftg/Foundation/Piers · PY PA 01/27/2014 12 Steel/Bond Beam PY PA 12/30/2013 62 Steel/Bond Beam PY PA Thursda_y, October 27, 2016 Page 1 of 1 l~'>-"' ~ CITY OF CB131997 2501 EL CAMINO REAL ·, CARLSBAD 3uilding Division INSPECTION RECORD WESTFIELD: VERTICAL STEEL FOR NEW COMPLEX (78,690 SF @ 1 ST LEVEL, 79,205 SF 2ND LEVEL, 950 SF STAIRS & ELEVATOR & 6825 SF ROOF DECK) @ INSPECTION RECORD CARD WITif APPROVED PLANS MUST BE KEPT ON lHE JOB Tl COMM @ CALL BEFORE 3:30 pm FOR NEXT WORK DAY INSPECTION Lot#: HOFMAN PLANNING/SHAY EVEN I @ FOR BUILDING INSPECTION CALL: 760•602-2725 . Required Prior to Requesting Building Final If Checked YES Planning/Landscape 7 60-944-8463 Allow 48 hours CM&I (Engineering Inspections) 760-438-3891 Call before 2 pm Type of Inspection CODE II BUILDING Date Jnspector CODE # ELECTRICAL Date Inspector #11 FOUNDATION J31 0 ELECTRIC UNDERGROUND O UFER #12 REINFORCED STEEL #34 ROUGH ELECTRIC #66 MASONRY PRE GROUT #33 D ELECTRIC SERVICE D TEMPORARY DGR0UT 0 WALL DRAINS #35 PHOTO VOLTAIC #10 TILT PANELS #39 FINAL --------------+------#11 POUR STRIPS CODE II MECHANICAL #11 COLUMN FOOTINGS #41 UNDERGROUND DUCTS & PIPING #14 SUBFRAME O FLOOR O CEILING #44 D DUCT & PLENUM D REF. PIPING #15 ROOF SHEATHING #43 HEAT-AIR C0ND. SYSTEMS #13 EXr. SHEAR PANELS --------+------4------1 #49 FINAL #16 INSULATION CODE # COMBO INSPECTION #18 EXTERIOR LATH #81 UNDERGROUND (11,12,21,31) #17 INTERIOR LATH ic DRYWALL #82 DRYWALL,EXr LATH, GAS TES (17,18,23) #51 P00LEXCA/STEEL/B0ND/FENCE #83 ROOF SHEATING, EXr SHEAR (13,15) #55 PREPLASTER #84 FRAME ROUGH COMBO (14,24,34,44) #19 FINAL #85 T-Bar (14,24,34,44) cooe # PLUMBING Date Ins ector #89 FINAL OCCUPANCY ( 19,29,39,49) -----------"-#22 0 SEWEIJ & BL/C,0 · 0 PL/CO FIRE Date Ins ector #21 UNDERGROUND OWASTE O WTR #24 TOP OUT O WASTE O WTR A/S UNDERGROUND VISUAL #27 TUB & SHOWER PAN· A/S UNDERGROUND HYDRO #23 0 GAS TEST O GAS PIPING A/S UNDERGROUND FLUSH #25 WATER HEATER A/S OVERHEAD VISUAL #28 SOI.AR WATER A/S OVERHEAD HYD~0STATIC #29 FINAL A/SANAL CODE # STORM w ATER F/ A ROUGH-IN #600 PRE-CONSTRUCTION MEETING F/AFINAL #603 FOLLOW UP INSPECTION FIXED EXTINGUISHING SYSTEM ROUGH-IN #605 NOTICE TO CLEAN AXED EXTING SYSTEM HYDROSTATIC TEST #607 WRITTEN WARNING . AXED EXTINGUISHING SYSTEM FINAL #609 NOTICE OF VIOLATION MEDICAL GAS PRESSURE TEST #610 VERBAL WARNING MEDICAL GAS FINAL SEE BACK FOR SPECIAL NOTES EsGil Corporation In (l'artnersliip witli (}011ernment for CJJui(d'ing Safety DATE: OCT.30,2013 JURISDICTION: CARLSBAD PLAN CHECK NO.: 13-1997 (PC13-0045) PROJECT ADDRESS:. 2501 EL CAMINO REAL SET: III CJ APPLICANT ~URIS. CJ PLAN REVIEWER CJ FILE PROJECT NAME: REGAL-12 & 24-HR. FITNESS (3 STORY BUILDING ADD & REMODEL) ·i::gJ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 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: Hoffman Planning, Shay Evan 3156 Lionshead Ave #1, Carlsbad, CA 92010 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: Shay Even Telephone#: 760-692-4105 Date contacted: (by: ) Email: seven@hofmanplanning.com and tnsheller@westfield.com Fax #: · Mail Telephone Fax In Person ~ REMARKS: The foundation package was issued under CB13-1839. -THIS IS A STEEL ONLY PACKAGE. By: ALI SADRE, S.E. EsGil Corporation D GA D EJ D PC Enclosures: 10/24 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) ,560-1468 + Fax (858) 560-1576 .. EsGil Corporation In <Partners nip witfi government for (Bui(ain9 Safety DATE: SEPT.27,2013 JURISDICTION: CARLSBAD PLAN CHECK NO.: 13-1997 (PC13-0045) PROJECT ADDRESS: 2501 EL CAMINO REAL SET: II D APPLICANT Jj JURIS. D PLAN REVIEWER D FILE PROJECT NAME: REGAL-12 & 24-HR. FITNESS (3 STORY BUILDING ADD & REMODEL) 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. [ZJ 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. [ZJ The applicant's copy of the check list has been sent to: Hoffman Planning, Shay Evan 3156 Lionshead Ave #1, Carlsbad, CA 92010 Michael Sheller 2049 Century Park East 41 st flobr, Century City, CA 90067 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. [Z] EsGil Cbrporation staff did advise the applicant that the plan check has been completed. Person contacted: Shay Even Telephone #: 760-692-4105 Date contacted: ~ f:30 (by~) Email: seven@hofmanplannina.com and msheller@westfield.com Fax #: ..1Mail , Telephone Fax In Person .r ~ltl ' [ZJ REMARKS: The foundation package was issued under CB13-1839. -THIS IS A STEEL ONLY PACKAGE. By: ALI SADRE, S. E. (SA) EsGil Corporation D GA tJ EJ D PC 9/26 Enclosures: 9320 Chesapeake Dri:ve, 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. NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. STRUCTURAL 2. As per elevation B/S7.0, the HSS14x14's, on gridlines J.7 & K.1, are shown as HSS1 Ox1 O's, on Sheet S4.0, clarify! The correction response provided reads as follow: "SHEET S4.0 REVISED PLAN TO SHOW HSS 14X14 AT BUILDING COLUMN AND HSS 10X10 AT SIGNAGE ABOVE THE PARAPET. SHEET 57.0 REVISED ELEVATION TO SHOW HSS 14X14 AT BUILDING COLUMN AND HSS 10X10 AT SIGNAGE ABOVE THE PARAPET", however, the framing plans are still showing the HSs1·ox10, _instead of HSS14X14. 18. Please provide a schematic in the calculations for the location of all the Steel Braced Frames & their member sizes & calculations for those depicted on ST14. The correction response provided reads as follow: "THE SMF's ARE DESIGNED TO TAKE ALL THE LATERAL FORCE ABOVE THI; SECOND FLOOR. THE BRACED FRAMES ARE USED TO STIFFEN THE STADIUM SEATING FRAMING ONLY", howeverthe required schematic was not provided. Please provide the required schematic as indicated in the original correction. 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 20. Please add R, Cd, 0 0 & p factors for the Braded Framed on Sheet ST1, as per details on: Sheet ST14. The correction response provided reads as follow: "PLEASE REFER TO RESPONSE OF COMMENT 18", however the specific parameters R, Cd, and 0 0 were not shown. Original correction is still applicable. SDC B -F 22. Seismic Load Effect : This applies to all the steel Moment & Braced Frame columns & their connections to the steel float. framing below, as per previous item: ' a) Seismic load effect, E. The seismic load effect, E, should be computed in accordance with the following equation set forth in ASCE7-05, Section 12.4.2: E =p01:: + 0.2SosD b) Maximum seismic load effect, Em, The maximum seismic load effect, Em, should be computed in accordance with the following equation set forth in ASCE?-05, Section 1-2.4.3 to be used in the special seismic load combinations of Section 12.4.3.2: Em = 0 0Q1:: + 0.2SosD The correction response provided reads as follow: "DESIGN COMPLIES - PLEASE REFER TO RESPONSE OF COMMENT 14", however the computer out- put provided for the frames does not clearly show the application of the required loads in items a and b of the original correction ( with the exception of "p"). Please indicate the page of the calculations where the required information is included. SDC D-F 23. Requirements in Seismic Design Category D. The structures assigned to SOC O should satisfy the following requirements, in addition to the requirements for SOC C. (ASCE 7-05, Sec. 12.3): Show how all irregularities are addressed on plans as they apply to the axial forces impacting the steel floor framing below; this applies to both Steel Moment & Braced Frames: b) Pian or Vertical Irregularities. For structures having a plan structural irregularity of Type 1a, 1b, 2, 3, or4 of ASCE 7-05, Table 12.3-1 (as shown in Figure 10.7) or vertical irregularity Type 4 of Table 12.3-2, the design forces determined from Section 12.8.1 need to be increased 25 percent for the following connections: 1) diaphragms to vertical elements, 2) diaphragms to collectors, and 3) collectors to vertical elements. (Section 12.3.3.4). r ----------------------------, I , "'4-' _"· ,' .., ' ! C ·.,d c -----: ~-> ~-•• ..;:----:--------., ' ·, ... .,' .. ,... ' I !~ L ,-... .:..:. .. ~ ......... , ' ' a. Torsional irregularity I I I : I I I I / .. Re-entrant . corner b. Re-entrant corners :.::.::.::.::.::.::.::.::.::.::.:: .. :.::.::.::.· .. ::.::.::.::.::.::. Discontinuity in vertical elements of lateral-force-resisting system d. Out-of-plane offsets Figure 10.7 Examples of Plcm Irregularities 1 -4 ~;~··· c. Diaphragm discontinuity The correction response provided does not address item "b". Item "b" of the original correction is still applicable. SOC B - F 24. Collector design forces . Collector elements, splices and their connections to resisting elements should be designed to resist the prescribed forces. They must also have the design strength to resist the special load combinations of Section 12.4.3.2 (Section 12.10.2.1 ). Identify drag connections on framing plans via a legend with an appropriate schedule. dedicated to such connections. Please clearly show on plans a "DRAG CONNECTION" schedule. 27. The roof framing schematic is not legible. Please submit 11"x17" (foldable pages) so the member sizes on page BM-1 of the calc's. can be verified against those on Sheet S4.0. See the next item as well. The schematic provided is still unreadable. 30. Seismic-force-resisting Systems: Show how this is addressed with the mix of S~eel Moment Frames. Steel Braced.Frames & Intermediate Precast SW's: a) Combination of systems along the same axes. Where a combination of different structural systems is used in the same direction, the value of R used in the given direction should not be greater than the least R of the systems in that direction. (Section 12.2.3) b) Vertical combinations. The value of R used for the design at any story shall not exceed the lowest value of R that is used in the same direction at any story above that story. (Section 12.2.3.1) The correction response provided reads as follow: "SEE COMMENT RESPONSE NO. 18 AND 23", however corrections 18 and 23 are still not resolved. Original correction is still applicable. Additional corrections may be warranted once revised plans & calculations are submitted for review & approval. Plan reviewer's Footnote: [A reminder that this list if for the steel package only. The concrete tilt-up walls, concrete beams, their sizes, reinf., connections details and references, equipment anchorage detailing as well as all other remaining structural components will be reviewed under the shell submittal package]. ADDITIONAL The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE, S. E. (SA) at EsGil Corporation. Thank you. EsGil Corporation · In q_Jartnersliip witli <]ovemment for <Buif<fing Safety DATE: AUG.30,2013 JURISDICTION: CARLSBAD PLAN CHECK NO.: 13-1997 (PC13-0045) PROJECT ADDRESS: 2501 EL CAMINO REAL SET: I CJ Af>Pl:tBf,NT ~~URIS.J d'Pt-AN-REVIEWER CJ FILE PROJECT NAME: REGAL-12 & 24-HR. FITNESS (3 STORY BUILDING ADD & REMODEL) 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. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: - Michael Sheller 2049 Century Park East 41 st floor, Century City, CA 90067 0 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: il~f13(by: ~) Email: msheller@westfield.com Fax #: {; Mail/ Telephone_..-Fax In Person ~ REMARKS: The foundation package was issued under CB1-3-1839. -THIS IS A STEEL ONLY PACKAGE. By: ALI SADRE, S.E. EsGil Corporation D GA D EJ D PC Enclosures: 8/19 9320 Chesapeake Drive, Suite 208 + San Dieg9, California 92123 + (858) 560-1468 + Fax (858) 560-1576 GENERAL PLAN CORRECTION LIST JURISDICTION: CARl,SBA:0 (PC13-0045) PROJECT ADDRESS: 2501 EL CAMINO REAL PLAN CHECK NO.: 13-1997 OCCUPANCY= B/M/A2; CONSTRUCTION= 11-B; STORIES= .3; HEIGHT= 36'; DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 8/19 AUG. 30, 2013 REVIEWED B'r': ALI SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • 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 l=sGil 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: Pl~ns 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. • STRUCTURAL 1. As per elevation A/S7.0, there is a HSS8x8 column on gridline 9.2, which is not reflected on the foundation or framing plans. See Sht. S2.0 & S2.1, gridline K.1. 2. As per elevation 8/S?.0, the HSS14x14's, on gridlines J.7 & K.1, are shown as HSS1 0x1 O's, on Sheet S4.0, clarify! 3. On various steel frame elevation plans, show the elevation of the T.O.S., i.e., see Sheets S7.0, S5.2, S5.1 & S5.0. 4. The HSS10x6, as per elevation B/S7.0, (to the left of gridline C), at the top level, is not reflected on the framing plans, Sheet S3.1, on gridline 1. Similarly, for HSS12x8's, as shown on the level below the top level between grid lines J & K.1. 5. Detail 12/ST4, as referenced on Section C/S6.5, is incorrect. 6. Detail 7/ST4, as cross referenced on Sheet S3.0, near grid point C-3, is incorrect. 7. Detail 9/ST9, as referenced on Sheet S2.1, near grid point F-6, is missing on plans. 8. Where is detail 25/ST6, as referenced on Sheet 82.1, near grid point L-6? 9. Show step-up on floor framing plans, as per detail 18/ST6, referenced on Sheet S2.1, near grid point C-12? 10. Please cross reference all the relevant connection details (as per Sheet ST4) on the Steel Moment Frame (SMF) elevation plans. 11. Please indicate which option(s), as per details on Sheet ST4, are used on SMF elevation plans. 12. Please specify where details 8, 9,. 10, 16 & 17/ST4 are cross referenced on the structural plans. 13. Please provide a note on plans indicating: The frame welding sequence to minimize creating secondary tensile stresses due to welding shrinkage: "Start welding at the most central beam and progress towards the exterior columns. One end of each beam shall be allowed to cool before the other end is welded. Bolted web connections shall be tensioned at least 24 hours after the welding of flanges. Shear tabs shall be welded (if required) after tab bolts are tensioned." 14. Redundancy Factor SDC D-F a) In the lateral calculations, seismic forces must be increased by a factor of 1.3 to account for redundancy (Seismic Design Categories D thru F), per ASCE 7-05, Section 12.3.4.2 & Eq. 12.4-3. Verify for new steel frames on plans. Both Moment & Braced Frames. I I.. 15. DEMAND CRITICAL. WELDS PER Ats·c 341.9.2(C): Please note on plans: For Steel Moment Frames, provide demand critical CJV groove welds for: • Welds of beam flanges to columns. • Welds of single plate shear connections to columns. • Welds of beam Webs to columns. • Column splice welds, including column bases. • Column splice welds, including column bases. • Refer to above welding notes and connection details. 16. Please note on plans: "A pre-construction meeting between the engineer of record, the fabricator, the erector, the contr~ctot and the inspectors shall take place to discuss the welding procedure specifications (W.P.S.) to insure the quality of work that the engineer of record has specified. The welding electrode manufacturer's specifications should be attached to the W.P.S. on all jobs. All welders and deputy inspectors shall be instructed in the proper use of the W.P.S. and shall also be instructed to retain a copy of the approved W.P.S. for presentation to the building inspector upon request". 17. Please provide an alternative detail to 1/ST4 with the columns anchored into steel floor framing below. 18. Please provide a schematic in the calculations for the location of all the Steel Braced Frames & their member sizes & calculations for those depicted on ST14. 19. Please. indicate where all the Steel Braced t=ramed details, as per Sheet ST14 are cross-referenced on plans. 20. Please add R, Cd, 0 0 & p factors for the Braded Framed on Sheet ST1, as per details on Sheet ST14. 21. Please show steel frame columns including their anchorage and uplift are designed as per AISC 341.-05, Section 8.3. ASCE-7-05, Section 12.4.3.2. Show connection details & references on plans for the anchorage to the steel floor framing below. Both Moment & Braced Frames. See the next item as well. 22. Seismi~ Load Effect .: This applies to all the steel Moment & Braced Frame columns.& their connections to .the steel floor framing below1 as per previous item: a) Seismic load effect, E. The seismic load effect, E, should be computed in accordance with the following equation set forth in ASCE?-05, Section 12.4.2: E =pQE + 0.2SosD b) Maximum seismic load effect, Em, The maximum seismic load effect, Em, should ·be computed in accordance with the following equation set forth in ASCE?-05, Section 12.4.3 to be used in the special seismic load combinations of Section 12.4.3.2: Em == 0 0QE + 0.2SosD SOC D-F 23. Requirements in Seismic Design Category D. · The structures assigned to SOC O should satisfy the following requirements, iii addition to the requirements for SOC C. (ASCE 7-05, Sec. 12.3): Show how all irregularities are addressed on plans as they apply to the axial forces impacting the steel floor framing below: this. applies to .both Steel Moment & Braced Frames: a) Prohibited Horizontal and Vertical Irregularities for Seismic Design Categories D through F. Structures assigned to Seismic Design Category E or F having horizontal irregularity Type 1b of Table 12.3-1 or vertical irregularities Type 1b, 5a, or 5b of Table 12.3-2 shall not be permitted. Structures assigned to Seismic Design Category D havi'ng vertical irregularity Type Sb of Table 12.3-2 shall not be permitted, except when subject to the limitations of Section 12.3.3.2. b) Plan or Vertical Irregularities. For structures having a plan structural irregularity of Type 1a, 1b, 2, 3, or 4 of ASCE 7-05, Table 12.3-1 (as shown in Figure 10.7) or vertical irregularity Type 4 of Table 12.3-2, the design forces determined from Section 12.8.1 need to be increased 25 percent for the following connections: 1) diaphragms to vertical elements, 2) diaphragms to collectors, and 3) collectors to vertical elements. (Section 12.3.3.4). r .. ----...... -----.. --... -...... ------: , ... ----.............. ] o· a ·9 --":'---... :--:..-.............. ., ,'.i-.,. ..;, ,, ' 1~ -' I I. L :::J _-., ,.' ........ a. Torsional irregularity : f ! Re-entrant / ! · · corner b. Re-entrant corners Discontinuity in vertical elements of lateral-force-resisting system d. Out-of-plane offsets Figure 10.7 Examples of Plan Irregularities 1 -4 c. Diaphragm discontinuity SOC B - F 24. Collector design forces . Collector .elements, splices and their connections to resisting elements should be designed to resist the prescribed forces. They must also have the design strength to resist the special load combinations of Section 12.4.3.2 (Section 12.10.2.1 ). Identify drag connections on framing plans via a legend with an appropriate Schedule. dedicated to such connections. . . . . . ' 25. The schematic for the basketball court on Sheet S3.1 & page BM-2 of the calculations do not match. Please revise them to match. [Member sizes are missing between lines F & F.8; 3 & 4]. 26. The schematic for the Mezz & Low Roof, page BM-3 of the calculations do not match the framing plans on Sheet S3.0. 27. The roof framing schematic is not legible. Please submit 11"x17" (foldable pages) so the member sizes on page BM-1 of the calc's. can be verified against those on Sheet S4.0. See the next item as well. 28. As shown, many truss joist member designations on the schematic, as per page BM-1 (those that are legible) do not match the plans, Sheet S4.0. 29. Please provide revised schematics & calculations matching those shown on the framing plans. As submitted, many member sizes and their shear studs do not match between the two. Too many discrepancies to itemize. 30. Seismic-force-resisting Systems: Show how this is addressed with the mix of Steel Moment Frames. Steel Braced Frames & Intermediate Precast SW's: a) . Combination of systems along the same axes. Where a combination of different structural systems is used in the same direction, the value of R used in the given direction should not be greater than the least R of the systems in that direction. (Section t2.2.3) b) Vertical combinations .. The value of R used for the design at any story shall not exceed the lowest value of R that is used in the same direction at any story above that story. (Section 12.2.3.1) 31. Additional corrections may be warranted once revised plans & calculations are submitted for review & approval. 32. Plan reviewer's Footnote: [A reminder that this list if for the steel package only. The concrete tilt-up walls,. concrete beams, their sizes, reinf., connections details and references, equipment anchorage detailing as well as all other remaining structural components will be reviewed under the shell submittal package]. • ADDITIONAL 33. The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SAl>RE, S.E. at EsGil Corporation. Thank you. . ' [DO NOTPAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD 0045) PREPARED BY: ALI SADRE, S.E. PLAN CHECK NO.: 13-1997 (PC13- DATE: AUG.30,2013 BUILDING ADDRESS: 2501 EL CAMINO REAL BUILDING OCCUPANCY: M/ A2/B BUILDING PORTION STEEL ONLY .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 -_,.. I Repeats * Based on hourly rate Comments: D AREA ( Sq. Ft.) ,I ·':. Valuation· Multiplier • .57 By Ordinance Complete Review D Other ~~t:l~o_u_rl~Y 0 .. E'sGil Fee I TYPE OF CONSTRUCTION: 11-B/SPR. Reg. Mod. VALUE ($) $3,s2s.oo!.I D Structural Only ·. . 251 Hrs.@• $116.00 $2,900.001 Sheet 1 of 1 macvalue.doc + «~ ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANS MITT AL PROJECT NAME: Westfield steel permits Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID:SDP 09-05 PLAN CHECK NO: CB131997 SET#: I ADDRESS: 2501 El Camino Real APN: 156-302-08 VALUATION: $8,876,611 SCOPE OF WORK:. Vertical steel permit for 24 hour fitness _____ sf Movie theater-~--sf / ~ \This plan check review is complete and has been APPROVED by: ~ O ~ LAND DEVELOPMENT ENGINEERING DIVISION v -. -------. A Final Inspection by the _!A~~ D-e.t~!f~t --~~j: _. Division is required ,g;ves J No ueYemy-R,,f {po-fl lJ 2--2 7 3 7 · To determine status by one or more of these divisions, please contact 760-602-2719. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to:seven@hofmanplanning.com P.LANNING. . 760-602-4610 . .· ,·-:, .. ~. ·~ . ,.,. . ' ... ,.. .. . •-.;,.,. .... ~ .. .. .,,, ' Chris Sexton 760-602A624 Chris.Sexton@carlsbadca.gov Gina Ruiz -· 760-602-4675 Gina.Ruiz@carlsbadca.gov Remarks: J ENGINEERING : 760-60~-2750 .~ ..... , .,.,,--~. ~~···-··-·· -,, ... .,._.,.., . ~---·· :.;:~ ... ' .. :..! --- 1 Kathleen Lawrence 760-602-27 41 Kathleen.Lawrence@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov . FIR-I: ·P.REVENTl:ON: -. · . '. 760-6~2.;4665 , . . 1 ,. . .. :.J: -' ', . : . : {. ·--- i',,, ., Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov · !----; Cindy \!Vong f,· 1 :_ __ , 160-so2-4a62 I Cynthia.Wong@carlsbadca.gov I, . ,--1 Dominic Fieri J ' __ l 760-602-4664 .. ·,.· , Oominic.Fieri@carlsbadca.gov • Westfiel~ steel permits PLAN CHECK NO # CB131997 l ~ v::jW; l!Jnft ~ "' ~;tv", '1,.,~ "}~fr;0#' •~J:eas\1Wea<ll~. · Outstanding issues are marked with IXJ Items that conform to permit ¥# 7 •$~, vt';.,°"',;...;.'"l ,';,.c;}'_;;,; ~ , ,~"' Elnfstitttbtion~:':':' .. ";; './,C~C.:;,4. f!c* ½:~;,""'~'~,. "i'J.'.,,i.t~ requirements are marked with [ZJ or have intentionally been left blank. , ;,'. :\" y •• , 1 " 9 ,J'f;;~~~~t~~~'u}W,-J#, E-36 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: D D D D D D LJ North arrow D Existing & proposed structures D Existing street improvements D Property lines (show all dimensions) LJEasements D Right-of-way width & adjacent streets Show on site plan: D D Drainage patterns D D D D D Driveway wi<;lths Existing or proposed sewer lateral Existing or proposed water service D Submit on signed approved plans: DWG No. D D Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. D DADD THE FOLi-OWiNG NOTE: "Finish grade will provide a minimum positive drainage of2% to swale 5' away from building". D O-Existing & proposed slopes and topography I ] Osize, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. D D Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: o· D Site address D D Assessor's parcel number D D Legal description/lot number [X] D For commercial/industrial buildings and tenant improvement projects, include: total building · square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. 00 D Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Provide a complete breakdown of all the uses. Gym, movie theater, etc. List this information on the plans. Page 2 of6 REV 6/01/12 " Westfield steel permits PLAN CHECK NO# CB131997 E-36 2. DISCRETIONARY APPROVAL COMPLIANCE D D Project does not comply with the following engineering conditions of approval for project no.: 3. DEDICATION REQUIREMENTS CJ D Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding$ 20,000.00 , pursuantto Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. D D Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS D D All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever · the value of the construction exceeds $100,000.00, .pursuant to Carlsbad Municipal Code Section 18.40.040. [XI D Public improvements required as follows: Pending {IN PROCESS), DWG 479-5 D D Constru.ction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $. 441 no so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by th!;! city prior to issuance of a building permit. D D Future public improvements required as follows: Page 3 of 6 REV6/01/12 ~ .~ Westfield steel permits PLAN CHECK NO# CB131997 L E-36 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. D Olnadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "t-J0 GRADING" D D Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. D Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. D m No grading permit required. D D Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS D ORIGHT-0F-WAY PERMIT is required to do work in· city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. D m Right-of-way permit required for: Existing, RW 13-140 Page 4 of 6 REV6/01/12 ;,, Westfield steel permits <-PLAN CHECK NO #CB131997 E-36 7. STORM WATER Construction Compliance D D Project Threat Assessment Form complete. D D Enclosed Project Threat Assessment Form incomplete. D [l] Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW 13-236 ) D D Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance D D Storm Water Standards Questionnaire complete. D D Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. D D Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.gov/business/building/Documents/EngStandsw-stds-vol4-ch2.pdf D D Project needs to incorporate low impact development strategies throughout in one or more of the following ways: D Rainwater harvesting (rain barrels·or cistern) D Vegetated Roof 0 Bio-retentions cell/rain garden 0 Pervious pavement/pavers D Flow-through planter/vegetated or rock drip line D Vegetated swales or rock infiltration swales D Downspouts disconnect and discharg~ over landscape D Other: Page 5 of 6 REV 6/01/12 ' · Westfield steel permits I", PLAN CHECK NO# CB131997 ~, 8. WATER METER REVIEW Is an upgrade in water meter needed? . Domestic (potable) Use [X] CJ What size meter is required? Attachments: E-36 D I FYI I Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. D IFYI I For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be¾". 9. FEES DD DD DD DD Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Dyes D no Permit No. Permit No. Project built after 1980 Dyes D no Impervious surface > 50% Dyes D no Impact unconstructed facility Dyes Ono Fire sprinklers required Dyes Ono (is addition over 150' from center line) Upgrade Dyes Ono No fees required 10. ADDITIONAL.COMMENTS -,__'t -;--: ; Engineering Application L .... ~1 Storm Water Form Right-of-Way Application/Info. Reference Documents Page 6 of.6 REV 6/01/12 CB131997 -Plan Check No. 2 DATE: 10/9/2013 PROJECT NAME: Westfield Carlsbad PROJECT ID: EIR 09-02/SDP 09-04 PLAN CHECK NO: CB131997 SET#: 2 ADDRESS: 2501 El Camino Real APN: 156-302-08 ~ This plan check review is complete and has been APPROVED by the Planning Division. By: Jason Goff cY~ A Final Inspection by the Planning Division is required D Yes [8] 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 correctiqns 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 Comments have been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: ·;:·:: .·.,:./':,,PLANN'ING1 ·: '. :<.· ; . ": :·. '. 7_6~0.24610 ,\; · •. ::: ' .· ::'~~~~----··,_. :··· ,, .ENGINEERING·: ;· . ,. :: .. ·.i :f1'rtejiri'EvEHt1dN;·:} :~,,; · 15~a2"215,o. , .. ·:.,:· .: .: ·: ·· -:: ·::.'/ ''>1.~sq~9~~~~~ :0 ·.-.,, ~: ' '' . ,. ', .. , : ' ,•. D Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 76°"602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D Gina Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov ~ Jason Goff D Dominic Fieri 760-602-4643 D jason.goff@carlsbadca.gov 760-602-4664 P-28 Page 1 of3 07/11 REVIEW#: 1 2 3 ~ D·D ~DD ~DD ~.D D ~ tJ D ~DD P-28 CB131997 -Plan Check No. 2 Plan Check No. CB131997 Address 2501 El Camino Real Date 10/9/13 Review# i Planner Jason Goff, Associate Planner Phone (760) 602-4643 Type of Project & Use: Structural Steel only Net Project Density; NA Zoning: c~2 General Plan: R Facilities Management Zone: 1 CFO (in/out) #NA Date of participation: NA Remaining net developable acres: NA (For non-residential development: Type of land use created by this permit: Structural Steel Legend:, ~ Item Complete Environmental Review Required: D Item Incomplete -Needs your action YES ~ NO D TYPE EIR 09-02 DATE OF COMPLETION: 'Certified July.9, 2013 (CC Resoiution#2013-176) Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Condition No. 1 of PC Resolution #6981 Discretionary Action Required: YES ~ NO O TYPE EIR/SDP APPROVAL/RESO. NO. 2013-176 DATE July 91 2013 PROJECT NO. EIR 09-02/SDP ·09-04 OTHER RELATED CASES: SP 09-01 Compliance with conditions or approval? If not, state conditions which require action. . . Conditions of Approval: Condition No. 1 of PC Resolution #6981 Coastal Zone Assessment/Com~liance Project site located in Coastal Zone? YES O NO I8J. CA Coastal Commission Authority? YES D NO !81. If California Coastal Commission Authority: Contact them at-. 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat Management Plc;m Data Entry Completed? YES O NO O NIA ~ If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application arid assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) lnclusionary Housing Fee required: YES D NO D N/A ~ (Effective date of lnclusionary Housin~ Ordinance-May 21, 1993.) Data Entry Completed? YES D NO D (A/P/Ds, Activity Maintenance, enter CS#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!) Housing Tracking Form (form P-20) completed: YES O NO D NIA ~ Site Plan: Provide a fully dimensional site plan drawn to· scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. Page 2 of 3 07/11 ~qD ~DD ~DD ~DD ~DD ~DO ~DD D~D CB131997 -Plan Check No. i City Council Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES D NO D NIA ~ 2. Project complies: YES D NOD NIA ~ Zoning: 1. Setback;s: Front: Interior Side: Street Side: Rear: Top of slope: Required __ Shown __ Required __ -· Shown __ Required_-_ Shown __ Required __ Shown __ Required __ Shown __ 2. Accessory structure setbacks: Front: Required __ Shown __ Interior Side: Required_-_ Shown __ Street Side: Required ___ Shown __ Rear: Required __ Shown _-_ Structure separation: Required __ Shown _-__ 3. Lot Coverage: Required __ Shown __ 4. Height: Required __ Shown __ 5. Parking: Spaces Required ___ Shown __ (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required __ _ Shown, __ 1. The south/south east elevations of this building have decreased in mass and soale from that 1Nhich was originally approved. Please re11ise the structural design of these areas to more closely resemble the original approvals 'Nithin the administrative tolerances allowed by the 1/VCSP. 2. Please include 1Nith this submittal a summary table-and floor plans demonstrating compliance with the approved f.loor area that 1Nas approved for this area of the shopping oent~r. 3. Ple~se.b~-_aware that any Pianning rek:ited architectural commen.ts.as-if tel~fos'tc:ithe1building:sfrellfhat was included as p;:irt _bf this subm.ittal for reference purpo$es oi:ily Will be:.pro_vided_ :~s :pan::;ptthe-Shel! :Permit CBt32181-_Pac;;kag_e#.4; OK ro ISSUE AND ENTERED APPROVAL INTO COMPUTER:~ DATE ro/ ,J to1) : P-28 Page3of3 V ~ 07/11 ~ ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL DATE: 10/9/13 PROJECT NAME: westfleld (rob-maystructural steel) PLAN CHECK NO: cb131997 SET#: II ADDRESS: 2501 ecr Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www .carlsbadca.gov Cb PROJECT ID: ~ . ~ This plan check review is complete and has been APPROVED by the fire Division. By: cwong A Final Inspection by the Division is required ~ Yes O·No D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FiRE PREVENTION 760.602-4610 760-602-2750 760-602-4665 D Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-27 41 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.LaWrence@carlsbadca.gov Grego!l'..R)'.an@carlsbadca.gov .D Gina Ruiz D Linda Ontiveros ~-Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Lincla.Ontiveros@carlsbadca.gov ~nthia.Wong@carlsbadca.gov D D D Dominic Fieri '• 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: 10/09/13 ** APPROVED: Page 1 of2 THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. . THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLJCABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY VIOLATION OF THE LAW. 9/9/2013 * * * Bubble Changes*** 1. Sheet TS: Please revise with appropriate A Occupant uses. References to theaters and gymnasiums.If decided at a later date, please specify so. 2. Please clarify that stairs/landings have sufficient area to accommodate installation of standpipes where required. Pagel of2 Carlsbad Fite Department Plan Review Requirements Category: TI , COMM Date of Report: 10-09-2013 Name: Address: Permit#: CB 131997 HOFMAN PLANNING/SHAY EVEN STE 1 3156 LIONSHEAD A VE CARLSBAD CA 92010-4703 Job Name: WESTFIELD: VERTICAL STEEL FOR Job Address: 2501 EL CAMINO REAL CBAD INCOMPLETt---1'-he-item ... JlQJ,l.h~ ... filll?.mh!~d for review is incomplete. At this time, this office cannot adequatelf conduct a review to determine-~~~i.BJ:0.-..QG_G~~~ds. Please review carefully all comments attached. Please.cresttbffii~sary plans ~-e-idic~"'llnges "clouded", to this office for review~ -~ Conditions: Cond: CON0006631 [NOT MET] *** Bubble Changes*** 1. Sheet TS: Please revise with appropriate A Occupant uses. References to theaters and · gymnasiums.If decided at a later date, please specify so. 2. Please clarify that stairs/landings have sufficient area to accommodate installation of standpipes where required. Entry: 09/09/2013 By: cwong Action: CO Cond: CON0006689 [MET] ** APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUEANCE OF A BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTIONS, ANY REQUIRED TESTS, FIRE DEPARTMENT NOTATIONS, CONDITIONS IN CORRESPONDENCE AND COMPLIANCE WITH ALL APPLICABLE CODES AND REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE ANY V10LATION OF THE LAW. & ~ CITY OF CARLSBAD CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov T~is for~ m_ust be c~n:ipleted by the City, th~ appl!cant, and th~ appropriate school districts and returned to the City prior to 1ssumg a building permit. The City will not issue any builqing permit without a completed school fee form. Project Name Plaza Camino Real Project ID: CT/MS: Building Permit Plan Check Number: Project Address: A.P.N Project Applicant (Owner Name): PC13-45 2501 El Camino Real 156-302-08-24 Westfield U.S Holdings, LLC Project Description: Demolish 225.631 sf permitted in 1967 finaled 1969, build 224,995 sf. Building Type Residential: Retail Mall NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: Square Feet of Living Area in SOU ----------------------------- Residential Additions: Net Square Feet New Area ·------'------------------------- SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ~ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 {760-331-5000) LJ Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 x1166) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) 0 San Marcos Unified School District 255 Pico Ave Ste. 100 San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) LJ San Dieguito Union High School District-By Appointment Only 684 Requeza Dr. Encinitas, CA 92024 (760-753-6491 X 5514) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or lf the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Siwmrure: ~ th~ Date: 8-34 Page 1 of2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by thescliool district(s)) *************************************************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER ARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD, CA 92009 C" C ,,, I 'I' B-34 Page 2 of2 Rev. 03/09 "· Westfield Carlsbad "Box" Square Footage Numbers 1st Level Gross Floor Area = 78,690 sf 2nd Level Gross Floor Area = 79,205 sf \ . Mezzanine ,.; Basketball Court = 6825 sf Stairs Elevator = 950 sf Sub-Total 7775 sf Grand Total = 165,650 sf Prepared on September 12, 2013 ..City of Carlsbad VALUATION WORKSHEET Building Division . :/ , , ('.;'.('.:":i~ype,9fW4fl<,>• ...•..• ,',', ··,.Ar~a.of Wdrk. ·, · .·•1 'MiJltlP1!~t , '\/~J:lJE ·. ., ',,,' .. ,\_,,' "' '. :,,' SFD and Duplexes $110.17 $0.00 · Residential Additions $131.73 $0.00 Remodels / Lofts $57.48 $0.00 , Apartments & Multi-family $98.20 -. $0.00 Garages/Sunrooms/Solariums $28.74 $0.00 Patio/Porch/Carport $958 $0.00 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs $15.57 $0.00 Retaining Walls, concrete,masonry $19.16 $0.00 Pools/Spas-Gunite · $40.72 $0.00 Tl/Stores, Offices $37.12 $0.00 Tl/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/# of panels $400.00 $0.00 Store Shell type 2N 158,845 $46.94 $7,456,184.30 Roof Deck 6,825 $15.57 $106,265.25 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System 165,650 $3.11 $515,171.50 Air Conditioning -commercial 158,845 . $5.03 $798,990.35 Air Conditioning -residential $4.19 $0.00 Fireplace/ concrete, masonry $3,855:98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL $8,876,611.40 Valuation: $8,876,611 Comm/Res (CIR): C CFD ~ Yes (PFF=l.82%) ~ No (PFF = 3.5%) Building Fee $21,255.52 Land Use: Plan. Check Fee $14,878.86 Density: Strong Motion Fee $1,864.00 Improve. Area: Green Bldg. Stand. Fee $352.00 Fiscal Year: Green Bldg PC Fee $150.00 Annex. Year: License Tax/PFF $310,681.40 Factor: License Tax/PFF (in CFO) $161,554.33 CREDITS CFD PFF and/or CFD 1st hour of Plan Check Fire Expedite Explanation: Plumbing TBD Mechanical TBD Electrical TBD I r-· O Plan O CM&I ire g/1q(;~.., TO PllrJJ, UlS/ r1ie£ -t-86-IL ·w/ sfrue+.{r-uycM) q/11./ ,-3 r~ _'9 ~> Final Inspection required by: . 'ji() ~ V5b _· k]LD€-Jer~ I n,u I i Of/2,Lf/ 13 f\Pf', \¾'U>~ DY~ ~ ~tf\> 6 ~ r~~ <!( ('Jt;w si12Mo:r CMJ:5 D~ 1L -~---e'Su;IL-v-( s~ eo.,lL-s.JL y-'(~ 11>' '° ~l(l.6. ¾ (\J8l?02--"~ (\~l fU<-N ~ tcN0 1 PLAN -n:; Tbrt/l-N 1~(1N P1J) q/zs(t-6 7I>/o P!/1-rJ/t!r·rz;~ FC-f~~J::::-~ q I ;,,-, /13 {:p&I t_ ~ ~ 'fit .:J_ -:-//Jd/Ve re.lale #o s-hudura~ I 10/21/13 / ~;j; -It:, fsML w/_;m,.cr. ;acKJ:;1,s) (I l 11( rzr:-<2 B1a<. l06 r!tJ/7V77thvf3 NtJTIT72--k;t.lu( ,4, ?/4,,J J. · · w(ctryd~ ~ Ce,!3 ·(9ct7 . --...---..... ---------_..,.....___ __..-.---...__ Lbl~b [tb ~ /1'1cssrµ-/ ~ (')/}PJ..vu p{~-~~-6-.'L .1t(4ll:;~ 0~ ~ ~Cl~ . - 1 {(Jji(({~ _ prZ N [)..<Z.u.f 13 ~<;:~ . • ~ f • ,,~ ,, ~ -~-~ -.-w,._,.. ~--~v-, -·· .., -- Approved-Date BUILDING 10/00 /13 PLANNING to/0,/(3 ENGINEERING CP/;,,/,.1 FIRE Expedite? Y@) /0////,3 AFS Checked by: HazMat APCD H~alth FQrms/Fees Se,:it Rec'd ·Encina Fire HazHealthAPCD P_!::&lvl ./ School ti/((/// -s . (1/U)/ /if, Sewer . S~ormwater Special Inspection CFD: y (!!> . LandUse: Density:. lmpArea: FY: Annex: .. . P.FF: (?j .J\l . Comments Date· Date Date Building '!r/Jp/,~ .q ~7 /13 Planning 9/~</r::; Engineering · r/24/e Fire · qrq I 1 ~ .. Need?_ -~/ ,,~ , f '~--.... -~_,.., ./\Y • n ~ --I\ . :0 By A--~ .:::f6- //', ~ Due? By y N y N y N y N y N y ~ y N y N Factor: · £>ate ·£"-. - --~ a·Done Cl Done Cl Done City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 12-16-2014 Plan Check Revision Permit No:PCR14006 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: Building Inspection RequestUne (760) 602-2725 . 2501 EL CAMINO REAL CBAD PCR 1563020800 $0.00 CB131997 Lot#:· 0 Construction Type: NEW WESTFIELD-DEFERRED SUBMITTAL OF EXTERIOR GUARD RAIL SHOP DRAWINGS Owner: CMF PCR LL C Status: App.lied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 01/23/2014 LSM 12/16/2014 12/16/2014 SHAY EVEN STE 1 · 3156 l:.IONSHEAD AV CARLSBAD CA 92010 760-692-401·9 C/O WESTFIELD PROPERTY TAX DEPT PO BOX 130940 DEPTWF'Lb CARLSBAD, CA 92013 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $217.50 lnspe.ctor: $217.50 $0.00 $0.00 Total Payments To Date:. $217.50 Balal"!ce Due: FINAL APPROVAL Date: ------. 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 Coae 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 which the.statute of limitations has oreviouslv otherwise exoired. ....------------------------,,, ~)) ~ «~~~ ~ CITY OF PLAN CHECK REVISION APPLICATION D--e--v=efo pm etrt=S c:, v;"' c;-:, Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov CARLSBAD B-15 Plan Check Revision No. Pep.. l~oo~ Pr9jectAddress c;)S)I GLeero,~o 12.eJrL Original Plan Check No. C1S::J5-::;;-l9C\ l Date \-~-14 . Co~tact ~WQD Ph \l{()-\J0.2:.-40\9 Fax7\.ill-tilq2-4 \05 ' Ema2 q~\fe C\ ~IDrcfu\\)Mn~. cnm Contact Address . ~\5-,o UO(V:>X"\WQ'&JQ.1 ~\] \ CityC,oJ:\::tx:)o Zip 9W\D G.eneral Scope of Work. ~tty (Q_Q 1>\)0ffifloJ. .v~.\~ '6-rEi:;(... l'e.Nn\ ~ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: IZI Plans ~d/culations D Soils D Energy D Other ___________ _ 2. Describe revisions in detail 5. Does this revision, in any way, alter the exterior of the project? 6. Does this revision add ANY new floor area(s)? D Yes 7. Does this revision affect any fire related issues? D Yes 8. /sthisaco~:et7 D Yes Jg} No .e'.l'Signature tflO rpri.AtA---- . 3. List page{s) where each revision is shown D Yes ~No ~No 4-. List revised sf;leets that replace existin sheets 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carJsbadca;gov EsGil Corporation In (!'artnersliip witli government for (]Jui[aing Safety DATE: JAN. 30, 2014 CJ APPLICANT CJ JURIS. JURISDICTION: CARLSBAD CJ PLAN REVIEWER CJ FILE PLAN CHECK NO.: 13-1997 (PC13-0045) -REV. #2 -NEW PCR #14-006 SET: I PROJECT ADDRESS: 2501 EL CAMINO REAL PROJECT NAME: REGAL-12 & 24-HR. FITNESS (3 STORY BUILDING 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: Hoffman Planning, Shay Evan 3156 Lionshead Ave #1, Carlsbad, CA 92010 Michael Sheller 2049 Century Park East 41 st floor, Century City, CA 90067 ~ EsGil Corporatibn 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: Shay Even Telephone#: 760-692-4105 Date contacted: (by: ) Email: seven@hofmanplanning.com and msheller@westfield.com Fax #: Mail Telephone Fax In Person ~ REMARKS: The exterior guardrails package (plans & calculations) are under this permit, deferred submittal. By: ALI SADRE, S.E. EsGil Corporation D GA D EJ D PC Enclosures: 1/24 9320 Che~apeake Ddve, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 [DO NOT PAY-THIS IS NOT AN INVOICE} VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 13-1997 (PC13-0045) -REV. #2 -NEW PCR #14-()06 PREPARED BY: ALI SADRE, S.E. DATE: JAN.30,2014 BUILDING ADDRESS: 2501 EL CAMINO REAL BUILDING OCCUPANCY: B/ A TYPE OF CONSTRUCTION: 11-B BUILDING PORTION EXTERIOR GUARDRAIL Dl;FERRED 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 L -.JRepeats * Based on hourly rate Comments: D AREA. Valuation ( Sq. Ft.) Multiplier By Ordinance Complete Review D Other 0 Hourly EsGil Fee Reg. VALUE Mod. D Structural Only 1-----1.-is I Hrs. @ • $116.00. ($) $217.501 $174.00j Sheet 1 of 1 macvalue.doc + 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (8;>8) 560-1468 + Fax (858) 560-1576 ~ W CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760} 602-4610 www.cr1rlsbr1dcr1.1mv DATE: 01/28/2014 PROJECT NAME: Westfield Carlsbad PROJECT ID: EIR 09-02/SDP 09-04 PLAN CHECK NO: 1 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: Jason Goff (YJr-- A Final Inspection by the Planlnng Division is required D Yes [8J No You may also have corrections from one or more of the divisions listed qelow. Approval from these divisions may be required prior to the issuance of a building petmit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed' on l the attached checklist. Please _resubmit amended plans as required. ·· ... , Plan Check APPROVAL has been sent to: For questions or clarifications on the attached checklist please contact the following reviewer as marked: .' Pi.ANNIN.G '.iso~o:24610 · D Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov k8J Jason Goff 760-602-4643 · jason.goff@carlsbadca.gov . ENGINEERING 76Q-602~275o' . .'. ' -:· '-'FIRE',PREVEN11or{,/:_:.<,: . . . . 760"6024665: -~ . . . . · ._· 0 Kathleen Lawrence D Greg Ryan 760-602-27 41 760-602-4663 Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov D D Linda Ontiv,eros 760-602-2773 Linda.Ontiveros@carlsbadca.gov D CindyWong 760-602-4662 · Cynthia.Wong@carlsbadca.gov D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov ' Wstfiela Transmittal DATE: January 22nd, 2014 ,I~= .. ~ , · -,pRmt6'er,!<'Westfieldi®arls a ~ ' . Sh-\JC+l hn \) ATTENTION: City of Carlsbad fR~ Deferred subinfffiirs ~:~Mike~ Westfield, LLC 2525 El Camino Real #100 Carlsbad, CA 92008 T 760.434.2435 F 310.689.3069 WE ARE SENDING: 0 HEREWITH ~ DELIVERED BY HAND OUNDER SEPARATE COVER O VIA FEDEX THE FOLLOWING ITEMS: COPIES DATE NO. i;--__ DESCRIPTION 2 \l~ie~~ekdJ!ft.~~lmflF.iiii1~.~ THESE ARE TRANSMITTED AS INDICATED BELOW: 0 FOR YOUR USE O APPROVED AS NOTED 0 FORAPPROVAL O APPROVED FOR CONSTRUCTION FOR __ . 0 AS REQUESTED O RETURNED FOR CORRECTIONS FOR __ ~ FOR REVIEW AND COMMENT REMARKS: COPY TO: 0 RETURNED AFTER LOAN TO US SIGNED: 0 RETURN_ CORRECTED PRINTS 0 SUBMIT _COPIES 0 RESUBMIT COPIES 0 FOR BIDS DUE -~ l ' ' :ti -~ J' .• c>.1 J. fJ ~ ._ .c:. ~ ~ ~ t ..... ~ 9 -..J ~ ~ c 0-> i .- ..D .D .J Ci~y of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 12-16-2014 Plan Check Revision Permit No:PCR14007 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: SHAY EVEN Building Inspection Request Line (760) 602-2725 2501 EL CAMINO REAL CBAD PCR Lot#: 0 1563020800 $0.00 CB131997 Construction Type: NEW WESTFIELD -DEFERRED SUB . $TEEL JOIST SHOP DRAWINGS AND CALCS ( FOR Owner: CMF PCR LL C Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 01/23/2014 LSM 12/16/2014 12/16/2014 3156 LIONSHEAD AV CARLSBAD CA 92009 760-692-4019 C/O WESTFIELD PROPERTY TAX DEPT PO BOX 130940 DEPT WFLD CARLSBAD, CA 92013 Plan Check Revision Fee Fire Expedited Pl.an Review Additional Fees $362.50 $0.00 $0.00 Total Fees: $362.50 Total Payments To Date: $362.50 Balance Due: FINAL APPROVAL Inspector:· ------Date: _____ _ 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 tlie 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 which the statute of limitations has oreviouslv otherwise exoired. -------------------------------------. (A) «~ ~ CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION· 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www .carlsbadca.gov Plan Check Revision No. ~ I c.f.-00 7 . . v~\CM s ~\ U'~" '' Original Plan Check No. Cb \5-\C\93: Prpject Address d:~ l 'et.. Lf>r'rn i,...,o ~ Date \-Z..,'t)-\L\ . Co~tact ~~t)\[~ Ph "7l '°-l09z.:.40 l9 I. Fax 7~D-toQ2.,,-4\05 . Ema2 Su to~ hof (Y'Qu]~Of\(")~ COrY\ Contact Address 3 \5\,p lJC)ntl)eQd ~Q_i ~e,,; \ zip qzn \D Original plans prepared by an ·architect or engineer, revisions must be signed & stamped by that person. 1 • Elements revised: / .125l Plans ~ Calculations D Soils q Energy D Other __________ _ 2. · a. 4-. Describe revisions in detail List page(s)· where List revised sheets each revision is that replace shown existina sheets OeeJro ~ubrn~\\oJ ~ttl iJo\?-t SnoD \X°'-'N~S ' osrl OllcD\Q:n~ ' 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)? D Yes ~ No 7. Does this revision affect any fire related issues? D Yes ~ No 8. 1635 Faraday Ave ue, C rlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carJsbadca.gov , ~sGil Corporation In (l'artnersliip witli qovernment for {}Jui(tfin9 Safety .DATE: JAN.30,2014 D APPLICANT D JURIS. JURISDICTION: CARLSBAD D PLAN REVIEWER Cl FILE PLAN CHECK NO.: 13-1997 (PC13-0045) -REV. #1 -NEW PCR #14-007 SET: I PROJECT ADDRESS: 2501 EL CAMINO REAL PROJECT NAME: REGAL-12 & 24-HR. FITNESS (3 STORY BUILDING 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 ")'ith the jurisdiction's codes when minor deficiencies identified below are resolved anl:J checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. -----· D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 0 The applicant's copy of the check list has been sent to: Hoffman Planning, Shay Evan 3156 Lionshead Ave #1, Carlsbad, CA 92010 Michael Sheller 2049 Century Park East 41st floor, Century City, CA 90067 ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Cp.rporation staff did advise the applicant that the plan check has been completed. Person contacted: Shay Even Telephone#: 760-692-4105 Date contacted: (by: ) Email: seven@hofmanplanning.com and msheller@westfield.com Fax #: Mail Telephone Fax In Person ~ REMARKS: The roof open web steel joist (plans & calcu·1ations) package is under this permit, deferred submittal. By: ALI SADRE, S.E. EsGil Corporation D GA D EJ D PC Enclosures: 1/24 9320 Chesapeake Driv(;), Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ,:,,,.· \ ' . I . .. [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 13-1997 (PC13-0045) -REV. #1 -NEW PCR #14-007 PREPARED BY: ALI SADRE, S.E. DATE:. JAN. 30, 2014 BUILDING ADDRESS: 2501 EL CAMINO REAL BUILDING OCCUPANCY: B/ A BUILDING AREA PORTION ( Sq. Ft.) OPEN WEB TRUSSES - STEEL JOISTS ~ Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB j Bldg, Permit Fee by Ordinance i:J ! Plan Check Fee by Ordinance i:J Valuation Multiplier By Ordinance Type of Review: r Complete Review r Repetitive Fee 13' Repeats ,. • Based on hourly rate Comments: .. .. r Other ~ Hourly EsGil Fee ,. TYPE OF CONSTRUCTION: 11-B Reg. VALUE ($) Mod. r Structural Only ., r-___ 2.---15) Hrs. @ • . $11e.00J l $362.50] $290.00] Sheet 1 of 1 macvalue.doc + P .. Q. BOX2.170 255 l.,OGAN ROAD LOGAN tNqUSTRIAL PARK FE;RNLEY, NV 8_940e 775'-.575--733.7 PHONE 776,-575--3628 FAX December 4, 20'i3: CERTIFICATE OP COMPLIANCE Received Westfield Construction Cdhtinbia 'Steel, Toe. 2175 Lhiden.Av:enue. 12/05/2013 4:36:04 PM Ri. ··a· Ito .. ·c· .. A-,9·2'Jn'r:7· 4-4-45· -· ------· --... -----· ..... --· ···--·· ........ .. · · · · ·· · --, ·---. -------·. . . _ .;-:·'., -,-_· .:rr F-_ · · Ref: Wesffield Carlsbad~ Carlsbad, CA VJ Project# 3V00584 This is' to ·certify·that tn,~·joisfs' and Jtcc;essories furmshed on the a.hove, reforen.ced project have been n:iaiiufactut,ed according to: the information ·provided on the contract dt!:!-wings, Valley Joist Inc. Fe.rril¢y, }i\~v:ada? .a. certified member of The: Steel °Joist-Institute (SJ!),_ IAS' 'C¢:rtified Fabric~tor; h~s 111a11ufa:ctured the joist~, Valley Joisf s. Quajity Gonttol :Program ha~· been teview~"d ·apd approv~d by the. Intetnationa1 Code ·council O:CC) under the ·Jnternauonal A,ccredit~tion Service ¢ert,meation nU;thb¢r FA-363. The Qu~1ity.Ass-utance Manual of\lalley.Joist·has:beenreviewe4 ~nd approvedbythe $J1·and1AS. ValleyJoist-~ertiftes that alljqists produced are 100 percent inspected _per SJf and IAS requirements ·and-Valley Joist's Qualii;y· A.ssurap.ce .Manu;il The quality as$µranc.e ma,mial is avarlabie for _your te-'vi'eW ori out preinises> ·as ar.e the inspectim;1:,:ep·orts for the.jqists ptoci~c1;:d .foi" the .<'):bove prqject. Y cn,1rs ~ly,_ W-id.terF. Won::. ey~Jr. V:al_ley Jqi-~fW~st/a· div1.si.on o . dustries, Inc, cc: Files- SHOP DRAWING I SUBMITTAL REVIEW fl('NoEXCE?TlONTAKf.N O MAKECORRECTION$ASNOTEO 0 REV!SEAND RESUBMIT O REJECTED: ____ _ SUB!JITTM. WAS REVIEWED FO~ Oi:S!GN CCNFORMfTY MID GENERAL CONfORMANCETO CONTRACTDOO!JMEN"fSOM.Y. THE CONTRACTOR IS. RESPONS!$LE FOR OO'iFIRM!NG ANO-CORRaATlNG OiMENS!ONS AT JOB SITES FOR TOLERANCES, CLEARANCES, QUANTITIES, FABR!CAT!ON PROCESSES ANO TECHMOUES OF C~STRIJCTlOht, COORO!NATION OF HIS WORK WITH OTHER TRADES ANO FULL COMPUANCEWlTiiTHECONTAACTOOCUMENTS. BY 'y .. '(. ANF & ASSOCIATES West:!eld Carlsbad SubmiUal This review is only for genera! conformance with the design concept of the project and genera! compliance with the information c:iven in the contract documents. Contractor is responsible for dimensions which shall be confirmed and correlated at the jobsite; fabrication processes and techniques construction; and coordination with other traces. i2/05/2013 4:36:13 PM sHoP DC~UU(f~G I susr;iTTA1 L L~-~viewl NO Si:CEPT!Oi'J Tt'.Kt:N O M/\KE ro~~rio;.,g;AS NOTED 1 REV!SE,1J!U RE'SU8f/.lr O REJE.Ci'EO:..,___,,_,.., __ _ ENGIN.EERiNG 'REPORT C© .. ¢U60tAtxONS'. {REV·.' .. 0) FO 1 . · I 8'! ~~-----·-l1J:WE ~; wesrt1Er,;r>:cARLSB11o - DAR.LSBAD,.·CA VALLEY JOIST C.0:NLRACTNO.: 3'V00584 CUSTOMER;:, COLUMBIA STEEL/INC; 2l75.LJNDEN AVENUE RIALTO,. CA 92377-:.4445 Al~!}F & ASSOCIATES (T(5) 575-7337 Fax (775) 575-7222. P:O. B6K2170· 255:Log~n Road f Logan_Industrial Park I F~tnley, NV 89408 f Received Westfield t Construction 12/05/2013 4:36:26 PM l/ATTE:NTION: KURT FORESTER PHQN.E: 909/874-8840 TUTS .ENdiNRER.l1'1n REPORT'COVER PAGEJS, PROVIDED IN ACCORbANCE WtfH CAtIPo:RNIA. PROFES'SIONAL.ENGTNEERS ACT' 201:3 BtJ·SlNEs·s AND PROFESSION~ COPE:'SECTJON 6735 FOR _jbiST MARKS,a,$:shoWn bi1: SEOUBNCR :3V0058-4-H JV00?.84-B:'"AW 3V00584-AW -3V00584 CALCULATION PAGES 1,-8 1.-8 t-14, J-.154 The Joist·matk n,uinbets are~-$hown d11.flre Placemeiit:Piaris; The caicul~fio.rts-a:re bas~d on :all .bridging in piace Md=anchored ·as'.r,e.qufresi by-the '.SJI Specifications.& Technical Digests: · Th~ jo'1$t <,ie~(gi;J.atiotis :an1:tspecial loads were determined and ;specified by the· Engineer ·of Rec0rd1 not by-the steel joist manufacturer. 'I'he-ste-el jqist'mantifactut~r;s scop¢ is Iimit~d to the <lesig11-ofthe members jn tb.e ~teei joi~ts, ''Th~it ~cop.e-dqes nQt i.rie,i_µde the-complete. st:ru:c.ture,. ·structural connections?. or the :coordination: of the· componen'ts, The P.rofessional Engiltee:r's -Seal:affixed hereto in~kat~s'1hatth~ ste.eljo1st$-Wete 9-e:Signed· ih:a,ccotg~ce wftry,.T:h¢ Steel Jo1~t Jbstitute;$ 'St~dard. Speyffi9ation~ to support theloads'specified, fut1iished and approved by th~:owner?sEngineer of Record. The·seal is notintended,to cettify'Q:r:'fm_p!y that the p·u:Hding d.9¢$ or does ~ot eotifor11Ho 4ny·na,fionp.l, sta,te or Io·cal b\iilding,Godes. :wa)t~t}'. .. Worthi~Y:, Ji,, PRCA;#C64116 Chief:Engineer· .- V~Jiey Jo,i~t/ A,9iY,t$'ion ofEBSCQ Industries, li:iP~ -VJ CA.LC 3V00548ffMF Vall~y Joist West Page 1 V2.1.7.2 Job #3V00584-H -By JB 14:44 Entered 11/25./13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T3 1 -28K8//-148 x 43'10.500 Special Crimped angle Parallel chord Shortspan nd Lengt:p. ag 5.000 pp, 5.000 Depth 5.000 5.000 Holes --y y Top Chord Ext E 0' 0.250 E 0' 2.750 BCX Holdback 2 0' 6. 000 Pitch EP/#lL 54.000 5.4. 000 iform NtUp load -148 #/ft full length iform TSJI load 273 #/ft full length iform Live load 168 #/ft full length iform Dead load 104 #/ft full length iform NtUp load -66 #/ft from 0'0" to JI 2000# AddLoad on Top chord at panel ad 2000# AddLoad on Top ~hard at panel 16' 5" points. points. PE 1 CLIP@ 21'-5" FTE OAL 28.000 in Deep 26.866 in Effective Depth 24.000 in Clear Depth 037359 in-#Moment 522.500 501 L/ 557 i.000 34.625 7942 0.000 in Design in4 Ix Live Defl length 148~ # Minimum Shear 372 in4 Minimum Ix 48.000 in Interior Panel 10 Web Vees p Chord: 2-L L2x2x.187 idg < 179" Ix= 0.544 Center: L 24.000 Six'th: L 24.000 g end panl: L 34.625 irst point: hard shear: V 6495 A Iy= p p p p C in Chord gap in Left end # SJI reaction in Tag TCX Defl 1. 426 y 0. 569 2.173 Rx 0.617 -3828'6 Pnx/o= -38307 -30466 Pnz/o= -32608 -14224 Pnx/o= -21879 -14224 Pn/o = -38504 22645 fv 8683 aring seats: Tag End LLV3. 5x2. 5x Weld 2 .14 II Opposite End LLV3.5x2.5x Weld 2.14" t Chord: 2-L L2x2x.176 A= 1.346 y 0.565 Ix= 0.516 Iy= 2.042 Rx 0.619 Center: L 48.000 p 38612 Pn/o 40381 hard shear: V == 7349 T = 17757 fv 10439 L/ 271 SJI Defl 0.790 in Camber 34.625 in Right end 7942 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Q = 1.000 Ry 1.234 Rz = 0.394 8 Fillers No Fillers M 1904 No Filler M 3008 fc = 15879 f = 11766 Fy 50000 Q 0.981 Ry 1.232 Rz 0.394 ft= 13192 f -12348 V~lley Joist West Page 2 V2.l.7.2 Job #3V00584-H -By JB 14:44 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 oject: PH: 909/874-8840 FAX: 909/874-3363 CONTACT: ~ORT FORSTER WESTFIELD CARLSBAD CARLSBAP, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T3 1 -28K8//-148 x 43'10.500 Special Crimped angle Parallel chord Shoitspan :ation --=r;r- -Ll -Ll -L3 -L3 -L3 -L5 ~L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -Ll3 -Ll3 -Ll3 -Ll5 -Ll5 -Ll5 -Ll7 -Ll7 -Ll7 -L19 -Ll9 -Ll9 Web W2L Vl W3 W4 V2 1'15 W6 v2 W7 W8 V2 W9 Wl0 V2 Wll Wll V2 Wl0 W9 V2 W8 W7 V2 W6 W5 V2 W4 W3 Vl W2R Slope 62. 68 32.89 32.70 41.78 o.oo 41.78 41. 78 o:oo 41. 78 41.78 0.00 41. 78 41. 78 o.oo 41.78 41. 78 0.00 41. 78 41. 78 o.oo 41. 78· 41. 78 o.oo 41. 78 41. 78 0.00 41.78 32.70 32.89 62. 68 Length in 52.29 28.58 28.52 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 28.52 28.58 52.29 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- Member J;,2x2x.163 Ll-1/2x.109 L2x2x.1:56 Ll-l/2x.109 Ll-l/4x.109 Ll-3/4x.143 Ll-l/2x.109 Ll-l/4x.109 Ll-3/4x.125 Ll-l/4x.109 Ll-1/4x.109 Ll-l/2x.109 Ll-l/4x.109 Ll-l/4x.109 Ll-l/4x.109 Ll-1/4x.109 Ll-1/4x.109 Ll-1/4x.109 Ll-1/2x.109 Ll-1/4x.109 Ll-l/4x.109 Ll-3/4x.125 Ll-1/4x.109 Ll-1/2x.109 Ll-3/4x.143 Ll-1/4x.109 Ll-1/2x.109 L2x2x.156 Ll-l/2x.I09 L2x2x.I56 Area in2 o. 625 0.315 o. 600 0.315 0.261 0.480 0.315 0.261 0.422 0.261 0.261 0.315 0.261 0.261 0.261 0.261 0.261 0.261 0.315 0.261 0.261 0.422 0.261 0.315 0.480 0.261 0.315 o. 600 0. 3:1.5 o. 600 F. in 0.395z 0.297z 0.396z 0 .297z 0.247z 0 . .346z 0. 297z 0.247z 0.347z 0.247z 0.247z 0.297z 0.247z 0.247z 0.247z 0.247z 0.247z 0.247.z 0.297z 0.247z 0.247z 0.347z 0.247z 0 .297z 0.346z 0.247z 0.297z 0.396z 0.297z 0.396z Shear lbs 7349 617 3168 5737 428 2217 4461 428 1361 3186 394 540 1911 296 804 804 296 1911 940 296 3186 1532 296 4461 2124 296 5737 2782 427 7349 Tensil.e Force lbs 16010 735 3765 7692 428 2973 5982 428 1826 4272 394 724 2562 296 1078 1078 296 2562 1261 296 4272 2054 296 5982 2848 296 7692 3306 509 16010 Allow l.bs 16887 9454 17990 9454 7819 14402 9454 7819 12656 7.819 7819 9454 7819 7819 7819 7819 7819 7819 9454 7819 781:9 12656 7819 9454 14402 7819 9454 17990 9454 16191 Compressive Shear lbs 3786 2847 6495 2645 2659 5099 1789 2698 3824 933 2724 2548 503 2737 1485 1485 2737 644 2548 2724 1236 3824 2698 18213 5099 2659 2420 6495 2847 3209 Force lbs 8248 3391 7719 3547 2659 6837 2400 2698 5127 1252 2724 3417 674 2737 1992 1992 2737 864 3417 2724 1658 5127 2698 2451 6837 2659 3245 7719 3391 6990 Allow lbs ~ 4638 8205 3937 3883 7504 3937 3883 6456 2304 3883 3937 2304 3883 2304 2304 3883 2304 3937 3883 2304 6.456 3883 3937 7504 3883 3937 8205 4638 7830 Weld Available Thick x Weld (in) Length Top/Bottrn .16x3.3 4.7/ 5.6 .llxl.O 2.8/ 3.1 .16xl.7 3.3/ 3.6 .llx2.4 3.0/ 3.4 .llx0.8 2.5/ 2.5 .14xl.6 3.2/ 3.6 .llxl.8 3.0/ 3.4 .llx0.8 2.5/ 2.5 .13xl.4 3.2/ 3.6 .llxl.3 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llxl.1 3.0/ 3.4 .llx0.8 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llx0.6 2.7/ 3.1 .llx0.6 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llx0.8 2.7/ 3.1 .llxl.l 3.0/ 3.4 .llx0.8 2.5/ 2.5 .llxl.3 2.7/ 3.1 .13xl.4 3.2/ 3.6 .llx0.8 2.5/ 2.5 .llxl.8 3.0/ 3.4 .14xl.6 3.2/ 3.6 .llx0.8 2.5/ 2.5 .llx2.4 3.0/ 3.4 .16xl.7 3.3/ 3.6 .llxl.O 2.8/ 3.1 .16x3.5 4.7/ 5.6 Valley Joist West Page 3 V2.l.7.2 Job #3V00584-H -By JB 14:44 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA .STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. rtrments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 5 2 -28K8//-148 x 43'11.500 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Holes --. -y Top Chord Ext E 0' 0.250 E 0' 1.500 BCX Holdback Pitch EP/#lL 54.000 54.000 y iform NtUp load -148 #/ft full length iform TSJI load 272 #/ft full length iform Live load 167 #/ft full length iform Dead load 104 #/ft full length iform NtUp load -66 #/ft from 0'0" to JI 2000# AddLoad on Top chord at panel ad 2000# AddLoad on Top chord at panel 16' 5" points. points. PE 1 CLIP@ 21'-5" FT,E OAL 2·8. 000 in Deep 523.500 501 L/ 557 1.000 34.875 7930 0.000 in Design length in4 Jx 26.866 in Effective Depth 24.000 in Clear Depth 037859 in-#Moment 48.000 in Interior Panel 10 Web Vees p Chord:· 2-L L2x2x.187 idg < 179" Ix= 0.544 Center: L 24.000 Sixth: L 24.000 g end panl: L 34.875 irst point: hard .shear: V 6478 A Iy= p p p p C Live Defl in Chord gap in Left end # SJI reaction in Tag TCX Defl 1. 426 y 0.569 2.173 Rx 0.617 -38306 Pnx/o= -38307 -30511 Pnz/o= -32608 -14200 Pnx/o= -21701 -14200 Pn/o = -38504 22717 fv 86.61 aring seats: Tag End LLV3.5x2.5x Weld 2.14" Opposite End LLV3.5x2.5x Weld 2.14" t Chord: 2-L L2x2x.176 Ix= 0.516 Center: L 48.000 hard shear: V = 7336 A= Iy= p T = 1. 34 6 Y 2.042 Rx 38631 Pn/o = 17845 fv 0.565 0.619 40381 10421 1483 # Minimum shear 372 in4 Minimum Ix L/ 270 SJI Defl 0.793 in Camber 34.875 in Right end 7930 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1. 234 M 1924 M 3042 fc = 15930 Fy 50000 Ry 1. 232 ft = 13258 Q = 1.000 Rz = 0.394 8 No No f Q Rz f Fillers Fillers Filler = 11767 0.981 0.394 12351 Valley Joist West Page 4 V2.1.7.2 Job #3V00584-H -By JB 14:44 Entered 11/25/13 Revised 12/03/13 stomer: COJ;,UMBIA STEEJ;,, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC20.06) **1/4" MIN SEAT THICK*** 5 2 -: 28K8//-148 X 43 I 11. 500 Special Crimped angle Parallel chord Short span Tensile Compressive Weld Available Length Area R Shear Force AB.ow Shear Force Allow Thick X Weld (in) :a_ti6n Web, S:lope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm -:::rr--W2L 62.68 52.29 1-L2x2x.163 0.625 0.395z ~ 15983 16887 ~ ~ ~ .16x3.3 4.7/ 5.6 -Ll Vl 32.51 28.46 1-Ll-l/2x.109 0.315 0.29Tz 622 738 9454 2850 3380 4662 .llxl.O 2.8/ 3.1 -Ll W3 33.45 28.77 1-L2x2x.156 0.600 0.396z 3168 379:, 17990 6478 7765 8175 .16xl. 7 3.3/ 3.6 -13 W4 41. 78 32.18 1-Ll-1/2x.109 0.315 0.297z 5720 7670 9454 2643 3544 3937 . llx2. 4 3.0/ 3.4 -13 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 428 428 7819 2657 2657 3883 . llxO. 8 2.5/ 2.5 -L3 W5 41.78 32.18 1-Ll-3/4x.143 0.480 0.346z 2215 2970 :j.4402 5084 6818 7504 .14xl. 6 3.2/ 3.6 -Lg W6 41.7-8 32.18 1-Ll-1/2x.109 0.315 0 .297z 4449 5966 9454 ).787 2396 3937 .llxl.8 3.0/ 3.4 -L5 V2 0.00 24.00 1-Li-1/4x.109 0.261 0.247z 428 428 7819 2696 2696 3883 • llxO. 8 2.5/ 2.5 -L5 W7 41.78 32.18 1-Ll-3/4x.125 0·.422 0.347z 1359 1822 12656 3814 5114 6456 .13xl. 4 3.2/ 3.6 -17 W8 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 3178 4262 7819 931 1249 2304 .llxl.3 2.7/ 3.1 -17 V2 0.00 24.00 1-Ll-l/4x.109 0.261 0.247z 391 391 7819 2722 2722 3883 . llx0.8 2.5/ 2.5 -L7 W9 41. 78 32.18 1-Ll-1/2x .. 109 0.315 0 .297z 540 724 9454 2543 3410 3937 .llxl.1 3.0/ 3.4 -L9 WlO 41. 78 32 .1.8 1-Ll-1/4x.109 0.261 0.247z 1907 2558 7819 503 675 2304 . llxO. 8 2.7/ 3.1 -L9 V2 0.00 24.00 1-Ll-l/4x.109 0.261 0.247z 296 296 7819 2735 2735 3883 .llx0.8 2.5/ 2.5 -L9 Wll 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 804 1078 7819 1483 i988 2304 .llxO. 6 2.7/ 3.1 -Lil Wll 41.78 32.18 1-Ll-1/4x.109 0.261 0.247z 804 1078 7819 1483 1988 2304 .llx0.6 2.7/ 3.1 -Lll V2· 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2735 2735 3883 .llx0.8 2.5/ 2.5 -LlJ: WlO 41. 78 32.18 1-Ll-l/4x.109 0.261 0.247z 1907 2558 7819 644 863 2304 .llx0.8 2.7/ 3.1 -L13 W9 41. 78 32.18 i-Ll-1/2x.109 0.315 0 .297z 940 1260 9454 2543 3410 3937 . llxl.1 3.0/ 3.4 -L13 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2722 2722 3883 . llxO. 8 2.5/ 2.5 -L13 W8 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 3178 4262 7819 1236 1657 2304 .llxl.3 2.7/ 3.1 -L15 W7 41. 78 32.18 1-Ll-3/4x.125 0.422 0.347z 1532 2054 12656 3814 5114 6456 .13xl. 4 3.2/ 3.6 -L15 V2 0.00 24.00 1-Ll-l/4x.109 0.261 0.247z 296 296 7819 2696 2696 3883 .llx0.8 2.5/ 2.5 -L15 W6 41. 78 32.18 1-Ll-1/2x.109 0.315 0.297z 4449 5966 9454 1828 2451 3937 .llxl.8 3.0/ 3.4 -L17 W5 41. 78 32.18 1-LI-3/4x.143 0.480 0.346z 2124 2848 14402 5084 6818 7504 .14xl. 6 3.2/ 3.6 -L17 V2 0.00 24.00 1-Ll-l/4x.109 0.261 0.247z 296 296 7819 2657 2657 3883 . llxO. 8 2.5/ 2.5 -L17 W4 41.78 32.18 1-Ll-1/2x.109 0.315 0. 297z 5720 7670 9454 2420 3245 3937 .llx2.4 3.0/ 3.4 -L19 W3 33.45 28.77 1-L2x2x.156 0.600 0.396z 2783 3335 17990 6478 7765 8175 .16xl. 7 3.3/ 3.6 -Ll9 Vl 32.51 28.46 1-Ll-l/2x.109 0.315 0.297z 430 510 9454 2850 3380 4662 . llxl. 0 2.8/ 3.1 -Ll9 W2R 62. 68 52.29 1-L2x2x.156 0.600 O. 396z 7336 15983 16191 3213 7000 7830 .16x3.4 4.7/ 5.6 Va~ley Joist W~st Page 5 V2.l.7.2 Job #3V00584-H -By JB 14:44 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T7 1 -28K8//-148 x 43' 8.000 Special Crimped angle Paraltel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Slope Holes --y y Top Chord Ext E 0' 2.750 E 0' 2.750 BC~ Hold.back 2 0' 6.000 2 0' 6.000 Pitch EP/#lL 54.000 54.000 iform NtUp load -148 #/ft full length iform TSJI load 276 #/ft full length . iform Live load 171 #/ft full length iform Dead load 105 #/ft full length iform NtUp load -66 #/ft from 0'0" to JI 2000# AddLoad on Top chord at panel ad 2000# AddLoad on Top chord at panel 16' 5" points. points. PE 1 CLIP@ 21'-5" FTE OA;L 28.000 in Deep 26.866 in Effective Depth 24.000 in Clear Dept~ 036109 in-#Moment 520.000 501 L/ 557 1. 000 34.000 7970 0.000 in Design in4 Ix Live Defl length 1493 # Minimum Shear 372 in4 Minimum Ix 48.000 in Interior Panel 10 Web Vees p Chord: 2-L L2x2x.187 idg < 179" Ix= 0.544 Center: L 24.000 Sixth: L 24 . .000 g end panl: L 34.000 irst point: hord shear: V 6537 A Iy= p p p p C in Chord gap in Left end # SJI reaction in Tag TCX Defl 1. 426 y 0.569 2.173 Rx 0.617 -38237 Pnx/g= -38307 -30351 Pnz/g= -32608 -14284 Pnx/g= -22326 -14284 Pn/g = -38504 2'2464 fv 8740 aring seats: Tag End LLV3.5x2.5x Weld Opposite End LLV3.5x2.5x Weld 2 .15" 2.15" t Chord: 2-L L2x2x.176 Ix= 0.516 Center: L 48.000 hord shear: V = 7380 A= Iy= p T = 1. 34 6 Y 2.042 Rx 38566 Pn/g = 17535 fv 0.565 0.619 40381 10483 L/ 272 SJI Defl 0.782 in Camber 34.000 in Right end 7970 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1. 234 M 1855 M 2926 fc = 15752 Fy 50000 Ry . 1.232 ft= 13027 Q Rz 8 No No f Q Rz f = 1.000 = 0.394 Fillers Fillers Filler -11765 0.981 0.394 12341 Valley Joist West Page 6 V2.1.7.2 Job #3V00584-H -By JB 14:44 Entered 11/25/13 Revised 12/03/13 stomer.: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 ·oject: PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T7 1 -28K8//-148 x 43' 8.000 Special Crimped angle Parallel chord Shortspan ·ation --=u- -Ll -Ll -L3 -L3 ,--L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lil -Lll -L13 -L13 -L13 -L15 c-Ll5 -L15 -i.17 -L17 -Ll7 -Ll9 -L19 -Ll9 Web W2L Vl W3 W4 V2 W5 W6 V2 W7 W8 V2 W9 Wl0 V2 Wll Wll V2 Wl0 W9 V2 W8 W7 V2 W6 W5 V2 W4 W3 Vl W2R Slope 62. 68 33.82 30.78 41.78 0.00 41. 78 41. 78 ·O. 00 41. 78 41. 78 0.00 41. 78 41.78 o.oo 41. 78 41. 78 .0.00 41.78 41. 78 0.00 41. 78 41. 78 o.oo 41. 78 41. 78 0.00 41. 78 30.78 33.82 62.68 Le11gth in 52.29 28.89 27.93 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 27.93 28.89 52.29 1~ 1~ 1- 1- 1- 1- 1~ 1- 1- 1- 1- 1- 1- 1-i- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- Member L2x2x.163 Ll-1/2x.109 L2x2x.156 Ll-1/2x.109 Ll-1/4x.109 Ll-3/4x.143 Ll-1/2x.109 Ll-1/4x.109 Ll-3/4x.125 Ll-1/4x.109 Ll-1/4x.109 Ll-1/2x.109 Ll-1/4x.109 Ll-1/4x.109 Ll-1/4x.109 Ll-1/4x.109 Ll-1/4x.109 Ll-1/4x.109 il-1/2x.109 Ll-1/4x.109 Ll-1/4x.109 Ll-3/4x.125 Ll-1/4x.109 Ll-1/2x.109 Ll-3/4x.143 Ll-1/4x.109 Ll-1/2x.109 L2x2x.156 Ll-1/2x.109 L2x2x.156 Area in2 0.625 0.315 0.600 0.315 0.261 0.480 0.315 0.261 0.422 0.261 0.261 0.315 0.261 0.261 0.261 0.261 0.261 0.261 0.315 0.261 0.261 0.422 0.261 0.315 0.480 0.261 0.315 0.600 0.315 0.600 R in 0.395z 0.297z 0.396z 0.297z 0.247z 0.346z 0.297z 0.247z 0.347z 0.247z 0.247z 0.297z 0.247z 0.247z· 0.247z 0.247z 0.247z 0.247z 0 .297z 0·.247z 6.247z 6.347z 0.247z 0.297z 0.346z 0.247z 0.297z 0.396z 0.297z 0. 396z Shear lbs ~ 606 3169 5779 428 2223 4492 428 1367 3206 401 539 1919 296 803 803 296 1919 941 296 3206 1533 296 4492 2125 296 5779 2779 419 7380 Tensile Force lbs 16077 '.730 3688 7749 428 2981 6024 428 1834 4299 401 723 2573 296 1077 1077 296 2573 1262 296 4299 2056 296 6024 2850 296 7749 3234 505 16077 Allow lbs 16887 9454 17990 9454 7819 14402 9454 7819 12656 7819 7819 9454 7819 7819 7819 7819 7819 7819 9454 7819 7819 12656 7819 9454 14402 7819 9454 17990 9454 16191 Compressive Shear lbs ~ 2840 6537 2651 2663 5136 1795 2703 3849 939 2729 2562 501 2742 1493 1493 2742 645 2562 2729 1237 3849 2703 1829 5136 2663 2421 6537 2840 3198 Force lbs ~ 3419 7609 3555 2663 6887 2407 2703 5161 1260 2729 3436 672 2742 2001 2001 2742 865 3436 2729 1659 516! 2703 2453 6887 2663 3246 7609 3419 6967 Allow lbs ~ 4578 8278 3937 3883 7504 3937 3883 645.6 2304 3883 3937 2304 3883 2304 2304 3883 2304 3937 3883 2304 6456 3883 3937 7504 3883 3937 8278 4578 7830 Weld ]\vailable Thick x Weld {in) Length Top/Bottm .16x3.3 4.7/ 5.6 .llxl.1 2.8/ 3.1 .16xl.6 3.3/ 3.5 .llx2.4 3.0/ 3.4 .llx0.8 2.5/ 2.5 .14xl.6 3.2/ 3.6 .llxl.9 3.0/ 3.4 .llx0.8 2.5/ 2.5 .13xl.4 3.2/ 3.6 .llxl.3 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llxl.1 3.0/ 3.4 .llx0.8 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llx0.6 2.7/ 3.1 .llx0.6 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llx0.8 2.7/ 3.1 .llxl.1 3.0/ 3.4 .llx0.8 2.5/ 2.5 .llxl.3 2.7/ 3.1 .13xl.4 3.2/ 3.6 .llx0.8 2.5/ 2.5 .llxl.9 3.0/ 3.4 .14xl.6 3.2/ 3.6 .llx0.8 2.5/ 2.5 .llx2.4 3.0/ 3.4 .16xl.6 3.3/ 3.5 .llxl.1 2.8/ 3.1 .16x3.5 4.7/ 5.6 Valley Joist West Page 7 V2.l.7.2 Job #3V00584-H -By JB 14:44 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA. signed per Steel Joist Institute Standard Specifications 42nd edition ASD. rnrnents: 2010 CBC (IBC2006) **i/4" MIN SEAT THICK*** 9 2 -28K8/ /-14.8 x 43' 11. 750 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Holes y y Top Chord Ext E O' 1. 500 iform NtUp load -148 #/ft full length iform TSJI load 272 #/ft full length iforrn Live load 167 #/ft full length iform D.ead load 104 #/ft full length iform NtUp load -66 #/ft from 0'0" to JI 2000# AddLoad on Top chord at panel ad 2000# AddLoad on Top chord at panel 16' 5" points. points. BCX Holdback Pitch EP/#lL 54.000 54.000 PE 1 CLIP@ 21'-5" FTE OAL 28.000 in Deep 26.866 in Effective Depth 24.000 in Clear Depth 037984 in-#Moment 523.750 501 L/ 557 1.000 34.938 7927 in Design in4 Ix Live Defl length 1482 # Minimum Shear 372 in4 Minimum Ix 48.000 in Interior Panel 10 Web Vees p Chord: 2-L L2x2x.187 idg < 179'' Ix= 0.544 Center: L 24.000 Sixth: L 24.000 g end panl: L 34.938 irst point: hord shear: V 6474 aring seats: Tag End A= Iy= p p = p p C in Chord gap in Left end # SJI reaction 1. 42'6 y 0.569 2.173 Rx 0.617 -3.8311 Pnx/n= -38307 -30523 Pnz/n= -32608 -14194 Pnx/ge= -21656 -14194 Pn/g = -38504 22735 fv 8656 LLV3.5x2.5x Weld 2.13" Opposite End LLV3.5x2.5x Weld 2 .1.3" t Chord: 2-L L2x2x.176 Ix= 0.516 Center: L 48.000 hord shear: V = 7333 A= Iy= p T = 1. 346 Y 4.042 Rx 38636 Pn/n = 17867 fv 0.565 0.619 40381 10417 L/ 270 SJI Defl 0.794 in Camber 34.938 in Right end 7927 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.234 M 1928 M 3050 fc = 15942 Fy 50000 Ry 1. 232 ft= 13274 Q = 1.000 Rz = 0.394 8 No No f Q Rz f Fillers Fillers Filler = 11767 0.981 0.394 12351 Valley Joist West Page 8 V2.1.7.2 Job #3V00584-H -By JB 14:44 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 9 2 -28K8//-148 X 43'11.750 Special Crimped angle Parallel chord Short span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm --::y;y-W2L 62. 68 52.29 1-L2x2x.163 0.625 o·. 395z ·7333 ·1597 6 16887 ~ ~ ~ .16x3.3 4.7/ 5.6 -Ll Vl 32.42 28.43 1-Ll-1/2x.109 0.315 0. 297z 623 738 9454 2851 3377 4668 .llxl.O 2.8/ 3.1 -Ll W3 33. 64 28 .. 83 1-L2x2x.156 0.600 0.396z 3168 3805 17990 6474 7776 8167 .16xl. 7 3.3/ 3.6 -L3 W4 41. 78 32.18 1-Ll-1/2x.109 0.315 0.29"/z 5716 7664 9454 2643 3543 3937 .llx2.4 3.0/ 3.4 -L3· V2 0.00 24.00 1-Ll-l/4x.109 0.261 0.247z 4·28 428 7819 2657 2657 3883 • llxO. 8 2.5/ 2.5 -L3 ws 41. 78 32.18 1-. Ll-3/4x.143 0.480 0.346z 2215 2969 14402 5081 6813 7504 .14xl. 6 3.2/ 3.6 -LS W6 41.78 32.18 1-Ll-1/2x.109 0.315 0.297z 4446 5962 9454 1787 2396 3937 • llxl. 8 3.0/ 3.4 -LS V2 0.60 24.00 1-Ll-l/4x.109 0.261 0.247z 428 428 7819 2696 2696 3883 .llx0.8 2.5/ 2.5 -LS· W7 41.78 32.18 1-Ll-3/4x.125 0.422 0.347z 1359 1822 12656 3811 5110 6456 .13xl. 4 3.2/ 3.6 .~L7 w8 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 3176 4259 7819 931 1248 2304 .llxl.3 2.7/ 3.1 -L7 V2 b.oo 24.00 1-Ll-1/4.x.109 0.261 0.247z 390 390 7819 2722 2722 3883 .llx0.8 2.5/ 2.5 -L7 W9 41.78 32.18 1-Ll-1/2x.109 0.315 O. 297z 540 725 9454 2541 3408 3937 .llxl.1 3.0/ 3.4 -L9 WlO 41.78 32.18 1-Ll-1/4x.109 0.261 0.247z 1906 2556 7819 504 675 2304 .llx0.8 2.7/ 3.1 -L9 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0. 24'7z 296 296 7819· 2735 2735 3883 • llxO. 8 2.5/ 2.5 -L9 Wll 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 804 1078 7819 1482 1987 2304 . llxO. 6 2.7/ 3.1 -Lll Wll 41.78 32.18 1-Ll-1/4x.109 0.261 0.247z 804 1078 7819 1482 1987 2304 .llx0.6 2.7/ 3.1 -Lll V2 0.00 24.00 1-i.l-1/4x.109 0.261 0.247z 296 296 7819 2735 2735 3883 .llx0.8 2.5/ 2.5 -Lll WlO 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 1906 2556 7819 644 863 2304 . llxO. 8 2.7/ 3.1 -L13 W9 41. 78 32.18 1-Ll-l/2x.109 0.315 0.297z 940 1260 9454 2541 3408 3937 .llxl.1 3.0/ 3.4 -LP V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2722 2722 3883 • llxO. 8 2.5/ 2.5 -L13 W8 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 3176 4259 7819 1236 1657 2304 . llxl. 3 2.7/ 3.1 -L15 W7 41. 78 32.18 1-Ll-3/4x.125 0.422 0.347z 1532 2054 12656 3811 5110 6456 .13xl.4 3.2/ 3.6 -L15 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2696 2696 3883 • llxO. 8 2.5/ 2.5 -LiS W6 41.78 32.18 1-Ll-1/2x.109 0.315 0.297z 4446 5962 9454 1828 2451 3937 . llxl.8 3.0/ 3.4 -Ll7 ws 41.78 32.18 1-Ll-3/4x.143 0.480 0.346z 2124 2848 14402 5081 6813 7504 .14xl.6 3.2/ 3.6 -Ll7 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2657 2657 3883 .llx0.8 2.5/ 2.5 -L17 W4 41.78 32.18 1-e Ll-1/2x.109 6.315 0.297z 5716 7664 9454 2420 3245 3937 .llx2.4 3.0/ 3.4 -L19 W3 33. 64 28.83 1-L2x2x.156 o. 600 0.396z 2783 3343 17990 6474 7776 8167 .16xl. 7 3.3/ 3.6 -L19 Vl 32.42 28.43 1-Ll-1/2x.109 0.315 0.297z 431 510 9454 2851 3377 4668 .llxl.O 2.8/ 3.1 -L19 W2R 62. 68 52.29 1-L2x2x.156 0.600 0.396z 7333 15976 16191 3214 7002 7830 .16x3.4 4.7/ 5.6 Valley Joist West Page 1 V2.1.7.2 Job #3V00584-H-AW -By JB 14:45 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINPEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) T149 1 -36LH07//-148 x 61' 0.750 Special Crimped angle Parallel chord Longspan nd L~ngth Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP/#lL ag 6.000 5.000 --y E 0' 4.000 2 0' 8.000 81. 000 pp 6.000 5.000 y 2 0' 7.750 81. 000 iform NtUp load, -14-8 #/ft full length iform TSJI loq.d 266 #/ft full length iform Live load 153 #/ft full length iform Dead load 113 #/ft full length iform NtUp load -66 #/ft full length JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. JI 550# AddLoad on Bqttom chord, 550# used for local bending. ad 550# AddLoad on Bottom chord, 550# used for local bending. BC cone loads: Load Spacing Locati_on Point Type ---30'6-3/8 550 30'6-3/8 30'6-3/8 PE 2 CLIP@ 11'-11", 24'-2" & 36'-5" & '-8" FTE OAL L9 TSJI, Dead 36. 000 in Deep 34.448 in Effective Depth 30.500 in Clear Depth 033540 in-#Moment 728.750 1481 L/ 670 1.000 56.188 10887 0.000 in Design in4 Ix Live Defl length 2084 # Minimum Shear 915 in4 Minimum Ix 72.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-l/2x.230 idg < 244" Ix= 1.309 Center: L 36.000 g end panl: L 56.188 irst point: hard shear: V 8629 A - Iy= p p p C in Chord gap in Left end # SJI reaction in Tag TCX Defl 2.194 y 0.710 4.520 Rx 0. 772 -59033 Pnx/o= -60003 -22908 Pnx/a= -40141 -22908 Pn/a = -59243 37586 fv 7503 aring seats: Tag End LLV4X3X3/8 Weld 2. 44" Opposite End t Chord: 2-L L3x3x.250 Ix= 2.488 Center: L 72.000 hard s~ear: V = 9989 LLV4X3X3/8 Weld A= 2.875 Y Iy= 7.669 Rx P 58197 Pn/a = T = 30177 fv 2. 44" 0.842 0.930 86250 6659 L/ 294 SJI Defl 1. 537 in Camber 56.188 in Right end 10887 # SJI reaction Fy = 50000 Ry = 1. 435 M 1195 M 4863 M 7736 fc = 17130 Fy 50000 Ry 1. 633 ft= 10496 Q = 0.996 Rz = 0.492 8 Fillers Filler Reqd f Q Rz f = 11387 0.961 0.592 8479 Valley Joist West Page 2 V2.1.7.2 Job #3V00584-H-AW ~ By JB 14:45 Entered 11/25/13 Revised 12/03/13 storner: COLUMBIA STEEL, INC 2175 ·N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874~3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. fnments: 2010 CBC (IBC2006) T149 1 -36LH07//-148 X 61' 0.750 Special Crimped angle Parallel chord Longspan Tensile Compressive· Length Area R Shear Force Allow Shear Force Allow ·ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs -=r;r-7n 66.44 86.18 2-L2x2x.156 1.199 0.396z ~ ~4991 35980 ----g§g') 15004 14944 -Ll Vl 33.51 41.32 1-Ll-1/2x.109 0.315 0.297z 1002 1202 9454 3339 4004 4166 -Ll W3 44.09 47.96 2-Ll-l/2x.125 0. 719 0.296z 4995 6955 21563 8629 12015 13070 -L3 W4 46-.26 49.83 1-Ll-3/4x.143 0.480 0.346z 7483 10824 14402 4173 6036 6080 -L3 V2 o.oo 34.45 1-Ll-1/4x.109 0.261 0.247z 642 642 78i9 2984 2984 3487 -L3 W5 46.26 49.83 1-L2x2x.163 0.625 0.395z 3531 5107 18763 6561 9489 9585 -L5 W6 46.26 49.83 1-Ll-3/4x.125 0.422 0.347z 5638 8155 12656 2889 4179 5302 ~LS V2 o.oo 34.45 1-Ll-1/4x.109 0.261 0.247z 642 642 7819 . 3042 3042 3487 -L5 W7 46.26 49.83 1-L2x2x.125 0.484 0.398z 2247 3250 14531 4716 6821 7072 -L7 W8 46.26 49.83 1-Ll-1/2x.109 0.315 0.297z 3793 5487 9454 1605 2322 3001 -L7 V2 o.oo 34.45 1-Ll-1/4x.109 0.261 0.247z 642 642 7819 3078 3078 3487 -L7 W9 46.26 49.83 1-Ll-3/4x.125 0.422 0.347z 963 1393 12656 2871 4152 5302 -L9 Wl0 46.26 49.83 1-Ll-1/4x.109 0.261 0.247± 2084 3015 7819 705 1019 1709 _ -L9 V2 0.00 34.45 1-Ll-1/4x.109 0.261 0.247z 642 642 7819 3092 3092 3487 Weld Thick X Length .16x5.4 . llxl.2 .13x3.2 .14x2.5 • llx0. 9 .16x2.0 .13x2.2 .llx0.9 .13xl. 8 .llxl. 7 . llxl.0 .nxl.1 .llx0.9 . llxl. 0 Available Weld (in) Top/Bottm 8.6/11.0 3.4/ 4.0 6.2/ 7.5 4.1/ 4.9 3.0/ 3.3 4.3/ 5.2 4.1/ 4.9 3.0/ 3.3 4.3/ 5.2 3.8/ 4.7 3.0/ 3.3 4.1/ 4.9 3.6/ 4.4 3.0/ 3.3 Valley Joist West Page 3 V2.1.7.2 Job #3V00584-H-AW -By JB 14:45 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 1 2 -28K8//-148 x 43'11.500 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Holes --y y Top Chord Ext E 0' -0.250 E O' 1. 500 iform NtUp load -148 #/ft full length iform TSJI load 272 #/ft full length iform Live load 167 #/ft full length iform Dead load 104 #/ft full length iform NtUp load -66 #/ft full length JI 2000# AddLoad Qn Top chord at panel ad 2000# AddLoad on Top chord at panel points. points. BCX Hold.back Pitch EP/#11 54.000 54.000 PE 1 CLIP@ 21'-5" FTE OAL 28.000 in.Deep 2fi.866 in Effective Depth 24.~00 in Clear Depth 037859 in-#Moment 523.500 501 1/ 557 1.000 34.875 7930 0.000 in Design in4 Ix Live Defl length 1483 # Minimum Shear 372 in4 Minimum Ix 48.000 in Interior Panel 10 Web Vees p Chord: 2-L 12x2x.187 idg < 179" Ix= 0.544 Center: L 24.000 Sixth: L 24.000 g end panl: L 34.875 irst point: hard shear: V 6478 A Iy= p ~ p p p C in Chord gap in Left end # SJI reaction in Tag TCX Defl 1.426 y 0.569 2.173 Rx 0.617 -38306 Pnx/g= -38307 -30511 Pnz/a= -32608 -14200· Pnx/a= -21701 -14200 Pn/a = -38504 22717 fv 8661 aring seats: Tag End LLV3.5x2.5x Weld 2.14" Opposite End t Chord: 2-1 12x2x~176 Ix= 0.516 Center: L 48.000 hard shear: V = 7336 LLV3.5x2.5x Weld A= Iy= p T = 1. 346 Y 2.042 Rx 38631 Pn/a = 17845 fv 2 .14" o. 565 0.619 40381 10421 L/ 270 SJI De.fl 0.793 in Camber 34.875 in Right end 7930 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.234 M 1924 M 3042 fc = 15930 Fy 50000 Ry 1. 232 ft= 13258 Q = 1.000 Rz = 0.394 8 No No f Q Rz f Fillers Fillers Filler = 11767 0.981 0.394 12351 Valley Joist West Page 4 V2.l.7.2 Job #3V00584-H-AW -By JB 14:45 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed pe:r Steel Joist Institute Standard Specifications 42nd edition ASD. rnments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 1 2 -28K8/ /-148 X 43 I 11. 500 Special Crimped angle Parallel chord Short span Tensile Compressive Length Area R Shear Force Allow Shear Force Allow ·ation Web Slope in Member in2 in lbs lbs lbs lbs . lbs lbs -=r;r-W2 62. 68 52.29 2-Ll-1/2x.109 o. 630 0. 467x 7336 15983 17016 4357 9492 10074 -Ll Vl 32.51 28.46 1-Ll-1/2x.109 0.315 0 .297z 622 738 9454 2850 3380 4662 -Ll W3 33.45 28.77 1-L2x2x.156 0.600 0.396z 3735 4477 17990 6478 7765 8175 -L3 W4 41.78 32.18 1-Ll-1/2x:125 0.359 0.296z 5720 7670 10781 3210 4304 4520 --L3 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 428 428 7819 2657 2657 3883 ~L3 W5 41. 78 32.18 1-tl-3/4x.143 0.480 0.346z 2782 3730 14402 50(34 6818 7504 -LS W6 41. 78 32.18 1-Ll-1/2x.109 0.315 0.29'7z 4449 5966 9454 2354 3156 3937 -L5 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 428 428 7819 2696 2696 3883 -LS W7 41.. 78 32.18 1-Ll-3/4x.12~ 0.422 0.347z 1926 2583 12656 3814 5114 6456 -L7 W8 41 .. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 3178 4262 7819 1498 2009 2304 -L7 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 428 428 78.19 2722 2722 3883 -L7 W9 41. 78 32.18 1-Ll-1/2x.109 0.315 0 .297z 1070 1435 9454 2543 3410 3937 -L9 WlO 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 1907 2558 7819 642 861 2304 -L9 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 O. 24,7z 428 428 7819 2735 2735 3883 -L9 Wll 41.78 32.18 1-Ll-1/4x.109 0.261 0.247z 804 1078 7819 1483 1988 2304 Weld Thick x Length .llx4.9 • llxl.O .16xl. 7 .13x2.1 • llx0.8 .14xl.6 . llxl.8 . llxO. 8 .13xl. 4 .llxl.3 .nx0.8 . llxl.1 . llxO. 8 .llx0.8 .llx0.6 Available Weld (in) Top/Bottm 6.3/ 6.3 2.8/ 3.1 3.3/ 3.6 3.0/ 3.4 2.5/ 2.5 3.2/ 3.6 3.0/ 3.4 2.5/ 2.5 3.2/ 3.6 2.7/ 3.1 2.5/ 2.5 3.0/ 3.4 2.7/ 3.1 2.5/ 2.5 2.7/ 3.1 Valley Joist West Page 5 V2.1.7.2 Job #3V00584-H-AW -By JB 14:45 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC20Q6) **1/4" MIN SEAT THICK*** 11 1 -28K8//-148 X 44' 0.750 Special Crimped angle Parallel chord Shortspan nd Length Depth Slope Holes Top ag 5.000 5.000 --y pp 5.000 5.000 y E iform NtUp load -148 #/ft full length iform TSJI load 271 #/ft full length iform Live load 166 #/ft full length iform Dead load 104 #/ft full length ~hord Ext 0' 6.000 iform NtUp load -66 #/ft from 0'0" to 16'5" JI 2300# AddLoad on Top chord at panel points. ad 2300# AddLoad on Top chord at panel points. JI 2000# AddLoad on Bottom chord at panel points. ad 2000# AddLoad on Bottom chord at panel points. BCX Holdback Pitch EP/#lL 54.000 54.000 TC cone loads: Lqad Sp~cing Location Point Type Equk 7500 38'0-3/8 6'0-3/8 38'0-3/8 018 PE 1 CLIP @ 21' -5" FTE. OAL 28.000 in Deep 26.711 in Effective Depth 23.500 in Clear Depth 363427 ln-#Moment 524.750 672 L/ 748 1.000 35.188 10216 in Design in4 Ix Live Defl length 1479 # Minimum Shear 372 in4 Minimum Ix 48.000 in Interior Panel 10 Web Vees p Chord: 2-LL2-1/2x.212 idg < 208" Ix= 1.219 Center: L 24.000 10th: L -24.000 g end panl: L 35.188 irst point: hord shear: V 8449 aring seats: Tag End A= Iy= p p = p p C in Chord gap in Left end # SJI reaction 2.030 y 0.703 4.158 Rx 0.775 -51043 Pnx/g=a -55045 -5,0085 Phz/g= -49834 -18286 Pnx/o= -37003 -18286 Pn/g = -54813 29603 fv 7971 LLV3.5x2.5x Weld 1. 88" Opposite End LLV3.5x2.5x Weld 2.68" t Chord: 2-L L2x2x.232 Ix= 0.653 Center: L 48.000 hord shear: V = 9393 A= Iy= p T = 1. 748 Y 2. 712 Rx 50946 Pn/g = 23306 fv 0.585 0. 611 52451 10122 L/ 291 SJI Defl 0.797 in Camber 35.188 in Right end 10216 # SJI reaction 0.000 in Opp TCX Defl Fy = 50000 Ry 1. 431 M 1948 M 3083 fc = 14582 Fy 50000 Ry 1.246 ft = 13330 Q = 0.967 Rz = 0.493 2 No No f Q Rz f Fillers Fillers Filler = 10803 1.000 0.392 12119 Valley Joist West Page 6 V2.L 7 .2 Job #3V00584-H-AW -By JB 14:45 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 11 1 -28K8//-148 X 44' 0.750 Special Crimped angle Parallel chord Short span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) •ation Web Slope in_ Member in2 in lbs lbs ibs lbs lbs lbs Length Top/Bottm -=r:r W2L 62.8:I: 51.43 2-Ll--3/4x.125 0.844 0.546x ~ 20558 22781 ~ ~ 15644 .13x5.5 8.2/ 5.9 -Ll Vl 32.19 27.77 1-Ll-1/2x.109 0.315 0. 297z 628 741 9454 317i 3747 4801 • llxl.2 3.4/ 3.1 -Ll W3L 34.52 28.52 1-L2x2x.187 o. 713 0.394z 3168 3845 21391 8449 10255 11180 .19xl. 8 3.9/ 3.6 -L3 W4 41.94 31..59 1-Ll-1/2x.125 0.359 -0 .296z 7585 10197 10781 2640 3549 4658 .13x2.7 3.6/ 3.4 ~L3 V2 .o.oo. 23.50 1-Ll-1/4x.109 0.261 0.247z 428 428 7819 2989 2989 3993 • llx0. 9 3.0/ 2.5 -L3 W5 41.94 31.59 1-L2x2x.145 0.559 0.396z 2212 2974 1-67 69 6847 9205 9958 .14x2.1 4.1/ 3.9 -L5 W6 41.94 31.59 1-Ll-1/2x.109 0.3-15 0 .297z 6185 8315 9454 1784 2399 4050 • llx2. 6 3.6/ 3.4 -L5 V2 0.00 23.50 1-Ll-1/4x.109 0.261 0.247z 428 428 7819 3040 3040 3993 . llx0. 9 3.0/ 2.5 -L5 W7 41.94 31.59 1-Ll-3/4x.143 0.480 0.346z 1356 1823 14402 5531 7435 7671 .14xl. 8 3.9/ 3.6 -L7 W8 41.94 31.59 1-Ll-1/4x.109 0.261 0.247z 4876 6555 7819 1337 1798 2391 . llx2. 0 3.4/ 3.1 -L7 V2 0.00 23.50 1-Ll-1/4x.109 0.261 0.247z 387 387 7819 3073 3073 3993 .llx0.9 3.0/ 2.5 -L7 W9 41.94 31.59 1-Ll-3/4x.125 0.422 0.347z 1743 2343 12656 4221 5675 6589 .13xl.5 3.9/ 3.6 -L9 Wl0 41.94 31.59 1-Ll-1/2x.109 0.315 o-.297z 3567 4795 9454 2148 2887 4050 • llxl.5 3.6/ 3.4 -L9 V2 0.00 23.50 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 3092 3092 3993 . llxl.0 3.0/ 2.5 -L9 Wll 41.94 31.59 1-Li-1/2x.109 0.315 0.297z 2553 3432 9454 2958 3977 4050 .llxl.2 3.6/ 3.4 -Lll Wll 41.94 31.59 1-Ll-1/2x.109 0.315 0.297z 2553 3432 9454 2958 3977 4050 .llxl.2 3.6/ 3.4 -Lli V2 o.oo 23.50 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 3096 3096 3993 .llxl.0 3.0/ 2.5 -Lll Wl0 41.94 31.59 1-Ll-1/2x.109 0.315 0.297z 3567 4795 9454 2148 2887 4050 • llxl.5 3.6/ 3.4 -L13 W9 41.94 31.59 1-Ll-3/4x.125 0.422 0.347z 1743 2343 12656 4221 5675 6589 .13xl.5 3.9/ 3.6 -L13 V2 0.00 23.50 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 3086 3086 3993 . llxl.0 3.0/ 2.5 -Ll3 W8 41.94 31.59 1-Ll-l/4x.109 0.261 0.247i 4876 6555 7819 1337 1798 2391 . llx2. 0 3.4/ 3.1 -L15 W7 41.94 31.59 1-Ll-3/4x.143 0.480 0.346z 1531 2059 14402 5531 7435 7671 . i4xl. 8 3.9/ 3.6 -L15 V2 0.00 23'.50 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 3060 3060 3993 .llx0.9 3.0/ 2.5 -L15 W6 41.94 31.59 1-Ll-1/2x.109 0.315 0.297z 6185 8315 9454 1827 2457 4050 • llx2. 6 3.6/ 3.4 -L17 W5 4i.94 31.59 1-L2x2x.145 0.559 0.396z 2123 2854 16769 6847 9205 9958 .14x2.1 4.1/ 3.9 -L17 V2 o.oo 23.50 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 3019 3019 3993 .llx0.9 3.0/ 2.5 -L17 W4 41.94 31.59 1-Ll-1/2x.125 0.359 0.296z 7585 10197 10781 2419 3252 4658 .13x2.7 3. 6/ 3. 4 -L19 W3R 34.52 28.52 2-Ll-l/2x.125 0. 719 0.465x 3709 4501 21563 11165 13552 15907 .13x3.7 5.8/ 4.6 -Li9 Vl 32.19 27.77 1-Ll-1/2x.109 0.315 0.297z 434 51.3 9454 3192 3772 4801 .llxl.2 3.4/ 3.1 -L19 W2R 62.81 51.43 2-L2x2x.156 1.199 0.622x 11987 26235 32382 3269 7155 24933 .16x5.7 7.9/ 5.7 Valley Joist West Page 7 V2.l.7.2 Job #3V00584-H-AW -By JB 14:45 Entered 11/25/13 Revised 12/03/13 s.tomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. :mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 13 1 -28K8//-148 x 44' 0.750 Special Crimped angle Parallel chord Shortspan nd Length ag 5.ooo pp 5.000 Depth 5.000 5.000 Holes --y y Top Chord Ext E 0' 6.000 -148 #/ft full length 271 #/ft full length 166 #/ft full length 104 #/ft full length -66 #/ft from 0'0" to 16'5" on Top chord at panel points. on Top chord at panel points. BCX Hold};)ack Pitch EP/#lL 54.000 54.000 iform NtUp load iform TSJI load iform Live load iform Dead load iform NtUp load JI 2300# AddLoad ad 2300# AddLoad JI 2300# AddLoad ad 2300# AddLoad on Bottom chord, 368# used for local bending. on Bottom chord, 368# used for local bending. TC cone loads: Load Spacing Location Point Type BC cone loads: 2000 7500 Load 18'0-3/8 20'0 6'0-3/8 Spacing 9'5-3/4 PE 1 CLIP@ 21'-5" 28.000 in Deep 3500 700 700 700 10'6-5/8 8'0 8'0 8'0-3/8 FTE OAL 26.315 in Effective Depth 22.000 in Clear Depth 005910 in-#Moment 48.000 in Interior Panel 10 Web Vees 524.750 1000 L/1113 1.000 35.188 15215 18'0-3/8 38'0-3/8 08 018 TSJI, Dead Equk Location Point 9'5-3/4 20'0-3/8 28'0-3/8 36'0-3/8 L4 L9 L13 L17 TSJI, TSJI, TSJI, TSJI, Dead Dead Dead Dead in Design in4 Ix Live Defl length 2429 # Minimum Shear 372 in4 Minimum Ix in Chord gap in Left end # SJI reaction L/ 286 SJI Defl 0.797 in Camber 35.188 in Right end 13417 # SJI reaction 0.000 in Opp TCX Defl Valley Joist West Page 8 V2.1.7.2 Job #3V00584-H-AW -'-By JB 14:45 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/87 4-8 84-o FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA !:?igned per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **l/4" MIN SEAT THICK*** 13 1 -,-28K8//-148 X 44' 0.750 Special Crimped angle Parallel chord Short span p Chord: 2-L L3x3x.250 A= 2.875 y 0.842 Fy 50000 Q = 0.961 idg < 237" Ix= 2.488 Iy= 7.669 Rx 0.930 Ry 1. 633 Rz = 0.592 Center: L 24.000 p -76226 Pn;x/Q= -79077 2 Fillers Eighth: L 24.000 p -72017 Pnz/a= -73837 No Fillers g end panl: L 35 .188 p -28382 Pnx/a= -58204 M 1948 No Filler irst point:. p -28382 Pn/g = -77625 M 3083 hord shear: V 13408 C 47785 fv 8939 fc 16621 f = 12205 aring seats: Tag End LLV3.5x2.5x Weld 2.86" Opposite End LLV3.5x2.5x Weld 3.06" t Chord: 2-L L3x3x.250 A= 2.875 y 0.842 Fy 50000 Q 0. 961 Ix= 2.488 Iy= 7.669 Rx 0.930 Ry 1.633 Rz 0.592 Center: L 48.000 p 75745 Pn/g 86250 hord shear: V = 14363 T 36919 fv 9575 ft 12841 f 11529 Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs· lbs Length Top/Bottm ---=r;r-W2L 63.16 48.72 2-L2x2x.156 1.199 0.622x 14363 31809 32382 3795 8406 25710 .16x6.9 10.1/10.1 -Ll Vl 32.57 26.11 1-Ll-l/2x.109 0.315 0.297z 628 745 -9454 32.13 3813 5134 .llxl.2 3.7/ 4.0 -Ll W3L 34.93 26.83 2-Ll-1/2x.125 0. 719 0.465x 3168 3864 21563 13408 16354 16398 .13x4.4 6.9/ 6.9 -L3 W4L 42.37 29.78 1-L2x2x.156 o. 600 0.396z 12531 16960 17990 2640 3573 11416 .16x3.7 4.4/ 4.8 -L3 V2 0.00 22.00 1-Ll-l/4x.109 0.261 0.247z 428 428 7819 3080 3080 4326 . llxl .. 0 3.3/ 3.3 -L3 W5L 42.37 29.78 2-Ll-3/4x.125 0.844 0.546x 2212 2994 25313 11779 15942 18686 .13x4.3 7.3/ 7.3 -L4 V3 14.13 22.69 2-Llxlx.109 0.412 0.307x 5800 5981 12367 0 0 8287 .llxl.8 6.3/ 6.3 -L5 W6L 42.37 29.78 1-Ll-l/2x.125 0.359 b.296z 7604 10291 10781 1784 2415 5093 .13x2.8 3.9/ 4.4 -LS V2 0.00 22.00 1-Ll-1/4x.109 0.261 0.247z 428 428 7819 3155 3155 4326 .llxl.0 3.3/ 3.3 -LS W7L 42.37 29.78 1-L2x2x.145 0.559 0.396z 1356 1835 16769 6935 9386 10437 .14x2.2 4.4/ 4.8 -L7 W8L 42.37 29.78 1-Ll-l/2x.109 0.315 0.297z 6267 8482 9454 928 1256 4403 .llx2. 6 3.9/ 4.4 ~L7 V2 0.00 22.00 1-Ll-l/4x.109 0.261 0.247z 387 387 7819 3201 3201 4326 . llxl.0 3.3/ 3.3 -L7 W9 42.37 29.78 1-Ll-3/4x.143 0.480 0.346z 673 911 14402 5598 7577 8186 .14xl. 8 4.2/ 4.6 -L9 Wl0L 42.37 29.78 1-Ll-l/2x.109 0.315 0.29Tz 2930 3965 9454 3071 4156 4403 . llxl.3 3.9/ 4.4 -L9 V2 0 .. 00 22.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 3222 3222 4326 . llxl.0 3.3/ 3.3 -L9 WllL 42.37 29.78 1-Ll-1/4x.109 0.261 0.247z 4190 5671 7819 1608 2176 2691 . llxl.8 3.7/ 4.1 -Lll WllR 42.37 29. 78 l-Ll-3/4x.125 0.422 0.347z 1189 1609 12656 4609 6238 7003 .13xl. 7 4.2/ 4.6 -Lll V2 0.00 22.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 3213 3213 4326 .llxl.0 3.3/ 3.3 -Lll Wl0R 42,.37 29.78 1-Ll-1/4x.109 0.261 0.247z· 5231 7080 7819 770 1042 2691 • llx2. 2 3.7/ 4.1 -Ll3 W9 42.37 29.78 1-Ll-3/4x.143 0.480 0.346z 939 r271 14402 5899 7984 8186 .14xl. 9 4.2/ 4.6 -Ll3 V2 0.00 22.00 1-Ll-l/4x.109 0.261 0-.247z 296 296 7819 3189 3189 4326 . llxl. 0 3.3/ 3.3 -L13 W8R 42.37 29.78 1-Ll-1/2x,125 0.359 0.296z 7268 9837 10781 1235 1672 5093 .13x2. 6 3.9/ 4.4 -Ll5 W7R 42.37 29.78 1-L2x2x.156 0.600 0.396z 1531 2072 17990 7936 10741 11416 .16x2.3 4.4/ 4.8 -L15 V2 0.00 22.00 1-Ll-l/4x.109 0.261 0.247z 296 296 7819 3141 3141 4326 .llxl.0 3.3/ 3.3 -L15 W6R 42.37 29.78 1-Ll-3/4x.125 0.422 0.347z 8605 11646 12656 1827 2473 7003 .13x3.l 4.2/ 4.6 -'L17 W5R 42.37 29.78 1-L2x2x.176 o. 673 0.394z 2123 2874 20191 9280 12560 13159 .18x2.4 4.4/ 4.8 -L17 V2 0.00 22.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 3078 3078 4326 . llxl.0 3.3/ 3.3 -Ll 7 W4R 42.37 29.78 1-Ll-3/4x.143 0.480 0.346z 10732 14525 14402 2419 3274 8186 .14x3.4 4.2/ 4.6 -Ll9 W3R 34.93 26.83 2-Ll-3/4x.125 0.844 0.546x 2784 3396 25313 14325 17472 19385 .13x4.7 7.0/ 7.0 -Ll9 Vl 32.57 26.11 1-Ll-1/2x.109 0.315 0 .297z 434 515 9454 3220 3821 5134 . llxl.2 3.7/ 4.0 -Ll9 W2R 63.16 48.72 2-L2x2x.163 1.251 0.621x 15158 33570 33773 3218 7127 27154 .16x6.9 10.1/10.1 Valley Joist West Page 1 V2 .1. 7. 2 Job #3V00584-AW -By JB 14:43 Entered il/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **l/4" MIN SEAT THICK*** 29 1 -28K8//-148 x 44' 7.500 Special Crimped angle Parallel chord Shortspan nd Length Depth ag 5.000 5.000 pp 5.000 5.000 Slope Holes Top Chord Ext Y E 0' 6.000 Y E 0' 0.250 · BCX Holdback Pitch EP/#lL 54.000 54.000 iforni. NtUp load iform TSJI load iform Live load iform Dead load iforni. NtUp load JI 2000# AddLoad ad 2000# AddLoad -148 #/ft full length 264 #/ft full length 160 #/ft full length 104 #/ft full length -66 #/ft from 0'0" to 16'5" on Top chord at panel points. on Top chord at panel points. TC cone loads: Load Spacing Location 6'3-3/4 38'3-3/4 7500 6'3-3/4 Point 02 Typ<:: Equk PE 1 CLIP@ 21'-5" FTE OAL 28.000 in Deep 531.500 516 L/ 574 1.000 36.875 7841 0.000 in Design length 1460 # Minimum Shear 26.861 in Effective Depth 24.000 in Clear Depth 076415 in-#Moment in4 Ix 372 in4 Minimum Ix 48.000 in Interior Panel 10 Web Vees p Chord: 2-L L2x2x.200 idg < 179" Ix= 0. 576 Center: L 24.000 g encl panl: L 36.875 irst point: hord shear: V 9070 aring seats: Tag End A Iy= p p p C Live Defl in Chord gap in Left end # SJI reaction in Tag TCX Defl 1. 520 y 0.574 2.328 Rx 0.616 -40073 Pnx/c= -40804 -19047 Pnx/c= -21571 -19047 Pn/c = -41040 29561 fv 11337 LLV3.5x2.5x Weld 2. 82" Opposite End LLV3.5x2.5x Weld 1. 97" t Chord: 2-L L2x2x.176 Ix= 0.516 Center: L 48.000 hord shear: V = 9839 A= Iy= p T = 1. 346 Y 2.042 Rx 39861 Pn/c = 25845 fv 0.565 0.619 40381 13976 L/ 273 SJI Defl 0.817 in Camber 36.875 in Right end 7841 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.238 M 2082 M 3308 fc = 19448 Fy = 50000 Ry = 1. 232 ft= 19201 Q = 1.000 Rz = 0.393 12 No f Q Rz f Fillers Filler = 14936 0.981 0.394 16955 Valley Joist West Page 2 V2.1.7.2 Job #3V00584-AW -By JB 14:43 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 29 1 -28K8//-148 X 44' 7.500 Special Crimped angle Parallel chord Short span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Fqrce Allow Thick X Weld (in) ,ation Web Slope in Member in2 in lbs lbs lbs lbs_ lbs lbs Length Top/Bottm ---=El W2L 62. 68 52.29 2-Ll-3/4x.125 0.844 0.546x ~ 21438 22781 3825 8333 15448 .13x5.8 6.0/ 6.0 -Ll Vl 29.38 27.54 1-Ll-1/2x.109 0.315 0. 297z 658 755 9454 2893 3321 4846 . llxl.0 2.8/ 3.0 -Ll W3L 39.00 30.88 lIN SQ BAR 1.000 0.289z 3548 4565 30000 9070 11670 11850 .19x2.1 3.4/ 3.8 -13 W4 41. 78 32.18 1-Ll-l/2x.109 0.315 0.297z 5588 7494 9454 2624 351:9 3937 . llx2. 3 3.0/ 3.4 -13 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 428 428 7819 2675 2675 3883 .llx0.8 2.5/ 2.5 -13 ws 41.78 32.18 1-Ll-3/4x.143 0.480 0.346z 2196 2945 14402 5002 6708 7504 .14xl.6 3.2/ 3.6 -LS W6 41. 78 32.18 1-Ll-l/2x.109 0.315 0.297z 4464 '5987 9454 1768 2371 3937 • llxl.8 3.0/ 3.4 -LS V2 0.00 24.00 1-Ll-1/4.x.109 0.261 0.247z 428 428 7819 2704· 2704 3883 . llx0. 8 2.5/ 2.5 -LS W7 41.78 32.18 1-Ll-3/4x.125 0.422 0.347z 1340 1797 12656 3926 5265 6455 .13xl.4 3.2/ 3.6 -17 W8 41. 78 32.18 1-11~1/4x.109 0.261 0.247z 3389 4544 7819 912 1223 2303 . llxl.4 2.7/ 3.1 -17 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 369 369 7819 2722 2722 3883 .nx6.s 2.5/ 2.5 -17 W9 41.78 32.18 1-Ll-1/2x.109 0.315 0.297z 939 1259 9454 2851 3823 3937 .llxl.2 3.0/ 3.4 -19 Wl0 41.78 32.18 1-Ll-1/4x.109 0.261. 0.247z 2313 3102 7819 1237 1658 2303 .llxl.0 2.7/ 3.1 -19 V2 0.90 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2728 2728 3883 . llx0. 8 2.5/ 2.5 -19 Wll 41.78 32.18 1-Ll-l/2x.109 0.315 0.297z 1534 2058 9454 1832 2457 3937 . llx0. 8 3.0/ 3.4 -111 Wll 41. 78 32.18 1-Ll-l/2x.109 0.315 0. 297z 1534 2058 9454 1832 2457 3937 .llx0.8 3.0/ 3.4 -Lll V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2723 2723 3883 .llx0.8 2.5/ 2.5 -Lll Wl0 41. 78 32.18 1-Ll-l/4;x:.109 0.261 0.247z 2313 3102 7819 1237 1658 2303 • llxl. 0 2.7/ 3.1 -113 W9 41.78 32.18 1-Ll-1/2x.109 0.315 0 .297z 939 1259 9454 285_1 3823 3937 .llxl.2 3.0/ 3.4 -113 V2 o.oo 24..00 1-Ll-l/4x.109 0.261 0.247z 296 296 7819 2707 2707 3883 .llx0.8 2.5/ 2.5 -113 W8 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 3389 4544 7819 1233 1653 2303 .llxl.4 2.7/ 3.1 -115 W7 41. 78 32.18 1-Ll-3/4x.125 0.422 0.347z 1529 2050 12656 3926 5265 6455 .13xl. 4 3.2/ 3.6 -115 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2682 2682 3883 .llx0.8 2.5/ 2.5 -115 W6 41.78 32.18 1-Ll-l/2x.109 0.315 0.297z 4464 5987 9454 1825 2447 3937 .llxl.8 3.0/ 3.4 "-117 W5 41.78 32.18 1-Ll-3/4x.143 0.480 0.346z 2121 2844 14402 5002 6708 7504 .14xl. 6 3.2/ 3.6 -117 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2644 2644 3883 • llx0. 8 2.5/ 2.5 -·117 W4 41. 78 32.18 1-Ll-1/2_x.109 0.315 0.297z 5588 7494 9454 2417 3241 3937 • llx2. 3 3.0/ 3.4 -119 W3R 39.00 30.88 1-L2x2x.163 0.625 0.395z 2792 3593 18763 6348 8168 8515 .16xl. 7 3.4/ 3.8 -119 Vl 29.38 27.54 1-Ll-l/2x.109 0.315 0.297z 455 522 9454 2872 3295 4846 .llxl. 0 2.8/ 3.0 -119 W2R 62.68 52.29 1-L2x2x.156 0.600 0.3962 7240 15775 16191 3247 70'75 7829 .16x3.4 4.7/ 5.7 Valley Joist West Page 3 V2.l.7.2 Job #3V00584-AW -By JB 14:43 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 43 1 -28K8//-148 x 44' 7.750 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Ho],.es --y y Top Chord Ext E 0' 6.000 iform NtUp load iform TSJI load if.arm Live load iform Dead load iform NtUp load JI 2000# AddLoad ad 2000# AddLoad JI 1150# AddLoad ad 1150# AddLoad -148 #/ft full length 263 #/ft full length 160 #/ft full length 104 #/ft full length -66 #/ft from 0'0" to 16'5" on Top chord at panel points. on Top chord at panel points. on Bottom chord at panel points. on Bottom chord at panel points. BCX Holdback Pitch EP/#lL 54.000 54.000 TC cone loads: Load .Spacing Location Point Type Equk TSJI, Equk Equk 7500 1150 6000 6000 6'6 12'0 14'0 6'0 6'1-3/4 OAL 6 1 6 18'6 32'6 38'6 02 08 015 018 Dead PE 1 CLIP@ 21'-5" FTE 28.000 in Deep 26.573 in Effective Depth 23.000 in Cleqr Depth 697841 in-#Moment 531.750 808 L/ 899 1.000 38.000 9662 0.000 in Design in4 Ix Live Defl length 1603 # Minimum Shear 372 in4 Minimum Ix 48.000 in Interior Panel 10 Web Vees p Chord: 2-LL2-'-1/2x.250 idg < 209" Ix= 1. 406 Center: L 24.000 Eighth: L 24.000 g end panl: L 38.000 irst point: pend panl: L 34.875 Last point: hord shear: V 11961 A Iy= p p = p p p p C in Chord gap in Left end # SJI reaction in Tqg TCX Defl 2.375 y 0. 717 4.924 Rx 0.769 -63726 Pnx/Q= -66358 -59394 Pnz/c= -59849 -25069 Pnx/Q= -41417 -25.069 Pn/c = -64125 -26585 Pnx/c= -44373 -26585 Pn/c = -64125 41377 fv 9569 L/ 344 SJI Defl 0.818 in Camber 34.875 in Right end 9464 # SJI reaction Fy §0000 Q = 1.000 Ry 1. 440 Rz = 0.491 6 Fillers No Fillers M 2206 No Filler M 3514 M 1797 No Filler M 3083 fc = 17422 f = 12940 Valley Joist West Page 4 V2.l.7.2 Job #3V00584-AW -By JB 14:43 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 oj.ect: PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 43 1 -28K8//-148 x 44' 7.750 Special Crimped angle Parallel chord Shortspan aring seats: Tag End Opposite End LLV3.5x2.5x LLV3. 5x2. 5x Weld Weld t Chord: 2-LL2-1/2x.230 Ix= 1. 309 Center: L 48.000 hard shear: V = 12811 A. = Iy= p T ,ation --=rr- -Ll -Ll -L3 -L3 -L3 -LS -LS -15 -17 -17 -17 -19 -19 -19 -111 -Lll ~111 -113 -113 -113 -L15 -115 ·-115 -117 -117 -117 -119 -119 -119 Web W2 Vl W3L W41 V2 W5L W6L V2 W7 W8 V2 W9 WlOL V2 WllL WllR v2· WlOR W9 V2 W8 W7 V3 W6R W5R V2 W4R W3R V4 W2 Slope 62.93 27.78 42.09 42.09 0.00 42.09 42.09 o.oo 42.09 42.09 0.00 42.09 42.09 o.oo 42.09 42.09 o.oo 42.09 42.09 0.00 42.09 42.09 0.00 42.09 42.09 0.00 42.09 36. 62 32.80 62.93 Length in 50.54 26.00 30.99 30.99 23.00 30.99 30.99 23.00 30.99 30.99 23.00 30.99 30.99 23.00 30.99 30.99 23.00 30.99 30.99 23.00 30.99 30.99 23.00 30.99 30.99 23.06 30.99 28.66 27.36 50.54 2- 1- 2- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1.- 1- 1- 1- 1- 1- ·1- 1- 1- 2- 1- 2- Member L2x2x.145 Ll-1/4x.109 Ll-3/4x.125 Ll-1/2x.125 Ll-l/4x.109 L2x2x .. 145 Ll-1/2x.109 Ll-i/4x.109 Ll-3/4x.143 Ll-1/4x.109 Ll-l/4x.109 Ll-3/4x.125 Ll-1/2x.109 Ll-1/4x.109 Ll-l/2x.109 Ll-l/2x.125 Ll-1/4x.109 Ll-1/ 4x .10'9 Ll-3/4x.125 Ll-l/4x.109 Ll-l/4x.109 Ll-3/4x.143 Ll-l/2x.125 Ll-l/2x.125 L2x2x.163 Ll-1/4x.109 Ll-3/4x.125 Ll-l/2x.125 Ll-l/2x.109 L2x2x.145 2.194 Y 4.520 Rx 63893 Pn/Q 35221 fv Area in2 1.118 0.261 0.844 0.359 0.261 0.559 0.315 0.261 0.480 0.261 0.261 0.422 0.315 0.261 0.315 0.359 0.261 0.261 0.422 0.261 0.261 0.4.80 0.359 0.359 o. 625 0.261 0.422 0. 719 0.315 1.118 R . in O. 623x 0.247z 0.546x 0.296z 0.247z 0.396z 0 .297z 6.247z 0.346z 0.247z 0.247z 0.347z 0.297z 0.247z 0.297z o.296z 0.247z 0.247z 0.347z 0.247z 0.247z 0.346z 0.296z 0.296z 0.395z 0.247z 0.347z 0.465x 0.297z 6.623x 2. 78" 2. 98" 0.710 0. 772 65826 11140 Shear lbs 12811 678 4899 7266 428 2158 6088 428 1302 4909 357 944 2580 296 2788 1774 296 3636 1075 296 4815 1555 2876 7732 2483 296 8911 6245 442 13585 Tensile Force lbs 28153 766 6601 9791 428 2907 8203 428 1754 6615 357 1272 3477 296 3756 2391 296 4900 1449 296 6488 2095 2876 10419 · 3346 296 12007 7782 526 29855 Fy Ry ft Allow lbs 30185 7819 25313 10781 7819 16769 9454 7819 14402 7819 7819 12656 9454 7819 9454 10781. 7819 7819 12656 78i9 7819 14402 10781 10781 18.763 7819 12656 21563 9454 30185 50000 1. 435 160'52 Q Rz f 0.996 0.492 13730 Compressive Weld Thick X Shear lbs 4517 2945 11961 2586 2734 6677 1730 21a6 5498 874 2824 4320 2438 2844 2124 3137 2846 1425 4226 2834 1259 5404 6690 2693 8322 274.3 2443 12800 2899 5875 E'or,ee lbs ~ 3329 16117 3484 2734 8997 2331 2786 7409 1177 2824 5821 3285 2844 2862 4227 2846 1920 5694 2834 1696 7282 6690 3629 11213 2743 3292 15948 3449 12910 Allow lbs . 22957 34·53 18384 4800 4103 10117 4165 4103 7840 2484 4103 6726 4165 4103 4165 4800 4103 2484 6726 4103 2484 7840 6781 480b 11641 4103 6726 15868 4882 22957 Length .14x6.5 .llxl.O .13x4.3 .13x2.6 .llx0.8 .14x2.1 .llx2.5 • llxO. 9 .14xl. 7 . llx2. 0 • llxO. 9 .13xl. 6 . llxl.l . llxO. 9 . llxl.2 .13xl. l .llx0.9 .llxl.5 .13xl. 5 . llxO. 9 .11x2.0 .14xl. 7 .13xl. 8 .13x2.8 .16x2.3 .llx0.8 .13x3.2 .13x4.3 . llxl.1 .14x6.9 Available Weld (in) Top/Bottm 7.8/ 7.8 3.1/ 3.3 6.0/ 6.0 3. 6/ 4. 0 3.0/ 3.0 4.1/ 4.5 3. 6/ 4. 0 3.0/ 3.0 3.9/ 4.3 3.4/ 3.8 3.0/ 3.0 3.9/ 4.3 3.6/ 4.0 3.0/ 3.0 3.6/ 4.0 3.6/ 4.0 3.0/ 3.0 3.4/ 3.8 3.9/ 4.3 3.0/ 3.0 3.4/ 3.8 3.9/ 4.3 3.3/ 3.3 3.6/ 4.0 4.1/ 4.5 3.0/ 3.0 3.9/ 4.3 5.8/ 5.8 3.4/ 3.7 7.8/ 7.8 Valley Joi~t West Page 5 V2.l.7.2 Job #3V00584-AW -By JB 14:43 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 90,9/$74-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 45 1 -28K8//-148 x 44' 7.750 Special Crimped angle Parallel chord Shortspan nd L~ngth ag 5.000 pp 5.000 Depth 5.000 5.000 Holes --y Top Chord Ext E 0' 6.000 BCX Holdback Pitch EP/#lL 54.000 54.000 y iform NtUp load -148 #/ft full length iform TSJI load 263 #/ft full length iform Live load iform Dead load iform NtUp load JI 2000# AddLoad ad 2000# AddLoad JI 1150# AddLoad ad 1150# AddLoad 160 #/ft full length 104 #/ft full length -66 #/ft from 0'0" to 16'5" on Top chord at panel points. on Top chord at panel points. on Bottom chord at panel points. on Bottom chord at panel points. TC cone loads: Load Sp~cing Location Point Type Equk 6'3-7/8 38'3-7/8 7500 6'3-7/8 U2 PE 1 CL:(:P@ 21'-5" FTE OAL 28.000 in Deep 26.841 in Effective Depth 24.000 in Clear Depth 228498 in-#Moment 48.000 in Interior Panel 10 Web Vees p Chord: idg < 181" 2-L L2x2x.232 Ix= 0.653 L 24.000 L 36.938 Center: .g end panl: irst point: hord shear: V 10056 531.750 587 L/ 653 1.000 36.938 8988 0.000 in Design length in4 Ix Live Defl in Chord gap in Left end # SJI reaction in Tag TCX Defl A= 1. 748 y 0.585 Iy= 2. 712 Rx 0.611 p -45769 Pnx/a= -46860 p -21066 Pnx/a= -24645 p -21066 Pn/a = -47206 C 33035 fv 10836 aring seats: Tag End LLV3.5x2.5x Weld Opposite End LLV3.5x2.5x Weld 2. 43" 1. 69" t Chord: 2-L L2x2x.200 Ix= 0.576 Center: L 48.000 hord shear: V = 10874 A= Iy= p T = 1. 520 Y 2.328 Rx 45603 Pn/a = 28624 fv 0.574 0.616 45600 13592 1460 # Minimum Shear 372 in4 Minimum Ix L/ 277 SJI Defl 0.818 in Camber 36.938 in Right end 89~8 # SJI reaction Fy = 50000 Ry 1.246 M 2087 M 3316 fc = 18895 Fy 50000 Ry 1.238 ft= 18832 Q = 1. 000 Rz = 0.392 10 Fillers No Filler f = 14376 Q 1. 000 Rz 0.393 f ~ 16535 Valley Joist West Page 6 V2.1.7.2 Job #3V00584-AW -By JB 14:43 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT fORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. tnments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 45 1 -28K8//-148 X 44' 7.750 Special Crimped angle Parallel chord Short span Tensile .compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ·ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm --::y;r-W2L 62.70 52.32 2-Ll-3/4x.143 0.960 0.543x 10874 23707 25923 3826 8341 18147 .14x5.6 5.9/ 5.9 -Ll Vl 29.30 27.52 1-Ll-1/2x.109 0.315 0·.297z 659 755 9454 2903 3329 4850 .llxl.O 2.8/ 3.0 -Ll W3L 3.9.18 30.96 2-Ll-1/2x.125 o. 719 0.465x 3614 4662 21563 10056 12973 15176 .13x3.5 4.7/ 4.7 -L3 W4 41.80 32.19 1-Ll-1/2x.109 0.315 0.297z 6523 8750 9454 2624 3519 3935 . llx2. 7 3.0/ 3.4 -L3 V2 0.00 24.00 1-Ll-l/4x.109 0.261 0.247z 428 428 7819 2692 2692 3883 .llx0.8 2.5/ 2.5 -L3 W5 41.80 32.19 1-L2x2x.125 0.484 0.398z 2196 2945 14531 5886 7896 8126 .13x2.1 3.5/ 3.9 -L5 W6 41.80 32.i9 1-Ll-1/2x.109 0.315 0. 297z 5297 7106 9454 1768 2371 3935 • llx2. 2 3.0/ 3.4 -LS V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 428 428 7819 2726 2726 3883 • llxO. 8 2.5/ 2.5 -L5 W7 H.80 32.19 1~ Ll-3/4x.125 0.422 0.347z 1340 1797 12656 4708 6315 6453 .13xl. 7 3.2/ 3.6 -L7 W8 41.80 32.19 1-Ll-1/4x.109 0.261 0.247z 4119 5525 7819 1010 1355 2302 .llxl. 7 2.7/ 3.1 -17 V2 0 .. 00 24.00 1-Ll-i/4x.109 0.261 0.247z 368 368 7819 2748 2748 3883 .llx0.8 2.5/ 2.5 -L7 W9 41.80 32.19 1-Ll-3/4x.125 0.422 0.347z J:359 1824 12656 3529 4734 6453 .13xl.3 3.2/ 3.6 -L9 WlO 41.80 32.19 1-Ll-l/4x.109 0.261 0.247z 2940 3944 7819 1709 2292 2302 .llxl.2 2.7/ 3.1 -L9 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2756 2756 3883 .llx0.9 2.5/ 2.5 -L9 Wli 41.80 32.J,9 1-Ll-1/2x.109 0.315 0.297z 2058 2761 9454 2408 3230 3935 .llxl.O 3.0/ 3.4 -Lll Wll 41.80 32.19 1-Ll-1/2x.109 0.315 0.297z 2058 2761 9454 2408 3230 3935 • llxl.O 3.0/ 3.4 -Lll V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 275i 2751 3883 • llxO. 8 2.5/ 2.5 -Lll WlO 41.80 32.19 1-Ll-1/4x.109 0.261 0.247z 2940 3944 7819 1709 2292 2302 .llxi.2 2.7/ 3.1 -Ll3 W9 41.80 32.19 1-Ll-3/4x.125 0.422 0.347z 1359 1824 12656 3529 4734 6453 .13xl.3 3.2/ 3.6 -L13 V.2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2733 2733 3883 .llx0.8 2.5/ 2.5 -t13 w8 41.80 32.19 1-Ll-1/4x.109 0.261 0.247z 4119 5525 7819 1233 1654 2302 .llxl. 7 2.7/ 3.1 -115 W7 41.80 32.19 1-Ll-3/4x.125 0.422 0.347z 1529 2051 12656 4708 6315 6453 .13xl. 7 3.2/ 3.6 -L15 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2704 2704 3883 .llx0.8 2.5/ 2.5 -Ll5 W6 41.80 32.19 1-Ll-1/2x.109 0.315 0.297z 5297 7106 9454 1825 2448 3935 . llx2. 2 3.0/ 3.4 -L17 W5 41.80 32.19 1-L2x2x.125 0.484 0.398z 2121 2845 14531 5886 7896 8126 .13x2.1 3.5/ 3.9 -L17 V2 0.00 24.QO 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2661 2661 3883 . llxO. 8 2.5/ 2.5 -i.17 W4 41.80 32.19 1-Ll-1/2x.109 0.315 0 .297z 6523 8750 9454 2417 3242 3935 .llx2. 7 3.0/ 3.4 -L19 W3R 39.18 30.96 1-L2x2x.176 0. 673 0.394z 2792 3602 20191 7334 9461 9663 .18xl. 8 3.4/ 3.8 -L19 Vl 29.30 27.52 1-Ll-1/2x.109 0.315 0.297z 456 522 9454 2881 3304 4850 . llxl.O 2.8/ 3.0 -L19 W2R 62.70 52.32 1-L2x2x.176 0.673 0.394z 8275 18040 18172 3248 7081 8829 .18x3.5 4.7/ 5.7 Valley Joist West Page 7 V2.1.7.2 Job #3V00584-AW -By JB 14:43 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 117 1 -20K4//:-148 x 25' 11. 750 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Holes Top Chord Ext E 0' 1.000 E 0' 1.500 BCX Holdback Pitch EP/#:t.L 50.500 42.000 iform NtUp load iform TSJI load ifo:rm Live load iform Dead load iform NtUp load JI 1000# AddLoad ad 1000# AddLoad -148 #/ft full length 367 #/ft full length 276 #/ft full length 91 #/ft full length -66 #/ft from 0'0" to 16'5" on Top chord a:t panel points. on Top chord at papel points. BC cone loads: Load Spac~ng Location Point Type 3500 in Deep 20.000 18.952 16.250 526456 48.000 in Effective Depth in Clear Depth in-#Moment 6 in Interior Panel Web Vees p Chord: 2-L L2x2x.156 idg < 178" Ix= o. 464 Center:' L 24.000 Fourth: L 24.000 g end panl: L 28.938 irst point: hord shear: V 3639 4'2-1/2 21'9-1/4 307.750 4'2-1/2 Ll in Design length in4 Ix A 192 L/ 639 1.000 28.938 8655 0.000 Live Defl in Chord gap in Left end # SJI reac;:tion in Tag TCX Defl 1.199 y 0.558 Iy= 1. 805 Rx 0.622 p = -27779 Pnx/a= -30376 p = -24667 Pnz/g= -26151 p -20612 Pnx/g= -26104 p -20612 Pn/g = -32382 C 24667 fv 5832 aring seats: Tag End LLV3.5x2.5x Weld Opposite End LLV3.5x2.5x Weld 3. 30" 2.27" t Chord: 2-LL1-3/4x.143 Ix= 0.283 Center: L 48.000 hord shear: V = 8055 A= Iy= p T = 0. 960 Y 1. 225 Rx 27644 Pn/g = 21421 fv 0. 490 0.543 28803 16093 TSJI, Dead 1614 # Minimum Shear 125 in4 Minimum Ix L/ 333 SJI Defl 0.274 in Camber 28.938 in Right end 6258 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.227 M 1809 M 2785 fc = 20568 Fy 50000 Ry 1.130 ft = 22311 Q = 0.935 Rz = 0. 396 2 Fillers No Fillers Filler Reqd f Q Rz f = 11822 0.953 0.346 19581 Valley Joist West Page 8 V2.1.7.2 Job #3V00584-AW -By JB 14:43 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 117 1 -20K4//-148 X 25 I 11. 750 Special Crimped angle Parallel chord Short span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm ----=r;r-W2L 68.66 44.65 2-Ll-3/4x.125 0.844 0.546x 8055 22130 22781 ----zm 6519 17150 .13x6.0 7.3/ 6.1 -Ll Vl 45.91 23.35 1-Ll-1/4x.109 0.261 0.247z 516 742 7819 1957 2812 4025 .llx0.9 2.8/ 3.0 -Ll W3L 26.32 18.13 1-Ll-1/2x.109 0.315 0.297z 1856 2071 9454 3639 4060 4057 .llxl.3 2.7/ 2.7 -L3 W4 51.70 26.22 1-Ll-l/4x.109 0.261 0.247z 2751 4440 7819 1384 2234 3405 .llxl.4 3.1/ 3.3 -L3 V2 0.00 16.25 1-Llxlx.109 0.206 0 .196z 428 428 6184 1857 1857 3744 . llxO. 6 2.3/ 2.0 -L3 W5L 51. 70 26.22 1-Ll-l/4x.109 0.261 0.247z 956 1543 7819 1939 3130 3405 .llxl.O 3.1/ 3.3 -L5 W6 51.70 26.22 1-Ll-l/4x.109 0.261 0.247z 1614 2604 7819 623 1005 3405 • llxO. 8 3.1/ 3.3 -LS V2 o.oo 16.25 1-Llxlx.109 0.206 0.196z 428 428 6184 1873 1873 3744 . llxO. 6 2.3/ 2.0 -L5 W7 51.70 26.22 1-Ll-1/4x.109 0.261 0.247z 1614 2604 7819 315 509 3405 .llx0.8 3.1/ 3.3 -L7 W7 51.70 26.22 1-Ll-1/4x.109 0.261 0.247z 328 529 7819 1614 2604 3405 • llxO. 8 3.1/ 3.3 -L7 V2 o.oo 16.25 1-Llxlx.109 0.206 0.196z 428 428 6184 1866 1866 3744 . llxO. 6 2.3/ 2.0 -L7 W6 51. 70 26.22 1-Ll-1/4x.109 0.261 0.247z, 2231 3599 7819 756 1219 3405 .llxl.1 3.1/ 3.3 -L9 W5R 51. 70 26.22 1-Ll-l/2x.109 0.315 b .297z 1080 1742 9454 3043 4910 5111 .llxl.5 3.3/ 3.5 -L9 V2 0.00 16.25 1-Llxlx.109 0.206 0.196z 296 296 6184 1836 1836 3744 .llxO. 6 2.3/ 2.0 -L9 W4 51.70 26.22 1-Ll-1/4x.109 0.261 0.247z 3855 6220 7819 1376 2220 3405 .llxl.9 3.1/ 3.3 -Lll W3R 43.32 22.34 1-Ll-3/4x.143 0.480 0.346z 1702 2340 14402 4742 65l9 6918 .14xl. 5 3.2/ 3.3 -Lll V3 30.27 18.82 1-Ll-1/4x.109 0.261 0.247z 357 413 7819 1937 2243 5040 .llxO. 7 2.5/ 2.5 -Lll W2R 64. 65 37.95 1-R9:1-IN ROD 0.785 0.250 5685 13278 21206 2059 4809 8020 • 23xl. 4 Valley. Joi'st West Page 9 V2.1.7.2 Job #3V00584-AW -By JB 14:43 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 11.8 1 -20K4/ /-148 x 25' 11. 750 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Holes Top Cllord Ext E 0' 1.000 E 0' 1.500 BCX Holdback Pitch EP/#lL 42.000 42.000 iform NtUp load iform TSJI load iform Live load iform Dead load iform NtUp load JI 1000# AddLoad ad 1000# AddLoad -148 #/ft full length 367 #/ft full length 276 #/ft full length 91 #/ft full length -66 #/ft from 0'0" to 16'5" on Top chord at panel points. on Top chord at panel points. BC cone loads: Load Spacing Location Point Type 3500 in Deep 20.000 18.952 16.250 550·732 48.000 in Effective Depth in Clear Depth in-#Moment 6 in Interior Panel Web Vees p Chord: 2-L L2x2x.156 idg < 178" Ix= 0. 464 Center: L = 24.000 Fourth: L = 24.000 g end panl: L 28.938 irst poiHt: hord shear: V 7003 5'2-1/2 20'9-1/4 307.750 5'2-1/2 L2 in Design length in4 Ix A 192 L/ 639 1.000 28.938 8518 0.000 Live Defl in Chord gap in Left end # SJI reaction in Tag TCX Defl 1.199 y 0.558 Iy= 1. 805 Rx 0.622 p = -29059 Pnx/a= -30376 p = -26294 Pnz/a= -26151 p -16770 Pnx/c= -20996 p -16770 Pn/c = -32382 C 26294 fv 11222 aring seats: Tag End LLV3. 5x2. 5x Weld 3.25" Opposite End t Chord: 2-LL1-3/4x.143 Ix= 0.283 Center: L 48.000 hord shear: V = 7946 LLV3.5x2.5x Weld A= Iy= p T = 0. 960 Y 1. 225 Rx 28752 Pn/a = 22736 fv 2.33" 0.490 0.543 28803 15875 TSJI, Dead 1614 # Minimum Shear 125 in4 Minimum Ix L/ 320 SJI Defl 0.274 in Camber 28.938 in Right end 6394 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.227 M 1809 M 2785 fc = 21924 Fy 50000 Ry 1.130 ft= 23680 Q = 0.935 Rz = 0.396 4 No No f Q Rz f Fillers Fillers Filler = 15687 0.953 0.346 19805 Valiey Joist West Page 10 V2.1.7.2 Job #3V00584-AW -By JB 14:43 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLS~AD, CA sighed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2·006) **1/4" MIN SEAT THICK*** 118 1 -20K4//-148 X 25 I 11. 750 Special Crimped angle Parallel chord Short span Tensile Compress·ive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ,ation Web Slope in Member in2 i·n lbs lbs lbs lbs lbs lbs Length Top/Bottm --=r;r W2 64.65 ,37 .95 1~ R9:1-IN ROD 0.785 0.250 ~ 18557 21206 2372 --gsrr ~ .23xl. 9 -Ll Vl 30.27 18.82 1-Ll-l/4x.109 0.261 0.247z 516 598 7819 1957 2267 5040 .llx0. 7 2.5/ 2.5 -Ll W3L 43.32 22.34 1~ L2x2x.1:63 o. 625 o. 39sz 1856 2552 18763 7003 9626 9657 .16x2.0 3.5/ 3.6 -12 V2 7.89 16.-41 2-Llxlx.109 0.412 0.307x 3500 3533 12367 0 0 10031 .llxl.l 4.5/ 4.0 -13 W4 51. 70 26.22 1-Ll-l/4x.109 0.261 0.247z 2615 4220 7819 1384 2234 3405 .llxl.3 3.1/ 3.3 -13 V3 0.00 16.25 1-Llxlx.109 0.206 0.196z 428 428 6184 1866 1866 3744 . llx0. 6 2.3/ 2.0 -13 WSL 51. 70 26.22 1-Ll-l/4x.109 0.261 0.247z 956 1543 7819 1803 2909 3405 . llx0. 9 3.1/ 3.3 -LS W6 51. 70 26.22 1-Ll-l/4x.109 0.261 0.247z 1614 2604 7819 759 1225 3405 .llx0.8 3.1/ 3.3 -LS V3 o.oo 16.25 1-Llxlx.109 0.206 0.196z 428 428 6184 1879 1879 3744 .llx0.6 2.3/ 2.0 -LS W7 51.70 26.22 1-Ll-l/4x.109 0.261 0.247z 1614 2604 7819 179 289 3405 . llx0.8 3.1/ 3.3 -17 W7 51. 70 26.22 1-Ll-l/4x.109 0.261 0.247z 328 529 7819 1614. 2604 3405 • llx0. 8 3.1/ 3.3 -17 V3 6.oo 16.25 1-Llxlx.109 0.206 0.196z 428 428 6184 1871 1871 3744 .llx0. 6 2.3/ 2.0 -17 W6 51.70 26.22 1-Ll-1/4x.109 0.261 0.247z 2367 3820 7819 756 1219 3405 .llxl.2 3.1/ 3.3 -19 WSR 51.70 26.22 1-Ll-1/2x.109 0.315 0.297z 1080 1742 9454 3179 5130 5111 . llxl. 6 3.3/ 3.5 -L9 V3 0.00 16.25 1-Llxlx.109 0.206 0.196z 296 296 6184 1839 1839 3744 • llx0. 6 2.3/ 2.0 -19 W4 51.70 26.22 1-Ll-1/4x.109 0.261 0.247z 3991 6440 7819 1376 2220 3405 . llx2. 0 3.1/ 3.3 -Lll W3R 43.32 22.34 1-Ll-3/4x.143 0.480' 0.346z 1702 2340 14402 4879 6706 69.18 .14xl. 6 3.2/ 3.3 -Lll Vl 30.27 18.82 1-Ll-1/4x.109 0.261 0.247z 357 413 7819 1938 2244 5040 . llx0. 7 2.5/ 2.5 -Lll W2 64 .65 37.95 1-R9:1-IN ROD 0.785 0.250 '5822 13597 21206 2059 4809 '8020 .23xl. 4 Valley Joist west Page 11 V2.l.7.2 Job #3V00584-AW -By JB 14:43 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 157 2 -20K4 x 25'10.250 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Holes Top Chord Ext E 0' 0.250 371 #/ft full length 280 #/ft full length 91 #/ft full length iform TSJI load i:form Live load iform Dead load ifortn NtUp load iform NtUp load JI 1000# A:ddLoad ad 1000# AddLoad -180 #/ft from 0'0" to 8 1 6" -125 #/ft from 8 1 6" to 25'10-1/4" on Top chord at panel points. on Top chord at panel points. BCX Holdback Pitch EP/#lL 42.000 42.000 Tc;: cone loads: Load Spacing Location Point 20.000 18.886 16.000 600805 48.000 6 4000 in Deep in Effective Depth in Clear Depth in-#Moment in Interior Panel Web Vees p Chord: 2-L L2x2x.163 idg < 178" Ix= 0.482 Center: L = 24.000 Fourth: L 6.375 g end panl: L 28.563 irst point: ho::i;-d shear: V 7243 6'4-3/4 U3 6 1 4~3/4 19'5-1/2 306.250 211 L/ 703 1.000 28.563 8753 in Design length in4 Ix A= Iy= p = p = p p C Live Defl in Chord gap in Left end # SJI reaction 1.251 y 0.560 1. 88.8 Rx 0.621 -31812 Pnx/g= -32200 -29729 Pnz/g= -35090 -1732.8 Pnx/g= -22351 -17328 Pn/g = -33773 31204 fv 11109 aring seats: Tag End LLV3.5x2.5x Weld 3.20" Opposite End t Chord: 2-L L2x2x.145 Ix= 0.434 Center: L 48.000 hord shear: V = 8181 LLV3.5x2.5x Weld A= Iy= p T = 1.118 Y 1. 676 Rx 31341 Pn/g = 23243 fv 2.36" 0.554 0.623 33539 14106 TSJI, Dead 1682 # Minimum Shear 125 in4 Minimum Ix L/ 327 SJI Defl 0.271 in Camber 28.563 in Right end 6706 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.229 M 1763 M 2773 fc = 24946 Fy 50000 Ry 1. 224 ft= 20791 Q = 0.952 Rz =c 0.395 5 No No f Q Rz f Fillers Fillers Filler = 16703 0.904 0.396 17522 Valley Joist West Page 12 V2.l.7.2 Job #3V00584-AW -By JB 14:43 Ent~red 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-'4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 157 2 -20K4 X 25'10.250 Special Crimped angle Parallel . chord Short span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm ~ W2L ·64. 73 37.47 1-R9:l-IN ROD 0.785 0.250 8IBf 19162 21206 --------rnIT ~ 8225 .23x2.0 -Ll Vl 31.20 18. 71 1-Ll-1/4x.109 0.261 0.247z 428 501 7819 i956 2287 5065 .llxO. 7 2.5/ 2.8 -Ll W3L 42.20 21.60 1-L2x2x-.163 o. 625 0.395z 1336 1803 18763 7243 9778 9744 .16x2.0 3.5/ 3.8 -L3 W4L 51.80 25.87 1-Ll-1/2x.125 0.359 0.296z 6452 10433 10781 989 1600 6060 .13x2.8 3.3/ 3.9 -L3 V2 18.65 16.89 2-Llxlx.109 0.412 0.307x 180 190 12367 5518 5824 9907 . llxl. 8 4.4/ 4.4 . -L3 V3 0.00 16.00 1-Llxlx.109 0.206 0.196z 228 228 6184 1618 1618 3802 . llxO. 5 2.3/ 2.3 -L3 W5L 51.80 25.87 1-Ll-l/4x.109 0.261 0.247z 788 1275 7819 1682 2720 3479 .llx0.8 3.1/ 3.7 -L5 W6 5:1..80 25.87 1-Ll-1/4x.109 0.261 0.247z 714 1154 7819 1682 2720 3479 • llxO. 8 3.1/ 3.7 -LS V3 0.00 16.00 1-Llxlx.109 0.206 0.196z 250 250 6184 1900 1900 3802 • llxO. 6 2.3/ 2.3 -L5 W7 51.80 25.87 1-Ll-l/4x.109 0.261 0.247z 1682 2720 7819 0 0 3479 . llxO. 8 3.1/ 3.7 -L7 W7 51.80 25.87 1-Ll-1/4x.109 0.261 0.247z 200 323 7819 1847 2987 3479 .llx0.9 3.1/ 3.7 -L7 V3 0.00 16.00 1-Llxlx.109 0.206 0.196z 250 250 6184 1888 1888 3802 .llxO. 6 2.3/ 2 . .3 -L7 W6 51.80 25.87 1-Ll-1/4x.109 0.261 0.247z 2667 4312 7819 450 727 3479 .llxl.3 3.1/ 3.7 -L9 W5R 51.80 25.87 1-Ll-1/2x.125 0.359 0.296z 700 1132 10781 3486 5637 6060 .13xl.5 3.3/ 3.9 -L9 V3 0.00 16.00 1-Llxlx.109 0.206 0.196z 250 250 6184 1853 1853 3802 .llx0.6 2.3/ 2.3 -L9 W4R 51.80 25.87 1-Ll-l/4x.109 0.261 0.247z 4306 6963 7819 950 1536 3479 .llx2.2 3.1/ 3.7 -Lll W3R 42.20 21. 60 1-Ll-3/4x.143 0.480 0.346z 1224 1652 14402 5196 7014 6997 .14xl. 7 3.2/ 3.6 -Lll Vl 31.20 18.71 1-Ll-1/4x.109 0.261 0.247z 298 348 7819 1938 2265 5065 . llxO. 7 2.5/ 2.8 ~Lll W2R 64.73 37.47 1-R7: 7/8 ROD 0.601 0.219 6134 14367 16236 1521 3563 4822 .21xl. 6 Valley Joist West Page 13 V2.1.7.2 Job #3V00584-AW -By JB 14:43 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 165 4 -28K8 x 40' 1.750 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Slope Holes --y y Top Chord Ext E O' 1. 000 E 0' 6.000 iform TSJI load 326 #/ft full length iform Live load 220 #/ft full length iform Dead load 106 #/ft full length l3CX Holdback Pitch EP/#lL 54.000 54.000 iform NtUp load -125 #/ft from 0'0" to 32'3-3/4" iform NtUp load -180 #/ft from 32'3-3/4" to 40'1-3/4" JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. TC cone loads: Load Spacing Location Point Type Equk 28.000 26.866 24.000 030110 48.000 9 7500 in Deep in Effective Depth in Clear Depth in-#Moment in Interior Panel Web Vees p Chord: 2-L L2x2x.187 idg < 179" Ix= 0.544 Center: L = 24.000 Sixth: L = 24.000 g end panl: L 35.438 irst point: hord shear: V 6755 34'0-7/8 016 34'0-7/8 6'0-7/8 477.750 501 L/ 557 1.000 35.438 8498 0.000 in Design length in4 Ix A Iy= p = p = p p C Live Defl in Chord gap in Left end # SJI reaction in Tag TCX Defl 1. 426 y 0.569 2.173 Rx 0.617 -38148 Pnx/a= -38307 -31678 Pnz/n= -32608 -15094 Pnx/a= -21300 -15094 Pn/Q = -38504 24050 fv 9031 aring seats: Tag End LLV3.5x2.5x Weld 2.34" Opposite End t Chord: 2-L L2x2x.176 Ix= 0.516 Center: L 48.000 hord shear: V = 7798 LLV3.5x2.5x Weld A= Iy= p T = 1. 346 Y 2.042 Rx 38342 Pn/n = 19093 fv 3.16" 0. 565 0.619 40381 11077 1625 # Minimum Shear 372 in4 Minimum Ix L/ 302 SJI Defl 0.660 in Camber 35.438 in Right end 8498 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.234 M 2383 M 3774 fc = 16865 fy 50000 Ry 1. 232 ft= 14184 Q = 1.000 Rz = 0.394 8 Fillers No Fillers Filler Reqd f Q Rz f = 12356 0.981 0.394 13153 Valley Joist West Page 14 V2.1.7.2 Job #3V00584-AW -By JB 14:43 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/87 4-88"40 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd editi9n ASD. rnments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 165 4 -28K8 X 40' 1. 750 Special Crimped angle Parallel chord Short span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm -=r;r W2L 62. 68 52.29 1-L2x2x.163 0.625 0.395z ~ 16989 ,16887 ~ ~ ~ :16x3-,5 4.7/ 5.6 -Ll Vl 31. 65 28.19 1-Ll-l/2x.109 0.315 0. 297z 369 434 9454 3028 3557 4716 .llxl.1 2.8/ 3.1 -i.1 W3L 35.09 29.33 1-L2x2x-.163 0. 625 0.395z 1915 2414 18763 6755 8256 8738 .16xl. 7 3.3/ 3.6 -L3 W4 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 5846 7840 7819 1666 2233 2304 .llx2.4 2.7/ 3.1 -L3 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2773 2773 3883 .llx0.9 2.5/ 2.5 -L3 ws 41. 78 32.18 1-Ll-3/4x.143 0.480 0.346z 1416 1898 14402 5093 6829 7504 .14xl. 6 3.2/ 3.6 -LS W6 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 4434 5945 7819 1166 1563 2304 • llxl. 8 2.7/ 3.1 -LS V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2811 2811 3883 .llx0.9 2.5/ 2.5 -LS W7 41. 78 32.18 1-Ll-3/4x.125 0.422 0.347z 916 1228 12656 3791 5083 6456 .13xl. 4 3.2/ 3.6 ~L7 W8 41.78 32.18 1-Ll-1/4x.109 0.261 0.247z 3147 4220 7819 947 1270 2304 .llxl.3 2.7/ 3.1 -L7 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2834 2834 3883 .llx0.9 2.5/ 2.5 -L7 W9 41. 78 32.18 1-Ll-1/2x.109 0.315 0 .297z 1260 1689 9454 2504' 3358 3937 .llxl.O 3.0/ 3.4 -L9 WlO 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 1885 2528 7819 1572 2108 2304 .llx0.8 2.7/ 3.1 -L9 V2 0.00 24.00 1-Ll~l/4x.109 0.261 0.247z 250 250 7819 2844 2844 3883 .llxO. 9 2.5/ 2.5 -L9 WlO 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 1885 2528 7819 1572 2108 2304 . llxO. 8 2.7/ 3.1 -Lll W9 41.78 32.18 1-Ll-1/2x.109 0.315 0.297z 1260 1689 9454 2504 3358 3937 • llxl.O 3.0/ 3.4 -Lll V2 o .. oo 24.00 1-i.1-1/4x.109 0.261 0.247z 250 250 7819 2842 2842 3883 • llxO. 9 2.5/ 2.5 -Lll W8 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 3147 4220 7819 947 1270 2304 . llxl.3 2.7/ 3.1 -i.13 W7 41. 78 32.18 1-Ll-3/4x.125 0.422 0.347z 834 1119 12656 3791 5083 6456 .13xl. 4 3.2/ 3.6 -L13 V2 o.oo 24.00 1-Ll-l/4x.109 0.261 0.247z 250 250 7819 2828 2828 3883 • llxO. 9 2.5/ 2.5 ~Ll3 W6 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 4434 5945 7819 1084 1454 2304 .llxl.8 2.7/ 3.1 -Ll5 ws 41.78 32.18 1-Ll-3/4x.143 0.480 0.346z 1334 1789 14402 5093 6829 7504 .14xl. 6 3.2/ 3.6 -Ll5 V2 0.00 24.00 1-Ll-l/4x.109 0.261 0.247z 292 292 7819 2800 2800 3883 .llx0.9 2.5/ 2.5 -L15 W4 41.78 32.18 1-Ll-l/4x.109 0.261 0.247z 5846 7840 7819 1626 2181 2304 • llx2. 4 2.7/ 3.1 -Ll7 W3R 35.09 29.33 lIN SQ BAR 1.000 0.289z 3617 4420 30000 9288 11351 12570 .19x2.0 3.3/ 3.6 -Ll7 Vl 31.65 28.19 1-Ll-1/2x.109 0.315 0 .297z 532 624 9454 3048 3580 4716 .llxl.l 2.8/ 3.1 -Ll7 W2R 62. 68 52.29 2-Ll-3/4x.125 0.844 0.546x 10168 22153 22781 3298 7185 15449 .13x6. 0 6.0/ 6.0 Valley Joist West Page l V2 . l. 7 . 2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. inments: 2010 CBC (IBC2006) 15 2 -36LH07//-148 x 59'10.750 Spei:::ial Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6. 000 Depth 5.000 5.000 Holes y y Top Chord Ext E 0' 4.000 :i,form NtUp load iform TSJI load iform Live load iform Dead load JI 2000# AddLoad ad 2000# AddLoad -148 #/ft full length 275 #/ft full length 161 #/ft full length 114 #/ft full length on Top chord at panel points. on Top chord at panel points. BCX Holdback Pitch EP/#lL 81. 000 81. 000 TC cone loads: Load Spacing Location 7500 8'11-3/8 50'11-3/S 8'11-3/8 Point U2 Type Equk PE 2 CLIP@ 30'-4" FTE OAL 36.000 in Deep 34.602 in Effective Depth 31.000 in Clear Depth 820723 in-#Moment 714. 750 1148 L/ 522 1.000 52.688 10188 0.000 in Design in4 Ix Live Defl length 2047 # Minimum Shear 910 in4 Minimum Ix 72.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-1/2x.212 idg < 243" Ix= 1.219 Center: L 36.000 g end pahl: L 52.688 irst point: hord shear: V 10539 A Iy= p p p C in Chord gap in Left end # SJI reaction in Tag TCX Defl 2.030 y 0.703 4.158 Rx 0.775 -52611 Pnx/O= -54061 -26582 Pnx/c= -38229 -26582 Pn/c = -54813 39178 fv 9942 aring seats: Tag End LLV4X3X3/8 Weld 3.30" Opposite End t C_hord: 2-LL2-1/2x.188 Ix= 1.096 Center: L 72.000 hard shear: V = 11643 LLV4X3X3/8 Weld A= Iy= p T = 1. 809 Y 3.678 Rx - 52619 Pn/c = 33663 fv 2. 60" 0.695 0.778 54279 12386 L/ 256 SJI Defl 1.478 in Camber 52.688 in Right end 10188 # SJI reaction Fy = 50000 Ry = 1. 431 M 1237 M 4439 M 7023 fc = 19299 Fy 50000 Ry 1. 426 ft= 18606 Q = 0.967 Rz = 0.493 10 Fillers Filler Reqd f Q Rz f = 13855 0.920 0.495 15491 Valley Joist West Page 2 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 15 2 -36LH07//-148 X 59'10.750 Special Crimped angle Parallel chord Longspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm -=r;r-W2 66.35 86.25 2-12x2x.125 0.969 0.398z 11643 29020 29063 ~ 10176 11828 .13x7.8 8.6/ 8.6 -Ll Vl 37.25 43.47 1-Ll-1/2x.125 0.359 0.296z 650 816 10781 3313 4162 4422 .13xl.1 3.5/ 3.9 -Ll W3L 37.32 43.51 2-Ll-1/2x.125 o. 719 6.296z 3433 4316 21563 10539 13251 14182 .13x3.6 5.9/ 5.9 -13 W4 46.13 49.93 1-11-3/4x.125 0.422 0.347z 6966 10052 12656 2886 4165 5285 .13x2.7 4.1/ 4.6 -13 V2 0.06 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3021 3021 3462 • llx0. 9 3.0/ 3.0 -13 W5 46.13 49.93 1-12x2x.i56 0.600 0.396z 2442 3524 17990 6040 8716 9113 .16xl. 9 4.3/ 4.8 -LS W6 46.13 49.93 1-Ll-1/2x.109 0.315 0. 297z 5158 7443 9454 1998 2883 2988 . llx2. 3 3.8/ 4.3 -15 V2 0.00 34.60 1-11-1/4x.109 0.261 0.247z 444 444 7819 3062 3062 3462 .llx0.9 3.0/ 3.0 -LS W7 46.13 49. 93 1-L2x2x.125 0.484 0.398z 1554 2243 14531 4353 6281 7055 .13xl. 7 4.3/ 4.8 -17 W8 46.13 49.93 1-11-1/4x.109 0.261 0.247z 3548 5120 7819 1110 1.602 1701 .llxl.6 3. 6/ 4 .1 -17 V2 0.00 34.60 1-11-l/4x.109 0.261 0.247z 444 444 7819 3084 3084 3462 • llxl.0 3.0/ 3.0 -17 W9 46.13 49.93 1-Ll-3/4x.125 0.422 0.347z 1059 1528 12656 2743 3958 5285 .13xl.1 4.1/ 4.6 -19 Wl0 46.13 49. 93 1-11-l/2x.109 0.315 0. 297z 2047 2954 9454 1502 2168 2988 .llx0.9 3.8/ 4.3 -19 V2 o .. oo 34.60 1-11-1/4x.109 0.261 0.247z 444 444 7819 3088 3088 3462 .llxl.0 3.0/ 3.0 -19 Wl0 46.13 49.93 1-Ll-1/2x.109 0.315 0.297z 2047 2954 9454 1502 2168 2988 . llx0. 9 3.8/ 4.3 -111 W9 46.13 49.93 1-Ll-3/4x.125 0.422 0.347z 1059 1528 12656 2743 3958 5285 .13xl.1 4.1/ 4.6 -111 V2 0.00 34.60 1-11-1/4x.109 0.261 0.247z 444 444 7819 3077 3077 3462 • llxl.0 3.0/ 3.0 -111 W8 46.13 49.93 1-11-1/4x.109 0.261 0.247z 3548 5120 7819 1110 1602 1701 .llxl. 6 3. 6/ 4 .1 -113 W7 46.13 49. 93 1-L2x2x.125 0.484 0.398z 1554 2243 14531 4353 6281 7055 .13xl. 7 4.3/ 4.8 -113 V2 0.00 34.60 1-11-l/4x.109 0.261 0.247z 444 444 7819 3045 3045 3462 . llx0. 9 3.0/ 3.0 -113 W6 46.13 49.93 1-11-lf2x.109 0.315 0.297z 5158 7443 9454 1998 2883 2988 .llx2.3 3.8/ 4.3 -115 W5 46.13 49.93 1-12x2x.156 0.600 0.396z 2442 3524 17990 6040 8716 9113 .16xl. 9 4.3/ 4.8 -115 V2 0.00 34.66 1-11-1/4x.109 0.261 0.247z 444 444 7819 2992 2992 3462 .llx0.9 3.0/ 3.0 -115 W4 46.13 49.93 1-Ll-3/4x.125 0.422 0.347z 6966 10052 12656 2886 4165 5285 .13x2.7 4.1/ 4.6 -117 W3R 37.32 43.51 1-L2x2x.187 o. 713 0.394z 3433 4316 21391 8082 10163 10318 .19xl.8 4.0/ 4.3 -L17 Vl 37.25 43.47 1-1l-1/2x.125 0.359 0.296z 650 816 10781 3292 4136 4422 .13xl.1 3.5/ 3.9 -L17 W2 66.35 86.25 2-L2x2x.125 0.969 0.398z 9363 23338 29063 4083 10176 11828 .13x6.3 8.6/ 8.6 Valley Joist West Page 3 V2.l.7.2 Job #3V00584 -By JB 14: 41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA sighed per Steel Joist Institute Standard Specifications 42nd edition A:SD. mments: 2010 CBC (IBC2006) 16 2 -36LH07//-148 x 59'10.750 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6.000 Depth 5.000 5.000 Slope HoleE;l Top Chord Ext E 0' 4.000 BCX_ Holdback Pitch EP/#lL 81. 000 81. 000 ---y- y iform NtUp load -148 #/ft full length iform TSJI load 275 #/ft full length iform Live load 161 #/ft full length iform Dead load 114 #/ft full length iform NtUp load -66 #/ft full length JI 2000# AddLoad on Top chord at panel ad 2000# AddLoad on Top chord at panel points. points. PE 2 CLIP@ 30'-4" FTE OAL 36.000 in Deep 714.750 1264 L/ 575 1.000 52.688 10188 0.000 in Design length in4 Ix 34.587 in Effective Depth 31.000 in Clear Depth 820465 in-#Moment 72.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-l/2x.212 idg < 243" Ix= 1.219 Center: L 36.000 g end panl: L 52.688 irst point: hord shear: V 8082 A Iy= p p p C Live Defl in Chord gap in Left end # SJI reaction in Tag TCX Defl 2.030 y 0.703 4.158 Rx 0.775 -52635 Pnx/a= -54061 -21387 Pnx/a= -38229 -21387 Pn/g = -54813 33407 fv 7625 a:ting seats: Tag End LLV4X3X3/8 Weld 2.60" Opposite End t Chord: 2-LL2-l/2x.230 Ix= 1.309 Center: L 72.000 hord shear: V = 9363 LLV4X3X3/8 Weld A= 2.194 Y Iy= 4.520 Rx P 52101 Pn/g = T = 26463 fv 2. 60" 0.710 0. 772 65826 8142 2047 # Minimum Shear 910 in4 Minimum Ix L/ 281 SJI Defl 1.478 in Camber 52.688 in Right end 10188 # SJI reaction Fy = 50000 Ry = 1. 431 M 1237 M 4439 M 7023 fc = 16456 Fy 50000 Ry 1. 435 ft= 12061 Q = 0.967 Rz == 0.493 8 Fillers Filler Reqd f Q Rz f = 11218 0.996 0.492 10132 Valley Joist West Page 4 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mmen,ts: 2010 CBC (IBC2006) 16 2 -36LH07//-148 X 59'10.750 Special Crimped angle Paral,lel chord Longspan Tensile Compressive Length Area R Shear Force' Allow Shear Force Allow :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs ~ W2 66.36 86.24 2-L2x2x.156 1.199 0.396z 9363 23347 35980 ~ 14720 14928 -Ll Vl 37.26 43.46 1-Ll-1/2x.125 0.359 0.296z 940 1181 10781 3292 4137 4424 -Ll W3 37.33 43.50 1-L2x2x.187 6. 713 0.394z 4964 6242 21391 8082 10164 10320 -L3 W4 46.15 49.92 1-Ll-3/4x.143 0.480 0.346z 6966 10054 14402 4173 6023 6061 -L3 V2 0.00 34.59 1-Ll-l/4x.109 0.261 0.247i 642 642 7819 2992 2992 3465 -L3 W5 46.15 49. 92 1~ L2x2x.156 0.600 0.396z 3531 5097 17990 6040 8718 9H5 -LS W6 46.15 49.92 1-Ll-3/4x.125 0.422 0.347z 5115 7382 12656 2889 4170 5286 -LS V2 0.00 34.59 1-Ll-1/4x.109 0.261 0.247z 642 642 7819 3045 3045 3465 -LS W7 46.15 49.92 1-Ll-3/4x.143 0.480 0.346z 2247 3243 14402 4189 6046 6061 -L7 w8 46.15 49.92 1-Ll-1/2x.109 0.315 0.297z 3264 4711 9454 1605 2317 2989 -L7 V2 0.00 34.59 1-Ll-1/4x.109 0.261 0.247z 642 642 7819 3077 3077 3465 -L7 W9 46.15 49.92 1-Ll-1/2x.125 0.359 0.296z 963 1390 10781 2338 3375 3387 -L9 Wl:0 46.15 49.92 1-Ll-1/4x.109 0.261 0.247z 2047 2955 7819 728 1051 1702 -L9 V2 0.00 34.59 1-Ll-1/4x.109 0.261 0.247z 642 642 7819 3088 3088 3465 Weld Thick X Length .16x5.0 .13xl.1 .19xl. 8 .14x2.4 .llx0.9 .16xl. 9 .13x2.0 • llx0. 9 .14xl. 4 • llxl.5 • llxl.0 .13x0.9 .llx0.9 .llxl. 0 Available Weld (in) Top/Bottm 8.6/ 8.6 3.5/ 3.9 4.0/ 4.3 4.1/ 4.6 3.0/ 3.0 4.3/ 4.8 4.1/ 4.6 3.0/ 3.0 4.1/ 4.6 3.8/ 4.3 3.0/ 3.0 3.8/ 4.3 3.6/ 4.1 3.0/ 3.0 Valley Joist West Page 5 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) T17 1 -36LH07//-148 x 59' 7.875 Crimped angle Parallel chord Longspan pd Length ag 6:000 pp 6.000 Depth 5.000 5.000 Holes --y Top Chord Ext E 0' 1.000 BCX Holdback 2 0' 0.625 Pitch EP/#lL 81. 000 81. 000 y i.form NtUp load -148 #/ft full length iform TSJI load 277 #/ft full length iform Live load 163 #/ft full length iform Dead load 114 #/ft full length JI 2000# AddLoad on Top chord at panel ad 20.00# AddLoad on Top chord at panel PE 2 CLIP@ 29'-10 1/8" FTE OAL points. points. 36.000 in Deep 711.875 34.602 in Effective Depth 1148 in Design in4 Ix Live Defl length 2055 # Minimum Shear 910 in4 Minimum Ix 31.000 in Clear Depth L/ 522 818663 in-#Moment 1.000 in Chord gap in Left end 72. 000 in Interior Panel 51. 969 9 Web Vees 10219 # SJI reaction in Tag TCX De:/:1 0. 000 p Chord: 2'-LL2-l/2x.212 A 2.030 y 0.703 idg < 243" Ix= 1.219 Iy= 4.158 Rx 0.775 Center: L 36.000 p -52559 Pnx/o= -54061 g end panl: L 51. 969 p -21454 Pnx/o= -24195 irst point: p -21454 Pn/o = -54813 ho:rd shear: V 8127 C 33204 fv 7667 aring seats: Tag End LLV4X3X3/8 Weld 2.61" Opposite End LLV4X3X3/8 Weld 2. 61" t Chord: 2-LL2-l/2x.188 Ix= 1. 096 Center: L 72.000 hord shear: V = 9397 A= Iy= p T = 1. 809 Y 3. 678 Rx 52022 Pn/g = 26214 fv 0.695 0. 778 54279 9997 L/ 257 SJI Defl 1.466 in Camber 51.969 in Right end 10219 # SJI reaction Fy = 50000 Ry=l.431 M 1247 M 4355 M 6881 fc = 16356 Fy 50000 Ry 1.426 ft= 14488 Q = 0.967 Rz = 0.493 8 Fillers No Filler f Q Rz f =,' 11210 0.920 0.495 12346 Valley Joist West Page 6 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: coiuMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute mments: 2010 CBC (IBC2'006) St:andar<;i Specifications 42nd edition ASD. T17 1 -36LH07//-148 X 59' 7.875 Crimped angle Parallel chord Longspan Tensile '' Compressive Length Area R Shear Force Allow Shear Force Allow :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs -=u-W2 66.35 86.25 2-L2x2x.125 0.969 0. 398z ~ 23422 29063 ~ 10143 11828 -Ll Vl 38.00 43.91 1-Ll-1/2x.125 0.359 0.296z 641 813 10781 3285 4168 4346 -Ll W3 35.78 42.65 1-L2x2x.187 0. 713 0. 394z 3428 4226 2i391 8127 10018 10456 -L3 W4 46.13 49.93 1-Ll-3/4x.125 0.422 0.347z 7010 10116 12656 2886 4165 5285 -L3 V2 o.od 34:60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 2997 2997 3462 -L3 W5 46.13 49.93 1-L2x2x.156 0.600 0.396z 2442 3524 17990 6078 8771 9113 -L5 W6 46.13 49. 93 1-Ll-l/2x.109 0.315 0 .297z 5145 7425 9454 1998 2883 2988 -LS V2 o.oo 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3051 3051 3462 -LS W7 46.13 49.93 1-Ll-'3/4x.143 0.480 0.346z 1554 2243 14402 4213 6079 6059 -L7 W8 46.13 49.93 1-Ll-1/4x.109 0.261 0.247z 3280 4734 7819 1:110 1602 1701 -L7 V2 o.oo 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3083 3083 3462 -L7 W9 46.13 49.93 1-Ll-l/2x.125 0.359 0.296z 666 961 10781 2348 3388 3386 -L9 Wl0 46.13 49.93 1-Ll-1/4x.109 0.261 0.247z 2055 2965 7819 727 1050 1701 -L9 V2 o.oo 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3094 3094 3462 Weld Thick X Length .13x6.3 .13xl.1 .19xl.8 .13x2.7 . llx0. 9 .16xl. 9 .llx2.3 .llx0.9 .14xl. 4 .llxl.5 • llxl.0 .13x0.9 • llx0. 9 .llxl.0 Available Weld (in) Top/Bottm 8. 6/ 8. 6 3.5/ 3.9 3.9/ 4.3 4.1/ 4.6 3.0/ 3.0 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4.1/ 4.6 3.6/ 4.1 3.0/ 3.0 3.8/ 4.3 3.6/ 4.1 3.0/ 3.0 Valley Joist West Page 7 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) T19 1 -36LH07//-148 x 59' 7.125 Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6.000 Depth 5.000 5.000 Holes ---y y Top Chord Ext E 0' 1.000 E 0' 0.750 BCX Holdback 2 0' 0.625 2 0' 8.000 Pitch EP/#lL 81. 000 81. 000 iform NtUp load -148 #/ft full length iform TSJI load 278 #/ft full length iform Live load 163 #/ft full length iform Dead load 114 #/ft full length JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. PE 2 CLIP@ 29'-10 1/8" FTE OAL 36.000 in Deep 711.125 in Design length 34.602 in Effective Depth 1148 in4 Ix 31.000 in Clear Depth L/ 523 Live Defl 818171 in-#Moment 1.000 in Chord gap 72.000 in-Interior Panel 51.781 in Left end 9 Web Vees 10227 # SJI reaction 0.000 in Tag TCX Defl p Chqrd: 2-LL2-l/2x.212 A 2.030 y idg < .243" Ix= 1.219 Iy= 4.158 Rx - Center: L 36.000 p -52545 Pnx/Q= g end panl: L 51.781 p -21474 Pnx/Q= irst point: p -214'74 Pn/Q = hord shear: V 8139 c 33154 fv ar.i,ng seats: Tag End LLV4X3X3/8 Weld Opposite End LLV4X3X3/8 Weld ~ Chord: 2-LL2-1/2x.188 Ix= 1. 096 Center: L 72.000 hord shear~ V = 9406 A= Iy= p 'I' = 1. 80·9 Y 3.678 Rx 52006 Pn/g = 26151 fv 0.703 0.775 -54061 -24332 -54813 7678 2.61" 2. 61" 0.695 0.778 54279 10006 2057 # Minimum Shear 910 in4 Minimum Ix L/ 257 SJI Defl 1.463 in Camber 51.781 in Right end 10227 # SJI reaction 0.000 in Opp TCX Defl Fy = 50000 Ry~ 1.431 M 1249 M 4333 M 6844 fc = 16331 Fy 50000 Ry 1. 426 ft= 14454 Q = 0. 967 Rz = 0.493 8 No f Q Rz f Fillers Filler = 11208 0.920 0.495 12343 Valley Joist West Page 8 V2.1.7.2 Job #3\700584 -By JB 14:41 Entered 11/25/13 ~evised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N .. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER ojec:t: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) T19 1 -36LH07//-148 X 59' 7.125 Crimped angle Parallel chord Longspah Tensile Compressiye Length Area R Shear Force Allow Shear Force All,ow ·ation Web S:lope in Member in2 in lbs lbs lbs lbs lbs lbs --::y;y-W2 66.35 86.25 2-L2x2x.125 0.969 0.398z ~ 23444 29063 ~ 10134 11828 -Ll Vl 38.19 44.02 1-Ll-l/2x.125 0.359 0. 296z 639 813 10781 3283 4176 4327 -Ll W3 35.37 42.43 1-L2x2x.187 0. 713 0.394z 3427 4203 21391 8139 9981 10491 -L3 W4 46.13 49.93 1-Ll-3/4x.125 0.422 0.347z 7022 10133 12656 2886 4165 5285 -L3 V2 0.00 34.60 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 2999 2999 3462 -L3 ws 46.13 49. 93 1-L2x2x.156 0.600 0.396z 2442 3524 17990 6088 8785 9113 -LS W6 46.13 49.93 1-Ll-1/2x.109 0.315 0 .297z 5153 7437 '9454 1998 2883 2988 -LS V2 o.oo 34.60 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3053 3053 3462 -LS W7 46.13 49.93 1-Ll-3/4x.143 0.480 0.346z 1554 2243 14402 4219 6088 6059 -L7 W8 46.13 49.93 1-Ll-1/4x.109 0.261 0.247z 3285 4740 7819 1110 1602 1701 -L7 V2 0.00 34.60 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3085 3085 3462 -L7· W9 46.13 49.93 1-Ll-l/2x.125 0.359 0. 296z 666 961 10781 2351 3392 3386 -L9 WlO 46.13 49.93 1-Ll-1/4x.109 0.261 0.247z 2057 2968 7819 727 1049 1701 -L9 V2 o.oo 34.60 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3096 3096 3462 Weld Thick X Length .13x·6. 3 .13xl. l .19xl. 8 .13x2.7 • llxO. 9 .16xl.9 . llx2. 3 . llxO. 9 .14xl. 4 . llxl.5 . llxl.O .13x0.9 .llxO. 9 .llxl.O Available Weld (in) Top/Bottm 8.6/ 8.6 3.5/ 3.9 3.9/ 4.3 4.1/ 4.6 3.0/ 3.0 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4.1/ 4.6 3.6/ 4.1 3.0/ 3.0 3.8/ 4.3 3.6/ 4.1 3.0/ 3.0 Valley Joist West Page 9 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 , PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 21 2 -36LH07//-148 x 59'10.750 Special Crimped angle Parallel chord Longspan nd Length Depth Slope Holes Top Chord Ext ag 6.000 5.000 pp 4.000 5.000 iform NtUp load iform TSJI load iform Live load iform Dead load JI 2000# AddLoad ad 2000# AddLoad --y E y -148 #/ft full length 275 #/ft full length 161 #/ft full length 114 #/ft full length 0' 4.000 on Top chord at panel points. on Top chord at panel points. BCX Holdback Pitch EP/#lL 81. 000 81. 000 TC cone loads: Load Spacing Location Point Type Equk 8'11-3/8 50'11-3/8 8 '11-318 PE 2 CLIP@ 30'-4" FTE OAL 7500 SHORT BEARING RE -WELD SEAT FULL T & B RE U2 36.000 in Deep 714.750 in Design length 34.602 in Effective Depth 1148 in4 Ix 31.000 in Clear Depth L/ 522 Live Defl 820723 in-#Moment 1.000 in Chord gap in Left end 72.000 in Interior Panel 52.688 9 Web Vees 10188 0.000 # SJI reaction in Tag TCX Defl p Chord: 2-LL2-l/2x.212 A 2.030 y 0.703 idg < 243" Ix= 1.219 Iy= 4.158 Rx 0.775 Center: L 36.000 p -52611 Pnx/n= -54061 g end panl: L 52.688 p -26582 Pnx/n= -38229 irst point: p -26582 Pn/n = -54813 hord shear: V 10539 C 39178 fv 9942 aring seats: Tag End LLV4X3X3/8 Weld 3.30" Opposit;e End LLV4X3X3/8 Weld 2. 60" t Chord: 2-LL2-1/2x.188 A= 1. 809 Y 0.695 Ix= 1.096 Iy= 3.678 Rx -0.778 Center: L 72. 000 p 52619 Pn/n = 54279 hord shear: V =:" 11643 T = 33663 fv 12386 2047 # Minimum Shear 910 in4 Minimum Ix L/ 256 SJI Defl 1.478 in Camber 52.688 in Right end 10188 # SJI reaction Fy = 50000 Q = 0.967 Ry = 1. 431 Rz = 0.493 M 1237 10 Fillers M 4439 Filler Reqd M 7023 fc = 19299 f = 13855 Fy 50000 Q 0. 920 Ry 1. 426 Rz 0.495 ft= 18606 f 15491 Valley Joist West Page 10 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 oj'ect: PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 21 2 ~ 36LH07//-148 x 59'10.750 Special Crimped angle Parallel chord Longsp~n ,ation --::y;y- -Ll -Ll -L3 -L3 -L3 -LS -LS -LS -L7 -L7 -L7 -L9 -i.9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -Ll:5 -L15 -L15 ~L17 -L17 -L17 Web W2 Vl W3L W4 V2 ws W6 V2 W7 W8 V2 W9 Wl0 V2 Wl0 W9 V2 W8 W7 V2 W6 ws V2 W4 W3R Vl W2 Slope 66.35 37.25 37.32 46.13 0.00 46.13 46.13 0.00 46.13 46.13 o.oo 46.13 46.13 o.oo 46.13 46.13 o.oo 46.13 46. 13 o.oo 46.13 46.13 0.00 46.13 37.32 37.25 66.35 Length in 86.25 2- 43.47 1- 43.51 2- 49.93 1- 34.60 1- 49·. 93 1- 49. 93 h 34. 60 1- 49. 93 1- 49.93 1- 34.60 1- 49.93 1- 49.93 1- 34.60 1- 49.93 1- 49.93 1- 34.60 1- 49.93 1- 49.93 1- 34.60 1- 49.93 1- 49.93 1- 34. 60 1- 49. 93 1- 43.51 1- 43.47 1- 86.25 2- Member L2x2x.125 Ll-1/2x.125 Ll-1/2x.125 Ll-3/4x.125 Ll-1/4x.109 L2x2x.156 Ll-1/2x.109 Ll-1/4x.109 L2x2x.125 Ll-1/4x.109 Ll-l/4x.109 Ll-3/4x.125 Ll-1/2x.109 Ll-1/4x.109 Ll-1/2x.109 Ll-3/4x.125 Ll-l/4x.109 Ll-1/4x.109 L2x2x.125 Ll-1/4x.109 Ll-1/2x.109 L2x2x.156 Ll-1/4x.109 Ll-3/4x.125 L2x2x.187 Ll-1/2x.125 L2x2x.125 Area in2 0.969 0.359 o. 719 0.422 .0.261 o. 600 0.315 0.261 0.484 0.261 0.26-1 0.422 0.315 0.261 0.315 0.422 0.261 0.261 0.484 0.261 0.315 0.600 0.261 0.422 0. 713 0.359 o:969 R in 0.398z 0.296z 0.296z 0.347z 0.247z 0.396z 0. 297z 0.247z 0.398z 0.247z 0.247z 0.347z 0.297z 0.247z 0.297z 0.347;,: 0.247z 0.247z 0.398z 0.247z 0.297z 0.396z 0.2'47z 0.347z 0.394z 0.296z 0.398z Shear lbs 11643 650 3433 6966 444 2442 5158 444 1554 3548 444 1059 2047 444 2047 1059 444 3548 1554 444 5158 2442 444 6966 3433 650 9363 Tensile Force lbs 29020 816 4316 10052 444 3524 7443 444 2243 5120 444 1528 2954 ·444 2954 1528 444 5120 2243 444 7443 3524 444 10052 4316 816 23338 Allow lbs 29063 10781 21563 12656 7819, 17990 9454 7819 14531 7819 7819 12656 9454 7819 9454 12656 7819 7819 14531 7819 9454 17990 7819 12656 21391 10781 29063 Compressive Shear lbs ~ 3313 10539 2886 3021 6040 1998 3062 4353 1110 3084 2743 1502 3088 1502 2743 3077 1110 4353 3045 1998 6040 2992 2886 8082 3292 4083 Force lbs 10176 4162 13251 4165 3021 8716 2883 3062 6281 1602 3084 3958 2168 3088 2168 3958 3077 1602 6281 3045 2883 8716 2992 4165 10163 4136 10176 Allow lbs 11828 4422 14182 5285 3462 9113 2988 3462 7055 1701 3462 5285 2988 3462 2988 5285 3462 1701 7055 3462 2988 9113 3462 5285 10318 4422 11828 Weld Thick X Length .13x7.8 .13xl.1 .13x3.6 .13x2.7 . llxO. 9 .16xl. 9 . llx2. 3 • llxO. 9 .13xl. 7 .llxl. 6 .llxl.O .13xl.1 . llxO. 9 . llxl. 0 . llxO. 9 .13xl.1 . llxl.O .llxl. 6 .13xl. 7 • llxO. 9 . llx2 .3 .16xl. 9 . llxO. 9 .13x2.7 .19xl. 8 .13xl.1 .13x6.3 Available Weld (in) Top/Bottm 8.6/ 8.6 3.5/ 3.9 5.9/ 5.9 4.1/ 4.6 3.0/ 3.0 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4.3/ 4.8 3.6/ 4.1 3.0/ 3.0 4.1/ 4.6 3.8/ 4.3 3.0/ 3.0 3.8/ 4.3 4.1/ 4.6 3.0/ 3.0 3.6/ 4.1 4.3/ 4.8 3.0/ 3.0 3.8/ 4.3 4.3/ 4.8 3.0/ 3.0 4.1/ 4.6 4.0/ 4.3 3.5/ 3.9 8.6/ 8.6 Valley Joist West Page 11 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92317-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) T23 1 -36LH07//-148 x 59' 7.875 Crimped angle Parallel chord Longspan nd Length .Depth ag ~.000 5.000 pp 6.000 5.000 Holes --y y Top Chord Ext E 0' 1.000 BCX Holdbac;k 2 0' 0.625 2 0' 7.750 Pitch EP/#lL 81.000 81. 000 iform NtUp load -148 #/ft full length iform TSJI load 277 #/ft full length iform Live load· 163 #/ft full length iform Dead load 114 #/ft full length JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. PE 2 CLIP@ 29'-10 1/8" FTE OAL 36.000 in Deep 711.875 in Design length 34.602 in Effective Depth 1148 in4 Ix 31.000 in Clear Depth L/ 522 Live Defl 818663 in-#Moment 1.000 in Chord gap 72.000 in Interior Panel 51.969 in Left end 9 Web Vees 10219 # SJI reaction 0.000 in Tag TCX Defl p Chord: 2-LL2-l/2x.212 A 2.030 y idg < 243" Ix= 1.219 Iy= 4.158 Rx Center: L 36.000 p -52559 Pnx/c= g end panl: L 51.969 p -21454 Pnx/a= irst point: p -21454 Pn/c = hard shear: V 8127 C 33204 fv aring seats: Tag Ehd LLV4X3X3/8 Weld Opposite End LLV4X3X3/8 Weld t Ctord: 2~LL2-1/2x.188 Ix= 1. 096 Center: L 72.000 hard shear: V = 9397 A= Iy= p T = 1. 809 Y 3.678 Rx 52022 Pn/c = 26214 fv 0.703 0.775 -54061 -24195 -54813 7667 2. 61" 2.61" 0.695 0.778 54279 9997 2055 # Minimum Shear 910 in4 Minimum Ix L/ 257 SJI Defl 1.466 in Camber 51.969 in Right end 10219 # SJI reaction Fy == 50000 Ry=l.431 M 1247 M 4355 M 6881 fc = 16356 Fy = 50000 Ry = 1. 426 ft= 14488 Q = 0. 967 Rz = 0.493 8 Fillers No Filler f Q Rz f = 11210 0.920 0.495 12346 Valley Joist West Page 12 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSrER oject: WESTFIELD CARLSBAD CARLSBAD, CA 9igned per Steel Joist Institute mmertts: 201,0 CBC (IBC2006) T23 1 -36LH07//-148 X 59' chord Longspan Standard Specifications 42nd edition 7.875 Crimped angle Parallel ASD. Tensile Compressive Length Area R Shear Force Allow Shear "Force Allow :ation Web Slope _ in Member in2 in lbs lbs lbs lbs lbs lbs -----::u-W2 66.35 86.25 2-L2x2x.125 0.969 0.398z ~ 23422 29063 ~ 10143 11828 -Ll Vl 38.00 43.91 1-Ll-i/2x.125 0.359 0.296z 641 813 10781 3285 4168 4346 -Ll W3 35.78 42.65 1-L2x2x.187 o. 713 0 .394z 3428 4226 21391 8127 10018 10456 -L3 W4 46.13 49.93 1-Ll-3/4x.125 0.422 0.347z 7010 10116 12656 2886 4165 5285 -L3 V2 0.00 34.60 i-Ll-1/4x.109 0.261 0.247z 444 444 7819 2997 2997 3462 -L3 W5 46.13 49.93 1-L2x2x.156 0.600 0.396z 2442 3524 17990 6078 8771 9113 -LS W6 46.13 49.93 i-Ll-1/2x.1Q9 0.315 0.297z 5145 7425 9454 1998 2883 2988 -LS V2 a.ob 34,. 60 1-Ll-1/4x.109 0.26i 0.247z 444 444 7819 3051 3051 3462 -LS W7 46.13 4"9.93 1-Ll-3/4x.143 0.480 0.346z 1554 2243 14402 4213' 6079 6059 -L7 W8 46.13 49.93 1-Ll-l/4x.109 0.261 0.247z 3280 4734 7819 11io 1602 1701 -L7 V2 0.00 34.60 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3083 3083 34"62 -L7 W9 46.13 49.93 1-Ll-1/2x.125 0.359 0.296z 666 961 10781 2348 3388 3386 -L9 WlO 46.13 49.93 1-Ll-1/4x.109 0.261 0.247z 2055 2965 7819 727 1050 1701 -L9 V2 o.oo 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3094 3094 3462 Weld Thick X Length .13x6.3 .13xl.1 .19xl. 8 .13x2.7 .llx0.9 .16xl. 9 • llx2. 3 • llxO. 9 .14xl. 4 .nxl.5 . llxl.O .13x0.9 .llx0.9 .llxl.O Available Weld (in) Top/Bottm 8.6/ 8.6 3.5/ 3.9 3.9/ 4.3 4.1/ 4.6 3.0/ 3.0 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4.1/ 4.6 3.6/ 4.1 3.0/ 3.0 3.8/ 4.3 3.6/ 4.1 3.0/ 3.0 Valley Joist West Page 13 V2.l.7.2 Job #3V00584 -By J~ 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 9~377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd E?dition ASD. mments: 2010 CBC (IBC2006) 25 1 -36LH07//-148 x 59'10.750 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 4.000 Depth 5.000 5.000 Holes --y y Top Chord Ext E 0' 4.000 iform NtUp load iform TSJI load iforni Live load iform Dead load JI 2000# AddLoad ad 2000# AddLoad JI 1150# AddLoad ad 1150# AddLoad -148 #/ft full length 275 #/ft full length 161 #/ft full length 114 #/ft full length on Top chord at panel points. on Top chord at panel points. on Bottom chord at panel points. on Bottom chord at panel points. Bex; Holdback Pitch EP/#lL 81. 000 81. 000 TC cone loads: Load Sp~cing Location Point Type Equk 7500 8'11-3/8 50'11-3/8 8'11-3/8 02 PE 2 CLIP@ 30'-4" FTE OAL SHORT BEARING RE -WELD SEAT FULL T & B RE 36.000 in Deep 714.750 34.587 in Effective Depth 1264 in Design in4 Ix Live Defl length 2047 # Minimum Shear 910 in4 Minimum Ix 31.000 ifi Clear Depth L/ 575 025956 in-#Moment 1. 000 72.000 in Interior Panel 52.688 in Chord gap in Left end 9 Web Vees 11338 # SJI reaction in Tag TCX Defl 0.000 p Chord: 2-LL2-l/2x.230 A 2.194 y idg < 244" Ix= 1. 309 Center: L 36.000 g end panl: L = 52.688 irst point: hord shear: V= 11519 aring seats: Tag End Opposite End t Chord: 2-LL2-l/2x.212 Ix= 1. 219 Center: L 72.000 hord shear: V = 12666 Iy= 4.520 Rx p -58576 Pnx/g= p -28931 Pnx/g= p -28931 Pn/g = C 42966 fv LLV4X3X3/8 LLV4X3X3/8 Weld Weld A= Iy= p T = 2.030 Y 4.158 Rx 58523 Pn/c = 36665 fv 0.710 0. 772 -60003 -42054 -59243 10017 3.04" 2. 40" 0.703 0.775 60903 11949 L/ 257 SJI Defl 1. 4 7 8 in Camber 52. 68·8 in Right end 11338 # SJI reaction Fy 50000 Ry 1. 435 M 1237 M 4439 M 7023 fc = 19582 Fy 50000 Ry 1. 4:31 ft= 18061 Q = 0.996 Rz = 0.492 10 Fillers Filler Reqd f Q Rz f = 14007 0.967 0.493 14978 Valley Joist West Page 14 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENPE RIALTO, CA 92377-4445 oject: PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 25 1 -36LH07//-148 x 59'10.750 Special Crimped angle Parallel chord Longspan :ati_on ----=u- '-Ll -Ll -L3 -L3 -L3 -LS '-LS -LS -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -L13 -L13 -L13 -L15 -L15 -L15 -L17 -L17 -L17 Web W2L Vl W3L W4 V2 ws W6 V2 W7 w8 V2 W9 WlO V2 WlO W9 V2 W8 W7 V2 W6 ws V2 W4 W3R Vl W2R Slope 66.36 37.26 37.33 46.15 o.oo 46.15 46.15 o.oo 46.15 46.15 0.00 46.15 46.15 o.oo 46.15 46.15 0.00 46.15 46.15 0.00 46.15 46.15 0.00 46.15 37.33 37.26 66.36 Length in 86.24 2- 43.46 1- 43.50 2- 49.92 1- 34.59 1- 49.92 1- 49.92 1- 34.59 1- 49. 92 i- 49. 92 1- 34.59 1- 49.92 1- 49.92 1- 34.59 1- 49.92 1- 49. 92 1- 34 .59 1- 49.92 1- 49.92 1- 34.59 1- 49.92 1- 49.92 1- 34 .59 1- 49.92 1- 43.50 2- 43.46 1- 86.24 2- Member L2x2x.145 L1-1/2x.125 Ll-3/4x.125 Ll-3/4x.125 Ll-1/4x.109 L2x2x.176 Ll-1/2x.109 Ll-l/4x.109 L2x2x.145 Ll-l/4x.109 Ll-1/4x.109 i1-3/4x.12s Ll-1/2x.109 L1-1/4x.109 Ll-l/2x.109 Ll-3/4x.125 Ll-1/4x.109 Ll-1/4x.109 L2x2x.145 Ll-l/4x.109 Ll-1/2x.109 L2x2x.176 Ll-1/4x.109 Ll-3/4x.125 i1-112x.109 Ll-l/2x.125 ·L2x2x.125 Area in2 1.118 0.359 0.844 0.422 0.261 o. 673 0.315 0.261 0.559 0.261 0.261 0.422 0.315 0.261 0.315 0.422 0.261 0.261 0.559 0.261 0.315 0.673 0.261 0.4:/2 0. 630 0.359 0.969 R in 0.396z 0.296z 0.347z 0.347z 0.247z 0.394'z 0.297z 0.24,7z 0.396z 0.247z 0.247z 0.347z 0.297z 0.247z 0.297z 0.347z 0.247z 0.247z 0.396z 0.247z 0 .297z 0.394z 0.247z 0.347z 0.297z 0.296z 0. 398z Shear lbs 12666 650 3433 7888 444 2442 5965 444 1554 4239 444 1518 2520 444 2520 1518 444 4239 1554 444 5965 2442 444 7888 3433 650 10386 Tensile Force lbs 31582 816 4317 11386 444 3525 8609 444 2243 6118 444 2191 3638 444 3638 2191 444 6118 2243 444 8609 3525 444 11386 '4317 816 25897 Allow lbs 33539 10781 25313 12656 7819 20191 9454 "7819 16769 7819 7819 12656 9454 7819 9454 12656 7819 7819 16769 7819 9454 20191 7819 12656 18907 10781 29063 Compressive Shear lbs ~ 3322 11519 2886 3040 6905 1998 3087 5102 1110 3113 3376 2019 3118 2019 3376 3106 1110 5102 3070 1998 6905 3011 2886 9063 3302 4083 Force lbs 10180 4174 14486 4166 3040 9966 2884 3087 7364 1602 3113 4873 2914 3118 2914 4873 3106 1602 7364 3070 2884 9966 3011 4166 11397 4148 10180 Allow lbs 13859 4424 17551 5286 3465 10376 2989 3465 8401 1702 3465 5286 2989 3465 2989 5286 3465 1702 8401 3465 2989 10376 3465 5286 12005 4424 11830 Weld Available Thick x Weld (in) Length Top/Bottm .14x7.3 8.5/ 8.5 .13xl.1 3.5/ 3.9 .13x3.9 5.9/ 5.9 .13x3.1 4.1/ 4.6 .llx0.9 3.0/ 3.0 .18xl.9 4.3/ 4.8 .llx2.7 3.8/ 4.3 .llxl.O 3.0/ 3.0 .14xl.7 4.3/ 4.8 .llxl.9 3.6/ 4.1 .llxl.O 3.0/ 3.0 .13xl.3 4.1/ 4.6 .llxl.1 3.8/ 4.3 .llxl.O 3.0/ 3.0 .llxl.1 3.8/ 4.3 .13x1.3 4.1/ 4.6 .llxl.O 3.0/ 3.0 .llxl.9 3.6/ 4.1 .14xl.7 4.3/ 4.8 .llx0.9 3.0/ 3.0 .llx2.7 3.8/ 4.3 .18xl.9 4.3/ 4.8 .llx0.9 3.0/ 3.0 .13x3.1 4.1/ 4.6 .llx3.5 5.9/ 5.9 .13x1.1 3.5/ 3.9 .13x7.0 8.5/ 8.5 Valley Joist West Page 15 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. rnments: 2010 CBC (IBC2006) 27 1 -36LH07//-148 x 59'10.750 Special Crimped angle Parallel chord Longspan nd 11,mgth Depth Slope Holes Top Chord Ext ag 6.000 5.000 pp 4.000 5.000 iform NtUp load iform TSJI load iform Live load iform Dead load JI 2000# AddLoad ad 2000# AddLoad JI 1150# AddLoad ad 1150# AddLoad --y E y -148 #/ft full length 275 #/ft full length 161 #/ft full length 114 #/ft full length 0 I 4.000 on Top chord at panel points. on Top chord at panel points. on Bottom chord at panel points. on Bottom chord at panel points. BCX Holdback Pitch EP/#11 2 0' 8.750 81. 000 81. 000 TC cone loads: Load Spacing Location Point Type 3500 7500 850 3'7-3/4 5'3-5/8 18'0 32'11-3/8 PE 2 CLIP@ 30'-4" FTE OAL 3'7-3/4 8'11-3/8 26 I 11-3/8 SHORT BEARING RE~ WELD SEAT FULL T & B RE Ul U2 us TSJI, Dead Equk TSJI, Dead D l"x2'.,..11" SQ BAR@ 3" FRM END OF BCX TO SV TE -WELD 2" LG 36.000 in Deep 714.750 34.456 in Effective Depth 1422 in Design in4 Ix Live Defl length 2591 # Minimum Shear 910 in4 Minimum Ix 30.500 in Clear Depth 1/ 647 254894 in-#Moment 1.000 in Chord gap in Left end 72.000 in Interior Panel 41.750 9 Web Vees 15101 # SJI reaction in Tag TCX Defl 0.000 p Chord: 2-L L3x3x.227 A 2.621 y 0.834 idg < 277" Ix= 2.285 Iy= 6. 949 Rx 0.934 Center: L 36.000 p -64883 Phx/a= -68540 g end panl: L 41. 750 p ~37914 Pnx/a= -46760 irst point: p -37914 Pn/a = -70765 pend panl: L 52.688 p -25158 Pnx/a= -38377 Last point: p -25158 Pn/a = -70765 hord shear: V 11890 C 48451 fv 8729 1/ 261 SJI Defl 1.478 in Camber 52.688 in Right end 11925 # SJI reaction Fy = 50000 Q = 0.922 Ry = 1. 628 Rz = 0.594 M 1237 5 Fillers M 1441 No Filler M 7103 M 4439 No Filler M 7023 fc = 18486 f = 12714 Valley Joist West Page 16 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD· CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 27 1 -36LH07//-148 x 59'10.750 Special Crimped angle Parallel chord Longspan aring seatE?: Tag End Opposite End LLV4X3X3/8 LLV4X3X3/8 Weld Weld 4. 20" 2.60" t Chord: 2-LL2-l/2x.230 Ix= 1. 309 Center: L 72.000 hord shear: V = 1653'.6 A= Iy= p 2.194 Y 4.520 Rx 65442 Pn/g 41851 fv 0.710 0. 772 65826 14379 Fy Ry 50000 1. 435 Q Rz 0.996 0.492 :ation ---=11 -Ll -Ll -13 -t3 -13 -LS -LS -LS -Li -L7 -L7 -L9 -L9 -L9 -Lll -L11 -L11 -L13 -L13 -L13 -L15 -L15 -L15 -L17 -Ll7 -L17 Web W2L Vl W3L W4 V2 WSL W6 V2 W7 W8 V2 W9L Wl0L V2 Wl0R W9R V2 ·w8 W7 V2 W6 WSR V2 W4 W3R V3 W2R Slope 66.44 47.23 37.43 46.26 0.00 46.26 46.26 o.bo 46.26 46.26 o .. oo 46.26 46.26 0.00 46.26 46.26 0.00 46.26 46.26 0.00 46.26 46.26 0.00 46.26 37.43 37.37 66.44 Length in 86.19 2- 50.74 1- 43.39 2- 49.83 1- 34.46 1- 49.83 1- 49.83 1- 34.46 1- 49.83 1- 49.83 1- 34 .46 1- 49.83 1- 49.83 1- 34 .46 1- 49.83 1- 49.83 1- 34.46 1- 49.83 1- 49.83 1- 34.46 1- 49.83 1- 49,83 1- 34.46 1- 49. 83 1- 43.39 2- 4'3.35 1- 86.19 2- T Member L2x2x.187 L2x2x.176 Ll-3/4x.125 Ll-3/4x.125 Ll-l/4x.109 I.2x2x.176 Ll-l/2x.109 Ll-1/4x.109 L2x2x.145 1,l-l/4x.109 Ll-l/4x.109 Ll-3/4x.125 Ll-3/4x.125 Ll-l/4x.109 Ll-1/2x.109 Ll-3/4x.143 Ll-l/4x.109 Ll-l/4x.109 L2x2x.145 Ll-1/4x.109 Ll-1/2x.109 L2x2x.187 Ll-1/4x.109 Ll-3/4x.125 Ll-1/2x.125 Ll-1/2x.125 L2x2x.125 Area in2 1.426 o. 673 0.844 0.422 0.261 o. 673 0.315 0.261 0.559 0.261 0.261 0.422 0.422 0.261 0.315 0.480 0.261 0.261 0.559 0.261 0.315 0. 713 0.261 0.422 0. 719 0.359 0.969 R in 0.394z 0.394z 0.347z 0.347z 0.247z 0.394z 0.297z 0.247z Q.396z 0.247z 0.247z 0.347z 0.347z 0.247z 0. 297z 0.346z 0.247z 0.247z 0.396z 0.247z 0.297z 0.394z 0.247z 0.347z 0.296z 0.296z 0.398z Shear lbs 16536 650 3500 8152 444 2442 6228 444 1554 4502 444 1255 1934 444 3107 932 4.44 4825 1554 4.44 6551 2442 444 8475 3433 650 10973 Tensile Force lbs 41363 957 4408 11789 444 3532 9007 444 2247 6511 444 1815 2796 444 4493 1347 444 6979 2247 444 9475 3532 444 12257 4323 818 27447 ft Allow lbs 42782 20191 25313 12656 7819 20191 9454 7819 16769 7819 7819 12656 12656 7819 9454 14402 7819 7819 16769 7819 9454 21391 7819 12656 21563 10781 29063 19073 f 17254 Compressive Weld Available Shear lbs 4150 6836 11890' 2886 3067 7168 1998 3117 5365 1110 3146 3639 2606 3149 1433 3963 3131 1110 5688 3089 1998 7491 3023 2886 9649 3307 4083 Force lbs 10381 10067 14973 4174 3067 10367 2890 3117 7759 1605 3146 5,263 3769 3149 2072 5731 3131 1605 8227 3089 2890 10834 3023 4174 12152 4161 10212 Allow lbs 17825 10156 17512 5301 3485 10401 3000 3485 8419 1708 3485 5301 5301 3485 300.0 6079 3485 1708 8419 3485 3000 11072 3485 5301 14210 4442 11840 Thick x Weld (in) Length Top/Bottm .19x7.4 11.1/ 8.6 .18xl.9 4.7/ 4.9 .13x4.0 7.2/ 5.9 .13x3.2 4.4/ 4.6 .llx0.9 3.3/ 3.0 .18x2.0 4.7/ 4.8 .llx2.8 4.2/ 4.3 .llxl.0 3.3/ 3.0 .14xl.8 4.7/ 4.8 .llx2.0 3.9/ 4.1 .llxl.0 3.3/ 3.0 .13xl.4 4.4/ 4.6 .13xl.0 4.4/ 4.6 .llxl.0 3.3/ 3.0 .llxl.4 4.2/ 4.3 .14xl.3 4.4/ 4.6 .llxl.0 3.3/ 3.0 .llx2.2 3.9/ 4.1 .14xl.9 4.7/ 4.8 .llxl.0 3.3/ 3.0 .llx2.9 4.2/ 4.3 .19x2.0 4.7/ 4.8 .llx0.9 3.3/ 3.0 .13x3.3 4.4/ 4.6 .13x3.3 7.1/ 5.9 .13xl.1 3.8/ 3.9 .13x7.4 11.1/ 8.6 Valley Joist West Page 17 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments:-2010 CBC (IBC2006) 51 1 -36LH07//-148 x 59'10.500 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 4.000 Depth 5.000 5.000 Slope Holes --y y Top Chord Ext iform NtUp load -148 #/ft full length iform TSJI load 275 #/ft full length iform Live load 161 #/ft full length iform Dead load 114 #/ft full length JI 2000# AddLoad on Top chord at panel points. ·ad 2000# AddLoad on Top chord at panel points. PE 2 CLIP@ 15'-0", 30'-0" & 45-0" FTE OAL SHORT BEARING RE -WELD SEAT FULL T & B RE BCX Holdba9k Pitch EP/#lL 81. 000 81. 000 36.000 in Deep 714.500 in Design length 2048 # Minimum Shear 910 in4 Minimum Ix L/ 256 SJI Defl 34.602 in Effective Depth 1148 in4 Ix 31. 000 in Clear Depth L/ 522 Live Defl 820314 in-#Moment 1.000 in Chord gap 72.000 in Interior Panel 52.625 in Left end 9 Web Vees 10191 # SJI reaction p Chord: 2-LL2-l/2x.212 A= 2.030 y idg < 243" Ix= 1.219 Iy= 4.158 Rx Center: L 36.000 p -52607 Pnx/c= g end panl: L 52.625 p -21384 Pnx/c= irst point: p -21384 Pn/c = hord shear: V 8086 C 33376 fv a.ring seats: Tag End LLV4X3X3/8 Weld Opposite End LLV4X3X3/8 Weld t Chord: 2-LL2-1/2x.188 Ix= 1.096 Center: L 72.000 hord shear: V = 93~6 A= Iy= p T = 1. 809 Y 3.678 Rx 52073 Pn/c = 26431 fv 0.703 0.775 -54061 -38258 -54813 7629 2.60" 2. 60" 0.695 0.778 54279 9964 1. 4 7 7 in Camber 52.625 in Right end 10191 # SJI reaction Fy = 50000 Ry=l.431 M 1238 M 4431 M 7011 fc = 16440 Fy = 50000 Ry=l.426 ft= 14608 Q = 0.967 Rz = 0.493 8 Fillers Filler Reqd f Q Rz f = 11215 0.920 0.495 12355 vailey Joist West Page 18 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition T(lffients: 2010 CBC (IBC2006) 51 1 -36LH07//-148 X 59'10.500 Special Crimped angle Parallel chord Longspan ASD. Tensile Compressive J:,~ngth Area R Shear Force Allow Shear Force Allow :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs. lbs -=-r;r-W2 66.35 86.25 2-L2x2x.125 0.969 0.398z ~ 23345 29063 ~ 10173 11828 -Ll Vl 37.32 43.51 1-Ll-1/2x.125 0.359 0.296z 649 816 10781 3292 4139 4416 -Ll W3 37.18 43.43 1-L2x2x.i87 o. 713 0.394z 3433 4308 21391 8086 10150 10330 -L3 W4 46.13 49.93 1-Ll-3/4x.125 0.422 0.347z 6970 10058 12656 2886 4165 5285 -i.3 V2 0.00 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 2992 2992 3462 -L3 W5 46.13 49.93 1-L2x2x.156 0.600 0.396z 2442 3524 17990 6043 8721 9113 -LS .W6 46.13 49.93 1-Ll-1/2x.109 o .. 315 0.297z 5117 7385 9454 1998 2883 2988 -LS V2 0.00 34.60 -i.~ Ll-l/4x.109 0.261 0.247z 444 444 7819 3046 3046 3462 -LS W7 46.13 49. 93 1-Ll-3/4x.143 0.480 0.346z 1554 2243 14402 4191 6048 6059 -L7 W8 46.13 49.93 1-Ll-1/4x.109 0.261 0.247z 3265 4712 7819 rno 1602 1701 -L7 V2 o .. oo 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3078 30'.78 34.62 -L7 W9 46.13 49.93 1-Ll-l/2x.125 0.359 0.296z 666 961 10781 2339 3375 3386 -L9 Wl0 46.13 49.93 1-Ll-1/4x.109 0.261 0.247z 2048 2955 7819 728 1051 1701 -L9 V2 0.06 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3088 3088 34·62 Weld Thick X Length .13x6.3 .13xi.1 .19xl. 8 .13x2.7 . llx0. 9 .16xl. 9 . llx2.3 • llx0. 9 .14xl. 4 .llxl.5 • llxl. 0 .13x0.9 .llx0. 9 .llxl.0 Available Weld (in) Top/Bottm 8.6/ 8.6 3.5/ 3.9 4.0/ 4.3 4.1/ 4.6 3.0/ 3.0 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4.1/ 4.6 3.6/ 4.1 3.0/ 3.0 3.8/ 4.3 3.6/ 4.1 3.0/ 3.0 Valley Joist West Page 19 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 sto~er: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CB.C (IBC2006) ,53 1 -36LH07//-148 x 59' 8.750 Special Crimped angle Parallel chord Longspan nd Length Depth Slope Holes '.I'op ag 6. 0.00 . 5. 000 --y pp 6.000 5.000 y E iform NtUp load -148 #/ft full length iform TSJI load 276 #/ft full length iform Live load 162 #/ft full length i.form Dead load 114 #/ft full length Chord Ext 0' 1. 750 JI 2000# Addtoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. JI 95Q# AddLoad on Bottom chord at panel points. ad 950# AddLoad on Bottom chord at panel points. PE 2 CLIP@ 15'-0", 30'-0" & 45-0" FTE OAL ~ex Holdback Pitch EP/#lL 81. 000 2 0' 0.500 81. 000 36.000 in Deep 712.750 in Design length 2052 # Minimum Shear 910 in4 Minimum Ix L/ 262 SJI De•fl 34.587 in Effective Depth 1264 in4 Ix 31.000 in Clear Depth L/ 575 Live Defl 988504 in-#Moment 1.000 in Chord gap 72.000 in Interior Panel 52.188 in Left end 9 Web Vees 11160 # SJI reaction p Chord: 2-LL2-l/2x.230 A= 2.194 y idg < 244" Ix= 1.309 Iy= 4.520 Rx Center: ·L 36.000 p -57493 Pnx/a= g E!nd panl: L 52.188 p -23370 Pnx/a= irst point: p -23370 Pn/n = hord shear: V 8924 C 36372 fv aring seats: Tag End LLV4X3X3/8 Weld Opposite End LLV4X3X3/8 Weld t Cl:J_ord: 2-LL2-l/2x.212 Ix= 1. 219 Center: L 72.000 hord shear: V = 10232 A= :ty= p T = 2.030 Y 4.158 Rx 56906 Pn/a = 28745 fv 0.710 0. 772 -60003 -26046 -59243 7760 2. 40" 2. 40" 0.703 0.775 60903 9652 1. 4 7 0 in Camber 52.188 in Right end 11160 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.435 M 1244 M 4380 M 6924 fc = 16577 Fy 50000 Ry 1. 431 ft= 14160 Q = 0.996 Rz = 0.492 8 Fillers No Filler f Q Rz f = 11354 0. 967 ·o. 493 11970 Valley Joist West Page 20 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WEST.FIELD CARLSBAD CARLSBAD, CA signed pe:i;: Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 53 1 -36LH07//-148 X 59' 8.750 Special Crimped angle Parallel chord Longspan Tensile Compressive Leng.th Area R Shear Force Allow Shear Force Allow ·ation Web Slope in Member ip2 in lbs lbs lbs lbs lbs lbs ---=r:;r -wz 66.36 86.24 2-L2x2x.125 0.969 0.398z 10232 25512 29063 ~ 10157 11830 -Ll Vl 37.78 43. 76 1-Ll-l/2x.125 0.359 0.296z 644 814 10781 3295 4169 4372 -Ll W3 36.27 42.90 2-Ll-l/2x.109 o. 630 0. 297z 3430 4254 18907 8924 11068 12122 -L3 W4 46.15 49.92 1-Ll-3/4x.125 0.422 0.347z 7760 11200 12656 2886 4166 5286 -L3 V2 0.00 34.59 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3011 3011 3465 -L3 ws 46.15 49.92 1-L2x2x.176 o. 673 0 .394z 2442 3525 20191 6781 9788 10376 -LS W6 46.15 49.92 1-Ll-1/2x.109 0.315 0 .297z 5803 8376 9454 1998 2884 . 2989 -LS V2 0.00 34.59 1-Ll-1/4x.109 0.261 0.247z 444 444 7819· 3070 3070 3465 -LS W7 46.15 49.92 1-L2x2x.125 0.484 0.398z 1554 2243 14531 4825 6964 7057 -L7 W8 46.15 '49. 92 1-Ll-l/4x.109 0.261 0.247z 3846 5552 7819 1110 1602 1702 -L7 V2 0.00 34.59 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3105 3105 3465 -L7 W9 46.15 49.92 1-Ll-3/4x.125 0.422 0.347z 66Ei 961 12656 2868 4140 5286 -L9 Wl0 46.15 49. 92 1-Ll-l/4x.109 0.261 0.247z 2052 2962 7819 1155 1667 1702 -L9 V2 0.00 34.59 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3117 3117 3465 Weld Thick X Length .13x6.9 .13xl. l .llx3.4 .13x3.0 • llx0. 9 .18xl. 9 .llx2.6 .llx0.9 .13xl. 9 .llxl. 7 .llxl.0 .13xl. l .llx0.9 . llxl.0 Available Weld (in) Top/Bottm 8.5/ 8.5 3.5/ 3.9 5.8/ 5.8 4.1/ 4.6 3.0/ 3.0 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4.3/ 4.8 3.6/ 4.1 3.0/ 3.0 4.1/ 4.6 3.6/ 4.1 3.0/ 3.0 Valley Joist West Page 21 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 55 2 -36LH07//-148 x 59'10.500 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6.000 Depth 5.000 5.000 iform NtUp load iforrt:t TSJI load iform Live load iform Dead load JI 2000# AddLoad ad 2000# AddLoad JI 1320# AddLoad ad 1320# AddLoad Holes --y y Top Cllord Ext -148 #/ft full leng~h 275 #/ft full length 161 #/ft full length 114 #/ft full length on Top chord at panel points. on Top chord at panel points. on Bottom chord at panel points. on Bottom chord at panel points. BCX Holdback Pitch EP/#lL 81. 000 81. 000 TC cone loads: Load Spacing Location P~int Type 950 26'11-1/4 26'11~1/4 32'11-1/4 us PE 2 CLIP@ 15'-0", 30'-0" & 45-0" FTE OAL 36.000 ih Deep 714.500 in Design length 34.573 in Effective Depth 1366 in4 Ix 31.000 in Clear Depth L/ 622 Live Defl 208693 in-#Moment 1.0QO in Chord gap 72.000 in Interior Panel 52.625 in Left end 9 Web Vees 12034 # SJI reaction p Chord.: 2-LL2-1/2x.250 A= 2.375 y idg < 245" Ix= 1. 406 Iy= 4. 924 Rx Center: L 36.000 p -63885 Pnx/c= g end panl: L 52.625 p -25280 Pnx/c= irst point: p -25280 Pn/c = hord shear: V 9735 C 39867 fv aring seats: Tag End LLV4X3X3/8 Weld Opposite End LLV4X3X3/8 Weld t Chord: 2-LL2-l/2x.230 Ix= 1.309 Center: L 72.000 hord shear: V = 11063 A= 2.194 Y Iy= 4.520 Rx P 63726 Pn/c = T = 31472 fv 0. 717 0.769 -65116 -27729 -64125 7788 2.35" 2.32" 0.710 0. 772 65826 9620 TSJI, Dead 2166 # Minimum Shear 910 in4 Minimum Ix L/ 257 SJI Defl 1.477 in Camber 52.625 in Right end 11938 # SJI reaction Fy = 50000 Ry = 1. 440 M 1238 M 4431 M 7011 fc = 16786 Fy 50000 Ry 1. 435 ft= 14343 Q = 1.000 Rz = 0.491 8 Fillers No Filler f Q Rz f = 11450 o. 996 0.492 11999 Valley Joist West Page 22 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 oject: PH: 909/874-8840 FAX: 90·9/874-3363 CONTACT: KURT FORSTER WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. tnments: 2010 CBC (IBC2006) 55 2 -36LH07//-148 x 59'10.500 Special Crimped angle Parallel chord Longspan ,ation ~ -Ll -Ll -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -Ll3 -Ll3 -Ll3 -Ll5 -Ll5 -Ll5 -L!? -Ll7 -Ll7 Web W2 Vl W3L w,r V2 W5 W6 V2 W7 W8 V2 W9 WlOL V2 WlOR W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R Vl W2 Slope 66.36 37.34 37.21 46.16 o.oo 46.16 46.16 (l.00 46.16 46.16 0.00 46.16 46.16 o.oo 46.16 4,6.16 0.00 46.16 46.16 0.00 46.16 46.16 o.oo 46.16 37.21 37.34 66.36 Length in 86.23 43.48 43.41 49.91 34.57 49.91 49.91 34.57 49.91 49.91 34.57 49.91 49.91 34.57 49.91 49.91 34.57 49.91 49.91 34.57 49.91 49.91 34.57 49.91 43.41 43.48 86.23 2- 1- 2- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1~ 1- 1- 1- 2- 1- 2- Member L2x2x.125 Ll-1/2x.125 Ll-l/2x.125 Ll-3/4x.i25 Ll-1/4x.109 L2x2x.187 Ll-l/2x.109 Ll-l/4x.109 L2x2x.145 Ll-l/4x.109 Ll-l/4x.109 Ll-3/4x.125 Ll-l/2x.125 Ll-1/4x.109 Ll-1/4x.109 Ll-3/4x.125 Ll-1/4x.109 Ll-1/4x.109 L2x2x.145 Ll-1/4x.109 Ll-1/2x.109 L2x2x.187 Ll-1/4x.109 Ll-3/4x.125 Ll-l/2x.109 Ll-1/2x.125 L2x2x.125 Area in2 0.969 0.359 0.719 0.422 0.261 o. 713 0.315 0.261 0.559 0.261 0.261 0.422 0.359 0.261 0.261 0.422 0.261 0.261 0.559 0.261 0.315 o. 713 0.261 0.422 0.630 0.359 0.969 R in 0.398z 0.296z 0.296z 0.347z 0.247z 0.394z 0.297z 0.247z 0.396z 0.247z 0.247z 0.347z 0.296z 0.247z 0.247z 0.347z 0.247z 0.247z 0.396z 0.247z 0.297z 0.394z 0.247z 0.3·47z 0 .297z 0.296z 0.398z Shear lbs 11063 649 3433 8551 444 2442 6566 444 1554 4581 444 666 1646 444 2500 666 444 4485 1554 444 64'70 2442 444 8456 3433 649 10967 Tensile Force lbs 27594 816 4310 12346 444 3526 9480 444 2244 6613 444 962 2376 444 3609 962 444 6475 2244 444 9341 3526 444 12207 4310 816 27356 Allow lbs 29063 10781 21563 12656 7819 21391 9454 7819 16769 7819 7819 12656 10781 7819 7819 12656 7819 7819 16769 7819 9454 21391 78:1.9 12656 18907 10781 29063 Compressive Shear lbs ~ 3307 9735 2886 3025 7559 1998 3091 5574 1110 3132 3588 2166 3145 894 3492 3128 1110 5478 3088 1998 7463 3023 2886 9639 3306 4082 Force lbs 10180 4159 12223 4167 3025 10913 2885 3091 8046 1603 3132 5180 3128 3145 1291 5042 3128 1603 7908 3088 2885 1077-4 3023 4i67 12102 4158 10180 Allow lbs 11831 4420 14206 5288 3467 11048 2990 3467 8403 1703 3467 5288 3388 3467 1703 5288 3467 1703 8403 3467 2990 11048 3467 5288 12022 4420 11831 Weld Available Thick x Weld (in) Length Top/Bottm .13x7.4 8.4/ 8.4 .13xl.1 3.5/ 3.9 .13x3.3 5.8/ 5.8 .13x3.3 4.1/ 4.6 .llx0.9 3.0/ 3.0 .19x2.0 4.3/ 4.8 .llx2.9 3.8/ 4.3 .llxl.O 3.0/ 3.0 .14xl.9 4.3/ 4.8 .llx2.0 3.6/ 4.1 .llxl.O 3.0/ 3.0 .13xl.4 4.1/ 4.6 .13x0.8 3.8/ 4.3 .llxl.O 3.0/ 3.0 .llxl.1 3.6/ 4.1 .13xl.4 4.1/ 4.6 .llxl.O 3.0/ 3.0 .llx2.0 3.6/ 4.1 .14xl.8 4.3/ 4.8 .llxl.O 3.0/ 3.0 .llx2.9 3.8/ 4.3 .19xl.9 4.3/ 4.8 .llx0.9 3.0/ 3.0 .13x3.3 4.1/ 4.6 .llx3.7 5.8/ 5.8 .13xl.1 3.5/ 3.9 .13x7.4 8.4/ 8.4 vailey Joist West Page 23 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: ,WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. rtunents: 2010 CBC (IBC2006) 57 4 -36LH07//-148 x 59'10.500 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6.000 Depth 5.000 5.000 Holes --y Top Chord Ext BCX Holdback Pitch EP/#lL 81. 000 81. 000 y iform NtUp load -148 iform TSJI load 275 iform Live load 161 iform Dead load 114 JI 2000# AddLoad on ad 20.00# AddJ;,oad on JI 1320# AddLoad on ad 1320# AddLoad on PE 2 CLIP@ 15'-0", 36.000 in Deep #/ft full length #/ft full length #/ft full length #/ft full length Top chord at panel points. Top chord at panel points. Bottom chord at panel points. Bottom chord at panel points. 30'-0" & 45-0" FTE OAL 34.580 in Effective Depth 31.000 in Clear Depth 056099 in-#Moment 72.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-1/2x.250 idg < 245" Ix= 1. 406 Center: L 36.000 g end panl: L 52.625 irst point: hord shear: V 9212 714.500 in Design length 1311 in4 Ix L/ 597 Live Defl 1.000 in Chord gap 52.625 in Left end 11511 # SJI reaction A= 2.375 y = o. 717 Iy= 4. 924 Rx 0.769 p -59460 Pnx/n= -65116 p -24080 Pnx/n= -27729 p -24080 Pn/n = -64125 C 37724 fv 7369 aring seats: Tag End LLV4X3X3/8 Weld 2.21" Opposite End t Chord: 2-LL2-1/2x.212 Ix= 1. 219 Center: L 72,000 hord shear: V = 10540 LLV4X3X3/8 Weld A= Iy= p T = 2.030 Y 4.158 Rx 58856 Pn/c = 29874 fv 2.21" 0.703 0.775 60903 9944 2048 # Minimum Shear 910 in4 Minimum Ix L/ 264 SJI Defl 1.477 in Camber 52.625 in Right end 11511 # SJI reaction Fy 50000 Ry 1. 440 M 1238 M 4431 M 7011 fc = 15884 Fy 50000 Ry 1. 431 ft = 14716 Q Rz 8 No f Q Rz f = 1.000 = 0.491 Fillers Filler = 10834 0.967 0.493 12370 Valley Joist West Page 24 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 sterner: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER eject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 57 4 -36LH07//-148 X 59'10.500 Special Cr;i..mped angle Parallel chord Longspan Tensile Compressive Length Area R Shear Force Allow Shear force Allow :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs ----=r;r-W2 66.36 86.24 2-L2x2x.125 0.969 0; 398z 10540 26286 29063 ~ 10179 11830 -Ll Vl 37.33 43.49 1-Ll-1/2x.125 0.359 0.296z 649 816 10781 3302 415,3 4419 -Ll W3 37.20 43.41 2-Ll-1/2x.109 0. 630 0.297z 3433 4310 18907 9212 11565 12021 -L3 W4 46.15 49.92 cl.-Ll-3/4x.125 o,.422 0.347z 8029 11590 12656 2886 4166 5287 -L3 V2 0.00 34.58 1~ Ll-l/4x.109 0.261 0.247z 44,4 444 7819 3014 3014 3466 ~L3 W5 46.15 49.92 :).-L2x2x.176 0.673 0 .394z 2442 3525 20191 7036 10157 10378 -L5 W6 46.15 49.92 1-Ll-l/2x.109 0.315 0.297z 6043 8724 9454 1998 2884 2990 -L5 V2 0.00 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3074 3074 3466 :_LS W1 46.15 49.92 1~ L2x2x.145 0.559 0.396z 1554 2243 16769 5051 7291 8402 -L7 W8 46.15 49. 92 1-Ll-1/4x.109 0.261 0.247z 4058 5858 7819 1110 1602 1702 -L7 V2 0.00 34.58 1-Ll:-1/.4x.109 0.261 0.247z 4'44 444 7819 3111 3111 3466 -L7 W9 46.15 49.92 i-Ll-3/4x.125 0.422 0.347z 812 1172 12656 3065 4425 5287 -L9 WlO 46.15 49.92 1-Li-1/2x.109 0.315 0.297z 2073 2992 9454 1322 1908 2990 -L~ V2 0.00 34.58 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3123 3123 3466 Weld Thick X Length .13x7.1 .13xl.1 • llx3. 6 .13x3.1 . llxO. 9 .18xl. 9 . llx2. 7 . llxO. 9 .14xl. 7 .llxl.8 .llxl.O .13xl. 2 • llxO. 9 .llxl.O Available Weld (in) Top/Bottm 8.4/ 8.4 3.5/ 3.9 5.8/ 5.8 4.1/ 4.6 3.0/ 3.0 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4.3/ 4.8 3.6/ 4.1 3.0/ 3.0 4.1/ 4.6 3.8/ 4.3 3.0/ 3.0 Valley Joist West Page 25 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER ·oject: WESTFI~Lb CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) T59 1 -36LH07//-148 x 59' 8.750 Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6.000 Depth 5.000 5.000 Slope Holes --y y Top Chord Ext E 0' 1.750 BCX Holdback 2 0' 6.750 2 0' 0.500 Pitch EP/#;I..L 81. 000 81. 000 iform NtUp load -148 iform TSJI load 276 iform Live load 162 iform Dead load 114 JI 2000# AddLoad on ad 2000# AddLoad on JI 1320# AddLoad on ad 1320# AddLoad on Pt 2 CLIP@ 15'-0", 36.000 in Deep #/ft full length #/ft full length #/ft full length # I ft full length Top chord at panel points. Top chord at panel points. Bottom chord at panel points. Bottom chord at panel points. 30'-0'' & 45-0" FTE OAL 34.580 in Effective Depth 31.000 in Clear Depth 054434 in-#Moment 72.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-l/2x.250 idg < 245" Ix= 1.406 Center: L 36.000 g end panl: L 52.188 irst point: hord shear: V 9240 712.750 in Design length 1311 in4 Ix L/ 597 Live Defl 1.000 in Chord gap 52.188 in Left end 11530 # SJJ reaction A= 2.375 y 0. 717 Iy= 4.924 Rx 0.769 p -59412 Pnx/"= -65116 p -24126 Pnx/Q= -28116 p -24126 Pn/g = -64125 C 37586 fv 7392 aring seats: Tag End LLV4X3X3/8 Weld 2.21" Opposite End t Chord: 2-LL2-1/2x.212 Ix= 1. 219 Center: L 72.000 hord shear: V = 10561 LLV4X3X3/8 Weld A= Iy= p T = 2.030 Y 4.158 Rx 5880·6 Pn/g = 29705 fv 2. 21" 0.703 0.775 60903 9963 2052 # Minimum Shear 910 in4 Minimum Ix L/ 2 65 SJI Defi 1..4 7 0 in Camber 52.188 in Right end 11530 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1. 440 M 1244 M 4380 M 6924 fc = 15826 Fy 50000 Ry 1. 431 ft= 14632 Q = 1.000 Rz = 0.491 8 Fillers No Filler f Q Rz f = 10829 0. 967 0.493 12360 Valley Joist.West Page 26 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909./874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) T59 1 -36LH07//-148 X 59' 8.750 Crimped angle Parallel chord Longspan Tensile Compressive Length Area R Shear Force Allow Shear Force Allow ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs --e::u:-"wz 66.36 86.24 2-L2x2x.125 0.969 0.398z 10561 26336 29063 4073 10159 11830 -Ll Vl 37.79 43. 76 1-Ll-1/2x.125 0.359 0.296z 644 814 10781 3298 4173 4373 -L1 W3 36.27 42.89 2-Ll-1/2x.109 o. 630 0.297z 3430 4254 18907 9240 114'61 12123 -L3 -W4 46.15 49.92 1-L1-3/4x.125 0.422 0.347z 8057 11630 12656 2886 4166 5287 -L3 V2 o.oo 34.58 1-Ll-1/4x.109 0.261 0 . .247z 444 444 7819 3017 3017 3466 -L3 W5 46.15 49.92 1-L2x2x.176 o. 673 0.394z 2442 3525 20191 7060 10191 10378 -L5 W6 46.15 49.92 1·-Ll-1/2x.109 0.315 0.297z 6063 8752 9454 1998 2884 2990 -LS V2 o.oo 34.58 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3078 3078 3466 -LS W7 46.15 49.92 1-L2x2x.145 0.559 0.396z 1554 2243 16769 5066 7313 8402 -L7 w0 46.15 49.92 1-Ll-1/4x.io9 0.261 0.247z 4069 5873 7819 1110 1602 1702 -L7 V2 o.oo 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3114 3114 3466 -L7 W9 46.15 49.92 1-Ll-3/4x.125 0.422 0.347z 810 1170 12656 3072 4434 5287 -L9 Wl0 46.15 49.92 1-Ll-·1/2x.109 0.315 0.297z 2075 2995 9454 1321 1907 2990 -L9 V2 0.00 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3126 3126 3466 Weld Thick X Length .13x7 .1 .13xl.1 . llx3. 5 .13x3.1 . llx0. 9 .18xl. 9 . llx2. 7 .llxl.0 .14xl. 7 . llxl.8 . llxl.0 .13xl. 2 . llx0. 9 .11:xl. 0 Available Weld (in) Top/Bottm 8.4/ 8.4 3.5/ 3.9 5.8/ 5.8 4.1/ 4.6 3.0/ 3.0 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4.3/ 4.8 3.6/ 4.1 3.0/ 3.0 4.1/ 4.6 3.8/ 4.3 3.0/ 3.0 Valley Joist West Page 27 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-884.0 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 61 2 -36LH07//-148 x 59'10.500 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6.000 Depth 5.000 5.000 Holes --y y Top Chord Ext iform NtUp load -148 #/ft full length iform TSJI load 275 #/ft full length iform Live load 161 #/ft full length iform Dead load 114 #/ft full length JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. JI 950# AddLoad on Bottom chord at panel points. ad 950# AddLoad on Bottom chord at panel points. PE 2 CLIP@ 15'-0", 30'-0" & 45-0" FTE OAL BCX Ho],dback Pitch EP/#lL 81. 000 81.000 36.000 in Deep 714.500 in Design length 2048 # Minimum Shear 910 in4 Minimum Ix L/ 261 SJI Defl 34.587 in Effective Depth 1264 in4 Ix 31.000 in Clear Depth L/ 575 Live Oefl 990008 in-#Moment 1.000 in Chord gap 72.000 in Interior Panel 52.625 in Left end 9 Web Vee$ 11141 # SJI reaction p Chord: ~-LL2-1/2x.230 A= 2.194 y idg < 244" Ix= 1.309 Iy= 4.520 Rx Center: L 36.000 p -57537 Pnx/..i= g end panl: L 52.625 p -23324 Pnx/..i= irst point: p -23324 Pn/g = hord shear: V 8896 C 36503 fv aring seats: Tag End LLV4X3X3/8 Weld Opposite End LLV4X3X3/8 Weld t Chord: 2-LL2-1/2x.212 Ix= 1. 219 Center: L 72.000 hord shear: V = 10211 A= Iy= p T = 2.030 Y 4.158 Rx = 56952 Pn/g = 28·908 fv 0.710 0.772 -60003 -25690 -59243 7736 2. 40" 2. 40" 0.703 0.775 60903 %33 1.477 in Camber 52.625 in Right end 11141 # SJI reaction Fy 50000 Ry 1. 435 M 1238 M 4431 M 7,011 fc = 16636 Fy 50000 Ry 1. 431 ft= 14240 Q = 0.996 Rz = 0.492 8 Fillers No Filler f Q Rz f = 11359 0. 967 0.493 11979 Valley Joist West Page 28 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute mments: 2010 CBC (IBC2006) Standard Specifications 42nd edition ASD. ,61 2 -36LH07//-148 X 59'10.500 Special Crimped angle Parallel chord Longspan Tensile· Compressive Length Area R Shear Force Allow Shear Force Allow :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs ---=u--in 66.36 86.24 2-· L2x2x.125 0.969 0.398z 10211 25461 29063 4082 10177 11830 -Ll Vl 37.33 43.50 1-Ll~l/2x.125 0.359 0.296z 649 816 10781 3299 4149 4418 -Ll W3 37.20 43.42 2-Ll-1/2x.109 0. 630 0 .297z 3433 4309 18907 8896 11168 120i9 ·-L3 W4 46.15 49.92 1-Ll-3/4x.125 0.422 0.347z 7732 11160 12656 2886 4166 5286 -L3 V2 0.00 34.59 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3008 3008 3465 -L3 W5 46.15 49. 92 1-L2x2x.176 0. 673 0.394z 2442 3525 20191 6758 9754 10376 -L5 W6 46.i5 4,9.92 1-Ll-1/2x.109 0.315 0 .297z 5784 8348 9454 1998 2884 2989 -LS V2 o.oo 34.59 1-Ll-1/4x.109 0.26i 0.247z 444 444 7819 3066 3066 3465 -L5 W7 46.15 49.92 1-L2x2x.125 0.484 0.398z 1554 2243 14531 4810 6942 7057 -L7 W8 46.15 49.92 1-Ll-1/4x.109 0.261 0.247z 3836 5536 7819 1110 1602 1702 -L7 V2 0.00 34.59 1-Ll~l/4x.109 0.261 0.247z 444 444 7819 3101 3101 3465 -L7 W9 46.15 49.92 1-Ll-3/4x.125 0.422 0.347z 666 961 12656 2862 4131 5286 -L9 WlO 46.15 49.92 1-Ll-l/4x.109 0.261 0.247z 2048 2956 7819 1155 1667 1702 -L9 V2 o.oo 34.59 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3113 3113 3465 Weld Thick X Length .13x6.9 .13xl.1 . llx3. 5 .13x3.0 • llxO. 9 .18xl. 9 . llx2. 6 . llxO. 9 .13xl. 9 .llxl. 7 .llxl.O .13xl.1 . llx0.9 . llxl.O Available Weld (in) Top/Bottm 8.5/ 8.5 3.5/ 3.9 5.9/ 5.9 4.1/ 4.6 3.0/ 3.0 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4.3/ 4.8 3.6/ 4.1 3.0/ 3.0 4.1/ 4.6 3.6/ 4.1 3.0/ 3.0 Valley Joist West Page 29 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA S.TEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PU: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) T63 2 -36LH07//-148 x 59' 8.000 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6.000 Depth 5.000 5.000 Slope Holes --y y Top Chord Ext E 0' 0.750 E 0' 1.750 BCX Holdback 2 0' 8.000 2 0' 0.500 Pi.tch EP/#lL 81. 000 81. 000 iform NtUp load -148 iform TSJI load 277 iform Live load 163 iform Dead load 114 JI 2000# AddLoad on ad 2000# AddLoad on JI 1320# AddLoad on ad 1320# AddLoad on PE 2 CLIP@ 15'-0", 36. 000 in Deep #/ft full length #/ft full length #/ft full length #/ft full length Top chord at panel points. Top chord at panel points. Bottom chord at panel points. Bottom chord at panel points. 30'-0" & 45-0" FTE OAL 34.580 in Effective Depth 31.000 in Clear Depth 053705 in-#Moment 72.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-1/2x.250 idg· < 245" Ix= 1. 406 Center: L 36.000 g end panl: L 52.000 irst point: hord shear: V 9252 A 712.000 in Design length 1311 in4 Ix L/ 597 Live Defl 1.000 in Chord gap 52.000 in Left end 11538 # SJI reaction 0.000 in Tag TCX Defl 2.375 y 0. 717 Iy= 4.924 Rx 0.769 p -59391 Pnx/g= -65116 p -24146 Pnx/g= -28283 p -24146 Pn/g = -64125 C 37527 fv 7402 aring seats: Tag End LLV4X3X3/8 Weld 2.21" Opposite End t Chord: 2-LL2-l/2x.212 Ix= 1.219 Center: L 72.000 hord shear: V = 10569 LLV4X3X3/8 Weld A= Iy= p T = 2. 030 Y 4.158 Rx 58783 Pn/g = 29632 fv 2.21" 0.703 0.775 60903 9971 2054 # Minimum Shear 910 in4 Minimum Ix L/ 2 65 SJI Defl 1.467 in Camber 52.000 in Right end 11538 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1. 440 M 1246 M 4358 M 6887 fc = 15801 Fy 50000 Ry 1. 431 ft = 14596 Q = 1. 000 Rz = 0.491 8 Fillers No Filler f Q Rz f = 10826 0.967 0.493 12356 Valley Joist West Page 30 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute mments: 2010 CBC (IBC2006) Standard Specifications 42nd edition ASD. T63 2 -36LH07//-148 X 59 I 8.000 Special Crimped angle Pa:i;allel chord Longspan Tensile Compressive Length Area R Shear Force Allow Shear Force Allow ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs --=r;r-W2 66.36 86.24 2-L2x2x.125 0.969 0.398z 10569 26358 29063 ~ 10150 11830 -Ll Vl 37. 98 43.87 1-Ll-l/2x.125 0.359 0.296z 641 814 10781 3295 4181 4353 -Ll W3 35.87 42. 67 2-Ll-l/2x.109 0.630 0. 297z 3429 423·1 18907 9252 11417 12166 -L3 W4 46.15 49.92 1-Ll-3/4x.125 0.422 0.347z 8069 11648 12656 2886 4166 5287 -L3 V2 o.oo 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3019 3019 3466 -L3 ws 46.15 49.92 1-L2x2x.176 0. 673 0.394z 2442 3525 20191 7070 10206 10378 -LS W6 46 •. 15 49.92 1-Ll-1/2x.l09 o .. 315 0.297z 6071 8764 9454 1998 2884 2990 -LS V2 o.oo 34.58 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3079 3079 3466 -,LS W7 46.15 49.92 1-L2x2x.145 0.559 0.396z 1554 2243 16769 5072 7322 8402 -L7 W8 46.15 49.92 1-Ll-l/4x.109 0.261 0.247z 4073 5880 7819 1110 1602 1702 -L7 V2 o.oo 34.58 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3116 3116 3466 -L7 W9 46.15 49.92 1-Ll-3/4x.125 0.422 0.347z 810 1169 12656 3074 4438 5287 -L9 WlO 46-.15 49.92 1-Ll-1/2x.109 0.315 0.297z 2075 2996 9454 1321 1906 2990 -L9 V2 0.00 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3128 3128 3466 Weld Thick X Length .13x7.1 .13xl.1 .11x3.5 .13x3.1 .llx0.9 .18x2.0 .11x2. 7 .llxl.O .14xl. 7 • llxl.8 .llxl.O .13xl.2 .llxO. 9 . llxl.O Available Weld (in) Top/Bottm 8.4/ 8.4 3.5/ 3.9 5.8/ 5.8 4.1/ 4.6 3.0/ 3.0 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4.3/ 4.8 3.6/ 4.1 3.0/ 3.0 4.1/ 4.6 3.8/ 4.3 3.0/ 3.0 Valley Joist West Page 31 V2.1.7.2 • Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 65 1 -36LH07//-148 x 59'10.500 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6. 000 Depth 5.000 5.000 Slope Hol~s --y y Top C}J.ord Ext iform NtUp load i.form TSJI load iform Live load if9rm Dead load JI 2000# A<;idLoad ad 2000# AddLoad JI 1320# AddLoad ad 1320# AddLoad -148 #/ft full length 275 #/ft full length 161 #/ft full length 114 #/ft full length on Top chord at panel points. on Top chord at panel points. on Bottom chord at panel points. on Bottom chord at panel points. BCX Holdback Pitch EP/#lL 81.000 81.000 TC cone loads: Load Spacing Location Point Type 1320 26 'll-l/4 26'11-1/4 us 32' 11-1/4 PE 2 CLIP@ 15'-0", 30'-0" & 45-0" FTE OAL D PANEL SPACING TSJI, Dead 36.000 in Deep 714.500 in Design length 2213 # Minimum Shear 34.456 in Effective Depth 1422 in4 Ix 910 in4 Minimum Ix 30.500 in Clear Depth L/ 647 Live Defl L/ 261 SJI Defl 268611 in-#;Moment 1.000 in Chord gap 1. 477 in Camber 72. 000 in Interior Pahel 52.625 in Left end 52.625 in Right end 9 Web Vees 12237 # SJI reaction 12104 # SJI reaction p Ch,ord: 2-L L3x3x.227 A= 2.621 y 0.834 Fy = 50000 Q = 0.922 idg < 277" Ix= 2.285 Iy= 6.949 Rx 0.934 Ry = 1. 628 Rz = 0.594 Center: L 36.000 p -65826 Pnx/c= -68540 M 1237 4 Fillers Sixth: L 36.000 p = -54474 Pnz/c= -63078 No FiJ.lers g end panl: L 52.625 p -25832 Pnx/c= -38425 M 4447 No Filler irst point: p -25832 Pn/c = -70765 M 6980 hord shear: V 9938 C 40837 fv 7297 fc = 15581 f = 10674 aring seats: Tag End LLV4X3X3/8 Weld 2.65" Opposite End LLV4X3X3/8 Weld 2.61" t Chord: 2-LL2-1/2x.230 A= 2.194 y 0.710 Fy 50000 Q 0. 996 Ix= 1.309 Iy= 4.520 Rx 0. 772 Ry 1.435 Rz 0. 492 Center: L 72. 000 p 65841 Pn/c 65826 hord shear: V = 11267 T = 32201 fv 9797 ft= 14675 f 12240 Valley Joist West Page 32 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEE~, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 65 1 -36LH07//-148 x 59'10.500 Special Crimped angle Parallel chord Longspan ·at.ion --=w- -Ll -Ll -L3 -L3· -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -'-Lll -Lll -Lll -LJ:3 -L13 -L13 -Ll5 -L15 -L15 -L17 -L17 -Ll7 Web W2 Vl W3 W4 V2 W5L W6L V2 W7 W8 V2 W9L Wl0L .V2 Wl0R W9R V2 wil W7 V2 W6R W5R V2 W4 W3 Vl W2 Slope 66.44 37.43 37.30 46.26 o.oo 41. 75 50.13 Q.00 46.26 46.26 o.oo 46.26 46.26 o.oo 46.26 46.26 o.oo 46.26 46.26 o.oo 46.26 46.26 o.oo 46.26 3·7 .30 37.43 66.44 Length in 86.19 2- 43 .39 1- 43 .32 2- 49.83 1- 34.46 1- 46.18 1- 53. 75 1- 34.46 1- 49.83 1- 49.83 1- 34.46 1- 49.83 1- 49.83 1- 34.46 1- 49.83 1- 49.83 1- 34.46 1- 49.83 1- 49.83 1- 34 .46 1- 49.83 1- 49.83 1- 34.46 1- 49. 83 1- 43.32 2- 43.39 1- 86.19 2- Member L2x2x.125 Ll-l/:Zx.125 Ll-1/2x.125 Ll-3/4x.125 Ll-1/4x.109 L2x2x.163 Ll-3/4x.125 Ll-l/4x.109 L2x2x.145 Ll-l/4x.109 Ll-1/4x.109 Ll-3/4x.143 Ll-1/2x.125 Ll-1/4x.109 Ll-l/4x.109 Ll-3/4x.125 Ll-1/4x.109 _Ll-1/4x.109 L2x2x.145 Ll-1/4x.109 Ll-1/2x.125 L2x2x.187 Ll-1/4x.109 Ll-3/4x.125 Ll-l/2x.125 Ll-1/2x.125 L2x2x.125 Area in2 0.969 0.359 o. 719 0.422 0.26:l 0.625 0.422 0.261 0.559 0.261 0.261 0.480 -0.359 0.261 0.261 0.422 0.261 0.261 0.559 0.261 0.359 o. 713 0.261 0.422 o. 719 0.359 0.969 R in 0.398z 0.296z 0.296z 0.347z 0.247z 0.395z 0,.347z 0.247z 0.396z 0.247z 0.247z 0.346z 0.296z 0.247z 0.247z 0.347z 0.247z 0.247z 0.396z 0.247z 0.296z 0 .394z 0.247z 0.347z 0.296z 0.296z 0.398z Shear lbs 11267 649 3433 8755 412 2474 6830 476 1554 4785 444 666 1479 444 2666 666 444 4651 1554 444 6637 2442 444 8622 3433 649 11134 Tensile Force lbs 28182 817 4315 12662 412 3316 10654 476 2247 6920 444 963 2139 444 3856 963 444 6727 2247 444 9598 3532 444 12470 4315 817 27850 Allow lbs 29063 10781 21563 12656 7819 18763 12656 7819 16769 7819 7819 14402 10781 7819 7819 12656 7819 7819 16769 7819 10781 21391 7819 12656 21563 10781 29063 Compressive Shear lbs ~ 3309 9938 2886 2969 7847 2030 3158 5777 1110 3142 3792 2213 3155 728 3659 3136 1110 5644 3094 1998 7629 3027 2886 9805 3308 4082 Force Allow lbs lbs 10209 11840 4167 4436 12494 14229 4174 5301 2969 3485 ·10518 10464 3167 4681 3158 . 3485 8355 8419 1605 1708 3142 3485 5484 6079 3200 3399 3155 3485 1053 1708 5292 5301 3136 3485 1605 1708 8163 8419 3094 3485 2890 3399 11034 1),072 3027 3485 4174 5301 12327 14229 4166 4436 10209 11840 Weld Available Thick x Weld (in) Length Top/Bottm .13x7.6 11.1/ 8.6 .13xl.l 3.8/ 3.9 .13x3.4 7.11 5.9 .13x3.4 4.4/ 4.6 .llx0.9 3.3/ 3.0 .16x2.2 4.4/ 4.5 .13x2.9 4.6/ 4.8 .llxl.0 3.3/ 3.0 .14xl.9 4.7/ 4.8 .11x2.l 3.9/ 4.1 .llxl.0 3.3/ 3.0 .14xl.3 4.4/ 4.6 .13x0.9 4.2/ 4.3 ,llxl.0 3.3/ 3.0 .llxl.2 3.9/ 4.1 .13xl.4 4.4/ 4.6 .llxl.0 3.3/ 3.0 .llx2.l 3.9/ 4.1 .14xl.9 4.7/ 4.8 .llxl.0 3.3/ 3.0 .13x2.6 4.2/ 4.3 .19x2.0 4.7/ 4.8 .llx0.9 3.3/ 3.0 .13x3.4 4.4/ 4.6 .13x3.3 7.1/ 5.9 .13xl.1 3.8/ 3.9 .13x7.5 11.1/ 8.6 Valley Joist West Page 33 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 67 1 -36LH07//-148 x 59'10.500 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6.000 Depth 5.000 5.000 Holes --y Top Chord Ext BCX ijoldback Pitch EP/#lL 81. 000 81. 000 y iform NtUp load -148 iform TSJI load 275 iform Live load 161 iform Dead load 114 JI 2000# AddLoad on aq 2000# AddLoad on JI 1320# AddLoad on ad 1320# AddLoad on PE 2 CLIP@ 15'-0", 36.000 in Deep #/ft full length #/ft full length #/ft full length #/ft full length Top chord at panel points. Top chord at panel points. Bottom chord at panel points. Bottom chord at panel points. 30'-0" & 45-0" FTE OAL 34,580 in Effective Depth 31,000 in Clear Depth 056099 in-#Moment 72,000 in Interior Panel 9 Web Vees p Chord: 2-LL2-l/2x.250 idg < 245 '' Ix= 1. 406 Center: L 36.000 g end panl: L 52.625 irst point: hord shear: V 9212 714.500 in Design length 1311 in4 Ix L/ 59,7 Live Defl 1.000 in Chord gap 52.625 in Left end 11511 # SJI reaction A= 2.375 y 0.717 Iy= 4.924 Rx 0.769 p -59460 Pnx/g= -65116 p -24080 Pnx/g= -27729 p -24080 Pn/g = -64125 C 37724 fv 7369 aring seats: Tag End LLV4X3X3/8 Weld 2.21" Opposite End t Chord: 2-LL2-1/2x.212 Ix= 1. 219 Center: L 72.000 ho-rd shear: V = 10540 LLV4X3X3/8 Weld A= Iy= p - T = 2.030 Y 4.158 Rx 58856 Pn/g = 29874 fv 2 .2'1" 0.703 0.775 60903 9944 2048 # Minimum Shear 910 in4 Minimum Ix L/ 264 SJI Defl 1.477 in Camber 52.625 in Right end 11511 # SJI reaction Fy 50000 Ry 1. 440 M 1238 M 4431 M 7011 fc = 15884 Fy 50000 Ry 1. 431 ft = 14716 Q = 1. 000 Rz = 0.491 8 Fillers No Filler f Q Rz f = 10834 0.967 0.493 12370 Valley Joist West Page 34 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications mments: 2010 CBC (IBC2006) 67 1 -36LH07//-148 X 59'10.500 Special Crimped farallel chord Longspan 42nd edition angle ASD. Tensile Compressive Length Area R Shear Force Allow Shear Force Allow :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs -=El W2 66.36 86.24 2-L2x2x.125 0.969 0.398z 10540 26286 29063 4082 10179 11830 -Ll Vl 37.33 43.49 1-Ll-1/2x.125 0.359 0.296z 649 816 10781 3302 4153 4419 -Ll W3 37.20 43.41 2-Ll-1/2x.109 0.630 0. 297z 3433 4310 18907 9212 11565 12021 -L3 W4 46.15 49.92 1-Ll-3/4x.125 0.422 0.347z 8029 11590 12656 2886 4166 5287 -L3 V2 0.·00 34.58 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3014 3014 3466 -L3 W5 46.15 49.92 1-L2x2x.176 0. 673 0.394z 2442 3525 20191 7036 10157 10378 -LS W6 46.15 49.92 1-Ll-1/2x.109 0.315 o. 291z 6043 8724 94·54 1998 2884 2990 -LS V2 0.00 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3074 3074 3466 -LS W7 46.15 49.92 1-L2x2x.145 0.559 o:396:z 1554 2243 16769 5051 7291 8402 -L7 W8 46.15 49.92 1-Ll-1/4x.109 0.261 0.247z 4058 5858 7819 1110 1602 1702 -L7 V2 0.00 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3111 3111 3466 -L7 W9 46.15 49.92 1-Ll-3/4x.125 0.422 0.347z 812 1172 12656 3065 4425 5287 -L9 WlO 46.15 49.92 1-Ll-1/2x.109 0.315 0 .297z 2073 2992 9454 1322 1908 2990 -L9 V2 0.00 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3123 3123 3466 Weld Thick X Length .13x7.1 .13xl.1 • llx3. 6 .13x3.1 .llx0.9 .18xl.9 .llx2.7 • llxO. 9 .14xl. 7 • llxl.8 .llxl.O .13xl.2 .llx0.9 . llxl. 0 Available Weld (in) Top/Bottm 8.4/ 8.4 3.5/ 3.9 5.8/ 5.8 4.1/ 4.6 3.0/ 3.0 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4.3/ 4.8 3.6/ 4.1 3.0/ 3.0 4.1/ 4.6 3.8/ 4.3 3.0/ 3.0 Valley Joist West Page 35 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 69 1 -36LH07//-148 x 59'10.500 Special Crimped angle Parallel chord Longspan nd ~ength ag 4.000 pp 4.000 Depth 5.000 5.000 :Holes --y Top Chord Ext BCX Holdback Pitch EP/#lL 81. 000 81.000 y iform NtUp load -148 #/ft full length iform TSJI load 275 #/ft full length iform Live load 161 #/ft full length iform Dead load 114 #/ft full length JI 2300# AddLoad on Top chord at panel points. ad 2300# AddLoad on Top chord at panel points. JI 2000# AddLoad on Bottom chord at panel points. .ad 2000# AddLoad on Bottom chord at panel points. TC cone loads: Load Spacing Location Point Type ---14'4-3/4 6000 6'6-1/2 14'4-3/4 U4 6000 6'5-1/2 20'11-1/4 U6 1150 0'0 27'4-3/4 us 6000 13'0 27'4-3/4 us 6000 13'0 40'4-3/4 U13 6000 6'5-3/4 53'4-3/4 U17 PE 2 CLIP@ 15'-0", 30'-0" & 45-0" FTE OAL SHORT BEARING BE -WELD SEAT FULL T & B BE D PA,NEL SPACING 36.000 in Deep 34.019 in Effective Depth 29.000 in Clear Depth 942212 in-#Moment 72.000 in Interior Panel 9 Web Vees 714.500 2432 L/1107 1.000 52.625 13115 in Design length in4 Ix Live Defl in Chord gap in Left end # SJI reaction Equk Equk TSJI, Dead Equk Equk Equk 2191 # Minimum Shear 910 in4 Minimum Ix L/ 423 SJI Defl 1.477 in Camber 52.625 in Right end 13017 # SJI reaction Valley Joist West Page 36 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER ojett: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. inments: 2010 CBC (IBC2006) 69 1""' 36LH07//-148 x 59'10.500 Special Crimped angle Parallel chord Longspan p Chord: idg < 3l3" 2-LL3-1/2x.313 A= 4.186 Y 0.991 Center: Sixth: g end panl: irst point: hard shear: Ix= 4.904 L 36.000 L 36.000 L 52.625 V 17323 Iy= 14.205 Rx 1.082 P =-114091 Pnx/g=-118456 P -97147 Pnz/g=-110935 P -42987 Pnx/Q= -73286 P -42987 Pn/g =-113024 C 71703 fv 7906 aring seats: Tag End Opposite End LLV4X3X3/8 LLV4X3X3/8 Weld Weld 3.27" 3. 41" t Chord: 2-LL3-l/2x.313 Ix= 4.904 Center: L 72.000 hard shear: V = 18511 A= Iy= p T 4.186 Y 14.205 Rx 115883 Pn/g 55189 fv ·ation --=r;r- -Ll -Ll -L3 -L3 -L3 -LS -LS -LS -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -L11 -L13 -Ll3 _/l.-L13 -L13 -LlS -LlS -LlS -L17 -L17 A-L17 -L17 Web W2L Vl W3L W4L V2 WSL W6L V3 W7L W8L V3 W9L Wl0L V3 WlOR W9R V3 W8R W7R V4 V2 W6R WSR V2 W4R W3R vs V6 W2R Slope 66.70 37.79 37. 65 46. 62 o.oo 40•.93 51.32 0.00 46.62 46. 62 0.00 50.66 41.88 o.oo 46. 62 46. 62 0.00 46.62 46. 62 28.54 o.oo 46. 62 46. 62 o.oo 46. 62 37. 65 5.46 37.79 66.70 Length in 86.01 2- 43.05 1- 42.97 2- 49.53 2- 34.02 1- 45.03 2- 54.44 1- 34.02 1- 49.53 2- 49.53 1- 34.02 1- 53.66 1- 45.69 1- 34.02 1- 49.53 1- 49.53 1- 34.02 1- 49.53 1- 49.53 1- 38. 72 2- 34.02 1- 49.53 1- 49.53 2- 34. 02 1- 49.53 1- 42.97 2- 34.17 1- 43.05 1- 86.01 2- Member L2x2x.216 Ll-3/4x.125 L2x2x.145 Ll-3/4x.125 Ll-l/4x.109 L2x2x.145 L2x2x.156 Ll-l/2x.109 Ll-3/4x.125 Ll-1/2x.109 Ll-1/2x.109 L2x2x.156 Ll-3/4x.143 ·Ll-1/2x.109 Ll-3/4x.143 L2x2x.156 Ll-1/2x.109 Ll-3/4x.125 L2x2x.187 Ll-1/4x.109 Ll-l/4x.109 L2x2x.156 Ll-3/4x.143 Ll-1/4x.109 L2x2x.176 Ll-3/4x.143 Ll-3/4x.125 Ll-l/2x.125 L2-l/2x.188 Area in2 1.635 0.422 1.118 0.844 0.261 1.118 0.600 0.315 0.844 0.315 0.315 0. 600 0.480 0.315 0.480 0.600 0.315 0.422 o. 713 0.521 0.261 o. 600 0.960 0.261 0. 673 0.960 0.422 0.359 1.809 R in 0 .392z 0.347z 0.396z 0.347z 0.247z 0.396z 0.396z O .297.z 0.347z 0.297i 0.297z 0.396z 0.346z 0.297z 0.346z 0.396z O. 297z 0.347z 0.394z 0.247z 0.247z 0.396z 0.346z 0 .24.?z 0.394z 0.346z 0.347z 0.296z 0.495z 0.991 1.082 125582 8449 Shear lbs 18511 649 8341 16317 404 9005 11280 484 5495 6194 478 2223 4351 410 5429 3259 444 6826 2370 2717 336 11865 5847 444 13691 5230 2670 467 19143 Tensile Force lbs 46803 821 10535 23758 404 11919 18051 484 8000 9018 478 3507 5844 410 7905 4,745 444 9938 3451 3093 336 17275 8513 444 19934 6605 2682 591 48401 Fy Ry M M M :Ee Fy Ry ft Allow lbs 49041 12656 33539 25313 7819 33539 17990 9454 25313 9454 9454 17990 14402 9454 1-4402 17990 9454 12656 21391 15637 7819 17990 28803 7819 20191 28803 12656' 10781 54279 50000 1. 842 1459 4450 6974 17129 50000 1. 842 13184 Q = 0.987 Rz = 0.690 3 Fillers No Fillers No Filler f = 11656 Q Rz f 0.987 0.690 10716 Compressive Weld Available Shear lbs ----r'i55 3676 17323 8688 3409 15828 5117 3686 10440 1638 3747 5186 4929 3633 3818 5988 3658 2700 7566 7085 3386 6182 12770 3466 5511 14549 6969 3344 8778 Force lbs 19608 4652 21881 12650 3409 20951 8189 3686 15201 2385 3747 8180 6620 3633 5559 8719 3658 3931 11016 8065 3386 9001 18592 3466 8024 18376 7000 4231 22194 Allow lbs 20380 6432 24965 16257 3555 24493 8118 5253 16257 3037 5253 8288 6922 5253 6139 9203 5253 5350 11160 9837 3555 9203 19200 3555 10482 20976 7938 4496 30040 Thick x Weld (in) Length Top/Bottm .19x8.4 13.4/13.4 .13xl.3 4.1/ 4.4 .14x5.1 8.3/ 8.3 .13x6.4 8.9/ 8.9 .llxl.1 3.3/ 3.3 .14x4.9 8.5/ 8.5 .16x3.9 5.0/ 5.5 .llxl.1 3.5/ 3.5 .13x4.1 8.9/ 8.9 .llx2.8 4.2/ 4.6 .llxl.2 3.5/ 3.5 .16xl.8 4.9/ 5.5 .14xl.6 4.2/ 4.6 .llxl.1 3.5/ 3.5 .14xl.9 4.4/ 4.9 .16xl.9 4.7/ 5.1 .llxl.1 3.5/ 3.5 .13x2.7 4.4/ 4.9 .19x2.0 4.7/ 5.1 .llx2.5 7.6/ 7.6 .llxl.O 3.3/ 3.3 .16x3.7 4.7/ 5.2 .14x4.4 8.9/ 8.9 .llxl.1 3.3/ 3.3 .18x3.8 4.7/ 5.2 .14x4.3 8.2/ 8.2 .13xl.9 3.8/ 3.8 .13xl.1 3.8/ 4.2 .19x8.7 12.8/12.8 Valley Joist West Page 37 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WEST.FIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mrnents: 2010 CBC (IBC2006) 71 1 -36LH07//-148 x 59'10.500 Special Crimped angle Parallel chord Longspan nd Length ag 4.000 pp 4.000 Depth 5.000 5.000 Slope Holes --y Top Chord Ext BCX Holdback Pitch EP/#lL 81.000 81. 000 y iform NtUp load -148 #/ft full length iform TSJI load 275 #/ft full length iform Live load 161 #/ft full length ,iform Dead load 114 #/ft full length JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. JI 1320# AddLoad on .Bottom chord at panel points. ad 1320# AddLoad on Bottom chord at panel points .. TC cone loads: Load Spacing Location Point Type 1150 26' 11-1/ 4 26'11-1/4 us TSJI, Dead 6'0 1150 26' 11-1/ 4 32' 11-1/ 4 UlO TSJI, Dead PE 2 CLIP@ 15'-0", 30'-0" & 45-0" FTE OAL SHORT BEARING BE -WELD SEAT FULL T & B BE D PANEL S-PACING 36.000 in Deep 34.441 in Effective Depth 30.500 in Clear Depth 425536 in-#Moment 72.000 in Interior Panel 9 Web Vees p Chord: 2-L L3x3x.250 idg < 278" Ix= 2.488 Center:· L 36.000 g end panl: L 52.625 irst point: hord shear: V 10362 714. 500 1547 L/ 704 1.000 52.625 12661 in Design length in4 Ix Live Defl in Chord gap in Left end # SJI reaction A= 2.875 y 0.842 Iy= 7.669 Rx 0.930 p -70427 Pnz/a= -71610 p -26815 Pnx/a= -42838 p -26815 Pn/a = -77625 C 42592 fv 6908 aring seats: Tag End LLV4X3X3/8 Weld 2.52" Opposite End t Chord: 2-LL2-l/2x.250 Ix= 1. 406 Center: L 72.000 hord shear: V = 11690 LLV4X3X3/8 Weld A= Iy= p T = 2.375 Y 4.924 Rx 69821 Pn/g = 33509 fv 2.52" 0. 717 0.769 71250 9352 2335 # Minimum Shear 910 in4 Minimum Ix L/ 266 SJI _Defl 1. 4 7 7 in Camber 52.625 in Right end 12661 # SJI reaction Fy = 50000 Ry = 1. 633 M 1243 M 4447 M 6980 fc = 14815 Fy 50000 Ry 1. 440 ft= 14109 Q Rz No No f Q Rz f = 0.%1 = 0.592 Fillers Filler = 10129 1.000 0.491 11715 Valley Joist West Page 38 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 oject: PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 71 1 -36LH07//-148 x 59'10.500 Special Crimped angle Parallel chord Longspan ,ation ----=y;r-- -Ll ~Ll -L3 -L3 -L3 -LS -L5 -LS -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -Ll3 -Ll3 -Ll3 -Ll5 -L15 -Ll5 -L17 -L17 -Ll7 Web 712 Vl W3 W4· V2 W5L W6L V2 W7 w0 V2 W9 Wl0 V2 Wl0 W9 V2 w0 W7 V2 W6R W5R V2 W4 W3 Vl W2 Slope 66.44 37.45 37.31 46.27 0.00 41. 76 50.14 0.00 46.27 46.27 0.00 46.27 46.27 o.oo 46.27 46.27 0.00 46.27 46. 27 o.oo 41.76 50.14 0.00 46.27 37.31 37.45 66.44 Length in 86.18 43.38 43.30 49.82 34.44 46.17 53.74 34.44 49.82 49.82 34.4"4 49.82 49.82 34.44 49.82 49.82 34.44 49.82 49. 82 34.44 46.17 53.74 34.44 49.82 43.30 43.38 86.18 2- 1- 2- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 2- 1- 1- 2- 1- 2- Member L2x2x.125 Ll-l/2x.125 Ll-1/2x.125 Ll-3/4x.143 Ll-l/4x.109 L2x2x.176 Ll-3/4x.125 Ll-l/4x.109 L2x2x.156 Ll-1/4x.109 Ll-1/4x.109 Ll-3/4x.143 Ll-1/2x.109 Ll-l/4x.109 Ll-l/2x.109 Ll-3/4x.143 Ll-1/4x.109 Ll-l/4x.109 L2x2x.156 Ll-l/4x.109 Ll-l/2x.125 Ll-3/4x.125 Ll-l/4x.109 Ll-3/4x.143 Ll-1/2x.125 Ll-1/2x.125 L2x2x.125 Area in2 0.969 0.359 o. 719 0.480 0.261 0. 673 0.422 0.261 0.600 0.261 0.261 0.480 0.315 0.261 0,315 0.480 0.261 0.261 0.600 o·.261 0.359 0.844 0.261 0.480 o. 719 0.359 0.969 R in 0.398z 0.296z 0.296z 0.346z 0.247z 0 .394z 0.347z 0.247z 0.396z 0.247z 0.247z 0.346z 0.297z 0.247z 0.297z 0.346z 0.247z 0.247z 0.396z 0.247z 0.296z 0.347z 0.247z 0.346z 0.296z 0.296z 0.398z Shear lbs 11690 649 3433 9179 412 2474 7253 476 1554 5208 444 666 2335 444 2335 666 44·4 5208 ·1554 412 7133 2410 476 9179 3433 649 11690 Tensile Force lbs 29253 818 4316 13278 412 3317 11318 476 2248 7534 444 963 3378 444 3378 963 444 7534 2248 412 9563 3760 476 13278 4316 818 29253 Allow lbs 29063 10781 21563 14402 7819 20191 12656 7819 17990 7819 7819 14402 9454 7819 9454 14402 ·1019 7819 17990 7819 10781 25313 7819 14402 21563 10781 29063 Compressivs> Shear lbs ----;nf§z 3313 10362 2886 2978 8271 2030 '.l171 6201 1110 3159 4215 1322 3178 1322 42"15 3159 1110 6201 3051 1966 8101 3099 2886 10362 3313 4Q82 Force lbs 10213 4173 13028 4175 2978 11087 3168 3171 8970 1606 3159 6098 1912 3178 1912 6098 3159 1606 8970 3051 2635 12641 3099 4175 13028 4173 10213 Allow lbs 11841 4438 14232 6081 3488 11393 4682 3488 9138 1709 3488 6081 3001 3488 3001 6081 3488 1:709 9138 3488 3960 15322 3488 6081 14232 4438 11841 Weld Available Thick x Weld (in) Length Top/Bottm .13x7.9 11.0/ 8.5 .13xl.1 3.8/ 3.9 .13x3.5 7.1/ 5.8 .14x3.1 4.4/ 4.6 .llx0.9 3.3/ 3.0 .18x2.1 4.4/ 4.5 .13x3.0 4.6/ 4.8 .llxl.O 3.3/ 3.0 .16xl.9 4.7/ 4.8 .llx2.3 3.9/ 4.1 .llxl.O 3.3/ 3.0 .14xl.4 4.4/ 4.6 .llxl.O 4.2/ 4.3 .llxl.O 3.3/ 3.0 .llxl.O 4.2/ 4.3 .14xl.4 4.4/ 4.6 .llxl.O 3.3/ 3.0 .llx2.3 3.9/ 4.1 .16xl.9 4.7/ 4.8 .llx0.9 3.3/ 3.0 .13x2.6 4.0/ 4.0 .13x3.4 8.0/ 6.5 .llxl.O 3.3/ 3.0 .14x3.l 4.4/ 4.6 .13x3~5 7.1/ 5.8 .13xl.l 3.8/ 3.9 .13x7.9 11.0/ 8.5 Valley Joist West Page 39 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377~4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA ,signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 73 1 -36LH07//~148 x 59'10.500 Special Crimped angle Parallel chord Longspan nd I,,ength ag 6,000 pp 6.000 Depth 5.000 5.000 Holes y y Top Chord Ext #/ft full length #/ft full length #/ft full length # I ft full length Top chord at panel points. Top chord at panel points. 30'-0" & 45-0" FTE OAL BCX Holdback Pitch EP/#lL 81. 000 81. 000 iform NtUp load -148 iform TSJI load 275 iform Live load 161 iform Dead load 114 JI 2000# AddLoad on ad 2000# AddLoad on PE 2 CLIP@ 15'-0", 36.000 in Deep 34.602 in Effect~ve Depth 31.000 in Clear Depth 820314 in-#Moment 714.500 in Design length 1148 in4 Ix 2048 # Minimum Shear 910 in4 Minimum Ix L/ 256 SJI Defl 72.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-l/2x.212 id9 < 243" Ix= 1.219 Center: L 36.000 g end panl: L 52.625 irst point: hord shear: V 8086 aring seats: Tag End L/ 522 Live Defl 1.000 in Chord gap 52.625 in Left end 10191 # SJI reaction A= 2.030 y 0.703 Iy= 4.158 Rx 0.775 p -52607 Pnx/o= -54061 p -21384 Pnx/g= -38258 p -21384 Pn/g = -54813 C 33376 fv 7629 LLV4X3X3/8 Weld 2. 60" Opposite End LLV4X3X3/8 Weld 2. 60" t Chord: 2-LL2-l/2x.188 A= 1. 809 y 0.695 Ix= 1. 096 Iy= 3.678 Rx 0. 778 Center: L 72. 000 p 52073 Pn/g 54279 hord shear: V = 9366 T = 26431 fv 9964 1.477 in Camber 52.625 in Right end 10191 # SJI reaction Fy 50000 Q = 0.967 Ry 1.431 Rz = 0.493 M 1238 8 Fillers M 4431 Filler Reqd M 7011 fc = 16440 f = 11215 Fy 50000 Q 0.920 Ry 1. 426 Rz 0.495 ft= 14608 f 12355 Valley Joist West Page 40 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 sterner: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER eject: signed mments: WESTFIELD CARLSBAD CARLSBAD,. CA per Steel Joist Institute 2010 CBC (IBC2006) Standard Specifications 42nd edition ASD. 73 1 -36LH07//-148 X 59'10.500 Special Crimped angle Parallel chord Longspan Tensile Compressive Length Area R Shear Force Allow Shear Force Allow :ation Web Slope in _ Member in2 in lbs lbs lbs lbs lbs lbs ---=u-"w2 66.35 86.25 2-L2x2x.125 0.969 0.398z 9366 23345 29063 ~ 10173 11828 -Ll Vl 37.32 43.51 1-Ll-1/2x.125 0.359 0.296z 649 816-10781 3292 4139 4416 -Ll W3 37.18 43.43 1-L2x2x.187 o. 713 0.394z 3433 4308 21391 8086 10150 10330 -L3 W4 46.13 49.93 1-Ll-3/4x.125 0.422 0.347z 6970 10058 12656 2886 4165 5285 -L3 V2 0.00 34.60 1~ Ll-l/4x.109 0.261 0.247z 444 444 7819 2992 2992 3462 -L3 W5 46.13 49.93 1-L2x2x.156 0.600 0. 396z 2442 3524 17990 6043 8721 9113 -LS W6 46.13 49.93 1-Ll-l/2x.109 0.315 0.297z 5117 7385 9454 1998 2883 2988 -L5 V2 6.oo '.34 .60 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3046 3046 3462 -L5 W7 46.13, 49.93 1-Ll-:3/4x.143 0.480 0.346z 1554 2243 14402 4191 6048 6059 -L7 W8 46.13 49. 93 1-Ll-1/4x.109 0.261 0.247z 3265 4712 7819 1110 1602 1701 -L7 V2 0.00 34. 60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3078 3078 3462 -L7 W9 46.13 49.93 1-Ll-l/2x.125 0.359 0.296z 666 961 10781 2339 3375 3386 -L9 Wl0 46.13 49.93 1-Ll-l/4x.109 0.261 0.247z 2048 2955 7819 728 1051 1701 -L9 V2 0.00 34.60 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3088 3088 3462 Weld Thick X Length .13x6.3 .13xl. l .19xl. 8 .13x2.7 . llx0. 9 .16xl. 9 .llx2.3 • llx0. 9 .14xl.4 .llxl.5 . llxl. 0 .13x0.9 • llx0. 9 • llxl. 0 Available Weld (in) Top/Bottm 8.6/ 8.6 3.5/ 3.9 4.0/ 4.3 4.1/ 4.6 3.0/ 3.0 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4 .1/ 4. 6 3.6/ 4.1 3.0/ 3.0 3.8/ 4.3 3.6/ 4.1 3.0/ 3.0 Valley Joist West Page 41 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 201.0 CBC (IBC2006) T75 1 -36LH07//-148 x 59' 8.750 Special Crimped angle. Parallel chord Longspan nd J:,ength ag 6.000 pp 6.000 Depth 5.000 5.000 Holes --y y Top Chord Ext E 0' 1.750 BCX Holdback 2 0' 0.500 Pitch EP/#lL 81. 000 81. 000 iform NtUp load -148 iform TSJI load 276 iform Live load 162 iform Dead load 114 JI 2000# AddLoad on ad 2000# AddLoad on PE 2 CLIP@ 15'-0", 36.000 in Deep #/ft full length # I ft full length #/ft full length # I ft full length Top chord at panel points. Top chord at panel points. 30'-0" & 45-0" FTE OAL 34.602 in Effective Depth 31.000 in Clear Depth 819226 in-#Moment 72.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-1/2x.212 idg < 243" Ix= 1.219 Center: L 36.000 g end panl: L 5~.188 irst point: hard shear: V e1u 712.750 in Design length 1148 in4 Ix L/ 522 Live Defl 1.000 in Cpord gap 52.188 in Left end 10210 # SJI reaction A= 2.030 y 0.703 Iy= 4.158 Rx 0.775 p -52576 Pnx/o= -54061 p -21431 Pnx/o= -24036 p -21431 Pn/o = -54813 C 33261 fv 7654 aring seats: Tag End LLV4X3X3/8 Weld 2. 61" Opposite End t Chord: 2-LL2-1/2x.188 Ix= 1. 096 Center: L 72.000 hard shear: V = 9387 :tLV4X3X3/8 Weld A = 1. 809 Y Iy= 3.678 Rx P 52039 Pn/o = T = 26287 fv 2. 61" 0.695 0.778 54279 9986 2052 # Minimum Shear 910 in4 Minimum Ix L/ 256 SJI Defl 1.470 in Camber 52.188 in Right end 10210 # SJI reaction 0.000 in Opp TCX Defl Fy = 50000 Ry=l.431 M 1244 M 4380 M 6924 fc = 16384 Fy 50000 Ry 1. 426 ft= 14529 Q = 0.967 Rz = 0.493 8 No f Q Rz f Fillers Filler = 11211 0.920 0.495 12349 Valley Joist West Page ~2 V2.l.7.2 Job #3'V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute mments: 2010 CBC (IBC2006) T75 1 -36LH07//-148 X 59' Parallel chord Longspan Standard Specifications 42nd edition 8.750 Special Crimped angle ASD. Tensile Compressive Length Area R Shear Force Allow Shear Eorce Allow ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs ----=u-W2 66.35 86.25 2-L2x2x.125 0.969 0.398z ~ 23397 29063 ~ 10153 11828 -Ll Vl 37.77 43. 77 1-Ll-1/2x.125 0.359 0.296z 644 814 10781 3287 4158 4370 -Ll W3 36.25 42.91 1-L2x2x.187 0. 713 0.394z 3430 4253 21391 8113 10061 10414 -13 W4 46.13 49.93 1-Ll-3/4x.125 0.422 0.347z 6997 10097 12656 2886 4165 5285 -L3 V2 o.oo 34.60 1-Ll-1/4x.109 0,261 0.247z 444 444 7819 2996 2996 3462 -L3 W5 46.13 49.93 1-L2x2x.156 o. 600 0.396z 2442 3524 17990 6066 8754 9113 -L5 W6 46.13 49.93 1-Ll-1/2x.109 0.315 0 .297z 5136 7412 9454 1998 2883 2988 -L5 V2 o.oo 34.60 1-: Ll-1/4x.109 0.261 0.247z 444 444 7819 3049 3049 3462 -LS W7 46.13 49.93 1-Ll-3/4x.143 0.480 0.346z 1554 2243 14402 4206 6069 6059 -L7 W8 46.13 49.93 1-Ll-1/4x.109 0.261 0.247z 3275 4726 7819 1110 1602 1701 -L7 V2 0.00 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3081 3081 3462 -L7 W9 46.1;3 49.93 1-Ll-l/2x.125 0.359 0.296z 666 , 961 10781 2345 3384 3386 -L9 Wl0 46.13 49.93 1-Ll-l/4x.109 0.261 0.247z 2052 2962 7819 728 1050 1701 -t9 V2 o.oo 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3092 3092 3462 Weld Thick X Length .13x6.3 . i3xl.1 .19xl. 8 .13x2.7 .llx0.9 .16xl. 9 .llx2.3 . llx0. 9 .14xl.4 .llxl.5 .llxl.0 .13x0.9 .llx0.9 • llxl. 0 Available Weld (in) Top/Bottm 8.6/ 8.6 3.5/ 3.9 4.0/ 4.3 4.1/ 4.6 3.0/ 3.0 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4.1/ 4.6 3.6/ 4.1 3.0/ 3.0 3.8/ 4.3 3.6/ 4.1 3.0/ 3.0 Valley Joist West Page 43 V2.1.7.2 Job #3V00584 -By Je 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-884b FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 77 1 -36LH07//-148 x 59'10.500 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 4.000 Depth 5.000 5.000 Holes --y y Top Chord E.xt iform NtUp load -148 #/ft full length iform TSJI load 275 #/ft full length iform Live load 161 #/ft full length iform Dead load 114 #/ft full length iform NtUp load -66 #/ft full length JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on T.op chord at panel points. PE 2 CL;I:P@ 15'-0", 30'-0" & 45-0" FTE OAL SHORT BEARING RE -WELD SEAT FULL T & B RE BCX Holdback Pitch EP/#lL 81. 000 81. 000 36.000 in Deep 714,500 in Design length 2048 # Minimum Shear 910 in4 Minimum Ix L/ 282 SJI Defl 34.587 in Effectivij Depth 1264 in4 Ix 31.000 in Clear Depth L/ 575 Live Defl 820314 in-#Moment 1.000 in Chord gap 72.000 in Interior Panel 52.625 in Left end 9 Web Vees 10191 # SJI reaction p Chord: 2-LL2-l/2x.212 A= 2.030 y idg < 243" Ix= 1.219 Iy= 4.158 Rx Center: L 36.000 p -52630 Pnx/c= g end panl: L 5.2. 625 p -21394 Pnx/c= irst point: p -21394 Pn/c = hard shear: V 8086 C 33391 fv aring seats: Tag End LLV4X3X3/8 Weld Opposite End LLV4X3X3/8 Weld t Chord: 2~LL2-l/2x.230 Ix= 1. 309 Center: L 72.000 hard shear: V = · 9366 A= 2.194 Y Iy= 4.520 Rx P 52096 Pn/c = T = 26443 fv 0.703 0.775 -54061 -38258 -54813 7629 2. 60" 2.60" o. 710 0. 772 65826 8145 1.477 in Camber 52.625 in Right end 10191 # SJI reaction Fy = 50000 Ry=l.431 M 1238 M 4431 M 7011. fc = 16448 Fy 50000 Ry 1. 435 ft= 12051 Q = 0.967 Rz = 0. 493 8 Fillers Filler Reqd f Q Rz f = 11217 0. 996 0.492 10131 Valley Joist West ~age 44 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, ~NC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: signed mments: WESTFIELD CARLSBAD CARLSBAD, CA per Steel Joist Institute 2010 CBC (IBC2006) Standard Specifications 42nd edition ASD. 77 1 -36LH07//-148 X 59'10.500 Special Crimped angle Pa:i::allel chord Longspan Tensile Compressive Length Area R Shear Force Allow Shear Force Allow :ation. Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs --=rr-W2 66.36 86.24 2-L2x2x,156 1.199 0.396z ~ 23354 35980 5902 14715 14928 -Ll Vl 37.33 43.50 1-Ll-l/2x.125 0.359 0.296z 938 1180 10781 3292 4139 4418 -11 W3 37.20 43.42 1-12x2x.187 0. 713 0.394z 4963 6231 21391 8086 10151 10332 -L3 W4 46.15 49.92 1-LJ:-3/4x.143 0.480 0.346z 6970 10060 14402 4173 6023 6061 -L3 V2 0.00 34.59 1-11-1/4x.109 0.261 0.247z 642 642 7819 2992 2992 3465 -13 W5 46.15 49.92 1-12x2x.156 o. 600 0. 3.96z 3531 5097 17990 6043 8723 9115 -15 W6 46.15 49 .• 92 1-Ll-3/4x.125 0.422 0.347z 5117 7386 12656 2889 4170 5286 -15 V2 0.00 34.59 1-Ll-1/4x.109 0.261 0.247z 642 642 7819 3046 3046 3465 -15 W7 46.15 49 •. 92 1-L1~3/4x.li3 0.480 0,346z 2247 3243 14402 4191 6049 6061 -17 W8 46.15 49.92 1-11-l/2x.109 0.315 0.297z 3265 4713 9454 1605 2317 2989 -L7 V2 0.00 34.59 i-11-1/4x.109 0.261 0.247z 642 642 7819 3078 3078 3465 -17 W9 46.15 49.92 1-t.1-1;2x.125 0.359 0.296z 963 1390 10781 2339 3376 3387 -19 Wl0 46.15 49.92 1-11-1/4x.109 0.261 0.247z 2048 2956 7819 728 1051 1702 -19 V2 0.00 34 .59 1-11-1/4x.109 0.261 0.247z 642 642 7819 3089 3089 3465 Weld Thick X Length .16x5.0 .13xl.1 .19xl. 8 .14x2.4 .llx0.9 .16xl. 9 .13x2.0 . llx0. 9 .14xl.4 .llxl.5 • llxl.0 .13x0.9 .llx0.9 .llxl.0 Available Weld (in) Top/Bottm 8.6/ 8.6 3.5/ 3.9 4.0/ 4.3 4.1/ 4.6 3.0/ 3.0 4.3/ 4.8 4.1/ 4.6 3.0/ 3.0 4.1/ 4.6 3.8/ 4.3 3.0/ 3.0 3.8/ 4.3 3.6/ 4.1 3.0/ 3.0 Valley Joist West Page 45 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 79 1 -32LH06//-148 x 52' 1.250 Special Crimped ang.:l.e Parallel chord Longspan nd Length Depth Slope Holes-Top Chord Ext BCX Holdback Pitch EP/#lL ---ag 6.000 5.000 y pp 6.000 5.000 y E 0'' 3.000 iform NtUp load -148 #/ft full length iform TSJI load 314 #/ft full length iform Live load 188 #/ft full length iform Dead load 126 #/ft full length i.form NtUp load -66 #/ft full length JI 2000# AddLoad on Top chord at panel ad 2000# AddLoad on Top chord at panel points. points. PE 2 CLIP@ 26'-0" FTE OAL 32.000 in Deep 30.602 in Effective Depth 27.000 in Clear Depth 572422 in-#Moment 621. 250 898 L/ 533 1.000 43.313 10124 in Design length in4 Ix 64.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-1/2x.212 idg < 243" Ix= 1.219 Center: L 32.000 Eighth: L 32.000 g end panl: L 43.313 irst point: hord shear: V 8146 A= Iy= p i? p p C Live Defl in Chord gap in Left end # SJI reaction 2.030 y 0.703 4.158 Rx 0.775 -51383 Pnx/n= -55045 -49202 Pnz/n= -49834 -21347 Pnx/n= -30745 -21347 Pn/n = -54813 31752 fv 7685 aring seats: Tag End LLV4X3X3/8 Weld 2.58" Opposite End t Chord: 2-LL2-1/2x.188 Ix= 1.096 Center: L 64.000 hord shear: V = 9332 LLV4X3X3/8 Weld A= Iy= p T = 1. 809 Y 3.678 Rx 50838 Pn/n = 24663 fv 2. 58" 0.695 0.778 54279 9928 72. 000 72. 000 2031 # Minimum Shear 698 in4 Minimum Ix L/ 267 SJI Defl 1.117 in Camber 43.313 in Right end 10124 # SJI reaction 0.000 in Opp TCX Defl Fy = 50000 Ry = 1. 431 M 1116 M 3437 M 5391 fc = 15640 Fy 50000 Ry-1.426 ft= 13631 Q = 0.967 Rz = 0.493 2 No No f Q Rz f Fillers Fillers Filler = 10964 0.920 0.495 12042 Valley ~oist West Page 46 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER eject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute mments: 2010 CBC (IBC2006) 79 1 -32LH06//-148 X 52' Parallel chord Longspan Standard Specifications 42nd edition 1.250 Special Crimped angle ASD. Tensile Compressive Length Area R Shear Force Allow Shear Fo;rce Allow :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs -=r.;r-W2 66.39 76.40 2-L2x2x.125 0.969 0 .398z 9332 23298 29063 5153 12865 13806 -Ll Vl 41.09 40.60 1-Ll-l/2x.109 0.315 0.29Tz 772 1025 9454 3213 4264 4270 -L1 W3 28.51 34.83 1-L2x2x.163 0.625 0.395z 4381 4986 18763 8146 9271 9179 -L3 W4 46.28 44.28 1-Ll-3/4x.125 0.422 0.347z 7058 10212 12656 3]09 5367 6224 -L3 V2 o.oo 30.60 1-Ll-l/4x.109 0.261 0.247z 571 571 7819 2996 2996 4114 -L3 W5 4,6.28 44.28 1-L2x2x.145 0.559 0.396z 3139 4541 16769 6118 8852 9529 -L5 W6 46.28 44.28 1-Ll-1/2x.109 0.315 0.297z 5178 7492 9454 2568 3716 3744 -L5 V2 0.00 30.60 1-Ll-1/4x.109 0.261 0.247z 571 571 7819 3050 3050 4114 -L5 W7 46.28 44.28 1-Ll-3/4x.125 0.422 0.347z 1997 2890 12656 4238 6132 6224 -L7 W8 46.28 44.28 1-Ll-1/4x.109 0.261 0.247z 3298 4772 7819 1427 2064 2164 -L7 V2 o .. oo 30.60 1-Ll-1/4x.109 0.261 0.247z 571 571 7819 3083 3083 4114 -L7 W9 46.28 44.28 1-Ll-1/2x.i09 0.315 0 .297z 856 1239 9454 2358 3412 3744 -L9 Wl0 46.28 44.28 l:-Ll-1/4x.109 0.261 0.241z 2031 2939 7819 729 1055 2164 -L9 V2 0.00 30.60 1-Ll-l/4x.109 0.261 0.247z 571 5'./1 7819 3094 3094 4114 Weld Thick X Length .13x6.3 • llxl.3 .16xl. 9 .13x2.8 .llx0.9 .14x2.1 .llx2.3 . llx0. 9 .13xl. 7 .llxl.5 . llxl.0 . llxl.1 . llx0. 9 .llxl.0 Available Weld (in) Top/Bottm 8.7/ 8.7 3. 6/ 4. 0 3.8/ 4.0 4.1/ 4.5 3.0/ 3.0 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4.1/ 4.5 3. 6/ 4. 0 3.0/ 3.0 3.8/ 4.3 3.6/ 4.0 3.0/ 3.0 Valley Joist West Page 47 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 81 1 -32LH06//-148 x 52' 1.250 Special Crimped angle Parallel chord Longspan nd Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP/#;I.L ag 6.000 5.000 --.-y pp 6.000 5.000 y E 0' 3.000 · i:form NtUp load -148 #/ft full length iform TSJI load 314 #/ft full length iform Live load 188 #/ft full length iform Dead load 126 #/ft full length ±form NtUp load -66 #/ft full length JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. JI 850# AddLoad on Bottom chord at panel points. ad 850# AddLoad on Bottom chord at panel points. PE 2 CLIP@ 26'-0" FTE OAL 32.000 in Deep 621. 250 989 L/ 587 1. 000 43. 313 10974 in Design length in4 Ix 30.587 in Effective Depth 27.000 in Clear Depth 704438 in-#Moment 64.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-1/2x.230 idg < 244" Ix= 1.309 Center: L 32.000 Eighth: L 32.000 g end panl: L 43.313 irst point: hord shear: V 8878 A= Iy= p p = p p C Live Defl in Chord gap in Left end # SJI reaction 2.194 y 0.710 4.520 Rx 0. 772 -55725 Pnx/a= -61135 -53359 Pnz/a= -55169 -23084 Pnx/c= -33599 -23084 Pn/a = -59243 34435 fv 7720 aring seats: Tag End LLV4X3X3/8 Weld 2.38" Opposite End t Chord: 2-LL2-l/2x.212 Ix= 1. 219 Center: L 64.000 hord shear: V = 10087 LLV4X3X3/8 Weld A= Iy= p T = 2.030 Y 4.158 Rx . 55133 Pn/a = 26746 fv 2. 38" 0.703 0.775 60903 9"516 72. 000 72. 000 2031 # Minimum Shear 698 in4 Minimum Ix L/ 27 4 SJI Defl 1.117 in Camber 43.313 in Right end 10974 # SJI reaction 0.000 in Opp TCX Defl Fy = 50000 Ry = 1.435 M 1116 M 3437 M 5391 fc = 15693 Fy 50000 Ry 1.431 ft = 13175 Q = 0. 996 Rz = 0.492 2 No No f Q Rz f Fillers Fillers Filler = 11007 0.967 0.493 11573 Valley Joist West Page 48 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute mments: 2010 CBC (IBC2006) Standard Specifications 42nd edition ASD. 81, 1 -32LH06//-148 X 52' 1.250 Special Crimped angle Parallel chord Longspan TensiJ.e Compressi:ve Length Area R Shear Force Allow Shear Force Allow ·ation. Web Slope in Member in2 in lbs lbs lbs lbs lbs , lbs ----=u-W2 66.40 76.39 2-L2x2x.125 0.969 0.398z 10087 ·25192 29063 5:),53 12870 13807 -Ll Vl 4Lll 40.59 1-Ll-1/2x.109 0.315 0.297z 772 1025 9454 3220 4273 4272 ,-Ll W3 28.53 34.81 1-L2x2x.176 o. 673 0.394z 4381 4986 20191 8878 10104 10500 -L3 W4 46.29 44.27 1-L1-3/4x.125 0.422 0.347z 774·5 11210 12656 3709 5368 6225 -L3 V2 6.oo 30.59 1-Ll-1/4x.109 0.261 0.247z 571 571 7819 3009 3009 4117 -L3 ws 46.29 44.27 1-L2x2x.156 0.600 0.396z 3139 4542 17990 6:/62 9787 10390 -LS W6 46.29 44.27 1-Ll-1/2x.109 0.315 0.297z 5778 8363 9454 2568 3717 3745 -LS V2 o.oo 30.59 1-Ll-1/4x.109 0.261 0.247z 571 571 7819 3068 3068 4117 -LS W? 46.29 44.27 1-Ll-3/4x.143 0.480 0.346z 1997 2891 14402 4795 6939 7218 -L7 W8 46.29, 44.27 1-Ll-1/4x.109 0.261 0.247z 3811 5515 7819 1427 2065 2165 -L7 V2 0.60 30.59 1-Ll-1/4x.109 0.261 0.247z 571 571 7819 3;1,04 3104 4117 -L7 W9 46.29 44.27 1~ Li-1/2x.125 0.359 0.296z 856 1239 10781 2827 4092 4285 -L9 Wl0 46.29 44.27 1-Ll-1/4x.109 0.261 0.247z 2031 2939 7819 1110 1607 2165 -L9 V2 0.00 30.59 1-Ll-1/4x.109 0.261 0.247z 571 571 7819 3116 3116 4117 Weld Thick X Length .13x6.8 .llxl.3 .18xl. 9 .13x3.0 • llx0. 9 .16x2.1 .llx2.6 • llx0. 9 .14xl. 6 .llxl. 7 • llxl.0 .13xl.1 .llx0.9 .llxl.0 Available Weld (in) Top/Bottm 8.6/ 8.6 3.6/ 4.0 3.8/ 4.0 4.1/ 4.5 3.0/ 3.0 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4.1/ 4.5 3.6/ 4.0 3.0/ 3.0 3.8/ 4.3 3. 6/ 4. 0 3.0/ 3.0 Valley Joist West Page 49 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC200'6) 83 1 -32LH06//-148 x 52' 1.250 Special Crimped angle Parallel chord Longspan nd Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP/#lL ag 6.000 5.000 --y 72. 000 pp 6.000 5.000 y E 0 I 3.000 72.000 iform NtUp load -148 #/ft full length iform TSJI load 314 #/ft full length iform Live load 188 #/ft full length iform Dead load 126 #/ft full length JI 2150# AddLoad on Top chord at panel points. ad 2150# AddLoad on Top chord at panel points. JI 2000# AddLoad on Bottom chord at panel points. ad 2000# AddLoad on Bottom chord at panel points. TC cone loads: toad Spacing Location Point Type 850 23'4-5/8 23'4-5/8 us 28'8-5/8 PE 2 CLIP @ 26'-0" FTE OAL 32.000 in Deep 621. 250 in Design length 30.456 in Effective Depth 1111 in4 Ix 26.500 in Clear Depth L/ 659 Live Defl 024759 in-#Moment 1.000 in Chord gap 64.000 in lnterio:t Panel 43.313 in Left en<;:l 9 Web Vees 12743 # SJI reaction p Chord: 2-L L3x3x.227 A= 2. 621 y 0.834 idg < 277" Ix= 2.285 Iy= 6.949 Rx 0.934 Center: L 32.000 p -66481 Pnx/a= -69357 Eighth,: L 32.000 p -63732 Pnz/a= -64951 g end panl: L 43.313 p -26912 Pnx/a= -45586 irst point: p -26912 Pn/a = -70765 hord shear: V 10465 C = 40505-fv 7684 aring seats: Tag End O'pposite End LLV4X3X3/8 LLV4X3X3/8 Weld Weld 2.55" 2. 52" t Chorc:i: 2-LL2-1/2x. 230 Ix= 1. 309 Center: L 64.000 hord shear: V = 11709 A= Iy= p T = 2.194 Y 4.520 Rx 6621 7 Pn/a = 31377 fv 0.710 0. 772 65826 10182 TSJI, Dead 2137 # Minimum Shear 698 in4 Minimum Ix L/ 265 SJI Defl 1.117 in Camber 43.313 in Right end 126$5 # SJI reaction 0.000 in Opp TCX Defl Fy = 50000 Ry = 1. 628 M 1116 M 3437 M 5391 fc = 15454 Fy = 50000 Ry=l.435 ft= 14300 Q = 0.922 Rz = 0.594 2 No No f Q Rz f Fillers Fillers Filler = 10897 0.996 0.492 12441 Valley Joist West Page 50 V2 .1. 7. 2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 83 1 -32LH06//-148 X 52' 1.250 Special Crimped angle Parallel chord Longspan Tensile Compressive Weld Available Length Area R Shear · Force Allow Shear Force Allow Thick X Weld (in) ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm -=u--W2 66-49 76.34 2-L2x2x.125 0.969 0 .398z 11709 29349 29063 :3564 8933-13817 .13x7.9 11.1/ 8.6 -Ll Vl 41.23 40.49 1-Ll-1/2x.125 0.359 0.296z 534 710 10781 3384 4499 4949 .J:3xl.2 3.9/ 4.0 -Ll W3 28.63 34.70 2-Ll-1/2x.109 o. 630 0.297z 3030 3452 18907 10465 11923 13656 .llx3. 7 6.8/ 5.7 -13 W4 46.42 44.18 l-Ll-3/4-x.143 0.480 0.346z 9266 13441 14402 2565 3721 7237 .14x3.2 4.4/ 4.5 -13 V2 0.00 30.4.6 1-Ll-1/4x.109 0.261 0.247z 395 . 395 7819 3189 318.9 4138 .llxl.O 3.3/ 3.0 -13 ws 46.42 44.18 1-L2x2x.176 0. 673 0.394z 2171 3149 20191 8216 11917 11938 .18x2.3 4.7/ 4.8 -LS W6 46.42 44.18 1-Ll-1/2x.125 0.359 0.296z 7165 10393 107-81 1776 2576 4300 .13x2. 8 4.2/ 4.3 -LS V2 0.00 30.46 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3261 3261 4138 • llxl.O 3.3/ 3.0 -15 W7 46.42 44.18 1-L2x2x.145 0.559 0.396z 1381 2004 16769 6114 8869 9549 .14x2.1 4.7/ 4.8 -17 W8 46.42 44.18 1-Ll-1/4x.109 0.261 0.247z 5064 7345 7819 987 1431 2174 .llx2.3 3.9/ 4.0 -17 -V-2 0.00 30.46 1-Ll-l/4x.109 0.261 0.247z 395 395 7819 3306 3306 4138 .llxl.O 3.3/ 3.0 -17 W9 46.42 44.18 1-Ll-3/4x.125 0.422 0.347z 675 979 12656 4013 5821 6241 .13xl. 6 4.4/ 4.5 -19 WlOL 46.42 44.18 1-L'l-1/2x.109 0.315 0.297z 2137 3100 9454 2075 3009 3758 . llxl.O 4.2/ 4.3 -19 V2 0.00 30.46 1-LI-l/4x.109 0.261 0.247z 395 395 7819 3319 3319 4138 . llxl.O 3.3/ 3.0 -L9 WlOR 46.42 44.18 1-Ll-l/4x.109 0.261 0.247z 2875 41.70 7819 1312 1903 2174 . llxl.3 3.9/ 4.0 -111 W9 46.42 44.18 1-Ll-3/4-x.125 0.422 0.347z 763 1106 12656 3925 5694 6241 .13xl.5 4.4/ 4.5 -111 V2 0.00 30.46 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3302 3302 4138 . llxl. 0 3.3/ 3.0 -111 W8 46.42 44.18 1-Ll~l/4x.109 0.261 0.247z 4976 7218 7819 987 1431 2174 .llx2.2 3.9/ 4.0 -113 W7 46.42 44.18 1-L2x2x.145 0.559 0.396z 1381 2004 16769 6027 8742 9549 .14x2.0 4.7/ 4.8 -113 V2 o.oo 30.46 1-Ll-1/4x.1Q9 0.261 0.247z 395 395 7819 3258 3258 4138 .llxl.O 3.3/ 3.0 -113 W6 46.42 44.18 1-L1-1/2x.125 0.359 0.296z 7078 10266 10781 1776 2576 4300 .13x2.8 4.2/ 4.3 -115 W5 46.42 44.18 1-L2x2x.176 0. 673 0.394z 2171 3149 20191 8128 11790 11938 .18x2.3 4.7/ 4.8 -115 V2 o.oo 30.46 i-Ll-1/4x.109 -0.261 0.247z 395 395 7819 3188 3188 4138 . llxl.O 3.3/ 3.0 -L15 W4 46.42 44.18 1-Ll-3/4x.143 0.480 0.346z 9179 13314 14402 2565 3721 7237 .14x3.1 4.4/ 4.5 -Ll? W3 28. 63 34.70 2-Ll-1/2x.109 0.630 0. 297z 3030 3452 18907 10378 11823 13656 . llx3. 7 6.8/ 5.7 -117 Vl 41.23 40.49 1-Ll-lnx.125 0.359 0.296z 534 710 10781 3383 4498 4949 .13xl.2 3.9/ 4.0 -L17 W2 66.49 76.34 2--L2x2x.125 0.969 0.398z 11621 29129 29063 3564 8933 13817 .13x7.8 11.1/ 8. 6 Valley Joist West Page 51 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377~4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 85 1 -32LH06//-148 x 52' 1.250 Special Crimped angle Parallel chord Longspan nd Length Depth Slope Hqles Top ag 6.000 5.000 --y pp 6.000 5.000 y E iform NtUp load -148 #/ft full length iform TSJI load 314 #/ft full length iform Live load 188 #/ft full length i form Dead load 12 6 #/ft full length Chord Ext 0' 3.000 JI 2150# AddLoad on Top chord at panel points. ad 2150# AddLoad on Top chord at panel points. JI 2000# AddLoad on Bottom chord at panel points. ad 2000# AddLoad on Bottom chord at panel points. BCX Holdbac~ Pitch EP/#lL 72. 000 72.000 -PE 2 CLIP@ 26'-0" FTE OAL 32.000 in Deep 30.573 in Effective Depth 27.000 in Clear Depth 906344 in-#Mqment 621.250 1069 L/ 634 1.000 43.313 12274 in Design in4 Ix Live Defl length 2031 # Minimum Shear 698 in4 Minimum Ix 64.000 in Interior Panel 9 Web Vees p Ch_ord: 2-LL2-1/2x.250 idg < 245" Ix= I. 406 Center: L 32.000 Sixth: L 32.000 g end panl: L 43.313 irst point: hord shear: V 9996 aring seats: Tag End A= Iy= p p p p C in Chord gap in Left end # SJI reaction 2.375 y 0. 717 4.924 Rx 0.769 -62354 Pnx/g= -66358 -51766 Pnz/g= -59849 -25736 Pnx/g= -36340 -25736 Pn/..i = -64125 38531 fv 7997 LLV4X3X3/8 Weld 2.19" Opposite End LLV4X3X3/8 Weld 2.19" t Chord: 2-LL2-l/2x.230 A= 2.194 y 0.710 Ix== 1.309 Iy= 4.520 Rx 0.772 Center: L 64.000 p 61692 Pn/o 6582·6 hord shear: V = 11240 T = 29928 fv 9774 L/ 269 SJI Defl 1.1],7 in Camber 43.313 in Right end 12274 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Q = 1.000 Ry 1. 440 Rz = 0.491 M 1116 6 Fillers No Fillers M 3437 No Filler M 5391 fc = 16224 f = 11391 Fy 50000 Q 0. 996 Ry 1.435 Rz 0.492 ft= 13640 f 11918 Valley Joist West Page 52 V2.l.7.2 Job #3V00584 -By JB 14: 41 Entered 11/25/13 Revis·ed 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4'445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 85 1 -32LH06/ /-148 x 52' 1.250 Special Crimped angle Parallel chord Longspan Tensile Compressive Length Area R Shear Force Allow Shear Force Allow :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs ---=w-W2 66.41 76.39 2-Ll-3/4x.143 0.960 0.346z 11240 28083 28803 ~ ~ 11728 -Ll Vl 41.12 40:s8 1-Ll-1/2x.125 0.359 0.296z 534 709 10781 3380 4486 4933 -Ll W3 28.54 34.80 1-L2x2x.187 o. 713 0.394z 3030 3449 21391 9996 11379 11663 -D3 W4 46.31 44.26 1-Ll-3/4x.125 0.422 0.347z 8798 12736 12656 2565 3714 6227 -L3 V2 o.oo 30.57 1-Ll-l/4x.109 0.261 0.247z 395 395 7819 3180 3180 4119 -L3 WS 46.31 44.26 1-L2x2x.176 0. 673 0.394z 2171 3142 20191 7747 11215 11916 -LS W6 46.31 44.26 1-Ll-1/2x.125 0.359 0.296z 6696 9694 10781 1776 2571 ·4287 -LS V2 o.oo 30.57 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3246 3246 4119 -LS W7 46.31 44.26 1-L2x2x.145 0.559 0.396z 1381 2000 16769 5646 8173 9533 -L7 W8 46.31 44.26 1-Ll-1/4x.109 0.261 0.247z 4595 6652 7819 987 1428 2166 -L7 V2 0.00 30.57 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3285 3285 4119 -L7 W9 46.31 44 .26 1-Ll-3/4x.125 0.422 0.347z 1144 1656 12656 3544 5131 6227 -L9 WlO 46.31 44.26 1-Ll-1/2x.109 0'.315 0. 297z 2493 3610 9454 1693 2451 3747 -L9 V-2 0.00 30.57 1-Ll-l/4x.109 0.261 0.247z 395 395 7819 3299 3299 4119 Weld Thick X Length .14x6.6 •. 13xl. 2 .19x2.0 .13x3.4 . llxl.0 .18x2.1 .13x2.6 . llxl.0 .14xl.9 • llx2 .1 .llxl.0 .13xl. 4 .llxl.1 . llxl. 0 Available Weld (in) Top/Bottm 8.8/ 8.8 3.6/ 4.0 3.8/ 4.0 4.1/ 4.5 3.0/ 3.0 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4.3/ 4.8 3.6/ 4.0 3.0/ 3.0 4.1/ 4.5 3.8/ 4.3 3.0/ 3.0 Valley Joist West Page 53 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oj-ect: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 87 1 -32LH06//-148 x 52' 1.250 Special Crimped angle Parallel chord Longspan nd Length Depth Slope Holes Top Chord Ext E)CX Holdback Pitch EP/#lL ag 6.000 5.000 pp 6.000 5.000 --y y E -148 #/ft full length 314 #/ft f~ll length 188 #/ft full length 126 #/ft full length 0' 3.000 on Top chord at panel points. on Top chord at panel points. 72.000 72.000 iform NtUp load iform TSJI load iform Live load iform Dead load JI 2150# AddLoad ad 2150# AddLoad JI 2000# AddLoad ad 2000# AddLoad on Bottom chord, 100# used for local bending. on Bottom chord, 100# used for local bending. BC cone loads: Load Spacing Location Point Type 200 1400 31'4-5/8 11'10-7/8 31 '4-518 8'9-3/4 43'3-1/2 Lll L16 PE 2 CLIP@ 26'-0" FTE 32.000 in Deep OAL 30.449 in Effective Depth 2E.500 in Clear Depth 003631 in-#Moment 64.000 in Interio~ Panel 9 Web Vees · p Chord: 2-L L3x3x.227 idg < 277" Ix= 2.285 Center: L 32.000 Eighth: L 32.000 g end panl: L 43. 313 irst point: hord shear: V 10310 621. 250 1159 L/ 687 1.000 43.313 12587 in Design length in4 Ix Live Defl in Chord gap in Left end # SJI reaction A= 2.621 y 0.834 Iy= 6,949 Rx 0.934 p -65803 Pnx/a= -69357 p -62487 Pnz/a= -64951 p -26561 Pnx/a= -45586 p -26561 Pn/a = -70765 C 39908 fv 7569 aring seats: Tag End LLV4X3X3/8 Weld 2.50" Opposite End LLV4X3X3/8 Weld 2. 79" t Chord: 2-LL2-l/2x.250 A= 2.375 y 0. 717 Ix= 1.406 Iy= 4.924 Rx 0. 769 Center: L 64.000 p 65468 Pn/a 71250 hord shear: V = 11553 T = 30941 fv 9243 TSJI, Dead TSJI, Dead 2231 # Minimum Shear 698 in4 Minimum Ix L/ 276 SJI Defl 1.117 in Camber 43.313 in Right end 13561 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Q = 0.922 Ry 1.628 Rz = 0.594 M 1116 2 Fillers No Fillers M 3437 No Filler M 5391 fc = 15227 f = 10736 Fy 50000 Q 1.000 Ry 1. 440 Rz 0.491 ft= 13028 f 11308 Valley Joist West Page 54 V2.l.7.2 Job #3V00-584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 oje.ct: PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC.2006) 87 1 -32LH06//-148 x 52' 1.250 Special Crimped angle Parallel chord Longspan ·ation -=w:- -Ll -Ll -L3 -L3 -L3 -LS -LS -LS -L7 -L7 -L7 -L9 -L9 -L9 -L11 -Lll -Lll -L13 -L13 -L13 -L15 -Ll5 -L15 -L16 -L17 -L17 -L17 Web W2L Vl W3L W4L V2 W5 W6 V2 W7 W8 V2 W9 Wl0L V2 Wl0R W9 V2 W8 W7 V2 W6 W5 V2 W4R V3 W3R Vl W2R Slope 66.49 41.23 28. 63 46.42 0.00 46.42 46.42 0.00 46.42 46.42 0.00 46.42 46.42 0.00 46.42 46.42 0.00 46.42 46.42 0.00 46.42 46.42 0.00 46 •. 42 29.35 28. 63 41.23 66.49 Length in 76.34 40.49 34.69 44.17 30.45 44 .17 44.17 30.45 44.17 44.17 30.45 44.17 44.17 30.45 44.17 44.1:7 30.45 44.17 44.17 30.45 44.17 44.17 30.45 44.17 34.93 34.69 40.49 76.34 2- 1- 1- 1- 1- 1- 1- 1- 1- i- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 2- 2- 1- 2- Member Ll-3/4x.143 L1-1/2x.125 L2x2x.187 Ll-3/4x.143 Ll-1/4x.109 L2x2x.176 L1-1/2x.125 Ll-1/4x.109 L2x2x.145 L1-1/4x.109 Ll~1/4x.109 L1-3/4x.125 Ll-1/4x.109 Ll-1/4x.109 Ll-l/2x.109 Ll-3/4x.125 L1-l/4x.109 Ll-1/4x.10.9 L2x2x.145 Ll-1/4x.109 Ll-1/2x.125 L2x2x.176 Ll-1/4x.109 L1-3/4x.125 Llxlx.109 Ll-1/2x.109 Ll-1/2x.125 L2x2x.145 Area in2 0.960 0.359 0. 713 0.480 0.261 0. 673 0.359 0.261 0.559 0.261 0.261 0.422 0.261 0.261 0.315 0.422 0.261 0.261 0.559 0.261 0.359 0. 673 0.261 0.422 0.412 0.630 0.359 1.118 R in 0.346z 0.296z 0 .394z 0.346z 0.247z 6.394z 0.296z 0.247z 0.396z 0.247z 0.247z 0.347z 0.247z 0.247z 0.297z 0.347z 0.247z 0.247z 0.396z 0.247z 0.296z 0.394z 0.247z 0.347z 0.196z 0.297z 0.296z 0.396z Shear lbs 11553 534 3030 9111 395 21'71 7009 395 1381 4908 395 831 2807 395 2231 1457 395 4482 1381 395 6583 2171 395 8685 3400 3030 534 12527 Tensile Force lbs 28965 710 3452 13217 395 3149 10169 395 2004 7120 395 1205 4072 395 3237 21l4 395 6502 2004 395 9550 3149 395 12598 . 3901 3452 710 31405 Allow lbs 28803 10781 21391 14402 7819 20191 10781 7819 16769 7819 7819 12656 7819 7819 9454 12656 7819 7819 16769 7819 10781 20191 7819 12656 12367 18907 10781 33539 Compressive Shear lbs ~ 3383 10310 2565 3186 8060 1776 3256 5959 987 3299 385'.7 1380 3316 2007 3231 3306 987 5532 3267 1776 7634 3202 2565 0 11283 3391 3564 Force lbs 13935 4498 11746 3721 3186 11693 2576 3256 8644 1431 3299 5596 2002 3316 2911 4687 3306 1431 8026 3267 2576 11074 3202 3721 0 12855 4509 8935 Allow lbs 11741 4950 11679 7238 4140 11939 4301 4140 9550 2174 4140 6241 2174 4140 375.9 6241 4140 2174 9550 4140 4301 11939 4140 6241 6927 13657 4950 16419 Weld Thick X Length .14x6.8 .13xl.2 .19x2.l .14x3.1 . llxl.0 . r8x2. 2 .13x2.7 .11xl.0 .14x2.0 . llx2.2 .llxl.0 .13xl.5 .llxl.3 • llxl. 0 .llxl.0 .13xl. 3 .llxl.0 • llx2. 0 .14xl.9 .llxl.0 .13x2.6 .18x2.1 .llxl .• 0 .13x3.4 .llxl.2 .llx4.0 .13xl.2 .14x7.3 Available Weld (in) Top/Bottm 11.5/ 8.8 3.9/ 4.0 4.1/ 4.0 4.4/ 4.5 3.3/ 3.0 4.7/ 4.8 4.2/ 4.3 3.3/ 3.0 4.7/ 4.8 3.9/ 4.0 3.3/ 3.0 4.4/ 4.5 3.9/ 4.0 3.3/ 3.0 4.2/ 4.3 4.4/ 4.5 3.3/ 3.0 3.9/ 4.0 4.7/ 4.8 3.3/ 3.0 4.2/ 4.3 4.7/ 4.8 3.3/ 3.0 4.4/ 4.5 6.6/ 5.4 6.8/ 5.6 3.9/ 4.0 11.2/ 8.5 Valley Joist West Page 55 V2.1.7.2 Job #3VQ0584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 st9mer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) T89 1 -32LH06//-148 x 52' 1.750 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6.000 Depth 5.000 5.000 Holes --y y Top Chord Ext E 0' 2.000 BCX Holdback 2 0' 8.000 Pitch EP/#lL 72.000 72. 000 -148 #/ft full length 313 #/ft full length 188 #/ft full length 126 #/ft full length on Top chord at panel points. on Top chord at panel points. iform NtUp load iform TSJI load iform Live load iform Dead load JI 2150# AddLoad ad 2150# AddLoad JI 2000# AddLoad ad 2000# AddLoad on Bottom chord, 360# used for local bending. on Bottom chord, 360# used for local bending. BC cone loads: Load Spacing Location Point Type 700 700 1800 3500 2200 PE 2 CLIP@ 26'-0" FTE 32.000 in Deep 10'0-7/8 5'4 10'8 8'6-5/8 8'8 8'10-1/4 OAL 10'0-7/8 15'4-7/8 26'0-7/8 34'7-1/2 43'3-1/2 L3 LS 19 112 L16 30~293 in Effective Depth 26.000 in Clear Depth 771561 in-#Moment 621. 750 1480 L/ 878 1.000 43.438 15770 in Design length in4 Ix Live Defl in Chord gap in Left end 64.000 in Interior Panel 9 Web Vees p Chord: 2-L L3x3x.281 idg < 279" Ix= 2.756 Center: L 32.000 Eighth: L 32.000 g end panl: L 43.438 irst point: hord shear: V 13489 A= Iy= p f? = p p C # SJI reaction 3.214 y 0.854 8.645 Rx 0.926 -91493 Pnx/c= -91801 -84385 Pnz/c= -85459 -34052 Pnx/c= -58439 -34052 Pn/c = -86780 52681 fv 8001 TSJI, Dead TSJI, Dead TSJI, Dead TSJI, Dead TSJI, Dead 3142 # Minimum Shear 698 in4 Minimum Ix L/ 253 SJI Defl 1.119 in Camber 43.438 in Right end 17667 # SJI reaction 0.000 in Opp TCX De:(:1 Fy = 50000 Q = 1. 000 Ry = 1. 640 Rz = 0.591 M 1114 4 Fillers No Fillers M 3452 No Filler M 5416 IC = 16391 f = 11453 Valley Joist West Page 56 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 sterner: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. rnrnents: 2010 CBC (IBC2006) T89 1 -32LH06//-148 x 52' 1.750 Special Crimped angle Parallel chord Longspan aring seats: Tag End Opposite End LLV4X3X3/8 LLV4X3X3/8 Weld Weld 2. 78" 3. 24" t Chord: 2-L L3x3x.281 Ix= 2.756 Center: L 64.000 hord shear: V = 14736 A= Iy= p 3.214 Y 8.645 Rx 91144 Pn/n 4,0311 fv 0.854 0.926 96422 Fy Ry 50000 1. 640 Q Rz 1.000 0.59.1 ·a:tion -::r:;r- -Ll -Ll -L3 -L3 -L3 -L5 -L5 -L5 -L7 -L7 -L7 -L9 -t9 -L9 -Lll -Lll -Lll -L12 -t13 -L13 -L13 -L15 -Ll5 -L15 -L16 -L17 -L17 -L17 Web W2L Vl W3L W4L V2 W5 W6 V2 W7L W8L V2 W9L WlOL V2 WlOR W9R V2 W8R V3 W7R V2 W6 W5 V2 W4R V4 W3R Vl W2R Slope 66.60 41.25 29.12 46.57 0.00 46.57 4 6. 57 0.00 46.57 46.57 0.00 46.57 46.57 0.00 46.57 46.57 o.oo 46.57 12.34 46.57 o.oo 46.57 46.57 o.oo 46.57 29.84 29.12 41.25 66.60 Length in 76.27 40.29 34.68 44.06 30.29 44.06 44.06 30.29 44.06 44.06 30.29 44.06 44.06 30.29 44.06 44.06 30.29 44.06 31.01 44.06 30.29 44.06 44.06 30.29 44.06 34.92 34 .• 68 40.29 76.27 2- 1- 2- 1- 1- 2- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 2- 1- 1- 1- 2- 1- 1- 2- 2- 1- 2- T Member L2x2x.163 Ll-1/2x.125 Ll-l/2x.125 L2x2x.156 Ll-1/4x.109 Ll-3/4x.125 Ll-3/4x.143 Ll-1/4x.109 L2x2x.176 Ll-1/2x.125 Ll-l/4x.109 L2x2x.145 Ll-1/4x.109 Ll-l/4x.109 Ll-l/2x.109 Ll-3/4x.125 Ll-l/4x.109 Ll-l/4x.109 Llxlx.109 L2x2x.187 Ll-l/4x.109 Ll-3/4x.143 Ll-3/4x.125 Ll-l/4x.109 L2x2x.156 Llxlx.109 Ll-3/4x.125 Ll-l/2x.125 L2x2x.187 Area in2 1.251 0.359 o. 719 0.600 0.261 0.844 0.480 0.261 0. 673 0.359 0.261 0.559 0.261 0.261 0.315 0.422 0.261 0.261 0.412 0. 713 0.261 0.480 0.844 0.261 0. 600 0.412 0.844 0.359 1.426 R in 0.395z 0.296z 0.296z 0.396z 0.247z 0.347z 0.346z 0.247z 0 .394z 0.296z 0.247z 0.396z 0.247z 0.247z 0.297z 0.347z 0.247z 0.247z 0.196z 0 .394z 0.247z 0.346z 0.347z 0.247z · 0.396z 0.196z 0.347z 0.296z 0.394z 8740 Shear lbs 14736 536 3031 1?290 395 2171 9492 395 1381 6693 395 592 4594 395 3142 1446 395 4290 5500 1381 395 9889 2171 395 11987 4200 3031 536 16633 Tensile Force lbs 37103 713 3469 17877 395 3157 13807 395 2009 9736 395 861 6683 395 4571 2103 395 6240 5630 2009 395 14384 3157 395 17437 4842 3469 713 41880 ft Allow lbs 37526 10781 21563 17990 78l9 25313 14402 7819 20191 10781 7819 16769 7819 7819 9454 12656 7819 7819 12367 21391 7819 14'402 25313 7819 17990 12367 25313 10781 42782 12542 f 10757 Compressive Weld Thick X Shear lbs ~ 3412 13489 2565 3249 10541 1776 3345 7742 987 3408 5644 197 3443 1995 3241 3433 987 0 8839 3382 1776 10938 3281 2565 0 15386, 3429 3566 Force lbs ~ 4539 15441 3732 3249 15333 2583 3345 11262 1435 3408 8209 287 3443 2902 4714 . 3433 1435 0 1285.8 3382 2583 15911 3281 3732 0 17612 4560 8979 Allow lbs 18680 4986 16284 10436 4166 17432 7261 4166 11969 4320 4166 9572 2185 4166 3774 6260 4166 2185 7833 12782 4166 7261 17432 4166 10436 6930 19281 4986 21551 Length .16x7.7 .13xl.2 .13x4.2 .16x3.9 .llxl.O .13x4.1 .14x3.3 • llxl. 0 .18x2.2 .13x2.6 .llxl.1 .14xl. 9 . llx2 .1 , llxl.1 .llxl.4 .13xl.3 . llxl.1 • ilxl. 9 .llxl. 7 .19x2.3 .llxl.O .14x3.4 .13x4.3 • llxl.O .16x3.8 .llxl.5 .13x4.7 .13xl. 2 .19x7.5 Available Weld (in) Top/Bottm 10.9/10.9 3.9/ 4.4 6.7/ 6.7 4.7/ 5.1 3.3/ 3.3 7.6/ 7.6 4.4/ 4.9 3.3/ 3.3 4.7/ 5.1 4.2/ 4.6 3.3/ 3.3 4.7/ 5.1 3.9/ 4.4 3.3/ 3.3 4.2/ 4.6 4.4/ 4.9 3.3/ 3.3 3.9/ 4.4 6.2/ 6.2 4. 6/ 5 .1 3.3/ 3.3 4.4/ 4.9 7.6/ 7.6 3.3/ 3.3 4.6/ 5.1 6.5/ 6.5 6.8/ 6.8 3.9/ 4.4 10.9/10.9 Vall~y Joist West Page 57 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 91 1 -32LH06//-148 x 52' 2.250 Special Crimped angle Parallel chord Longspan nd Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP/#lL ag 6.000 5.000 pp 6.000 5,. 000 iform NtUp load iform TSJI load iform Live load iform Dead load JI 2000# AddLoad ad 2000# AddLoad y y E -148 #/ft full length 313 #/ft full length 187 #/ft full length 126 #/ft f~ll length 0' 1.000 on Top chord at panel points. on Top chord at panel points. 7.2. 000 72. 000 BC cone loads: Load Spacing Location 3000 3000 1800 8'7-1/2 8'8 8'9-5/8 26'1-1/8 OAL 8' 7-1/2 17'3-1/2 26'1-1/8 Point L2 L6 L9 Type TSJI, Dead TSJI, Dead TSJI, Dead PE 2 CLIP@ 26'-0" FTE 32.000 in Deep 30.324 in Effective Depth 26.000 in Clear Depth 315723 in-#Moment 64.000 in Interior Panel 9 Web Vees P.Chord: 2-L L3x3x.250 idg < 278" Ix= 2.488 Center: L 32.000 Sixth: L 32.000 g end panl: L 43.563 irst point: hard shear: V 13549 622.250 1265 L/ 750 1.000 43.563 15533 in Design length in4 Ix Live Defl in Chord gap in Left end # SJI reaction A= 2.875 y 0. 8,42 Iy= 7.669 Rx 0.930 p -76304 Pnx/o= -79077 p -67757 Pnz/o= -73837 p -34027 Pnx/o= -51005 p -34027 Pn/o = -77625 C 51673 fv 9033 aring seats: Tag End Opposite Errd LLV4X3X3/8 LLV4X3X3/8 Weld Weld 3. 65" 2. 83" t Chord: 2-L L3x3x.227 Ix= 2.285 Center: L 64.000 hord shear: V = 14740 A= Iy= p T = 2,621 Y 6.949 Rx 76367 Pn/o == 40562 fv 0.834 0.934 78628 10823 3003 # Minimum Shear 698 in4 Minimum Ix L/ 254 SJI Defl 1.120 in Camber 43.563 in Right end 12494 # SJI reaction 0.000 in Opp TCX Defl Fy = 50000 Ry = 1. 633 M 1113 M 3466 M 5440 fc = 17973 Fy 50000 Ry 1. 628 ft= 15476 Q = 0. 961 Rz = 0.592 4 No No f Q Rz f Fille,rs Fillers Filler = 12742 0.922 0.594 13304 Valley Joist West Page 58 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 217$ N. LINDEN AVENUE RIALTO, CA 92377-4445 oject: PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 91 1 -32LH06//-148 x 52' 2.250 Special Crimped angle Parallel chord Longspan ,ation -=r;r -11 -11 -12 -13 -13 -13 -15 -15 -15 -16 -17 -17 -17 -19 -19 -19 -111 -111 ~111 -L13 -113 -113 -L15 -115 -115 -117 -117 -117 Web W21 Vl W3L V2 W4L V3 W5 W6 V3 W7L V4 W81 V3 W9L WlOL V3 WlOR W9R V3 W8R W7R V3 W6 W5 V3 W4R W3R Vl W2R Slope 66.58 41.08 29.46 25.36 46.54 0.00 46.54 46.54 0.00 46.54 17. 61 46.54 0.06 46.54 46.54 o.oo 46.54· 46.54 o.oo 46.54 46.54 0.00 46.54 46.54 0.00 46.54 29.46 41.08 66.58 Length in 76.29 40.23 34.83 33.56 44.09 30.32 44.09 44.09 30.32 44.09 31.81 44.09 30.32 44.09 44.09 30.32 44.09 44.09 30.32 44.09 44.09 30.32 44.09 44.09 30.32 44.09 34.83 40.23 76.29 2- 1- 2- 2- 1- 1- 1- 1- 1- 1- 2- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 2- 1- 2- Member L2x2x.163 Ll-1/2x.109 Ll-l/2x.125 Llxlx.109 Ll-3/4x.143 Ll-1/4x.109 L2x2x.187 Ll-3/4x.125 Ll-1/4x.109 L2x2x.156 Llxlx.109 Llc-l/4x.109 Ll-1/4x.109 Ll-3/4x.125 Ll-3/4x.125 Ll-1/4x.109 11-i/4x.169 Ll-3/4x.143 Ll-l/4x.109 Ll-1/2x.1.09 L2x2x.145 Ll-l/4x.109 Ll-3/4x.125 L2x2x.187 Ll-1/4x.109 Ll-3/4x.143 11-1/2x.109 Ll-1/2x.109 12x2x.145 Area in2 1.251 0.315 0. 719 0.412 0.480 0.261 o. 713 0.422 0.261 0.600 0.412 0.261 0.261 0.422 0.422 0.261 0.261 0.480 0.261 0.315 0.559 0.261 0.422 0. 713 0.261 0.480 o. 630 0.315 1.118 R in 0.395z 0.297z O. 296z 0.196z 0.346z 0.247z 0.394z 0.347z 0.247z 0.396z 0.196z 0.247z 0.247z 0.347z 0·.347z 0.247z 0.247z 0.346z 0.247z 0.297z 0.396z 0.247z 0.347z 0.394z 0.247z 0.346z 0.297z 0.297z 0.396z Shear lbs 14740 5'37 3031 3000 9461 395 2171 7587 395 1381 3000 3003 395 871 837 395 3797 592 395 5672 1381 395 7547 2171 395 9421 3031 537 11701 Tensile Force lbs 37083 713 3481 3320 13755 395 3156 11030 395 2008 3147 4366 395 1267 1217 395 5521 861 395 8246 2008 395 10972 3156 395 13697 3481 713 29436 Allow lbs 37526 9454 21563 12367 14402 7819 21391 12656 7819 17990 12367 7819 7819 12656 12656 7819 7819 14402 7819 9454 16769 7819 12656 21391 7819 14402 18907 9454 33539 Compressive Shear lbs ~ 3264 13549 0 2565 3093 8524 1776 3173 6649 0 987 3211 3003 3003 3216 197 4735 3180 987 6609 3122 1776 8484 3042 2565 10510 3238 3569 Force lbs ~ 4331 15561 0 3730 3093 12392 2582 3173 9667 0 1434' 3211 4366 4366 3216 287 6883 3180 1434 9609 3122 2582 12334 3042 3730 12070 4296 8978 Allow lbs 18676 4325 16250 7244 7257 4160 12776 6256 4160 10431 7647 2183 4160 6256 6256 4160 2183 7257 4160 3771 9567 4160 6256 12776 4160 7257 13633 4325 16432 Weld Thick X Length .16x7.7 . llxl.3 .13x.4.2 .llxl.O .14x3.2 .llxl.O .19x2.2 .13x3.0 . llxl.O .16x2.1 • llxl.O .llxl.3 • llxl.O .13xl. 2 .13xl. 2 • ll,xl. 0 . llxl. 7 .14xl. 6 .llxl.O .llx2.5 .14x2.2 . llxl.O .13x3.0 .19x2.2 .llx0.9 .14x3.2 .llx3. 7 .llxl.3 .14x6.8 Available Weld (in) Top/Bottm 11. 1/11.1 3.9/ 4.3 6.8/ 6.8 6.4/ 6.4 4.4/ 4.9 3.3/ 3.3 4.7/ 5.1 4.4/ 4.9 3.3/ 3.3 4.6/ 5.1 6.3/ 6.3 3.9/ 4.4 3.3/ 3.3 4.4/ 4.9 4.4/ 4.9 3.3/ 3.3 3.9/ 4.4 4.4/ 4.9 3.3/ 3.3 4.2/ 4.6 4.7/ 5.1 3.3/ 3.3 4.4/ 4.9 4.7/ 5.1 3.3/ 3.3 4.4/ 4.9 6.8/ 6.8 3.9/ 4.3 11.1/11.1 Valley Joist West Page 59 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) T93 1 -32LH06//-148 x 52' 2.250 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6.000 Depth 5.000 5.000 Slope Holes y y Tqp Chord Ext E 0' 1.000 BCX Holdback 2 0' 2.000 Pitch EP/#lL 72.000 72. 000 iform NtUp load -148 #/ft full length iform TSJI load 3i3 #/ft full length iform Live load 18'7 #/ft full length iform Dead load 126 #/ft full length JI 2000# AddLoad on Top chord at panel ad 2000# AddLoad on Top chord at panel points. points. PE 2 CLIP@ 26'-0" FTE OAL 32.000 in Deep 622.250 888 L/ 526 1.00Q 43.563 10114 in Design length in4 Ix 30.711 in Effective Depth 27.500 in Clear Depth 573290 in-#Moment 64.000 in Interior Panel 9 Web Vees p Cllord: 2-LL2-l/2x.212 idg < 243" Ix= 1.219 Center: L = 32.000 Eighth: L = 32.000 g end panl: L 4:a.563 irst point: hard shear: V 8129 A= Iy= p = p = p p C Live Defl in Chord gap in Left end # SJI reaction 2.030 y 0.703 4.158 Rx 0.775 -51228 Pnx/a= -5-5045 -49060 Pnz/a= -49834 -21244 Pnx/a= -30552 -21244 Pn/a = -54813 31719 fv 7669 a:ting seats: Tag End LLV4X3X3/8 Weld 2. 58" Opposite End t Chord: 2-L L2x2x.232 Ix= 0.653 Center: L 64.000 hard shear: V = 9321 LLV4X3X3/8 Weld A= Iy= p T = 1.748 Y 2. 712 Rx 50686 Pn/a = 24674 fv 2.58" 0.585 0.611 52451 10044 2028 # Minimum Shear 698 in4 Minimum Ix L/ 263 SJI Defl 1.120 in Camber 43.563 in Right end 10114 # SJI reaction 0.000 in Opp TCX Defl Fy = 50000 Ry=l.431 M 1113 M 3466 M -5440 fc = 15624 Fy 50000 Ry 1. 246 ft = 14113 Q = 0.967 Rz = 0.493 2 No No f Q Rz f Fillers Fillers Filler = 10947 1.000 0.392 12275 Valley Joist West Page 60 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute mments: 2010 CBC (IBC2006) T93 1 -32LH06//~148 X 52' Parallel chord Longspan Standard Specifications 42nd edition 2.250 Special Crimped angle ASD. Tensile Compressive Length Area R Shear Force Allow Shear· Force Allow ·ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs ---=El W2 66.31 76.44 2-Ll-3/4x.125 0.844 0.347z ~ 23199 25313 3569 ---i3l382 10239 -Ll Vl 40. 72 40.52 1~ Ll-l/2x.109 0.315 0 .297z 537 709 9454 3217 4244 4282 -Ll W3 29.14 35.16 1-L2x2x.176 o. 673 0.394z 3031 3471 20191 8129 9308 10456 -L3 W4 46.18 44.35 1-Ll-1/2x.125 0.359 0.296z 7041 10169 10781 2565 3705 4270 -L3 V2 0.00 30.71 1-Ll-l/4x.109 0.261 0.247z 395 395 7819 2993 2993 4096 -L3 ws 46.18 44.35 1-L2x2:x;.145 0.559 0.396z 2171 3135 16769 6104 8815 9514 -LS W6 46.18 44.35 1-t1-1;2x.109 0.315 0 .297z 5167 7462 9454 1776 2565 3733 -LS V2 0.00 30. 71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3047 3047 4096 -LS W7 46.18 44.35 1-Ll-3/4x.125 0.422 0.347z 1381 1995 12656 4229 6108 6211 -L7 W8 46.18 44.35 1~ Ll-l/4x.109 0.261 0.247z 3292 4754 7819 987 1425 2156 -L7 V2 0.00 30. 71 1-Ll-l/4x.109 0.261 0.247z 395 395 7819 3080 3080 4096 -L7 W9 46.18 44.35 1-Ll-1/2x.109 0.315 0.297z 592 855 9454 2355 3400 3733 -L9 WlQ 46.18 44.35 1-Ll-1/4x.109 0.261 0.247z 2028 2929 7819 729 1053 2156 -L9 V2 0.00 30. 71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3091 3091 4096 Weld Thick X Length .13x6.2 .llxl.3 .18xl. 8 .13x2.7 . llx0. 9 .14x2.0 . llx2.3 . llx0. 9 .13xl. 6 .llxl.5 . llxl.0 • llxl.1 . llx0. 9 .llxl.0 Available Weld (in) Top/Bottm 9.0/ 6.3 3.6/ 3.4 3.8/ 3.5 3.8/ 3.6 3.0/ 2.5 4.3/ 4.1 3.8/ 3.6 3.0/ 2.5 4.1/ 3.8 3.6/ 3.3 3.0/ 2.5 3.8/ 3.6 3.6/ 3.3 3.0/ 2.5 Valley Joist West Page 61 V2.1.7.2 job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLQMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signeq per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 95 1 -32LH06//-148 x 52' 2.250 Special Crimped angle Parallel chord Longspan nd Length Depth Slope Holes Top ag 4.000 5.000 --y pp 6.000 5.000 y E iform NtUp load -148 #/ft full length iform TSJI load 313 #/ft full length iform Live load 187 #/ft full length iform Dead load 126 #/ft full length Chord Ext 0 I 1.000 JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. JI 1150# AddLoad on Bottom chord at panel points. ad 1150# AddLoad on Bottom chord at panel points. PE 2 CLIP@ 26'-0" FTE OAL SHORT BEARING TE -WELD SEAT FULL T & B TE BCX Holdback Pitch EP/#lL 72.000 72. 000 32.000 in Deep 622.250 30.698 in Effective Depth 955 in Design length in4 Ix 2028 # Minimum Shear 698 in4 Minimum Ix L/ 258 SJI Defl 27. 500 in Clear Depth L/ 56.6 Live Defl 752187 in-#Moment 1.000 64.000 in Interior Panel 43.563 in Chord gap in Left end 9 Web Vees 11264 # SJI reaction p Chord: 2-LL2-1/2x.230 A= 2.194 y idg < 244" Ix= 1.309 Center: L 32.000 Sixth: L 32.000 g end panl: L 43.563 irst point: hord shear: V 9118 aring seats: Tag End Opposite End t Chord: 2-L L2x2x.250 Ix= 0.695 Center: L 64.000 hord shear: V = 10341 Iy= 4.520 Rx p -57077 Pnx/n= p = -47417 Pnz/n= p -23580 Pnx/n= p -23580 Pn/n = C 35341 fv LLV4X3X3/8 Weld LLV4X3X3/8 Weld A == Iy= p T = 1.875 Y 2.930 Rx 56474 Pn/n = 27491 fv 0.710 0. 772 -61135 -55169 -33381 -59243 7929 2.38" 2.38" 0. 592 0.609 56250 10341 1.120 in Camber 43.563 in Right end 11264 # SJI reaction 0.000 in Opp TCX Defl Fy = 50000 Ry = 1. 435 M 1113 M 3466 M 5440 fc = 16106 Fy 50000 Ry 1. 250 ft= 14662 Q = 0.996 Rz = 0.492 6 No No f Q Rz f Fillers Fillers Filler = 11302 1.000 0.391 12676 Vall~y Joist West Page 62 V2.l.7.2 Job .#3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: signed mments: WESTFIELD CARLSBAD CARLSBAD, CA per Steel Joist Institute 2010 CBC (IBC2006) Standard Specifications 42nd edition ASD. 95 1 -32LH06//-148 X 52 I 2.250 Special Crimped angle Parallel chord Longspan Tensile Compressive Length Area R Spear Force Allow Shear Force Allow ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs -=r;r-W2L 66.32 76.44 2-Ll-3/4x.143 0.960 0.346z 10341 25748 288Q3 ~ ~ 11715 -Ll Vl 40.74 40.51 1-Ll-i/2x.109 0.315 0.297z 537 709 9454 3225 4257 4283 -Ll W3 29.15 35.15 1-L2x2x.1'76 o. 673 0.394z 3031 3471 2019.1 9118 10441 10458 -L3 W4 46.19 44.34 1-Ll-3/4x.125 0.422 0.347z 7971 11514 12656 2565 3706 6212 -L3 V2 o.oo 30.70 1-Ll-l/4x.109 0.261 0.247z 395 395 7819 3011 3011 4098 -L3 ws 46.19 44.34 1-L2x2x.156 o. 600 0.396z 2171 3136 17990 6975 10075 10372 -LS W6 46.19 44.34 1-Ll-1/2x.109 0.315 0.297z 5978 8636 9454 1776 2565 3735 -ts V2 0.,00 30.70 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3072 3072 4098 -LS W7 46.19 44.34 1-Ll-3/4x.143 0.480 0.346z 1381 1995 14402 4982 7196 7202 -L7 W8 46.19 44.34 1-Ll-l/,;lx.109 0.261 0.247z 3985 5757 7819 987' 1425 2157 -L7 V2 0.00 30.70 i-Ll-1/4x.109 0.261 0.247z 395 395 7819 3108 3108 4098 -L7 W9 46..19 44.34 i-Ll-3/4x.125 0.422 0.347z 748 1080 12656 2989 4317 6212 -L9 W10 46.19 44.34 1-Ll-1/4x.109 0.261 0.247z 2028 2930 7819 1245 1799 2157 -L9 V2 o.oo 30.70 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3120 3120 4098 Weld Thick X Length .14x6.1 . llxl.3 .18x2.0 .13x3.1 . llxO. 9 .16x2.2 .llx2.7 . llxO. 9 .14xl. 7 . llxl.8 . llxl.O .13xl. 2 .llx0.9 . llxl. 0 Available Weld (in) Top/Bottm 8.9/ 6.2 3.6/ 3.4 3.8/ 3.5 4.1/ 3.8 3.0/ 2.5 4.3/ 4.1 3.8/ 3.·6 3.0/ 2.5 4.1/ 3.8 3.6/ 3.3 3.0/ 2.5 4.1/ 3.8 3.6/ 3.3 3.0/ 2.5 Valley Joist West Page 63 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifi-cations 42nd edition ASD. mments: 2010 CBC (IBC2006) 97 1 -32LH06//-148 x 52' 2.250 Special Crimped angle Parallel chord Longspan nd .Length Depth Slope Holes Top Chord Ext ag 4.000 5.000 pp 6.000 5.000 iform NtUp load iform TSJI load iform Live load iform Dead load JI 2000# A.ddLoad ad 2000# AddLoad JI 1150# AddLoad a,d 1150# AddLoad --y y E -148 #/ft full length 313 #/ft full length 187 #/ft full length 126 #/ft full length 0' 1. 000 on Top chord at panel points. on Top chord at panel points. on Bottom chord at panel points. on Bottom chord at panel points. BCX Hold,back Pitch EP/#lL 72. 000 72. 000 TC cone loads: Load Spacing Location Point Type 850 23'5-1/8 28'9-1/8 PE 2 CLIP@ 26'-0" FTE OAL 23'5-1/8 SHORT BEARING TE~ WELD SEAT FULL T & B TE 08 TSJI, Dead 32.000 in Deep 622.250 30. 580 in Ef.fective Depth 1026 in Design in4 Ix Live Defl length 2135 # Minimum Shear 698 in4 Minimum Ix 27.000 in Clear Depth L/ 608 870815 in-#Moment 1.000 64.000 in Interior Panel 43.563 in Chord gap in Left end 9 Web Vees 11732 # SJI reaction p Chord: 2-LL2-1/2x.250 A= 2.375 y idg < 245" Ix= 1. 406 Center: L 32.000 Eighth: L 32.0Q0 g end panl: L 43.563 irst point: hord shear: V 9587 aring seats: Tag End Opposite End t Chord: 2-LL2-l/2x.212 Ix= 1.219 Center: L 64.000 hord shear: V = 10810 Iy= 4.924 Rx p -61179 Pnx/g= p -58663 Pnz/g= p -24745 Pnx/g= p -24745 Pn/g = C 37304 fv LLV4X3X3/8 Weld LLV4X3X3/8 Weld A= Iy= p T = 2.030 Y 4.158 Rx 60971 Pn/g = 28933 fv 0. 717 0. 769 -663-S8 -59849 -36102 -64125 7670 2. 31" 2.29" 0.703 0.775 60903 10198 L/ 261 SJI Defl 1.120 in Camber 43.563 ip Right end 11645 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1. 440 M 1113 M 3466 M 5440 fc = 15707 Fy 50000 Ry 1. 431 ft= 14252 Q = 1.000 Rz = 0.491 2 No No f Q Rz f Fillers Fillers Filler = 10977 0.967 0.493 12441 Valley Joist West Page 64 V2 .1. 7. 2 Job #3V00584 -By Ji3 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 97 1 -32LH06/i-148 X 52' 2.250 Special Crimped angle Paraliel chord Longspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) :ation Web Slope in ~ Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottrn -::.:r;r-W2L 66.40 76.39 2-Ll-3/4x.143 0.960 0.346z 10810 27003 28803 3569 ~ 11727 .14x6. 4 8.8/ 8.8 -Ll Vl 40.84 40.42 1-Ll-1/2x.109 0.315 0.297z 537 710 9454 3230 4269 4296 . llxl.3 3.6/ 4.0 -Ll W3 29.25 35.05 1-L2x2x.187 o. 713 0.394z 3031 3474 21391 9587 1:0988 11627 .19x2.0 3.8/ 4.1 -L3 W4 46.30 44 .26 i-Ll-3/4x.125 0.422 0.347z 8440 12216 12656 2565 3713 6226 .13x3.3 4.1/ 4.5 -L3 V2 0.00 30.58 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3021 3021 4118 • llxO. 9 3.0/ 3.0 -L3 W5 46.30 44.26 1-L2x2x.163 o. 625 0.395z 2171 3142 18763 7443 10774 10930 .16x2.2 4.3/ 4.8 -L5 W6 46.30 44.26 1~ Ll-l/2x.109 0.315 0. 297z 6447 9331 9454 1776 2571 3746 . llx2. 9 3.8/ 4.3 -L5 V2 o.oo 30.58 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3087 3087 4118 . llxi.o 3.0/ 3.0 -L5 W7 46.30 44.26 1-L2x2x.125 0.484 0.398z 1381 1999 14531 5450 7889 7923 .13x2 .1 4.3/ 4.8 ~L7 W8 46.30 44.26 1-Ll-l/4x.109 0.261 0.247z 4454 6447 7819 987 1428 2165 . llx2. 0 3.6/ 4.0 -L7 V2 o.oo 30.58 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3128 3128 4118 .llxl.O 3.0/ 3.0 -L7 W9 46.30 44.26 1-Ll-3/4x.125 0.422 0.347z 592 857 12656 3457 5004 6226 .13xl.3 4.1/ 4.5 -L9 WlOL 46.30 44.26 1-Ll-1/2x.109 0.315 0.297z 1611 2332 9454 2135 3090 3746 .llxl.O 3.8/ 4.3 -L9 V2 o.oo 30.58 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3140 3140 4118 • llxl. 0 3.0/ 3.0 -L9 WlOR 46.30 44 .26 1-Ll-l/4x.109 0.261 0.247z 2374 3436 7819 864 1251 2165 . llxl.1 3.6/ 4.0 -Lil W9 46.30 44.26 1-Ll-3/4x.125 0.422 0.347z 592 857 12656 3370 4878 6226 .13xl.3 4.1/ 4.5 -Lll V2 0.00 30.58 1-Ll-l/4x.109 0.261 0.247z 395 395 7819 3124 3124 4118 . llxl.O 3.0/ 3.0 -Lll W8 46.30 44.26 1-Ll-1/4x.109 0.261 0.247z 4367 6320 7819 987 1428 2165 . llx2. 0 3.6/ 4.0 -Ll3 W7 46.30 44.26 1-L2x2x.125 0.484 0.398z 1381 1999 14531 5363 7763 7923 .13x2.1 4.3/ 4.8 -L13 V2 o.oo 30.58 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3084 3084 4118 . llxl.O 3.0/ 3.0 -L13 W6 46.30 44.26 1-Ll-l/2x.109 0.315 0.297z 6360 9205 9454 1776 2571 3746 • llx2. 8 3.8/ 4.3 -L15 W5 46.30 44.26 1-L2x2x.163 0. 625 0.395z 2171 3142 18763 7356 10647 10930 .16x2.2 4.3/ 4.8 -t15 V2 0.00 30.58 1-Ll-l/4x.109 0.261 0.247z 395 395 7819 3019 3019 4118 .llxO. 9 3.0/ 3.0 -L15 W4 46.30 44.26 1-Ll-3/4x.125 0.422 0.347z 8352 12090 12656 2565 3713 6226 .13x3.3 4.1/ 4.5 -L17 W3 29.25 35.05 1-L2x2x.187 0. 713 0 .394z 3031 3474 21391 9500 10888 11627 .19x2.0 3.8/ 4.1 -L17 Vl 40.84 40.42 1-Ll-l/2x.109 0.315 0.297z 537 710 9454 3229 4268 4296 • llxl.3 3.6/ 4.0 -L17 W2R 66.40 76.39 2-Ll-3/4x.143 0.960 0.346z 10722 26785 28803 3569 8914 11727 .14x6.3 8.8/ 8.8 Valley Joi~t West Page 65 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 99 1 ~ 32LH06//-148 x 52' 2.250 Special Crimped ang],e Parallel chord Longspan nci Length Depth Slope Holes Top ---ag 6.000 5.000 y pp 6.000 5.000 y E iform NtUp load -148 #/ft full length iform TSJI load 313 #/ft full length iform Live load 187 #/ft full length iform Dead load 126 #/ft full length Chord Ext 0' 1.000 JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. JI 8_50# AddLoad on Bottom chord at panel points. ad 850# AddLoad on Bottom chord at panel points. BCX Holdback Pitch EP/#lL 72. 000 72. 000 PE 2 CLIP@ 26'-0" FTE OAL 32.000 in Deep 30.698 in Effective Depth 27.500 in Clear Depth 705518 in-#Moment 622.250 955 L/ 566 1.000 43.563 10964 in Design in4 Ix Live Defl length 2028 # Minimum Shear 698 in4 Minimum Ix 64.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-1/2x.230 idg < 244" Ix= 1.309 Center: L 32.000 Eighth: L 32.000 g end panl: L 43.563 irst point: hard shear: V 8860 A= Iy= p p p p C in Chord gap in Left end # SJI reaction 2.194 y 0.710 4.520 Rx 0.172 -555.57 Pnx/c= -61135 -53206 Pnz/c= -55169 -22973 Pnx/c= -33381 -22973 Pn/c = ~59243 34399 fv 7705 aring seats: Tag End LLV4X3X3/8 Weld 2. 38" ·opposite ·End LLV4X3X3/8 Weld 2. 38" t Chord: 2-L L2x2x.250 A == 1. 875 y 0.592 Ix= 0.695 Iy= 2.930 Rx 0.609 Center: L 64.000 p 54969 Pn/c 56250 hard shear: V = 10075 T = 26759 fv 10075 L/ 264 SJI Defl 1.120 in Camber 43.563 in Right end 10964 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Q = 0. 996 Ry 1. 435 Rz = 0.492 M 1113 2 Fillers No Fillers M 3466 No Filler M 5440 fc = 15677 f = 10991 Fy 50000 Q 1.000 Ry 1.250 Rz 0.391 ft= 14271 f 1234·6 Valley Joist West Page 66 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 sto~er: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 99 1 --32LH06//-148 X 52' 2.250 Special Crimped angle Parallel chord Longspan Tensile Compressive Length Area R Shear Force Allow Shear Force Allow ·ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs --::y;-r-W2 66.32 76.44 2-I,l-3/4x.143 0.960 0.346z 10075 25085 28803 3569 ~ 11715 -Ll Vl 40.74 40.51 1-Ll-l/2x.109 0.3·15 0.297z 537 709 9454 3223 4254 4283 -Ll W3 29.15 35.15 1.-L2x2x.176 o. 6'73 0.394z 3031 3471 20191 8860 10146 10458 -L3 W4 46.19 44.34 1-Ll-3/4x.125 0.422 0.347z 7729 11164 12656 2565 3706 6212 -L3 V2 0.00 30. 70 1-Ll-l/4x.109 0.261 0.247z 395 395 7819 3006 3006 4098 -L3 ws 46.19 44.34 1-L2x2x.156 0.600 0.396z 2171 3136 17990 6748 9747 10372 -LS W6 46.19 44.34 i-Ll-l/2x.109 0.315 0.297z 5767 8330 9454 1T76 2565 3735 -LS V2 0.00 30.70 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3065 3065 4098 -L5 W7 46.19 44.34 1-Ll-3/4x.143 0.480 0.346z 1381 1995 14402 4785 6913 7202 -L7 W8 46.19 44.34 1-Ll-l/4x.109 0.261 0.247z 3804 5495 7819 987 1425 2157 -L7 V2 0.00 30.70 1-Ll-l/4x.109 0.261 0.247z 395 395 7819 3101 3101 4098 -L7 W9 46.19 44.34 1-Ll-1/2x.125 0.359 0.296z 629 908 10781 2823 4078 4272 -L9 WlO 46 •. 19 44.34 1-Ll-1/4x.109 0.261 0.247z 2028 2930 7819 1111 1604 2157 -L9 V2 o.oo 30.70 1-Ll-l/4x.109 0.261 0.247z 395 395 7819 3112 3112 4098 Weld Thick X Length .14x5.9 .llxl.3 .18xl. 9 .13x3.0 .llx0.9 .16x2.1 .llx2. 6 . llxO. 9 .14xl. 6 .llxl. 7 .llxl.O .13xl. l .llx0.9 • llxl. 0 Available Weld (in) Top/Bottm 8.9/ 6.2 3.6/ 3.4 3.8/ 3.5 4.1/ 3.8 3.0/ 2.5 4.3/ 4.1 3.8/ 3.6 3.0/ 2.5 4.1/ 3.8 3.6/ 3.3 3.0/ 2.5 3.8/ 3.6 3.6/ 3.3 3.0/ 2.5 Valley Joist West Page 67 V2.l.7.2 Job #3V00584 ~ By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standgrd Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 101 2 -32LH06//-148 x 51'11.500 Special Crimped angle Parallel chord Longspan nq Length ag 6.000 pp 4. 000 Depth 5.000 5.000 Holes ----y y Top Chord Ext iform NtUp load -148 #/ft full length iform TSJI load 315 #/ft full length iform Live load 189 #/ft full length ±form Dead load 126 #/ft full length JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. PE 2 CLIP@ 26'-0" FTE OAL SHORT BEARING RE -WELD SEAT FULL T & B RE BCX Holdback Pitch EP/#lL 72. 000 72.000 32.000 in Deep 619.500 in Design length 2036 # Minimum Shear 698 in4 Minimum Ix L/ 264 SJI Defl 30.711 in Effective Depth 888 in4 Ix 27.500 in Clear Depth L/ 527 Live Defl 570861 in-#Moment 1.000 in Chord gap 64.000 in Interior Panel 42.875 in Left end 9 Web Vees 10143 # SJI reaction p Chord: 2-LL2-l/2x.212 A= 2.030 y idg < 243" Ix= 1.219 Iy= 4.158 Rx Center: L 32.000 p -51149 Pnx/a= Eighth: L -32.000 p -48965 Pnz/a= g end panl: L 42.875 p -21319 Pnx/a= irst point: p -21319 Pn/a = hord shear: V 8175 C 31497 fv aring seats: Tag End LLV4X3X3/8 Weld Opposite End LLV4X3X3/8 Weld t Chord: 2-L L2x2x.232 Ix= 0.653 Center: L 64.000 hord shear: V = 9353 A= Iy= p - T = 1. 748 Y 2. 712 Rx 50603 Pn/a = 24400 fv 0.703 0.775 -55045 -49834 -31084 -54813 7713 2.59" 2.59" 0.585 0. 611 52451 10079 1.110 in Camber 42,875 in Right end 10143 # SJI reaction Fy = 50000 Ry 1. 431 M 1122 M 3388 M 5306 fc = 15515 Fy 50000 Ry 1.246 ft = 13956 Q = 0.967 Rz = 0.493 2 No No f Q Rz f Fillers Fillers Filler = 10939 1.000 0.392 12259 Valley Joist West Page 68 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute mments: 2010 CBC (IBC2006) Standard Specifications 42nd edition ASD. 101 2 -32LH06//-148 X 51' 11. 500 Special Crimped angle Parallel chord Longspan Tensile Compressive Length Area R Shear Force Allow Shear Force Allow :ation Web Slope in Member in2 in lbs lbs ,lbs lbs lbs lbs ---=u-W2L 66.31 76.44 2-Ll-3/4x.125 0.844 0.347z 9353 23280 25313 3556 7l85I '10239 -Ll Vl 41.45 4·0.98 1-Ll-1/2x.125 0.359 0.296z 529 706 10781 3207 4279 4862 -Ll W3 27.1:5 34.51 1-'-L2x2x.163 o. 625 0.395z 3027 3402 18763 8175 9188 9210 -L3 W4 46.18 44.35 1-Ll-l/2x.125 0.359 0.296z 7088 10236 10781 2565 3705 4270 -L3 V2 0.00 30.71 1-Ll-l/4x.l09 0.261 0.247z 395 395 7819 2999 2999 4096 -L3 ws 46.18 44.35 1-L2x2x.145 0.559 0.396z 2171 3135 16769 6143 8872 951:4 -LS W6 46.18 44.35 1-Ll-l/2x.109 0.315 0.297z 5199 7508 9454 1776 2565 3733, ~LS V2 0.00 30. 71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3053 3053 4Q96 -LS W7 46.18 44.35 1-Ll-3/4x.125 0.422 0.347z 1381 1995 12656 4254 6144 6211 ~L7 ws 46. rs 44.35 1-Ll-l/4x.109 0.261 0.247z 3310 4780 7819 987 1425 2156 -L7 V2 0.00 30.71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3086 3086 4096 -L7 W9 46.18 44.35 1~ Ll-i/2x.109 0.315 0 .297z 592 855 9454 2365 3416 3733 -L9 Wl0 46.18 44.35 1-Ll~l/4x.109 0.261 0.247z 2036 2940 7819 729 1052 2156 -L9 V2 o.oo 30. 71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3097 3097 4096 Weld Thick X Length .13x6.3 .13xl.2 .16xl.9 .13x2.8 . llx0. 9 .14x2.1 . llx2 .3 .llx0. 9 .13xl. 7 .llxl.5 . llxl.0 .llxl.1 .llx0.9 .llxl.0 Available Weld (in) Top/Bottm 9.0/ 6.3 3.6/ 3.4 3.8/ 3.5 3.8/ 3.6 3.0/ 2.5 4.3/ 4.1 3.8/ 3.6 3.0/ 2.5 4.1/ 3.8 3.6/ 3.3 3.0/ 2.5 3.8/ 3.·6 3.6/ 3.3 3.0/ 2.5 Valley Joist West Page 69 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 103 7 -32LH06//-148 x 51'11.500 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6. 000 Depth 5.000 5.000 Slope Holes --y y Top Chord Ext iform NtUp load iform TSJI load iform Live load iform Dead load JI 2000# AddLoad ad 2000# AddLoad -148 #/ft full length 315 #/ft full length 189 #/ft full length 126 #/ft full length Qn Top chord at panel points. on Top chord at panel points. B.CX ffoldback Pitch EP/#lL 1Z.000 72. 000 TC cone loads: ~oad Spacing Location 44'7-3/4 7'3-3/4 7500 44'7-3/4 Point Ul6 Type Equk PE 2 CLIP@ 26'-0" FTE OAL 32.000 in Deep 30.711 in Effective Depth 27.500 in Clear Depth 570861 in-#Moment 619.500 888 L/ 527 1.000 42.875 10143 in Design length in4 Ix 2036 698 L/ 264 1.110 42.875 10143 # Minimum Shear in4 Minimum Ix SJI Defl 64.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-l/2x.212 A= idg < 243" Ix= 1.219 Iy= Center: L -32.000 p Eighth: L 32.000 p = g end panl: L 42.875 p irst point: p hord shear: V 8175 C Live Defl in Chord gap in Left end # SJI reaction 2.030 y 0.703 4.158 Rx 0.775 -51149 Pnx/~= -55045 -48965 Pnz/c= -49834 -21319 Pnx/c= -31084 -21319 Pn/c = -54813 31497 fv 7713 aring seats: Tag End LLV4X3X3/8 Weld 2.59" Opposite End t Chord: 2-L L2x2x.232 Ix= 0.653 Center: L 64.000 hord shear: V = 9353 LLV4X3X3/8 Weld A= Iy= p T = 1. 748 Y 2. 712 Rx 50627 Pn/a = 24400 fv 3. 29" 0.585 0. 611 52451 10079 in Camber in Right end # S.JI reaction Fy = 50000 Ry= 1.431 M 1122 M 3388 M 5306 fc = 15515 Fy 50000 Ry 1.246 ft= 13956 Q = 0. 967 Rz = 0.493 4 No No f Q Rz f Fillers Fillers Filler = 10939 1.000 0.392 12259 Valley Joist West Page 70 V2.1.7.2 job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 ,CBC (IBC2006) 103 7 -32LH06//-148 X 51' 11. 500 Special Crimped angle Parallel chord Longspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ·ation Web Slope in Member in2 in lbs Ibs lbs lbs lbs lbs Length Top/Bottm -=r;r-W2L 66.31 76.44 2-Ll-3/4x.125 0.844 0.347z ·9353 23280 25313 ""'7556 ---wsr 10239 .13x6. 3 9.0/ 6.3 -Ll Vl 41.45 40.98 1-Ll-1/2x.125 0.359 0.296z 529 706 10781 3207 4279 4862 .13xl.2 3.6/ 3.4 -Ll W3L 27.15 34.51 1-L2x2x.163 o. 625 0.395z 3027 3402 18763 8175 9188 9210 .16xl.9 3.8/ 3.5 -L3 W4 46.18 44.35 1-Ll-1/2x.125 0.359 0.296z 7088 10236 10781 2565 3705 4270 .13x2.8 3.8/ 3.6 -L3 V2 o.oo 30. 71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 2999 2999 4096 .11x6. 9 3.0/ 2.5 -L3 ws 46.18 44.35 1-L2x2x.145 0.559 0.396z 2171 3135 16769 6143 8872 9514 .14x2.1 4.3/ 4.1 -LS W6 46.18 44.35 1-Ll-1/2x.109 0.315 0.297z 5199 7508 9454 1776 2565 3733 .llx2.3 3.8/ 3.6 -LS V2 o.oo 30.71 1-Ll-1/4x.109 0.2.61 0.247z 395 395 7819 3053 3053 4096 • llx0. 9 3.0/ 2.5 -LS W'J 46.18 44.35 1-Ll-3/4x.143 0.480 0.346z 1381 1995 14402 4362 6300 7200 .14xl.5 4.1/ 3.8 -L7 w8 46.18 44.35 1-Ll-1/4x.109 0.261 0.247z 3544 5118 7819 987 1425 2156 .llxl. 6 3.6/ 3.3 -L7 V2 0.00 30. 71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3086 3086 4096 .llxl.0 3.0/ 2.5 ~L7 W9 46.18 44.35 1-Ll-1/2x.125 0.359 0.296z 1016 1467 10781 2726 3937 4270 .13xl.1 3.8/ 3.6 -L9 Wl0 46.18 44.35 1-Ll-1/4x.109 0.261 0.247z 2036 2940 7819 1455 2102 2156 .llx0.9 3.6/ 3.3 -L9 V2 0.00 30.71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3097 3097 4096 . llxl. 0 3.0/ 2.5 -L9 Wl0 46.18 44.35 1-Ll-1/4x.109 0.261 0.247z 2036 2940 7819 1455 2102 2156 . llx0. 9 3.6/ 3.3 -Lll W9 46.18 44.35 1-Ll-1/2x.125 0.359 0.296z 1016 1467 10781 2726 3937 4270 .13xl.1 3.8/ 3.6 -Lll V2 o.oo 30. 71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3090 3090 4096 .llxl.0 3.0/ 2.5 ~Lll w0 46.18 44.35 1-Ll-l/4x.109 0.261 0.247z 3544 5118 7819 987 1425 2156 .llxl. 6 3.6/ 3.3 -L13 W7 46.18 44.35 J:-Ll-3/4x.143 0.480 0.346z 1381 1995 14402 4362 6300 7200 .14xl. 5 4.1/ 3.8 -L13 V2 0.00 30.71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3067 3067 4096 .llx0.9 3.0/ 2.5 -L13 W6 46.18 44.35 1-Ll-1/2x.109 0.315 0.297z 5199 7508 9454 1776 2565 3733 .llx2.3 3.8/ 3.6 -L15 ws 46.18 44.35 1-L2x2x.145 0.559 0.396z 2171 3135 16769 6143 8872 9514 .14x2.1 4.3/ 4.1 -L15 V2 0.00 30. 71 1-Ll-1/ 4x.109 0.261 0.247z 395 395 7819 3025 3025 4096 . llx0. 9 3.0/ 2.5 -L15 W4 46.18 44.35 1-Ll-1/2x.125 0.359 0.296z 7088 10236 10781 2565 3705 4270 .13x2.8 3.8/ 3.6 -L17 W3R 27.15 34.51 2-Ll-1/2x.109 0. 630 0.297z 3112 3498 18907 10632 11948 13689 . llx3. 7 5.7/ 4.6 -L17 Vl 41.45 40.-98 1-i.1-1;2x.125 0.359 0.296z 529 706 10781 3227 4305 4862 .13xl.2 3.6/ 3.4 -L17 W2R 66.31 76.44 2-L2x2x.163 1.251 0.395z 11640 289'73 37526 3556 8851 18627 .16x6.0 8.7/ 6.2 Valley Joist We_st Page 71 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER ojec;:t: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 105 1 -32LH06//-148 x 51'11.500 Special Crimped angle Parallel chord Longspan n.d Length ag 4. 000 pp 4.000 Depth 5.000 5.000 Holes --y Top Chord Ext y iform NtUp load -148 #/ft full length iform TSJI load 315 #/ft fuil length iform Live load 189 #/ft full length iform Dead load 126 #/ft full length iform NtUp load -66 #/ft from 0'0" to JI 2000# AddLoad on Top chord at panel ad 2000# AddLoad on Top chord at panel PE 2 CLIP@ 26'-0" FTE OAL 16' 5" points. points. SHORT BEARING BE -WELD SEAT FULL T & B BE BCX Holdback Pitch EP/#lL 72. 000 72.000 32.000 in Deep 619.500 30.711 in Effective Depth 888 in DE:isign in4 Ix Live Defl length 203.6 # Minimum Shear 698 in4 Minimum Ix 27.500 in Clear Depth L/ 527 570861 in-#Moment 1. 000 64.000 in Interior Panel 42.875 in Chord gap in Left end 9 Web Vees 10143 # SJI reaction p Chord: 2-LL2-1/2x.212 A= 2.030 y idg < 243 '' Ix= 1.219 Iy= 4.158 Rx Center: L 32.000 P = -51149 Pnx/c= Eighth: L 32.000 p = -48965 Pnz/c= g end panl: L 42.875 p -21319 Pnx/c= irst point: p -21319 Pn/c = hard shear: V 8175 C 31497 fv aring seats: Tag End LLV4X3X3/8 Weld Opposite End LLV4X3X3/8 Weld t Chord: 2-L L2x2x.232 Ix= 0.653 Center: L 64.000 hard shear: V = 9353 A= Iy= p T = 1. 748 Y 2. 712 Rx 50603 Pn/c = 24400 fv 0.703 0.775 -55045 -49834 -31084 -54813 7713 2.59" 2.59" 0.585 0.611 52451 10079 L/ 264 SJI Defl 1. 110 in Camber 42.875 in Right end 10143 # SJI react~on Fy 50000 Ry 1.431 M 1122 M 3388 M 5306 fc = 15515 Fy 50000 Ry 1.246 ft= 13956 Q = 0. 967 Rz = 0.493 2 No No f Q Rz f Fillers Fillers Filler = 10939 1.000 0.392 12259 Valley Joist West Page 72 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N .. LIND~N AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 105 1 -32LH06//-148 X 51 '11. 500 Special Crimped angle Parallel chord Longspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) :ation Web Slope in .Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm -=r;r-W2L 66.31 76.44 2-Ll-3/4x.143 0.960 0.346z 9353 23280 28803 ~ 10806 11713 .14x5.5 9.0/ 6.3 -Ll Vl 41.45 40.98 1-Ll-1/2x.125 0.359 0.296z 765 1020 10781 3207 4279 4862 .13xl.2 3.6/ 3.4 -Ll W3 27.15 34.51 1-L2x2x.163 o. 625 0.395z 3577 4020 18763 8175 9188 9210 .16xl. 9 3.8/ 3.5 -L3 W4 46.18 44.35 1-Ll-1/2x.125 0.359 0.296z 7088 10236 10781 2909 4202 4270 .13x2.8 3.8/ 3.6 -L3 V2 0.00 30.71 1-Ll-1/4x.109 0.261 0.247z 571 571 7819 2999 2999 4096 . llxO. 9 3.0/ 2.5 -L3 W5 46.18 44.35 1-L2x2x.145 0.559 0.396z 2339 3378 16769 6143 8872 9514 .14x2.1 4.3/ ii.1 -LS W6 46.18 44.35 1-Ll-1/2x.109 0.315 0 .297z 5199 7508 9454 1768 2553 3733 .11x2.3 3.8/ 3.6 -LS V2 o.oo 30. 71 1-Ll-1/4x.109 0.261 0.247z 556 556 7819 3053 3053 4096 . llxO. 9 3.0/ 2.5 -LS W7 46.18 44.35 1-tl-3/4x.125· 0.422 0.347z 1213 1751 12656 4254 6144 6211 .13xl. 7 4.1/ 3.8 -L7 W8 46.18 44.35 1-L1-1/4x.109 0.261 0.247z 3310 4780 7819 818' 1181 2156 .llxl.5 3.6/ 3.3 -L7 V2 0.00 30.71 1-Ll-1/4x.109 0.261 0.247:z 395 395 7819 3086 3086 4096 .llxl.O 3.0/ 2.5 -L7 W9 46.18 44.35 1-Ll-1/2x.109 0.315 0.297z 423 611 9454 2365 3416 3733 .llxl.1 3.8/ 3.6 -L9 WlO 46.18 44.35 1-Ll-l/4x.109 0.261 0.247z 2036 2940 7819 729 1052 2156 . llxO. 9 3.6/ 3.3 -L9 V2 0.00 30. 71 1-Ll-1/4x.109 0.261 0. 247z 395 395 7819 3097 309.7 4096 . llxl. 0 3.0/ 2.5 -L9 WlO 46.18 44.35 1-Ll-1/4x.109 0.261 0.247z 2036 2~40 7819 729 1052 2156 . llxO. 9 3.6/ 3.3 -Lri W9 46.18 44.35 1-Ll-1/2x.109 0.315 0.297z 761 1099 9454 2365 3416 3733 .llxl.1 3.8/ 3.6 -Lll V2 0.00 30. 71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3086 3086 4096 .llxl.O 3.0/ 2.5 -Lll W8 4'6.18 44.35 1-Ll-l/4x.109 0.261 0.247z 3310 4780 7819 1155 1669 2156 • llxl.5 3.6/ 3.3 -L13 W7 46.18 44.35 1-Ll-3/4x.125 0.422 0.347z 1550 2239 12656 4254 6144 6211 .13xl. 7 4.1/ 3.8 -L13 V2 0.00 30. 71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3053 3053 4096 .llx0.9 3.0/ 2.5 -L13 W6 46.18 44.35 1-Ll-1/2x.109 0.315 0. 297z 5199 7508 9454 1945 2809 3733 .llx2.3 3.8/ 3.6 -L15 'WS 46.18 44.35 1-L2x2x.145 0.559 0.396z 2339 3379 16769 6143 8872 9514 .14x2.1 4.3/ 4.1 -LlS V2 0.00 30. 71 1-Ll-t/4x.109 0.261 0.247z 395 395 7819 2999 2999 4096 . llxO. 9 3.0/ 2.5 -L15 W4 46.18 44.35 1-Ll-1/2x.125 0.359 0.296z 7088 10236 10781 2734 3949 4270 .13x2.8 3.8/ 3.6 -Ll 7 W3 27.15 34.51 1-L2x2x.163 0.625 0.395z 3196 3592 18763 8175 9188 9210 .16xl. 9 3.8/ 3.5 -L17 Vl 41.45 40.98 1-Ll-1/2x.125 0.359 0.296z 529 706 10781 3207 4279 4862 .13xl.2 3.6/ 3.4 ~L17 W2R 66.31 76.44 2-Ll-3/4x.125 0.844 0.347z 9353 23280 25313 3725 9271 10239 .13x6.3 9.0/ 6.3 Valley Joist West Page 73 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: ' WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD . .mments: 2010 CBC (IBC2006) 107 1 -32LH06//-148 x 52' 2.500 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 4.000 Qepth 5.000 5.000 Sl_ope Holes --y Top Chord Ext y iform NtUp load -148 #/ft full length iform TSJI load 313 #/ft full length iform Live load 187 #/ft full length iform Dead load 126 #/ft full length iform NtUp load -66 #/ft from 0'0" to JI 2000# AddLoad on Top chord at panel ad 2000# AddLoad on Top chord at panel PE 2 CLIP@ 26'-3" FTE OAL 16' 5" points. points. SHORT BEARING RE -WELD SEAT FULL T & B RE BCX Holdback Pitch EP/#lL 72. 000 72. 000 32.000 in Deep 622.500 30.711 in Effective Depth 888 in Design in4 Ix Live Defl length 2028 # Minimum Shear 699 in4 Minimum Ix 27.500 in Clear Depth L/ 526 573505 .in-#Moment 1. 000 64.000 in Interior Panel 43.625 in Chord gap in Left end 9 Web Vees 10111 # SJI reaction p Chord: 2-LL2-1/2x.212 A= 2.030 y idg < 243" Ix= 1.219 Iy= 4.158 Rx Center: L 32.000 p -51235 Pnx/c= Eighth:. L 32.000 p -49069 Pnz/c= g end panl: L 43.625 p -21237 Pnx/c= irst point: p -21237 Pn/c = hord shear: V 8125 C 31739 fv aring seats: Tag End LLV4X3X3/8 Weld Opposite End LLV4X3X3/8 Weld t Chord: 2-L L2x2x.232 :tx= 0.653 Center: L 64.000 hord shear: V = 9318 A= Iy= p T = 1. 748 Y 2. 712 Rx 50694 Pn/c = 24699 fv 0.703 0.775 -55045 -49834 -30503 -54813 7665 2.58" 2. 58" 0.585 0. 611 52451 10040 L/ 263 SJI Defl 1.121 in Camber 43.625 in Right end 10111 # SJI reaction Fy = 50000 Ry=l.431 M 1112 M 3473 M 5452 fc = 15634 Fy 50000 Ry 1.246 ft= 14127 Q = 0. 967 Rz = 0.493 2 No No f Q Rz f Fillers Fillers Filler = 10948 1. 000 0.392 12276 Valley Joist West Page 74 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT·: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 107 1 -32LH06//-148 X 52' 2.500 Special Crimped angle Parallel chord Longspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm -=r;r-W2L 66.31 76.44 2-Ll-3/4x.143 0.960 0.346z 9318 23191 28803 ~ 10838 11713 .14x5.5 9.0/ 6.3 -Ll Vl 40.66 40.48 1-Ll-l/2x.109 0.315 0. 297z 778 1025 9454 321:7 4241 4288 .llxl.3 3.6/ 3.4 -Ll W3 29.32 35.22 1-L2x2x.176 o. 673 0. 394z 3576 4102 20191 8125 9319 10449 .18xl. 8 3.8/ 3.5 -L3 W4 46.18 44.35 1-Ll-1/2x.125 0.359 0.296z 7037 10163 10781 2902 4191 4270 .13x2.7 3.8/ 3.6 -L3 V2 0.00 30. 71 1-Ll-l/4x.109 0.261 0.247z 571 571 7819 2993 2993 4096 .llx0.9 3.0/ 2.5 -L3 W5 46.18 44.35 1-L2x2x.145 0.559 0.396z 2331 3367 16769 6100 8810 9514 .14x2.0 4.3/ 4.1 -ts W6 46.18 44.35 1-Ll-l/2x.109 0.315 0. 297z 5164 7457 9454 1761 2543 3733 .llx2.3 3.8/ 3.6 -L5 V2 o.oo 30. 71 1-Ll-l/4x.109 0.261 0.247z 547 ·547 7819 3047 3047 4096 .. llxO. 9 3.0/ 2.5 -L5 W7 46.18 44.35 1-Ll-3/4x.125 0.422 0.347z 1213 1752 12656 4227 6105 6211 .13xl. 6 4.1/ 3.8 -L7 W8 46.18 44.35 1-Ll-1/4x.109 0.261 0.247z 3290 4752 7819 819 1182 2156 .llxl.5 3.6/ 3.3 -L7 V2 0.00 30.71 1~ Ll-1/4x.109 0.261 0.247z 395 395 7819 3079 3079 4096 .llxl.O 3.0/ 2.5 -L7 W9 46.18 44.35 1-Ll-1/2x.109 0.3i5 0.297z 424 612 9454 2354 3399 3733 . llxl.1 3.8/ 3.6 -L9 WlO 46.18 44.35 1-Ll-1/4x.109 0.261 0.247z 2028 2928 7819 729 1053 2156 .llx0.9 3.6/ 3.3 ~L9 V2 0.00 30. 71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3090 3090 4096 . llxl. 0 3.0/ 2.5 -L9 WlO 46,18 44.35 1-Ll-1/4x.109 0.261 0.247z 2028 2928 7819 729 1053 2156 • llxO. 9 3.6/ 3.3 -Lll W9 46.18 44.35 1-Ll-1/2x.109 0.315 0.297z 760 1098 9454 2354 3399 3733 . llxl.1 3.8/ 3.6 -Lll V2 0.00 30.71 i-tl-l/4x.109 0.261 0.247z 395 395 7819 3079 3079 4096 . llxl.O 3.0/ 2,5 -Lll W8 46.18 44.35 1-Ll-1/4x.109 0.261 0.247z 3290 4752 7819 1155 1668 2156 .llxl.5 3.6/ 3.3 -L13 W7 46.18 44.35 1-Ll-3/4·x.125 0. 422 0.347z 1549 2237 12656 '4227 6105 6211 .13xl. 6 4.1/ 3.8 -L13 V2 b.oo 30. 71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3047 304·7 4096 .llx0.9 3.0/ 2.5 -L13 W6 46.18 44.35 1-Ll-1/2x.109 0.315 o.297z 5164 7457 9454 1944 2807 3733 • llx2. 3 3.8/ 3.6 -L15 W5 46.18 44.35 1-L2x2x.145 0.559 0.396z 2339 3377 16769 6100 8810 9514 .14x2.0 4.3/ 4.1 --L15 V2 0.00 30. 71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 2993 2993 4096 .llxO. 9 3.0/ 2.5 -Ll5 W4 46.18 44.35 1-Ll-1/2x.125 0.359 0.296z 7037 10163 10781 2733 3947 4270 .13x2.7 3.8/ 3.6 -L17 W3 29.32 35.22 1-L2x2x.176 o. 673 0.394z 3200 3670 20191 8125 9319 10449 .18xl. 8 3.8/ 3.5 -L17 Vl 40.66 40.48 1-Ll-1/2x.109 0.315 0·.297z 538 709 9454 3217 4241 4288 . llxl.3 3. 6/ 3. 4 -L17 W2R 66.31 76.44 2-Ll-3/4x.125 0.844 0.347z 9318 23191 25313 3738 9303 10239 .13x6.2 9.0/ 6.3 Valley Joist West Page 75 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER eject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 109 2 -32LH06//-148 x 52' 0.750 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 4.000 Depth 5.000 5.000 Holes --y Top Chord Ext E 0' 4.000 y iform NtUp load -148 #/ft full length iform TSJI load 314 #/ft full length iform Live load 188 #/ft full length iform Dead load 126 #/ft full length iform NtUp load -66 #/ft from 0'0" to JI 2000# AddLoad on Top chord at panel ad 2000# AddLoad on Top chord at panel PE 2 CLIP@ 26'-5" FTE OAL 16'5" points. points. SHORT BEARING RE -WELD SEAT FULL T & B RE BCX Holdback Pitch EP/#11 72. 000 72.000 32.000 in Deep 62.0.750 30.711 in Effective Depth 888 in Design in4 Ix Live Defl length 2032 # Minimum Shear 698 in4 Minimum Ix 27.500 in Clear Depth L/ 527 571981 in-#Moment 1.000 64.000 in Interior Panel 43.188 in Chord gap in Left end 9 Web Vees 10130 # SJI reaction in Tag TCX Defl 0.000 p .Chord: 2-LL2-l/2x.212 A 2.030 y idg < 243" Ix= 1.219 Iy= 4.158 Rx Center: L 32.000 p -51185 Pnx/c= Eighth: L 32.000 p -49009 Pnz/c= g end panl: L 43.188 p -21285 Pnx/c= irst point: p -21285 Pn/g = hord shear: V 8154 C 31598 fv aring seats: Tag End LLV4X3X3/8 Weld Opposite End LLV4X3X3/$ Weld t Chord: 2-L L2x2x-232 Ix= 0.653 Center: L 64.000 hord shear: V = 9338 A= Iy= p T = 1. 74$ Y 2. 712 Rx 50641 Pn/c = 24525 fv 0.703 0.775 -55045 -49834 -30842 -54813 7693 2. 58" 2. 58" 0.585 o. 611 52451 10063 L/ 264 SJ:t Defl 1.115 in Camber 43.188 in Right end 10130 # SJI reaction Fy 50000 Ry 1. 431 M 1117 M 3423 M 5367 fc = 15565 Fy 50000 Ry 1.246 ft= 14027 Q = 0.967 Rz = 0.493 2 No No f Q Rz f Fillers Fillers Filler = 10943 1.000 0.392 12266 Valley Joist West Page 76 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLS)3AD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 109 2 -32LH06/ /-148 X 52' 0.750 Special Crimped angle Parallel chord Longspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) :ation Web S:).ope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm -=El W2L 66.31 76.44 2-Ll-3/4x.143 0.960 0.346z ~ 23243 28803 ~ 10819 11713 .14x5.5 9.0/ 6.3 -Ll Vl 41.12 40.77 1-Ll-l/2x.109 0.315 0.297z 770 1022 9454 3211 4263 4246 .llxl.3 3.6/ 3.4 -Li W3 28.07 34.80 1-L2x2x.163 o. 625 0. 395z 3577 4053 18763 8154 9241 9181 .16xl.9 3.8/ 3.5 -13 W4 46.1:8 44.35 1-Ll-1/2x.125 0.359 0.296z 7067 10206 10781 2906 4197 427.0 .13x2.7 3.8/ 3.6 -L3 V2 0.00 30.71 1-Ll-l/4x.109 0.261 0.247z 571 571 7819 2996 2996 4096 . llxO. 9 3.0/ 2.5 ~L3 W5 46.18 44.35 1-L2x2x.145 0.559 0.396z 2336 3373 16769 6125 8846 9514 .14x2.1 4.3/ 4.1 -15 W6 46.18 44.35 1-Ll-1/2x.109 ·0.315 0.297z 5184 7487 9454 1765 2549 3733 • llx2. 3 3.8/ 3.6 -L5 V2 0.00 30.71 1-Ll-1/4x.109 0.261 0.247z 552 552 7819 3051 3051 4096 .llx0.9 3.0/ 2.5 -L5 W7. 46.18 44.35 1-Ll-3/4x.125 0.422 0.347z 1213 1752 12656 4243 6128 6211 .13xl. 7 4.1/ 3.8 -L7 W8 46.18 44.35 1-Ll-1/4x.109 0.261 0.247z 33cJ2 4768 7819 818 1182 2156 . llxl.5 3.6/ 3.3 -t7 V2 0.00 30. 71 1-Ll-l/4x.109 0.261 0.247z 395 395 7819 3083 3083 4096 .llxl.O 3.0/ 2.5 -17 W9 46.18 44.35 1-Ll-1/2x.109 0.315 0. 297z 424 612 9454 2360 3409 3733 . llxl .1 3.8/ 3.6 -19 WlO 46.18 44.35 1-Ll-1/4x.109 0.261 0.247z 2032 2935 781:9 729 io53 2156 .llx0.9 3.6/ 3.3 -L9 V2 0.00 30.71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3094 3094 4096 . llxl.O 3.0/ 2.5 -L9 WlO 46.18 44.35 1-Ll-1/4x.109 0.261 0.247z 2032 2935 7819 729 1053 2156 . llxO. 9 3.6/ 3.3 -Lll W9 46.18 44.35 1-Ll-1/2x.109 0.315 0.297z 760 1098 9454 2360 3409 3733 . llxl.1 3.8/ 3.6 -111 V2 0.00 30. 71 1-J:,1-1/4x.109 0.261 0.247z 395 395 7819 3083 3083 4096 .11xl.O 3.0/ 2.5 -111 W8 46.18 44.35 1-Ll-1/4x.109 0.261 0.247z 3302 4768 7819 1155 1668 2156 . llxl.5 3.6/ 3.3 -L13 W7 46.18 44.35 1-Ll-3/4x.125 0.422 0.347z 1550 2238 12656 4243 6128 6211 .13xl. 7 4.1/ 3.8 -L13 V2 0.00 30.71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3051 3Q51 4096 .11x0.9 3.0/ 2.5 -L13 W6 46.18 44.35 1-Ll-l/2x.109 0.315 0.297z 5184 7487 9454 1944 2808 3733 .llx2.3 3.8/ 3.6 -Ll5 W5 46.18 44.35 1-L2x2x.145 0.559 0.396z 2339 3378 16769 6125 8846 9514 .14x2.1 4.3/ 4.1 -L15 V2 0.00 30. 71 1-Ll-1/4x.109 0.261 0 .,247z 395 395 7819 2996 2996 4096 .11x0. 9 3.0/ 2.5 -L15 W4 46.18 44.35 1-Ll-1/2x.125 0.359 0.296z 7067 10206 10781 2734 3948 4270 .13x2.7 3.8/ 3.6 -Ll7 W3 28.07· 34.80 1-L2x2x.163 0. 625 0.395z 3197 3624 18763 8154 9241 9181 .16xl. 9 3.8/ 3.5 -Li7 Vl 41.12 40.77 1-Ll-l/2x.109 0.315 0 .297z 533 707 9454. 3211 4263 4246 .llxl.3 3.6/ 3.4 -L17 W2R 66.31 76.44 2-' Ll-3/4x.125 0.844 0.347z 9338 23243 25313 3730 9284 10239 .13x6. 3 9.0/ 6.3 Valley Joist West Page 77 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER · oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 111 2 -32LH06//-148 x 52' 2.500 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 4.000 Depth 5.000 5.000 Slope Holes --y y Top Chord Ext iform NtUp load -148 #/ft full length iform TSJI load 313 #/ft full length iform Live load iform Dead load iform NtUp load JI 2000# AddLoad ad 2000# AddLoad 187 #/ft full length 126 #/ft full length -66 #/ft from 0'0" to 16'5" on Top chord at panel points. on Top chord at panel points. BCX Holdback Pitch EP/#11 72.000 72. 000 TC ·cone loads: Load Spacing Location Point Type Equk 7500 44'9-1/4 7'5-1/4 PE 2 CLIP@ 26'-3" FTE OAL 44'9-1/4 SHORT BEARING RE -WELD SEAT FULL T & B RE 016 32.000 in Deep 622.500 in Design length 30.711 in Effective Depth 888 in4 Ix 27.500 in Clear Depth L/ 526 Live Defl 573505 ih-#Moment 1.000 in Chord gap 64.000 in Interior Panel 43.625 in Left end 9 Web Vees 10111 # SJI reaction p Chord: 2-LL2-l/2x.212 A= 2.030 y idg < 243" Ix= 1.219 Iy= 4.158 Rx Center: L 32.000 p = -51235 Pnx/a= Eighth: L 32.000 p == -49069 Pnz/a= g end panl: L 43.625 p -21237 Pnx/a= irst point: p -21237 Pn/a = hord shear: V 8125 C 31739 fv aring seats: Tag End LLV4X3X3/8 Weld Opposite End LLV4X3X3/8 Weld t Chord: 2-1 L2x2x.232 Ix= 0.653 Cente~: L = 64.000 hard shear: V = 9318 A= Iy= p T = 1. 748 Y 2. 712 Rx 50844 Pn/a = 24.699 fv 0.703 0.775 -55045 -49834 -30503 -54813 7665 2.58" 3.28" 0.585 0. 611 52451 10040 2028 # Minimum Shear 699 in4 Minimum Ix 1/ 2 63 SJI Defl 1.121 in Camber 43.625 in Right end 10111 # SJI reaction Fy = 50000 Ry= 1. 431 M 1112 M 3473 M 5452 fc = 15634 Fy 50000 Ry 1.246 ft= 14127 Q = o. 967 Rz = 0.493 4 No No f Q Rz f Fillers Fillers Filler = 10948 1.000 0.392 12276 Valley-Joist West Page 78 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. :(11I[lents: 2010 CBC (IBC2006) 111 2 -32LH06//-148 X 52' 2.500 Special Crimped angle Parallel chord Longspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Al;Low Thick X Weld (in) :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm --=r:;r-W2L 66.31 76.44 2'-Ll-3/4x.143 0.960 0.346z 9318 23191 28803 ~ 10838 11713 .14x5.5 9.0/ 6.3 -Ll Vl 40.66 40.48 1-Ll-l/2x.109 0.315 0.297z 778 1025 9454 3217 4241 4288 . llxl.3 3.6/ 3.4 -Ll W3L 29.32 35.22 1-L2x2x.176 0.673 0.394z 3576 4102 20191 8125 9319 10449 .18xl. 8 3.8/ 3.5 -L3 W4 46.18 44.35 1-Ll-l/2x.125 0.359 0.296z 7037 10163 10781 2902 4191 4270 .13x2.7 3.8/ 3.6 -L3 -V2 0.00 30. 71 1-Ll-l/4x.109 0.261 0.247z 571 571 7819 2993 2993 4096 • llxO. 9 3.0/ 2.5 -L3 W5 46.18 44.35 1-L2x2x.145 0.559 0.396z 2331 3367 16769 6100 8810 9514 .14x2.0 4.3/ 4.1 -LS W6 46.18 44.35 1-Ll~l/2x.109 0.315 0 .297z 5164 7457 9454 1761 2543 3733 . llx2.3 3.8/ 3.6 -LS V2 0.00 30.71 i-Ll-1/4x.109 0.261 0.247z 547 547 7819 3047 3047 4096 • llxO. 9 3.0/ ~-5 -LS W7 46.18 44.35 1-Ll-3/4x.143 0.480 0.346z 1213 1752 14402 4348 6279 7200 .Uxl.5 4.1/ 3.8 -L7 ws 46.18 44.35 1-Ll-l/4x.109 0.261 0 ._24 7 z 3536 5107 7819 819 1182 2156 .llxl. 6 3.6/ 3.3 -L7 V2 o.oo 30. 71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3079 3079 4096 .llxl.O 3.0/ 2.5 -L7 W9 46.18 44.35 1-Ll-1/2x.125 0.359 0.296z 1027 1483 10781 2724 3934 4270 .13xl.1 3.8/ 3.6 -L9 WlO 46.18 44.35 1-Ll-1/4x.109 0.261 0.247z 2028 2928 7819 1465 2116 2156 .llx0.9 3.6/ 3.3 -L9 V2 0.00 30.71 1-:Ll-1/4x.109 0.261 0.247z 395 395 1819 3090 3090 4096 • llxl. 0 3.0/ 2.5 -L9 WlO 46.18 44.35 1-Ll-1/4x.109 0.261 0.247z 2028 2928 7819 1465 2116 2156 . llxO. 9 3.6/ 3.3 -Lll W9 46.18 44.35 1-Ll-1/2x.125 0.359 0.296z 1027 1483 10781 2724 3934 4270 .13xl.1 3.8/ 3.6 -Lll V2 o.oo 30. 71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3084 3084 4096 .llxl.O 3.0/ 2.5 -Lll ws 46.18 44.35 1-Ll-l/4x.109 0.261 0.247z 3536 5107 7819 1155 1668 2156 . llxl. 6 3.6/ 3.3 -L13 W7 46.18 44.35 1-Ll-3/4x.143 0.480 0.346z 1549 -2237 14402 434·9 6279 7200 .14xl.5 4.1/ 3.8 -Ll3 V2 0.00 30.71 1-Ll-l/4x.109 0.261 0.247-Z 395 395 7819 3061 3061 4096 • llxO. 9 3.0/ 2.5 -L13 W6 46.18 44.35 1-Ll-l/2x.109 0.315 0.297z 5164 7457 9454 1944 2807 3733 . llx2.3 3.8/ 3.6 -Ll5 W5 46.18 44.35 1-L2x2x.145 0.559 0.396z 2339 3377 16769 6:1.00 8810 9514 .14x2.0 4.3/ 4.1 -L15 V2 o.oo 30. 71 1-Ll-1/4x.109 0.261 0.247z 395 395 7819 3019 3019 4096 . llxO. 9 3.0/ 2.5 -L15 W4 46.18 44.35 1-Ll-l/2x.125 0.359 0.296z 7037 10163 10781 2733 3947 4270 .13x2.7 3.8/ 3.6 -L17 W3R 29.32 35.22 2-Ll-l/2x.109 o. 630 0.297z 3200 3670 18907 10586 12142 13562 .llx3.8 5.7/ 4.6 -L17 Vl 40.66 40.48 1-Ll-l/2x.109 0.315 0.297z 538 709 9454 3237 4267 4288 .llxl.3 3.6/ 3.4 -L17 W2R 66.31 76.44 2-L2x2x.163 1.251 0.395z 11608 28893 37526 3738 9303 18627 .16x6.0 8.7/ 6.2 Valley Joist West Page 79 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 .stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377·-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 113 2 -32LH06//-148 x 52' 2.500 Special Crimped angle Parallel chord Longspan nd Length ag 4.000 pp 4.000 Depth 5.000 5.000 Holes --y y Top Chord Ext iform NtUp load -148 #/ft full length iform TSJI load 313 #/ft full length iform Live load 187 #/ft full length iform Dead load 126 #/ft full length:: iform NtUp load -66 #/ft full length JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. PE 2 CLIP@ 26'-3" FTE OAL SHORT BEARING BE -WELD SEAT FULL T & B BE BCX Holdback Pitch EP/#lL 72. 000 72.000 32.000 in Deep 622.500 30~602 in Effective Depth 898 in Design in4 Ix Live Defl length 2028 # Minimum Shear 699 in4 Minimum Ix 27.000 in Clear Depth L/ 532 573505 in-#Moment 1.000 64.000 in Interior Panel 43.625 in Chord gap in Left end 9 Web Vees 10111 # SJI reaction p Chord: 2-LL2-1/2x.212 A= 2.030 y idg < 243" Ix= 1 . .219 Center: L 32.000 Eighth: L 32.000 g end panl: L 43.625 irst point: hord shear: V 8125 aring seat.s: Tag End Opposite Ern;i t Chorq: 2-LL2-1/2x.188 Ix= 1.096 Center: L 64.000 hord shear: V = 9318 Iy= 4.158 Rx p -51418 Pnx/a= p -49244 Pnz/a= p -21313 Pnx/a= p -21313 Pn/g = C 31852 fv LLV4X3X3/8 Weld LLV4X3X3/8 Weld A= Iy= p T = 1. 809 Y 3. 678 Rx 50875 Pn/g = 24787 fv 0.703 0.775 -55045 -49834 -30503 -54813 7665 2. 58" 2.58" 0.695 0. 778 54279 9912 L/ 266 SJI Defl 1.121 in Camber 43.625 in Right end 10111 # SJI reaction Fy 50000 Ry 1.431 M 1112 M 3473 M 5452 fc = 15690 Fy 50000 Ry 1.426 ft= 13700 Q = 0.967 Rz = 0.493 2 No No f Q Rz f Fillers Fillers Filler = 10968 0.920 0.495 12049 Valley Joist West Page 80 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised ;I.2/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 113 2 -32LH06//-148 X 52' 2.500 Special Crimped angle Parallel chordLongspan Tensile Compressive Length Area R Shear Force Allow, Shear Force Allow :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs -----=n-W2 66.39 76.40 2-L2x2x.125 0.969 0 .398z ~ 23261 29063 -gnz 12886 13806 -I,l Vl 40.76 40.40 1-Ll-1/2x.109 0.315 0.297z 778 1027 9454 3218 4248 4300 -Ll W3 29.41 35.13 1-L2x2x.176 0.673 0. 394 z 4384 5032 20191 8-125 9327 10461 ~L3 W4 46.28 44.28 1-Ll-3/4x.125 0.422 0.347z 7037 10182 12656 3709 5367 6224 -L3 V2 0.0() 30.60 1-Ll-1/4x.109 0.261 0.247z 571 571 7819 2993 2993 4114 -L3 W5 46.28 44.28 1-L2x2x.145 0.559 0.396z 3139 4541 16769 6100 8827 9529 -LS W6 46.28 44.28 1-Ll-1/.2x.109 0.315 0.297z 5164 7471 ,9454 2568 3716 3744 -LS V2 o.oo 30.60 -1-Ll-1/4x.109 6.261 0.247z 571 571 7819 3048 3048 4114 -LS W7 4'6.28 44.28 1-Ll-3/4x.125 0.422 0.347z 1997 2890 12656 4227 6116 6224 -L7 W8 46.28 44.28 1-Ll-1/4x.109 0.261 0.247z 3290 4761 7819 1427 2064 2164 -L7 V2 o.oo 30.60 1-Ll-1/4x.109 0.261 0.247z 571 571 7819 3080 3080 4114 -L7 W9 46.28 44.28 1-Ll-1/2x.109 0.315 0.297z 856 1239 9454 2354 3405 3744 -L9 Wl0 46.28 44.28 1-Ll-1/4x.109 0.261 0.247z 2028 2934 7819 729 1055 2164 -L9 V2 0.00 30.60 1-Ll-1/4x.109 0.261 0.247z 571 571 7819 3091 3091 4114 Weld Thick X Length .13x6.3 .llxl.3 .18xl. 8 .13x2.7 . llx0. 9 .14x2.0 .llx2.3 :llx0.9 .13xl.-6 .llxl.5 . llxl.0 . llxl.1 • llx0. 9 . llxl. 0 Available Weld (in) Top/Bottm 8.7/ 8.7 3.6/ 4.0 3.8/ 4.1 4.1/ 4.5 3.0/ 3.6 4.3/ 4.8 3.8/ 4.3 3.0/ 3.0 4.1/ 4.5 3.6/ 4.0 3.0/ 3.0 3.8/ 4.3 3.6/ 4.0 3.0/ 3.0 Valley Joist West Page 81 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 133 1 -36LH07//-148 x 61' 5.000 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 PP 6.000 Depth 5.000 5.000 -148 263 150 113 -66 #/£t #/ft #/ft #/ft #/ft Holes Top Chord Ext ---y y £ull length full length £ull length full length full length iform NtUp load i£orm TSJI load iform Live load i£orm Dead load iform NtUp load JI 2000# AddLoad ad 2000# AddLoad on Top chord at panel points. on Top chord at panel points. BCX Holdback Pitch EP/#lL 81. 000 81. 000 TC cone loads: Load Spacing Location Point Type 7500 6'8-1/2 6'8-1/2 UlA 6'6 7500 6'6 13' 2-1/2 U3 7500 41'8-1/2 19'8-1/2 USA PE 2 CLIP@ 12'-3", 24'-6" & 36'-9" & '-0" FTE OAL D PANEL SPACING 36.000 in Deep 34.312 in Effective Depth 30.000 in Clear Depth 693447 in-#Moment 72.000 in Interior Panel 9 Web Vees p Chord: 2-L L3x3x.281 idg < 279" Ix= 2.756 Center: L = 36.000 18th: L = 38.500 g erid panl: L 57.250 irst point: hord shear: V 12157 733.000 1705 L/ 771 1.000 57.250 10022 in Design length in4 Ix Live Defl in Chord gap in Left end # SJI reaction A= 3.214 y 0.854 Iy= 8. 645 Rx 0.926 p -78114 Pnx/c= -82762 P = -42671 Pnz/c= -80965 p -40298 Pnx/c= -43665 p -40298 Pn/c = -86780 C 65583 fv 7211 aring seats: Tag End LLV4X3X3/8 Weld 3.90" Opposite End t Chor¢: 2-L L3x3x.227 Ix= 2.285 Center: L 72.000 hord ~hear: V = 17503 LLV4X3X3/8 Weld A= Iy= p T = 2.621 Y 6.949 Rx 78498 Pn/c = 52120 fv 2.26" 0.834 0.934 78628 12851 Equk Equk Equk 2006 # Minimum Shear 916 in4 Minimum Ix L/ 367 SJI Defl 1. 555 in Camber 57.250 in Right end 10022 # SJI reaction Fy 50000 Ry 1. 640 M 1144 M 5552 M -6832 fc = 20405 Fy 50000 Ry ;I.. 628 ft= 19886 Q = 1.000 Rz = 0.591 1 No No f Q Rz f Fillers Fillers Filler = 12493 0.922 0.594 16248 Valley Joist West Page 82 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel J9ist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 133 1 ,... 36LH07//-148 X 61' 5.000 Special Crimped angle Parallel chord Longspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm -=rr-W2L 66.52 86.13 2-L2-1/2x.188 1.809 0. 495z 17503 43935 54279 10485 26320 29999 .19x7.9 10.2/10.2 -Ll Vl 32.37 40.63 1-Ll-1/2x.109 0.315 0 .297z 700 829 9454 3029 3587 4267 .llxl.1 3.7/ 4.0 . -Ll V2 0.83 34.32 2-Ll-1/4x.109 0.521 0.247z 3889 3889 15637 7718 7719 10813 . llx2. 4 6.6/ 6.6 -Ll W3L 45.97 49.37 2-Ll-3/4x.143 0.960 0.346z 5747 8269 28803 12157 17493 19244 .14x4.l 7.5/ 7.5 -L3 W4L 50. 75 54.23 1-L2x2x.187 o. 713 0.394z H311 17878 21391 6024 9522 9805 .19x3.2 4.9/ 5.5 -L3 V3 0.00 34.31 1-Ll-3/4x.125 0.422 0.347z 3847 3847 12656 7916 7916 7914 .13x2.1 3.8/ 3.8 -L3 WSL 41.16 45.58 1-L2x2x.145 0.559 0.396z 3478 4619 16769 6579 8739 9269 .14x2.0 4.4/ 4.8 ~LS W6 46.37 49.73 1-Ll-3/4x.125 0.422 0.347z 5861 8495 12656 2889 4187 5317 .13x2.3 4.4/ 4.9 -LS V4 0.00 34.31 1-Ll-1/4x.109 0.261 0.247z 428 428 7819 · 2908 2908 3508 • llxO. 9 3.3/ 3.3 . -LS vs 19.28 36.35 2-Ll-1/4x.109 0.521 0.247z 3949 4183 15637 7787 8250 10366 . llx2. 5 6.4/ 6.4 -LS W7 46.37 49. 73 1~ L2x2x.156 o. 600 0.396z 3051 4423 17990 6092 8830 9158 .16xl. 9 4.7/ 5.2 -L7 W8 46.37 49. 73 1-Ll-3/4x.125 0.422 0.347z 5431 787-2 12656 3279 4753 5317. .13x2.1 4.4/ 4.9 -L7 V4 o.oo 34.31 1-Ll-1/4x.109 0.261 0.247z 642 642 7819 3179 3179 3508 .llxl.O 3.3/ 3.3 -L7 W9 46.37 49.73 1-L2x2x.145 0.559 0.396z 3660 5304 16769 4968 7200 8439 • 14xl. 7 4.7/ 5.2 -L9 WlO 46.37 49.73 1-Ll-3/4x.143 0.480 0.346z 4532 6568 14402 4096 5936 6099 .14xl.5 4.4/ 4.9 -L9 V4 o.oo 34.31 1-Ll-1/4x.109 0.261 0.247z 642 642 7819 3161 3161 3508 . llxl.O 3.3/ 3.3 -L9 WlO 46.37 49. 73 1-Ll-3/4x.143 0.480 0.346z 4532 6568 14402 4096 5936 6099 .14xl. 5 4.4/ 4.9 -Lll W9 46.37 49. 73 1-L2x2x.145 0.559 0.396z 3660 5304 16769 4968 7200 8439 .14xl. 7 4.7/ 5.2 -Lll V4 o.oo 34.31 1-Ll-1/4x.109 0.261 0.247z 642 642 7819 3125 3125 3508 .llxl.O· 3.3/ 3.3 -£11 W8 46.37 49.73 1-Ll-3/4x.125 0.422 0.347z 5431 7872 12656 3279 4753 5317 .13x2.1 4.4/ 4.9 -L13 W7 46.37 49.73 1-L2x2x.156 o. 600 0.396z 3018 4374 17990 6205 8993 9158 .16xl. 9 4.7/ 5.2 -L13 V4 6.oo 34.31 1-Ll-1/4x.109 0.261 0.247z 642 642 7819 3071 3071 3508 . llxO. 9 3.3/ 3.3 -L13 W6 46.37 49. 73 1-Ll-3/4x.125 0.422 0.347z 6978 10115 12656 2889 4187 5317 .13x2. 7 4.4/ 4.9 -LlS W5R 44.31 47.95 1-L2x2x.176 0.673 0.394z 3509 4904 20191 7729 10801 10908' .18x2.1 4.6/ 5.0 -LlS V4 0.00 34.31 1-Ll-1/·4x.109 .0. 261 0.247z 642 642 7819 3001 3001 3508 .llx0.9 3.3/ 3.3 -L15 W4R 48.29 51.57 1-L2x2x.125 0.484 0.398z 8495 12769 14531 4151 6238 6805 .13x3.4 4.8/ 5.3 -L17 W3R 45. 97 49.37 2-Ll-3/4x.125 0.844 0.347z 5004 7201 25313 9499 13668 16292 .13x3.7 7.5/ 7.5 -L17 Vl 32.37 40.63 1-Ll-1/2x.109 0.315 0.297z 1021 1209 9454 3357 3974 4267 .llxl.2 3.7/ 4.0 -L17 W2R 66.52 86.13 2-L2x2x.163 1.251 0.395z 10670 26783 37526 6025 15125 15627 .16x5.5 10.9/10.9 Valley Joist West Page 83 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 ~tomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) Tl35 1 -36LH07//-148 x 60'11.500 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 4.000 Depth 5.000 5.000 iform NtUp load -148 iform TSJI load 266 if6rm Live load 153 iform Dead load 113 iform NtUp load -66 #/ft #/ft #/ft #/ft #/ft Holes Top Chord Ext ---y y full length full length full length full length from 0'0" i:o 10'11" BCX: Holdback 2 0' 5.750 2 0' 4.750 Pitch EP/#lL 81. 000 81. 000 iform NtUp load -66 #/ft from 50'11" to 60'11-1/2" JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. BC cone loads: Load Spacing Location Point Type 700 27'3-3/4 27'3-3/4 LS 4'9 700 28'10-3/4 32'0-3/4 Ll0 PE 2 CLIP@ 12'-0", 24'-3" & 36'-6" & '-9" FTE OAL SHORT BEARING RE - 36.000 in Deep WELD SEAT FULL 727.500 T & B RE in Design length in4 Ix 34.580 in Effective Depth 31.000 in Clear Depth· 066744 in-#Moment 34.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-1/2x.250 idg < 245" Ix= 1.406 Center: L 36.000 g end panl: L 55.875 irst point: hord shear: V 8624 1311 L/ 594 1.000 55.875 10792 Live Defl in Chord gap in Left end # SJI reaction A= 2.375 y 0. 717 Iy= 4.924 Rx 0.769 p -59768 Pnx/a= -65116 p -22741 Pnx/a= -43611 p -22741 Pn/a = -64125 C 37368 fv 6899 ar.ing seats: Tag End LLV4X3X3/8 Weld 2.37" Opposite End LLV4X3X3/8 Weld 2.36" t; Chord:: 2-LL2-1/2x.212 A= 2.030 y = 0.703 Ix= 1.219 Iy= 4.158 Rx 0.775 Center: L 34.000 p 59270 Pn/a = 60903 hord shear: V = 9954 T = 29874 fv 9391 TSJI, Dead TSJI, Dead 2193 # Minimum Shear 914 in4 Minimum Ix L/ 256 SJI Defl 1.531 in Camber 55.875 in Right end 10755 # SJI reaction Fy = 50000 Q = 1.000 Ry = 1. 440 Rz = 0.491 M 1198 8 Fillers M 4825 Filler Reqd M 7673 fc = 15734 f = 10464 Fy"" 50000 Q 0.967 Ry= 1. 431 Rz 0.493 ft= 14716 f 11930 Val;I..ey Joist West Page 84 V2 .1. 7. 2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) T135 1 -36LH07//-148 X 60 I 11. 500 Special Crimped angle Parallel chord Longspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ·ation_ Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm ---=r;i:-712 66.36 86.24 2-L2x2x.125 0.969 0.398:i; 9954 24825 29063 4688 11690 il830 .13x6.7 8.4/ 8.4 -Ll Vl 33. 77 41. 60 1-Ll-1/2x.109 -0.315 0. 297z 996 1199 9454 3335 4012 4125 .llxl.2 3.4/ 3.7 -Ll W3 43.44 47. 63 2-Ll-i/2x.125 o. 719 0.296z 3691 5084 21563 8624 11878 13155 .13x3. 2 6.1/ 6.1 -L3 W4 46.15 49.92 1-Ll-3/4x.125 0.422 0.347z 7506 10835 12656 2876 4152 5287 .13x2.9 4.1/ 4.6 -L3 V2 o.oo 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 2986 2986 3466 . llx0. 9 3.0/ 3.0 -L3 ws 46.15 49.92 1-L2x2x.163 o. 625 0.395z 2432 3511 18763 6608 9538 9563 .16x2.0 4.3/ 4.8 -LS W6 46.15 49.92 i-Ll-1/2x.109 0.315 0.297z 5710 8242 9454 1988 2870-2990 . llx2.5 3.8/ 4.3 -LS V2 0.00 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3045 3045 3466 . llx0. 9 3.0/ 3.0 -LS W7 46.15 49.92 1-L2x2x.125 0.484 0 .398z 1544 222·9 14531 4812 6946 7058 .13xl. 9 4.3/ 4.8 -L7 ws. 46.15 49.92 1-Ll-1/4x.i09 0.261 0.247z 3914 5650 7819 1100 1588 1702 . llxl. 7 3.6/ 4.1 -L7 V2 0.00 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3084 3084 3466 . llxl.0 3.0/ 3.0 -L7 W9 46.15 49.92 1-Ll-3/4x.125 0.422 0.347z 656 947 12656 3016 4353 5287 .13xl.2 4.1/ 4.5 -LB V3 3.31 34.64 2-Llxlx.109 0.412 0.196z 700 701 12367 0 0 6995 .llx0.2 5.4/ 5.4 -L9 Wl0L 46._15 49. 92 1-Ll-1/4x.109 0.261 0.247z 2193 3166 7819 713 1030 1702 • llxl. 0 3.6/ 4.1 -L9 V2 0.00 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3098 3098 3466 . llxl. 0 3.0/ 3.0 -L9 Wl0R 46.15 49.92 i-Ll-1/4x.109 0.261 0.247z 2193 3166 7819 750 1082 1702 . llxl.0 3.5/ 4.0 -qo V4 26.18 38.53 2-Llxlx.109 0.412 0.196z 700 780 12367 0 0 6109 .llx0.2 5.4/ 5.4 -Lll W9 46.15 49. 92 1-Ll-3/4x.125 0.4'22 0.347z 676 976 12656 2979 4301 5287 .13xl. 2 4.1/ 4.6 -Lll V2 o.oo 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3082 3082 3466 .llxl.0 3.0/ 3.0 -Lll WB 46.15 49.92 1-Ll-1/4x.109 0.261 0.247z 3877 5597 7819 1120 1617 1702 .llxl. 7 3.6/ 4.1 -L13 W7 46.15 49.92 1-L2x2x.125 0.484 0. 398z 1564 2257 14531 4775 6893 7058 .13xl.9 4.3/ 4.8 -L13 V2 0,00 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3044 3044 3466 • llx0. 9 3.0/ 3.0 -L13 W6 46.15 49. 92 1-Ll-1/2x.109 0.315 0.297z 5673 8189 9454 2008 2898 2990 .llx2.5 3.8/ 4.3 -L15 W5 46.15 49.92 1-L2x2x.163 o. 625 0.395z 2452 3539 18763 6571 9486 9563 .16x2.0 4.3/ 4.8 -L15 V2 0.00 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 2985 2985 3466 . llx0. 9 3.0/ 3.0 -L15 W4 46.15 49.92 1-Ll-3/4x.125 0.422 0.347z 7469 10782 12656 2896 4180 5287 .13x2.9 4.1/ 4.6 -L17 W3 43.44 47.63 2-Ll-l/2x.125 o. 719 0.296z 3653 5032 21563 8588 11828 13155 .13x3. 2 6.1/ 6.1 -L17 Vl 33. 77 41. 60 1-Ll-l/2x.109 0.315 0.297z 996 1199 9454 3334 4011 4125 . llxl.2 3.4/ 3.7 -L17 W2 66.36 86.24 2-L2x2x.125 ·0. 969 0.398z 9918 24733 29063 4650 11595 11830 .13x6.7 8.4/ 8.4 Valley Joist West Page 85 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALro, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 137 1 -36LH07//-148 x 61' 5.500 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6.000 Depth 5.000 5.000 Holes --y Top Chord Ext BCX Holdback Pitch EP/#lL 81.000 81. 000 y iform NtUp load -148 #/ft full length iform TSJI load 262 #/ft full length iform Live load 150 #/ft full length iform Dead load 113 #/ft full length iform NtUp load -66 #/ft from 0'0" to 10'11" iform NtUp load -66 #/ft from 50'11" to 61'5-1/2" JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. JI 400# AddLoad on Bottom chord, 200# used for local bending. ad 400# AddLoad on Bottom chord, 200# used for local bending. BC cone loads: Load Spacing Locat~on Point Type 400 30'8-3/4 30'8-3/4 30'8-3/4 L9 PE 2 CL!P@ 12'-3", 24'-6" & 36'-9" & '-0" FTE OAL 36.000 in beep 34.580 in Effective Depth 31.000 in Clear Depth 983671 in-#Moment 72.000 in Interior Panel 9 Web Vees p Chord: idg < 244" 2-LL2-1/2x.230 Ix= 1. 309 L 36.000 L 57.375 Center: g end panl: irst point: hard shear: V 8361 733.500 1315 L/ 594 1.000 57.375 10618 in Design length in4 Ix Live Defl in Chord gap in Left end # SJI reaction A= 2.194 y 0. 710 Iy= 4.520 Rx 0. 772 p -57364 Pnx/Q= -60003 p -22233 Pnx/Q= -39485 p -22233 Pn/Q = -59243 C 36953 fv 7270 arjng seats: Tag End Opposite End LLV4X3X3/8 LLV4X3X3/8 Weld Weld 2. 41" 2. 41" t Chord: 2-LL2-1/2x.230 Ix= 1.309 Center: L 72.000 hard shear: V = 9732 A= Iy= p T = 2.194 Y 4.520 Rx 56624 Pn/o = 29825 fv 0.710 o. 772 65826 8463 TSJI, Dead 2054 # Minimum Shear 916 in4 Minimum Ix L/ 265 SJI Defl 1.557 in Camber 57.375 in Right end 10618 # SJI reaction Fy = 50000 Ry = 1. 435 M 1_180 M 5007 M 7977 fc = 16841 Fy 50000 Ry 1. 435 ft = 13593 Q = 0.996 Rz = 0. 492 8 Fillers Filler Reqd f Q Rz f = 11125 0. 996 0.492 10854 Valley Joist West Page 86 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2:).75 N. LINDEN AVENUE RIALTO, CA 92~77-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 137 1 -36LH07//-148 X 61' 5.500 Special CriI!lped angle Parallel chord Longspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottrn ---=r;r 712 66.36 86.24 2-L2x2x.125 0.969 0.398z ~ 24270 29063 -------:nrr 11763 11830 .13x6.5 8.5/ 8.5 -Ll Vl 32.02 40.79 1-Ll-1/2x.109 0.315 O. 297z 1023 1207 9454 3349 3949 4243 .llxl.2 3.4/ 3.7 -Ll W3 45.95 49.74 2-Ll-1/2x.125 o. 719 0.296z 3694 5313 21563 8361 12025 12625 .13x3.2 6.3/ 6.3 -L3 W4 46.15 49.92 1-Ll-3/4x.125 0.422 0.347z 7222 10426 12656 2882 4160 5287 .13x2.8 4.i/ 4.6 -L3 V2 o.oo 34.58 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 2972 2972 3466 .llx0.9 3.0/ 3.0 -L3 W5 46.15 49.92 1-L2x2x.156 0.600 0.396z 2438 3519 17990 6317 9119 9116 .16x2.0 4.3/ 4.8 -LS W6 46.15 49.92 1:-Ll-1/2x.109 0.315 0. 297z 5413 78i3 9454 1994 2878 2990 • llx2. 4 3.8/ 4.3 -LS V2 0.00 34.58 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3027 3027 3466 . llxO. 9 3.0/ 3.0 -L5 W7 46.15 49.92 1-L2x2x.125 0.484 0.398z 1550 2237 14531 45Q8 6507 7058 .13xl. 8 4.3/ 4.8 -L7 W8 46.15 49.92 1-Ll-l/4x.109 0.261 0.247z 3603 5201 7819 1106 1596 1702 . llxl. 6 3.6/ 4.1 -L7 V2 o.oo 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3061 3061 3466 . llxO. 9 3.0/ 3.0 -L7 W9 46.15 49.92 1-Ll-3/4x.125 0.422 0.347z 662 955 12656 2698 3895 5287 .13xl.O 4.1/ 4.6 -L9 WlO 46.15 49.92 1~ Ll-:l./4x.109 0.261 0.247z 2054 2966 7819 713 1030 1702 . llxO. 9 3.6/ 4.1 -L9 V2 o.oo 34.58 1-Ll-l/4x.109 0.261 0.247z 4·44 444 7819 3074 3074 3466 • llxO. 9 3.0/ 3.0 -L9 WlO 46.15 49.92 1-Ll-l/4x.109 0.261 0.247z 2054 2966 7819 713 1030 1702 . llxO. 9 3.6/ 4.1 -Lll W9 46.15 49.92 1-Ll-3/4x .. 125-0.422 0.347z 670 968 12656 2698 3895 5287 .13J:{l.0 4.1/ 4.6 -Lll V2 ·o.oo 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3061 3061 3466 . llxO. 9 3.0/ 3.0 -Lll W8 46.15 49.92 1-Ll-1/4x.109 0.261 ·0.247z 3603 5201 7819 1114 1608 1702 .llxl. 6 3.6/ 4.1 -L13 W7 46.15 49.92 1:-L2x2x.125 0.484 0.398z 1558 2249 14531 4508 6507 7058 .13xl. 8 4.3/ 4.8 -L13 V2 o.oo 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3027 3027 3466 .llxO. 9 3.0/ 3.0 -L13 W6 46.15 49.92 1-tl-1/2x.109 0.315 0 .297z 5413 7813 9454 2002 2890 2990 . llx2. 4 3.8/ 4.3 -L15 W5 46.15 49.92 1-L2x2x.156 0.600 0.396z 2446 3531 17990 6317 9119 9116 .16x2.0 4.3/ 4.8 -L15 V2 o.oo 34.58 1-Ll-1/4x.10'9 0.261 0.247z 444 444 781'9 2972 2972 3466 .llx0.9 3.0/ 3.0 -L15 W4 46.15 49.92 1-Ll-3/4x.125 0.422 o .. 347z 7222 10426 12656 2890 4172 5287 .13x2.8 4.1/ 4.6 -L17 W3 45. 95 49.74 2-Ll-1/2x.125 o. 719 0.296z 3677 5289 21563 8361 12025 12625 .13x3.2 6.3/ 6.3 -L17 Vl 32.02 40.79 1-Ll-1/2x.109 0.315 0.297z 1023 1207 9454 3349 3949 4243 .llxl.2 3.4/ 3.7 -L17 W2 66.36 86.24 2-L2x2x.125 0.969 0.398z 9732 24270 29063 4701 :).1723 11830 .13x6.5 8.5/ 8.5 Valley Joist West Page 87 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 139 2 -36LH07//-148 x 61' 5.500 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6.000 Depth 5.000 5.000 Slope Holes --y y Top Chord Ext iform_ NtUp load -148 #/ft full length iform TSJI load 262 #/ft full length iform Live load 150 #/ft full length j,form Dead load 113 #/ft full length iform NtUp load -66 #/ft from 0'0" to 10'11" iform NtUp load -66 #/ft from 50'11" to 61'5-1/2" JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. BCX Holdback Pitch EP/#11 64.250 81. 000 BC cone loads: Load Spacing Location Point Type 1350 5'4-1/4 5'4-1/4 Ll TSJI, Dead 49'4-1/4 1350 6'9 54'8-1/2 L17 TSJI, Dead PE 2 CLIP@ 12'-3", 24'-6" & 36'-9" & '....,0" FTE OAL ~6.000 in Deep 34.587 in Effective Depth 31.000 in Clear Depth 932314 in-#Moment 733.500 1264 L/ 571 1.000 57.375 11398 in Design in4 Ix Live Defl length 2342 # Minimum Shear 916 in4 Minimum Ix 72.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-1/2x.230 A= idg < 244" Ix= 1.309 Iy= Center: L 36.000 p g end panl: L $7.375 p j,rst point: p hard shear: V 7854 C in Chord gap in Left end # SJI reaction 2.194 y 0.710 4.520 Rx 0. 772 -55869 Pnx/g= -60003 -19081 Pnx/g= -21911 -19081 Pn/g = -59243 37253 fv 6830 aring seats: Tag End LLV4X3X3/8 Weld 2. 75" Opposite End LLV4X3X3/8 Weld 2. 73" t Chord: 2-LL2-l/2x.212 A= 2.030 y 0.703 Ix= 1.219 Iy= 4.158 Rx 0.775 Center: L 72. 000 p 55389 Pn/g 60903 hard shear: V = 10602 T = 305p8 fv 10001 L/ 256 SJI Defl 1. 557 in Camber 57.375 in Right end 11337 # SJI reaction Fy = 50000 Q = 0.996 Ry=l.435 Rz = 0. 492 M 1180 8 Fillers M 5007 Filler Reqd M 7977 fc: = 16978 f = 10895 Fy 50000 Q o. 967 Ry 1.431 Rz -0.493 ft= 15057 f 12518 Valley Jbist West Page 88 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 13·9 2 -36LH07//-148 X 61' 5.500 Special Crimped angle Parallel chord Longspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs .Length Top/Bottm -=u-W2L 60. 94 71.21 2-Ll-3/4x.125 0.844 0.347z 10602 21828 25313 4717 ~ 11375 .13x5.9 7.7/ 7.7 -11 Vl 8.02 34.93 1-Ll-1/4x.109 0.261 0.247z 1023 1033 7819 3349 3382 3411 . llxl.O 3.0/ 3.1 -Ll W3L 56. 62 62.87 2-Ll-3/4x.143 0. 960 O. 346z 3694 6714 28803 7854 14276 15430 .14x3. 4 7.1/ 7.1 -13 W4 4.6.15 49.92 1-Ll-3/4x.125 0.422 0.347z 6735 9722 12656 21382 4159 5286 .13x2.6 4.1/ 4.6 -L3 Vl o.oo 34 .59 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 2973 2973 3465 .llx0.9 3.0/ 3.0 -L3 ws 46.15 49.92 1-L2x2x.145 0.559 0.396z 2438 3519 16769 5850 8444 8401 .14x2.0 4.3/ 4.8 -15 W6 46.15 49.92 1-Ll-1/2x.109 0.315 0.297z 4965 7166 9454 1994 2878 2989 .llx2.2 3.8/ 4.3 -15 Vl 0.00 34.59 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3025 3025 3465 • llxO. 9 3.0/ 3.0 -15 W7 46.15 49.92 1-Ll-3/4x.143 0.480 0 .34.6z 1550 2237 14402 4080 5889 6061 .14xl. 4 4.1/ 4.6 -17 W8 46. :LS 49.92 1-Ll-1/4x.109 0.261 0.247z 3195 4611 7819 1106 1596 1702 .llxl.4 3.6/ 4.1 -L7 Vl o.oo 34.59 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3056 3056 3465 .llx0.9 3.0/ 3.0 -17 W9 46.15 49.92 1-Ll-1/2x.125 0.359 0.296z 662 955 10781 2342 3386 3387 .13x0.9 3.8/ 4.3 . -19 WlO 46.15 49.92 1-Ll-1/4x.109 0.261 0.247z 2342 3380 7819 702 1014 1702 • llxl.O 3.6/ 4.1 -19 Vl 0.00 34.59 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3066 3066 3465 . llxO. 9 3.0/ 3.0 -L9 WlO 46.15 49.92 1-Ll-1/4;x.109 0.261 0.247z 2342 3380 7819 764 1103 1702 . lixl. 0 3.6/ 4.1 -111 W9 46.15 49.92 1-Ll-1/2x.125 6.359 0.296z 670 967 107-81 2342 3380 338-7 .13x0.9 3.8/ 4.3 -Lll Vl o.oo 34.59 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3056 3056 3465 . llxO. 9 3.0/ 3.0 -111 W8 46.15 49.92 1-Ll-1/4x.109 0.261 0.247z 3133 4522 7819 1114 1608 1702 . llxl.4 3.6/ 4.1 -113 W7 46.15 49.92 1.-Ll-3/4x.143 0.480 0.346z 1558 2249 14402 4018 58'00 6061 .14xl. 4 4.1/ 4.6 -113 Vl o.oo 34.59 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3026 3026 3465 .llx0.9 3.0/ 3.0 -113 W6 46.15 49.92 1-Ll-l/2x.109 0.315 0. 297z 4903 7077 9454 2002 2890 2989 .llx2.2 3.8/ 4.3 -115 ws 46.15 49. 92 1-L2x2x.145 0.559 0 .396z 2446 3531 16769 5788 8355 8401 .14xl. 9 4.3/ 4.8 -115 Vl o.oo 34.59 1-Ll-li4x.109 0.261 0.247z 444 444 7819 2975 2975 3465 . llxO. 9 3.0/ 3.0 -115 W4 46.15 49.92 1-L1~3/4x.125 0.422 0.347z 6674 9633 12656 2890 4172 5286 .13x2.6 4.1/ 4.6 -L17 W3R 45.95 49.74 2-Ll-l/2x.125 o. 719 0 .296z 3677 5289 21563 7792 11207 12624 .13x3.0 6.3/ 6.3 -L17 V2 32.02 40.79 1-Ll-l/2x.109 0.315 0 .297z J:023 1207 9454 3356 3958 4243 • llxl.2 3.4/ 3.7 -117 W2R 66.36 86.24 2-L2x2x.125 0.969 0 .398z 10494 26166 29063 4701 11721 11830 .13x7.0 8.5/ 8.5 Valley Joist West Page 89 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-884'0 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) T141 1 -36LH07//-148 x 60' 8.250 Special Crimped angle Parallel chord Longspan nd Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP/#lL -ag 6.000 5.000 --y E 0' 1.000 2 0' 0.625 61.125 pp 6.000 5.000 y E 0' 1.000 2 0' 0. 625 75.125 iform NtUp load -148 #/ft full length iform TSJI load 269 #/ft full length iform Live load 155 #/ft full length iforµi Dead load 113 #/ft full length iform NtUp load -66 #/ft from 0'0" to 10'11" iform NtUp load -66 #/ft from 50'10" to 60'8-1/4" JI 20.00# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. BC cone loads: Load Spacing L9cation Point Type ---5'1-1/8 900 49'4 5'1-1/8 900 6'3-1/8 54'5-1/8 PE 2 CLIP·@ 11'-11", 24'-2~ & 36'-5" & '-8" FTE OAL Ll TSJI, Dead Ll7 TSJI, Dead 36.000 in Deep 34.596 in Effective Depth 31.000 in Clear Depth 888705 in-#Moment 724. 250 1189 L/ 539 i.000 55.063 11020 0.000 in Design in4 Ix Live Defl length 2251 # Minimum Shear 913 in4 Minimum Ix 72.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-l/2x.230 idg < 244" Ix= 1. 309 Center: L 36.000 g end panl: L 55.063 irst point: hord shear: V 7968 A Iy= p p p C in Chord gap in Left end # SJI reaction in Tag TCX Defl 2.194 y 0.710 4.520 Rx 0. 772 -54594 Pnx/c= -60003 -17502 Pnx/c= -23742 -17502 Pn/c = -59243 35673 fv 6929 a-ring seats: Tag End LLV4X3X3/8 Weld 2. 64" Opposite End t Chord: 2-LL?-1/2x.188 Ix= 1.096 Center: L 72.000 hard shear: V = 10241 LLV4X3X3/8 Weld A= Iy= p T = 1.809 Y 3.678 Rx 54089 Pn/c = 28862 fv 2. 63" 0.695 0.778 54279 10894 L/ 250 SJI Defl 1.518 in Camber 55.063 in Right end 10985 # SJI reaction 0.000 in Opp TCX Defl Fy = 50000 Ry= 1.435 M 1208 M 4726 M 7507 fc = 16258 Fy 50000 Ry 1. 426 ft= 15952 Q = 0. 996 Rz = 0.492 8 Fillers Filler Reqd f Q Rz f = 10681 0.920 0.495 13502 Valley Joist West Page 90 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) T141 1 -36LH07//-148 X 60' 8.250 Special Crimped angle Parallel chord LongspaI). Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm -::u--' W2L 59. 67 68.50 2-Ll-3/4x.125 0.844 0.347z 10241 20278 25313 4ill 9253 11978 .13x5.5 7.5/ 7.5 -Ll Vl 6.70 34.83 1-Ll-1/4x.10~ 0.261 0.247z 982 989 7819 3319 3342 3426 .llxl.O 3.0/ 3.1 -Ll W3L 55.85 61.63 2-Ll-3/4x.143 0.960 0.346z 3691 6575 28803 7968 14193 15782 .14x3.3 7.0/ 7.0 -L3 W4 46.14 49.93 1-Ll-3/4x.125 0.422 0.347z 6850 9885 12656 2879 4155 5286 .13x2.7 4.1/ 4.6 -L3 Vl o.oo 34.60 1-Ll-1/4x.109 0.261 0.247z 449 449 7819 2984 2984 3463 • llxO. 9 3.0/ 3.0 -L3 W5 46.14 49.93 1-L2x2x.156 0.600 0.396z 2430 3507 17990 5945 8579 ;)114 .16xl.9 4.3/ 4.8 -LS W6 46.14 49.93 1-Ll-1/2x.109 0.315 0.297z 5040 7273 9454 1986 2866 2989 • llx2. 2 3.8/ 4.3 -LS Vl 0.00 34.60 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3036 3036 3463 • llxO. 9 3.0/ 3.0 -LS W7 46.14 49.93 1-Ll-3/4x.143 0.480 0.346z 1542 2226 14402 4135 5967 6060 .14xl. 4 4.1/ 4.6 -L7 W8 46.14 49.93 1-Ll-1/4x.109 0.261 0.247z 3230 4662 7819 1098 1585 1702 • llxl. 4 3.6/ 4.1 -L7 Vl 0.00 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3068 3068 3463 • llxO. 9 3.0/ 3.0 -L7 W9 46.14 49.93 1-Ll-l/2x.125 0.359 0.296z 654 944 10781 2325 3356 3386 .13x0.9 3.8/ 4.3 -L9 WlO 46.14 49.93 1-Ll-1/4x.109 0.261 0.247z 2251 3248 7819 713 1029 1702 .llxl.O 3.6/ 4.1 -L9 Vl o.oo 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3078 3078 3463 . llxl. 0 3.0/ 3.0 -L9 WlO 46.14 49.93 1-Ll-l/4x.109 0.261 0.247z 2251 3248 7819 748 1080 1702 .llxl.O 3.6/ 4.1 -Lll W9 46.14 49.93 1-Ll-1/2x.125 0.359 0.296z 678 978 10781 2290 3305 3386 .i3x0.9 3.8/ 4.3 -Lll Vl 0.00 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3068 3068 3463 • llxO. 9 3.0/ 3.0 -Lll W8 46.14 49.93 1-Ll-1/4x.109 0.261 0.247z 3195 4611 7819 1122 1619 1702 .llxl.4 3.6/ 4.1 -LB W7 46.14 49. 93 1-Ll-3/4x.143 0.480 0.346z 1566 2260 14402 4100 5917 6060 .14xl. 4 4.1/ 4.6 -L13 Vl o.oo 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3037 3037 3463 • :tlxO. 9 3.0/ 3.0 -L13 W6 46.14 49.93 1-Ll-1/2x.109 0.315 0.297z 5005 7223 9454 2010 2901 2989 . llx2.2 3.8/ 4.3 -L15 W5 46.14 49.93 1-L2x2x.156 0.600 0.396z 2454 3541 17990 5910 8529 9114 .16xl.8 4.3/ 4.8 -Ll5 Vl 0.00 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 2985 2985 3463 .llx0.9 3.0/ 3.0 -·Lls W4 46.14 49.93 i-Ll-3/4x.125 0.422 0.347z 6815 9835 12656 2898 4182 5286 .13x2.6 4.1/ 4.6 -L17 W3R 46. 92 50.65 2-Ll-1/2x.125 o. 719 0.296z 3645 5336 21563 7933 11615 12394 .13x3.1 6.3/ 6.3 -L17 V2 27.57 39.03 1-Ll-1/2x.109 0.315 0. 297z 982 1108 9454 3327 3753 4502 .llxl.2 3.3/ 3.6 -L17 W2R 64. 68 80.90 2-L2x2x.125 0.969 0. 398z 10167 23774 29063 4626 10818 12894 .13x6. 4 8.2/ 8.2 Valley Joist West Page 91 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stome:t: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 143 2 -36LH07//-148 x 61' 2.000 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6.000 Depth 5.000 5.000 Top Chord Ext E 0' 4.000 E 0' 4.000 iform NtUp load iform TSJI load iform Live load iform Dead load iform NtUp load iform NtUp load JI 2000# AddLoad ad 2000# AddLoad -148 #/ft full length 265 #/ft full length 152 #/ft full length 113 #/ft full length -66 #/ft from 0'0" to 10'11" -66 #/ft from 50'10" to 61'2" on Top chord at panel points. on Top chord at panel points. BCX Holdbac;:k Pitch EP/#lL 81. 000 81. 000 TC cone loads: Load Spacing Location Point Type Equk Equk 7500 7500 . 9' 7 42'0 9'7 9'7 51'7 U2 016 PE 2 CLIP@ 12'-5", 24'-8" & 36'-11" & '-2" FTE OAL 36.000 in Deep 34.580 in Effective Depth 31.000 in Clear Depth 072642 in-#Moment 72.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-l/2x.250 idg < 245" Ix= 1. 406 Center: L 36.000 g end panl: L 56.500 irst point: hord shear: V 10960 A 730.000 1311 L/ 593 1.000 56. 500 10050 0.000 in Design length in4 Ix Live Defl in Chord gap in Left end # SJI reaction in Tag TCX Defl 2.375 y 0. 717 Iy= 4.924 Rx 0.769 p -59938 Pnx/g= -65116 p -27690 Pnx/g= -43235 p -27690 Pn/g = -64125 C 43497 fv 8768 aring seats: Tag End LLV4X3X3/8 Weld 2.93" Opposite End t Chord: 2-LL2-1/2x.212 Ix= 1.219 Center: L 72.000 hord shear~ V = 12121 LLV4X3X3/8 Weld A= Iy= p T = 2.030 Y 4.158 Rx 59482 Pn/g = 37559 fv 2.93" 0.703 0.775 60903 11434 2013 # Minimum Shear 915 in4 Minimum Ix L/ 284 SJI Defl 1.542 in Camber 56.500 in Right end 10050 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1. 440 M 1191 M 4901 M 78.00 fc = 18314 Fy 50000 Ry 1.431 ft= 18501 Q = 1. 000 Rz = 0.491 8 Fillers Filler Reqd f Q Rz f = 12678 0. 967 0.493 14708 Valley Joist West Page 92 V2. l. 7 .2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIAL'.1:O, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject; WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 143 2 -36LH07//-148 X 61' 2.000 Special Crimped angle Parallel chord Longspan Tensile Compressive Weld Available Length Area R sh·ear Force Allow Shear Force Allow. Thick X Weld (in) ·ation Web Slope in Memb.er in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm -==u-W2 66.36 86.24 2-L2x2x.145 1.118 0.396z 12121 30227 33539 ~ 11723 13860 .14x7.0 8.4/ 8.4 -Ll Vl 33.05 41.26 1-Ll-1/2x.109 0.315 0.297z 1008 1202 9454 3362 4011 4175 . llxl.2 3.4/ 3.7 -Ll W3 44.52 48.49 2-;Ll-3/4x.125 0.844 0.347z 3799 5327 25313 109(i0 15370 16484 .13x4 .• 1 6.1/ 6.1 -L3 W4 46.15 49 .. 92 .-1-Ll-3/4x.125 0 • .422 0.347z 6753 9748 12656 2879 4157 5287 .13x2.6 4.1/ 4.6 -L3 V2 0.00 34.58 i-Ll-l/4x.109 0.261 0.247z 444 444 7819 3011 3011 3466 .llxO. 9 3.0/ 3.0 -L3 ws 46.15 4·9.92 1-L2x2x.145 0.559 0.396z 2435 3516 16769 5860 8459 8402 .14x2.0 4.3/ 4.8 -LS W6 46.15 49.92 1-Ll-1/2x.109 0.315 0. 297z 4968 7171 9454 1991 2875 2990 .llx2.2 3.8/ 4.3 -LS V2 o.oo 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3057 3057 3466 . llxO. 9 3.0/ 3.0 -LS W7 46.15 49.92 1-Ll-3/4x.143 0.480 0.346z 1547 2234 14402 4075 5882 6062 .14xl. 4 4.1/ 4.6 -L7 W8 46.15 49.92 1-Ll-1/4x.109 0.261 0.247z 3182 4594 7819 1103 1593 1702 • llxl. 4 3.6/ 4.1 -L7 V2 0.00 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3085 3085 3466 . llxl.O 3.0/ 3.0 -L7 W.9 46.15 49. 92 1-Ll-1/2x.12? 0.359 0.296z 659 952 10781 2290 3305 3388 .13x0.9 3.8/ 4.3 -L9 WlO 46.15 49.92 1-Ll-1/4x.109 0.261 0.247z 2013 2905 7819 732 1057 1702 • llxO. 9 3.6/ 4.1 -L9 V2 o.oo 34.58 1-Ll-1/4x.109 0.261 0.2'47z 444 444 7819 3094 3094 3466 .llxl.O 3.0/ 3.0 -L9 WlO 46.15 49.92 1-Ll-1/4x.109 0.261 0.247z 2013 2905 7819 732 1057 1702 .Hx0.9 3.6/ 4.1 -Lll W9 46.15 49.92 1-Ll-1/2x.125 0.359 0.296z 673 971 10781 2290 3305 3388 .13x0.9 3.8/ 4.3 -Lll V2 0.00 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3085 3085 3466 .llxl.O 3.0/ 3.0 -L11 W8 46.15 49,92 1-Ll-1/4x.109 0.261 '0.247z 3182 4594 7819 1117 1612 1702 . llxl.4 3.6/ 4.1 -L13 W7 46.15 49.92 1-Ll-3i4x.143 0.480 0.346z 1561 2253 14402 4075 5882 6062 .14xl. 4 4.1/ 4.6 -L13 V2 o.oo 34.58 1-Ll-l/ilx.109 0.261 0.247z 444 444 7819 3057 3057 3466 .llx0.9 3.0/ 3.0 -L13 W6 46.15 49:92 1-Ll-1/2x •. 109 0.315 0 .297z 4968 7171 9454 2005 2894 2990 . llx2. 2 3.8/ 4.3 -LlS W5 46.15 49.92 1-L2x2x.145 0.559 0.396z 2449 3535 :I-6769 5860 8459 8402 .14x2.0 4.3/ 4.8 -L15 V2 o.oo 34.58 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3011 3011 3466 .llx0.9 3.0/ 3.0 -115 W4 46.15 49.92 1-Ll-3/4x.125 0.422 0.347z 6753 9748 12656 2893 4176 5287 .13x2.6 4.1/ 4.6 -L17 W3 44.52 48.49 2-Ll-3/4x.125 0.844 0.347z 3799 5327 25313 10960 15370 16484 .13x4.1 6.1/ 6.1 -L17 Vl 33.05 41.26 1-Ll-1/2x.109 0.315 0.297z 1008 1202 9454 3362 4011 4175 . llxl.2 3.4/ 3.7 -117 W2 66.36 86.24 2-12x2x.145 1.118 0.396z 12121 30227 33539 4675 11660 13860 .14x7.0 8.4/ 8.4 Valley Joist West Page 93 V2.1.7.2 Job #3V00584 ~ By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) T145 1 -36LH07//-148 x 60' 8.250 Special Parallel chord Longspan nd Length Depth Slope Holes Top Chord Ext ag 6.000 5.000 --y E 0 I 1.000 2 pp 6.000 5.000 y E 0' 1.000 2 iform NtUp load -148 #/ft full length iform TSJI load 269 #/ft full length iform Live load 155 #/ft full length i£orm Dead load 113 #/ft full length iform NtUp load -66 #/ft from o·, 0" to 10' 11" iform NtUp load -66 #/ft from 50'10" to 60'8-1/4" JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. PE 2 CLIP@ 11'-11", 2~'-2" & 36'-5" & '-8" FTE OAL Crimped angle BCX Hol,dback Pitch EP/#lL 0 I 0.625 81. 000 0' 0.625 81. 000 36.000 in Deep 34.602 in Effective Depth 31.000 in Clear Depth 829192 in-#Moment 724.250 1148 L/ 520 1.000 55.063 10103 0.000 in Design length in4 Ix 2026 # Minimum Shear 913 in4 Minimum Ix L/ 251 SJI Defl 72.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-l/2x.212 idg < 243" Ix= 1.219 ·Center: L 36.000 g end panl: L 55.063 irst point: hord shear: V 7950 A Iy= p p p C Live Defl in Chord gap in Left end # SJI reaction in Tag TCX Defl 2.030 y 0.703 4.158 Rx 0.775 -52864 Pnx/c= -54061 -21161 Pnx/c= -37-093 -21161 Pn/c = -54813 34055 fv 7500 aring seats: Tag End LLV4X3X3/8 Weld 2.57" Opposite End t Chord: 2-LL2-1/2x.188 Ix= 1. 096 ~enter: L 72.000 hord shear: V = 9268 LLV4X3X3/8 Weld A= Iy= p T = 1. 809 Y 3.678 Rx 52341 Pn/a = 27264 fv 2.57" 0.695 0.778 54279 9860 1.518 in Camber 55.063 in Right end 10103 # SJI reaction 0.000 in Opp TCX Defi Fy = 50000 Ry=l.431 M 1208 M 4726 M 7507 fc = 16775 Fy 50000 Ry 1.426 ft= 15068 Q = 0.967 Rz = 0.493 8 Fillers Filler Reqd f Q Rz f = 11252 0.920 0.495 12409 Valley Joist West Page 94 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL; INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) T145 1 -36LH07//-148 X 60' 8.250 Special Crimped angle Parallel chord Longspan _Tensile Compressive Weld Available Length Area R Shear F9rce Allow Shear Force Allow Thick X Weld (in) ·ation Web Slope in Member in2 in lbs lbs lbs ibs lbs lbs Length Top/Bottm -=w:-W2 66.35 86.25 2-L2x2x.125 0.969 0.398z ~ 23101 29063 ~ 11647 11828 .13x6.2 8.6/ 8.6 -Ll Vl 34. 68 42.08 1-Ll-l/2x.109 0.315 0.297z 982 1194 9454 3319 4036 4057 .llxl.2 3.4/ 3.8 -Ll W3 41.9,7 46.54 2-Ll-1/2x.109 0. 630 0. 297z 3691 4964 18907 7950 10694 11404 .llx3.3 6.1/ 6.1 -L3 W4 46.13 49.93 1-Ll-3/4x.125 0.422 0.347z 6832 9859 12656 2879 4154 5285 .13x2.7 4.1/ 4.6 -L3 V2 0.00 34.60 1-Ll-1/4x.109 0.261 0.247z 449 449 7819 2976 2976 3462 .llx0.9 3.0/ 3.0 -L3 ws 46.13 49.93 1-L2x2x.156 0.600 0.396z 2430 3507 17990 5927 8553 9113 .16xl. 8 4.3/ 4.8 -LS W6 4,6.13 49.93 1-Ll-1/2x.109 0.315 0.297z 5022 7248 9454 1986 2866 2988 .llx2.2 3.8/ 4.3 -LS V2 o.oo, 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3028 3028 3462 . llx0.9 3.0/ 3.0 -LS W7 46.13 4-9. 93 1-Ll-3/4x.143 0.480 0.346z 1542 2225 14402 4117 5942 6059 .14xl. 4 4.1/ 4.6 ~L7 W8 46.13 49.93 1-Ll-1/4x.109 0.261 0.247z 3213 4636 7819 1098 1585 1701 .llxl.4 3.6/ 4.1 -i.7 V2 0.00 34'. 60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3059 3059 3462 . llx0. 9 3.0/ 3.0 -L7 W9 46.13 49.93 1-Ll-l/2x.125 0.359 0.296z 654 944 10781 2308 3330 3386 .13x0.9 3.8/ 4.3 -L9 Wl0 46.13 49.93 1-Ll-l/4x.109 0.261 0.247z 2026 2923 7819 731 1054 1701 .llx0. 9 3.6/ 4.1 -L9 V2 0.00 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3070 3070 3462 . llx0. 9 3.0/ 3.0 -L9 Wl0 46.13 49.93 1-Ll-1/4x.109 0.261 0.247z 2026 2923 7819 731 1054 1701 . llx0.9 3. 6/ 4 .1 -Lll W9 46.13 49.93 1-Ll-1/2x.125 0.359 0.296z 678 978 10781 2308 3330 3386 .13x0.9 3.8/ 4.3 -Lll v2 0.00 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3059 3059 3462 • llx0. 9 3.0/ 3.0 -Lll W8 46.13 49.93 1-Ll-1/4x.109 0.261 0.247z 3213 4636 7819 1122 1619 1701 . llxl.4 3.6/ 4.1 -Ll3 W7 46.13 49.93 1-Ll-3/4x.143 0.480 0.346z 1566 2260 14402 4117 5942 6059 .14xl. 4 4.1/ 4.6 -L13 V2 0.00 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3028 3028 3462 . llx0. 9 3.0/ 3.0 -Ll3 W6 46.13 49.93 1-Ll-1/2x.109 0.315 0 .297z 5022 7248 9454 2010 2900 2988 • llx2. 2 3.8/ 4.3 -L15 ws 46.13 49.93 1-L2x2x.156 0.600 0.396z 2454 3541 17990 5927 8553 9113 .16xl. 8 4.3/ 4.8 -L15 V2 0.00 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 2976 2976 3462 • llx0. 9 3.0/ 3.0 -L15 W4 46.13 49.93 1-i.l-3/4x.125 0.422 0.347z 6832 9859 12656 2898 4182 5285 .13x2.7 4.1/ 4.6 -L17 W3 41. 97 46.54 2-Ll-l/Zx.109 o. 630 0.297z 3645 4902 18907 7950 10694 11404 .llx3.3 6.1/ 6.1 -L17 Vl 34. 68 42.08 1-Ll-1/2x.109 0.315 0.297z 982 1194 ·9454 3319 4036 4057 .llxl.2 3.4/ 3.8 -Ll7 W2 66.35 86.25 2-L2x2x.125 0.969 0.398z 9268 23101 29063 4626 11531 11828 .13x6.2 8.6/ 8.6 Vall.ey Joist West Page 95 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N .. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Stq.ndard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 147 1 -36LH07//-I48 x 61' 5.500 Special Crimped angle Parall.el chord Longspan nd Length ag 6.000 Pi? 6.000 Depth 5.000 5.000 Slope Holes --y Top Chord Ext BCX Holdback Pitch EP/#11 64.250 81. 000 y iform NtUp load -148 #/ft full length iform TSJI load 262 #/ft full length iform Live load 150 #/ft full length iform Dead load 113 #/ft full length iform NtUp load -66 #/ft from 0'0" to J.0'11" iform NtUp load -66 #/ft from 50'11" to 61'5-1/2" JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on T9p chord at panel points. BC cone loads: Load Spacing Location Point Type ---5'4-1/4 850 49'4-1/4 5'4~1/4 Ll 850 6'9 54'8-1/2 L17 PE 2 CLIP@ 12'-3", 24'-6" & 36'-9" & '-0" FTE OAL 36.000 in Deep 34.596 in Effective Depth 31.000 in Clear Depth 8.97002 in-#Moment 72.000 in Interior Panel 9 Web Vees p Chord: 2-LL2-1/2x.230 idg < 244" I~= 1.309 Center: L 36.000 g end panl: L 57.375 irst point: hord shear: V 7843 733.500 1189 L/ 538 1.000 57.375 10887 in Design length in4 Ix Live Defl in Chord gap in Left end # SJI reaction A= 2.194 y 0.710 . Iy= 4.520 Rx 0. 772 p -'-54834 Pnx/a= -60003 p -18156 Pnx/a= -21911 p -18156 Pn/a = -59243 C 36294 fv 6820 aring seats: Tag End Opposite End LLV4X3X3/8 LLV4X3X3/8 Weld Weld 2. 60" 2.59" t Chord: 2-LL2-i/2x.188 Ix= 1.096 Center: L 72.000 hord shear: V = 10090 A= Iy= p T = 1. 809 Y 3.678 Rx 54342 Pn/a = 29623 fv 0. 695 0. 778 54279 10734 TSJI, Dead TSJI, Dead 2217 # Minimum Shear 916 in4 Minimum Ix L/ 24 6 SJI Defl 1.557 in Camber 57.375 in Right end 10848 # SJI reaction Fy = 50000 Ry = 1. 435 M 1180 M 5007 M 7977 fc = 16541 Fy 50000 Ry 1.426 ft= 16373 Q = 0. 996 Rz = 0.492 8 Fillers Filler Reqd f Q Rz f = 10720 0.920 0.495 13500 Valley Joist West Page 96 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revj..sed 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 9°'9/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER 9ject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standa,rd Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 147 1 -36LH07//-148 X 61' 5.500 Special Crimped angle Parallel chord Longspan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm -=u-W2L 60-94 '11.22 2-Ll-3/4x.125 0.844 0.347z 10090 20771 25313 ~ ~ 11374 .13x5.6 7.7/ 7.7 -Ll Vl 8.02 34.94 1-Ll-1/4x.109 0.261 0.247z 1023 1033 7819 3344 3377 3409 . llxl.0 3.0/ 3.1 -Ll W3L 56. 62 62.87 2-Ll-3/4x.143 0.960 0.346z 3694 6713 28803 7843 14253 15429 .14x3.4 7.1/ 7.1 -L3 W4 46.14 49.93 1-Ll-3/4x.125 0.422 0.347z 6724 9704 12656 '2882 4159 5286 .13x2.6 4.1/ 4.6 -L3 Vl 0.00 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 2968 2968 3463 • llx0. 9 3.0/ 3.0 -L3 W5 46.14 49.93 1-L2x2x.145 0.559 0.396z 2438 3518 16769 5839 8426 8400 .14x2.0 4.3/ 4.8 -LS W6 46.14 49.93 1-Ll-1/2x.109 0.315 0.297z 4954 7149 9454 1994 2877 2989 .llx2.2 3.8/ 4.3 -LS Vl o.oo 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3020 3020 3463 • llx0. 9 3.0/ 3.0 -LS W7 46.14 49.93 1-Ll-3/4x.143 0.480 0.346z 1550 2237 14402 4068 5872 6060 .14xl. 4 4.1/ 4.6 -L7 W8 46.14 49.93 1-Ll-1/4x.109 0.261 0.247z 3183 4594 7819 1106 1596 1702 • llxl. 4 3.6/ 4.1 -L7 Vl 0.00 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3051 3051 34'63 .llx0.9 3.0/ 3.0 -L7 W9 46.14 49.93 1-Ll-1/2x.125 0.359 0.296z 662 955 10781 2298 3317 3386 .13x0.9 3.8/ 4.3 -:L9 WlO 46.14 49.93 1-Ll-1/4x.109 0.261 0.247z 2217 3199 7819 714 1030 1702 . llxl.0 3.6/ 4.1 -L9 Vl o.oo 34.60 1-Ll-l/4x.109 0.261 0.247z 444 444 7819 3061 3061 3463 • llx0. 9 3.0/ 3.0 -L9 Wl0 46.14 49.93 1-Ll-1/4x.109 0.261 0.247z 2217 3199 7819 752 1086 1702 . llxl.0 3.6/ 4.1 -Lll W9 46.14 49.93 1-Ll-1/2x.125 0.359 6.296z 670 967 10781 2259 3261 3386 .13x0.9 3.8/ 4.3 -Lll Vl 0.00 34. 60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3051 3051 3463 . llx0. 9 3.0/ 3.0 -L11 w0 46.14 49.93 1-Ll-1/4x.109 0.261 0.247z 3144 4538 7819 1114 1608 1702 .11xl.4 3.6/ 4.1 -L13 W7 46.14 49.93 1-;Ll-3/.4x.143 0.480 0.346z 1558 2249 14402 4030 5815 6060 .14xl. 4 4.1/ 4.6 -L13 Vl 0.00 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 3021 3021 3463 • llx0. 9 3.0/ 3.0 -L13 W6 46.14 49.93 1-Ll-1/2x.109 0.315 0. 297z 4915 7093 9454 2002 2890 2989 .llx2.2 3.8/ 4.3 -L15 W5 46.14 49.93 1-L2x2x.145 0.559 0.396z 2446 3530 16769 5800 8370 8400 .14xl. 9 4.3/ 4.8 -Ll:5 Vl 0,00 34.60 1-Ll-1/4x.109 0.261 0.247z 444 444 7819 2970 2970 3463 .11x0. 9 3.0/ 3.0 -L15 W4 46.14 49.93 1-Ll-3/4x.125 0.422 0.347z 6685 9648 12656 2890 4171 5286 .13x2.6 4.1/ 4.6 -L17 W3R 45.94 49.75 2-Ll-1/2x.125 0. 719 o,.296z 3677 5288 21563 7804 11222 12622 .13x3.0 6.3/ 6.3 -L17 V2 32.01 40.80 1-Ll-1/2x.109 0.315 0.297z 1023 1207 9454 3351 3952 4242 . llxl.2 3.4/ 3.7 -L17 W2R 66.35 86.24 2-L2x2x.125 0.969 0 .398z 10006 24943 29063 4701 11718 11829 .13x6.7 8.5/ 8.5 Valley Joist West Page 97 V2. 1. 7. 2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oje.ct: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD . .mments: 2010 CBC (IBC2006) 151 1 -36LH07//-148 x 61' 5.000 Special Crimped angle Parallel chord Longspan nd Length ag 6.000 pp 6.000 Depth 5.000 5.000 Slope Holes y y Top Chord Ext BCX Holdback Pitch EP/#lL 81. 000 81. 000 iform NtUp load -148 #/ft full length iform TSJI load 263 #IH full length iform Live load 150 #/ft full length iform Dead load 113 #/ft full length iform NtUp load -66 #/ft full length JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. TC cone loads: Load Spacing Location Point Type ---6'8-1/2 7500 6'6 6'8-1/2 U;LA Equk 7500 6'6 13'2-1/2 U3 Equk 7500 41'8-1/2 19'8-1/2 U5A Equk BC cone loads: Load Spacing Location Point Type 550 27'8-1/2 27'8-1/2 LS TSJI, Dead 4'9 550 28' 11-1/2 32'5-1/2 LlO TSJI, Dead PE 2 CLIP@ 12'-3", 24'-6" & 36'-9" & '-0" FTE OAL D PANEL SPACING 36.000 in Deep 3~.304 in Effective Depth 30.QOO iR Clear Depth 845548 in-#Moment 72.000 in Interior Panel 9 Web Vees 733.000 1791 L/ 810 1.000 57.250 10584 in Design length in4 ix Live Defl in Chord gap in Left end # SJI reaction 2143 # Minimum Shear 916 in4 Minimum Ix L/ 354 SJI Defl 1. 555 in Camber 57.250 in Right end 10561 # SJI reaction Valley Joist W_est Page 98 V2. l. 7. 2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) 151 1 -36LH07//-148 X 61' 5.000 Special Crimped angle Parallel chord Longspan p Chord: 2-L L3x3x.281 A= 3.214 y 0.854 Fy 50000 Q = 1.000 idg < 279" Ix= 2.756 Iy= 8.645 Rx 0.926 Ry 1. 640 Rz = 0.591 Center: L 36.000 p -82951 Pnx/a= -90611 M 1322 3 Fillers Eighth: L -24.000 p -81745 Pnz/n= -90093 No Fillers g end panl: L 57.250 p -41600 Pnx/a= -65622 M 5552 Filler Reqd irst point: p -41600 Pn/Q = -86780 M 6832 hord shear: V 12719 C 68160 fv 7544 fc 21207 f = 13013 aring seats: Tag End LLV4X3X3/8 Weld 4. 03" Opposite End LLV4X3X3/8 Weld 2.39" t Chord: 2-L L3x3x.250 A= 2. 875 y 0.842 Fy 50000 Q 0. 961 Ix= 2.488 Iy= 7.669 Rx 0.930 Ry 1. 633 Rz 0.592 Center: L 72. 000 p 82746 Pn/a 86250 hord shear: V = 18064 T 54006 fv 12043 ft 18785 f 15272 Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ·ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottrn -=r;r W2L 66.53 86.13 2-L2-1/2x.188 1.809 0.495z 18064 45353 54279 10149 25480 30000 .19x8.1 10.2/10.2 -Ll Vl 32.38 40.62 1-Ll-1/2x.109 0.315 0.297z 700 829 9454 3035 3593 4268 . llxl.1 3.7/ 4.0 . -Ll V2 0.84 34.31 2-Ll-1/4x.109. 0.521 0.247z 3889 3889 15637 7724 7725 10815 .llx2.4 6.6/ 6.6 -Ll W3L 45. 98 49.37 2-Ll-3/4x.143 0.960 0.346z 5410 7785 28803 12719 18303 19245 .14x4.3 7.5/ 7.5 -L3 W4L 50.76 54.23 1-L2x2x.176 0. 673 0.394z 11872 18768 20191 5688 8991 9237 .18x3.6 4.9/ 5.5 ~L3 V3 0.00 34 .30 · 1-Ll-3/4x.125 0.422 0.347z 3847 3847 12656 7929 7929 7916 .13x2.1 3.8/ 3.8 -L3 WSL 41.17 45.57 1-L2x2x.156 o. 600 0.396z 3478 4620 17990 7140 9485 10095 .16x2.0 4.4/ 4.8 -LS W6 46.38 49.73 1-Ll-3/4x.125 0.422 0.347z 6423 9310 12656 2889 4188 5318 .13x2.5 4.4/ 4.9 -LS V4 o.oo 34.30 1-Ll-l/4x.109 0.261 0.247z 428 428 7819 2927 2927 3510 . llxO. 9 3.3/ 3.3 . -LS vs 19.28 36.34 2-Ll-l/4x.109 0.521 0.247z 3949 4183 15637 7805 8268 10368 . llx2. 6 6.4/ 6.4 -LS W7L 46.38 49.73 1-L2x2x.163 0. 625 0.395z 2715 3935 18763 6653 9645 9608 .16x2.0 4.7/ 5.2 -L7 W8 46.38 49.73 1-Ll-3/4x •. 125 0.422 0.347z 5992 8687 12.656 2943 4265 5318 .13x2.3 4.4/ 4.9 -L7 V4 0.00 34.30 1-Ll-l/4x.109 0.261 0.247z 642 642 7819 3203 3203 3510 . llxl.O 3.3/ 3.3 -L7 W9 46. 38 49. 73 1-L2x2x.145 0.559 0.396z 3204 4645 16769 5529 8015 8440 .14xl. 9 4.7/ 5.2 -LS V6 o.oo 34.30 2-Llxlx.109 0.412 0.196z 550 550 12367 0 0 7072 . llxO. 2 6.3/ 6.3 -L9 WlOL 46.38 49.73 1-Ll-3/4x.143 0.480 0.346z 4543 6585 14402 4084 5921 6100 .14xl. 6 4.4/ 4.9 -L9 V4 0.00 34.30 1-L1-l/4x.109 0.261 0.247z 642 642 7819 3188 3188 3510 . llxl.O 3.3/ 3.3 ~L9 WlOR 46.38 49. 73 1-Ll-3/4x.143 0.480 0.346z 4520 6553 14402 4107 5953 6100 .14xl. 5 4.4/ 4.9 -LlO V7 23. 62 37.44 2~ Llxlx.109 0.412 0.196z 550 600 12367 0 0 6355 . llxO .2 6.3/ 6.3 -Lll W9 46.38 49.73 1-L2x2x.145 0.559 0.396z 3218 4664 16769 5506 7982 8440 .14xl. 9 4.7/ 5.2 -Lll V4 0.00 34.30 1-Ll-l/4x.109 0.261 0.247z 642 642 7819 3148 3148 3510 .llxl.O 3.3/ 3.3 -Lll W8 46.38 49.73 1-Ll-3/4x.125 0.422 0.347z 5970 8654 12656 2956 4285 5318 .13x2.3 4.4/ 4.9 -L13 W7R 46.38 49. 73 1-L2x2x.176 0. 673 0.394z 2694 3906 20191 6744 9775 10429 .18xl. 9 4.7/ 5.2 -L13 V4 0.00 34.30 1-Ll-l/4x.109 0.261 0.247z 642 642 7819 3089 3089 3510 • llxl.O 3.3/ 3.3 -L13 W6 46. 38 49. 73 1-Ll-3/4x.125 0.422 0.347z 7517 10897 12656 2889 4188 5318 .13x2.9 4.4/ 4.9 -L15 WSR 4·4 .32 47.95 1-L2x2x.187 o. 713 0 .394z 3509 4904 21391 8267 11556 11626 .19x2.1 4.6/ 5.0 -L15 V4 0.00 34 .30 1-Ll-1/4x.109 0.261 0.247z 642 642 7819 3013 3013 3510 .llx0.9 3.3/ 3.3 -L15 W4R 48.30 51.57 1-L2x2x.125 0.484 0.398z 9034 13580 14531 4151 6239 6806 .13x3.7 4.8/ 5.3 -L17 W3R 45.98 49.37 2-Ll-3/4x.125 0.844 0.347z 5004 7202 25313 10038 14445 16293 .13x3.9 7.5/ 7.5 -L17 Vl 32.38 40.62 1-Ll-l/2x.109 0.315 0. 297z 1021 1209 94·54 3362 3981 4268 • llxl.2 3.7/ 4.0 -LlJ W2R 66.53 86.13 2-L2x2x.163 1.251 0.395z 11209 28141 375'26 6025 15128 15628 .16x5.8 10.9/10.9 Valley Joist West Page 99 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WEST.FIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T31 1 -28K8//-148 X 44' 4.500 Special Crimped angle Parallel chord Shortspan nd Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP/#lL ag 5.000 5.000 --y E 0' 3.125 2 -0' 1.500 54.000 pp 5.000 5.000 y E 0 I 0.250 54.000 iform NtUp load -148 #/ft full length iform TSJI load 267 #/ft full length iform Live load 163 #/ft full length iform Dead load 104 #/ft full length iform NtUp load -66 #/ft from 0'0" to 16'5" JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. PE 1 CLIP@ 20'-11" FTE OAL 28.000 in Deep 528.500 in Design length 1469 # Minimum Shear 26.866 in Effective Depth 501 in4 Ix 24.000 in Clear Depth L/ 557 Live Defl 040299 in-#Moment 1.000 in Chord gap 48.000 in Interior Panel 35.125 in Left end 10 Web Vees 7874 # SJI reaction 0.000 in Tag TCX Defl p Chord: 2-L L2x2x.187 A 1. 426 y 0.569 idg < 179" Ix= 0.544 Iy= 2.173 Rx 0.617 Center: L 24.000 p = -38456 Pnx/o= -38307 Sixth: L 24.000 p = -30470 Pnz/c= -32608 g end panl: L 35.125 p -14104 Pnx/o= -21522 irst point: p -14104 Pn/c = -38504 pend panl: L 36.125 p -14082 Pnx/c= -20811 Last point: p -14082 Pn/c = -38504 hard shear: V 6437 C 22697 fv 8606 aring seats: Tag End LLV3.5x2.5x Weld 2.12" Opposite End t Chord: 2-L L2x2x.176 Ix= 0.516 Center: L 48.000 hord shear: V = 7287 LLV3.5x2.5x Weld A= Iy= p T = 1. 34 6 Y 2.042 Rx 38722 Pn/o = 17852 fv 2.12" 0.565 0.619 40381 10351 372 in4 Minimum Ix L/ 267 SJI Defl 0.808 in Camber 36.125 in Right end 7874 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.234 M 1914 M 3028 M 1952 M 3349 fc = 159.16 Fy 50000 Ry 1. 232 ft= 13263 Q = 1. 000 Rz = 0.394 9 No No No f Q Rz f Fillers Fillers Filler Filler = 11721 0.981 0.394 12293 Valley Joist West Page 100 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 oject: PH: 909/874~8840. FAX: 909/874-3363 CONTACT: KURT FORSTER WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. )llIIlents: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T31 1 -28K8//-148 x 44' 4.500 Special Crimped angle Parallel chord Shortspan :ation . ----.::r:;r- -L 1 -Ll -L3 -L3 -L3 -LS -LS -LS -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lli -L13 -L13 -Li3 -LlS -LlS -LlS -L17 -L17 -L17 -L19 -L19 -L19 Web W2L Vl W3L W4 V2 ws W6 V2 W7 W8 V2 W9 Wl0 V2 Wll Wll V2 Wl0 W9 V2 W8 W7 V2 W6 ws V2 W4 W3R V3 W2R Slope 62.68 32.13 34.19 41. 78 0.00 41. 78 41. 78 0.00 41. 78 41. 78 0.00 41. 78 41. 78 0.00 41.78 41. 78 0.00 41.78 41. 78 o.oo 41.78 41. 78 o.oo 41.78 41.78 0.00 41.78 39. 63 30.58 62. 68 Length in 52.29 28.34 29.01 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 31.16 27.88 52.29 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1-1~ 1- 1- Member L2x2x.176 Ll-1/2x.109 L2x2x.156 Ll-1/2x.109 Ll-1/4x.109 L1~3/4x.143 Ll-1/2x.109 Ll-1/4x.109 Ll-3/4x.125 Ll-l/4x.109 Ll-1/4x.109 Ll-1/2x.109 Ll-1/4x.109 Ll-1/4x.109 Ll-1/4x.109 Ll-·1/4x.109 Ll-1/4x.109 Ll-1/4x.109 Ll-l/2x.109 Ll-l/4x.109 Ll-l/4x.109 Ll-3/4x.125 Ll-1/4x.109 Ll-1/2x.109 Ll-3/4x.143 Ll-1/4x.109 Ll-1/2x.109 L2x2x.163 Ll~l/2x.109 L2x2x.156 Area in2 0. 673 0.315 0.600 0.315 0.261 0.480 0.315 0.261 0.422 0.261 0.261 0.315 0.261 0.261 0.261 0.261 0.261 0.261 0.315 0.261 0.261 0.422 0.261 0.315 0.480 0.261 0.315 o. 625 0.315 0.600 R in 0.394z 0 .297z 0.396z 0.297z 0.247z 0.346z 0.297z 0.247z 0.347z 0.247z 0.247z 0.297z 0.247z 0.247z 0.247z 0.247z 0.247z 0.247z 0.297z 0.247z 0.247z 0.347z 0.247z 0 .297z 0.346z 0.247z 0.297z 0.395z 0.297z 0.396z Shear lbs . 7287 626 3194 5689 428 2239 4440 428 1383 3192 388 567 1943 296 780 830 296 1839 913 296 3088 1505 296 4336 2097 296 5585 2776 458 7276 Tensile Force lbs 15875 740 3861 7628 428 3002 5954 428 1854 4280 388 760 2606 296 1046 1113 296 2466 1225 296 4140 2018 296 5815 2812 296 7489 3605 532 15851 Allow lbs 18172 9454 17990 9454 7819 14402 9454 7819 12656 7819 7819 9454 7819 7819 7819 7819 7819 7819 9454 7819 7819 12656 7819 9454 14402 7819 9454 18763 9454 16191 Compressive Shear lbs ~ 2841 6437 2667 2647 5065 1811 2686 3816 955 2712 2567 481 2725 H69 1469 2726 617 2463 2714 1209 3712 2689 1801 4961 2651 2393 6366 2886 3234 Force lbs 8323 3354 7782 3576 2647 6791 2428 2686 5117 1280 2712 3443 646 2725 1969 1969 2726 828 3303 2714 1621 4977 2689 2415 6652 2651 3209 8266 3352 7046 Allow lbs 8839 4686 814·4 3937 3883 7504 3937 3883 6456 2304 3883 3937 2304 3883 2304 2304 3883 2304 3937 3883 2304 6456 3883 3937 7504 3883 3937 8474 4779 7830 Weld Available Thick x Weld (in) Length Top/Bottm .18x3.0 4.7/ 5.6 .llxl.O 2.8/ 3.1 .16xl.7 3.3/ 3.6 .llx2.4 3.0/ 3.4 .llx0.8 2.5/ 2.5 .14xl.6 3.2/ 3.6 .llxl.8 3.0/ 3.4 .llx0.8 2.5/ 2.5 .13xl.4 3.2/ 3.6 .llxl.3 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llxl.l 3.0/ 3.4 .llx0.8 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llx0.6 2.7/ 3.1 .llx0.6 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llx0.8 2.7/ 3.1 .llxl.0 3.0/ 3.4 .llx0.8 2.5/ 2.5 .llxl.3 2.7/ 3.1 .13xl.3 3.2/ 3.6 .llx0.8 2.5/ 2.5 .llxl.8 3.0/ 3.4 .14xl.6 3.2/ 3.6 .llx0.8 2.5/ 2.5 .llx2.3 3.0/ 3.4 .16xl.7 3.4/ 3.8 .llxl.0 2.8/ 3.1 .16x3.4 4.7/ 5.6 Valley Joist West Page 101 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO,. CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA .signed per St~el Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 33 8 -28K8//~148 x 44' 9.750 Special Crimped angle Parallel chord Shortspan nd Lengt,h ag 5.000 pp 5.000 Depth 5.000 5.000 Holes y y Top Chord Ext E 0' 1.500 E 0' 0.250 iform NtUp load -148 #/ft full length iform TSJI load 262 #/ft full length iform Live load 158 #/ft full length iform Dead load 104 #/ft full length iform NtUp load -66 #/ft from 0'0" to JI 2000# AddLoad on Top chord at panel ad 2000# AddLoad on Top chord at panel 16' 5" points. points. BCX Holdback Pitel) EP/#lL 54.000 54.000 PE 1 CLIP@ 21'-3" FTE OAL 28.000 in Deep 26.866 in Effective Depth 24.000 in Clear Depth 042984 in-#Moment 533. 750 501 L/ 557 1.000 37.438 7816 0.000 in Design length in4 Ix 1454 # Minimum Shear 372 in4 Minimum Ix L/ 264 SJI Defl 48.000 in Interior Panel 10 Web Vees p Chord: 2-L L2x2x.187 idg < 179" Ix= 0.544 Center: L 24.000 g end panl: L 37.438 irst point: hard shear: V 6312 A Iy= p p p C Live Defl in Chord gap in Left end # SJI reaction in Tag TCX Defl 1. 426 y 0.569 2.173 Rx 0.617 -38508 Pnx/c= -38307 -13962 Pnx/c= -19885 -13962 Pn/c = -38504 23437 fv 8438 aring seats: Tag End LLV3. 5x2. 5x Weld 2. 09" Opposite End t Chord: 2-L L2x2x.176 Ix= 0.516 Center: L 48.000 hard shear: V = 7213 LLV3.5x2.5x Weld A= Iy= p T = 1. 346 Y 2.042 Rx 38822 Pn/c = 18728 fv 2.09" 0. 565 0.619 40381 10246 0.824 in Camber 37.438 in Right end 7816 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.234 M 2127 M 3383 fc = 16435 Fy 50000 Ry 1. 232 ft= 13913 Q = 1.000 Rz = 0.394 10 No f Q Rz f Fillers Filler = 11778 0.981 0.394 12385 Valley Joist West Page 102 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Sta:ndard Specifications 42nd edition ASD. rnments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 33 8 -28K8//-148 K 44' 9.750 Special Crimped angle Parallel chord Short span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm ~ W2L 62. 68 52.29 1-L2x2x.176 o. 673 0.394z ""7213 15715 18172 ~ 8353 ~ .18x3.0 4.7/ 5.7 -Ll Vl 28.46 27.30 1-Ll-li2x.109 0.315 0. 297z 668 759 9454 2877 3273 4894 .llxl.O 2.8/ 3.0 -Ll W3 40.41 31.52 1-L2x2x.163 0. 625 0.395z 3167 4159 18763 6312 8290 8422 .16xl. 7 3.4/ 3.8 -13 W4 41.78 32.18 1-Ll-1/2x.109 0.315 0 .297z 5552 7·445 9454 2619 3512 3937 . llx2. 3 3.0/ 3.4 -L3 V2 0.00 24.00 1-Ll-l/4x.109 0.261 0.247z 428 428 7819 2640 2640 3883 • llxO. 8 2.5/ 2.5 -L3 ws 41.78 32.18 1-'-Ll-3/4x.143 0.480 0.346z 2191 2938 14402 4939 6623 7504 .14xl. 6 3.2/ 3.6 -LS W6 41.78 32.18 1-Ll-1/2x.109 0.315 0.297z 4326 5801 9454 1763 2364 3937 • llxl. 8 3.0/ 3.4 -LS v2 0.00 2'4 .00 1-Ll-1/4x.109 0.261 0.247z 428 428 7819 2678 2678 3883 .llx0.8 2.5/ 2.5 -LS W7 41. 78 32.18 1-Ll-3/4x.125 0.422 0.347z 1335 1790 12656 3713 4979 6456 .13xl. 3 3.2/ 3.6 -17 W8 41.78 32.18 1-Ll-1/4x.109 6.261 0.,247z 3100 4157 7819 907 1216 2304 .llxl.3 2.7/ 3.1 -L7 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 363 363 7819 2703 2703 3883 . llxO. 8 2,5/ 2.5 -17 W9 41.78 32.18 1-Ll-1/2x.l09 0.315 0.297z 544 730 9454 2487 3335 3937 . llxl.O 3.0/ 3.4 -19 WlO 41. 78 32.18 1-Ll-l/4x.109 0.261 0.247z 1875 2514 7819 510 683 2304 . llxO. 8 2.7/ 3.1 -19 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2716 2716 3883 .llx0.8 2.5/ 2.5 -19 Wll 41.78 32 .. 18 1-Ll-1/4x.109 0.26i 0.247z 807 1082 7819 1454 1950 2304 . llxO. 6 2.7/ 3.1 -Lll Wll 41. 78 32.18· 1-Ll-1/4x.109 0.261 0.247z 807 1082 7819 1454 1950 2304 • llxO. 6 2.7/ 3.1 -Lll V2 0 .. 00 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2716 2716 3883 • llxO. 8 2.5/ 2.5 -Lll WlO 41.78 32.18 1-Ll-1/4x.109 0.261 0.247z 1875 2514 7819 640 858 2304 . llxO. 8 2.7/ 3.1 -113 W9 41.78 32.18 1-Ll-1/2x.109 0.315 0 .297z 936 1255 9454 2487 3335 3937 . llxl.O 3.0/ 3.4 -113 V2 o.oo 24.00 1~ Ll-1/4x.109 0.261 0.247z 296 296 7819 2703 2703 3883 .llx0.8 2.5/ 2.5 -113 W8 41.78 32.18 1-Ll-1/4x.109 0.261 0.247z 3100 4157 7819 1232 1652 2304 .llxl.3 2.7/ 3.1 -L15 W7 41.78 32.18 1-Ll-3/4x.125 0.422 0.347z 1528 2049 12656 3713 4979 6456 .13xl.3 3.2/ 3.6 -115 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2678 2678 3883 . llx0.8 2.5/ 2.5 -L:1.5 W6 41. 78 32.18 1-Ll-1/2x.109 0.315 0.297z 4326 5801 9454 1824 2446 3937 .llxl.8 3.0/ 3.4 -L17 W5 41. 78 32.18 1-Ll-3/4x.143 0.480 0.346z 2120 2843 14402 4939 6623 7504 .14xl. 6 3.2/ 3.6 -L17 V2 0.00 24.00 1-Ll-l/4x.109 0.261 0.247z 296 296 7819 2640 2640 3883 • llxO. 8 2.5/ 2.5 -117 W4 41.78 32.18 1-Ll-1/2x.109 0.315 0.297z 5552 7445 9454 2416 3240 3937 . llx2.3 3.0/ 3.4 -119 W3 40.41 31.52 1-L2x2x.163 0. 625 0.395z 2795 3671 18763 6312 8290 8422 .16xl. 7 3.4/ 3.8 -119 Vl 28.46 27.30 1-Ll-1/2x.109 0.315 0 .297z 462 525 9454 2877 3273 4894 . llxl.O 2.8/ 3.0 -119 W2R 62. 68 52.29 1-L2x2x.156 o. 600 0.396z 7213 15715 16191 3257 7095 7830 .16x3.4 4.7/ 5.7 Val~ey Joi,st West Page 103 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T35 1 -28K8//-148 x 44' 1.000 Special Crimped angle Parallel chord Shortspan nd Length .Depth ag 5.noo 5.noo PP 5.000 5.000 Slope Holes Top Chord Ext --y E 0' 2.000 Y E 0' 0.750 BCX Holdback 2 0' 2.000 2 0 I 6 • 000 Pitch EP/#lL 54.000 54.000 iform NtUp load -148 #/ft full length iform TSJI load 27.0 #/ft full length iform Live load 166 #/ft full length iform Dead load 104 #/ft full length iform NtUp load -66 #/ft from 0'0" to JI 2000# AddLoad on Top chord at panel ad 2000# AddLoad on Top chord at panel 16'5" points. points. PE 1 CLIP@ 20'-7" FTE OAL 28.000 in Deep 26.866 in Effective Depth 24.000 in Clear Depth 525.000 501 L/ 557 1. 000 34.250 7913 0.000 in Design in4 Ix Live Defl length 1478 # Minimum Shear 372 in4 Minimum Ix 0.38549 in-#Moment · 48.000 in Interior Panel in Chord gap in Left end 10 Web Vees p Chord: 2-L L2x2x.187 idg < 179" Ix= 0.544 Center: L 24.000 Sixth: L 24.000 g end panl: L 34.250 irst point: pend panl: L 35.250 Last point: hoTd shear: V 6495 a.ring seats: Tag End Opposite End t Chord: 2-L L2x2x.176 Ix= 0.516 Center: L 48.000 hard shear: V = 7329 # SJI reaction in Tag TCX Defl A 1. 426 y Iy= 2.173 Rx p -38387 Prrx/r.i= p -30308 Pnz/r.i= p -14186 Pnx/r.i= p -14186 Pn/r.i = p -14164 Pnx/r.i= p -14164 Pn/r.i = C 22445 fv LLV3.5x2.5x Weld LLV3.5x2.5x Weld A= Iy= p T = 1. 346 Y 2.042 Rx 38657 Pn/r.i = 17544 fv 0.569 0.617 -38307 -32608 -22147 -38504 -2143.3 -38504 8683 2.13" 2.13" 0.565 0.619 40381 10411 L/ 269 SJI Defl 0.798 in Camber 35.250 in Right end 7913 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.234 M 1846 M 2914 M 1883 M 3231 fc = 15739 Fy 50000 Ry 1.232 ft= 13033 Q = 1.000 Rz = 0.394 9 No No No f Q Rz Fillers Fillers Filler Filler = 11719 0.981 0.394 12282 Valley Joist West Page 104 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 storner: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 oject: PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T35 1 ~ 28K8//-148 x 44' 1.000 Special Crimped angle Parallel chord Shortspan ,ation --=r;r -Ll -Ll -L3 -L3 -L3 -15 -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Lll -Lll -L11 -L13 -L13 -L13 -L15 -L15 -L15 -L17 -L17 -L17 -L19 -L19 -L19 Web W2L Vl W3L W4, V2 W5 W6 V2 W7 we V2 W9 Wl0 V2 W11 Wll V2 Wl0 W9 V2 we W7 V2 W6 W5 V2 W4 W3R V3 W2R Slope 62. 68 33.45 31.56 41. 78 0.00 41. 78 41. 78 o.oo 41.78 41. 78 o.oo 41. 78 41. 78 o.oo 41. 78 41.78 0.00 41. 78 41. 78 o.oo 41. 78 41.78 o.oo 41. 78 41. 78 o .. oo 41.78 37.35 31. 94 62. 68 Length in 52.29 28. 77 28.16 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 30.19 28.28 52.29 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- J:- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- Member L2x2x.176 Ll-1/2x.109 L2x2x .• 156 Ll-1/2x •. 109 Ll-1/4x.109 Ll-3/4x.143 Ll-1/2x.109 Ll-1/4x.109 Ll-3/4x.125 Ll-1/4x.109 Ll-1/4x.109 Ll-1/2x.109 Ll-l/4x.109 Ll-1/4x.109 Ll-1/4x.109 Ll-1/4x.109 Ll-1/4x.109 Ll-l/4x.109 Ll-1/2x.109 Ll-1/4x.109 Ll-l/4x.109 Ll-3/4x.125 Ll-1/4x.109 Ll-1/2x.109 Ll-3/4x.143 Ll-l/4x.109 Ll-l/2x.109 L2x2x.163 Ll-l/2x.109 L2x2x.156 Area in2 0.673 0.315 o. 600 0.315 0-.261 0.480 0.315 0.261 0.422 0.261 0.261 0.315 0.261 0.261 0.261 0.261 0.261 0.261 0.315 0.261 0.261 0.422 0.261 0.315 0.480 0.261 0.315 0.625 0.315 0.660 R in 0.394z 0. 297z 0.396z 0.297z 0.247z 0.346z 0.297z 0.247z 0.347z 0.247z 0.247z 0.297± 0.247z 0.247z 0.247z 0.247z 0.247z 0.247z 0.297z 0.247z 0.247z 0.347z 0 .247z 0 .297z 0.346z 0.247z 0.297z 0.395z 0 .297z 0.396z Shear lbs 7329 611 3195 5747 428 2247 4483 428 1391 3219 398 565 1955 296 779 829 296 1850 915 296 3114 1507 296 4378 2099 296 5642 2772 447 7318 Tensile Force lbs 15968 732 3749 7707 428 3013 6012 428 1866 4317 398 758 2622 296 1045 1112 296 2480 1226 2% 4175 2020 296 5870 2814 296 7566 3487 527 15943 Allow lbs 18172 9454 17990 9454 7819 14402 9454 7819 12656 7819 7819 9454 7819 7819 7819 7819 7819 7819 9454 78J:9 7819 12656 7819 9454 14402 7819 9454 18763 9454 16191 Compressive Shear lbs 3805 2831 6495 2675 2653 5115 1819 2692 3851 963 2719 2587 479 2732 14-78 1478 2733 619 2482 2720 1211 3746 2695 1803 5010 2657 2395 6423 2877 3219 Force lbs ----ii290 3393 7622 3587 2653 6859 2439 2692 5164 1292 2719 3469 643 2732 1982 1982 2733 829 3328 2720 1623 5023 2695 2417 6718 2657 3211 8080 3390 7014 Allow lbs 8839 4602 8249 3937 3883 7504 3937 3883 6456 2304 3883 3937 2304 3883 2304 2304 3883 2304 3937 3883 2304 6456 3883 3937 7504 3883 3937 8615 4698 7830 Weld Thick X Length .18x3.1 .llxl.0 .16xl. 6 .11x2. 4 .llx0.8 .14xl. 6 . llxl. 9 .llx0.8 .13xl. 4 .llxl.3 • llx0. 8 . llxl .1 . llx0 .8 • llx0. 8 • llx0. 6 • llx0. 6 .llx0.8 . llx0. 8 . llxl.0 .1:).x0.8 .llxl.3 .13xl. 4 • llx0. 8 .llxl.8 .14xl. 6 .J,lx0.8 .llx2.3 .16xl. 7 .llxl. 0 .16x3.4 Available Weld (in) Top/Bottm 4.7/ 5.6 2.8/ 3.1 3.3/ 3.5 3.0/ 3.4 2.5/ 2.5 3.2/ 3.6 3.0/ 3.4 2.5/ 2.5 3.2/ 3.6 2.7/ 3.1 2.5/ 2.5 3.0/ 3.4 2.7/ 3.1 2.5/ 2.5 2.7/ 3.1 2.7/ 3.1 2.5/ 2.5 2.7/ 3.1 3.0/ 3.4 2.5/ 2.5 2.7/ 3.1 3.2/ 3.6 2.5/ 2.5 3.0/ 3.4 3.2/ 3.6 2.5/ 2.5 3.0/ 3.4 3.4/ 3.7 2.8/ 3.1 4.7/ 5.6 Valley Joist West Page 105 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 $tomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874~8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T37 1 -28K8/ /-148 X 44' 1.500 Special Crimped angle Parallel chord Shortspan nd Length Depth Slope Hqles Top Chord Ext BCX Holdback Pitch EP/#lL ag 5.000 5.000 --y E 0' 2.000 2 pp 5.000 5,000 y E 0' 0.250 iform NtUp load -148 #/ft full length iform TSJI load 270 #/ft full length iform Live load 166 #/ft full length iform Dead load 104 #/ft full length iform NtUp load -66 #/ft from 0'0" to JI 2000# AddLoad on Top chord at panel ad 2000# AddLoad on Top chord at panel 16'5" points. points. PE 1 CLIP@ 20'-7" FTE OAL 28.000 in Deep 525.500 501 L/ 557 1.000 34.375 7908 0.000 in Design length in4 Ix 26.866 in Effective Depth 24.000 in Clear Depth 038799 in-#Moment 48.000 in Interior Panel 10 Web Vees p Cho.rd: 2-L L2x2x.187 idg < 179" Ix= 0.544 Center: L 24.000 Sixth: L 24.000 g end panl: L 34.375 irst point: pend panl: L 35.375 Last point: hord shear: V 6487 A Iy= p p p p p p C Live Defl in Chord gap in Left end # SJI reaction in Tag TCX Defl 1. 426 y 0.569 2.173 Rx 0.617 -38397 Pnx/c= -38307 -30332 Pnz/c= -32608 -14174 Pnx/c;= -22058 -14174 Pn/c = -38504 -14153 Pnx/c= -21344 -14153 Pn/c = -38504 22481 fv 8672 aring seats: Tag End LLV3. 5x2. 5x Weld 2.13" Opposite End t Chord: 2-L L2x2x.176 Ix= 0.516 Center: L 48.000 hord shear: V = 7323 LLV3.5x2.5x Weld A= Iy= p ~ T = 1. 34 6 Y 2.042 Rx 38666 Pn/c = 17588 fv 2.13" 0.565 0.619 40381 10402 0' 2.000 54.000 54.000 1477 # Minimum Shear 372 in4 Minimum Ix L/ 269 SJI Defl 0.799 in Camber 35.375 in Right end 7908 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.234 M 1856 M 2930 M 1893 M 3248 fc = 15764 Fy 50000 Ry 1. 232 ft= 13066 Q = 1.000 Rz = 0.394 9 No No No f Q Rz f Fillers Fillers Filler Filler = 11719 0.981 0.394 12284 Valley Joist West Page 106 'V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 oject: PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mtnents: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T37 1 -28K8//-148 x 44' 1.500 Special Crimped angle Parallel chord Shortspan :ation, ---=r:;r- -Ll -Ll ~L3 -L3 -L3 -LS -L5 -L5 -L7 -L7 -L7 -L9 -L9 -L9 -Ul -Lll -Lll -L13 -L13 -L13 -L15 -L15 -L15 -Ll7 -L17 -L17 -L19 -L19 -L19 Web W2L Vl W3L W4 V2 W5 W6 V2 W7' W8 V2 W9 WlO V2 ,Wll Wll V2 WlO W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R V3 W2R Slope 62. 68 33.27 31.94 41. 78 0.00 41. 78 41. 78 0.00 41. 78 41. 78 0.00 41.78 41.78 0.00 41. 78 41. 78 O.OQ 41. 78 41. 78 0.00 41.78 41. 78 0.00 41. 78 41. 78 0.00 41. 78 37 .68 31. 75 62.68 Length in 52.29 1- 28. 70 1- 28.28 1- 32.18 1- 24.00 1- 32.18 1- 32.18 1- 24.00 1- 32.18 1- 32.18 1- 24.00 1- 32.18 1- 32.18 1- 24.00 1- 32.18 1- 32.18 1- 24. 00 1- 32 .18 1- 32.18 1- 24.00 1- 32.18 1- 32 .. 18 1- 24 .0P 1- 32\18 1- 32.18 1- 24. 00 1- 32 .18 1- 30.32 1- 28.22 1- 52.29 1- Member L2x2x.176 Ll-1/2x.109 L2x2x.156 Ll-1/2x.109 Ll-1/4x.109 Ll-3/4x.143 Ll-1/2x.109 Ll-l/4x.109- Ll-3/4x.125 Ll-l/4x.109 Ll-1/4x.109 Ll-l/2x.109 Ll-1/4x.109 Ll-l/4x.109 Ll-l/4x.109 Ll-li4x.109 Ll-1/4x.109 Ll-l/4x.109 Ll-l/2x.109 Ll-l/4x.1'09 Ll-1/ 4x.109 Ll-3/4x.125 Ll-1/-4x.109 Li-1/2x.109 Ll-3/4x.143 Ll-1/4x.109 Ll-1/2x.109 L2x2x.163 Ll-1/2x.109 L2x2x.156 Area in2 o. 673 0.315 o. 600 0.315 0.261 0.480 0.315 0.261 0.422 0.261 0.261 0.315 0.261 0.261 0.261 0.261 0.261 0.261 0.315 0.261 0.261 0.422 0.261 0.315 0.480 0.261 0.315 o. 625 0.315 o. 600 R in D.394z 0.297z 0.396z 0.297z 0.247z, 0.346z 0 .297z 0.247z 0.347z 0.247z 0.247z 0.297z 0.247z 0.247z 0.247z 0.247z 0.247z 0.247z 0. 297z 0.247z 0.247z 0.347z 0.247z 0.297z 0.346z 0.247z 0. 297z 0.395z 0 .297z 0.396z Shear lbs 7323 613 3195 5739 428 2246 4477 428 1390 3215 396 566 1953 296 779 829 296 1848 914 296 3110 1506 296 4372 2098 296 5634 2773 449 7312 Tensile Force lbs 15954 733 3765 7695 42,8 3012 6003 428 1864 4311 396 759 2619 296 1045 1112 296 2478 1226 296 4170 2020 296 5862 2814 296 7554 3504 528 15930 Allow lbs 18172 9454 17990 9454 7819 14402 9454 7819 12656 7819 7819 9454 7819 7819 7819 7819 7819 7819 9454 7819 7819 12656 7819 9454 14402 7819 9454 18763 9454 16191 Compressive Shear lbs ~ 2832 6487 2674 2652 5108 1818 2691 3846 962 2718 2584 480 2731 1477 1477 2732 618 2479 2719 1210 3741 2694 1802 5003 2656 2394 6415 2878 3221 Force lbs """""s'295 3387 7644 3586 2652 6849 2438 2691 5157 1290 2718 3465 643 2731 1980 1980 2732 829 3324 2719 1623 5016 2694 2417 6708 2656 3211 8106 3384 7018 Allow lbs 8839 4614 8235 3937 3883 7504 3937 3883 6456 2304 3883 3937 2304 3883 2304 2304 3883 2304 3937 3883 2304 6456 3883 3937 7504 3883 3937 8596 4'710 7830 Weld Available Thick x Weld (in) Length Top/Bottm .18x3.1 4.7/ 5.6 .llxl.O 2.8/ 3.1 .16xl.6 3.3/ 3.6 .llx2.4 3.0/ 3.4 .llx0.8 2.5/ 2.5 .14xl.6 3.2/ 3.6 .llxl.9 3.0/ 3.4 .llx0.8 2.5/ 2.5 .13xl.4 3.2/ 3.6 .llxl.3 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llxl.1 3.0/ 3.4 .llx0.8 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llx0.6 2.7/ 3.1 .llx0.6 2.7/ 3.1 .llxO.e 2.5/ 2.5 .llx0.8 2.7/ 3.1 .llxl.O 3.0/ 3.4 .llx0.8 2.5/ 2.5 .llxl.3 2.7/ 3.1 .13xl.4 3.2/ 3.6 .llx0.8 2.5/ 2.5 .llxl.8 3.0/ 3.4 .14xl.6 3.2/ 3.6 .llx0.8 2.5/ 2.5 .llx2.3 3.0/ 3.4 .16xl.7 3.4/ 3.7 .llxl.O 2.8/ 3.1 .16x3.4 4.7/ 5.6 Valley Joist West Page 107 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER eject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T39 1 -28K8//-148 x 43'11.000 Special Crimped angle Parallel chord Shortspan nd Length · ag 5. 000 pp 5.000 Depth 5.000 5.000 Holes --y y Top Chord Ext E 0' 2.000 E 0' 2.750 BCX Holdback 2 0' 2.000 2 0' 6.000 Pitch EP/#lL 54.000 54.000 iform NtUp load -148 #/ft full length iform TSJI load 272 #/ft full length iform Live load 168 #/ft full length iform Dead load 104 #/ft full length iform NtUp load -66 #/ft from 0'0" to JI 2000# AddLoad on Top chord at panel ad 2000# AddLoad on Top chord at panel 16'5" points. points. PE 1 CLIP@ 20'-7" FTE OAL 28.000 in Deep 26.866 in Effective Depth 24.000 in Clear Depth 037548 in-#Moment 523.000 501 L/ 557 1.000 33.750 7936 0.000 in Design in4 Ix Live Defl length 1484 # Minimum Shear 372 in4 Minimum Ix 48.000 in Interior Panel 10 Web Vees p Chord: 2-L L2x2x.187 idg < 179" Ix= 0.544 Center: L 24.000 Sixth: L 24.000 g end panl: L 33.750 irst point: pend panl: L 34.750 Last point: hord shear: V 6529 A Iy= p p p p p p C in Chord gap in Left end # SJI reaction in Tag TCX De:1:1 1. 426 y 0.569 2.173 Rx 0.617 -38348 Pnx/g= -38307 -30215 Pnz/g= -32608 -14234 Pnx/g= -22505 -14234 Pn/g = -38504 -14212 Pnx/g= -21790 -14212 Pn/g = -38504 22299 fv 8728 aring seats: Tag End LLV3.5x2.5x Weld 2.14" Opposite End LLV3.5x2.5x Weld 2.14" t Chord: 2-L L2x2x.176 Ix= 0.516 Center: L 48.000 hard shear: V = 7354 A= Iy= p T = 1. 34 6 Y 2.042 Rx 38619 Pn/g = 17365 fv 0.565 0.619 40381 10446 L/ 271 SJI Defl 0.791 in Camber 34.750 in Right end 7936 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.234 M 1808 M 2848 M 1844 M 3164 fc = 15637 Fy 50000 Ry 1. 232 ft= 12901 Q = 1.000 Rz = 0.394 9 No No No f Q Rz f Fillers Fillers Filler Filler = 11718 0.981 0.394 12277 Valley Joist West Page 108 V2.1.7.2 Job #3V00584 -By JB 14:41 ~ntered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 oject: PH: 909/874-$840 FAX: 909/874-3363 CONTACT: KURT FORSTER WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T39 1 -28K8/ /-148 x 43' 11. 000 Special Crimped angle Parallel chord Shortspan ,ation --=r;y- -11 -11 -13 -13 -13 -15 -15 -15 -L7 -17 -17 -19 -19 -19 -111 -111 -111 -113 -LB -113 -115 -115 -115 -117 -117 -117 -119 -119 -119 Web W2L Vl W3L W4 V2 W5 W6 V2 W7 W8 V2 W9 WlO V2 Wll Wll V2 WlO W9 V2 W8 W7 V2 W6 W5 V2 W4 W3R V3 W2R Slope 62. 68 34.19 29.98 4i. 78 o.oo 41.78 41. 78 0.00 41. 78 41. 78 0.00 41. 78 41.78 0.00 41.78 41. 78 o.oo 41. 78 41. 78 o.oo 41.78 41. 78 0.00 41:78 41.78 o.oo 41. 78 35. 97 32.70 62. 68 Length in 52.29 29.01 27. 71 32.18 24.00 32.18 32.18 24.00 32.18 32.18 2'4.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 29.66 28.52 52.29 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- Member L2x2x.176 Ll-1/2x.109 L2x2x.156 Ll-l/2x.109 Ll-l/4x.109 Ll-3/4x.143 Ll-l/2x.109 Ll-1/4x.109 Ll-3/4x.125 Ll-1/4x.109 Ll-1/4x.109 Ll-l/2x.109 Ll-1/4x.109 Ll-l/4x.109 Ll-1/4x.109 11-1/4x.109 Ll-1/4x.109 Ll-1/4x.109 Ll-1/2x.109 11-1/4x.109 Ll-1/4x.109 Ll-3/4x.125 Ll-l/4x.109 Ll-l/2x.109 Ll-3/4x.143 11-1/4x.109 Ll-1/2x.109 L2x2x.156 Ll-1/2x.109 L2x2:,,i.156 Area _in2 o. 673 0.315 0.600 0.315 0.261 0.480 0.315 0.261 0.422 0.261 0.261 0.315 0.261 0.261 0.261 0.261 -0 .. 261 0.261 0.315 0.261 0.261 0.422 0.261 0.315 0.480 0.261 0.315 o. 600 0.315 0. 600 R in 0.394z 0.291z 0.396z 0.297z 0.247z 0.346z 0.297z 0.247z 0.347z 0.247z 0.247z 0.297z 0.247z 0.247z 0.247z 0.247z 0.247z 0.247z 0.297z 0.247z 0.247z 0.347z 0.247z 0.297z 0.346z 0.247z 0.297z 0.396z 0.297z 0.396z Shear lbs 7354 602 3195 5781 428 2252 4508 428 1396 3235 403 565 1962 296 779 829 296 1856 915 296 3129 1507 296 4402 2099 296 5675 2770 441 7343 Tensile Force lbs 16021 728 3689 7752 428 3020 6045 428 1872 4338 403 757 2631 296 1044 1111 296 2489 1227 296 4196 2021 296 5903 2815 296 7610 3423 524 15996 Allow lbs 18172 9454 17990 9454 7819 14402 9454 7819 12656 7819 7819 9454 7819 7819 7819 7819 7819 7819 9454 7819 7819 12656 7819 9454 14402 7819 9454 17990 9454 16191 Compressiv:e Shear lbs ~ 2825 6529 2680 2656 5145 1824 2696 3872 968 2722 2599 478 2736 1484 1484 2737 619 2492 2724 1211 3766 2699 1803 5039 2660 2395 6457 2871 3211 Force lbs ~ 3415 7537 3594 2656 6899 2446 2696 5192 1298 2722 3484 641 2736 1990 1990 2737 830 3342 2724 1624 5049 2699 2418 6756 2660 3212 7978 3412 6995 Allow lbs ~ 4553 8305 3937 3883 . 7504 3937 3883 6456 2304 3883 3937 2304 3883 2304 2304 3883 2304 3937 3883 2304 6456 3883 3937 7504 3883 3937 8063 4650 7830 Weld Thick X Length .18x3.1 .llxl.1 .16xl. 6 . llx2. 4 .llx0.8 .14xl. 6 . llxl. 9 .llx0.8 .13xl. 4 . llxl.3 .llx0.8 . llxl.1 .llxO. 8 • llxO. 8 . llxO. 6 . llxO. 6 .llx0.8 . llxO. 8 .llxl.O .llx0.8 .llxl.3 .13xl. 4 • llxO. 8 .llxl.8 .14xl. 6 .llx0.8 .llx2.4 .16xl. 7 .llxl.1 .16x3.5 Available Weld (in) Top/Bottm 4.7/ 5.6 2 .. 8/ 3.1 3.3/ 3.5 3.0/ 3.4 2.5/ 2.5 3.2/ 3.6 3.0/ 3.4 2.5/ 2.5 3.2/ 3.6 2.7/ 3.1 2.5/ 2.5 3.0/ 3.4 2.7/ 3.1 2.5/ 2.5 2.7/ 3.1 2.7/ 3.1 2.5/ 2.5 2.7/ 3.1 3.0/ 3.4 2.5/ 2.5 2.7/ 3.1 3.2/ 3.6 2.5/ 2.5 3.0/ 3.4 3.2/ 3.6 2.5/ 2.5 3.0/ 3.4 3.3/ 3.7 2.8/ 3.1 4.7/ 5.6 Valley Joist West Page 109 V2.1.7.2 J·ob #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLS.BAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. rru:nents: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 41 2 -28K8//-148 x 44'10.000 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Slope Holes --y Top Chord Ext E 0' 1.500 y iform NtUp load -148 #/ft full length iform TSJI load 261 #/ft fuli length iform Live load 158 #/ft full leRgth iform Dead load 103 #/ft full length iform NtUp load -66 #/ft from 0' 0" to JI 2000# AddLoad on Top chord at panel ad 2000# AddLoad oh Top chord at panel 16' 5" points. points. BCX Holdback Pitch EP/#lL 54.000 54.000 PE 1 CLIP@ 21'-3" FTE OAL 28.000 .in Deep 26.866 in Effective Depth 24.000 in Clear Depth 043109 in-#Moment 534.000 501 L/ 557 1.000 37.500 7814 0.000 in Design in4 Ix Live Defl length 1453 # Minimum Shear 372 in4 Minimum Ix 48.000 in Interior Panel 10 Web Vees p Chord: 2-L L2x2x.187 idg < 179" Ix= 0.544 Center: L -24.000 g end panl: L 37.500 ir.st point: hord shear: V 6308 A Iy= p p p C in Chord gap in Left end # SJI reaction in Tag TCX Defl 1.426 y 0.569 2.173 Rx 0.617 -38513 Pnx/g= -38307 -13956 Pnx/o= -19841 -13956 Pn/c = -38504 23455 fv 8433 aring seats: Tag End LLV3.5x2.5x Weld 2.09" Opposite End LLV3.5x2.5x Weld 2.09" t Chord: 2-L L2x2x.176 Ix= 0.516 Center: L 48.000 hord shear: V = 7211 A= Iy= p T = 1. 34 6 Y 2.042 Rx 38826 Pn/g = 18749 fv 0.565 0.619 40381 10242 L/ 264 SJI Defl 0.825 in Camber 37.500 in Right end 7814 # SJI reaction Fy 50000 Ry 1.234 M 2132 M 3391 fc = 16447 Fy 50000 Ry 1. 232 ft = 13929 Q = 1. 000 Rz = 0.394 10 No f Q Rz f Fillers Filler = 11779 0.981 0.394 12386 Valley Joist West Page 110 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 21 TS N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA 9igned per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/ 4'" MIN SEAT THICK*** 41 2 -28K8//-148 X 44'10.000 Special Crimped angle Parallel chord Short span Tensile Compressive Weld Availab).e Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) •ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm --=r:r-W2L 62. 68 52.29 1-L2x2x.176 o. 673 0 .394z --nu 15709 18172 3835 ~ 7TIIT9 .18x3.0 4.7/ 5.7 -q Vl 28.36 27.27 1-Ll-1/2x.109 0.315 0.297z 669 760 9454 2878 3270 4900 .llxl.0 2.8/ 3.0 -Ll W3 40.57 31.59 1-L2x2x.163 o. 625 6.395z 3167 4168 18763 6308 8304 8411 .16xl. 7 3.4/ 3.8 -L3 W4 4-1. 78 32.18 1-Ll-1/2x.109 0.315 0.297z 5548 7440 9454 2618 3511 3937 • llx2. 3 3.0/ 3.4 -L3 V2 ·o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 428 428 7819 2640 2640 3883 .llx0.8 2.5/ 2.5 -L3 W5 41. 78 32.18 1-Ll-3/4x.143 0.480 0.346z 2190 2937 14402 4936 6619 7504 .14xl. 6 3.2/ 3.6 -L5 W6 41. 78 32.18 1-Ll-1/2x.109 0.315 0. 297z 4324 5797 9454 1762 2363 3937 • llxl. 8 3.0/ 3.4 -L5 V2 0.60 24.00 1-L~-1/4x.109 0 .• 261 0.247z 428 428 7819 2677 2677 3883 .llx0.8 2.5/ 2.5 -L5 W7 41.78 32.18 1-Ll-3/4x.125 0.422 0.347z 1334 1789 12656 3711 4976 6456 .13xl.3 3.2/ 3.6 -L7 W8 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 3099 4155 7819 906 1215 2304 • llxl.3 2.7/ 3.1 -L7 V2 0.00 24.00 1-Ll-1/4x.109 0 .• 261 0.247z 362 362 7819 2703 2703 3883 .llx0.8 2.5/ 2.5 -L7 W9 41.78 32.1'8 1-Ll-1/2x.109 0.315 0.297z 544 730 9454 2486 3334 3937 . llxl.0 3.0/ 3.4 -L9 Wl0 41.78 32.18 1-Ll-1/4x.109 0.261 0.247z 1874 2513 7819 510 684 2304 • llx0. 8 2.7/ 3.1 -L9 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2715 2715 3883 . llx0. 8 2.5/ 2.5 -L9 Wll 41.78 32.18 1-Ll-l/4x.109 0.261 0.247z 807 1082 7819 1453 1949 2304 . llx0. 6 2.7/ 3.1 -Lll Wll 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 807 1082 7819 1453 1949 2304 • llx0. 6 2.7/ 3.1 -Lll V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2715 2715 3883 .llx0.8 2.5/ 2.5 -I..11 Wl0 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 1874 2513 7819 640 858 2304 • llx0. 8 2.7/ 3.1 -Ll3 W9 41. 78 32.18 1-Ll-1/2x.109 0.315 0 .297z 936 1255 9454 2486 3334 3937 .llxl.0 3.0/ 3.4 -Ll3 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2703 2703 3883 • llx0. 8 2.5/ 2.5 -L13 W8 41. 78 32.18 1-Ll-1/4x.109 0.261 0.247z 3099 4155 7819 1232 1652 2304 .llxl.3 2.7/ 3.1 -L15 W7 41.78 32.18 1-Ll-3/4x.125 0.422 0.347z 1528 2049 12656 3711 4976 6456 .13xl.3 3.2/ 3.6 -Ll5 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2677 2677 3883 .llx0.8 2 .• 5/ 2.5 -L15 W6 41. 78 32.18 1-Ll-l/2x.109 0.315 0. 297z 4324 5797 9454 1824 2446 3937 .llxl.8 3.0/ 3.4 -L17 W5 41. 78 32.18 1-Ll-3/4x.143 0.480 0.346z 2120 2842 14402 4936 6619 7504 .14xl. 6 3.2/ 3.6 -L17 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 296 296 7819 2640 2640 3883 . llx0. 8 2.5/ 2.5 -L17 W4 41.78 32.18 1-Ll-l/2x.109 0.315 0.297z 5548 7440 9454 2416 3239 3937 .llx2.3 3.0/ 3.4 -L19 W3 40.57 31.59 1-L2x2x.163 0. 625 0.395z 2795 3679 18763 6308 8304 8411 .16xl. 7 3.4/ 3.8 -L19 Vl 28.36 27.27 1-Ll-l/2x.109 0.315 0.297z 463 526 9454 2878 3270 4900 • llxl. 0 2.8/ 3.0 -L19 W2R 62 .. 68 52.29 1-L2x2x.156 0.600 0.396z 7211 15709 16191 3258 7097 7830 .16x3.4 4.7/ 5.7 Valley Joist Wes~ Page 111 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T47 1 -28K8//-148 x 44' 2.000 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 D,epth 5.000 5.000 Slope Holes --y Top Chord Ext E 0' 3.125 E 0' 2.750 BCX Holdback 2 ,:_o I 1. 500 Pitch EP/#lL 54.000 54.000 y 2 0' 6.000 iform NtUp load -148 #/ft full length iform TSJI load 269 #/ft full length iform Live load 165 #/ft full length iform Dead load 104 .#/ft full length iform NtUp load -66 #/ft from 0'0" to 16'5" JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. PE 1 CLI'P @ 20'-11" FTE OAL 28.000 in Deep 526.000 in Design length 26.866 in Effective Depth 501 in4 Ix 24.000 in Clear Depth L/ 557 Live Defl 039109 in-#Moment 1.000 in Chord gap 48.000 in Interior Panel 35.500 in Left end 10 Web Vees 7902 # SJI reaction 0.000 in Tag TCX Defl p Chord: 2-L L2x2x.187 A 1. 426 y 0.569 idg < 179" Ix= 0.544 Iy= 2.173 Rx 0.617 Center: L 24.000 p -38355 Pnx/g= -38307 g end panl: L 35.500 p -14141 Pnx/g= -21255 irst point: p -14141 Pn/g = -38504 hard shear: V 6437 C 22895 fv 8606 aring seats: Tag End LLV3.5x2.5x Weld 2.13" Opposite End t Chord: 2-L L2x2x.176 Ix= 0.516 Center: L ~ 48.000 hard shear: V = 7306 LLV3.5x2.5x Weld A= Iy= p T = 1. 34 6 Y 2.042 Rx 38677 Pn/c = 18064 fv 2.13" 0.565 0.619 40381 10378 1475 # Minimum Shear 372 in4 Minimum Ix L/ 269 SJI Defl 0.801 in Camber 35.500 in Right end 7902 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.234 M 1973 M 3125 fc = 16055 Fy 50000 Ry 1. 232 ft = 13420 Q = 1. 000 Rz = 0.394 10 No f Q Rz f Fillers Filler = 11768 0.981 0.394 12358 Valley Joist West Page 112 V2.1.7.2 Job #3V00584 -By JB l4:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 oject: PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T47 1 -28K8//-148 x 44' 2.000 Special Crimped angle Parallel chord Shortspan :ation --=u- -Ll -Ll -L3 -L3 -L3 -LS -LS -L5 -L7 ~L7 -L7 -L9 -L9 -L9 -Lll -Lll -Lll -Ll3 -Ll3 -Ll3 -Ll5 -Ll5 -L15 -Ll7 -Ll7 -Ll7 -Ll9 -Ll9 -Ll9 Web W2L Vl W3 W4 V2 ws W6 V2 W7 W8 V2 W9 wro V2 Wll Wll V2 Wl0 W9 V2 W8 W7 V2 W6 ws V2 W4 W3 Vl W2R Slope 62. 68 31.56 35.27 41. 78 0.00 41. 78 41.78 o.oo 41.78 41. 78 0.00 41. 78 41. 78 .o.oo 41. 78 41. 78 0.00 41.78 41. 78 0.00 41. 78 41. 78 0.00 41. 78 41.78 0.00 41. 78 35.27 31.56 62. 68 Length in 52.29 28.16 29.40 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.,18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 29.40 28.16 52.29 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- .1- 1- 1-i- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- Member L2x2x.176 Ll-l/2x.1.09 L2x2x.156 Ll-l/2x.109 Ll-1/4x.109 Ll-3/4x.143 Ll-l/2x.109 Ll-1/4x.109 Ll-3/4x.125 Ll-l/4x.109 Ll-l/4x.109 Ll-l/2x.109 Ll-l/4x.109 Ll-l/4x.109 Ll-l/4x.109 Ll-l/4x.109 Ll-l/4x.109 Ll-l/4x.109 Ll-l/2x.109 Ll-l/4x.109 Ll-l/4x.109 Ll-3/4x.125 Ll-l/4x.109 Ll-1/2x.109 Ll-3/4x.143 Ll-l/4x.109 Ll-l/2x.109 L2x2x.156 L1-l/2x.109 L2x2x.156 Area in2 0.673 0.315 0.600 0.315 0.261 0.480 0.315 0.261 0.422 0.261 0.261 0.315 0.261 0.261 0.261 0.261 0.261 0.261 0.315 0.261 0.261 0.422 0.261 0.315 0.480 0.261 0.315 0.600 0.315 0.600 R in 0. 394z 0.297z 0.396z 0.297z 0.247z 0.346z 0.297z 0.247z 0.347z 0.247z 0.247z 0. 297z 0.247z 0.247z 0.247z 0.247z 0.247z 0.247z 0 .297z 0. 247.z 0.247z 0.347z 0.247z 0.297z 0.346z 0.247z 0 .297z 0.396-z 0.297z 0.396z Shear lbs ~ 633 3168 5678 428 2209 4418 428 1353 3159 384 541 1899 296 805 805 296 1899 939 296 3159 1531 296 4-418 2123 296 5678 2786 438 7306 Tensile Force lbs 15917 743 3880 7614 428 2962 5925 428 1815 4236 384 726 2547 296 1079 1079 296 2547 1259 296 4236 2053 296 5925 2846 296 7.614 3412 514· 15,917 Allow · lbs 18172 9454 17990 9454 7819 14402 9454 7819 12656 7819 7819 9454 7819 7819 7819 7819 7819 7819 9454 7819 7819 12656 7819 9454 14402 7819 9454 17990 9454 16191 Compressive Shear lbs ~ 2857 6437 2637 2653 5048 1781 2692 3789 925 2717 2529 505 2730 1475 1475 2730 643 2529 2717 1235 3789 2692 1827 5048 2653 2419 6437 2857 3224 Force lbs ~ 3353 7884 3536 2653 6769 2388 2692 5080 1241 2717 3391 677 2730 1978 1978 2730 862 3391 2717 1656 5080 2692 2450 6769 2653 3243 7884 3353 7023 Allow lbs 8839 4721 8096 3937 3883 7504 3937 3883 6456 '2304 3883 3937 2304 3883 2304 2304 3883 2304 3937 3883 2304 6456 3883 3937 7504 3883 3937 8096 4721 7830 Weld Available Thick x Weld (in) Length Top/Bottm .18x3.0 4.7/ 5.6 .llxl.0 2.8/ 3.1 .16xl.7 3.3/ 3.6 .llx2.4 3.0/ 3.4 .llx0.8 2.5/ 2.5 .14xl.6 3.2/ 3.6 .llxl.8 3.0/ 3.4 .llx0.8 2.5/ 2.5 .13xl.4 3.2/ 3.6 .llxl.3 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llxl.0 3.0/ 3.4 .llx0.8 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llx0.6 2.7/ 3.1 .llx0.6 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llx0.8 2.7/ 3.1 .llxl.0 3.0/ 3.4 .llx0.8 2.5/ 2.5 .llxl.3 2.7/ 3.1 .13xl.4 3.2/ 3.6 .llx0.8 2.5/ 2.5 .llxl.8 3.0/ 3.4 .14xl.6 3.2/ 3.6 .llx0.8 2.5/ 2.5 .llx2.4 3.0/ 3.4 .16xl.7 3.3/ 3.6 .llxl.0 2.8/ 3.1 .16x3.4 4.7/ 5.6 Valley Joist West Page 113 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oJect: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T49 1 -28K8//-148 x 44' 5.500 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Slope Holes --y Top Chord Ext E 0' 2.750 E 0' 0.250 BCX Holdback 2 ·o· 6.000 Pitch EP/#lL 54.000 54.000 y iform NtUp load -148 #/ft full length iform TSJI load 266 #/ft full length iform Live load 162 #/ft full length iform Dead load 104 #/ft full length iform NtUp load -66 #/ft from 0'0" to JI 2000# AddLoad on Top chord at panel ad 2000# AddLoad on Top chord at panel 16' 5" points. points. PE 1 CLIP@ 21'-5" FTE OAL 28.000 in Deep 26.866 in Effective Depth 24.000 in Clear Depth 040859 in-#Moment 529.500 501 L/ 557 1.000 36.375 7863 0.000 in Design in4 Ix Live Defl length 1466 # Minimum Shear 372 in4 Minimum Ix 48.000 in Interior Panel 10 Web Vees p Chord: 2-L L2x2x.187 idg < 179" Ix= 0.544 Center: L 24.000 g end panl: L 36.375 irst point: hord shear: V 6380 A Iy= p p p C in Chord gap in Left end # SJI reaction in Tag TCX Defl 1. 426 y 0.569 2.173 Rx 0.617 -38424 Pnx/c= -38307 -14059 Pnx/c= -20634 -14059 Pn/c = -38504 23142 fv 8529 aring seats: Tag End LLV3.5x2.5x Weld 2.11" Opposite End t Chord: 2-L L2x2x.176 Ix= 0.516 Center: L 48.000 hord shear: V = 7264 LLV3.5x2.5x Weld A= Iy= p T = 1. 346 Y 2.042 Rx 38743 Pn/c = 18367 fv 2 .11" 0.565 0.619 40381 10318 L/ 267 SJI Defl 0 . 811 in Camber 36.375 in Right end 7863 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.234 M 2042 M = 3241 fc = 16228 Fy 50000 Ry 1. 232 ft= 13645 Q = 1.000 Rz = 0.394 10 No f Q Rz f Fillers Filler = 11772 0.981 0.394 12369 Valley Joist West Page 114 V2.l.7.2 .:)"ob #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 :Stamer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T49 1 -28K8//-148 x 44' 5.500 Special Crimped angle Parallel chord Shortspan ·ation -=El -11 -11 -13 -13 -13 -15 -15 -15 -17 -17 -17 -19 -19 -19 -111 -Lll -Lll -113 -113 -113 -115 -I,,15 -115 -117 -117 -117 -119 -119 -119 Web W2L Vl W3 W4 V2 W5 W6 V2 W7 W8 V2 W9 WlO V2 Wll Wll V2 WlO W9 V2 W8 W7 V2 W6 W5 V2 W4 W3 Vl W2R Slope 62. 68 30.18 37.68 41.78 0.00 41.78 41. 78 o.oo 41. 78 41.78 0.00 41. 78 41. 78 0.00 41. 78 41. 78 o.oo 41.78 41. 78 0.00 41.78 41. 78 o.oo 41. 78 41. 78 o.oo 41.78 37 .. 68 30.18 62.68 Length in 52.29 27. T6 30.32 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 32.18 24.00 32.18 30.32 27.76 52.29 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- 1-i- 1- Member L2x2x.176 Ll-1/2x.109 L2x2x.163 Ll-1/2x.109 11-l/4x.109 Ll-3/4x.143 Ll-1/2x.109 Ll-1/4x.109 Ll-3/4x.125 Ll-1/4x.109 Ll-1/4x.109 Ll-1/2x.109 Ll-1/4x.109 11-1/4x.109 Ll-1/4x.109 11-1/4x.109 Ll-1/4x.109 Ll-1/4x.109 Ll-i/2x.109 Ll-1/4x.109 Ll-1/4x.109 Ll-3/4x.i25 Ll-1/4x.109 Ll-1/2x.199 Ll-3/4x.143 Ll-1/4x.109 Ll-l/2x.109 L2x2x.163 Ll-l/2x.109 L2x2x.156 Area in2 o. 673 0.315 0.625 0.315 0.261 0.480 0.315 0.261 0.422 0.261 0.261 0.315 0.261 0.261 0.261 0.261 0.261 0.261 0.315 0.261 0.261 0.422 0.261 0.315 0.480 0.261 0.315 o. 625 0.315 0.600 R in 0 .394z 0.297z 0.395z 0.297z 0.247z 0.346z 0.297z 0.247z 0.347z 0.247z 0.247z 0.297z 0.247z 0.247z 0.247z 0.247z 0.247z 0.247z 0. 297z 0.247z 0.247z 0.347z 0.247z 0.297z 0.346z 0.247z 0 .297z 0.395z 0.297z 0.396z Shear lbs 7264 649 3167 5621 428 2201 4376 428 1345 3132 374 543 1888 296 805 805 296 1888 937 296 3132 1529 296 4376 2121 296 5621 2790 449 7264 Tensile Force lbs 15825 750 4002 7537 428 2951 5868 428 1803 4200 37,4 727 2531 296 1080 1080 296 2531 1257 296 4200 2051 296 5868 2845 296 7537 3525 519 15825 Allow lbs 18172 9454 18763 9454 7819 14402 9454 7819 12656 7819 7819 9454 7819 7819 7819 7819 7819 7819 9454 7819 7819 12656 7819 9454 14402 7819 9454 18763 9454 16191 Compressive Shear lbs 3816 2866 6380 2629 2647 4.999 1773 2685 3754 917 2711 2510 507 2724 1466 1466 2724 641 2510 2711 1233 3754 2685 1825 4999 2647 2417 6380 2866 3238 Force Allow ~~~3 ~~;9 3316 4801 8061 8596 3525, 3937 2647 3883 6703 7504 2377 3937 2685 3883 5034 6456 1229 2304 2711 3883 3366 3937 680 2304 2724 3883 1965 2304 1965 2304 2724 3883 860 2304 3366 3937 2711 3883 1654 2304 5034 6456 2685 3883 2448 3937 6703 7504 2647 3883 3242 3937 8061 8596 3316 4801 7055 7830 Weld Available Thick x Weld (in) Length Top/Bottm .18x3.0 4.7/ 5.6 .llxl.O 2.8/ 3.0 .16xl.7 3.4/ 3.7 .llx2.3 3.0/ 3.4 .llx0.8 2.5/ 2.5 .14xl.6 3.2/ 3.6 .llxl.8 3.~/ 3.4 .llx0.8 2.5/ 2.5 .13xl.4 3.2/ 3.6 .llxl.3 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llxl.O 3.0/ 3.4 .llx0.8 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llx0.6 2.7/ 3.1 .llx0.6 2.7/ 3.1 .llx0.8 2.5/ 2.5 .llx0.8 2.7/ 3.1 .llxl.O 3.0/ 3.4 .llx0.8 2.5/ 2.5 .llxl.3 2.7/ 3.1 .13xl.4 3.2/ 3.6 .llx0.8 2.5/ 2.5 .ilxl.8 3.0/ 3.4 .14xl.6 3.2/ 3.6 .llx0.8 2.5/ 2.5 .llx2.3 3.0/ 3.4 .16xl.7 3.4/ 3.7 .llxl.O 2.8/ 3.0 .16x3.4 4.7/ 5.6 Valley Joist West Page 115 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 115 2 -20K4//-148 X 25 I 11. 750 Special Crimped angle Parallel chord Shortspan nd L,ength Depth Slope Holes Top Ch9rd Ext BCX Holdback Pitch EP/#lL ag 5.000 5. 000 pp 5.000 5.000 iform NtUp load iforin TSJI load ifortn Live load iform Dead load iform NtUp load JI 1000# AddLoad ad 1000# AddLoad E E -148 #/ft full length 367 #/ft full length 276 #/ft full length 91 #/ft full length -66 #/ft full length 0' 1.000 0' 1.500 on Top chord at panel points. on rop chord at panel points. 32.500 42.000 BC cone loads: Load Spacing Location Point Type 20.000 18.956 16.250 492399 48.000 6 3500 in Deep in Effective Depth in Clear Depth in~#Moment in Interior Panel Web Vees P.Chord: 2-L L2x2x.145 idg < 178" Ix= 0.434 Center: L = 24.000 Fourth: L = 24.000 g end panl: L 28.938 irst point: hord shear: V 3844 2'8-1/2 23'3-1/4 307.750 2'8-1/2 Ll in Design length in4 Ix A 186 L/ 619 1.000 28.938 8859 0.000 Live Defl in Chord gap in Left end # SJI reaction in Tag TCX Defl 1.118 y 0.554 Iy= 1. 676 Rx 0.623 P = -25852 Pnx/a= -27490 P = -22223 Pnz/a= -23790 p -13383 Pnx/n= -19180 p -13~83 Pn/a = -30185 C 22223 fv 6627 aring seats: Tag End LLV3.5x2.5x Weld 3.65" Opposite End t Chord: 2-LL1-3/4x.143 Ix= 0.283 Center: L 48.000 hord shear: V = 8318 LLV3.5x2.5x Weld A= Iy= p T = 0.960 Y 1. 225 Rx 25976 Pn/~ = 18718 fv 2.35" 0.490 0.543 28803 16619 TSJI, Dead 1614 # Minimum Shear 125 in4 Minimum Ix L/ 34 6 SJI Defl 0.274 in Camber 28.938 in Right end 6053 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1. 224 M 1809 M 2785 fc ;= 19878 Fy 50000 Ry 1.130 ft= 19496 Q = 0.904 Rz = 0.396 4 No No f Q Rz f Fillers Fillers F.:i..ller = 11946 0.953 0.346 19267 Valley Joist West Page 116 V2.1.7.2 Job .#3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 115 2 -20K4//-148 X 25'11.750 Special Crimped angle Parallel chord Short span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Leng.th Top/Bottm ~ W2L SB.IT 30.78 1-R7: 7/8 ROD 0.601 0.219 8318 15757 16236 ~ --:riIO --rrIT • 2lxl. 7 -Ll Vl 4. 71 16.31 i-Ll-1/4x.109 0.261 0.247z 516 5)..8 7819 1952 1958 5591 • llxO. 6 2.5/ 2.3 -Ll W3L 55.30 28.54 1-L2x2x.H5 0.559 0.396z 1970 3460 16769 3844 6752 7220 .14xl.6 4.0/ 4.3 -L3 W4 51.70 26.22 1-Ll-1/4x.109 0.261 0.247z 2956 4769 7819 1498 2417 3406 .llxl.5 3.1/ 3.3 -13 V2 0.00 16.25 1-Llxlx.109 0.206 0.196z 428 428 6184 1845 1845 3744 . llxO. 6 2.3/ 2.0 -13 W5 51-.70 26.22 1-Ll-1/2x.109· 0.315 0 .297z 1070 1726 9454 2144 3459 5111 .llxl.1 3.3/ 3.5 -LS W6 51. 70 26.22 1-Ll-1/4x.109 0.261 0.247z 1614 2604 7819 642 1036 3406 . llxO. 8 3.1/ 3.3 -LS V2 o.oo 16.25 1-Llxlx.109 0.206 0.196z 428 428 6184 1863 1863 3744 .llx0.6 2.3/ .2.0 -LS W7 51.70 26.22 1-Ll-1/4x.109 0.261 0.247z 1614 2604 7819 520 839 3406 • llxO. 8 3.1/ 3.3 -L7 W7 51.70 26.22 1-Ll-1/4x.109 0.261 0.247z 214 345 7819 1614 2604 3406 • llxO. 8 3.1/ 3.3 -17 V2 0.00 16.25 1-Llxlx.109 0.206 0.196z 428 428 6184 1859 1859 3744 .llx0.6 2.3/ 2.0 -17 W6 51. 70 26.22 1-Ll-l/4x.109 0.261 0.247z 2026 3269 7819 642 1036 3406 . llxl.O 3.1/ 3.3 -L9 ws 51.70 26.22 1-Ll-1/2x.109 0.315 0 .297z 1070 1726 9454 2838 4579 5111 .llxl.4 3.3/ 3.5 -19 V2 o.oo 16.25 1-Llxlx.l09 0.206 0.196z 428 428 6184 1832 1832 3744 • llxO. 6 2.3/ 2.0 -L9 W4 51.70 26.22 1-Ll-l/4x.109 0.261 0.247z 3650 5889 7819 1498 2.417 3406 .llxl.8 3.1/ 3.3 -Lll W3R 43.32 22 .. 34 l-Ll-3/4x.143 0.480 0.346z 19TO 2708 14402 4537 6237 6918 .14xl.5 3.2/ 3.3 -Lll V3 30.27 18.81 1-Ll-l/4x.109 0.261 0.247z 516 598 7819 1935 2240 5041 .llxO. 7 2.5/ 2.5 -111 W2R 64. 64 37.95 1-R9:1-IN ROD 0.785 0.250 5481 12798 21206 2486 5805 8023 .23xl. 3 Valley Joist West Page 117 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. Inil1ents: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 119 1 -18K4/ /-148 X 25' 9.250 Special Rod web Parallel chord S_hortspan nd Length Depth Slope Holes Top Chord Ext ag 5.000 5.000 pp 5.000 5.000 iform NtUp load iform TSJI load iform Live load iform Dead load iform NtUp load JI 1000# AddLoad ad 1000# AddLoad ---E E -148 #/ft full length 334 #/ft full length 228 #/ft full length 106 #/ft full length 0 I 6.000 0' 1.500 -66 #/ft from 0'0" to 16'5" on Top chord at panel points. on Top chord at panel points. BCX Holdback Pitch EP/#lL 34. 625 34.625 TC cone loads: Load Spacing Location Point Type Equk Type BC cone loads: in Deep 7500 Load 1400 1800 18.000 16.877 14.000 593603 20.000 in Effective Depth in Clear Depth in-#Moment 13 in Interior Panel Web Vees p Chord: 2-L L2x2x.176 idg < 156" Ix= 0.516 Center: L 20.000 Fifth: L 20.000 g epd panl: L 22.625 irst point: 3'8-5/8 22'0-5/8 Spacing 8'7 8 I 8- 8 '6-l/ 4 3'8-5/8 Location 8'7 17'3 U2 Point LS Ll8 TSJI, Dead TSJI, Dead 305.250 in Design length 1462 # Minimum Shear 101 in4 Minimum Ix L/ 301 SJI Defl 182 in4 Ix Live Defl L/ 747 0.625 22.625 6777 0.000 in Chord gap in Left end A Iy= p = p = p # SJI reaction in Tag TCX Defl L3-46 y 0.565 1.552 Rx 0.619 -35093 Pnx/c= -36749 -32601 Pnz/c= -32937 -17597 Pnx/c= -28153 P = -17597 Pn/c -36343 0.270 in Camber 22.625 in Right end 6922 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Q = 0.981 Ry 1. 074 R2 = 0.394 4 Fillers No Fillers M 1076 No Filler M 1411 c;1ring seats: Tag End LLV3.5x2.5x Weld 3.24" Opposite End t Chord: 2-L L2x2x.156 Ix= 0.464 Center: L 20.000 hord shear: V = 9103 LLV3. 5x2. 5x Weld A= Iy= p T = 1.199 Y 1.372 Rx 35172 Pn/g = 22325 fv 2 .27" 0.558 0.622 35980 14588 Fy = 50000 Ry=l.070 ft= 18614 Q Rz f 0.935 0.396 17304 Valley Joist West Page 118 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, ING 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 oject: PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 119 1 -18K4//-148 x 25' 9.250 Special Rod web Parallel chord Shortspan ;ation -----=r;r- -L 1 -Ll -L3 -L3 -L5 -L5 -L7 -L7 -LS -L9 ~L9 -Lll -Lll -L13 -L13 -L15 -L15 -L17 -L17 -L18 -L19 -L19 -L21 -L21 -L23 -L23 -L25 -L25 -L25 Web W2L Vl W3 W4 W5 W6 W7 wa W9 V2 WlO Wll W12 W13 W14 W14 W13 W12 Wll WlO V2 W9 wa W7 W6 W5 W4 W3 Vl W2R Slope 62.65 30. 65 30. 65 30.65 30.65 30.65 30. 65 30. 65 30. 65 5.50 30. 65 30.65 30. 65 30.65 30.65 30.65 30. 65 30. 65 30. 65 30.65 8.01 30. 65 30.65 30.65 30.65 30. 65, 30. 65 30. 65, 30. 65 62.65 Length in 30.47 1- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 14 .06 2- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 14.14 2- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 16.27 1- 30.47 1- Member R9:1-IN ROD R7: 7/8 ROD R7: 7/8 ROD R7: 7/8 ROD R7: 7/8 ROD R5: 3/4 ROD R5: 3/4 ROD R5: 3/4 ROD RS: 3/4 ROD Llxlx.109 R2: 5/8 ROD R2: 5/8 ROD R2: 5/8 ROD R2: 5/8 ROD R2: 5/8 ROD R2: 5/8 ROD R2: 5/8 ROD R2: 5/8 ROD R2: 5/8 ROD R2: 5/8 ROD Llxlx.109 RS: 3/4 ROD RS: 3/4 ROD R5: 3/4 ROD R5: 3/4 ROD R7: 7/8 ROD R7: 7/8 ROD R7: 7/8 ROD R7: 7/8 ROD R7·: 7/8 ROD Area in2 0.785 0.601 0.601 0.601 0.601 0.442 0.442 0.442 0.442 0.412 0.307 0.307 0.307 0.307 0.307 0.307 0.307 0.307 0.307 0.307 6.412 0.442 0.442 0.442 0.442 0.601 0.601 0.601 0.601 0.601 R in 0.250 0.219 0.219 0.219 0.219 0.188 0.188 0.188 0.188 0.307x 0.156 0.156 0.156 0.156 0.156 0.156 0.156 0.156 0.156 0.156 0.307x 0.188 0.188 0.188 0.188 0.219 0.219 0.219 0.219 0.219 Shear lbs 9103 380 3030 5219 1674 4692 1317 4165 960 1400 2237 666 1710 864 1462 1105 1119 1462 878 1982 1800 1083 4309 1329 4836 1576 5363 1823 263 6500 Tensile Force lbs 19812 442 3522 6066 1946 5453 1531 4841 1116 1406 2601 775 1988 1004 1700 1285 1301 1700 1020 2303 1818 1258 5008 1545 5621 1832 6234 2118 306 14146 Allow lbs 21206 18040 18040 18040 18040 13254 13254 13254 13254 12367 9204 9204 9204 9204 9204 9204 9204 9204 9204 9204 12367 13254 13254 13254 13254 18040 18040 18040 18040 16236 Compressive Shear lbs 2853 1669 8578 1674 5186 1317 4659 960 4132 ci 647 2205 831 1677 1072 1462 1462 ioa1 1949 845 0 4276 1083 4803 1329 5330 1576 5874 1647 2085 Force lbs ~ 1940 9971 1946 6028 1531 '5415 1116 4803 0 752 2563 966 1950 1247 1700 1700 1263 2265 982 0 4970 1258 5583 1545 6196 1832 6827 1915 4539 Allow lbs 11758 12036 12036 4164 12036 4164 7641 41'64 7641 10603 4164 416'4 4164 4164 4164 4164 4164 4164 4164 4164 10586 7641 4164 7641 4164 12036 4164 12036 12036 7277 Weld Available Thick x Weld (in) Length Top/Bottm .23x2.1 .21x0.2 • 21xl.1 .21x0.8 .21x0.7 .20x0.7 .20x0.6 .20xb.6 .20x0.6 . llxO. 4 .18x0.3 .18x0.3 .18x0.3 .18x0.3 .18x0.2 .18x0.2 .18x0.2 .18x0.2 .18x0.3 .18x0.3 .llx0.6 .20x0.6 .20x0.6 .20x0.7 .20x0.7 .21x0.7 .21x0.8 .21x0.8 .21x0.2 . 21xl. 6 4.5/ 4.5 4.5/ 4.5 Valley Joist West Page 119 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL., INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T121 1 -18K4//-148 x 25' 9.250 Special Rod web Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Holes y Top Chord Ext E 0' 6.000 E 0' 1.500 BCX Holdback 2 0' 0.500 Pitch EP/#lL 34.625 34.625 iform NtUp load iform TSJI load iform Live load iform Dead load iform NtUp load JI 1000# AddLoad ad 1000# AddLoad -148 #/ft full length 334 #/ft full length 228 #/ft full length 106 #/ft full length -66 #/ft from 0'0" to 16'5" on Top chord at panel points. on Top chord at panel points. TC cone loads: Load Spacing Location Point Type Equk 18.000 16.956 14.250 433957 20.000 13 7500 in Deep i-n Effective Depth in Clear Depth in-#Moment in Interior Panel Web Vees p Chord: 2-L L2x2x.145 idg < 155" Ix= 0.434 Center: L 20.000 g e.nd panl: L = 22.625 irst point: 3'8-5/8 22'0-5/8 3'8-5/8 U2 A 305.250 in Design length 149 in4 I~ L/ 614 0.625 22.625 5249 0.000 Live Defl in Chord gap in Left end # SJI reaction in Tag TCX Defl 1.118 y 0.554 Iy= 1.273 Rx 0.623 p -25590 Pnz/o= -25620 p -14575 Pnx/o= -21997 p -14575 Pn/o ~30185 aring seats: Tag End LLV3.5x2.5x Weld 3.22" Opposite End t Chord: 2-LL1~3/4x.143 Ix= 0.283 Center: L 20.000 hord shear: V = 7575 LLV3.5x2.5x Weld A= Iy= p T = 0.960 Y 0.902 Rx 25593 Pn/o = 18380 fv 1. 97" 0.490 0.543 28803 15135 1062 # Minimum Shear 101 in4 Minimum Ix L/ 353 SJI Defl 0.270 in Camber 22.625 in Right end 5249 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.067 M 1076 M 1411 Fy = 50000 Ry= 0.969 ft= 19144 Q = 0.904 Rz = 0.396 No Fillers No Filler Q Rz f 0.953 0.346 17908 Valley Joist West Page 120 V2 .1. 7. 2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T121 1 -18K4/ /-148 X 25' 9.250 Special Rod web Parallel chord Short span Tensile Cornpressiv,, Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottrn --=-El W2L 62.54 30.90 1-R9:1-IN ROD 0.785 0.250 --r5'fs 1:6426 21206 ~ ----iIT'i5 11527 .23xl. 7 -Ll Vl 30.53 16.54 1-R7:, 7/8 ROD 0.601 0.219 380 441 18040 1656 1923 11874 .21x0.2 ~Ll W3 30.53 16.54 1-R7: 7/8 ROD 0.601 0.219 3947 4582 18040 7050 8185 11874 .21x0.9 -L3 W4 30.53 16.54 1-R7: 7/8 ROD 0.601 0.219 3691 4285 18040 1674 1943 4055 .21x0.6 -L3 W5 30.53 16.54 1-R7: 7/8 ROD 0.601 0.219 1674 1943 18040 3658 4247 11874 .21x0.5 -LS W6 30.53 16.54 1-RS: 3/4 ROD 0.442 0.188 3'164 3673 13254 1317 1529 4055 .20x0.5 -LS W7 30.53 16.54 1-R5: 3/4 ROD 0.442 0.188 1317 1529 13254 3131 3635 7501 .20x0.5 -L7 W8 30.53 16.5~ 1-RS: 3/4 ROD 0.442 0.188 2637 3061 13254 960 1115 4055 .20x0.4 -L7 W9 30.53 16.54 i-RS: 3/4 ROD 0.442 0.188 960 1115 i3254 2604 3023 7501 .20x0.4 -L9 WlO 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 2109 2449 9204 723 840 4055 .18x0.3 -L9 Wll 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 750 870 9204 2077 241:t 4055 .18x0.3 -Lll W12 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 1582 1837 9204 959 1113 4055 .18x0.2 -Lll W13 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 991 1151 9204 1549 1799 4055 .18x0.2 -L13 W14 30.53 16.54 1-R2: 5/8 ROD 0.307 o,.156 1233 1432 9204 1200 1394 4055 .18x0.2 -L13 W14 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 1233 1432 9204 1200 1394 4055 .18x0.2 -L15 W13 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 991 1151 9204 1549 1799 4055 .18x0.2 -L15 W12 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 1582 1837 9204 959 1113 4055 .18x0.2 -L17 Wll 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 823 955 9204 2077 2411 4055 .18x0.3 -L17 WlO 30.53 16.54 i-R2': 5/8 ROD 0.307 0.156 2109 2449 9204 823 955 4055 .18x0.3 -L19 W9 30.53 16.54 1-RS: 3/4 ROD 0.442 0.188 1083 1257 13254 2604 3023 7501 .20x0.4 -L19 W8 30.53 16.54 1-RS: 3/4 ROD 0.442 0.188 2637 3061 13254 1083 1257 4055 .20x0.4 -L21 W7 30.53 16.54 1-RS: 3/4 ROD 0.442 0.188 1329 1543 13254 3131 3635 7501 .20x0.5 -L21 W6 30.53 16.54 1-RS: 3/4 ROD 0.442 0.188 3164 3673 13254 1329 1543 4055 .20x0.5 -L23 ws 30.53 16.54 1-R7: 7/fJ ROD 0.601 0.219 1576 1830 18040 3658 4247 11874 .21x0.5 -L23 W4 30.53 16.54 1-R7: 7/8 ROD 0.601 0.219 3691 4285 18040 1576 1830 4055 .21x0.6 -L25 W3 30,.53 16.54 1-R7: 7/8 ROD 0.601 0.219 1823 2116 18040 4201 4878 11874 .21x0.6 -L25 Vl 30.53 16.54 1-R7: 7/8 ROD 0.601 0.219 263 305 18040 1633 1896 11874 .21x0.2 -L25 W2R 62.54 30.90 1-R7: 7/8 ROD 0.601 0.219 4828 10468 16236 2085 4522 7091 . 21xl. 2 Valley Joist West Page 121 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 123 2 -18K4//-148 x 26' 1.250 Special Rod web Parallel chord Shortspan nd l;,ength ag 5.000 pp 5.000 Depth 5.000 5.000 Slope Holes Top Chord Ext E 0' 1.000 BCX Holdback Pitch EP/#lL 36.(;>25 36.625 iform NtUp load iform TSJI load iform Live load iform Dead load .:j._form NtUp load JI 1000# AddLoad ad 1000# AddLoad 1.8. 000 in Deep -148 #/ft full length 326 #/ft full length 220 #/ft full length 106 #/ft full length -66 #/ft frQm 0'0'' to 16'5" on Top chord at panel points. on Top chord at panel points. 17.026 in Effective Depth 14.500 in Clear Depth 400242 in-#Moment 20.000 in Interior Panel 13 Web Vees p Chord: 2-LL1-3/4x.143 idg < 141" Ix= 0.283 Center: L 20.000 Sixth: L 20.000 g end panl: L 24.625 irst point: A 309.250 in Design length 131 in4 Ix L/ 538 Live Defl 0.625 in Chord gap 24.625 in Left end 5194 # SJI reaction 0.000 in Tag TCX Defl 0.960 Y. o. 490 Iy= 0.902 Rx 0.543 p -23508 Phx/a= -24979 p -21929 Pnz/a= -21743 p -9657 Pnx/a= -17350 p -9657 Pn/a -25923 aring seats: Tag End LLV4x3x1/4 Weld 1. 98" Opposite End t Chord: 2-LL1-3/4x.125 Ix= 0.251 Center: L 20.000 hord shear: V = 4749 LLV4x3x1/4 Weld A= Iy= p T = 0.844 Y 0. 786 Rx 23489 Pn/a = 11650 fv 1. 98" 0. 4-84 0.546 25313 10854 1049 # Minimum Shear 101 in4 Minimum Ix L/ 305 SJI Defl 0,277 in Camber 24.625 in Right end 5194 # SJI reac~ion Fy 50000 Ry 0. 969 M 1266 M 1581 Fy = 50000 Ry = 0. 965 ft= 13808 Q = 0.953 Rz = 0.346 3 No No Q Rz f Fillers Fillers Filler 0.897 0.347 12863 Valley Joist West Page 122 V2 .1. 7, 2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 .stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIAJ:iTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. .mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 123 2 -18K4/ /-148 X 26' 1.250 Special Rod web Parallel chord Short.span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force ·Allow Thick X Weld (in) ·ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm --=u-W2 63.82 32.86 1-R7: 7/8 ROD 0.601 0.219 ~ 10761 16236 2422 ~ 7,z7f .21xl. 2 -Ll Vl 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 398 461 13254 1647 1910 7361 .20x0.2 -Ll W3 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 2024 2347 13254 4111 4768 7361 .20x0.6 -L3 W4 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 3536 4101 13254 l:667 1934 3946 .20x0.5 -L3 W5 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 1667 1934 13254 3504 4063 7361 .20x0.5 -LS W6 30.43· 16.82 1-R2: 5/8 ROD 0.307 0.156 2929 3397 9204 1311 1520 3946 •. 18x0. 4 -LS W7 30.43 16.82 1-R2: 5/8 ROD· 0.307 0.156 1311 1520 9204 2896 3359 394·6 .18x0.4 -L7 W8 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 2322 2692 9204 954 1106 3946 .18x0.3 -L7 W9 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 954 1106 9204 2289 2655 3946 .18x0.3 -L9 WlO 30. 43 16.82 1-R2: 5/8 ROD 0.307 0.156 1714 1988 9204 597 693 3946 .18x0.3 -L9 Wll 30.43 16.82 1-R2: 5/8 ROD 0.307 o.is6 597 693 9204 1682 1951 3946 .18x0.3 -Lll w12 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1107 1284 9204 241 279 3946 .18x0.2 -Lll W13 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 259 300 9204 1075 1247 3946 .18x0.2 -L13 Wl4 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1049 1216 9204 468 542 3946 .18x0.2 -L13 W14 30.43 16.82 1-R2: 5/.8 ROD 0.307 0.156 1049 1216 9204 468 542 3946 .18x0.2 -L15 W13 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 473 548 9204 1075 1247 3946 .18x0.2 -L15 W12 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1107 1284 9204 473 548 3946 .18x0.2 -L17 Wll 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 829 962 9204 1682 1951 3946 .18x0.3 -L17 WlO 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1714 1988 9204 829 962 3946 .18x0.3 -LJ.9 W9 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1078 1250 9204 2289 2655 3946 .18x0.3 -L19 W8 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 2322 2692 9204 1078 1250 3946 .18x0.3 -L21 W7 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 i32s 1536 9204 2896 3359 3946 .18x0.4 -L21 W6 30. 43 16.82 1-R2: 5/8 ROD 0.307 0.156 2929 3397 9204 '1.325 1536 3946 .18x0.4 -L23 ws 30.43 16.82 1-RS: 3/4 ROD 0.442. 0.188 1571 1822 13254 3504 4063 73'61 .'20x0.5 -L23 W4 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 3536 4101 13254 1571 1822 3946 .20x0.5 -L25 W3 30.43 16.82 . 1-RS: 3/4 ROD 0.442 0.188 1818 2109 13254 4111 4768 7361 .20x0.6 -L25 Vl 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 275 319 13254 1647 1910 7361 .20x0.2 -L25 W2 63.82 32.86 1-R7: 7/8 ROD 0.601 0.219 4749 10761 16236 2093 47'44 6271 .21xl. 2 Valley Joist West Page 123 V2.l.7.2 Job #3V00584 -~y JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVtNUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 125 2 -18K4//-148 x 26' 0.750 Special Rod web Parallel chord Shortspan nd Length Depth ag 5.0D0 5.000 pp 5.000 5.000 Holes Top Chord Ext E 0' 1.500 E 0' 0.250 BCX Holdback Pitch EP/#lL 36.375 36.375 iform NtUp load iform TSJI load iform Live loac;l iform Dead load iform NtUp load JI 1000# AddLoad ad 1000# AddLoad 18.000 in Deep -148 #/ft full length 327 #/ft full length 221 #/ft full length 106 #/ft full length -66 #/ft from 0'0" to 16'5" on Top chord at panel points. on Top chord at panel points. 17.026 in Effective Depth 14.500 in Clear Depth 400113 in-#Moment 20.000 in Interior Panel 13 Web Vees p Chord: 2-LLl-3/ 4x.143 idg < 141" Ix= 0.283 Center: L 20.000 Sixth: L 20.000 g end panl: L 24.375 irst point: A 308.750 in Design length 131 in4 Ix L/ 538 Live Defl 0.625 in Chord gap 24.375 in Left end 5201 # SJI reaction 0.000 in Tag TCX Defl 0. 960 y 0.490 Iy= 0.902 Rx 0.543 p -23500 Pnx/a= -24979 p = -21917 Pnz/a= -21743 p -9607 Pnx/a= -17474 p = -9607 Pn/a -25923 aring seats: Tag End LLV4x3xl/4 Weld 1. 98" Opposite End t Chord: 2-LL1~3/4x.125 Ix= 0.251 Center: L 20.000 hord shear: V = 4758 LLV4x3xl/4 Weld A= Iy= p T = 0.844 Y 0. 786 Rx 23481 Pn/a = 11608 fv 1.98" 0.484 0.546 25313 10876 1050 # Minimum Shear 101 in4 Minimum Ix L/ 305 SJI Defl 0.276 in Camber 24.375 in Right end 5201 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 0. 969 M 1242 M 1558 Fy 50000 Ry 0.965 ft= 13757 Q = 0.953 Rz = 0.346 3 No No Q Rz f Fillers Fillers Filler 0.897 0.347 12869 Valley Joist West Page 124 V2 .1. 7 .2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 si:omer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4JI MIN SEAT THICK*** 125 2 -18K4/ /-148 X 26' 0.750 Special Rod web Parallel chord Short span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs. Length Top/Bottm -=u-W2 63. 65 32.67 1-R7: 7/8 ROD 0.601 0.219 -:rrss 10721 16236 ~ 5453 ~ .21xl.2 -Ll Vl 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 396 459 13254 1645 1908 7361 .20x0.2 -Ll W3 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 2025 2348 13254 4122 4780 7361 .20x0.6 -L3 W4 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 3545 4112 13254 1668 1935 3946 .20x0.5 -L3 ws 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 1668 1935 13254 3513 4074 7361 .20x0.5 -LS W6 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 2936 3405 9204 1311 1521 3946 .18x0.4 -LS W7 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1311 1521 9204 2904 3368 3946 .18x0.4 -L7 W8 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 2327 2,699 9204 955 1107 3946 .18x0.3 -L7 W9 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 955 1107 9204 2295 2661 3946 .18x0.3 -L9 WlO 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1718 1993 9204 598 694 3946 .18x0.3 -L9 Wll 3'0.43 16.82 1-R2: 5/8 ROD 0.307 0.156 598 694 9204 1686 1955 3946 .18x0.3 -LU W12 30.-43 16.82 1-R2: 5/8 ROD 0.307 0.156 1109 1286 9204 241 280 3946 .18x0.2 -Lll W13 30.43 16.82 1-R2: 5/8 ROD-0.307 0.156 259 300 9204 1077 1249 3946 .18x0.2 -L13 W14 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1050 1218 9204 468 542 3946 .18x0.2 -Ll3 W14 30.43 1.6 . .82 1-R2: 5/8 ROD 0.307 0.156 1050 1218 9204 468 542 3946 .18x0.2 -LlS W13 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 472 547 9204 1077 1249 3946 .18x0.2 -LlS W12 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1109 1286 9204 472 547 3946 .18x0.2 -L17 Wll 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 829 961 9204 1686 1955 3946 .18x0.3 -L17 WlO 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1718 1993 9204 829 9,61 3946 .18x0.3 ~L19 W9 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1079 1251 9204 2295 2661 3946 .18x0. 3 -L19 W8 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 2327 2699 9204 1079 1251 3946 .18x0.3 -L21 W7 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1325 1537 9204 2904 3368 3946 .18x0.4 -cL21 W6 30. 43 16.82 1-R2: 5/8 ROD 0.307 0.156 2936 3405 9204 1325 1537 3946 .18x0.4 -L23 ws 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 1572 1823 13254 3513 4074 7361 .20x0.5 -J:,23 W4 30.43 16.82 1-R5: 3/4 ROD 0.442 0.188 3545 4112 i3254 i572 1823 3946 .20x0.5 -L25 W3 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 1819 2109 13254 4122 4780 7361 .20x0.6 -L2'5 Vl 30.43 16.82 1-R5: 3/4 ROD 0.442 0.188 274 317 13254 1645 1908 7361 .20x0.2 -L25 W2 63.65 32.67 1-R7: 7/8 ROD 0.601 0.219 4758 10721 16236 2092 4714 6344 • 21xl. 2 Valley Joist West Page 125 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 127 2 -18K4//-148 x 25'10.500 Special Rod web Parallel chord Shortspan nd Length ag 5.ooo pp 5.000 Depth 5.000 5.000 Holes Top Chord Ext E 0' 6.000 E 0' 0.250 iform Ntl!p load iform TSJI load iform Live load iform Dead load iform NtUp load JI 1000# AdqLoad ad 1000# AddLoad -148 #/ft full length 331 #/ft full length 226 #/ft full length 106 #/ft full length -66 #/ft from 0'0" to 16'5" on Top chord at panel points. on Top chord at panel points. BCX Holdback E.'itch EP/#lL 35.250 35.250 TC cone loads: Load Spacing Location Point Type 7500 3'9-1/4 U2 Equk 18.000 16.956 14 .. 250 435854 20 .. 000 in Deep in Effective Depth in Clear Depth in-#Moment 3'9-1/4 22'1-1/4 306.500 149 L/ 614 0.625 23.250 5232 0.000 in Design in4 Ix Live Defl length 1058 # Minimum Shear 101 in4 Minimum Ix 13 in Interior Panel Web Vees p Chord: 2-L L2x2;x:.145 idg < 155" Ix= 0.434 Center: L 20.000 g end panl: L = 23.250 irst point: A Iy= p p p in Chord gap in Left end # SJI reaction in Tag TCX Defl 1.118 y 0.554 1.273 Rx 0.623 -25705 Pnz/a= -25620 -14807 Pnx/a= -21733 -14807 Pn/a -30185 aring se~ts: Tag End LLV3.5x2.5x Weld Opposite End LLV3.5x2.5x Weld 3.22" 1. 97" t Chord: 2-LL1-3/4x.143 Ix= 0.283 Center~ L 20.000 hord shear: V = 7551 A= Iy= p T = 0.960 Y 0.902 Rx 25702 Pn/a = 18593 fv 0.490 0.543 28803 15087 L/ 352 SJI Defl 0.272 in Camber 23.250 in Right end 5232 # SJI reaction 0. 000 in Opp TCX Defl Fy 50000 Ry 1. 067 M 1135 M 1462 Fy 50000 Ry 0.969 ft= 19365 Q = 0.904 Rz = 0.396 No Fillers No Filler Q Rz f 0.953 0.346 17927 Valley Joist West Page 126 V2 .1. 7. 2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Speci£ications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 127 2 -18K4/ /-148 X 25'10.500 Special Rod web Parallel chord Shorts pan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ·ation Web Slope in Member. in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottrn --=r:;r-W2L 62. 98 31.37 1-R9:1-IN ROD 0.785 0.250 ---rssT 16621 21206 3760 ---p;ffi 11279 .23xl. 7 -Ll Vl 30.53 16.54 1-R7: 7/8 ROD 0.601 0.219 386 448 18040 1661 1928 11874 .21x0.2 -Ll W3 30.53 16.54 1-R7: 7/8 ROD 0.601 0.219 3940 4574 18040 7023 8153 1.187 4 .21x0.9 -L3 W4 30.53 16.54 1-R7: 7/8 ROD 0.601 0.219 3679 4271 18040 1672 1941 4055 .21x0.5 -L3 W5 30.53 16.54 1-R7: 7/8 ROD o .. 601 0.219 16'72 1941 18040 3646 4233 11874 .21x0.5 -LS W6 30.53 16.54 ·1-RS: 3/4 ROD 0.442 0.188 3155 3663 13254 1315 1527 4055 .20x0.5 -LS W7 30.53 16.54 1-RS: 3/4 ROD 0.442 0.188 1315 1527 13254 3122 3625 7501 .20x0.5 -L7 W8 30.53 16.54 1-RS: 3/4 ROD 0.442 0.188 2632 3055 13254 958 1113 4055 .20x0.4 -17 W9 30.53 16.54 1-RS: 3/4 ROD 0.442 0.188 958 1113 13254 2599 3017 7501 .20x0.4 -L9 WlO 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 2108 2447 9204 731 849 4055 .18x0.3 -L9 Wll 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 758 880 9204 2075 2409 4055 .18x0.3 -Lll W12 30.53 16.54 1-R2: 5/8 RQD 0.307 0.156 1584 1839 9204 967 112.2 4055 .18x0.2 -Lll W13 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 999 1160 9204 1552 1802 4055 .18x0.2 -L13 W14 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 1241 1441 9204 1208 1403 4055 .18x0.2 -L13 W14 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 1241 1441 9204 1208 1403 4055 .18x0.2 -L15 W13 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 999 1160 9204 1552 1802 4055 .18x0.2 -Ll5 Wl2 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 1584 1839 9204 967 1122 4055 .18x0·.2 -L17 Wll 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 825 958 9204 2075 2409 4055 .18x0.3 -L17 WlO 30.53 16.54 1-R2: 5/8 ROD 0.307 0.156 2108 2447 9204 ·82s 958 4055 .18x0.3 -I,19 W9 30.53 16.54 1-RS: 3/4 ROD 0.442 0.188 1081 1255 13254 2599 3017 7501 .20x0.4 -Ll,9 W8 30.53 16.54 1-RS: 3/4 ROD 0.442 0.188 2632 3055 13254 1081 1255 4055 .20x0.4 -L21 W7 30.53 16.54 1-RS: 3/4 ROD 0.442 0.188 1328 1542 13254 3122 3625 7501 .20x0.5 -L21 W6 30.53 16.54 1-RS: 3/4 ROD 0.442 0.188 3155 3663 13254 1328 1542 4055 .20x0.5 -L23 ws 30.53 16.54 1-R7: 7/8 ROD o. 601 0.219 1575 1828 18040 3646 4233 11874 .21x0.5 -L23 W4 30.53 16.54 1-R7: 7/8 ROD 0.601 0.219 3679 4271 18040 1575 1828 4055 .21x0.5 -L25 W3 30.53 16.54 1-R7: 7/8 ROD 0.601 0.219 1821 2114 18040 4173 4844 11874 :21xo. 6 -L25 Vl 30.53 16.54 1-R7: 7/8 ROD 0.601 0.219 267 310 18040 1638 1901 11874 .21x0.2 -L25 W2R 62 .. 98 31.37 1-R7: 7/8 ROD 0.601 0.219 4803 10572 162'36 2088 4596 6882 .21xl.2 Valley Joist West Page 127 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUM~IA $TEEL, INC 2175 N. LINDEN AVENUE RIAL.TO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signeq per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 129 5 -18K4/ /-148 x 26' 1. 000 Special Rod web Parallel chord Short span nd Length Depth Slope Holes Top Chord Ext BCX Holdback Pitch EP/#lL -ag 5.000 5.000 E 0' 1.000 pp 5.000 5.000 E 0' 0.250 iform NtUp load iform TSJI load iform Live load iform Dead load iform NtUp load JI 1000# AddLoad ad 1000# AddLoad 18.000 in Deep -148 #/ft full length 326 #/ft full length 220 #/ft full length 106 #/ft full length -66 #/ft from 0'0" to 16'5" on Top chord at panel points. on Top chord at panel points. 17.026 in Effective Depth 14.500 in Clear Deptn. 400177 in-#Moment 20.000 in Interior Panel 13 Web Vees p Chord: 2-LL1-3/4x.143 idg < 141" Ix= 0.283 Center: L 20.000 Sixth: L 20.000 g end panl: L 24.500 irst point: A 309.000 in Design length 131 in4 Ix L/ 538 Live Defl 0.625 in Chord gap 24.500 in Left end 5198 # SJI reaction 0.000 in Tag TCX Defl 0.960 y 0.490 Iy= 0.902 Rx 0.543 p = -23504 Pnx/o= -24979 .p = -21923 Pnz/c= -21743 p -9632 Pnx/o= -17412 p = -9632 Pn/g -25923 aring seats: Tag End LLV4x3xl/4 Weld 1.98" Opposite End t Cn.ord: 2-LL1-3/4x.125 Ix= 0.251 Center: L 20.000 hqrd shear: V = 4753 LLV4x3xl/4 Weld A= Iy= p T = 0.844 Y 0.786 Rx 23485 Pn/g = 11629 fv 1.98" 0.484 0.546 25313 10865 36.500 36.500 1049 # Minimum Shear 101 in4 Minimum Ix L/ 305 SJI Defl 0.276 in Camber 24.500 in Right end 5198 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 0. 969 M 1254 M 1569 Fy 50000 Ry 0.965 ft = 1.3783 Q = 0.953 Rz = 0.346 3 No No Q Rz f Fillers Fillers Filler 0.897 0.347 12866 Valley Joist West Pag~ 128 V2 .1. 7. 2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLQMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 129 5 -18K4//-148 X 26' 1.000 Special Rod web Parallel chord Short span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ·ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm --=rr-W2 63.73 32.7.6 1-R7: 7/8 ROD 0.601 0.219 4753 10741 16236 ~ ~ ~ .21xl.2 -Ll Vl 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 397 460 13254 1646 1909 7361 .20x0.2 -Ll W3 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 2024 2348 13254 4116 4774 7361 .20x0.6 -L3 W4 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 3541 4106 13254 1668 1934 3946 .20x0.5 -L3 ws 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 1668 1934 13254 3508 4069 7361 .20x0.5 -LS· ·W6 30.43 16·.82 1-R2: 5/8 ROD 0.307 0.156 2933 3401 9204 1311 1520 3946 .18x0:4 -,LS W7 30.43 16.82 1-R2: 5/8 ROD 0.30'7 0.156 1311 1520 9204 2900 3363 3946 .'18x0. 4 -L7 W8 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 2324 2696 9204 954 1107 3946 .18x0.3 -L7 W9 30.43 16.82 i-R2: 5/8 ROD 0.307 0.156 954 1107 9204 2292 2658 3946 .18x0.3 -L9 WlO 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1716 1990 9204 598 693 3946 .18x0.3 -L9 Wll 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 598 693 9204 1684 1953 3946 .18x0.3 -Lll W12 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1108 1.285 9204 241 280 3946 .18x0.2 -i:..11 W13 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 259 300 9204 1076 1248 3946 .18x0.2 -L13 W14 30.43 16.82 1-R2: 5/8 ROD 0.367 0.156 1049 1217 9204 468 542 3946 .18x0.2 -Ll3 W14 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1049 1217 9204 468 542 3946 .18x0.2 -L15 W13 30 .. 43 16.82 1-R2: 5/8 ROD 0.307 0.156 472 548 9204 1076 1248 3946 .18x0.2 -L15 W12 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1io8 1285 9204 472 548 3946 .18x0.2 -t17 Wll 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 829 961 9204 1684 1953 3946 .18x0.3 -L17 WlO 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1716 1990 9204 829 961 3946 .18x0.3 -L19 W9 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1078 1251 9204 2292 2658 3946 .18x0.3 -L19 W8 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 2324 2696 9204 1078 1251 3946 .18x0.3 -L21 W7 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1325 1537 9204 2900 3363 3946 .18x0.4 -L21 W6 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 2933 3401 9204 1325 1537 3946 .18x0.4 -L23 ws 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 157.2 1823 13254 3508 4069 7361 .20x0.5 -L23 W4 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 3541 4106 13254 1572 1823 3946 .20x0.5 -L25 W3 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 1818 2109 13254 4116 4774 7361 .20x0.6 -L25 Vl 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 274 318 13254 1646 1909 7361 .20x0.2 -L25 W2 63.73 32.76 1-R7: 7/8 ROD 0.601 0.219 4753 10741 16236 2093 4729 6307 .21xl.2 Valley Joist West Page 129 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 131 1 -18K4//-148 x 26' 1.250 Special Rod web Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Holes Top Chord Ext E O' 1. 000 BCX Holdback Pitch EP/#lL 36.625 36.625 iform NtUp load iform TSJI load iform Live load iform Dead lpad iform NtUp load JI 1000# AddLoad ad 1000# AddLoad 18.000 in Deep -148 #/ft full length 326 #/ft full length 220 #/ft full length 106 #/ft full length -66 #/ft full length on Top chord at panel points. on Top chord at panel points. 17.026 in Effective Depth 14.500 in Clear Depth 400242 in-#Moment 20.000 in Interior Panel 13 Web Vees p Chord: 2-LL1-3/4x.143 idg. < 141" Ix= 0.283 Center: L 20.000 Sixth: L 20.000 g end panl: L 24.625 irst point: A 309.250 in Design length 131 in4 Ix L/ 538 Live Defl 0.62.5 in Chord gap 24.625 in Left end 5194 # SJI reaction 0.000 in Tag TCX Defl 0.960 y 0.490 Iy= 0.902 Rx 0.543 p -23508 Pnx/Q= -24979 p -21929 Pnz/g= -21743 p -9657 Pnx/g= -17350 p -9657 Pn/g -25923 aring seats: Tag End LLV4x3xl/4 Weld 1. 98" Opposite End t Chord: 2-LL1-3/4x.125 Ix= 0.251 Center: L 20.000 hord shear: V = 4749 LLV4x3xl/4 Weld A= Iy= p T = 0.844 Y 0.786 Rx 23489 Pn/g = 11650 fv 1. 98" 0.484 0.546 25313 10854 1049 # Minimum Shear 101 in4 Minimum Ix L/ 305 SJI Defl 0.277 in Camper 24.625 in Right end 5194 # SJI reaction Fy 50000 Ry 0.969 M 1266 M 1581 Fy = 50000 Ry = 0. 965 ft= 13808 Q = 0.953 Rz = 0.346 3 No No Q Rz f Fillers Fillers Filler 0. 897 0.347 12863 Valley Joist West Page 130 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 131 1 -18K4//-148 X 26' 1.250 Special Rod web Parallel chord Short span ASD. Tensile Compressive Length Area R Shear Force Allow Shear Force Allow ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs ---=r.;r W2 63.82 32.86 1-R7: 7/8 ROD 0.601 0.219 -----:rrw 10761 16236 ~ 5751 . 6271 -Li Vl 30.43 16.82 1-R5: 3/4 ROD 0.442 0.188 398 461 13254 1647 1910 7361 -Ll W3 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 2140 2482 13254 4111 476[! 7361 -L3 W4 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 3536 4101 13254 1783 2068 3946 -L3 W5 30.43 16.82 1-RS: 3/4 ROD 0.442 0.188 1783 2068 13254 3504 4063 7361 -L5 W6 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 2929 3397 9204 1427 1655 3946 -L5 W7 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1427 1655 9204 2896 3359 3946 -L7 W8 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 2322 2692 9204 1070 1241 3946 -L7 W9 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1070 1241 9204 2289 2655 3946 -L9 WlO 30.43 16 .• 82 1-R2: 5/8 ROD 0.307 0.156 1714 1988 9204 713 827 3946 -L9 Wll 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 713 827 9204 1682 1951 3946 -Lll W12 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1107 1284 9204 357 414 3946 -Lll W13 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 357 414 9204 1075 1247 3946' -L13 W14 30.43 16.82 1-R2: 5/8 ROD 0.307 0.156 1049 1216 9204 468 542 3946 Weld Thick X Length .21xl.2 .20x0.2 .20x0.6 .20x0.5 .20x0.5 .18x0.4 .18x0.4 .18x0.3 .18x0.3 .18x0.3 .18x0.3 .18x0.2 .18x0.2 .18x0.2 Available Weld (in) Top/Bottm Valley Joist West Page 131 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N .. LINDEN AVENUE RIALTO, CA 92377-~445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA s.igned per Steel Joist Institute Standard Specificati9ns 42nd edition ASD. :tnments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 153 3 -20K4 x 26' 1.000 Special Crimped angle Parallel chord Shortspan nd L_ength ag 5.000 pp 5.000 Depth 5.000 5.000 Holes Top Chord Ext E O' 1. 500 iform TSJI load 364 #/ft full length iform Live load 273 #/ft full length iform Dead load 91 #/ft full length iform NtUp load -180 #/ft from 0'0" to 8 1 6 11 iform NtUp load -125 #/ft from 8'6" to 26'1" JI 1000# AddLoad on Top chord at panel points. ad 1000# AddLoad on Top chord at panel points. BCX Holdback Pitch EP/#lL 42.000 42.000 TC cone loads: Load Spacing Location Point Type 4000 in Deep 20.000 18.886 16.000 610359 48.000 in Effective Depth in Clear Depth in-#Moment 6 in Interior Panel Web Vees p Chord: 2-L L2x2x.163 idg < 178" Ix= 0.482 Center: L = 24.000 Second: L = 27.250 g end panl: L 27.250 irst point: pend panl: L 30.250 Last point: hord shear: V 7255 6'8-1/2 U3 6'8-1/2 19'4-1/2 309.000 211 L/ 703 1.000 27.250 8671 0.000 in Design length in4 Ix A Iy= p = p = p p p p C = Live Defl in Chord gap in Left end # SJI reaction in Tag TCX Defl 1.251 y 0.560 1. 888 Rx 0.621 -32318 Pnx/c= -322.00 -16657 Pnz/c= -25659 -17215 Pnx/c= -23093 -17215 Pn/c = -33773 -12952 Pnx/c= -21383 -12952 Pn/c = -33773 30036 fv 11127 aring seats.: Tag End LLV3. 5x2. 5x Weld 3 .1 7" Opposite End LLV3.5x2.5x Weld 2.36" t Chord: 2-L L2x2x.145 Ix= 0.434 Center: L 48.000 hord shear: V = 8128 A= Iy= p T = 1.118 Y 1. 676 Rx 31775 Pn/c = 22128 fv 0.554 0.623 33539 14014 TSJI, Dead 1672 # Minimum Shear 125 in4 Minimum Ix L/ 320 SJI Defl 0.276 in Camber 30.250 in Right end 6703 # SJI reaction Fy 50000 Ry 1.229 M 1600 M 2431 M 1870 M 3200 fc = 24012 Fy 50000 Ry 1..224 ft= 19793 Q = 0.952 Rz = 0.395 6 No No No f Q Rz f Fillers Fillers Filler Filler = 16369 0.904 o. 396 17156 Valley Joist West Page 132 V2.1.7.2 Job #3V00584 -By jB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA sj..gned per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 153 3 -20K4 X 26' 1.000 Special Crimped angle Parallel chord Short span Tensile Compressive Length Area R Shear Force Allow Shear Force Allow ·ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs --::y;r-W2L 64.73 37.47 1-R9: 1-IN"ROD 0.785 0.250 sITs 19038 21206 7:789 ~ 8225 -Ll Vl 34.02 19.30 1-Ll-l/4x.109 0.261 0.247z 409 493 7819 1898 2290 4931 -Ll W3L 37.52 20.17 1-L2x2x.156 o. 600 0.396z 1380 1740 17990 7255 9146 9136 -L3 W4L 51.80 25.87 1-Ll-1/2x.125 0.359 0.296z 6400 10348 10781 996 1611 6060 -L3 V2 0.00 16.00 1-Ll-1/2x.109 0.315 0.297z 360 360 9454 5878 5878 7062 -L3 WS_L 51.80 25.87 1-Ll-1/4x.109 0.261 0.247z 783 1266 7819 1672 2703 3479 -LS W6 51.80 25.87 1~ Ll-1/4x.109 0.261 0.247z 788 1274 7819 1672 2:703 3479 -L5 V3 0.00 16.00 1-Llxlx.109 0.206 0.196z 250 250· 6184 1890 1890 3802 -LS W7 51.80 25.87 1-Ll-1/4x.109 0.261 0.247z 1672 2703 7_819 0 0 3479 -L7 W7 51.80 25.87 1-Ll-1/4x.109 0.261 0.247z 157 255 7819 1746 2823 3479 -L7 V3 0.00 16.00 1-Llxlx.109 0.206 0 .196z 250 250 6184 1879 1879 3802 -L7 W6 51.80 25.87 1-Ll-1/4x.109 0.261 0.247z 2552 4126 7819 407 659 3479 -L9 W5R 51.80 25.87 1-Ll-1/2x.125 0.359 0.296z 657 1063 10781 3357 5429 6060 -L9 V3 o.oo 16.00 1-Llxlx.109 0.206 0.196z 250 250 6184 1845 1845 3802 -L9 W4R 51.80 25.87 1-Ll-l/4x.109 0.261 0.247z 4163 6732 7819 907 1467 3479 -Ll.1 W3R 49. 99 24.89 1-L2x2x.156 0.600 0.396z 1200 1867 17990 5094 7924 8637 -Lll V4 2.7 .31 18.01 1-Ll-1/4x.109 0.261 0.247z 326 366 7819 2006 2257 5220 -Lll W2R 64.73 37.47 1-R7: 7/8 ROD 0.601 0.219 6115 14323 16236 1526 3574 4822 Weld Thick X Length .23x2.0 .llxO. 7 .16x2.0 .13x2.8 .llxl.8 . llxO. 8 .llx0.8 . llxO. 6 . llxO. 8 . llxO. 9 .llx0.6 .llxl.3 .13xl. 5 .llx0.6 . llx2. l .16xl. 7 . llxO. 7 .21xl. 6 Available Weld (in) Top/Bottrn 2.6/ 2.9 3.3/ 3.7 3.3/ 3.9 2.8/ 2.8 3.0/ 3.6 3.1/ 3.7 2.3/ 2.3 3.1/ 3.7 3.1/ 3.7 2.3/ 2.3 3.1/ 3.7 3.3/ 3.9 2.3/ 2.3 3.1/ 3.7 3.7/ 4.3 2.5/ 2.7 Valley Joist West Page 133 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T155 1 -20K4 x 25' 7.500 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Holes --y Top Chord Ext iform TSJI load 377 #/ft full length iform Live load 288 #/ft full length iform Dead load 90 '#/ft full length iform NtUp load -180 #/ft from O' 0" to 8' 6'' iform NtUp load -125 #/ft from 8 1 611 to 25'7-1/2" JI 1000# AddLoad on Top chord at panel points. ad 1000# Addtoad on Top chord at panel points. BCX f{oldback 2 0' 1.750 Pitch EP/#lL 42.000 42.000 TC cone loads: Load Spacing Locatj.on Point 20.000 18.886 16.000 611732 48.000 6 4000 in Deep in Effective Depth in Clei:3-r Depth in-#Moment in Interior Panel Web Vees p Chord: 2-L L2x2x.163 idg < 178" Ix= 0.482 Center: L = 24.000 Second: L = 27.875 g. end panl: L -27.875 irst point: hord shear: V 7222 6'9-3/4 18 I 9-3/ 4 6'9-3/4 U3 303.500 in Design length 211 in4 Ix Live Defl L/ 703 1.000 27.875 8721 in Chord gap in Left end # SJI reaction A= 1.251 y 0.560 Iy= 1. 888 Rx 0.621 p = -32391 Pnx/o= -32200 p = -16701 Pnz/o= -25268 p -17263 Pnx/o= -22741 p -17263 Pn/o = -33773 C 30422 fv 11077 aring seats: Tag End LLV3.5x2.5x Weld 3.19" Opposite End t Chord: 2-L,L2x2x.145 Ix= 0. 434 Center: L 48.000 hord shear: V = 8151 LLV3.5x2.5x Weld A= Iy= p T = 1.118 Y 1. 676 Rx 31986 Pn/o = 22614 fv 2. 41" 0.554 0.623 33539 14053 TSJI, Dead 1693 # Minimum Shear 125 in~ Minimum Ix L/ 325 SJI Defl 0.267 in Camber 27.875 in Right end 6823 # SJI reaction Fy 50000 Ry 1.229 M 1732 M 2645 fc = 24321 Fy 50000 Ry 1. 224 ft= 20228 Q = 0.952 Rz = 0.395 6 No No f Q Rz f Fillers Fillers Filler = 16449 0.904 0.396 17314 Valley Joist West Page 134 V2.1.7.2 Job #3V00584 -By JB 14: 41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEA'I' THICK*** T155 1 -20K4 X 25' 7.500 Special Crimped angle Parallel chord Short span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm --=r:r W2L 64.73 37.47 1-R9:1-IN ROD 0.785 0.250 ~ 19091 21206 1754 ----rro§" ~ .23x2.0 -'-Ll Vl 32.70 19.01 1-Ll-1/4x.109 0.261 0.247z 418 497 7819 1949 2316 4996 .llxO. 7 2. 6/ 2.8 -Ll W3L 39.83 20.83 1-L2x2x.163 o. 625 0.395z 1336 1740 18763 7222 9404 9832 .16xl. 9 3.4/ 3.8 -L3 W4L 51.80 25.87 1-Ll-1/2x.125 ·0.359 0.296z 6328 10232 10781 947 1532 6060 .13x2.8 3.3/ 3.9 -L3 V2 o.oo 16.00 1-Ll-1/2x.109 0.315 O·. 297z 360 360 9454 5907 5907 7062 .llxl.8 2.8/ 2.8 -L3 W5L 51.80 25.87 1-Ll-1/4x.109 0.261 0.247z 866 1400 7819 1693 2738 3479 . llxO. 8 3.0/ 3.6 -L5 W6 51.80 25.87 1-Ll-l/4x.109 0.261 0.247z 660 1067 7819 1693 2738 3479 • llxO. 8 3.1/ 3.7 -L5 V3 o.oo 16.00 1-Llxlx.109 0.206 0.196z 250 250 6184 1917 1917 3802 • llxO. 6 2.3/ 2.3 -L5 W7 51.80 25.87 1-Ll-1/4x.109 0.'261 0.247z 1693 2738 7819 0 0 3479 . llxO. 8 3.1/ 3.7 -L7 W7 51.80 25.87 1-Ll-1/4x.109· 0.261 0.247z 201 324 7819 1928 3118 3479 .llxl.O 3.1/ 3.7 -L7 V3 0.00 16.00 1-Llxlx.109 0.206 0.196z 250 250 6184 1903 1903 3802 • llxO. 6 2.3/ 2.3 -L7 W6 51.80 25.87 1-Ll-1/4x.109 0.261 0.247z 2762 4467 7819 451 728 3479 . llxl.4 3.1/ 3.7 -L9 W5R 51.80 25.87 1-Ll-l/2x.125 0.359 0 .• 296z 701 1133 10781 3596 5815 6060 .13xl. 6 3.3/ 3.9 -L9 V3 o.oo 16.00 1-Llxlx.109 0.206 0.196z 250 250 6184 1867 1867 3802 .llxO. 6 2.3/ 2.3 -L9 W4R 51.80 25.87 1-· Ll-l/4x.109 0.261. 0.247z 4430 7163 7819 951 1537 3479 .llx2.2 3.1/ 3.7 -Lll W3R 39.83 20.83 1-Ll-3/4x.143 0.480 0.346z 1221 1589 14402 5325 6933 7077 .14xl. 6 3.1/ 3 . .5 -Lll Vl 32.70 19.01 1-Ll-1/4x.109 0.261 0.247z 290 345 7819 1932 2296 4996 . nx6. 1 2.6/ 2.8 -Lll W2R 64.73 37.47 1-R7: 7/8 ROD 0.601 0.219 6253 14646 16236 1511 3539 4822 .21xl. 6 Valley Joist West Page 135 V2.l.7.2 Job #3V00584 -By JB 14: 41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874~8840 FAX: 909/874~3363 CONTACT: KURT FORSTER · oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 159 3 -28K8 x 40' 4.750 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 ,Holes --y y Top Chord Ext E o·• 2.000 ~form TSJI load 322 #/ft full length iform Live load 216 #/ft full length iform Dead load 106 #/ft full length BCX Holdback Pitch EP/#lL 54.000 54.000 .iform NtUp load -125 #/ft from 0'0" to 32'3-3/4" iform NtUp load -180 #/ft from 32'3-3/4" to 40'4-3/4" JI 2000# AddLoad on Top chord at panel points. ad 2000# Addtoad on Top chord at panel points. 28.000 in Deep 480.750 in Design length 26.871 in Effective Depth 482 in4 Ix 24.000 in Clear Depth L/ 536 Live De£1 016484 in-#Moment 1.000 in Chord gap 48.000 in Interior Panel 36.188 in Left end 9 Web V-ees 8457 # SJI reaction p Chord: 2~L L2x2x.187 idg < 179" Ix= 0.544 Center: L = 24.000 g end panl: L=36.188 irst point: hard shear: V 6698 aring seats: Tag End Opposite End t Chord: 2-L L2x2x.163 Ix= 0.482 Center: L 48.000 hord shear: V = 7755 A= 1. 426 y Iy= 2.173 Rx p -37829 Pnx/o= p -15008 Pnx/g= p -15008 Pn/o = C 24253 fv LLV3.5x2.5x Weld LLV3.5x2.5x Weld A= Iy= p T = 1. 251 Y 1. 888 Rx 37452 Pn/o = 19350 fv 0.569 0.617 -38307 -20767 -38504 8955 2.33" 2.33" 0.560 0.621 37526 11894 1614 # Minimum Shear 372 in4 Minimum Ix L/ 288 SJI Defl 0.669 in Camber 36.188 in Right end 8457 # SJI reaction 0.000 in Opp TCX Defl Fy -50000 Ry 1.234 M 2452 M 3890 fc = 17007 Fy 50000 Ry 1. 229 ft = 15470 Q Rz 8 No f Q Rz f = 1.000 = 0.394 Fillers Filler -12349 0.952 0.395 14188 Valley Joist West Page 136 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 storner: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. rnrnents.: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 159 3 ~ 28KB X 40' 4.750 Special Crimped angle Parallel chord Shorts_pan Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm ---=r;r-712 62. 67 52.28 1-L2x2x.163 o. 625 0.395z 7755 16893 16887 2358 ~ ~ .16x3.5 4.7/ 5.6 -Ll Vl 30.48 27.85 1-Ll-1/2x.109 0.315 0.297z 377 437 9454 3037 3524 4785 • llxl.1 2.8/ 3.1 -Ll W3 37 .17 30.12 1-L2x2x.163 o. 625 0.395z 1981 2487 18763 66~8 8406 8625 .16xl. 7 3.4/ 3.7 -L3 W4 41. 77 32.18 1-:r,;l-1/4x.109 0.261 0.247z 5790 7763 7819 1668 2236 2304 • llx2. 4 2.7/ 3.1 -L3 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2766 2766 3883 .llx0.9 2.5/ 2.5 -L3 W5 41. 77 32.18 1--Li-3/4x.143 0.480 0.346z 1418 i901 14402 5045 6765 7505 .14xl. 6 3.2/ 3.6 -LS W6 41.77 32.18 1-Ll-1/4x.109 0.261 0.247z 4301 5766 7819 1168 1566 2304 . llxl. 8 2.7/ 3.1 -LS V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2804 2804 3883 • llxO. 9 2.5/ 2.5 -LS W7 41.77 32.18 1-Ll-3/4x.125 0.422 0.347z 918 1231 12656 3556 4768 6456 .13xl. 3 3.2/ 3.6 -L7 W8 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 2812 3770 7819 668 896 2304 .llxl.2 2.7/ 3.1 -L7 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 '.7819 2826 2826 3883 .llx0.9 2.5/ 2.5 -L7 W9 41. 77 32.18 1-Ll-1/2x.109 0.315 0. 297z 482 646 9454 2067 2771 3938 • llxO. 9 3.0/ 3.4 -L9 WlO 41.77 32.18 1-Ll-1/4x.109 0.261 0 .. 247z 1614 2165 7819 794 1065 2304 .llxO. 7 2.7/ 3.1 -L9 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 78i9 2834 2834 3883 . llxO. 9 2-.5/ 2.5 -L9 WlO 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 1614 2165 7819 794 1065 2304 .llx0.7 2.7/ 3.1 -tll W9 41. 77 32.18 1-Ll-1/2x.109 0.315 0.297z 482 646 9454 2067 2771 3938 .llx0.9 3.0/ 3.4 -Lll V2 o.oo 24.00 1-Ll-1/4.x.109 0.261 0.247z 250 250 7819 2826 2826 3883 .llx0.9 2.5/ 2.5 -Lll W8 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 2812 3770 7819 582 780 2304 • llxl. 2 2.7/ 3.1 -L13 W7 41. 77 32.18 1-Ll-3/4x.125 0.-422 0.347z 832 1116 12656 3556 4768 6456 .13xl. 3 3.2/ 3.6 -L13 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2804 2804 3883 . llxO. 9 2.5/ 2.5 -L13 W6 41.77 32.18 1-Ll-1/4x.109 0.261 0.247z 4301 5766 7819 1082 1451 2304 .llxl.8 2.7/ 3.1 -L15 W5 41.77 32.18 1-Ll-3/4x.143 0.480 0.346z 1332 1786 14402 5045 6765 7505 .14xl. 6 3.2/ 3.6 -L15 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 299 299 7819 2766 2766 3883 • llxO. 9 2.5/ 2.5 -L15 W4 41.77 32.18 1-Ll-l/4x.109 0.261 0.247z 5790 7763 7819 1631 2186 2304 . llx2. 4 2.7/ 3.1 -i17 W3 37.17 30.12 1-L2x2x.163 0.625 0.395z 2082 2613 18763 6698 8406 8625 .16xl. 7 3.4/ 3.7 -L17 Vl 30.48 27.85 1-Ll-1/2x.109 0.315 0 .297z 543 636 9454 3037 3524 4785 . llxl.1 2.8/ 3.1 -J:,17 w~ 62.67 52.28 1-L2x2x.163 o. 625 0.395z 7755 16893 16887 2625 5718 8190 .16x3.5 4.7/ 5.6 Valley Joist West Page 137 V2.1.7.2 Job #3V00584 -By JB l.4:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874~8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (I~C2006) **1/4" MIN SEAT THICK*** T161 1 -28K8 x 39' 9.7~0 Special Crimped angle Parallel chord Shortspan Slope Holes --y BCX Holdback Pitch EP/#11 54.000 nq. Length ag 5.000 pp 5.000 Depth 5.000 5.000 y Top Chord Ext E 0' 1.750 2 0' 0.001 54.000 iform TSJI load 332 #/ft full length iform Live load 226 #/ft full length iform Dead load 106 #/ft full length iform NtUp load -125 #/ft from 0'0" to 32'3-3/4" iform NtUp load -180 #/ft from 32'3-3/4" to 391 9-3/4" jI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. 28.0Q0 in Deep 473.750 in Design length 26.871 in Effective Depth 482 in4 Ix 24,000 in Clear Depth L/ 536 Live Defl 012984 in-#Moment 1.000 in Chord gap 48.000 in Interior Panel 34.438 in Left end 9 Web Vees 8553 # SJI reaction p Chord: 2-L L2x2x.187 idg < 179" Ix= 0.544 Center: L 24.000 Sixth: L 24.000 g end panl: L 34.438 irst point: hord shear: V 6833 aring ,seat~: Tag End Opposite End t Chord: 2-1 L2x2x.163 Ix= 0.482 Center: L 48. 000 hord shear: V = 7857 A= 1. 426 y Iy= 2.173 Rx p --37698 Pnx/c= p = -31506 Pnz/c= p -15205 Pnx/n= p -15205 Pn/n = C 23767 fv LLV3.5x2.5x Weld LLV3.5x2.5x Weld A= Iy= p T = 1. 251 Y 1. 888 Rx 37311 Pn/g = 18736 fv 0.569 0.617 -38307 -32608 -22013 -38504 9135 2.36" 2.36" 0.560 0.621 37526 12051 1638 # Minimum Shear 372 in4 Minimum Ix L/ 293 SJI Defl 0.649 in Camber 34.438 in Right end 8553 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.234 M 2291 M 3619 fc = 16666 Fy 50000 Ry :\..229 ft= 14978 Q = 1.000 Rz = 0.394 6 No No f Q Ri f Fillers Fillers Filler = 12365 0.952 0.395 14188 Valley Joist West Page 138 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA S.TEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T161 1 -28K8 X 39' 9.750 Special Crimped angle Parallel chord Short span Tensile Compressive Weld Available Length Area R Shear For.ce Allow Shear Force Allow Thick X Weld (in) •ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm --=El W2 62. 67 52.28 1-L2x2x.176 o. 673 0 .394z -----r85'f 17115 18172 · 2326 ~ 8841 .18x3.3 4.7/ 5.6 -11 V-1 33.17 28. 67 1-Ll-1/2x.109 0.315 0.297z 359 429 9454 3016 3603 4621 .llxl.1 2.8/ 3.1 -11 W3 32.13 28.34 1-L2x2x.156 0.600 0.396z 1967 2323 17990 6833 8069 8228 .16xl. 7 3.3/ 3.6 -13 W4 41.77 32.18 1-Ll-1/2x.109 0.315 0.297z 5923 7942 9454 1662 2229 3938 • llx2 .5 3.0/ 3.4 -13 V2 0.00 24.00 1~ Ll-1/4x.109 0.261 0.2.4.?z 250 250 7819 2783 2783 3883 .llx0.9 2.5/ 2.5 -13 W5 41. 77 32.18 1-Ll-3/4x.143 0.480 0.346z 1412 1894 14402 5158 6916 7505 .14xl. 6 3.2/ 3.6 -15 W6 41. 77 32.18 1-Ll-1/4x.'1.09 0.261 0.247z 4393 5890 7819 1162 1559 2304 .llxl.8 2.7/ 3.1 -15 V2 0.00, 24.00 1-11-1/4x.109 0.261 0.247z 250 250 7819 2821 2821 3883 . llxO. 9 2.5/ 2.5 -15 W7 41. 77 32.18 1-11-3/4x.125 0.422 0.347z 912 1223 12656 3628 4864 6456 .13xl. 3 3.2/ 3.6 -17 W8 41. 77 32.18 1-11-1/4x.109 0.261 b.247z 2862 3838 7819 662 888 2304 .llxl.2 2.7/ 3.1 -17 V2 o.oo 24.00 1-11-1/4x.109 0.261 0.247z 250 250 7819 2845 284·5 3883 .llx0.9 2.5/ 2.5 -17 W9 41. 77 32.18 1-11-1/2x.109 0.315 0.297z 479 643 9454 2097 2812 3938 • llxO. 9 3.0/ 3.4 ~19 WlO 41.77 32.18 1-11-1/4x.109 0.261 0.247z 1638 2197 7819 793 1063 2304 .llxO. 7 2.7/ 3.1 -19 V2 o.oo 24.00 1-11-1/4x.109 0.261 0.247z 250 250 78-19 2852 2852 3883 .llxO. 9 2.5/ 2.5 -19 WlO 41.77 32.18 1-11-1/4x.109 0.261 0.247z 1638 2197 7819 793 1063 2304 . llxO. 7 2.7/ 3.1 -111 W9 41.77 32.18 1-Ll-l/2x.109 0.315 0,297z 479 643 9454 2097 2812 3938 .llx0.9 3.0/ 3.4 -111 V2 o.oo 24.00 1-11-l/4x.109 0.261 0.247z 250 250 7819 284~ 2845 3883 . llxO. 9 2.5/ 2.5 -111 W8 41. 77 32.18 1-11-1/4x.109 0.261 0.247z 2862 3838 7819 588 788 2304 .llxl.2 2.7/ 3.1 -113 W7 41. 77 32.18 1-11-3/4x.125 0.422 0.347z 838 1123 12656 3628 4864 6456 .13xl.3 3.2/ 3.6 -113 V2 o.oo 24.00 1-11-1/4x.109 0.261 0.247z 250 250 7819 2821 2821 3883 . llxO. 9 2.5/ 2.5 -113 W6 41.77 32.18 1-11-1/4x.109 0.261 0.247z 4393 5890 7819 1088 1458 2304 . llxl.8 2.7/ 3.1 -115 W5 41. 77 32.18 1-11-3/4x.143 0.480 0.346z 1338 1793 14402 5158 6916 7505 .14xl. 6 3.2/ 3.6 -115 V2 0.00 24.00 1-11-1/4x.109 0.261 0.247z 283 283 7819 2783 2783 3883 . llxO. 9 2.5/ 2.5 -115 W4 41. 77 32.18 1-Ll-1/2x.109 0.315 0.297z 5923 7942 9454 1620 2172 3938 • llx2. 5 3.0/ 3.4 -117 W3 32.13 28.34 1-12x2x.156 0. 600 0.396z 2058 2431 17990 6833 8069 8228 .16xl. 7 3.3/ 3.6 -117 Vl 33.17 28.67 1-Ll-1/2x.109 0.315 0 .297z 517 617 9454 3016 3603 4621 .llxl.1 2.8/ 3.1 -117 W2 62.67 52.28 1-12x2x.176 o. 673 0 .394z 7857 17115 18172 2575 5609 8841 .18x3.3 4.7/ 5.6 Valley Joist West Page 139 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBADr CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006.) **1/4" MIN SEAT THICK*** T163 1 -28K8 x 39'11.750 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Holes --y- y Top Chord Ext E 0' 3.125 BCX Holdback 2 0' 4.750 2 -0' 1.500 Pitch EP/#lL 54.000 54.000 ifo+m TSJI load 329 #/ft full iength iform Live load 223 #/ft full length iform Dead load 106 #/ft full length iform NtUp load -125 #/ft from 0'0" to 32'3-3/4" iform NtUp load -180 #/ft from 32'3-3/4" to 39'11-3/4" jI 2000# AddLoad on Top chord at panel points. ad 200.0# AddLoad on Top chord at panel points. 28.000 in Deep 475.750 in Design length 26.871 in Effective Depth 482 in4 Ix 24.000 in Clear Depth L/ 536 Live Defl 013984 in-#Moment 1.000 in Chord gap 48.000 in Interior Panel 34.938 in Left end 9 Web Vees 8525 # SJI reaction p Chord: 2-L L2x2x.187 idg < 179" Ix= 0.544 Center: L 24.000 Sixth: L 24.000 g end panl: L 34.938 irst point: hord shear: V 6794 a·ring s.eats: Tag End Opposite End t Chord: 2-L L2x2x.163 Ix= 0.482 Center: L 48.0-00 hord shear: V = 7828 A= 1. 426 y Iy= 2.173 Rx p -37736 Pnx/a= p = -31590 Pnz/a= p -15148 Pnx/a= p -15148 Pn/a = C 23907 fv LLV3. 5x2. 5x Weld LLV3.5x2.5x Weld A= Iy= p T = 1. 251 Y 1. 888 Rx 37351 Pn/g = 18913 fv 0.569 0. 617 -38307 -32608 -21656 -38504 9083 2.35" 2.35" 0.560 0.621 37526 12005 1631 #, Minimum Shear 372 in4 Minimum Ix L/ 2 92 SJI Defl 0.655 in Camber 34.938 in Right end 8525 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.234 M 2337 M 3696 fc = 16764 Fy 50000 Ry 1. 229 ft= 15120 Q = 1.000 Rz = 0.394 6 No No f Q Rz f Fillers Fillers Filler = 12360 0.952 0.395 14188 Valley Joist West Page 140 V2 .1. 7 .2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T163 1 -28K8 X 39'11.750 Special Crimped angle Parallel chord Short span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm --=El 712 62. 67 52.28 1-L2x2x.163 o. 625 0. 395z 7828 17051 16887 2335 ~ ~ .16x3.5 4.7/ 5.6 -Ll Vl 32.41 28.43 1-Ll-l/2x.109 0.315 0.297z 364 431 9454 3022 3580 4669 • llxl.1 2.8/ 3.1 -Ll W3 33. 63 28.83 1-L2x2x.156 o. 600 0.396z 1971 2367 17990 6794 8160 8168 .16xl. 8 3.3/ 3.6 -L3 W4 41. 77 32.18 1-Ll-l/4x.109 0.261 0.247z 5'885 7890 7819 1664 2231 2304 . llx2. 4 2.7/ 3.1 -L3 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2778 2778 3883 . llxO. 9 2.5/ 2.5 -L3 W5 41. 77 32.18 1-Ll-3/4x.143 0.480 0.346z 1414 1896 14402 5125 6872 7505 .14xl. 6 3.2/ 3.6 '-L5 W6 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 4366 5854 7819 1164 1561 2304 . llxl. 8 2.7/ 3.1 -L5 V2 o.oo 24.00 1-L:l-1/4x.109 0.261 0.247z 250 250 7819 2816 2816 3883 . llxO. 9 2.5/ 2.5 -L5 W7 41.77 32.18 1-Ll-3/4x.125 0.422 0.347z 914 1226 12656 3607 4836 6456 .13xl.3 3.2/ 3.6 -L7 W8 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 2848 3818 7819 664 890 2304 . llxl.2 2.7/ 3.1 -L7 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2839 2839 3883 . llxO. 9 2.5/ 2.5 -L7 W9 41. 77 32.18 1-Ll-1/2x.109 0.315 0.297z 480 644 -9454 2088 2800 3938 . llxO. 9 3.0/ 3.4 -L9 WlO 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 1631 2187 7819 793 1063 2304 .llxO. 7 2.7/ 3.1 -L9 V2 6.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2847 2847 3883 .llx0.9 2.5/ 2.5 -L9 WlO 41.77 32.18 1-Ll-1/4x.109 0.261 0.247z 1631 218,7 7819 793 1063 2304 . llxO. 7 2.7/ 3.1 -Lll W9 41.77 32.18 1-Ll.-1/2x.J:09 0.315 0. 297z 480 644 9454 2088 2800 3938 . llxO. 9 3.0/ 3.4 -Lll V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2839 2839 3883 .ilx0.9 2.5/ 2.5 -Lll W8 41. 77 32.18 i-Ll-1/4x.109 0.261 0.247z 2848 3818 7819 586 186 2304 . llxl. 2 2.7/ 3.1 -L13 W7 41. 77 32.18 1-Ll-3/4x.125 0 .. 422 0.347z 836 1121 12656 3607 4836 6456 .13xl.3 3.2/ 3.6 -L13 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2816 2816 3883 . llxO. 9 2.5/ 2.5 -L13 W6 4'1.77 32.18 1-Ll-1/4x.109 0.261 0.247z 4366 5854 7819 1086 1456 2304 . llxl.8 2.7/ 3.1 -115 W5 41.77 32.18 1-Ll-3/4x.143 0.480 0.346z 1336 1791 14402 5125 6872 7505 -+4xl. 6 3.2/ 3.6 -L15 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 287 287 7819 2778 2778 3883 . llxO. 9 2.5/ 2.5 -L15 W4 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 5885 7890 7819' 1623 2176 2304 . llx2. 4 2.7/ 3.1 -i.11 W3 33. 63 28.83 1-L2x2x.156 o. 600 0.396z 2065 2480 17990 6794 8160 8168 .16xl. 8 3.3/ 3.6 ~L17 Vl 32.41 28.43 1-Ll-l/2x.109 0.315 O. 297z 524 621 9454 3022 3580 4669 . llxl.1 2.8/ 3.1 -L17 W2 62. 67 52.28 1-L2x2x.163 0. 625 0.395z 7828 17051 16887 2589 5640 8190 .16x3.5 4.7/ 5.6 Valley Joist West Page 141 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBI~ STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/ 4·11 MIN SEAT THICK*** Tl67 1 -28K8 x 39'10.750 Special Crimped angle Parallel chorct Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Holes --y y Top Chord Ext E 0' 1.000 E 0' 3.125 BCX Holdback 2 -0' 1.500 Pitch EP/#lL 54.000 54.000 iform TSJI load 331 #/ft full length iform Live load 225 #/ft full length iform Dead load 106 #/ft full length iform NtUp load -125 #/ft from 0'0" to 32'3-3/4" iform NtUp load -180 #/ft from 32'3-3/4'' to 39'10-3/4" JI 2000# AddLoad on Top chord at panel points. ad 2.000# AddLoad on Top chord at panel points. 28.000 in Deep 474.750 in Design length 26.871 in Effective Depth 482 in4 Ix 24.000 in Clear Depth L/ 53.6 Live Defl 013484 in-#Moment 1.000 in Chord gap 48.000 in Interior Panel 34.688 in Left end 9 Web Vees 8539 # SJI reaction 0.000 in Tag TCX Defl p Chord: 2-L L2x2x.187 A 1. 426 y idg < 179" Ix= 0·.544 Iy= 2.173 Rx Center: L 24.000 p -37717 Pnx/n= Sixth: L 24.000 p -31548 Pnz/o= g end, panl: L 34.688 p -15176 Pnx/n= irst point: p -15176 Pn/g = hord shear: V 6814 C 23837 fv aring seats: Tag End LLV3.5x2.5x Weld Opposite End LLV3.5x2.5x Weld t Chord; 2-L L2x2x.163 Ix= 0.482 Center: L 48.000 h6rd shear: V = 7842 A= Iy= p T = 1. 251 Y 1. 888 Rx 37331 Pn/n = 18825 fv 0.569 0.617 -38307 -32608 -21834 -38504 9109 2. 35" 2.35" 0.560 0.621 37526 12028 1635 # Minimum Shear 372 in4 Minimum Ix L/ 293 SJI Defl 0.652 in Camber 34.688 in Right end 8539 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.234 M 2314 M 3658 fc = 16715 Fy 50000 Ry 1.229 ft= 15049 Q = 1.000 Rz = 0.394 6 No No f Q Rz f Fillers Fillers Filler = 12362 0.952 0.395 1418.8 Valley Joist West Page 142 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stotner: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874~3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASO. mments: 2010 CBC (IBC2006) **l/4" MIN SEAT THICK*** T167 1 -28K8 X 39'10.750 Special Crimped angle Parallel chord Short span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) :ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm ----::rr-712 62. 67 52.28 1-L2x2x.176 o. 673 0.394z 7842 17083 18172 2330 ~ 88IT .18x3.3 4.7/ 5.6 -Ll ·v1 32.79 28.55 1-Ll-1/2x.109 0.315 0 .297z 361 430 9454 3019 3592 4645 .llxl.1 2.8/ 3.1 -Ll W3 32.89 28.58 1-L2x2x.156 0.600 0.396z 1969 2345 17990 6814 8114 8198 .16xl. 8 3.3/ 3.6 -L3 W4 41. 77 32.18 1~ Ll-l/2x.109 0.315 0.297z 5904 7916 9454 1663 2230 3938 .11x2. 4 3.0/ 3.4 -L3 V2 0.00 24.00 1~ Ll-l/4x.109 0.261 0.247z 250 250 7819 2780 2780 3883 . llx0. 9 2.5/ 2.5 -L3 ws 41.77 32.18 1-Ll-3/4x.143 0.480 0.346z 1413 1895 14402 5142 6894 7505 .14xl. 6 3.2/ 3.6 -15 W6 41. 77 32.18 1-Ll-l/4x.109 0.261 0.247z 4380 5872 7819 1163 1560 2304 . llxl. 8 2.7/ 3.1 -LS V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2819 2819 3883 . llx0. 9 2.5/ 2.5 -LS W7 41. 77 32.18 1-Ll-3/4x.125 0.422 0.347z 913 1224 12656 3617 4850 6456 .13xl. 3 3.2/ 3.6 -L7 W8 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 2855 3828 7819 663 889 2304 . ilxl. 2 2.7/ 3.1 -L7 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 781.9 2842 2842 3883 • llx0. 9 2.5/ 2.5 -L7 W9 41. 77 32.18 1-Ll-1/2x.109 0.315 0.297z 480 643 9454 2093 2806 3938 . llx0. 9 3.0/ 3.4 -L9 Wl0 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 1635 2192 7819 793 1063 2304 .llx0. 7 2.7/ 3.1 -L9 V2 o.no 24.00 1-Ll-l/4x.109 0.261 0.247z 250 250 7819 2850 2850 3883 .llx0.9 2.5/ 2.5 -L9 Wl0 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 1635 2192 7819 793 1063 2304 . llx0. 7 2.7/ 3.1 -Lll W9 41.:77 32.18 1-Ll-l/2x.109 0.315 0.297z 480 643 9454 2093 2806 3938 .'llx0.9 3.0/ 3.4 -Lll V2 0.00 24.00 1-p-l/4x.109 0.261 0.247z 250 250 7819 2842 2842 3883 .llx0.9 2.5/ 2.5 -Lll W8 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 2855 3828 7819 587 787 2304 .llxl.2 2.7/ 3.1 -L13 W7 41. 77 32.18 1-Ll-3/4x.125 0.422 0.347z 837 1122 12656 3617 4850 6456 .13xl. 3 3.2/ 3.6 -L13 V2 0.00 24.00 1-Ll-l/4x.109 0.261 0.247z 250 250 7819 281·9 2819 3883 .llx0.9 2.5/ 2.5 -L13 W6 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 4380 5872 7819 1087 1457 2304 . llxl.8 2.7/ 3.1 -L15 ws 41. 77 32.18 1-Ll-3/4x.143 0.480 0.346z 1337 1792 14402 5142 6894 7505 .14xl. 6 3.2/ 3.6 -L15 V2 0.00 24.00 1-Ll-l/4x.109 0.261 0.247z 285 285 7819 2780 2780 3883 . llx0. 9 2.5/ 2.5 -L15 W4 41. 77 32.18 1-Ll-i/2x.109 0.315 0.297z 5904 7916 9454 1622 2174 3938 . llx2. 4 3.0/ 3.4 -L17 W3 32.89 28.58 1-L2x2x.156 o. 600 0.396z 2062 2455 17990 6814 8114 8198 .16xl. 8 3.3/ 3.6 -L17 Vl 32.79 28.55 1-Ll-l/2x.109 0.315 0. 297z 520 619 9454 3019 3592 4645 . llxl.1 2.8/ 3.1 -L17 W2 62. 67 52.28 1-L2x2x.i76 o. 673 0 .394z 7842 17083 18172 2582 5625 8841 .18x3.3 4.7/ 5.6 Valley Joist West Page 143 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874~3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 169 2 -28K8 x 40' 2.625 Special Crimped angle Parallel chord Short span nd Length Depth Slope Holes Top ag 5.000 5.000 y E pp 5.000 5.000 y E iform TSJI load 325 #/ft full length iform Live load 219 #/ft full length iform Dead load 106 #/ft full length Chord Ext BCX Holdback Pitch EP/#lL 0' 6.250 54.000 0' 4.250 54.000 iform NtUp load -125 #/ft from 0'0" to 31'9-1/2" iform NtUp load -180 #/ft from 31'9-1/2" to 40'2-5/8" JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. 28.000 in Deep 478.625 in Design length 26.871 in Effective Depth 482 in4 Ix 24.000 in Clear Depth L/ 536 Live Defl 015422 in-#Moment 1.000 in Chord gap 48.000 in Interior Panel 35.656 in Left end 9 Web Vees 8486 # SJI reaction 0.000 in Tag TCX Defl p Chord: 2-L L2x2x.187 A 1. 426 y 0.569 idg < 179" Ix= 0.544 Iy= 2.173 Rx 0.617 Center: L 24.000 p = -37789 Pnx/c= -38307 g end panl: L 35.656 p -15067 Pnx/c= -21144 irst point: p -15067 Pn/c = -38504 hord shear: V 6739 C 24107 fv 9009 aring seats: Tag End LLV3.5x2.5x Weld 2. 34" Opposite End LLV3.5x2.5x Weld 2. 34" t Chord: 2-L L2x2x.163 A= 1.251 y 0.560 Ix= 0.482 Iy= 1. 888 Rx 0.621 Center: L 48.000 p 37409 Pn/c 37526 hord shear: V = 7786 T = 19166 fv 11941 1622 # Minimum Shear 372 in4 Minimum Ix L/ 290 SJI Defl 0.663 in Camber 35.656 in Right end 8486 # SJI reaction 0.000 in Opp TCX Defl Fy = 50000 Q = 1.000 Ry 1.234 Rz = 0.394 8 Fillers M 2403 No Filler M 3808 fc = 16904 f = 12353 Fy 50000 Q 0.952 Ry 1.229 Rz 0.395 ft= 15322 f 14187 Valley Joist West Page 144 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. :mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 169 2 -28K8 X 4·0 I 2.625 Special Crimped angle Parallel chord Short span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick x Weld (in) ,ation Web Slope in Member in2 in lbs lbs lbs_ lbs lbs lbs Length Top/Bottm ---=tr-W2 62.67 52.28 1-L2x2x.163 0. 625 ~z -----rf86 16959 16887 2354 "sill ~ .16x3.5 4.7/ 5.6 -Ll Vl 31.31 28.09 1-Ll-l/2x.109 0.315 0. 297z 371 435 9454 3031 3547-4736 .llxl.1 2.8/ 3.1 -Ll W3 35.71 29.56 1-L2x2x.163 0. 625 0 .• 395z 1983 2442 18763 6739 8298 8706 .16xl. 7 3.3/ 3.7 -L3 W4 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 5830 7817 7819 1672 2242 2304 . llx2. 4 2.7/ 3.1 -L3 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 781:9 2771 2771 3883 . llx0. 9 2.5/ 2.5 -L3 ws 41-.77 32.18 1-Ll-3/4x.143 0.480 0.346z 1422 1907' :I,4402 5079 6810 7505 .14xl. 6 3.2/ 3.6 -LS W6 41.77 32.18 1-Ll-1/4x.109 0.261 0.247z 4328 5803 7819 1172. 1571 2304 .llxl.8 2.7/ 3.1 -LS V2 0.00 24.00 1-Ll-1/4x.109 0.261 0 .• 247z 250 250 7819 2809 2809 3883 .llx0.9 2.5/ 2.5 -LS W7 41. 77 32 .. 18 1-Ll-3/4x.125 0.422 0.347z 922 1236 12656 3578 4797 6456 .13xl.3 3.2/ 3.6 -L7 W8 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 2827 3790 7819 672 901 2304 .llxl.2 2.7/ 3.1 -L7 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2832 2832 3883 . llx0. 9 2.5/ 2.5 -L7 W9 41.77 32.18 1-Ll-1/2x.109 0.315 0.297z 481 645 9454 2076 2784 3938 .llx0.9 3.0/ 3.4 -L9 Wl0 41. 77 32.18 1-Ll-l/4x.109 0.261 0.247z 1622 2174 781:9 794 1064 2304 .llx0. 7 2.7/ 3.1 -L9 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2839 2839 3883 . llx0. 9 2.5/ 2.5 -L9 WiO 41. 77 32.18 1~ Ll-l/4x.109 0.261 0.247z 1622 2174 7819 794 1064 2304 .llx0. 7 2.7/ 3.1 -Lll W9 41.77 32.18 1-Ll-l/2x.109 0.315 0.297z 481 645 9454 2076 2784 3938 .llx0.9 3.0/ 3.4 -Lll V2 0.00 24.00 1-Ll-l/4x.109 0.261 0.247z 250 250 7819 2832 2832 3883 . llx0. 9 2.5/ 2.5 -Lll W8 41. 77 32.18 1-Ll-l/4x.109 0.261 0.247z 2827 3790 7819 578 775 2304 .llxl.2 2.7/ 3.1 -L13 W7 41. 77 32.18 1-Ll-3/4x.125 0.422 0.347z 828 1110 12656 3578 4797 6456 .13xl. 3 3.2/ 3.6 -L13 V2 b.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2809 2809 3883 • llx0. 9 2.5/ 2.5 -L13 W6 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 4328 5803 7819 io?S 1445 2304 . llxl.8 2.7/ 3.1 -L15 ws 41. 77 32.18 1-Ll-3/4x.143 0.480 0.346z 1328 1781 14402 5079 6810 7505 .14xl. 6 3.2/ 3.6 -Ll5 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 322 322 7819 2771 2771 3$83 • llx0. 9 2.5/ 2.5 ~L15 W4 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 5830 7817 7819 1650 2213 2304 .llx2.4 2.7/ 3.1 -L17 W3 35. 71 29.56 1-L2x2x.163 0. 625 0 .395z 2098 2583 18763 6739 8298 8706 .16xl. 7 3.3/ 3.7 -L17 V:l 31.31 28.09 1-Ll-l/2x.109 0.315 0.297z 535 626 9454 3031 3547 4736 . llxl.1 2.8/ 3.1 -L17 W2 62.67 52.28 1-L2x2x.163 0. 625 0.395z 7786 16959 16887 2633 5735 8190 .16x3.5 4.7/ 5.6 Vall~y Joist West Page 145 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 $tomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: ~09/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T171 1 -28K7 x 39' 8.750 Special Crimped angle Parallel cho·rd Shortspan :pd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Holes --y y Top Chord Ext E 0' 6.250 E 0' 1.750 iform TSJI .load 302 #/ft full length iform Live load 207 #/ft full length iform Dead load 95 #/ft full length BCX ijoldback 2 0' 0.001 Pitch EP/#lL 54.000 54.000 iform NtUp load -125 #/ft from 0'0" to 31'9-1/2" iform NtUp load -180 #/ft from 31'9-1/2" to 39'8-3/4" JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. 28.000 in Deep 472.750 in Design length 26.877 in Effective Depth 459 in4 Ix 24.000 in Clear Depth L/ 561 Live Defl 938649 in-#Moment 1.000 in Chord gap 48.000 in Interior Panel 34.188 in Left end 9 Web Vees 7942 # SJI reaction p Cl:J_ord: 2-L L2x2x.176 idg < 179" Ix= 0.516 Center: L 24.000 Sixth: L 24.000 g end panl: L 34.188 irst point: hord shear: V 6364 aring .seats: Tag End Opposite End t Chord: 2-L L2x2x.156 Ix= 0.464 Center: L 48.000 hord shear: V = 7292 0.000 in Tag TCX Defl A 1.346 y Iy= 2.042 Rx p -34923 Pnx/a= p -29163 Pnz/n= p -14109 Pnx/a= p -14109 Pn/a = C 21962 fv LLV3.5x2.5x Weld LLV3. 5x2. 5x Weld A= Iy= p T = 1.199 Y 1. 805 Rx 34.563 Pn/a = 17282 fv 0.565 0.619 -35558 -30370 -20796 -36343 9039 2.27" 2.27'" 0.558 0.622 35980 11686 1486 # Minimum Shear 339 in4 Minimum Ix L/ 303 SJI Defl 0.647 in Camber 34.188 in Right end 7942 # SJI reaction 0.000 in Opp TCX Defl Fy = 50000 Ry -1.232 M 2053 M -3239 fc = 16316 Fy 50000 Ry 1.227 ft= 14410 Q = 0.981 Rz = 0.394 6 No No f Q Rz f Fillers Fillers Filler = 12176 0.935 0.396 13729 Vall~y JOi$t West Page 146 V2.l.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEJ:,, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/87 4-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA s.igned per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** Tl 71 1 -28K7 X 39' 8.750 Special Crimped angle Parallel cho::td Short span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) :ation Web Slop_e in Member. . in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottrn ----::r:;r W2 62.67 52.27 1-L2x2x.1"56 0.600 0.396z ~ 15882 16191 ~ ~ ~ .16x3.4 4.7/ 5.6 -Ll Vl 33.53 28.79 1-Ll-1/2x.109 0.315 0.297z 356 427 9454 2918 3501 4597 .llxl.1 2.8/ 3.1 -Ll i-13 :31.35 28.10 1-L2x2x.156 0.600 0.396z 1970 2307 17990 6364 7452 8257 .16xl. 6 3.3/ 3.5 -L3 W4 41.76 32.18 1-Ll-1/4x.109 0.261 0.247z 553-1 7415 7819 1"667 2235 2305 .llx2.3 2.7/ 3.1 -L3 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z .250 250 7819 2713 2713 3883 . llx0. 8 2.5/ 2.5 -13 ws 41.76 32.18 1-Ll-3/4x.125 0.422 0.347z 14i7 1900 12656 4826 6470 6457 .13xl. 7 3.2/ 3.6 -LS W6. 41. 76 32.18 1-Ll-1/4x.109 0.261 0.247z 4121 5525 7819 1167 1565 2305 . llxl. 7 2.7/ 3.1 -LS V2 o.oo 24.00 1-Ll~l/4x.109 0.261 0.247z 250 250 7819 2.749 2749 3883 . llx0. 8 2.5/ 2.5 -LS W7 41. 76 32.18 1-Ll-3/4x.125 0.422 0.347z 917 1230 12656 3416 4580 6457 .13xl.2 3.2/ 3.6 -L7 w8 41. 76 32.18 1-Ll-1/4x.109 0.261 0.247z 2711 3635 7819 667 894 2305 . llxl.1 2.7/ 3.1 -L7 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2771 2771 3883 • llx0. 9 2.5/ 2.5 -17 W9 41. 76 32.18 1-Ll-1/2x.109 0.315 0.297z 513 688 9454 2007 2690 3938 .llx0.8 3.0/ 3.4 -L9 Wl0 41.76 32 .18 1-Ll-1/4x.109 0.261 0.247z 1486 1992 7819 804 1078 2305 .llx0. 6 2.7/ 3.1 -L9 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 78i9 2778 2778 3883 . llx0. 9 2.5/ 2.5 -L9 Wl0 41. 76 32.18 1-Ll-1/4x.109 0·.261 0.247z 1486 1992 7819 804 1078 2305 .llx0. 6 2.7/ 3.1 -Lll W9 41. 76 32.18 1-Ll-1/2x.109 0.315 0 .297z 513 688 9454 2007 2690 3938 . llx0. 8 3.0/ 3.4 ~1n V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2771 2771 3883 • llx0. 9 2.5/ 2.5 -Lll w8 41. 76 32 •. 18 1-Ll-i/4x.109 0.261 0.247z 2711 3635 7819 583 781 2305 .llxl.1 2.7/ 3.1 -113· W7 41. 76 32 •. 18 i-Ll-3/4x.125 0.422 0.347z 833 1117 12656 3416 4580 6457 .13xl.2 3.2/ 3.6 -113 V2 o.oo 24.00 1-Ll-1/4x .. 109 0.261 0.247z 250 250 7819 2749 2749 3883 .llx0.8 2.5/ 2.5 -113 W6 41. 76 32.18 1-Ll-l/4x.109 0.261 0.247z 4121 5525 7819 1083 1452 2305 • llxl. 7 2.7/ 3.1 -115 ws 41. 76 32.18 1-Ll-3/4x.125 0.422 0.347z 1333 1787 12656 4826 6470 6457 .13xl. 7 3.2/ 3.6 -115 V2 o.oo 24.00 1-Ll-l/4x.109 0.261 0.247z 309 309 781"9 2713 2713 3883 . llx0. 8 2.5/ 2.5 -115 W4 41. 76 32.J:8 1-Ll-l/4x.109 0.261 0.247z 5531 7415 7819 1642 2201 2305 .llx2.3 2.7/ 3.1 -117 W3 31.35 28.10 1-L2x2x.156 0. 600 0.396z 2078 2434 17990 6364 7452 8257 .16xl. 6 3.3/ 3.5 -117 Vl 33.53 28.79 1-Ll-l/2x.109 0.315 0. 297 z 513 61:5 9454 2918 3501 4597 .llxl.1 2.8/ 3.1 -L17 W2 62. 67 52.27 1-L2x2x.156 0.600 0.396z 7292 15882 16191 2591 5643 7834 .16x3.4 4.7/ 5.6 Valley Joist West Page 147 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALro, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mmertts: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 173 .1 -28K6 X 40' 3.750 Special Crimped angle Parallel chord Short span nd Length pepth Slope Holes Top ag 5.000 5.000 --y E pp 5.000 5.000 y E iform TSJI load 263 #/ft full length iform Live load 179 #/ft full length iform Dead load 84 #/ft full length Chord Ext BCX Holdback Pitch EP/#lL 0 I 6.250 54.000 0 I 2.000 54.000 iform NtUp load -125 #/ft from 0'0" to 31'9-1/2" iform NtUp load -180 #/ft from 31'9-1/2" to 40'3-3/4" jI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. 28.000 in Deep 479.7$0 in Design length 26.886 in Effective Depth 428 in4 Ix 24.000 in Clear Depth L/ 579 Live Defl 869950 in-#M6ment 1.000 in Chord gap 48.000 in Interior Panel 35.938 in Left end 9 Web Vees 7253 # SJI reaction p Chord: 2-L L2x2x.163 idg < 178'" Ix= 0.482 Center: L 24.000 g end panl: L 35.938 irst point: hord shear: V 5773 aring seats: Tag End Opposite End t Chord: 2-L L2x2x.145 Ix= 0.434 Center: L 48.000 hord shear: V = 6643 0.000 in Tag TCX Defl A 1.251 y Iy= 1. 888 Rx p -32357 Pnx/o= p -12848 Pnx/o= p -12848 Pn/o = C 20696 fv LLV3. 5x2. 5x Weld LLV3. 5x2. 5x Weld A= Iy= p T = 1.118 Y 1.676 Rx 32033 Pn/o = 16486 fv 0.560 0.621 -32200 -18079 -33773 8855 2.17" 2 .17" 0.554 0.623 33539 11454 1313 # Minimum Shear 306 in4 Minimum Ix L/ 302 SJI Defl 0.666 in Camber 35.938 in Right end 7253 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1.229 M 1972 M 3127 fc = 16546 Fy 50000 Ry 1. 224 ft= 14746 Q = 0.952 Rz = 0.395 8 No f Q Rz f Fillers Filler = 12118 0.904 0.396 13622 Valley Joist West Page 148 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 173 1 -28K6 X 40' 3.750 Special Crimped angle Parallel chord Short span Tensile Compressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm ~ ---wz 62.66 52.26 1-L2x2x.145 0.559 0 .396z ~ 14464 15092 ~ """"""""si37 --------r2TI .14x3.4 4.7/ 5.6 -Ll Vl 30.86 27. 96 1-Ll-1/2x.109 0.3i5 o .. 297z 374 436 9454 2842 3311 4763 .llxl.O 2.8/ 3.1 -Ll W3 36.47 29.85 1-L2x2x.156 0. 600 0.396z 1985 2469 17990 5773 7179 8039 .16xl. 5 3.4/ 3.7 -L3 W4 41; 75 32.17 1-Ll-1/4x.109 0.261 0.247z 5017 6725 7.819 1673 2243 2305 • llx2 .1 2.7/ 3.1 -L3 V2 0.00 24.00 1-Ll-1/4x.10.9 0.261 0.247z 250 250 7819 2629 2629 3883 • llxO. 8 2.5/ 2.5 -L3 ws 41. 75 32.17. 1-Ll-3/4x.125 0.422 0.347z 1423 1907 12656 4391 5886 6458 .13xl. 6 3.2/ 3.6 -LS W6 41. 75 32.17 1-Ll-1/4x.109 0.261 0.247z 3765 5047 7819 1173 1572 2305 • llxl. 6 2.7/ 3.1 -LS V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2'661 2661 3883 • llxO. 8 2.5/ 2.5 -LS W7 41.75 32.17 1-Ll-1/2x.125 0.359 0.296z 923 1237 10781 3140 4209 4522 .13xl.1 3.0/ 3.4 -L7 ws 41.75 32.17 1-Ll-1/4x.109 0.261 0.247z 2514 3370 7819 673 902 2305 .llxl. 0 2.7/ 3.1 -L7 V2 o.oo 24.00 1-Ll-l/4x.109 0.261 0.247z 250 250 7819 2681 2681 3883 . llxO. 8 2.5/ 2.5 -L7 W9 41. 75 32.17 1-Ll-1/2x.109 0.315 0.297z 548 735 9454 1888 2531 3939 . llxO. 8 3.0/ 3.4 -L9 WlO 41. 75 32.17 1-Ll-1/.4x.109 0.261 0.247z 1313 1760 7819 816 1094 2305 . llx0.5 2.7/ 3.1 -L9 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2687 2687 3883 . llx0.8 2.5/ 2.5 -L9 WlO 41.75 32 .17 1-Ll-1/4x.109 0.261 0.247z 1313 1760 7819 816 1094 2305 .llx0.5 2.7/ 3.1 -Lll W9 41.75 32.17 1-Ll-1/2x.109 0.315 0. 297z 548 735 9454 1888 2531 3939 . llxO. 8 3.0/ 3.4 -Lll V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2681 2681 3883 . llxO. 8 2.5/ 2.5 -Lll W8 41. 75 32.17 1-Ll-1/4x.109 0.261 0.247z 2514 3370 7819 577 773 2305 .llxl.O 2.7/ 3.1 -L13 W7 41. 75 32.17 1-Ll-1/2x.125 0.359 0.296z 827 1109 10781 3140 4209 4522 .13xl.1 3.0/ 3.4 -L13 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2661 2661 3883 • llxO. 8 2.5/ 2.5 -L13 W6 41. 75 32.17 1-Ll-1/4x.109 0.261 0.247z 3765 5047 7819 1077 1444 2305 . llxl. 6 2.7/ 3.1 -L15 ws 41. 75 32.17 1-Ll-3/4x.125 0.422 0.347z 1327 1779 12656 4391 5886 6458 .13xl. 6 3.2/ 3.6 -L15 V2 0.00 24.00 1-Ll-l/4x.109 0.261 0.247z 325 325 7819 2629 2629 3883 . llxO. 8 2.5/ 2.5 -L15 W4 41.75 32.17 1-Ll-1/4x.109 0.261 0.247z 5017 6725 7819 1652 2215 2305 . llx2.1 2.7/ 3.1 -L17 W3 36.47 29.85 1-L2x2x.156 0.600 0.396z 2102 2613 17990 5773 7179 8039 .16xl. 5 3.4/ 3.7 -L17 Vl 30.86 27.96 1-Ll-1/2x.109 0.315 0.297z 539 628 9454 2842 3311 4763 .llxl.O 2.8/ 3.1 -L17 W2 62. 66 52.26 1-L2x2x.145 0.559 0.396z 6643 14464 15092 2641 5750 7263 .14x3.4 4.7/ 5.6 Valley Joist West Page 149 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer.: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MJ;N SEAT THICK*** 175 2 -28K8 x 40' 5.750 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Holes --y y Top Chord Ext . E O' 2. 500 E 0' 2.000 iform TSJI load 321 #/ft full length iform Live load 215 #/ft full length iform Dead load 106 #/ft full length BCX Holdback Pitch EP/#lL 54.000 54.000 i~orm NtUp load -125 #/ft from 0'0" to 32'1-1/4" iform NtUp load -180 #/ft from 32'1-1/4" to 40'5-3/4" JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. 2~.000 in Deep 481.750 in Design length 26.871 in Effective Depth 482 in4 Ix 24.000 in Clear Depth L/ 5.36 Live Defl 016984 in-#Moment 1. 000 in Chord gap 48.000 in Interior Panel 36.438 in Left end 9 Web Vees 8444 # SJI reaction p c;:hord: 2-L L2x2x.187 idg < 179" Ix= 0.544 Center: L 24.000 g end panl: L 36.438 irst point: hord shear: V 6679 aring seats: Tag End Opposite End t Chord: 2-L L2x2x.163 Ix= 0.482 Center: L 48.000 hord shear: V = 7741 0.000 in Tag TCX Defl A 1. 426 y Iy= 2.173 Rx p -37847 Pnx/c= p -14980 Pnx/n= p -14980 Pn/c = C 24321 fv LLV3.5x2.5x Weld LLV3.5x2.5x Weld A= Iy= p T = 1. 251 Y 1. 888 Rx 37472 Pn/n = 19437 fv 0.569 0.617 -38307 -20590 -38504 8930 2.32" 2.32" 0.560 0.621 37526 11872 1611 # Minimum Shear 372 in4 Minimum Ix L/ 288 SJI Defl 0.672 in Camber 36.438 in Right end 8444 # SJI reaction 0.000 in Opp. TCX Defl Fy 50000 Ry 1.234 M 2475 M 3929 fc = 17055 Fy = 50000 Ry=l.229 ft= 15539 Q = 1.000 Rz = 0.394 8 No f Q Rz f Fillers Filler = 12347 0.952 0.395 14189 Vall.ey Joist West Page 150 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 175 2 -28K8 X 40' 5.750 Special Crimped angle Parallel chord Short span Tensile Compre_ssive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm ---=u-W2 62. 67 52.28 1-L2x2x.163 0. 625 0.395z 7741 16862 16887 2365 5153 ~ .16x3.5 4.7/ 5.6 -Ll Vl 30.08 27.73 1-Ll-1/2x.109 0.315 0.297z 380 439 .9454 3040 3513 4807 .llxl.1 2.8/ 3.0 ~Ll W3 37.84 30.39 1-L2x2x.163 0.625 0 .395z 1986 25i5 18763 6679 8458 8586 .16xl. 7 3.4/ 3.7 -L3 W4 41.77 32.18 1-Ll-l/4x.109 0.261 0.247z 5771 7738 7819 1671 2241 2304 . llx2. 4 2.7/ 3.1 -L3 V2 o.oo 24 .00· 1-Ll-1/4x.109 0.261 0.247z 250 25,0 7819 2764 2764 3883 .llx0 .. 9 2.5/ 2.5 -L3 ws 41.77 32.18 1-Ll-3/4x.143 0.480 0.346z 1421 1905 14402 5030 6744 7505 .14xl. 6 3.2/ 3.6 -LS W6 41.77 32.18 1-Ll-l/4x.109 0.261 0.247z 4288 5749 7819 1171 1570 2304 • llxl.8 2.7/ 3.1 -LS V2 0.00 24,00 1-Ll-l/4x.109 0.261 0.247z 250 250 7819 2801 2801 3883 . llxO. 9 2.5/ 2.5 ~LS W7 41. 77 32.18 1-Ll-3/4x.125 0.422 0.347z 921 1235 12656 3546 4755 6456 .13xl. 3 3.2/ 3.6 -L7 W8 41.77 32 .18, 1-Ll-1/4x.109 0.261 0.247z 2804 3760 7819 671 900 2304 .llxl.2 2.7/ 3.1 -P V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2824 2824 3883 . llxO. 9 2.5/ 2.5 -L7 W9 41. 77 32.18 1-Ll-1/2x.109 0.315 0.297z 482 647 9454 2063 2766 3938 .llx0.9 3.0/ 3.4 -L9 WlO 41.77 32.18 1-Ll-l/4x.109 0.261 0.247z 1611 2160 7819 794 10p5 2304 .llxO. 7 2.7/ 3.1 -L9 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2831 2831 3883 . llxO. 9 2.5/ 2.5 -L9 WlO 41,. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 1611 2160 7819 794 1065 2304 .llxO. 7 2.7/ 3.1 -Lll W9 41. 77 32.18 1-Ll-1/2x.109 0.315 0.297z 482 647 9454 2063 2766 3938 . llxO. 9 3.0/ 3.4 -Lll V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2824 2824 3883 .llx0.9 2.5/ 2.5 -Lll W8 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 2804 3760 7819 579 776 2304 . llxl.2 2.7/ 3.1 -Ll3 W7 41.77 32.18 1-Ll-3/4x.125 0.422 0.347z 829 1111 12656 3546 4755 6456 .13xl. 3 3.2/ 3.6 -L13 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2801 2801 3883 .llx0.9 2.5/ 2.5 -L13 W6 41. 77 32.18 1-Ll-l/4x.109 0.261 0.247z 4288 5749 7819 1079 1447 2304 .llxl,8 2.7/ 3.1 -L15 ws 41.77 32.18 1-Ll-3/.4x.i43 0.480 Q.346z 1329 1782 14402 5030 6744 7505 .14xl. 6 3.2/ 3.6 -Ll5 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 312 312 7819 2764 2764 3883 .llx0.9 2.5/ 2.5 -L15 W4 41.77 32.18 1-Ll-1/4x.109 0.261 0.247z 5771 7738 7819 1641 2201 2304 • llx2. 4 2.7/ 3.1 -Ll:7 W3 37.84 30.39 1-L2x2x.163 o. 625 0.395z 2095 2652 18763 6679 8458 8586 .16xl. 7 3.4/ 3.7 -L17 Vl 30.08 27.73 1-Ll-1/2x.109 0.315 0 .297z 547 632 9454 3040 3513 4807 .llxl.1 2.8/ 3.0 -L17 W2 62. 67 52.28 1-L2x2x.163 0.625 0.395z 7741 16862 16887 2641 5753 8190 .16x3.5 4.7/ 5.6 Valley Joist West Page 151 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T177 1 -28K8 x 40' 5.750 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Slope Holes y y Top Chord Ext E 0' 2.500 E 0' 2.000 BCX Holdback 2 0' 3.000 Pitch EP/#lL 54.000 54.000 iform TSJI load 321 #/ft full length iform Live load 215 #/ft full length iform Dead load 106 #/ft full length· iform NtUp load -125 #/ft from 0'0" to J2'1-1/4" i·form NtUp load -180 #/ft from 32'1-1/4" to 40'5-3/4" JI 2000# AddLoad on Top chord at panel points. ad 2000# AddLoad on Top chord at panel points. 28.000 in Deep 481.750 in Design length 26.871 in Effective Depth 482 in4 Ix 24.000 in Clear Depth L/ 536 Live Defl 016984 in-#Moment 1.000 in Chord gap 48.000 in Interior Panel 36.438 in Left end 9 Web Vees 8444 # SJI reaction p Chord: 2-L L2x2x.187 idg < 179" Ix= 0.544 Center: L 24.000 g end panl: L 36.438 irst point: hord shear: V 6679 aring seats: Tag End Opposite End t Chord: 2-L L2x2x.163 Ix= 0.482 Cent~r: L 48.000 hord shear: V = 7741 0.000 in Tag TCX Defl A 1. 426 y Iy= 2.173 Rx p -37847 Pnx/a= p -14980 Pnx/a= p -14980 Pn/a = C 24321 fv LLV3.5x2.5x Weld LLV3. 5x2. 5x Weld A= Iy= p T = 1. 251 Y 1. 888 Rx 37472 Pn/a = 19437 fv 0.569 0. 617 -38307 -20590 -38504 8930 2.32" 2.32" 0.560 0.621 37526 11872 1611 # Minimum Shear 372 in4 Minimum Ix L/ 288 SJI Defl 0.672 in Camber 36.438 in Right end 8444 # SJI reaction 0.000 in Opp TCX Defl Fy 50000 Ry 1. 234 M 2475 M 3929 fc = 17055 Fy = 50000 Ry = 1. 229 ft= 15539 Q = 1.000 Rz = 0.394 8 Fillers No Filler f Q Rz f = 12347 0.952 0.395 14189 Valley Joist West Page 152 V2.1.7.2 Job #3V00S84 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA sj_gned per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** T177 1 -28K8 X 40' 5.750 Special Crimped angle Parallei chord Short span Tensile ComPressive Weld Available Length Area R Shear Force Allow Shear Force Allow Thick X Weld (in) ,ation Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs Length Top/Bottm ----=El 7;J2 62. 67 52.28 1-L2x2x.163 o. 625 0.395z -rrrr 16862 16887 2365 5153 8190 .16x3.5 4.7/ 5.6 -Ll Vl 30.08 27.73 1-Li-1/2x.109 0.315 0.297z 380 439. 9454 3040 3513 4807 .llxl.l 2.8/ 3.0 -Ll W3 37.84 30.39 1-L2x2x.163 0. 625 0.395z 1986 2515 18763 6679 8458 8586 .16xl. 7 3.4/ 3.7 -L3 W4 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 5771 7738 7819 1671 2241 2304 . llx2. 4 2.7/ 3.1 -L3 V2 o.oo 24.00 1-Ll-l/4x.109 0.261 0.247z 250 250 7819 2764 2764 3883 . llx0. 9 2.5/ 2.5 -L3 ws 4L 77 32.18 1-Ll-3/4x.143 0.480 0.346z 1421 1905 14402 5030 6744 7505 .14xl. 6 3.2/ 3.6 -LS W6 41. 97 32.18 . 1-Ll-l/4x.109 0.261 0.247z 4288 5749 7819 1171 1570 2304 . llxl. 8 2.7/ 3.1 -LS V2 o.oo 24.00 1~ Ll-1/4x.109 0.261 ·0.247z 250 250 7819 2801 2801 3883 .ll.xo.9 2.5/ 2.5 -LS W7 41.77 32.18 1-Ll-3/4x.125 0.422 0.347z 921 1235 12656 3546 4755 6456 .13xl. 3 3.2/ 3.6 -L7 W8 41. 77 32.18 1-Ll-l/4x.109 0.261 0.247z 2804 3760 7819· 671 900 2304 .llxl.2 2.7/ 3.1 -L7 V2 0.00 24.00 1-Ll-1/4x.109 0.261 O.247z 250 250 7819 2824 2824 3883 • llx0. 9 2.5/ 2.5 -L7 W9 41. 77 32.18 1-Ll-l/2x.109 0.315 ·o.297z 482 647 9454 2063 2766 3938 • llx0. 9 3.0/ 3.4 -L9 Wl0 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 1611 2160 7819 794 1065 2304 .llx0. 7 2.7/ 3.1 -L9 V2 0.00 24 .00' 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2831 2831 3883 . llx0. 9 2.5/ 2.5 -L9 Wl0 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 1611 2160 7819 794 1065 2304 .llx0.7 2.7/ 3.1 -Lll W9 41. 77 32.18 1-Ll-1/2x.109 0.315 0.297z 482 647 9454 2063 2766 3938 .llx0.9 3.0/ 3.4 -Lll V2 o.oo 24.00 1-Li-1/4x.109 0.261 0.247z 250 250 7819 2824 2824 3883 .llx0.9 2.5/ 2.5 -Lll W8 41.77 32.18 1-Ll-1/4x.109 0.261 0.247z 2804 3760 7819 579 776 2304 . llxl.2 2.7/ 3.1 -L13 W7 41. 77 32.18 1-Ll-3/4x.125 0.422 0.347z 829 1111 12656 3546 4755 6456 .13xL3 3.2/ 3.6 -L13 V2 o.oo 24.00 1-Ll-1/4x.109 0.261 0.247z 250 250 7819 2801 2801 3883 . llx0. 9 2.5/ 2.5 -L13 W6 41.77 32.18 1-Ll-l/4x.109 0.261 0.247z 4288 5749 7819 1079 1447 2304 .llxl.8 2.7/ 3.1 -L15 ws 41. 77 32.18 1-Ll-3/4x.143 0.480 0.346z 1329 1782 14402 5030 6744 7505 .14xl. 6 3.2/ 3.6 -L15 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 312 312 7819 2764 2764 3883 . llx0. 9 2.5/ 2.5 -L15 W4 41. 77 32.18 1-Ll-1/4x.109 0 .. 261 0.247z 5771 7738 7819 1641 2201 2304 . llx2. 4 2.7/ 3.1 -L17 W3 37.84 30.39 1-L2x2x.163 0.625 0.395z 2095 2652 18763 6679 8458 8586 .16xl. 7 3.4/ 3.7 -i.11 Vl 30.08 27.73 1-Ll-1/2x.109 0.315 0 .297z 547 632 9454 3040 3513 4807 .llxl.1 2.8/ 3.0 -L17 W2 62. 67 52.28 1-L2x2x.163 0.625 0 .395z 7741 16862 16887 2641 5753 8190 .16x3.5 4.7/ 5.6 Valley Joist West Page 153 V2.l.7.2 Job #3V00584 -By JB 14: 41 Entered 11/25/13 Revised 12/0,3/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFJELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 179 1 -28K8//-180 x 40' 5.750 Special Crimped angle Parallel chord Shortspan nd Length ag 5.000 pp 5.000 Depth 5.000 5.000 Holes --y-Top Chord Ext E 0' 2.500 E 0' 2.000 BCX Holdback Pitch EP/#lL 54.000 54.000 '+ iform NtUp load iform TSJI load iform Live load iform Dead load JI 2000# AddLoad ad 2000# AddLoad 28.000 in Deep -180 #/ft full length 321 #/ft full length 215 #/ft full length 106 #/ft full length on Top chord at panel points. on Top chord at panel points. 26.871 in Effective Depth 24.000 in Clear Depth 016984 in-#Moment 48.000 in Interior Panel 9 Web Vees p Chord: 2-L L2x2x.187 idg < 179" Ix= 0.544 Center: L 24.000 g end panl: L 36.438 irst point: hord shear: V 6679 A 481.750 in Design length 482 in4 Ix L/ 536 Live Defl 1.000 in Chord gap 36.438 in Left end 8444 # SJI reaction 0.000 in Tag TCX Defl 1. 426 y 0.569 Iy= 2.173 Rx 0.617 p -37847 Pnx/o= -38307 p -14980 Pnx/o= -20590 p --14980 Pn/g = -38504 C 24321 fv 8930 aring seats: Tag End LLV3.5x2.5x Weld Opposite End LLV3.5x2.5x Weld 2.32" 2.32" t Chord: 2-L L2x2x.163 Ix= 0.482 Center: L 48.000 hord shear: V = 7741 A= Iy= p T = J,.251 Y 1. 888 Rx 37472 Pn/g = 19437 fv 0.560 0.621 37526 11872 1611 # Minimum Shear 372 in4 Minimum Ix L/ 288 SJI Defl 0.672 in Camber 3-6. 438 in Right end 8444 # SJI reacti.on 0.000 in Opp TCX Defl Fy 50000 Ry 1.234 M 2475 M 3929 fc = 17055 Fy 50000 Ry 1.229 ft= 15539 Q = 1.000 Rz = 0.394 8 Fillers No Filler f Q Rz f = 12347 0.952 0.395 14],89 Valley Joist West Page 154 V2.1.7.2 Job #3V00584 -By JB 14:41 Entered 11/25/13 Revised 12/03/13 stomer: COLUMBIA STEEL, INC 2175 N. LINDEN AVENUE RIALTO, CA 92377-4445 PH: 909/874-8840 FAX: 909/874-3363 CONTACT: KURT FORSTER oject: WESTFIELD CARLSBAD CARLSBAD, CA signed per Steel Joist Institute Standard Specifications 42nd edition ASD. mments: 2010 CBC (IBC2006) **1/4" MIN SEAT THICK*** 179 1 -28K8//-180 X 40' 5.750 Special Crimped angle Parallel chord $ho rt span Tensile Compressive Length Area R Shear Force Allow Shear Force Allow ·atibn Web Slope in Member in2 in lbs lbs lbs lbs lbs lbs -:u-'""112 62.67 52.28 1-L2x2x.163 0.625 0.395z -----rrIT 16862 16887 :3340 ~ ~ -Ll Vl 30.08 27·. 73 1-Ll-1/2x.109 0.315 0.297z 547 632 9454 3040 3513 4807 ·. -11 W3 37,84 30.39 1-L2x2x.163 0. 625 0 .395z 2793 3537 18763 6679 8458 8586 • -L3 WA 41. 77 32.18 1-Ll-1/2x.109 0.315 0.297z 5771 7738 9454 2340 3137 3938 -13 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 360 360 7819 2764 2764 3883 -L3 W5 41. 77 32.18 1-11:-3/4x.143 0.480 0.346z 1980 2655 14402 5030 6744 7505 -L5 W6 41. 77 32.18 1-11-1/4x.109 0.261 0.247z 4288 5749 7819 1620 2172 2304 -15 V2 0.00 24.00 1-11-1/4x.109 0.261 0.247z 360 360 7819 2801 2801 3883 -15 .W7 41. 77 32.18 1-11-3/4x.125 0.422 0.347z 1260 1689 12656 3546 4755 6456 -1,7 W8 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 2804 3760 7819 900 1207 2304 -J:/7 V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 360 360 7819 2824 2824 3883 -17 W9 41. 77 32.18 1-Ll-1/2x.109 0.315 0.297z 540 724 9454 2063 2766 3938 -L9 Wl0 41. 77 32.18 1-Ll-1/4x.109 0.261 0.247z 1611 2160 7819 794 1065 2304 -19' V2 0.00 24.00 1-Ll-1/4x.109 0.261 0.247z 360 360 7819 2831 2831 3883 Weld Thick X Length .16x3.5 .llxl.1 .16xl. 7 .llx2.4 .llx0. 9 .14xl. 6 . llxl.8 .llx0. 9 .13xl.3 .llxl.2 .lix0.9 . llx0. 9 .llx0. 7 .llx0.9 Available Weld (in) Top/Bottm 4.7/ 5.6 2.8/ 3.0 3.4/ 3.7 3.0/ 3.4 2.5/ 2.5 3.2/ 3.6 2.7/ 3.1 2.5/ 2.5 3.2/ 3.6 2.7/ 3.1 2.5/ 2.5 3.0/ 3.4 2.7/ 3.1 2.5/ 2.5 --., -...... --('-l .,... p ~ -l_ --· ~~ .......__ ~ -(,, -c ~ +-