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HomeMy WebLinkAbout1914 PALOMAR OAKS WAY; ; PCR98038; PermitBUI- LDING PERMIT PCRNo PCR98038 04/27/98 10 11 Project No A9704604 Page 1 of 1 Development No Job Addes: 1914. PALOMAR. OAKS WY Suite: . Permit Type PLAN CHECK REVISION, Parcel No:,-21.2-09:2-05-0,0 Lot# 41 64'1 04,27/98 0001 01 02 ValuatiOn: 0 ConstructionTyRMTVN .1090O Occupancy Group Reference# CT81-46 Status ISSUED Description REVISIONS-BLDG 1& BLDG 2 'Applied 03/30/98 :DEFERREDSTEEL FLOOR & ROOF,ORIGCB73552; Apr/Issue,: 04/27/98 Entered By JM .'; Appl/OWnr. HIGHES JIM-.619 481-7700 . . e.1-1-750-SERRONTO VALLET ROAD SAN DIEGO CA 92121 Pl*an Check Numbers > Fees Required *** . ***. eesCo1,1ected & Credits . ------------ ------ Adjustments 00 JJ Total 00 c Ext fee Data r,lption its 'n ta 109.00, am rr .. I CITY OF CARLSBAD 2075 Las Palmas Dr.,Carlsbad, CA 92009 (619) 438-1161 ; \ r FOR OFFICE USE ONLY PERMIT APPLICATION PLAN CHECK N0,279o3 CITY OF CARLSBAD BUILDING DEPARTMENT EST. VAL. 2075 Las Palmas Dr., Carlstzad CA 92009 Plan Ck. Deposi,, (760 438 1161 ")V Validated By'.4 Date______________ 1. RCOMATN r73 552 Address (include Bldd/Suite #1 Busines/Name (at this address) Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel # Existing Use Proposed Use Descrip;ion of Wojk 4 Jel F - CONTACTPERSON (It dlfl.rón 77iu 4L,j,j, ,- / r 97SQ.FT. tot Stories Lc115 ___ m applicant) - T.L_ I of Bedrooms I of Bathrooms Name - Address City Stale/Zip Telephone I Fax I -APPLICANT 0 Contractor 0 Agent for COntractOr 0 Name Address City State/Zip Telephone I 4 PROPERTY OWNER - Name Address City State/Zip Telephone I S CONTRACTOR COMPANY NAME (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to Its issuance, also requires the applicant for such permit to file a signed Statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars I$5001). Name Address City State/Zip Telephone I State License I License Class City Business License I DesignerName - Address City State/Zip Telephone State License I G. WORKERS COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 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. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date____________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100) OR LESS) 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 coda, Interest and attorney's fees, SIGNATURE DATE 7 OWNER BUILDER DECLARATION ' r I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 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 eel.). I, as owner of the property, em 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). C] .1 em exempt under Section Business and Professions Coda for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following parson (firm) to provide the proposed construction (Include name / address / phone number / contractors license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (Include name I address I phone number / contractors license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work Indicated (Include name / address / phone number /type of work): PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESID 7-7 ENI7AL BUILDING PERMITS ONLY Is the the applicant or future building occupant required to submit a business 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? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8 CONSTRUCTiON LENDING AGEIiCY I hereby affirm Viet there is e construction lending agency for the performance of the work for whic' this permit Is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS - 9 APPLICANT CERTIFICATION I certify that I have read the application and state that the above Information is correct and that the Information on the plans Is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cite' 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 ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0 deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit 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 permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time a or e w erio %rPUcANT'S _ Uniform Building Code). DATE 5~7 WHITE: File YELLOW: .pplicant PINK: Finance EsGil_Corporation In Partnership with government for Bui&fingStzfety DATE: 4/7/98 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-2828/PCR 98038 SET:I PROJECT ADDRESS: Lot 41, Carlsbad Airport Center PROJECT NAME: Steel joist & Girder Designs El APPLICANT 0' PLAN REVIEWER 0 FILE J The plans transmitted herewith, have been corrected where necessary and. substantially comply with the jurisdiction's building codes. The. plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. . . The: plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. Lii The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. . H The applicant's copy of the check list has been sent to: Jim Hughs . 11750 Sorrento Valley Rd., San Diego, CA 92121 Esgil Corporation staff didnot advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Jim Hughs Telephone #: (619) 481-7700 Date contacted: L( 9 - (by: ) Fax. #: Mail Telephone .- Fax In Person REMARKS: Provide evidence that the joist and .girder designs have been reviewed and 7' approved by the designer of record. , -. By: Mike Kratz . , , , Enclosures: Esgil Corporation EI GA fl CM fl EJ PC 3/31/98 . . trnsmtl.dot 9 Carlsbad 97-2828/PCR 98038 4/7/98 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 97-2828/PCR 98038 PREPARED BY: Mike Kratz DATE: 4/7/98 4 BUILDING ADDRESS: Lot 41, Carlsbad Airport Center BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE . LI 199 UBC Building Permit'Fee LI Bldg. Permit Fee by ordinance: $ LII 199 UBC Plan Check Fee LI Plan Check Fee by ordinance: $ . Type of Review: Complete Review LI Structural Only LI Hourly LI Repetitive Fee Applicable LI Other: Esgil Plan Review Fee: $ 87.15 Comments: .1 hr. x $87.15 = $87.15 : Sheet of - -- . macvalue.doc 51.96 GIRDERS BILL OF MATERIAL DATE SHEET 2 R.IDWL fcKD.BY. JOB #: 97-0377 REV: 02/03/98 PAINT: RED OXIDE DIPS: _LL." 325 02/28/98 JOB NAME: C B.AD 1 OFFICE USE ONLY pH -4772 iM (SW)462 LOCATION: CARLSBAD, CA. 03/02/08 BUILDING I (ROOF) lea 5 FOR 314" FOR: M.R. TIMBER i j2"x1'-3"(N0T B.I.S.P.) 1.—ALL GIRDERS TO HAVE AN ADITIONAL LOAD *GRID 1.4 & 1.0 OFJ2.22_Lbs. AT ANY PANEL POINT. IQ4IFE PLATE HOLD CLEAR 14" CHECK PANEL P.E. STAMP REQ'D ROOF TOTAL LOAD DEFLECTION LEFT END A RIGHT END BOTH ENDS * LEFT END * * RIGHT END * * * BOTH ENDS DWGS STAMPED APPROVAL CALCS REQ'D FINAL CALCS REQ'D SHALL ROOF SHALL NOT EXCEED L/180 LIVE LOAD DEFLECTION NOT EXCEED L/240 Q1' DESCRIPTION MARK BASE-LENGHTI- SEATS TCXL TCXR BCXL I BCXR o L TOP-CHORD-HOLES SEAT-HOLES BDL BDR LGTH LGTH LGTH II LGTH TLE TRE CA HLE IHRE H 48G7N8.4/3.5K Gi 46'-0 1/4" 6" 6" 5 1/2" SF — 12 1/2'12 )-3" 2 146'-5 3/4" 1• I48G6N8.4/3.5K1G2 139'-3 1/2"l 6" 16" 1-1- I I- I0-3" -1/t12 39'-3 112"j-1-1 1/2I —I5 I48G2N1O.72/4.42K1G3 Ii 4'-8'16" 16" 15 i/2"IsFj I- 112 l/2'I2 13 1/2"12 115'-i 1/2"j Ii 1/810-4"i 10-415" j6N10721'4424 147'-1 1-1 67 I 6" I I-I 1-13 1/2"12 13 1/2"I2 I47' -1 i'ji 1/8"I1 1I81O_4iO_4hhIO_415! 148G7N10.72/4.42K1G5 147,-i i'l 6" 1 6" I I- I I- 13 1/2"12 10-4"12 147'-i i'ji 1/8'1 10-410-414 MARK - PANEL-LAYOUT ADDITIONAL CONCENTRATED LOADS a)J NET 0 1 01ST. 4JPLIF1j SEISMIC LOAD FIXED MOMENT ) LATERAL MOMENT (1) MIN 1" - REMARKS A # N B LOAD 01ST. LOAD TC- BC LE RE- LE RE Cl 1 '-9" 5 8'0" 4-3 1/4" I 129.0K — —AAA -" G2 [3-7 3/4' 2 8'-O' IT-i 1/4"I2.45K111'-7 3/(1 I 129.OK!—1 1 4'-0 1/1 1 18 -0!'j G3 I6'-8 1/2 — Jr-ti i/il I I74.81<1 -1 I I- I G4 Ir-ii 1/21 ' I8'-O" Ir-ii i/ti I I 167.2K! -i I 1 I - I G8 I3'-7 3/41 5 81-d' k'-3 11(1 1 I I 143.5K1 -I I — I 4tç c15 773 5-ri--- PNM. =-47n FM GIRDERS BILL OF MATERIAL DATE: 12/03/97 SHE 2 ET 2 DWG: E.O. BY. JOB #: 97-0377 REV: 02/03/98 02/28/98 03/02/98 PAINT: RED OXIDE DIPS: 1 JOB NAME: C I- A. ] L 'I' 4 1 OFFICE USE ONLY BUILDING I LOCATION: CARLSBAD, CA. FOR: M.R. TIMBER QTY: 5 4"x3 1/2"xl '-3" NOT BY I.S.P. 1.-ALL GIRDERS TO HAVE AN ADITIONAL.LO4D, *GRID 1.4 & 1.0 OFJ°°_Lbs AT ANY PANEL POINT ' HOLD CLEAR 14" CHECK PANEL P E STAMP REQ D NOTES 2 — ROOF TOTAL LOAD DEFLECTION LEFT END * LEFT END DWGS STAMPED SHALL NOT EXCEED L/180 RIGHT END * * RIGHT END APPROVAL CALCS REQ'D BOTH ENDS FINAL CALCS REQ'D 3.- ROOF LIVE LOAD DEFLECTION * * * BOTH ENDS .Jr ,nl__ ,__ , 0• QT( DESCRIPTION MARK BASE-LENGHTI SEATS TCXL TCXR BCXL BCXR 0A L TOP-CHORD-HOLESJ SEAT-HOLES IBDL I BDR I LGTH ITY1 LGTH ITY1 LGTH Th' I LGTH ITY1 TLE TRE I GA J HLE IHRE GAH 1 48G6N10 72/4421< G6 39'-3 1/216' 6' 1 — 1 0-4712 0-1/2" 2 39'-3 1/21 4 1/21 5" I24G3N12.1/5.0KIG7 119--l" 16" 16" I I— I I— 1 0-4!'12 J0-1/2"12 119'-l-- I I I —I0-3"I 15" k&'i 1/5 OK IG8 147--1 0"1 6- 1 6- Jo 1 "IsFI I 1 4 1/2" ID 4" 12 147' ii "Ii 1/81 lo 4"ID 5"IO 315" 1: 148G61SI12.1/5.0KIG9 147 9"16- 16" I0-1"ISFJO-1"ISFI 4 1/2"J2 J4 1/2012 147'-11"11 1/8"Jl 1/810-410-510-515" 1 I48G5N12.1/5.OKIG10 I39'-2 i/2"I 6" 16" I I— I0-1"ISFI0-1 /2"I2 J4 1/2"12 I39'-3 1/2"I Ji 1/810-4"I —10- PANEL-LAYOUT ADDITiONAL CONCENTRATED LOADSJINT DIST. pJPLIF1j )IsE1sMIC LOAD FIXED MOMENTCI) LATERAL MOMENT(!) MIN 1" ) REMARKS MARK L3!-713f-2 N B LOAD DIST. LOAD TC• BC LE RE LE RE 06 8'- 77)' 2.8k 11'-7 3/4' I 137.11<1 1 4'-0 1/2 1 8'-O" 6~LKFI 1'-73/(l I 141.91<1 —I I I I— I G8 ___F-6 3/4 15 I8'-0" I4'-3 iid I I 141 .9KI —I I ':J I i— G9 I-'° 'tn I8'-o" 7-10 1/1 I I I I I 141 .9KJ — I I G10 17'-4!'l 3 1 8'-Cr fr-io itt 12 .8 K 5'- 4" I I 141 .9K1 — I I — I 4' * (1-P l—rI'S fil Ir4r:n., • (SI_I 11*11 (Pd JOIST BILL OF MATERIAL SSR/SSC/LSJ .•c.!)I I JOB #: 97-0377 JOB NAME: C AI L :B .A]D PASIX 7I. 7V25 —4772 .•' LOCATION: CARLSBAD, CA. (100)462-4402 (0I0)I.2-472e FOR:M.R.. TIMBER WIDTH 5" MIN. HOLD LEFT END HOLES 0 IC 24" 0.CAA.• RIGHT END '' STAGGERED 0 12" O.C. &&A BOTH ENDS 1 MIN. . ... •! 'c -• ESPECIAL SEAT CHECK ECCENTRICr - 3/4'x3'x1'-tKWE RATE 0 LEFT END * LEFT END 31TO lltC-41019 MAX,, RIGHT END * * RIGHT END NOT BY I.S.P. $9* BOTH ENDS * * *BOTH ENDS DATE: SHEET DWG: CKDB. 12/03/97 1 OF 7 R.L. REV: 02/03/98 PAINT: RED OXIDE DIPS J. L, 02/28/98 OFFICE USE ONLY 1•. 02/03/98 BUILDING I (ROOF) QTY: 6 - NOTES: -ALL JOIST TO HAVE AN ADITIONAL LQD OF..1222...Lbs AT ANY PANEL P(?)1IT £ 2.— ROOF TOTAL LOAD DEFLECTIONJ. SHALL NOT EXCEED L/180.:;; ,:•• •.' 3.— ROOF LIVE LOAD DEFLECTION-..-...., SHALL NOT EXCEED L/240:,' :4. O1Y DESCRIPTION MARK BASE-LENGHTI SEATS TCXL TCXR BCXL BCXR OAL SEAT—HOLES SLOPE RATE HIGH. END BC Lf BDL I BDR LGTH r,' LGTH TY LGTH TY LGTH HLE HIREGA 1 20K264/160 Ji 27'-8" 0-3" 0-3" - - - - 27'-8" - - - - 1 120K198/120 1,12 I27'-0 1/2" I0-3"10-3" 17 1/2"ISF1 I— I I— I I— I27'8" I I 11 I— I 120LH198/120 IJ3 131 '-8" I0-3"IO-3"I I— I I— I I— I I 131 '-8" I I —1 —1I . .1 I20K232/1 281J4 I31'-8" I0-3"IO-3"I I—I I—I I —I I— 131'-8" II - 2 120K232/1 28IJ5 I30-5 1/4"lO-3"lO-3"l0-1"ISFI I—I I — I I— I30'-6 1/4"l I— • MARK SSB LOAD . ADDITIONAL LOAD 0 TC FROM BL LE. . NET @ UPLIFT I AXIAL ) SEISMIC • 1 REMARKS LOAD DIST. LOAD DIST. LOAD ) 0191. I LOAD DIST. TC 0 BC 0 7.1K I--- --*-- J21 :J3 I I —I I I I I I - J20.1K ---I****. J41 16.8K I— J51 I —I I I I I I I 16.8K1-----I4c F1 Fl...V' (fl ._pNflHF 4 Un i "tJS 14 WIPV (A fl0 U4 fli V .. JOB #: 97-0377 irr Car.SUM ' JOB NAME: .A]D oot av .ain. ., 1. 7925 ,. .•• -4414 . LOCATION: CARLSBAD, CA. . . . (aoO)462-4402 . FOR: M.R. TIMBER TC WIDTH 5" MIN HOLD CLEAR 14" LEFT END :. 3/8" HOLES © TC 24" O.CAA • RIGHT END STAGGERED 0 12" O.C. BOTH ENDS 1 MIN, ESPECIAL SEAT 4CHCC*( ECCIflThCI1 h N '3/x3'xt-2KP • LEFT END * LEFT END ..•. J 9J ... •314'x4 112'x2'-O'KP 0 RIGHT END * * RIGHT END .....J NICE== NOT. BY I.S.P. BOTH ENDS *** BOTH ENDS O1Y DESCRIPTION MARK BASE_LENG SEATS 1TCXLI ITCXRI BCXLI JBCXRJ i __S -HOLES __________ LYY J J JHTJ BDL I BDRJ LGTH ITi LGTH Ir'l LGTH TY LGTH r'I OAL ISLOPEIHIG I HL HIBC 1 t2OK232/1281 J6 I29'-1 1/ 0-31 0-31 7 7/ISFI i — I I - I I-I29'-9 E JHRE RATE 1END l I20K264/1601J7 I21'-1 1/2-1 0-3710-Y17 7/8'ISFI I-I I-I I- I21'-9 3/8"!I- 1 I 201(264/1 60! J8 1 131-1 1/2"! 0-3'l 0-3717 7/8"ISF I - I —1-1 -----4 -1 13'-9 3/81 I I —I - 1 - 1 120K264/1601 J9 1 5--1 1/210-310-317 7/8'JSFJ I - I I - I - 1 5'-9 3/81 8 I24K232/1281 J 1 I39'-8 1/410-310-31 I-I 1-1 I-I ---4- 139'-8 1/41 I I SSB ADDITIONAL LOAD 0 Ic FROM DL LE. I NET ® I AXIAL (3) SEISMIC MARK 1 LOAD # I LOAD 0 DIST. LOAD I 01ST. I LOAD (3) I 01ST. I LOAD ! DIST. UPLIFT TC (3) BC REMARKS J6I I-I I I I I I i I I6.8K1---I--*-- SEE SKEW-1 i171 I—I I I I I I I SEE SKEW-1 J8 I I—I I I I I I I I I 16.8K I--- SEE SKEW-1 SKEW-i J91 I—I I I I I I I I I6.8K1 --- 4 SEE SKEW-1 ioI I—I I I I I I I6.8K1---I L4cD'r 4.1 DATE: SHEET DWG: CKO.. 12/03/97 2 OF 7 R.L. E:O.;'...; REV: 02/03/98 PAINT: RED OXIDE DIPS ' 02/28198 OFFICE USE ONLY 02/03/98 BUILDING I QTY: I.i2 .. -. . •••• NOTES: -ALL JOIST TO HAVE AN ADITIONAL LOAD OF..1222...Lbs. AT ANY PANEL POINT. 2.- ROOF TOTAL LOAD DEFLECTION SHALL NOT EXCEED L/180 3.— ROOF LIVE LOAD DEFLECTION SHALL NOT EXCEED L/240 JOIST BILL OF MATERIAL SSR/SSC/LSJ DATE: SHEET 1 E.O. JOB #: 97-0377 REV: 02/03/98 PAINT: RED OXIDE DIPS j_.. JOB NAME: CA I, L B A. ID L 0 T 4 1 OFFICE USE ONLY 02/28/98 I-14 . , . ..N.C. - 02/03/98 . BUILDING LOCATION: CARLSBAD, CA. IO0$e2-442 FOR: M.R. TIMBER QTY: TC WIDTH 57 MIN. 3/8..•. HOLES @ IC 24" r$TAGGERED @ 12" 0.0 - NOT BY I.S.P. LEFT END 0.0 AA RIGHT END AAA BOTH ENDS 1 MIN. ESPECIAL SEAT 4CHECK ECCENTRICI1 p * LEFT END * LEFT END RIGHT END * * RIGHT END RflTW VNI * * * BOTH ENDS -ALL JOIST TO HAVE AN ADITIONAL LOAD OFJ.222..Lbs. AT ANY PANEL POINT. ROOF TOTAL LOAD DEFLECTION SHALL NOT EXCEED L/180 ROOF LIVE LOAD DEFLECTION .... SHALL NOT EXCEED L/240 01Y IDESCRIPTION I MARK 1BASE_LENGHTI SEATS ITCXL1 ITCXRI I BCXL IBCXRI I . OAL SEAT—HOLES ISLOPEIHIGHIBC ____________ BDLJ BDR1 LGTH ITYI LGTH iTYJ LGTH 1TYI LGTH HLE I HRE '1 J24K174/96J11 I39'-8 1/4"IO-3"IO-3"I I-I I-i I-i l-I39'-8 1/4 I RATE1ENDL 1 I24LH174/961J12 I39'-8 1/4"IO-310-Y'I I-I I-I I-I I-I39'-8 /4NJ I- 1 124K232/128 IJ13 139•-4 3/8"I0-3"I0-rl I- I I- I I- I I- 139'-4 3/81 13 1/4!1— .4 124K232/128 IJ14 I39'-4 3/4"I0 -3"I0 -3"I I- I I- I I- I I- I39'-4 3/41 -1-1-1- 1- 2 1241<232/128 Iji 5 I38'-1 1/2"I0-3710-3"12 1/2ISF1 I- I I- I I -I38' -4"i I I -I - I - I - MARK SSB LOAD # ADDITIONAL LOAD 0 TC FROM BI.. LL 1 NET ® JAXIAL I UPLIFT TC SEISMIC I REMARKS LOAD (3) I 01ST. LOAD I 0151. LOAD (3) 01ST. LOAD (3) I 01ST. BC J11 I I -I I i I i I I 16.8K I--- I J12 I I-I I I I I I I I I 145.2K I--- J131 11 I I I I I J14 I I -I I I I I I 16.8K k-- J15 I I - I I I I I I I - I I 16.8K I--- I- - - - J I -KIP 0 LI.0 IN RII. LI.4J IN rLr JOIST BILL OF MATERIAL SSR/SSC/LSJ DA:,03197 SH4EEF 7 1 'R. L JOB # 97-0377 REV 02/03/98 PAINT RED OXIDE DIPS -l4S&ITE#32 02/28198 JOB NAME: CALS:BA.I LcYr 4 1 0FflE USE ONLY $O 7X. 79925 : :.: f LOCATION: CARLSBAD, CA. 02/03/98 BUILDING I O)462•44I2 FOR: M.R. TIMBER QTY: 6 HOLD CLEAR 14' 'LEFT OLES r- @ TC 24" O.0 A& MIN END RIGHT END .:STAGGERED © 12" O.C. AAA BOTH ENDS 1 MIN. ESPECIAL SEAT 4CHCK eCCENTRICn E_NOT 3/(xrxv-tKP LEFT END *LEFT END .3/(x4 IJ2'x74KP ** BY I.S.P. RIGHT END * * RIGHT END RATW tin—,* * *BOTH ENDS -ALL JOIST TO HAVE AN ADITIONAL LOAD OF..1020 Lbs. AT ANY PANEL POINT. ROOF TOTAL LOAD DEFLECTION. SHALL NOT EXCEED L/180 ; ji ROOF LIVE LOAD DEFLECTION SHALL NOT EXCEED L/240 'QT( DESCRIPTION .'.QTY MARK WE-LENGHT1 SEATS TCXL TCXR BCXL BCXR 'OAL SEAT—HOLES SLOPE RATE HIGH END BC -LYY I BDR LGTH ITY1 LGTH TY1 LGTH TY I LGTH TY EHLE I HRE I GA 1 24K232/128 J16 38 - 1 0-3" 0-3" 2 WISH — ___ - ___ — 38-3 13 1/( — — — ?' I24K232/1281J17 I38'-1 i/ri -10 -10 O-3"l 2 1/21SF1 I-i i-I — 38-4"I- 124K232/1281J18 I42'-3 1/4"IO-3"I0-3"I I-i I I I-I I- I42'-3'1/4'I I I -I— I — '7-7_24K 174/961 Jl 9 I42'-3 1/410 -3"J0 -3"J ' I - I I - I i-I I- 142'-31/41 1 124LH174/961J20 140-8 1/4710 -10"I0 -3"I 1-17 1/2"1sFJ I - I I- I41'-3 3/41I- MARK SSB LOAD ' ' AD0f11ONAL LOAD 0 TC FROM BL LE. ' NET QD I UPLIFT AXIAL SEISMIC REMARKS. LOAD 01ST. LOAD DIST. LOAD ) DIST. LOAD ) 01ST. ___ — • TC (3) BC il 6' 6.8K 1---- ---- :J17 I l-J I I I I I I 16.8K I--- I- — 'J18 I: I -I I I' I I I I I I 16.8K I--- J—___st*--_- J19 I I --I I . . I I I • I I I 16.8K I--- J20 I I-I ' I ' I _______ I I I I I 171.4K I--- I *AAA.# (3)F ,,.Jr' IN!.r1L LI.I in nirzi. (,) in ,1.r u,... JOIST BILL OF MATERIAL SSR/SSC/LSJ TE DA 12/03/97 SHEET 5 OF 7 1DW R. G L CKI 1E0 JOB #: 97-0377 REV: 02/03/98 PAINT: RED OXIDE DIPS F-14 assur , 02/28/98 JOB NAME: C A. B A. ID L I' C) ' 4- 1 OFFICE USE ONLY IX. 400S GUEWY wsr.a PASO. 79925 01/03/98 BUILDING I (ROOF) PWOS LOCATION: CARLSBAD, CA. FOR: M.R. TIMBER QTY: rm (910= 472a TC WIDTH 5" MIN. HOLD CLEAR 14" LEFT END 3/8" HOLES © TC 24' 0 CAA RIGHT END STAGGERED © 12" O.C. AAA BOTH ENDS 1" MIN' _____ ESPECIAL SEAT 4CHECK ECCENTRIC s' IflIN 3/4" x3" xl - 2" KP LEFT END * irn END 1 1U J \ 3/4'x4 1/2'x2'—O"KP * RIGHT END ** RIGHT END NOT BY I.S.P. r.r 'k** BOTH ENDS I"JIc. -ALL JOIST TO HAVE AN ADITIONAL LOAD OFJQQQ...Lbs. AT ANY PANEL POINT. 2.- ROOF TOTAL LOAD DEFLECTION SHALL NOT EXCEED L/180 3.— ROOF LIVE LOAD DEFLECTION SHALL NOT EXCEED L/240 OV' JDESCRIPTION IMARK IBASE_LENGH1J SEATS ITCXLI ITCXRI I BCXL IBCXR OAL SEAT—HOLES ISLOPEl HIGH 1END BC 1L'(Y BDLI BDRILGTHITYILGTH In'ILGTH 1TYI LGTH HLE 1HREI GA 13 I28K232/1 28 J21 I51'-11 i/il O-3"I O-3"I I - I I - I - 1 RATE 2 I2}<232/128 1 J2 I51'-10 1/2'IO-3"10-31 I- I I- I I- I I- I51'-10 1/2"I7/8" I 7/s' 13 1/4I— I- I- 2 I28K232/1 28 I J23 151'-1 1 1/2"I 0_3M1 O-3"1 I - _____ - I I - I- 151--'' 1/21 I- :1 I28K232/1281J24 I47'-6 3/8"10-37IO-3"I 1-13 1/8"lsFl I - I I- 147'-9 1/2'i I I -I - I - I- 15 I28K232/1 28 IJ25 I51'-3 3/4"I0 -3"I0 -3"I I- I I- I I- I I- 51'-3 3/4"I I I -I - I- I- MARK ( LOAD #1 ADDII1ONAL LOAD 0 TC FROM BL L.E. I NET ® UPLIFT AXIALI" SEISMIC i REMARKS 01ST. LOAD DIST. LOAD ) DIST. LOAD ) DIST. ) BC J21 I J221 I-I I I I I I I I6.81<1 ----I J23 I I-I I I I I I I 16.81< I-.--- I--'"•--- J24 I I-I I I I I I I I 16.8K I--- I---- SEE SKEW-2 ,700# ea. ON 4 P.P. ONLY,@ T.C. OF THE CENTER + 700/f SHEAR. J25 I I-I • __ I I I I I 16.8K I--- I----- t1i' I -K"Zi UI r..r,. V.., LLMJ fl .ssur ft.swr# 608 GiIE*W IT.1L PASO, YX. 79925 MMS (MO)462-4772 2; FAX JOIST BILL OF MATERIAL SSR/SSC/LSJ DATE: SHEET R.L. BY. IE.O. JOB #: 97-0377 REV: 02/03/98 02/28/98 03/02/98 PAINT: RED OXIDE DIPS _L. JOB NAME: c A. F L B ..A. ID L 'r 1 OFFICE USE ONLY BUILDING I (ROOF) LOCATION: CARLSBAD, CA. FOR: M.R. TIMBER QTY: NUft.S: -ALL JOIST TO HAVE AN ADITJONAL LOAD OFJQQQLbs. AT ANY PANEL POINT. ROOF TOTAL LOAD DEFLECTION SHALL NOT EXCEED L/180 ROOF LIVE LOAD DEFLECTION SHALL NOT EXCEED L/240 QTY JDESCRIPTION I MARK E_LENGHI SEATS 'TCXLI ITCXR I SCXLI IBCXRI I OAL SEAT—HOLES ISLOPEIHIGHIBC RATE JEND I' BDL I BDRI LGTH ITYl LGTH ITYl LGTH II LGTH ITYl HLE I HRE I GA 2 I28K232/1281J26 151'-3 1/4"JO-3"JO-3"J i-I J-I I-i J- 151'-3 1/(J1 7/8' J3 1/4J— - 2 120K264/160 IJ27 Iio' - o" I64"IO--3"I I - I I-I I- I I- Iio-o" 1 120K232,/128 IJ4X 1-3 1 '-8" IO-3"IO-3 I I- I I- 1 I- I I- 13 1 '-8"I I —1- I - 1- 1 124K232/128 IJ10X I39'-8 1/4"I0 -3"I0 -3"I I- I I- I I- I I- I39'-8 1/4"l I —1— 1—I- I- 1 124K2,32/1 28 IJ17X I38'1 1/2'Io-3"I0_3"I2 1/2"IsFI I_ I I I I 138'-4"1-1-1-1— I_ I MARK ' SSB I LOAD I #1 ADDONAL LOAD 0 TC FROM BL L.E. NET ® I UPLIFT I AXIAL (3) SEISMIC REMARKS LOAD 01ST. LOAD I 01ST. I LOAD 0 DIST. LOAD 01ST. TC ø BC J26 I I-I I • I I I I I i I 16.8K I--- --*-- J271 I-I I I I I I I I I7.1KI----I—"— J4XI 1_i I I I I I I6.8K1---I--*-- 70O# ea. ON 4 P.P. ONLY,@ T.C. OF THE CENTER + 700# SHEAR. iox I I-! I I 1 I I 16.8K I--- I ea. ON 4 P.P. ONLY,© T.C. OF THE CENTER + 700# SHEAR. J17X I I-I I I I • I I I I 16.8K I--- I----- ea. ON 4 P.P. ONLY,@ T.C. OF THE CENTER + 7001/ SHEAR. W i—,cJr W —INcMt 4 U)AI) IN Iclu's. U.ã) IN ELI- :; • " I TC Wlui-vrtj u u—i MIN. HOLD CLEAR 14" LEFT END :r0 3/8" HOLES © TC 24" O.0 AA RIGHT END STAGGERED © 12" O.C. AAA BOTH ENDS 1 MIN. • - ESPECIAL SEAT 47CMECK ECCENTRICF 3/4"x3"xl'-2" KP LEFT END * LEFT END i I I N 3/4'x4 1/2"x2'—O"KP 611011 RIGHT END ** RIGHT END NOT BY I.S.P.OMM ROTH ENDS * * *BOTH ENDS 04 1:; JOIST BILL OF MATERIAL SSR/SSC/LSJ DATE SHEET 1DWG: L 1CKD BY IC JOB #: 97-0377 REV: 02/03/98 PAINT: RED OXIDE DIPS L.1 F-f 4 WSW Cir. wir _ JOB NAME: CAB.A1D '4. 1 02/28/98 OFflE USE ONLY SW I UEW IT fl 03/02/98 S BUILDING I (ROOF) NOC 4. LOCATION: CARLSBAD, CA. (eOo)462-442 (9I)O32-472 FOR: M.R. TIMBER QTY: 3 IC WIDTH 5" MIN. HOLD CLEAR 1,C LEFT END .:4. 3/8" HOLES @ TC 24" O.0 &A RIGHT END STAGGERED* 12" O.C. A&A BOTH ENDS 1 MIN ESPECIAL SEAT 4CHECK ECCENTR '3/(xrxl'-2KP * LEFT END * LEFT END IP IJ N.. "314x4 lJtxZ4KP _ 0 RIGHT END * * RIGHT END H NOT BY I.S.P. rr *** BOTH ENDS rl'J I L. -ALL JOIST TO HAVE AN ADITIONAL. LOAD OF1292.Lbs. AT ANY PANEL POINT. ROOF TOTAL LOAD DEFLECTION SHALL NOT EXCEED L/180 ROOF LIVE LOAD DEFLECTION SHALL NOT EXCEED L/240 QT DESCRIPTION I MARK .. I SEATS IT<i ITCXR i I BCXL I AL I SEAT—HOLES ISLOPEIHIGHIBC RATE 1END 1LYY 1 BDL BDR1 LGTH iri'I LGTH LGTH 1TY1 LGTH fry1 HLE I HRE I GA 1 28K232/128 JJ21X 151'-11 1/2- 0-3-10-3- I- I I- I I- I I- I51'-11 1/2- 1 128K232/128 IJ23X 151'-11 1/2-10-Y10-3-1 I- I I- I I- I I- 151'-11 1/21 I I -1 - 1 - I- 1 I28K232/128 IJ25X I51'-3 3/4"I0 -3"I0-3"1 I- I I- I I- I I- I51'-3 3/4N1 I I -I- I- 'I- I I 11111 II Jill 111111 I I I 1111111 liii I 11111 MARK sse I LOAD # ADDfTIONAL LOAD OTC FROM BL LE. I NETS) I AXIAL UPLIFT I ) SEISMIC I REMARKS I LOAD DIST. I LOAD ) J 0151. LOAD ) I DIST. LOAD ) DIST. TC BC J21 X, I i-I I I I I I I 16.8K - I--- I 700# ea. ON 4 P.P. ONLY,O T.C. OF THE CENTER + 700# SHEAR. J23X1 1-I I I I I I I I 16.8K1_I__*_"_ ea. ON 4 P.P. ONLY,@ T.C. OF THE CENTER + 7001/ SHEAR. J25X I I-I I I I I I I I 16.8K I- h--- I-- 700# ea. ON 4 P.P. ONLY,@ T.C. OF THE CENTER + 700# SHEAR. I II I I I I I I II I I I I I I I • I I I I-. •' .... - - --------------- ..... 4DRIDGING WORKShEET: TE- DA/ 3/97 S ióFRL D. JOB j: 97-0377 REV: 02/03/98 P4AJI1: RED ;0(IDE DIPS _L5 I JOB NAME: C AR L.S B .AD. LOT 4 1 02/28/98 9Fnm 03/02/98 LOCATION: CARLSBAD, CA. MEZZANINE & ROOF BLDG 1 FOR: M.R. TIMBER - ' TYPE X—WELDED (sSJ OR LSJ) X —BOLTED (LSJ ONLY) X—BOLTED (ssJ ONLY) D E J •- - 7/1C1 1/2" SLOT SLOT AT A ONLY DETAIL 1,IA 11/1 C HOLES & SLOT 0 DETAIL 28 g/iC HOLES & 51010 DETAIL ZA 7/16" HOLES & SLOT 0 DETAIL 2 HOLE 0 HOLE :. "7 DETAIL 2,2A,213 DETAIL COPED I --- 1 r - DIM A JOIST SIZE OR b BEAM DEPTH. DIM 'Cr DIFF. '"1 r IN ELEVATION PIECES MARK ANGLE SIZE DETAIL DIM "A' DIM "B" DIM "C" DIM "D" 12 — — 12-201< — - — — 26 - — 23-241< — — - — 76 — 38-281< - - — 1 '- - 1-20LH 2 — — 2-24LH — — — — 45 HB 11/(xl1/47x7/6( 20 KB 2"x2"x1/8" f5 '-O" — — — — DATE: SHEET DWG: JOIST BILL OF MATERIAL SSR/SSC/LSJ 12/03/97 1 OF 6 R.L. JOB #: 97-0377 REV: 02/03/98 PAINT• RED OXIDE Dips F-4 ur c. &ai # JOB NAME CAILS B.AD LO T 4. 1 02/28/98 OFflCE USE ONLY ESPECIAL Pool . 03/02/98 4' EA*IN LOCATION:CARLSBAD, CA MEZZANINE BLDG 1 * TD..L (0)462-442 •,,•. FLOOR) wx (918"-4n8 ** •• _______________ FOR: M.R. TIMBER QTY: NOTES UL IDI1W (@L) YCX . U. U TYPE SF l.-ALL JOIST TO HAVE AN AD$TIONAL LOA( sm OF_~_02i._Lbs. AT ANY PANEL .9w 910 LAO ow Lai r?E7 RQ 2 SHALL NOT EXCEED L/240 SLar TYPE S \L) 0vL I.ENQTh (OAL) r IJJ-I3/1*d-I/2' UOT CS-sI2) 3.- FLOOR LIVE LOAD DEFLECTION CHECK ECCENTRICITY * LEFT END * * RIGHT END * * * BOTH ENDS SHALL NOT EXCEED L/450' O1Y 118LH798/480 DESCRIPTION MARK BASE-LENGHT_ SEATS TCXL TCXR BCXL BCXR o L SEAT-HOLES SLOPE RATE HIGH END BC' LW BDL BDR LGTH TV LGTH TV LGTH TV LGTH TV HLE HRE CA 1 Ti 15'-4 314" 5" 5" - — — — 15'-4 3/4" — — 1 118LH798/4801T2 I15'-8"I s"I s"l I-I I-I I -I I-115'-8"t 1- 1 I18LH798/4801T3 13'-o" I 5,,l "I f-i i-I I-f I- 1 Ii 8LH798/4801 14 I 14'—ll 1141 s'l 5"15 1/21SF1 I — I — I I- I15'-4 3/4"I I 1 1 — 1 5 I 18LH798/4801 T5 1 19'-4 3/41 5"J "J - J — ____ — ----4 -119'-4 ____-119'-4 3/4 1 1 —1 — I — 1 - MAR K • AOOIT)OKII. CONCE1TR LOAD FROM LE B.L JADDITIONAL LOAD UPLIF11TC13) NET @ ILL0AD G (1) FIXED MOMENT LATERAL MOMENT) MIN 1") REMARKS LOAD ) DIST. LOAD 13) DIST. UNIFORM CHORD BC (3) LE RE LE RE. Ti I • 14.6K — ___ ___ — **19 ***• T2 1 I I I I I I 111.71<1—I I 1 I I 1*1918 T3 J' I I •_____ I 14.6KJ —I I I I 1*$* ** , T4 I I I I I I —14.6K] —1 I I I I 1* 1$ • I I I I I 14.61<1—I I I . 1 - J*®*** - - --.. ........................'p' In fl •fl I• F-14 atr c -- I 6001 ,- JOIST BILL 'OF MATERIAL SSR/SSC/LSJ DATE: 12/03/97 SHEET 2 OF 6 IDWG: I R.L I CKD. BY. (E.o. JOB #: 97-0377 REV: 02/03/98 02/28/98 03/02/98 PAINT: RED OXIDE DIP' JOB NAME: C A L B.A ]J 1.4 C) 'T 4 1 OFFICE USE ONLY ESPECIAL 4 4' CAIIP MEZZANINE BLDG 1 * LEFT END (FLOOR) S WOW END 10 10 10 -j,.I ENDS I I I (915)032-4726 LOCATION: CARLSBAD, CA. FOR: M.R. TIMBER QTY: PWOS =-4"2 LOCATION: am oom ML : T (m) - I - 9= umm ____ NO CM& ckm STD tuwm JJ I - is-,/r ML 0Th ( ___ CHECK ECCENTRICITY k LEFT END * * RIGHT END * * * BOTH ENDS NOTES: 1.—ALL JOIST TO HAVE AN ADITIONAL LOAC OFQQ_Lbs. AT ANY PANEL POINT. FLOOR TOTAL LOAD DEFLECTION SHALL NOT EXCEED L/240 FLOOR LIVE LOAD DEFLECTION SHALL NOT EXCEED L/450 OW DESCRIPTION J MARK WE-LENGHTI SEATS TCXL BCXL BCXR1 I OAL SEAT—HOLES ISLOPE J RATE IHIGH END BC if 8DL1 BDR LGTH 1Y L [CXR LGTH TY LGTH TY L GTHITYI HLE I HIRE J GA 1 I18LH798/4801 T6 1 9'-8"I 5" — — -19'--8"I 43/410-4"I- 1 Ii8LH798/4801T7 Ii9'-7 1/2"! .5"I s"I I- b-i" sF1 I-I I- I19'-8 1/2"! 1/410-4"J — I- I- 1 118LH798/4801 T8 I17'-2 7/8"1 5"I 511 1/21sFI I-I I -I —1-h7'-4 3/8"! II - 1 I 8LH798/480 T9 11 2'-2 7/81 s"I 5"11 1/21sF1 I —I I - I I — I12'-4 3/8"1 f — — I — I- 1 I18LH798/4801 T1O I7'-2 7/8"I 5"1 s"Ii 1/215F1 I-I J- MARK I AW11ON'L CONCENTRAIED LOAD FRON LE B.L ADDITIONAL LOAD NET *IAXIALLOAD i FIXED MOMENIC!) I LATERAL MOMENT(!)! MIN i" I REMARKS I LOAD I DIST. LOAD DIST. UNIFORM [CHORD LIPLIF1jTCIBC (3) LE RE LE I RE T6 14.6KJ— I .r7 I I I I I I I I4..6K1—I I I I- I T8 I I4.6K1—I I I I I 1* 181 ''—Sff SKEW-3 LEFT SIDE .:9 I I I I I I 14.6K1-1 I 1 I- I** *** SEE SKEW-3 LEFT SIDE .Tiq I I I I I I I I4.6Kl—I I I I I- l** ***: —SEE SKEW-3 LEFT SIDE a '-" - ,,r, IN 'p aj rfl IN "I V JOIST BILL OF MATERIAL SSR/SSC/LSJ DATE: SHEET 6 IDWG: .L j• BY. E. JOB #: 97-0377 REV: 02/03/98 PAINT: RED OXIDE DIPS....L... r-14 wr ctr. sia 02/28/98 JOB NAME: C .AF. L4 :B .A. ID L C:) 'r 4- 1 OFflCE USE ONLY ESPECIAL SEAT 4" BEARING 00$ 01ThY NCSt PASO, i 79925 03/02/98 MEZZANINE BLDG 1 * izrr DID PHM (SW)462-4-n2 LOCATION: CARLSBAD, CA. (FLOOR) $6 maw END FOR: M.R. TIMBER QTY: 12 (eoO)452-4492 FAX (915)532-4725 ** som am------- N U I t. : am LK ____ empm l\ _ i OFQQ_ Lbs. AT ANY PANEL POINT. uwm II _ 2.- FLOOR TOTAL LOAD DEFLECTION L°')' 6it t , TYPE SF 1.-ALL JOIST TO HAVE AN ADITIONAL LOAC mm TYPE R . .I SHALL NOT EXCEED L/240 (sI -RU) ______________ - L5J-I3/15iI-1/t OT L_ TYPE S - ssJ-9/Id-I/T .or RM.L LENGTh (GM.) (-") 3.- FLOOR LIVE LOAD DEFLECTION (HrCR FCCFNTRI(ITY * LEFT FNO '4( RIGHT END )k k )k 8011-4 ENDS SHALL NOT EXCEED L/450 0Th' DESCRIPTION I MARK I BASE-LENCHT_SEATS TCXL TCXR BCXL BCXR OAL SEAT-HOLES SLOPE RATE HIGH END BC LYY BDL BDR LGTH Th' LGTH Th' LGTH TY LGTH fl' HLE HRE GA 4 15LH798/480 11.1 20'-1 1/4" 5" 5" — O-2" 1 sF1 - — 20'-3 1/4" — — - — 1 I18LH798/4801 T12 I20'-1 3/41 5"! 5"I I- I I - I I - I I- I20'-1 3/4"!I- 1 118LH798/4801 T13 I5'-11 1/41 s"I 5"I I- 14 1/4"IS4 I - I I-I6'-3 1/2"! I- 5 I18LH798/480 1 T 4 I12'-2 3/471 5"! 5"I I- I I- I I- I I- 112'2 3/4"! 1 Ii 8LH798/480 I T15 18'-10 1/2"! 5"! 5"10 - 1 'ISFI I -1 I -1 I - I8'—ll 1/2"1 I I- MARK AOOONlL CONCENTRATED LD FROil LI 8.L ADDITIONAL LOAD .uPLIF11TC NET ®IAXLALLOAD FIXED MOMENT(1) LATERAL MOMENT(1) MIN 1"0 REMARKS LOAD 01ST. I LOAD 01 DIST. JUNIFORMICHORD BC 01 LE I RE LE I RE Til 14.6K— — * Tl~I I I I I 14.6K1 -I 1-1— I I I*** *** T13,I I I I I I I 14.6K!-! '-SEE SKEW 4A RKff SIDE T14 I I I I k.61<I—I T15 I I I I I I I 14.6KI-I I I I 1 I * )f( '-SEE SKEW 3 LEFT SIDE (1) -F1-191" 4)) NCIW5 4 () -LUAU IN KIPS. (4) -LOAD IN rt.t JOIST BILL OF MATERIAL SSR/SSC/LSJ DATE: 12/03/97 SHEET 6 4 OF DWG: 1E.O." JOB # 97-0377 REV 02/03/98 PAINT: RED OXIDE DIPS J.._ JOB NAME: C A L,. S B A ]D L CD 'I' 4 1 OFFICE USE ONLY ESPECIAL SEAT,: -4 02/28/98 1001 1!MY PWM =-4772 LOCATION: CARLSBAD, CA. 03/02/98 4 BEARING MEZZANINE BLDG 1 * LEFT END (FLOOR) FOR: M.R. TIMBER QTY: 22 c.'osu-sne .I CNM I• ., QTY" DESCRIPTION MARK BASE—LENGHT_SEATS TCXL I TCXR BCXL BCXR OAL — BDL BDR LGTH ITY LGTH T( LGTH r LGTH TV . .— . .. .— 18LH798/480 Ti 6 19'-8 1/4" 5" 5" -. — — — 9'-8 1/4" I'I- 1 Ii 8LH798/480 I Ti 7 11 2'-.5 1/4"! s"l 5"I I- I I- I I — I -I- 2'-5 1/4" I 12 1/40-4" I HOLD CLEAR 8" LEFT END. 12 I18LH798/4801T18 I19'-4 3/4"1 5"I 5"1 1- 1 I- I I - :2. 1 18LH798/4801 119 119'-43/,fl 5"1 5"! ! I 11 LI I- h9'-4 3/4"J 11 1/210-4"! — I ::. I18LH798y480IT20 Iig'-a" I 5"I 5"1 - I I-I I -I I- h'-e" I 14 3/410-4"!-- I- I- • MARK AOOIT)OI. CONC(NTRMTh I.GIO FROM LE B.L ADDITIONAL LOAD uPLIF11TC NET @IAXIALLOAD FIXED MOMENT 4D LATERAL MOMENT(D MIN 1 0 REMARKS LOAD ) 01ST. LOAD (3) 01ST. UNIFORM CHORD BC LE RE LE RE T16 14.6K- - T171. I I I I I 138.9K!-! I El I-I T18 I' I I I I I I 14.6K!-! I I I I- Is* •*** T19 I I I I I I 14.6K! — I I I I 1 I *** T20 I I I I I I I I.4..6KI-I I I I_ 1* SEA END T-HOLES SLOPE HIGH BC' i-n r I I-IRF I (A RATE FMfl I .: •,. NOTES LD1H ) f .CX ' '- TYPE SF l.-ALL JOIST TO HAVE AN ADITIONAL. LOAD 'Wfrdft "mom :7LK 2.— 0;;T LOAD DEFLECTION -. - - fl-/ffiuI-I/t' .OT WU. LRNQTH (L) -ItI-I/f U. CHECK ECCENTRICflY * LEFT END * * RIGHT END * * * BOTH ENDS -r,'pE S csas-. 3•_. SHALL NOT LX(.L.L.L) L/40 FLOOR LIVE LOAD DEFLECTION SHALL NOT EXCEED L/45O"-.' iP(ulSi v' -in:nr 4 (-t'-'nu IN V.IWM ff1 111*Jl I,. Lr JOIST BILL 0F MATERIAL SSR/SSC/LSJ TE: DA 12/03/97 SHEET R. 1L 1E.O. 5 OF 6 JOB #: 97-0377 REV: 02/03/98 PAINT: RED OXIDE DIPS 1-14 WT MW 328 02/28/98 JOB NAME: C .A. E L :B A. ID L4 () 'I' 4- 1 OFFICE USE ONLY ESPECIAL. SEAT. OI04111W NI.V. PASO, lT 75925 03/02/98 4" BEARINQ LOCATION: CARLSBAD, CA. P$$OIC 4414 MEZZANINE BLDG 1 * LET. (800)462-4"2 fAX .iou-n (FLOOR) SS RIO END *** eom FOR: M.R. TIMBER QTY: 6 CHECK ECCENTRICITY * LIFT END NOTES: TYPE SF 1.-ALL JOIST TO HAVE AN ADmONAL 'LOAD I - i I OF_QQ_ Lbs. AT ANY PANEL POINT. I IN 2 : 2.- FLOOR TOTAL LOAD DEFLECTION TYPE R - (SaIl2) ______ SHALL NOT EXCEED L/240 - - ss.i-e/t,i-,/r .ar TYPE S LSJ-I3/1I-1/T suvr (UII-812) 3.- FLOOR LIVE LOAD DEFLECTION .. * * RIGHT END * * * BOTH ENDS SHALL NOT EXCEED L/450: . QIY 1DESCRIPTIONMARK BASE-LENGHT1 SEATS TCXLI ITCXR I BCXLI IBCXRI I CAL SEAT-HOLES ISLOPEI I RATE HIGH jEND IBC ILYY rBDLIBDR LGTHITYILGTHITYILGTH ITYILGTHITYI HLE II- IREJ GA 1 18LH798/480 T21 5' 1- IS 1/4"ISFI I - I1 - 'l I1.8LH798/4801 T22 Ii 0'- 2"1 5"I 5"I I- 15 1/4" IsFI —1 -1 I- 110'-7 1/4"l I I -I - I- I- 1' 118LH798/4801 T23 11 ,5'-2"1 5"1 5"1 I- 15 1/4" IsFI —1 -1 I- I15'-7 1/4"I I I -I - I- 1- I18LH798/4801 T24 119'-ll 718"I 51I 5"I I- 13 3/8" 1 S - I- I20'-3 1/4"I2 1/2"I41/VflIMO-4"I - I- I-• 2 I18LH798/4801 T25 I20'-3 1/4"I 5"I 5"I I_ I I_I LI I_ 0'-3 1/4"I MARK I AOOtflOHAL. CONCENTRATED LGO FRON LE B.L IADDITIONAL LOAD NET @IAXLAL LOAD FIXED MOMENT (D I LATERAL MOMENT(1)I MIN REMARKS LOAD I 01ST. LOAD DIST. J (JPLIF1jTCBC 0 LE RE LE RE T21 I I j 1UNIFORMJ CHORD 14.6K J SEE SKEW-4 RIGHT SIDE T22 I I I I 14.6K1 -J I I I- I —'— SKEW-4 RIGHT SIDE T231 I I I I I I I I4.6KI I I I I I I - SEE SKEW-4 RIGHT SIDE T24 I I I I I I 14.61<1 -1 I I I I- I T25 I I I I I I I I4.6KI-I I I I- I - •-- .-.-. .-. '- "--- - Q1Y DESCRIPTION MARK BASE-LENGHT_SEATS TCXL I TCXR BCXL J BCXR OA I I SCAT-HOLES SLOPE RATE HIGH END BC L'YY BDL BDR LGTH FrY LGTH ri' LGTH ITY LGTH TYI HLE HIRE I GA 2 18LH798/450 T26 19'L8 1/4"- '5" 5" I- - I - - 119'-8 1/4'J2 11t 1l 1/2'10-4" - - - 7181-1-1798/4801127 120'-1 1/4"I 5"I s"I I IoZz' IsFI J- O'-3 i/4'Ji 1/215 1/4j0-4"J I- - 0 Ii'8LH798/48oI T28 I2O'-1 1/4"I s'I s"I I- IO,-2" 1sF! I - I I- O'-3 1/(1 I -.3 I18LH798/4801T29 19'-9" I 5"I 5"I I- I I-I I -I —1- 19'-9" I I —I— I- I- I I I I I II II II II I I I I I MARK AOOfl1ONl. CONCENTRATED LO FROM LE 8.L ADDITIONAL LOAD VPLIF1jTC) NET IAXLALLOAD FIXED MOMENT(1) LATERAL MOMENT (1) MIN 1" REMARKS LOAD 01ST. LOAD DIST. UNWORN CHORD BC ) LE RE LE RE '126 124.7K T2 7J 14.6K1J I I I 1-1* T28 ' I I I I I' I I I4.6K1—I I I I f I $ T29 I I I I •• ____I4.6K1—I I 1 1= I * ** * I -I' I -••,I 1'IIII I I I II • JOIST BILL "OF MATERIAL SSR/SSC/LSJ DATE:.. SHEET IDW I&E 6 JOB #: 97-0377 REV: 02/03/98 PAINT: RED OXIDE DIPS ..L.,. r : 11-140 ! !O! 02/28/98 JOB NAME:, C.A:B.AiJ L'r 1 OFFICE USE ONLY spccipj..' SCAT 4" ØCARINO. 04 (000)4U-4772 03/02/98 , MEZZANINEBLDG 1 18 LEFT 04D" LOCATION: CARLSBAD, CA. FLOOR) 04 Now go *** som vos FOR: M.R. TIMBER QTY: 15 CHECK ECCENTRICITY * LEFT END NOTES: - TYPE SF 1.-ALL JOIST TO HAVE AN ADmONAL. LOAD. OFQ....Lbs. AT ANY PANEL POINT. 2.— FLOOR TOTAL LOAD DEFLECTION TYPE R • I2#1 SHALL NOT EXCEED L/240 .. TYPE S C'-") 3.— FLOOR LIVE LOAD DEFLECTION - * * RIGHT END * * * BOTh ENDS SHALL NOT EXCEED L/450 GIRDERS BILL OF MATERIAL GIRDERS'-'. 2 JOB # 97-0377 REV 02/03/98 PAINT RED OXIDE DIPS'."1 ' IUISTL ic 79925 r 000)452-4492 02/28198 03/02/98 JOB NAME: C AP L B. .AD T C.'Tk I EC1.rt 'V LOCATION CARLSBAD, CA OFFICE USE ONLY : : '•' 0 - (ROOF) BUILDING 2 FOR M R TIMBER !4f3R 2 QTY ::NoT BY 'WÔ ö4o NS't GIRDERS TO HAVE AN ADITION4-9i B. "N. i i R CO N1 ALL AT ANY PANEL POINT.' HOLD CLEAR 14!' 1 LEFT END CHECK PANEL P E STAMP REQ'D NOTES:2.- ROOF ' -",.-- TOTAL LOAD ON AA RIGHT END LEFT END DWGS STAMPED SHALL NOT EXCEED L/180. AAA BOTH ENDS * * RIGHT END APPROVAL CALCS REQ'D 3.- ROOF S LIVE LOAD DEFLECTION.,., * * * BOTH ENDS CI FINAL I KI 4AL PAI RE ''D A I I k I (\T tV# cr I IFE PLATE DESCRIPTION MARK I BASE-LENGHT' SEATS TCXL TCXR BCXL IBCXRI I OAL TOP—CHORD—HOLES J SEAT—HOL.ES BDL BDR LGTH Vt' LGTH Vt' LGTH ITYl LGTHITYI TLE TRE GA HLE IHRE. '! 48c5N1o.9K/4.3x Gil 39'-3 1/2-16- 6" - - 0-4" b-i/2" 39'-3 1/2" 1/8" O-4" i/2" 1/' r 1 I48G6N109K/43K1G12 147'- 1 1"I6' 16" I I- I I- I0 -4"I2 D-4"12 147'-, i"Ii 1/8"Il 1/8'jO-4"14 1/2"14 '1!5 1 0 1 148C7N11.3/4.3K1G13 I47'-3 1/2"I 6" 16" I k- I I- I0 -1/2"I2 IO-4"I2 I47'-3 i/2"I ji 1/810-4" 1/2J4 1/215" S... 3 14865N9.3K/3.841<11314 139'-3 112"I 6" 1 6- I I- I I- I0 -4"I2 -1/2'I2 I39'-3 1/2"Ii 1/8"I IO-4"J4 1/tI2 iirIs" E 3 I48G6N9 3K/3 84K1G 1 5 147 - 11 "I 6" 1 6- I- I I- I 0-4" 12 b-4!'12 147'-11-11 1/86 1/810-4"14 1/2"I4 iiz'ls" I' PANEL—LAYOUT ADDITIONAL CONCENTRATED LOADS JjN C),ISE]SMIC LOAD FIXED MOMENTa) LATERAL MOMENT MIN . .* REMARKS • MARK A # N ) B LOAD 01ST. LOAD DIST. UPLIFT1 TC. BC LE RE LE ., Gil fr-,ii/t 3 8-0" J7-4"2 8K7Y-Il1t2' I 1345K .-'.•C12 fr-lii/2'J4 I8'-O" JT-111/2'1 I 1 I I34.5KI—I I I I I- IA 000 •• :-- -k 'G13 I7'-4" 1 8'-O" I'-73/4"I2.8K127'-73/(l I I34.5K1 —1 J 3 18'-o"l - G14 Ii'-ii 1ff 3 8'-O" 7'-4"12.8K123'-11 i/ti I I I34.5K1 —1 I I I I ** I- Al - AAA fr-in(ij4 18'-Cr Ii-iitiI I I 1 I34.5K1—I I I :- - - p//c CJJ77357- '_•a) .?T-KlP3W "4CHtS 4 43)-LOAD IN KIPS. ./ GIRDERS BILL OF MATERIAL DATE 12/03/97 SHEET JDW BY. 2 OF 2 JOB #: 97-0377 REV: 02/03/98 PAINT: RED OXIDE DIPS: 1 JOB NAME: C.ALJSA]D L'I' 4.1 OFFICE USE ONLY M25 02/28/98 03/02/98 — M4016 =-4772 LOCATION: CARLSBAD, CA. (ROOF) BUILDING 2 PM FOR: M.R. TIMBER 0Th': 3 3/4"x2 1/2"xl '-3"(NOT BY I.S.P.) 1.—ALL GIRDERS TO HAVE AN ADITIONAL LOAD. OFJ222_Lbs. AT ANY PANEL POINT. 1 HOLD CLEAR 14" CHECK PANEL P.E. STAMP REQ'D NOTES: 2.— ROOF TOTAL LOAD DEFLECTION LEFT END * LEFT END DWGS STAMPED SHALL NOT EXCEED L/180 II RIGHT END _ I RIGHT END APPROVAL CALCS REQ'D .1 AAA BOTH ENDS * * * BOTH ENDS FINAL CALCS REQ'D 3.— ROOF LIVE LOAD DEFLECTION KNIFE PLATE SHALL NOT EXCEED L/240 I JOIST BILL OF MATERIAL SSR/SSC/LSJ DATE: 12/03/97 SHEET 1 OF 6 IE.O. JOB #: 97-0377 REV: 02/03/98 PAINT: RED OXIDE DIPS .L f 4 02/28/98 JOB NAME: CA E L :B A. L i © 'r 4- 1 OFFICE USE ONLY MI QUZW WWAL AM, IX 7"26 03/02/98 PlOW (WO)4W-4772 LOCATION: CARLSBAD, CA. BUILDING 2 (ROOF) VAX FOR: M.R. TIMBER QTY: 14 • :•X TC WIDTH 5" MIN. HOLD LEFT END HOLES @ TC 24" 0.0 A& RIGHT END STAGGERED © 12" O.C.AAA BOTH ENDS 1 MIN, ESPECIAL SEAT d!b'\. .3/4'xxl'-2'KP LEFT END CHECK EccENrRlcr * LEFT END IP I \ x4 ** RIGHT END * * RIGHT END H j, NOT BY I.S.P.000 BOTH ENDS )$()fC BOTH ENDS NOTES: -ALL JOIST TO HAVE AN ADITIONAII LOAD OF222..Lbs. AT ANY PANEL POINT. 2.— ROOF TOTAL LOAD DEFLECTION SHALL NOT EXCEED L/180. 3. ROOF LIVE LOAD DEFLECTION SHALL NOT EXCEED L/240 OTY DESCRIPTION MARK BASE-LENGH11 SEATS TCXL TCXR BCXL BCXR OAL SEAT—HOLES ISLOPE RATE HIGH END BC LYY BOL BDR LGTH ly LGTH TY LGTH TY LGTH TY HIRE GA 8 26K256/128 J28 47'-4 3/4' 0-3" 0-3" - _1 _1 __ - - - 47'-4 3/4' ~~q - - - - 2 I26K256/128 IJ29 147'-4 1/4I0 -3"I0 -3"I I- I I- I I- I I- I47'-4 1/4'I I. 13 1/4'I— I- '2 126K256/1281J30 146'-2" I0-310-3"IO-1"ISFI I-I I-I - 146'-3" I 1261<256/128 IJ31 I45'-7 1/2'I0—rI0-3"I7 1/4'IsFI I- I I- I I- I46'-2 3/4'I 1-1 1— I- 1 41_H200/100 1J32 I37'-9 1/2" 10-3" 10-3" 15 l/4"IsFl I— I I- I F- 138'-2 3/4'I MARK SSB LOAD ADDOt4AL LOAD 0 TC FROM BL LE. NET UPLIFT AXIAL SEISMIC REMARKS' LOAD DIST. LOAD 01ST. LOAD DIST. LOAD 01ST. TC ) BC J28 - 1 7.1 K I--- ---- 'J291 I—I I I I I I I 'J30 I 1—i I I I I ' I '1 17.1K F--- J------' J31 I— I I I I I I I I 1 17.1 K I--- I— - - - L..SEE SKEW 6 LEFT END,700# ea. ON 4 P.P. ONLY,© T.C. OF THE CENTER + 700/f SHEAR. J32 I I— I ' I I I ' I I I I 1. 1486K 1--- I ó # $•:. LSEE SKEW 6 LEFT END 1rrPIP' 'INUNF. (.))LD IN PIP5. (4)LW IN PLY DATE: SHEET JOIST BILL OF MATERIAL SSR/SSC/LSJ OF 6 1DWR.L 1E.O . JOB # 97-0377 REV 02/03/98 02/28/98 PAINT RED OXIDE DIPS .j_. OFFICE USE ONLY ; F- 14 81455M W. 13" PAS06 M C--- MW (WQ)4G2-4M JOB NAME C.AILIS At) IC) '1' 4 i 03/02/98 LOCATION CARLSBAD, CA.____ BUILDING 2 (ROOF) YM. FOR: M.R. TIMBER 36 QTY °' DESCRIPTION* MARK JBASE- LENGHf TCXR BCXL OAL I SEAT-HOLES ISLOPE1 RATE ENDJL. BDL BDR LSEEATS BCXRJ HIGH HLEHREGA :1 . J20K200/100 J33 33-4 1/4"1O-3 o-Y' 7 1/4"fsF — ___ - J- [3'-ii 1/2' — — — .•1 - I20K288/160 (J34 I25'-4 1/2"IO-3"lO--3"17 1/47fSF[ I- I I- 1 1- 125'-ll i/2j -1 -1-f- 28 124K232/1 281 J35 139'- 11 iM O-3"I O-3"I I- I -1-1 I - I -1-139--11 1/21 -1 —. I — 124K232/128 I J36 I39'-lO 1MO-3"IO-3"I I-I I-I I-I I- I39'-lO 1/21 I. 13 '/41 — I — 1 124K192/96 I J37 I39'-10 112"10-371 0-3"I I- I -1- 1 . I - I I- I39'-10 1/21 I 13 i/41 — I —, MARK SSB LOAD I # I. LOAD 0 TC FROM BL LE. NET UPLIFT AXIAL 3) SEISMIC REMARKS. LOAD 01ST. LOAD ) 01ST. LOAD 01ST. LOAD DIST. TCO BCO J33 17.1K i--- —s.'-- -SZESXEW6LEFTEND J34 I-f I I I 17.1 - SEE SKEW 6 LEFT END J35 1 I-I • . 1 1 1 I 17.1 K I--- I J361 I-I I I 17.1KI---I J371 I -I I I I J7.1KI----I ''TC WIDTH 5" MIN HOW CLEAR 14" , LEFT END '•', 3/8" HOLES @ TC 24" 0 C AA RIGHT END ,. STAGGERED @ 12" O.C. BOTH ENDS 1 MIN. ESPECIAL SEAT a3/4'x3xi —2KP ® LEFT END CHECK ECCENTRICE * LEFT END /(x4 I/fl2'—TKP OS RIGHT END ** RIGHT END ' _....JI L.. NOT BY I S F' *$* BOTH ENDS * * * BOTH ENDS NOTES: .'. -ALL JOIST TO HAVE AN ADITIONAL. LQD'. OFUQQQ..Lbs. AT ANY PANEL POINT..:-,"- ROOF TOTAL LOAD DEFLECTION SHALL NOT EXCEED L/189.1".- ROOF LIVE LOAD DEFLECTION SHALL NOT EXCEED L/240' I r.'J • I J L(.0 IN IcIIs. (4.) IN VLP 1j JOIST BILL OFMATERIAL SSR/SSC/LSJ DATE: SH3EETOF DWG: jEO" 6 JOB #: 97-0377 REV: 02/03198 PAINT: RED OXIDE DIPS :""'l 'F—,' BTF Gb- NTE .J28 02/28/98 JOB NAME CAR L S B.A r i o 'r 1 OFV10E USE ONLY 4 OI AlSO. 03/02/98 ' PIOC LOCATION CARLSBAD, CA BUILDING 2 (ROqF) — on': 5 NOTES: -ALL JOIST TO HAVE AN ADITIONAL LQAD OFJ0O_Lbs. AT ANY PANEL POINT. ROOF TOTAL LOAD DELECTIQN SHALL NOT EXCEED L/180 ROOF LIVE LOAD DEFLECTION.. SHALL NOT EXCEED L/240: BCXL BCXR OAL SEAT—HOLES JSLOPE RATE HIGH END BC; LW Vt' LGTH Vt' LGTH TYI HLE HRE GA 1 241<192/96 J38 39 -11 1/2!' 0-3" 0-3" — ___ — ___ — ___ — 39-11 1/2" — — — — 1 I24K256/128 1J39 139'-11 1/2"lo-rto-y'I I- F i-I I- I I- 139'-11 i/2"f —1-1 -1- I- I- .•1 1241_H200/100 IJ40 I39'-11. i/2"10 -3'10-3"i I- I I- I I- I 1- I39'-ll i/ti I -I- I-• I- 1 124K200/100 J J41 139--11 1/2" I 0-3"JO-3"J 1- I I- I I- I I- 139'-ll 1/2"J I .j. J241<256/1281J42 J39-11 i/ti O-3"JO-3"j i - I 1-] 1-1 J- 139'-ll 11f] J J.......... J_ • MARK SSB LOAD ADDITIONAL LOAD 0 TC FROM BL LE. NET ® UPLIFT AXIAL ) SEISMIC REMARKS LOAD 01ST. LOAD G 01ST. LOAD ) 01ST. LOAD ) 01ST. TC BC J38 — • . ____ ____ ____ 7.1K J391 I--I I I I I I7.1KI----I J401 I-I I I I I 148.6K1 ----404e# J41I I -I I .1 I I I 17.1KJ----J J42 I I -•I I . I I I I 17.1K I--.-. I FOR: M.R. TIMBER TC WIDTH 5 MIN. .: HOLD CLEAR 14" '3/87-.HOLES © TC 24" 0.0 LEFT END RIGHT END STAGGERED © 12" O.C. BOTH ENDS 1 MIN. ESPECIAL SEAT CHECK ECCENTRICr 3J4'x3"x1'-2'KP ef. LEFT END * LEFT END ¶ 4' I/2'X24KP ** RIGHT END * * RIGHT END B L NOT BY I.S.P. •** BOTH ENDS * * * BOTH ENDS On' DESCRIPTION MARK BASE-LENGHTI SEATS TCXL TCXR BDL BDR LGTH T( LGTH 1 çIFcP1 Lj)LD IN Icu5. (4)LI) IN PI.1 JOIST BILL OF MATERIAL SSR/SSC/LSJ TE: DA 12/03/97 SHEET R.L. 1I E.O. 4 OF 6 JOB #: 97-0377 REV: 02/03/98 PAINT: RED OXIDE DIPS .i.... , 02/28/98 JOB NAME: A L4 S B A ]D L 'I' .4-1 OFFICE USE ONLY 6X1 azw 1X 03/02/98 LOCATION: CARLSBAD, CA. BUILDING 2 (ROOF) FAX (SW)"2 44112 FOR: M.R. TIMBER QTY: 5 TC WIDTH 5" MIN. HOLD CLEAR 14" 40j$ .L.. NOTES: ,, HOLES 0 TIC 2 ,, 0. LEFT END 6' - i iX 1.—ALL JOIST TO HAVE AN ADITIONAL. LOAD C AAA RIGHT END - OF..i Q Lbs. AT ANY PANEL POINT. STAGGERED @12" O. BOTH ENDS V MIN T— (IIT 2.- ROOF TOTAL LOAD DEFLECTION .•., ""Z" ESPECIAL SEAT ciicci cccepnRcrry •- - SHALL NOT EXCEED L/180 :. i'm .3/4'xrxl'-2KP * LEFT END * LEFT END L._.. ________ 11 N- 314x4 Z-O'K • RIGHT END * * RIGHT END 24 3.— ROOF LIVE LOAD DEFLECTION NOT BY I.S.P. *** BOTH ENDS *** BOTH ENDS SHALL NOT EXCEED L/240 PTY 'DESCRIPTION MARK j BASE—LENbHTk_SEA . TrS TCXL TCXR BCXL BCXR HIGH BDL OAL SEAT—HOLES SLOPE DR LGTH T( LGTH Ti' LGTH TY LGTH TY HLE HRE GA RATE END LW I24LH181/100 J43 139' 11 1/2" 0-3" 0-3" - 1 I24K181/100 1J44 I39'-11. 112io-3'10-31-1-1 I- I I 1- 139'—ll 1/2"I I I-I- I 1- • I24K232/128 jJ45 139 '-11 1/2"103"I0-3" - I- 1 - I J- 139'—I1 1/2"1 i-I- I- I- 1 j2OLH241/160 JJ46 116'-8 1J4"10 -3710-11]"J I- 17 1/2"JSFI J j— 117'-3 3/4"J —1-1 -1- j- 3/41 1 I20K241/1601 J47 1 17'-7 3147I O-3'jO-3"I ----1 -1 1-I -1 -1 1-I17'-7 MARK SSB ADDITIONAL LOAD 0 TC FROM BL LE NET ® AXIAL SEISMIC REMARKS LOAD LOAD ) 01ST. LOAD 01ST. LW ) 01ST. LOAD DIST. UPLIFT J IC BC J43 - 4.91< J4.4.J I7.1KI---I I-I I I I I I I I I -- -- -- -- -- -- -- -- —AJ - -- -- -- -- -- -- -- -- -- -- —:'i - - -- -- -- -- -- -- --__--__--__- . - _i Q) -r,-,cw cz, II' ,sIr• —U...0 0' QTY 'DESCRIPTION MARK BASE-LENGHTI 117'-7 SEATS TCXL TCXR BCXL BCXR OAL SEAT-HOLES SLOPE RATE HIGH END BC LW BDL BDR LGTH TV LOTH TV LGTH ITY LGTHTY LDLE HRE GA 1 20K264/160 J48 3/4" 0-3" 0-3" — ____ — ____ — —. IT-i 3/4' — — — — 2 I20K264/1601J49 Iio'-iO" Io-3"I0-3"I I— .10 J24K232/128 IJ50 I39'-3 3/4"I0-3"tO-3"I I—I I— I I—I I— I39'-3 3/4'I I I —I— I— 1- 2 I24K232/128 IJ51 I39'-3 1/4"IO-3"IO-3"I I— I I— I I— I I— I39'-3 1/4'I 1-13 i14" I— I- 1 124K232/128 lJ52 [35-3 1/8"I0-3'IO-3"I — JO-3"lSFl I— I — .35'-6 1 /8"I I I —I— I— I— MARK SSB LOAD ADDITIONAL LOAD 0 TC FROM BL LE. NET UPLIFT AXIAL SEISMIC .. REMARKS LOAD DIST. LOAD 01ST. LOAD C) 01ST. LOAD (3) DIST. TC BC C) J48 — • 17.1K 1--- J9 17.1K I--- I--**— J50 I I—I I I I I I • I I 17.1K I--- J51 I—I I I I I I I 17.1K I I7.1KI---I-----**----- J52 t--"-- SEE SKEW 5 RIGHT END ,700# ea. ON 4 P.P. ONLY,@ T.C. OF THE CENTER + 700/f SHEAR. U LOCATION: CARLSBAD, CA. (900)462-4492 fm -. FOR:. M.R. TIMBER HOLD CLEAR 14' TC WIDTH 5 MIN. LEFT END 3/B' HOLES 0 TC 24" 0 C RIGHT END STAGGERED 0 12' 0 C BOTH ENDS 1 MIN ESPECIAL SEAT CHECK ECCENTRICI1 3/(x3xl -2"KP LEFT END * LEFT END Ip \ /'4 '' ** RIGHT END ** RIGHT END NOT BY I.S.P. BOTH ENDS * * * BOTH DDS NOTES: -ALL JOIST TO HAVE AN OF...122Q..Lbs. AT ANY PANEL POINTi• 2.- ROOF TOTAL LOAD bt!&ECTION,. SHALL NOT EXCEED 3- ROOF LIVE LOAD DEFLECTION; SHALL NOT EXCEED L1240.. JOIST BILL OF MATERIAL SSR/SSC/LSJ TE: DA 12/03/97 SHEET DWG R. : ! 5 OF 6 JOB #: 9.7-0377 REV: 02/03/98 PAINT: RED OXIDE DIPS ...L JOB NAME: CAIL .A1J OFFICE USE ONLY F-14 mr4sm cer. am xls 02/28/98 6001 G%1tY NT C. AI50 IX. 79925 MCK (SW)4U-4772 03/02/98 • BUILDING 2 (ROOF) __________ QTY: 16 OW DESCRIPTION MARK IJ28X BASE-LENGHTI SEATS ITCXLI I TCXRIBCXL BCXR 'o L A 1__5 TO I SLOPE RATE HIGH END BC LW BDL BOR LGTH TV LGTH TV LGTH TV LGTH 're' HLE I HIRE I GA 1' 26K256/1 28 47'-4 3/4" 0-3" 0-3" — — — ____ — 47'_4 3/4" — — . — I26K256/128 1J35X I39'-ll 112"IO-37 I0-3"I I- I I- I I- I 1- 139'-ll 112"I I I— I— I- 1 I26K256/128 1J39X 139'-11 11ZIQ.3"I0-3"1 ' 1- I I- I I- I I- I39'-ll i/2"l I—i--- I-• I.. .i. I24K232/1 28 IJ50X 139'-3 3/4."IO-3"10-.3"I j.... I I- 1 1 — RK SSB LOAD DOONAL LOAD 0 IC FROM BL LE. ' 'MA , NET UPLIFT AXIAL ) SEISMIC REMARKS ;'.':' LOAD '01ST. LOAD G 01ST. LOAD ) DIST. LOAD 01ST. TC ) BC J28) — ' ___ ___ 7.1K i--- --s.--' ea. ON 4 P.P. ONLY,@ T.C. OF THE CENTER + 700# SHEAR. J35X1 I—I t1 I I I I I I7.1K1---I ec. 'ON 4 P.P. ONLY,@ T.C. OF.THE CENTER + 700# SHEAR. J39)ç I I —I I I' I I I I .1 I I7.1I<I---I ea. ON 4 P.P. ONLY,@ T.C. OF THE CENTER + 700 SHEAR. soxI I —I I I I I I I I '-700# ea. ON 4 P.P. ONLY,0 T.C. OF THE CENTER + 700# SHEAR. I H I I 1.1 I I II ti. I -- JOIST BILL OF MATERIAL SSR/SSC/LSJ DATE SHEET DWG: 12/03/97 R.L 6 OF 6 JOB # 97-0377 REV 02/03/98 PAINT RED OXIDE DIPS ' OFFICE USE ONLY . 02/28/98 JOB NAME: C.ArI..:B.A]D I-, C) 4. i Allso.03102/98 LOCATION CARLSBAD, CA BUILDING 2 (ROOF),. FAX' FOR: M.R. TIMBER. QTY 8 NOTES: . -ALL JOIST TO HAVE AN ADITIONAL LOAD OFJ200 Lbs AT ANY PANEL POINT 2.- ROOF TOTAL LOAD DEFLECTION SHALL NOT EXCEED L/180 '3.- ROOF LIVE LOAD DEFLECTION,: SHALL NOT EXCEED L/240;:'. WIDTH 5" MIN.' HOLD CLEAR 14!' LEFT END 3/8" HOLES 0 TC 24" 0.0 RIGHT END STAGGERED © 12' 0.C. AAA- BOTH ENDS 1 MIN ,_••_'•1I z-=' ESPECIAL SEAT CHECK ECCENTRIC I1M1i"\ '3/.'xrxr-2KP I* LEFT END * LEFT END .3/4'x4112'K24KP 00 RIGHT END * * RIGHT END NOT BY I.S.P. *** BOTH ENDS * * * BOTH ENDS ki) - P. I —K Ip-b c4)INcp1t 4 IN KIPS. (4)LW IN PILP WORKSHEET .42/03/97 'p- AlijJOB : 9.7-0377 . : REV: 02/03/98 PMNT: RED 'OXIDE 02728/98 IJOB NAME: C.ARLB.AD LOT 4-1 ' - F-u amw .~WLIL D I LOCATION: CARLSBAD, CA. . ceoo MEZZANINE & ROOF BLDGrm 2 FOR: M.R. TIMBER TYPE X—WELDED (ssJ OR LSJ) X—BOLTED (LsJ ONLY) X—BOLTED (SSJ ONLY) D E • 7f1CxI 1/2' SLOT _ SLOT AT & ONLY 11/1 C HOLES & SLOT • OCTM. 29 HOLES & SLOT • OCTAS. 2A 7/IC HOLES & SLOT OCTAL 2 HOLE :.#z T • DETAIL lIA DETAIL 2,2A,2113 DETAIL COPED 'DIM A I . . b JOIST SIZE OR BEAM DEPTH 1F '1 r Ul DIM "Cr DIFF. IN ELEVATION PIECES MARK ANGLE SIZE DETAIL DIM "A" DIM "B" DIM "C" DIM "D" 20 - - 20-26K 54 - - 54-24K - - 6 - 6-201< 3 - - 3-24LH - - - - 1 - - 1-20LH - - - - 30 HB 1 1/47xl 1/4'x7/64' 20' —0" - - - - 24 KB 2"x2" xl/8" ' " • - - - - JOIST BILL OF MATERIAL SSR/SSC/LSJ DATE: 12/03/97 SHEET lowG: R.L. J CE!Q."" JOB #: 97-0377 REV: 02/03/98 PAINT: RED OXIDE DIPSJ_ - 02/28/98 JOB NAME: C A. 1 L. S A. I) L C) 'I' '1- 1 OFFICE USE ONLY ESPECIAL SEAT dOO? auasv ItST. . 7X 79925 S 03/02/98 " BEARING -"14 LOCATION: CARLSBAD, CA. MEZZANINE BLDG 2 .: FOR: M.R. - FAX (91-4729 V V IDOTh (CAL)— CHECK ECCENTRICITY * LEFT END TIMBER QTY: 20 *'.anl ENDS. NOTES '3( ' TYPE SF I.-ALL JOIST TO HAVE AN ADmoNAL. LOL u OFQ2.Lbs. AT ANY PANEL.POINTi 7 om 2.- FLOOR TOTAL LOAD DEFLECTION TYPE _____ . . SHALL NOT EXCEED L/240.,,. J-*/*9I-I/T *.OT TYPE S :.......,' - A -'"'-" (SAM-sit)3.- FLOOR LIVE LOAD DEFLECTION.. * * RIGHT END ** * BOTH ENDS SHALL NOT EXCEED L/45O QT' DESCRIPTION MARK BASELENGHTj __ SEATS TCXL I ITCXR I I BCXL I IBCXR CAL SEAT—HOLES RATE ISLOPEIHIGHIBC END BDL BOR LGTH I LGTH JILGTH II LGTH TY HLE HRE GA 14 1 8LH786/480 T30 23'-4 3/4 5" " 1 I -1 I -1 - b'-4 31(1 JLYY 3 118LH786/480 1T31 I23'-4 3/471 s"I 5"! 1- 1 1- 1 I- I I- 3/4'1 Ii 1124D-4"l- 1- 1- 1 I'18LH786/480 1132 123'-4 3/4"! 51 5I I- I I-I I -[ I -I23'-4 3/4"! Ii 1/2f0 -4"I - I - - '1 118LH786/4801 T33 I19'-2 3/471 5"! 5"Ii 1/2"ISF! I - f 1-I 1- I19'-4 1/4'!1- 1 Ii 8LH786/480 1 134 I13'-2 7/871 5" s"I 1 1/215F1 I- I - I 1134 3/8'! -1 — 1 - MARK I *OOlTONAL CONCENTRATED LG*O ROM LE B.L ADDITIONAL LOAD DIST.RE JCHORDjuPuFTITCIBC NET &AXIAL)L0AD FIXED MOMENT) MIN I REMARKS LOAD I LOAD 1 DIST. UNIFORM (3) LE RE LE I LATERAL MOMENTa)1 T30 I4.6K1 J J — T31 l I I 14.6K!—! I I 1- 1** * T32 I I I I I I23.4 —1 T33 I I I I I 14.6K! —! I j- [** * -SEE SKEW-3 LEFT SIDE T34t I I ___S ____ ____ I —14.61<1 -1 I I 1- I* * -SEE SKEW-3 LEFT SIDE !1)'I FS)L..D IN KIPS. (4)-LOAD IN PLF JOIST BILL OF MATERIAL SSR/SSC/LSJ DATE: SHEEF 5R.L. 1E0 JOB # 97-0377 REV 02/03/98 PAINT RED OXIDE DIPSJ........ IF 0225'98 JOB NAME: c.ARLs:BA]J LJOT 4r 1 OFflCE USE ONLY ESPECLAL SEAT' ARINO' 4" !! &U=V,NW.9L PAS06 M " Pima ("0)4w-4772 LOCATION: CARLSBAD, CA. O/O2/98 MEZZANINE BLDG 2 (018)m 14 FOR: .R. TIMBER Qi M. WMM-O 01 CHECK ECCD1TRICflY * LEFT END y — — -- -- r:- -•- n- —_— ___ -- -- -- -- -- -r:. SEE iI LEFT iII1 -- -- -- -- -- -- -- -- _. -r.r -- -- —.— -- -- -- .— -- -- -- - -- -- -- -i— -- -- 14- -- -- -- --- -. -- (1) P1P(t5 r71 INCP4S 4 U's) rw, IN P(1P (4) 1 QAL' IN 'LP es mw,gmo (FLOOR) ® BOH5 N 0 T ES _________ • TYPE SF 1.—ALL JOIST TO HAVE AN ADONAL LOAC em ~I OFQQ... Lbs. AT ANY PANEL POINT. - NO uftan no um I TYPE R • . _MMISSIIS 2.— FLOOR TOTAL LOAD DEFLEc1ipN 4.!jt:!t - • , SHALL NOT EXCEED L/240 ..... TYPE S LIJ-I3/ltd—I/t ILOT '-" '.3.- FLOOR LIVE LOAD DEFLECTION' **RIGHT END *** BOTH ENDS '•' SHALL NOT EXCEED L/450•".' ,....I FATc ITr'vi I ITCYP I I RCXL I IcI I ' I SE.AT-HOLES Ici rPcII4IcWI'P(I' JOIST BILL OF' MATERIAL SSR/SSC/LSJ DATE: 12/03/97 SHEET 3 OF 5 JOB #: 97-0377 REV: 02/03/98 PAINT: RED OXIDE DIPS_L... F-14 a rr 02/28/98 JOB NAME: CLS BA.D LCD 'r 4- i OFFICE USE ONLY ESPECIAL SEAT Of GU U C. MW. IX. 79925 NIV "°' 03/02/98 BAJIN MEZZANINE BLDG 2 * LaTD 4414 LOCATION CARLSBAD, CA (FLOOR) ** OHTDD . FOR: M.R. TIMBER QTh': 19 (800)462-4492 (916)532-4728 **OIHDIDS 3. eHK FCCHTRIflY * LEFT END NOTES: t ' S S 1YPE SF 1.-ALL JOIST TO HAVE AN ADITIONAL LOAL OF2Q.Lbe. AT ANY PANEL POINT. mow LW ff le a 7 2.- FLOOR TOTAL LOAD DEFLECTION 44 " SHALL NOT EXCEED L/240 am TYPE S. 3.- FLOOR LIVE LOAD DEFLECTION. **RIOHTEND )k)k)kB0Th ENDS SHALL NOT EXCEED L/450 9W 'DESCRIPTION MARK BASE-LENGHT1 SEATS TCXLI I TCXR I I 8 X I IBCXR OAL _L_3114 SEAT-HOLES ISLOPE RATE IHIGH lEND IBC 1Lrf BDLI BDR LGTH IWI LGTH H LGTH Im'I LGTH TY HLE HRE I GA :9 118LH786/4801 140 124'-2 1/4"I. 5") 5" I- I0—i"ls 1-1 I I—i - - 2 118LH786/480 I T41 123'-7 3/4I 5"I 51-1 - I I- I I- I I- '-7 31 h 1/2 1/21o.-4!T - I- I- :1. I18LH786/4801 T42 I14'-2 3/4N1 5"I s"I I- I I-I I - I I- Ii4'-2 31(11 112"l IO-4I - I- I- 6 I15LH786/4801 T43 I23'-ll i/2"I 5"I 5"[---J- 1-1-1 I -I I - 1 I18LH786/4801 T44 I23'-11 1/2'i 5"I I I- I I-I I- MARK IADDITI0NAL LOAD] NET &AXIAI4LOAD FIXED NOhIENT) MIN LOAD 01ST. I LOAD 01ST. IUNIFORM ICH0RD1uPLInjTCIBC LE RE LE LATERAL MOMENTa1 l")f RE T40 I I I I i I 14.6K1 J -10 REMARKS - ** * T41 T42 I I I I I I I37.11KI - I I I I I I -HOLD CLEAR 7"L.E. T43 I I I I I I I I4.6K1 —I I I I I- I** *** T44 I I4.6K!-1 I I I I- 1181198* -.r,,.r,t 4 (J) LU IN LIJIJ IN PJ celo)032-4fle NOTES: I &M LDWH ( U) ITeX 1 TYPE SF I.-ALL JOIST TO HAVE AN ADIT1ONAL LOA[ OF_QQ_Lbs. AT ANY PANEL POINT. I I 2..POThPèIQ'IXTDI 2.- FLOOR TOTAL LOAD DEFLECTION TYPE R a 8L SHALL NOT EXCEED L/240 TYPE S ALL LENGTH (GAL) I (i-sit) 3.- FLOOR LIVE LOAD DEFLECTION .4... irn rmn * * RHHT FEND * * * ROTH ENDS SHALL NOT EXCEED L/450 JOIST BILL OF MATERIAL SSR/SSC/LSJ DATE SHEET 4 OF 5 J12/03/97 L cKD BY JOB #: 970377 REV: 02/03/98 PAINT: RED OXIDE DIPSJ_ ,-. an . 02/28/98 JOB NAME: C A I. L4 ]3 .A I) L C) 'r 4 1 OFflCE USE ONLY ESPECIAL SEAT 4" BEARING 600$ G4ThIY ISTC. PASO. TX "' 03/02/98 MEZZANINE BLDG 2 $ LEFT DID • • LOCATION: CARLSBAD, CA. • (FLOOR) * * mow END FOR: M.R. TIMBER QTY: 6 *** BOTH ENDS - Qrr' 'DESCRIPTION IMARK BASE—LENCHTI SEATS I TCXLI ITCXR I I OCXL BCXR OAL SEAT—HOLES ISLOPEI RATE HIGH 1END IBC 1LYY BOL BDR LGTH Ir '15"1 ITYI LGTH LGTH HLE HRE GA 1 118LH786/4801 T45 16'-2 1/4"i 5 LCTH I k1_7 1/4"I I— 1 I18LH786/4801 T46 I12'-2 1/4"! .5"1 5"! I- b-s" IsI I -I I- I12'-7 1/4"! IIIffflIMO-4"I - I- I- 1 I18LH786/480 IT47 118-2 1/4"! 5I 1- b-5" ISFI I- I I- I8'-7 114"I I- 1 Ii 8LH786/480 I 148 I24'-3 1/4"! 5"1 1/4" Ii 1/2"IO - 4'IO-4"I I- 2 I18LH786/4801 T49 I24'-3 1/4"I 5"I 5"I I- I I-I I -I - 4'-3 I - MARK I nomoNM. CONCENTRATED LGD FROM LE 8.L IADDITIONAL LOAD I NET ®I AXIAL qLOAD I FIXED MOMENTS I LATERAL MOMENT (DI MIN i" I REMARKS LOAD 01ST. LOAD 01ST. PLIF1jTCIBC LE RE I LE RE T451 I i I I i IUNIFORM1CHORDF 7_ I I SEE SKEW-7 RIGHT END T46 I I I I I I I I4.6K1—I I I I- I * -SEE SKEW-7 RIGHT END T47 I• I I I I I I4.6K1— I I I I I- I * )III( 'SEE SKEW-7 RIGHT END T48 T49 I I I I I I I4.6K1 ml JOIST BILL OF MATERL4L SSR/SSC/LSJ TE DA 12/03/97 SHEET 5 OF 5 JDWO L 1E0 IJOB # 97-0377 REV 02/03/98 PAINT RED OXIDE DIPS...L.. ar. $IRIE . 328 JOB 02/28/98 NAME: C A L S At) I.. C) 'r 4, i OFFICE USE ONLY ESPECIAL SEAT 4" BEARING Ot 7ThIV utsia 03/02/98 MEZZANINE BLDG 2 * LEFT END P"OK (OW)4W-4772 LOCATION: CARLSBAD, CA. (FLOOR) ** RMW END (800)462-4412 FOR: M.R. TIMBER QTY: 1 (916)632-4728 $* OTH ENDS rAX NOTES: TYPE SF 1.—ALL JOIST TO HAVE AN ADITIONAL LOA OF.QQ_Lbs. AT ANY PANEL POINT. i TYPE R .. 5~$~mvm SHALL NOT EXCEED L/240 2.— FLOOR TOTAL LOAD DEFLECTION (eAmI-RI2) ____________ - nj-e,'lel-,/T .OT -ALI. LDIGTH (G'.I.) - L_ç_ TYPE S '•" 3.- FLOOR LIVE LOAD DEFLECTION - - i rr * * PK}41 END * * * ROTH FNOS SHALL NOT EXCEED L/450 DESCRPTION - - ••— -- - - • . U U _ • U • U • U U U -- .- -- -- -- -!' - - V., _I..'-,.---- -. P1 •"r' - SKEW-7. FULL SKEW RIGHT SIDE FAR. SIDE A 31. 4 .' SKEW-6 FULL SKEW - LEFT SIDE NEAR SIDE 4. k SKEW-6A FULL SKEW LEFT SIDE NEAR SIDE 71/t bVT's\ I 41('4tx SKEW-4A FULL SKEW RIGHT SIDE FAR SIDE SKEW FULL SKEW LEFT SIDE NEAR SIDE SKEW'... FULL SKEW RIGHT SIDE FAR SIDE SKETCH-4Z )60T. 3&60 'a. PHOW (918)532-4720 : _____________________________ . a • ____ 7 J \ SKEW—i FULL SKEW LEFT SIDE NEAR SIDE Sk 71/r SKEW-2 FULL SKEW RIGHT SIDE FAR SIDE SECTION 11 I 60r. WAM SKEW ' S.H'EET DATE SHEET DWG: R.L 1E0 BY OF 1 JOB # 97-0377 REV 02/03/98 PAINT RED OXIDE DI .'s VMM25 02/28/98 JOB NAME CL 13 A. t) L(D 'r 4 1 OFFICE USE ONLY 6001 04aw II5r.a PAW, 03/02/98 LOCATION: CARLSBAD, CA. ROOF & MEZZANINE (BLDG :1:&.2) . . . FOR: M.R. TIMBER. . QTY: ,. SKEW-5 FULL SKEW RIGHT SIDE NEAR SIDE SECTION A 1 Nat. xAI ... . - - - / international Structural T°' Corp March 12, 1998 Reference., CARLSBAD LOT41. ... Open Web Steel Joist Calculations. . .. RECEIVED. ISP Job # 97-O377-Car1sbad,CA. . MA R COLLINS. To whom it may concern: Please find attached the final calculations for the above reference job. . This isto certify that International Structural Products Corp. designs and fabricates . S according to the latest adoption of the Steel Joist Institute's Spec fications. S If you have any questions, please call our office. Respectfully R ROFESs,0, , SALVADOR NL1EZ CIVIL Salvador Nuifiez,, 0, VF73 ff 2 NO. 35210 F-14 Bassett Center Suite 328 • 6001 Gateway West • El Paso, Texas 79925 : Phone (915) 532-4414 • Fax (915) 532-4728 5 5•. - 4- .. ': MATERIAL bESiG Job Number Job Name: - 97-0377 CARLSBAD LOT 41 - ROOF \ Location: ,. Joist Description: -- CARLSBAD, CA Girder Load @ Diag 48G6N8.4K -- Chord ProDerties .l3I5!98Mark Gi Chord Area Rx Rz Ryy Y I Q Material TC 2.0867 1.0826 0.6900 1:8419 0.9902 2.4454. 0.9854 3E = 3 1/2 x 3 1/2 x.312 BC 1.3105 0.9336 0.5937 1.6283 0.8340 1.1423 0.9223 31=3x3x.227 Axial and Bending Analysis Bending Load: Fy: Fb: . Mom of Inertia: LL 240: TL 180: Max 8ridg TC: Max artdg BC: 0.00 50,000.00 30,000.00 3,4.36.21 2,019.20 2,692.26 26-1 1/8 1 32-6314 Top Chord Check End Panel LE First Panel LE Interior Panel 48.Oj First Panel RE End Panel RE Gap Between Chords: 11.00 Length 19.00 96.00 48.00 49.25 Max Load Filters TC: 92,024.39 Bending Load Axial Load 0.00 49939.32 - - 0.00 76,888.69 - - 0. 0 0 11 41173.94 Max Load no Fillers TC: 86,820.60 fa 11,966.35 - 18,423.90 - 9,866.011 Maximum KL/r Fa 27.54 27,075.52 - - 62.44 22050.69 - - 71.38 20,475.60 MinWeld Len2X: 0.7500 Fe 484,777.46 - 75,956.89 - 72,150.141 BC Stress: Cm 0.9926 - 0.9030 - 0 . .95901 1 28,414.42 FTC 0AUR)?y: 297.6562 1 Panel Point Moment 0.00 - 0.001 0.001 Mid Panel Moment 0.00 - 0.00 - 0.001 BCLJRz: Panel Pointfb 0.00 - 0.00 - 0.0011166.7397 Mid Panel fb 0.00 - 0.00 - 0.00 Fillers 0 - 0 - 0 Panel Point Stress 11,966.35 - If 18,423.901 - 9,866.01 0.4818 Mid Panel Stress - 0.4420 - 0.83551 - Web Desicin Member Qty Web Tension Allow Tension Web Comp I Allow Camp Weld Material W2 2 47,201.89 52,450.56 0.001 15,663.53 13.7x0.232 282x2x.232 W3 2 0.00 54,001.86 28,633.311 29,831.25 10.3x0.187 2A=2 1/2x2 1/2x.187 W4 1 15,604.10 23,339.25 0.001 4,043.32 5.6 x 0.188 26 = 2 x 2 x.205 W5 2 0.00 37,525.86 15,604.101 16,197.30 6.4 x 0.163 23 = 2 x 2 x.163 W6 1 11,293.42 16,546.53 0.00 2,916.62 5.3x0,143 212x2x.143 W'7 2 0.00 29,062.50 11,293.42 12,413.91 6.1 x0.125 20=2x2x,125 W7 2 0.00 29,062.50 -11,513.37 12,413.91 6.2x0.125 202x2x.125 W6 1 11,513.37 16,546.53 0.00 2,916.62 5,4x0.143 212x2x.143 W5 2 0,00 54,001.86 23,629.68 30,744.49 8.5x0.187 2A=2 1/2x2 1/2 x.187 W4 2 23,629.68 26,619.84 0.00 6,344.43 10,2 x 0.156 1J = 1 1/2 x 1 1/2 x .156 W3 2 0.00 42,781.86 24,781.99 28,568.83 8.9 x 0.187 25 = 2 x 2 x.187 W2 2 36,232.45 42,781.861 0.001 17,809.561 13,0 x 0.187 25 = 2 x 2 x.187 Vi 1 2 0 29,062.50 11,7291 12,976.18 6.3x0,125 20=2x2x.125 V2 1 1 0 9,786.931 1,5381 2,014.051 2.0x0.113 ic = 1 1/2x 1 1/2 x.113 : - Job Number Job Name:to Ruh 97-0377 CARLSBAD LOT 41 - ROOF •.. 316198 Location: - Joist Description: . .,. .. Ma,lc :i u' CARLSBAD, CA Girder Load @Dlag48G6N8.4K ' - IIGeometry Base Length: 39-3 1/2 Working Length: 38-11 1/2 Joist Depth: 48 00 Efective Depth: 46.43 I BC Pane! Length: Special Panels I Shape: 1paraiiei Chords Variable Left End Right End _________________________________________________________________ BC Panel 3-73/4 . 4-0 IC Panel 3-73/4 4-0 7EZ\ First Half 0-0 3-7 1/4 First Diag: 1 3-73/4 17-71/4 Depth 148.00 148.00 Loads Point Load at Diagonals 1 8,400.0011 Concentrated Load TC @ 19-7 3/4 i,000.00l Concentrated Load IC @ 11-7 3/4 1 2,450.001 jAddibonal Shear in Webs 500.00 TC Axial Load 1 29000.00 Stress Analysis Un,fcrm TC: 0.00 Ut-alarm BC: Reaction LE: 0.00 29,135.05 Reaction RE: 24,714.95 Minimum Shear: 7,283.76 Max TC Comp.: 71,569.05 Max BC Tension 68,365.72 Member TC Tension 'IC Compresionl BC Tension BC Compresion Web Tension Web Camp. Web Length PP Dist. W2 0.00i 38566.531 0.00 0.00 34206.06 0.00 62.44 0-2 W3 0.001 38566.531 22,422.04 0.00 0.00 25,435.05 46.43 3-73/4 W4 0.00 51387.371 22,422.04 0.00 24,502.11 0.00 66.78 3-73/4 W5 0.001 51,387.37 56,610.951 0.00 0.00 24,502.11 66.78 7-73/4 W6 0.00 68,616.25 56610.95 0.00 10,476.49 0.00 66.78 11-73/4 W7 0.001 68,616.25 68,365.721 0.00 0.00 10,476.49 66.78 15-73/4 W7 0.001 71,569.05 68,365.72 0.00 0.00 8,217.42 52.38 19-73/4 W6 0.00 71,569.05 64485.08 0.001 8,217.42 0.00 52.38 21-8 W5 0.00 60,720.21 64,485.08 0.001 0.00 18,144.52 66.78 23-81/4 W4 0.001 60,720.21 39,435.47 0.00 18,144.52 0.00 66.78 27-81/4 W3 0.001 36993.96 39,435.471 0.00 0.00 28,720:13 63.45 31-8 1/4 W2 0.00 36,993.96 - 0.00 0.00 29,582.56 0.00 65.361 35-3 1/2 Standard Verticals Member Position Max Tension Max Comp. Length I Vi End Panel 0.00 1,431.38 46.43! V2 Interior 0.00 1,431.38 46.431 C - MATERIAL DESIGN Job Numbe, Job Name: ..'Date Rw:97-0377 CARLSBAD LOT 41 - ROOF 316198 Location: Joist Descnption: Mast -. - ie CARLSBAD, CA Girder Load Diag 48G6N8.4K IG2 ' Chord Properties Chord Area Rx Rz Ryy Y I Q Material TC .1.6070 0.9260 0.5907 1.6401 0.8536 1.3780 1.0000 35 = 3 x 3 x.281 BC 1.1875 0.7695 0.4915 1.4400 0.7171 0.7031 1.0000 2F = 2 1/2 x 2 1/2 x.250 Axial and Bending Analysis Bending Load: 0.00 Fy: 50,000.00 Pb:. 30,000.00 Mom of Inertia: 2,946.25 U. 240: 2,792.29 TL 180: 3,723.05 1 23-27/8 Max Bndg TC: Max Bndg BC: 1 28-9518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 41.75 48.00 24.25 43.25 46.001 1.00 Bending Load 0.00 - 0.00 - 0.00 Max Load Fillers TC: Axial Load fa 38566.53 11,999.25 - - 71,569.05 22,267.37 - - 36,993.96.;Max Load no Fillers TC: 11509.98 82,548.47 77.87H Min Weld Len 2x: Maximum KUr 70.68 - ' 58.53 - IFa 20,811.51 - 22,966.21 - 19,433.87' 0.7500 F'e I 73,46348 - 217,751.41 - 6051580JBCStress: 0.9429 28,785.57 Cm 0.9510 - 0.9591 - Panel Point Moment 0.00 - 0.00 - Mid Panel Moment 0.00 - 0.00 - 0.00 285.0470 BC LJRz: Panel Pointfb 0.00 - 0.00 - 0.00 195.3371 Mid Panel fb 0.00 - I 0.00 - 0.00 Fillers 0 - 4 - 0 Panel Point Stress 11,999.25 - I 22,267.37 - 11,509.98, Mid Panel Stress 0.5766 - 0.9696 - 0.5923, Web Design Member Qty Web Tension Allow Tension Web Camp I Allow Comp Weld Material W2 2 34,206.06 56,250.00 0.001 26,459.11 9.2 x 0.250 29 = 2 x 2 x.250 W3 2 0.00 56,250.00 25,435.051 37,034.06 6.9 x 0.250 29 = 2-x 2 x.250 W4 2 24,502.11 37,525.86 0.001 16,118.27 10.l x0.163 232x2x.163 WS I 2 0.00 54,001.86 24,502.111 30,671.90 8.8x0.187 12A=2 1/2x2 1/2x.187 W6 I 1 10,476.49 16,546.53 0.001 2,901.27 4.9x0.143 121 = 2x2x.143 W7 2 0.00 29,062.50 10,476.491 12,366.85 5.6 x 0.125 120 = 2 x 2 x.125. W7 2 0.00 21,562.50 8,217.421 8,464.92 4.4 x 0.125 1E = 1 112 x 11/2 x.125 W6 1 8,217.42 13,309.92 0.00 2,095.62 3.5x0.156 1J = 1 1/2x 1 1/2x.156 W5 2 0.00 42,781.86 18,144.52 18,201.29 6.5x0.187 252x2x.187 W4 1 18,144.52 28,125.00 0.00 4,802.54 6.5 x 0.188 129 = 2 x 2 x.250 W3 2 0.00 60,903.36 28,720.13I 37,118.99 9.1 x 0.212 2C = 2 1/2 x 2 112 x.212 W2 2 29,582.56 46,678.50 0.001 20,563.66 9.7x0.205 262x2x.205 Vi 1 0 9,786.93 1,4311 1,992.12 2.0x0.113 1C = 1 1/2x 1 1/2x.113 V2 1 0 9,786.93 1,4311 1,992.12 2.0x0.113 1C = 1 112x 1 112x.113 : Job Number . Job Name: :. DateRIj• 97-0377 CARLSBAD LOT 41 - ROOF 3I5!98.j ( Location: Joist Descnption: ,..- CARLSBAD, CA Iblr'de"F Load@ 'DIag G2NO.72K enmetry Base Length: 148 Woming Length: 14-4 Joist Depth: 148.00 Efective Depth: 46.61 BCPanel Length: Ii @74 I Shape: Parallel Chords Variable Left End Right End 48.00 BC Panel 4-0 4-0 TC Panel 4-0 4-0 First Half 2-81/2 3-11 112 First Diag. 6-81/2 7-11 1/2 Depth 48.00 Loads Point Load at Diagonals 10,720.00 Concentrated Load TC @ 6-8 1/2• 1,000.00 Additional Shear in Webs 500 0011 TC Axial Load 74,800.00 Stress Analysis Uniform TC: Uniform LC: Reaction LE: • Reaction RE: 0.00 0.00 111,731.05 10,708.95 Minimum Shear: Max TC Comp. 2,932.76 1 60,815.62. Max BC Tension 10,729.75 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 1001 60,815.62 0.00 0.00 9,653.62 0.00 65.49 0-2 W3 .0.001 60,815.62 10,729.75 0.00 0.00 8,376.39 56.82 4-0 W3 9.00160,059.11 10,729.75 0.00 0.00 8,350.90 66.55 6-8 1/2 W2 0.00160,059.11 0.00 0.00 8,217.61 0.00 65.49110-8 Standard Verticals Member Position Max Tension Max Comp. Length Vi End Panel . 0.00 1,216.31 46.61 V2 Interior 0.00 0.00 0.00 .. .. .. - .2 .. ,. a ... .2 --- - P. ...... . . Job Numbes 97-0377 I7L.... Location: . -. ...... .... ........."••'.-'-';•,....• MATERIAL DESIGN Job Name: •• . . ....... • •. Dat CARLSBAD LOT 41 - ROOF • '. . .. . 3I5I -. Joist Description: •.. . ,.•. . . - CA Girder Load Diag 4.8G2N10.72K II Chord Pronprtiec Chord Area Rx Rz. Ryy Y I Q Material IC 1.4375 0.9304 0.5924 1.6333 . 0.8424 1.2442. 0.9607 33 = 3 x 3 x.250 BC 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 0.8343 202x2x.125 Pb: . 30,000.00 I Mom of Inertia: 1,575.69 LL 240: 29,986.18 I TL 180: 39,981.57 Max Bridg TC: 123-i 5/8 I Max Bndg BC: 24-4 5/8 End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords.* 1.00 46.0011 - 0 60,059.11 '64,549.32 Max Load no Fillers TC: 20,890.121;65,602.57 49.441 Win Weld Len 2X: 23,622.331 0.7500 46.00 32.501 32.50 47.50 0.00 60,815.621 - - 000 60,815.62 - 21,15326 - 21,153.26 - 49,44 - 57.25 - 23.622,33 - 22,451.94 - 61,084.591 122,371.60 - 61,084.59HBCSt ss: 11,075.88 0.89741 00Q11TCOALJRyY: 105.3102 o.00l•BCLIRz: 0.001 201.2365 0.8961 - 0.9309 - 0.001 0.001 0.00E- 0.00 0.001 0.00 - - 0.001 - . 0.001 0.00: 20,890.12 0.88431 21,153.261 - 21,153.26j - 0.89551 - 0.94221 - Neld Material x0.125 20=2x2x.125 x0.156 1J=11/2x11/2x.156 x0.125 202x2x.125 x0.125 20=2x2x.125 x0.125 118=11/4x11/4x.125 Axial and Bending Anaiysi Bending Load: Fy: 0.00 50,000.00 Top Chord Check Length Bending Load Axial Load fa - STRESSALYSIS Job Number Job Name. 97-0377 315198 L CARLS ocation: CA ?AD LOT 41 ROOF Di 48G6N10 72 .. Girder Load @ eomefry Base Length: 47-11 Working Length: 47-7 Joist Depth: 4.8.00 Efective Depth: 46.00 BC Panel Length: 5 8-0 Shape: Parallel Chords Variable Left End Right End BC Panel 4-0 4-0 TC Panel 3-11112 First Half 3-11 1/2 First Diag. 7-11 1/2 7-11 112 1 Depth 148.00 148.00 Loads Point Load at Diagonals I 10700.00 Concentrated Load TC @ 23-11 1/2 1000.001 Additional Shear n Webs 500.00 TC Axial Load 67200.001 Stress Analysis Uniform TC: 0.00 Uniform C: 1 0.00 Reaction L.E. • 1 32,600.00 Reaction RE. 1 32,600.00 Minimum Shear 1 8,150.00 Max TC Comp.: 122,429.03 Max BC Tension 102,143.48 Member TC Tension TC CompresonI BC Tension IBC Compresion Web Tension Web Camp. Web Length PP 01st. W2 0.001 70,838.911 0.001 0.00 . 39,245.78 0.00 65.05 0-2 W3 0.00 70,838.911 55392.42 0.00 0.00 39.89084 66.12 4-0 W4 -1001 104,897.381 55,392.42 0.00 . 24,642.99 0.001 66.48 7-11 1/2 W5 0.00 104,897.381 89,933.94 0.00 0.00 24,642.99 66.48 11-11 112 W6 0.001-122,429.031 89,933.94 0.00 11,779.49 0.001 66.48 15-11 1/2 W7 100 122,429.03 102,143.48 0.00 0.00 11,779.49 66.48 19-11 112 W7 0.00 122,429.031 102,143.48 0.00 0.00 11,779.49 66.48 23-11 1/2 W6 0.00 122,429.031 89,933.94 0.00 11,779.49 0.00 66.48 27-11 112 W5 0.00 104,897.381 89,933.94 0.00 0.00 24,642.99 66.48 31-11 112 W4 0.00 104,897.381 55,392.42 0.00 24,642.99 . 0.00 66.48 35-11 1/2 W3 0.00 70.838.911 55,392.42 0.00 0.00 39,890.84 66.12 39-11 1/2 W2 9.00 70,838.91 0.00 .0.001 39,245.78 0 . .001 65.05143-11 Standard Verticals Member Position Max Tension I Max Comp. I Length Vi End Panel 0.001 2,448.58 46.00 V2 Interior 0.00I 2,448.58 46.00 .•.. MATERIAL DESIGN . i.-............ Job Name: . . CARLSBAD LOT 41 - ROOF - Joist Descdption: Girder Load (cD Dlaa 48G6N1 0.72 Cafe Run: 315198 ..1.•. :Marc ...:. 'G4 Job Number 97-0377 P. CA Chord Prnnertic Chord Area Rx Rz Ryy Y I Q Material TC 2.8594 1.2346 0.7876 20514 1.1383 4.3586 1.0000 42 = 4 x 4 x.375 BC 1.7747 0.9218 0.5892 1.6470 0.8649 1.5078 1.0000 37 = 3 x 3 x.312 Axial and Bending Analysis Rending Load: 0.00 IFy: 50,000.00 Pb:. 30,000.00 IMom ofInertia: 4,639.40 ILL 240: 2,413.17 ITL 180: 3,217.56 IMaxBridg TC: 1 29-0314 Max BridgBC: 1 i 32-11 1/4 Top Chord Check End Panel LE I First Panel LE I Interior Panel First Panel RE End Panel RE I Gap Between Chords: 1 Length 46.001 47.501 48.00 47.50 46.00! 1.00 Bending Load 0.00 - 0.00 - o.00! Max Load Fillers TC: 70,838.91 142,065.83 Axial Load 70,838.91 - 122,429.03 - fa 12,387.13 - 21,408.35 - Max Load no Fillers TC: 12,387.131 128,987.67 Maximum K Ur 58.41 - 46.80 - 58.411 min wed Len 2X: 22,987.491 0.8794 Fa 22,987.49 - 24,842.11 - Fe 107,575591 - 98,797.72 - 107,575.59! BC Stress: 0.96551 28,778.39 o.001I Tc 01RYy: o.001, 278.3406 BCLJRz: Cm 0.96551 - 0.9133 - Panel Point Moment Mid Panel Moment 0.001 0.001 - - 0.00 0.00 - - Panel Pointfb 0.001 - 0.00 - 0.0011162.9356 Mid Panelfb 0.00 - 0.00 - 0.001 12,387.131 Fillers 01 - 0 - Panel Point Stress 1 12,387.131 - 21,408.35 - Mid Panel Stress 0.53891 - 0.8618 - 0.53891 Web Desian Member Qty Web Tension Allow Tension Web Comp I Allow Comp Weld Material W2 2 39,245.78 52,450.56 0.001 23,050.95 11.4 x 0.232 28 = 2 x 2 x.232 W3 2 0.00 71,250.00 39,890.84 42,277.62 10.7 x 0.250 2F = 2 1/2 x 2 1/2 x.250 W4 2 24,642.99 26,619.84 0.001 6,368.111 10.6x0.156 1,1 = 1 1/2x 1 1/2x.156 W5 2 0.00 54,001.86 24,642.99 30,795.561 8.9 x 0.187 2A = 2 1/2 x 2 1/2 x.187 W6 1 11,779.49 18,762.93 0.00 3,299.23 4.9x0.163 23=2x2x.163 W7 2 0.00 29,062.50 11,779.49 12,447.01 6.3x0.125 20=2x2x.125 W7 2 0.00 29,062.50 11,779.49 12,447.01 6.3x0.125 20=2x2x.125 W6 1 11,779.49 18,762.93 0.00 3,299.23 4.9 x 0.163 23 = 2 x 2 x.163 W5 2 0.00 54,001.86 24,642.99 30,795.56 8.9 x 0.187 2A = 2 1/2 x 2 1/2 x.187 W4 2 24642.99 26,619.84 0.00 6,368.11 10.6 x 0.156 1J = 1 1/2 x 1 1/2 x.156 W3 2 0.00 71,250.00 39,890.84 42,277.621 10.7 x 0.250 2F = 2 1/2 x 2 1/2 x.250 W2 2 39,245.78 52,450.56 0.00 23,050.95 11.4 x 0.232 128 = 2 x 2 x.232 Vi 1 0 13,309.92 2,4491 2,717.691 2.0 x 0.156 1 1J = 1 1/2 x 1 1/2 x.156 V2 1 - 0 13,309.92 2,4491 2,717.691 2.0 x 0.156 1 1J = 1 1/2 x 1 1/2 x.156 STRESS ANALYSIS 4--- - IJoe, Number Job Name: ': - : . . . '... . Date Rijn., [7-0377 CARLSBAD LOT 41 - ROOF . . . . 315198 Location: . Joist Description: . . . . . Mark: CARLSBAD, CA Girder Load @ Diag 48G7N10.72K G5 - II Geometry I Base Length: [i I Working Length: 147-7 Joist Depth., 148.00 I Elective Depth: 46.13 I BC Panel Length: 6 @8-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-73/4 4-31/4 TC Panel 3 4-31/4 4-3 1/4 I N First Half 0-0 0-0 First Diag. 3-73/4 Depth 48.00 148.00 Loads Point Load at Diagonals I 10,720.00 IlConcentrated Load IC @ 23-7 3/4 1,000.00. AdditionaF Shear in Webs 500.001 ic Axial Load 43,500.00 Stress Analysis Uniform TC: 0.00 Uniform ijC: Reaction LE: • 0.00 38448.98 Reaction RE: 37,591.02 Minimum Shear 9,612.25 Max TC Comp.: 108,900.30 Max BC Tension 101,626.51 :71 Member TC Tension ITC Compresionl BC Tension JBC Compresion Web Tension Web Comp. jWeb Length PP Dist. W2 0.001 55,083.781 0.001 0.00 45,301.54 0.001 62.22 0-2 W3 0.001 55083.781 29,945.031 0.00 0.00 33,588.98 46.13 3-73/4 W4 0.00j 72,539.331 29945.03 0.00 33,002.41 0.00 66.58 3-73/4 W5 1 0.001 72,539.33 76,493.18 0.00 0.00 33,002.41 66.58 7-73/4 W6 0.001 99,085.131 76,493.18 0.00 17,532.30 0.00 66.58 11-73/4 W7 0.00 99,085.131 100,733.83 - 0.00 0.00 17,532.30 66.58 15-73/4 W8 0.00 108,900.301 100,733.831 0.00 13,871.51 0.00 66.58 19-73/4 W8 0.00 108,900.301 101,626.51 0.00 13,871.51 0.00 66.58 23-73/4 W7 0.00 100,424.151 101,626.51 0.00 0.00 16,294.16 66.58 27-73/4 W6 0.001 100,424.151 79,171.23 0.00 16,294.16 0.00 66.58 31-73/4 W5 0.001 75,217.381 79,171.231 0.00 0.00 31,764.27 66.58 35-73/4 W4 0.001 75,217.381 34,408.451 0.00 31,764.27 0.00 66.58 39-73/4 W3 0.001 75,217.381 34,408.451 0.00 0.00 32,731.02 46.13,43-7 3/4 W2 0.001 58,431.341 34,408.451 0.001 47,877.751 0.00 67.48143-7 3/4 ..-- MATERIAL DESIGN 'Paw 4 97-0377 CARLSBAD LOT 41 - ROOF . . 3/5193 .• - Job Number Job Name: (7k,. Location: . Joist Description. .. Ma,c CARLSBAD, CA Girder Load @ Diag48G7N10.72K G5 II Chord Pronerties Chord Area Rx Rz Ryy Y I Q Material TC 2.2897 1.0781 0.6883 1.8487 1.0018 2.6613 1.0000 3F = 3 1/2 x 31/2 x.344 BC 1.7747 0.9218 0.5892 1.6470 0.8649 1.5078 1.0000 37 = 3 X.1)(.312 Axial and Bending Analysi Bending Load: Fy: - 0.00 50,000.00 Fb: . Mom of inertia: LL 240: TL 180: Max Bridg TC: Max Bndg BC: 30,000.00 4,259.74 2,215.70 2,954.26 1 26-21/4 32-11 1/4 Top Chord Check aEnd Panel LE First Panel LE I Interior Panel First Panel RE End Panel RE GapBetweeflChords: 49.25;11.00 Length 41.75 48.001 48.00 48.00 Bending Load 0.00 - 0.00 - 0.00 Max Load Fillers TC: 110,120.27 58431.34 Max Load no Fillers TC: 12,759.811 96,106.43 Axial Load 55,083.78 - 108,900.30 - ía 12,028.79 - 23,780.85 - Maximum K Ur 60.65 - 51.93 - 71.55! Mm Weld Len 2X: Fa 22,605.55 - 24,047.26 - 20,648.941 10.7823 IFe Cm 99,579.01 0.9638 - 75,335.26 - 0.8737 - - 71559.661 bc Stress: 128,632.74 0.9465 0.00! TCOAL/Ryy: 308.8668 0.00 __________ BCLJRz: 0.00 162.9356 Panel Point Moment Mid Panel Moment _____ 0.00 0.00 __________ - 0.00 - 0.00 ___________ __________ - - __________ Panel Pointfb 0.00 - 0.00 - Mid Panel fb 0.00 - 0.00 - 0.00 LFillers 0 - 61 - 0 Panel Point Stress 12,028.79 - 231780.851 - 12,759.811 0.6179 Mid Panel Stress 0.5321 - 0.98891 - Web Design Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 2 45,301.54 96,422.34 0.00 68,949.28 10.9 x 0.281 35 = 3 x 3 x.281 W3 2 0.00 96,422.34 33,588.98 78,355.21 8.0 x 0.281 35 = 3 x 3 x .281 W4 2 33,002.41 40,381.44 0.00 17,370.97 12.6x0.176 24=2x2x.176 W5 2 0.00 60,903.36 33,002.41 35,533.51 11.9x0.188 2C=2 1/2x2 1/2x.212 W6 1 17,532.30 26,225.28 0.00 4,520.79 6.3 x 0.188 128 = 2 x 2 x.232 W7 2 0.00 42,781.86 17,532.30 18,313.76 6.3 x 0.187 25 = 2 x 2 x.187 W8 1 13,871.51 20,190.72 0.00 3,527.09 5.3 x 0.176 24 = 2 x 2 x.176 W8 1 13,871.51 20,190.72 0.00 3,527.09 5.3x0.176 24=2x2x.176 W7 2 0.00 40,381.44 16,294.16 17,370.97 6.2x0.176 242x2x.176 W6 1 16,294.16 26,225.28 0.00 4,520.79 5.9 x 0.188 28 = 2 x 2 x.232 W5 2 0.00 60,903.36 31,764.27 35,533.51 11.4 x 0.188 2C = 2 1/2 x 2 1/2 x.212 W4 2 31,764.27 40,381.44 0.00 17,370.97 12.2x0.176 242x2x.176 W3 2 0.00 96,422.34 32,731.02 78,355.21 7.8 x 0.281 35 = 3 x 3 x.281 I W2 2 47,877.75 96,422.34 0.00 65,565.27 11.5x0.281 35=3x3x.281 I V2 1 0 10,781.25 2,178 2,212.08 2.0 x 0.125 11 = 1 1/2 x 1 1/2 x.125 -...x a.... ' .. • Geometry r STRESS Job Number 97-0377 Location: CARLSBAD, CA ANALYSIS Job Name: . .. ... .... : CARLSBAD LOT 41 - ROOF . . . -. Joist Description: .. . ......MaC Girder Load Diag 48G6N10.72K Date Run: 315198 G6 Base Length: 39-3 1/2 Working Length: 1 38-11112 Joist Depth: 48.00 1 46.16 Elective Depth: BC Panel Length: Special Panels Shape: Parallel Chords Variable . . Panel TC Panel _LeftEnd _RightEnd BC rirst Half First Diag. 13-73/4 Depth 148.00 1 48.00 Loads Point Load at Diagonals 10,720.00 Concentrated Load IC @ 19-7 314 1000.00 500.001 Concentrated Load TC @ 11-7 3" -37,100.001 2,800.00; Additional Shear in Webs I TC Axial Load Stress Analysis Un,fcrm TC: 0.00 Uniform C: 0.00 1 36,813.37 Reaction LE: Reaction RE: 31,306.63 Minimum Shear 9,203.34 Max TC Comp.: 90,981.98 Max BC Tension 86,577.05 Member TC Tension ITC Compresion BC Tension IBC Compresioni Web Tension Web Comp. Web Length PP Dist W2 0.001 49,163.07 0.001 0.00 43,085.99 0.00 62.24 0-2 W3 100 49,163.07 . 28,450.761 0.00 0.00 31,953.37 46.16 3-73/4 'N4 0.00 65,334.28 28,450.76 0.00 30,634.17 0.00 66.59 3-73/4 W5 1.00 65,334.28 71,574.00 0.00 0.001 30,634.17 66.59 7-73/4 W6 0.00 87,131.64 71,574.00 0.001 13,278.01 0.00 66.59 11-73/4 W7 0.00 87,131.64 86,577.05 0.001 0.00 13,278.01 . 66.59 15-73/4 W7 0.00 90,981.98 86,577.051 0.001 0.00 10,396.25 52.14 19-73/4 W6 0.00 190,981.98 81,841.571 0.001 10,396.25 0.00 52.14 21-8 W5 0.00 77,330.00 81,841.571 0.001 0.00 22,689.40 66.59 23-81/4 II W4 0.00 .77,330.00 50,171.771 0.00 22,689.401 0.001 66.59 27-81/4 W3 0.00 47,219.13 50,171.771 0.001 0.00 36,242.85 63.25 31-81/4 '1V2 0.001 47,219.13 0.001 0.001 37,337.961 0.001 65.16'1 35-3 1/2 StandardVerticals Member Position Vi _End Panel V2 _Interior Max Tension _0.00_1,819.64_46.161 _0.00_1,819.64_46.161 Max Comp. Length .- MATERIAL DESIGN Job Number Job Name: •. " ...Date 97-0377 CARLSBAD LOT 41 - ROOF . 3/5/98" Location: Joist Description: . . . .• CARLSBAD, CA Girder Load @ Diag 48G6N10.72K G6 I Chord Pronertic Chord Area Rx Rz I Ryy Y I Q Material TC 2.0867 1.0826 0.6900 1:8419 0.9902 2.4454' 0.9854 3E = 3 1/2 x 3 1/2 x.312 - BC 1.6070 0.9260 0.5907 1.6401 '0.8536 1.3780 1.0000 135 = 3 x 3 x .281 Axial and Bending Analysis Bending Load: TFy: 0,000.00 Pb: 130,000.00 Mom of Ineitia: 13,872.00 Max Bridg BC:0.00 LL 240: 3,669.66 TL 180: 4,892.87 Max Bridg TC: 26-1 1/8 1 32-9518 Top Chord Check End Panel LE First Panel LE I Interior Panel First Panel RE End Panel RE Gap Between Chords: 46.00 Length 41.75 48.001 24.25 43.25 Bending Load Axial Load 0.00 49163.07 - - 0.00 90,981.98 - - 0.00Max Load Fillers TC: 99,017.71 47219.13 Max Load no Fillers TC: fa 11,780.35 - 21,800.91 - -11,314.551 109,095.79 Maximum K Ur Fa 60.51 22,375.15 - - - 52.12 23,726.41 - - 66.67'iMi,, 21,319.20 Weld Len 2X: 0.7500 F'e 100,400.68 - 297,595.35 - 82,70 5.421 BC Stress: Cm 0.9648 - 0.9707 - 0.95901 26,936.82 Panel Point Moment Mid Panel Moment Panel Pointfb 0.001 0.00 0.00 - - 0.00 0.00 0.00 - - - 000 TCO.4LJRyy: cz o.00l 162.5213 IMid Panel fb ' 0.00 - 0.00 - 0.001 Fillers 0 - 2 - 01 11,314.551 - 0.53071 IPanel Point stress 11,780.35 - 21,800.91 - Mid Panel Stress - 0.52651 0.9188 - Web Desian Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld =Material W2 2 43.085,99 56,250.00 0.00 26,606.20 11.6 x 0.250 129 = 2 x 2 x.250 W3 2 0.00 56,250.00 31.953,37 37,197.22 8.6 x 0.250 129 = 2 x 2 x.250 W4 2 30,634.17 37,525.86 0.00 16,203.40 12.7 x 0.163 23 = 2 x 2 x.163 W5 2 0.00 54,001.86 30,634.17 30,750.10 11.0x0.187 2A=2 1/2x2 1/2x.187 W6 1 13,278.01 20,190.72 . 0.00 3,525.41 5.1 x 0.176 24 = 2 x 2 x.176 W7 2 0.00 33,093.06 13,278.01 14,293.41 6.3x0.143 212x2x.143 W7 2 0.00 29,062.50 10,396.25 15,995.33 5.6x0.125 20=2x2x.125 W6 1 10,396.25 14,531.25 0.00 4,205.11 5.6x0.125 202x2x.125 WS 2 0.00 56,250.00 22,689.40 23,410.77 8.1 x0.188 292x2x.250 W4 2 22,689.40 23,697.36 0.00 5,711.11 11.1 x 0.138 1G = 1 1/2 x 1 1/2 x.138 W3 2 0.00 60,903.36 36,242.85 37,218.73 11.5 x0.212 2C =2 1/2x2 1/2x.212 W2 2 37.337,96 46,678.50 0.00 20,682.381 12.3 x 0.205 26 = 2 x 2 x.205 Vi 1 0 9,786.93 1,820 2,015.76 2.0x0.113 1C= 1 1/2x1 1/2x.113 V2 1 0 9,786.93 1,820 2,015.761 2.0x0.113 1C = 1 1/2x 1 1/2x.113 — -'- go - - STRESS ANALYSIS JobNumbe, Job Name: DaRn:'-, 97-0377 CARLSBAD LOT 41 - ROOF 3/5198 . Location: - Joist Description: ..:: .. Mai .-:.:- CARLSBAD, CA Girder Loid c Dlág 24G3N12.1K G7 '' 11 Geometry Base Lengths 19-1 I Working Length: 118-9 Joist Depe: 24.00 I Elective Depth: 22.58 I BC Pane! Length: 2 @8-0 I Shape: 1paraiiei Chords Variable Left End Right End . 4-0 BC Panel 3-73/4 TC Panel 3-73/4 4-0 First Half 0-0 3-5 1/4 First Diag. 3-73/4 17-51/4 Depth 2400 24.00 Loads Point Load atDiagohals I _12,100.00 !Concentrated Load TC@7-7 3/4 _1,000.00 Concentrated Load TC@11-73/4 I 2,800.00 AdditionalShearinWebs _500.00 TCAxialLoad _41,900.00 Stress Analysis Uniform TC: 0.00 Uniform iC: 0.00 Reaction LE: 1 22,283.78 Reaction RE: 1 17,816.22 Minimum Shear 5,570.94 - Max TC Comp.: 60,524.85 Max BC Tension 45,460.88 Member TC Tension _ICC.ompresionlBCTension _BCCompresion1 WebTension _Web Comp. jWeb Length PP Dist W2 000l 53,934.851 0.00 0.00 35173.151 0.00 47.47 0-2 W3 0.00I53934.85130,013.14 0.00 0.00 16,733.78 22.58 3-73/4 W4 0.00160,524.8530,013.14 0.00 13,086.47 0.00 53.05 3-73/4 W4 0.00j60,524.85145,460.88 0.00 0.00 13,086.47 53.05 7-73/4 W3 0.00149,400.931_45,460.88 0.00 0.00 25,544.13 47.03 11-73/4 W2 0.00149,400.931 0.00 0.00 27,834.89 0.001_-51.24 15-1 StandardVerticals Member Position Max Tension Max Comp. Length Vi EndPanel 0.001 1,210.501 2258 V2 I Interior 0.001 1,000.001 22.58 11 Chord Prooerties - Job Number 97-0377 Location: C' - :;- MATERIAL DESIGN Job Name: •, . .• CARLSBAD LOT 41 - ROOF - Joist Description: Girder Load Diag 24G3N12.1K 315/98 S: G7 T--; Chord Area Rx Rz. Ryy Y I Q Material TC 1.4375 0.9304 0.5924 1.6333 0.8424 1.2442 0.9607 33 = 3 x 3 x.250 BC 0.7780 0.6149 0.3929 1.2389 0.5755 0.2942 1.0000 26=2x2x.205 Axial and Bending Analysis [Bending Load: 0.00 Fy: 1 50,000.00 Fb: 30,000.00 Mom of Inertia: 516.37 LL 240: 4,389.85 TL 180: 5,853.13 Max Bridg TC: 23-1 5/8 Max Bndg BC: 24-9 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel I First Panel RE End Panel RE I Gap Between Chains: Length 41.75 48.00 48.00 41.25 46.0011 1-00 Bending Load Axial Load 0.00 53,934.85 - - 0.00 60,524.85 - 0.001 Max Load Fillers TC: 49 400.931 63,861.08 Max Load no Fillers TC: fa 18759.95 - 21,052.12 - 17,182.931152,831.39 Maximum K Ur 70.48 - 58.78 - 77.6 5 I Min Weld Len 2X: Fa 20,278.12 22,212.55 - 19,001.151 0.7500 Fe 1 74,153.971 - 56,100.26 - 61,084.591 1BC Stress: 0.9156129 217 Cm 0.92411 - 0.8499 - Panel Point Moment Mid Panel Moment 0.00 0.00 - - 0.00 0.00 - - TCOALJRyy: 137.7604 000 BC LJRZ Panel Pointfb 0.001 - 0.00 - 0.001227.1390 Mid Panel fb 0.001 - 0.00 - 0.00 Fillers Oj - 2 - 0 PanelPointStress 18,759.95 - 21,052.12 - 17,182.93 Mid Panel Stress 0.92511 - 0.9478 - 0.9043 Web Desian Member Qty Web Tension Allow Tension Web Comp AJlow Comp Weld Material W2 2 35,173.15 46,678.50 0.00 30,446.75 11.6x0.205 26=2x2x.205 W3 1 0.00 26.225.28 16.733,78 18,437.72 4.9 x 0.232 28 2 x 2 x.232 W4 1 13,086.47 14,531.25 0.00 4,062.40 7.1 x 0.125 20 2 x 2 x.125 W4 2 0.00 29,062.50 13,086.47 15,786.60 7.1 x 0.125 20 = 2 x 2 x.125 W3 2 0.00 40,381.44 25,544.13 26,332.46 9.8x0.176 24=2x2x.176 W2 1 27,834.89 28,125.00 0.00 8,156.20 10.0x0,188 29=2x2x.250 Vi 1 0 6,183.57 1,210 2,322.91 2.0 x 0.109 10 = 1 x 1 x.109 V2 1 0 6,183.57 1,000 2,322.91 2.0 x 0,109 10 = 1 x 1 x.109 ...•.•. MATERIAL DESIGN Job Number Job Name: 197-0377 CARLSBAD LOT 41 - ROOF (Thü' Location: - Joist Description: CARLSBAD, CA Girder Load Diag 48G7N12.1K .:- :in Date rr315198 ;. i Maric G8" - 11 Chord Pronerties Chord Area Rx Rz Ryy Y I Q Material TC 2,4844 1.0739 0.6869 1.8553 1.0130 2.8651 1.0000 3H = 3 112x3 1/2x.375 BC 2.0867 1.0826 0.6900 1.8419 0.9902 2.4454 0.9854 3E = 3 1t2 x 3 1/2 x.312 Axial and Bending Analysi Bending Load; Fy: 0.00 50,000.00 Fb: Mom of Inertia: LL 240: TL. 180: Max Bridg TC: Max Bndg BC: 30,000.00 4,804.19 2,512.07 3,349.42 1 26-3318 36-10 Top Chord Check I End Panel LE First Panel LE I Interior Panel First Panel RE I End Panel RE Gap Between Chords: Length 40.75 48.001 48.001 48.001 49.25' Bending Load 0.00 - 0.00 - 0.00 MaX Load Fillers TC: 119,631.59 60'5363' Max Load no Fillers TC: 12,183.41104,145.51 71.70 Min Weld Len 2X: 0.8416 20,620.93 Axial Load 56,241.31 - 117,166.76 fa 11,319.00 - 23,580.73 - Maximum KL/r 59.32 - 51.74 - Fa 22,832.43 . - 24,076.80 - Fe 103,708.07 - 74,745.55 - 70,999.51 BC Stress: 0.9485. ' 27,405.87 0.00 rcoALjRyy. 307.2200 Cm 0.9673 - 0.8738 - Panel Point Moment 0.00 - 0.00 - Mid Panel Moment 0.001 - 0.00 - 0.00' BC URz: 0.00 139.1357 Panel Pointfb 0.001 - 000 - Mid Panel fb 0.00 - 0.00 - 0.00 0 Fillers 0 - 6 - Panel Point Stress 11,319.00 - 23,580.731 - 12,18.3.41 0.5908 Mid Panel Stress ' 0.49571 - 0.97941 Web Desian r Member Qty Web Tenon Allow Tension Web Camp Allow Comp Weld Material W2 2 50,565.63 56.250,00 0.00 27,172.68 13.6x0.250 29=2x2x.250 W3 2 0.00 71,250.00 37,848.77 54,044.96 10.2x0.250 2F=2 1/2x2 1/2x.250 W4 2 37,215.63 40,381.44 0.00 17,419.45 14.2x0.176 24=2x2x.176 W5 2 0.00 65,826.00 37,215.63 38,917.55 13.4 x 0.188 2E = 2 1/2 x 2 1/2 x.230 W6 2 19,727.06 21,562.50 0.00 5,254.98 10.6 x 0.125 1E = 1 1/2 x 1 1/2 x .125 W7 2 0.00 46,678.50 19,727.06 19,878.20 7.1 x 0.188 26 = 2 x 2 x .205 W8 1 15,681.45 23,339.25 0.00 4,058.41 5.6x0.188 262x2x.205 W8 2 0.00 37,525.86 15,681.45 16,252.87 6.5x0.163 232x2x.163 W7 I 2 0.00 .42,781.86 18,140.74 18,365.88 6.5x0.187 25=2x2x.187 W6 1 18,140.74 28,125.00 0.00 4,845.97 6.5 x 0.188 29 = 2 x 2 x.250 W5 2 0.00 65,826.00 35,629.31 38,917.55 12.8 x 0.188 2E = 2 1/2 x 2 1/2 x.230 W4 j 2 35,629.31 37,525.86 0.00 16,252.87 14.7 x 0.163 23 = 2 x 2 x.163 W3 1 2 ' 0.00 56,250.00 36,751.23 37,292.15 9.9x0.250 29=2x2x.250 W2 2 53,843.41 56,250.00 0.00 22,859.79 14.5 x 0.250 29 = 2 x 2 x.250 V2 1 - 0 11,848.68 2,343 2,433.81 2.0x0.138 1G= 1 1/2x 1 1/2x.138 11 Base Length: 47-9 Working Length: 1 47-5 Joist Depth: 48.00 Elective Depth: 46.00 BC Panel Length: i s @ 8-0 Shape: Parallel Chords Variable Left End Right End BC Panel 4-0 4-0 TC Panel 4-0 4-0 3-101/2 First Half 3-101/2 First Diag. 7-10 112 7-10 1/2 Depth 48.00 48.00 Loads Point Load at Diagonals 12100.00 Concentrated Load TC @23-10 1/2 1,00000 Additional Shear in Webs 500.001 TC Axial Load 1 41,900.001 Stress Analysis Uniform TC: Uniform LC: Reaction LE: Reaction RE: M,nimum Shear Max TC Comp.: Max BC Tension 0.00 0.00 36,800.00 136,800.00 9,200.00 1112,123.60 114,433.39 Member TC Tension 1TC Compresionj BC Tension IBC Compresionj Web Tension TWeb Comp. Web Length PP Dist. W2 0.001 54,489.081 0.001 o.00j 44,195.69 0001 65.05 0-2 W3 1 ').001 54489.081 61,838.481 0.001 0.001 44,436.551 65.41 4-0 W4 I 0.001 92,400.511 61,838.48 0.001 27,678.18 0.001 66.48 7-101/2 W5 0.001 92,400.511 100,762.881 0.001 0.00 27,678.181 66.48 11-101/2 W6 0.001 112,123.601 100,762.881 0.001 13,297.09 0.001 66.48 15-101/2 W7 0.00 112,123.601 114,433.39 0.00 0.00 13,297.091 66.48 19-101/2 W7 . 0.001 112,123.60 114,433.39 0.00 0.00 13,297.09 66.48 23-101/2 W6 0.001 1 i2,123.601 100,762.88 0.00 13,297.09 0.001 66.48 27-101/2 W5 . 0.001 92,400.511 100,762.88 0.00 0.00 27,678.181 66.48 31-101/2 W4 ').001 92,400.511 61,838.481 0.001 27,678.18 0.001 66.48 35-101/2 W3 ().00i 54,489.081 61,838.48 0.001 44,436.55 65.41 39-101/2 W2 0.00 54,489.081 0.001 0.001 0 ' 001 44,195.69 0.00: 65.05 43-9 Standard Verticals Member I Position Max Tension I Max Comp. Length I Vi I End Panel 0.001 2,242.47 46.00 V2 I Interior 0.001 2,242.47 46.00 MATERIAL DE I N Y!7L Job WT 41 OOF ht;i: - P. CARLSBAD CA stDescnpfion 3/5198 4 Chord Pronrfles Girder Load @ Diag 48G6N12.1K Chord Area Rx Rz Ryy Y I Q Material TC 2.4844 1.0739 0.6869 1.8553 1.0130 2.8651 1.0000 3H=3 1/2x3 1/2x.375 BC 2.0867 1.0826 0.6900 1.8419 0.9902 2.4454 0.9854 3E=3 1/2x31/2x.312 Axial and Bending Analysis B ending Load: Fy: Fb: 1 50,000.()0 130 Mom of Inertia: LL 240: TL 180: Max Bridg TC: Max B,idg BC: 4,804.19 2,525.33 3,367.11 1 26-33/8 36-10 Top Chord Check I End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE !Gap Between Chords: Length 46.00 46.50 48.00 46.50 46.0011.00 Max Load Fillers TC: 0.001 '11963159 54,489.08 Max Load no Fillers TC: 10,966.361 104,145.51 Bending Load 0.00 Axial Load 54,489.08 - - 0.00 112,123.60 - - fa 10966.36 - 22,565.76 - Maximum KL/r 66.97 - 51.74 - 66.97 j Min Weld Len 2X. 0.8054 Fa 21,492.77 . - 24,076.80 - 21492.77 Fe 81,386.46 - 7474555 - 81 386 468CSss: Cm 0.9596 - 0.8792 - 27,420.28 0.9596L Panel Point Moment 0.00 Mid Panel Moment 0.00 - - 0.00 0.00 - - TC OALJRyy. 0.00I ! 306.6811 0.00::BCLJRZ: Panel Point fb 0.00 - boo - 0.00 139.1357 Mid Panel fb 0.00 - 0.00 - 0.001 Fillers 0 - 4 - 0: 10,966.36 1. 0.5102 Panel Point Stress 10,966.36 - 22,565.76 - Mid Panel Stress . 0.5102 - 0.9372 - Web Desian Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 2 44195.69 46,678.50 0.00 20,751.36 14.5x0.205 262x2x.205 W3 2 0.00 78,628.26 44,436.55 51,817.16 13.2 x 0.227 31 = 3 x 3 x.227 W4 2 27678.18 29,062.50 0.00 12,447.00 14.9 x 0.125 20 = 2 x 2 x.125 W5 2 0.00 54,001.86 27,678.18 30,795.55 10.0x0.187 2A=2 1/2x2 1/2x.187 W6 1 13297.09 20,190.72 0.00 3,537.12 5.1 x 0.176 24 = 2 x 2 x.176 W7 2 0.00 33,093.06 13,297.09 14,332.16 6.3 x 0.143 21 = 2 x 2 x.143 W7 2 0.00 33,093.06 13,297.09 14,332.16 6.3 x 0.143 21 = 2 x 2 x.143 W6 1 13,297.09 20,190.72 0.00 3,537.12 5.1 x 0.176 24 = 2 x 2 x.176 W5 2 0.00 54,001.86 27,678.18 30,795.55 10.0x0.187 2A=2 1/2x2 1/2x.187 W4 2 27,678.18 29,062.50 0.00 12,447.00 14.9x0.125 202x2x.125 W3 1 2 0.00 78,628.26 44,436.55 51,817.16 13.2x0.227 313x3x.227 W2 j 2 44.19569 46,678.50 0.00 20,751.36 14.5 x 0.205 26 = 2 x 2 x.205 Vi 1 0 11,848.68 2,242 2,433.81 2.0 x 0.138 1G = 1 1/2 x 11/2 x.138 V2 1 0 11,848.68 2,242 2,433.81 2.0 x 0.138 1G = 1 1/2 x 1 1/2 x.138 r STRESS ANALYSIS --- Job Number Job Name:.- 97-0377 CARLSBAD LOT 41 - ROOF . Location: . Joist Descnption: . .. . CARLSBAD, CA Girder Load @ Diag 48G5N12.1 K Geometry Date Run. 3/5198 . Mark Base Length: 1 39-21/2 Working Length: 138-10 1/2 Joist Depth: . 1 48.00 I Elective Depth: 46.17 I BC Pane! Length: 4 @ 8-0 I Shape: IParallel Chords Variable Left End I Right End ____________________________________________________________________________ BC Panel 4-0 4-0 TC Panel 4-0 4-0 First Half 3-4 13-101/2 First Diag. 7-4 7-10 1/2 48.00 Depth 48.00 Loads Point Load at Diagonals I 12,100.00 I Concentrated Load IC @ 19-4 1,000.00j Concentrated Load TC @ 15-4 I 2,800.001 Additional Shear in Webs 500.001 TC Axial Load 41,900.001 Stress Analysis Uniform TC: Uniform BC, Reaction LE: Reaction RE: Minimum Shear Max TC Camp.: Max BC Tension 0.00 0.00 32,801.77 31,498.23 8,200.44 191,456.07 80,299.51 Member I IC Tension ITC Compresionj BC Tension IBC Compresionj Web Tension Web Comp. Web Length PP Dist. W2 1.00 51,416.061 0.001 0.00 38,470.00 0.00 65.17 0-2 W3 0.00 5.1416.06 49,832.801 0.00 0.00 36,057.59 61.09 4-0 W4 i00 80,224.62 49,832.801 0.00 21857.25 0.00 66.60 74 W5 ).00 80224.62 80,299.511 0.00 0.00 21,857.25 66.60 114 W6 0.00 91,456.071 80,299.51 0.001 0.00 11,829.59 66.60 15-4 W6 i001 91,456.071 78,743.65 0.00 11,829.59 0.00 66.60 19-4 W5 0.001 80074.181 78,743.65 0.001 0.00 19,976.83 66.60 23-4 W4 0.001 80,074.181 50,987.49 0.001 19,976.83 0.001 66.60 27-4 W3 .00l 50,441.961 50,987.49 0.001 0.00 36,828.75 65.53 314 W2 000 50,441.961 0.001 0.001 36,629.86 0.001 65.17135-2 1/2 Standard Verticals Member Position Max Tension I Max Comp. I Length Vi I End Panel 0.001 1,829.121 46.17 V2 I Interior 0.001 1,829.121 46.17 11 ... .., ,.• MATERIAL DESIGN Job Number Job Name: 97-0377 CARLSBAD LOT 41 - ROOF (flnrn Location: - Joist Description: CARLSBAD, CA Girder Load @ Diag 48G5N12.1K . . • -4W Date RunjE .' 3/5198 ! II Chord Pronertles Chord Area Rx Rz Ryy Y I Q Material TC 2.0867 1.0826 0.6900 1.8419 0.9902 2.4454' 0.9854 3E=3 1/2x3 112x.312 BC 1.4375 0.9304 0.5924 1.6333 0.8424 1.2442 0.9607 33 = 3 x 3 x .250 Axial and Bending Analysi Bending Load: Fy: Fb: Mom of Inertia: LL 240: TI.. 180: Max Bridg TC: Max Bndg BC: 0.00 50,000.00 30,000.00 3,632.00 3,464.39 4,619.19 26-1 1/8 32-8 Top Chord Check End Panel LE First Panel LE F Interior Panel First Panel RE End Panel RE LG pa Between Chords: Length 46.00 40.00r 48.00 46.50 46.001 00 I Bending Load Axial Load 0.00 51,416.06 - - 0.00 91,456.07 - - o.00 Max Load Fillers TC: 50,441.96 99,017.71 Max Load no Fillers TC: 12,086.79 86,820.60 66.671 Min Weld Len 2X: 21,319.20H 07500 fa 12,320.21 - 21,914.51 - Maximum K Ur 66.67 - 52.12 - Fa 21,319.20 . - 23,726.41 - F'e 82,705.42 - 75,956.89 - 82,7OS.42I stress: Cm 0.9553 - 0.8846 - 0.95621 27,930.26 0.001lTc0,4t1 0.00L253.2724 0.00j162.0596 Panel Point Moment Mid Panel Moment 0.00 0.001 - 0.00 0.001 - Panel Pointfb 0.001 bOO - Mid Panel fb 0.00 - 0.00 - 0.001 Fillers 0 - 2 - 01 Panel Point Stress 12,320.21 - 21,914.51 - 12,086.79 0.56691 Mid Panel Stress 0.57791 - 0.92361 Web Desian Member Qty Web Tension A]lowTension Web Comp Allow Comp 1 Weld Material W2 2 38,470.00 46,678.50 0.00 20,677.501 12.6 x 0.205 26 = 2 x 2 x.205 W3 2 0.00 60,903.36 36,057.59 38,290.16 11.5x0.212 2C,=2 1/2x2 1/2x.212 W4 2 21,857.25 23,697.36 0.00 5,709.77 10.7 x 0.138 1G = 11/2 x 11/2 x.1 38 W5 2 0.00 52,450.56 21,857.25 21,994.63 7.9 x 0.188 28 = 2 x 2 x.232 W6 2 0.00 29,062.50 11,829.59 12,415.46 6.4x0.125 20=2x2x.125 W6 1 11,829.59 18,762.93 0.00 3,287.54 4.9x0.163 23=2x2x.163 W5 2 0.00 52,450.56 19,976.83 21,994.63 7.2x0.188 28=2x2x.232 W4 2 19,976.83 21,562.50 0.00 5.236.36 10.8 x 0.125 1E = 1 1/2 x 1 1/2 x.125 W3 2 0.00 65,826.00 36,828.75 39,478.49 10.8 x 0.230 2E = 2 1/2 x 2 1/2 x.230 W2 2 36,629.86 46,678.50 0.00 20,677.50 12.0 x 0.205 26 = 2 x 2 x.205 Vi 1 1 01 9,786.931 1,8291 2,014.78 2.0x0.113 11C =1 1/2x 1 1/2x.113 V2 1 1 01 9,786.931 1,8291 2,014.78 2.0x0.113 I 1C = 1 i/2x 1 1/2x.113 - I 1) Geometry sfRss ANALYSIS: ::IT Job Number Job Name.,. 97-0377 CARLSBAD LOT 41 - ROOF Location: Joist Description: . CARLSBAD, CA Short Span Crimp 201(264/160 - :.;T'T'• Date Run: -t 3/5/98 Ma,ft .- JI - Base Length: 1274 Workinç Length: 27-4 Joist Depth: 20.00 Elective Depth: 19.02 BC Panel Length: Special Panels Shape: Parallel Chords Variable Left End Right End BC Panel 3-4 1-6 TC Panel F~irst Half 0-6 0-0 First Diag. 3-10 1-6 Depth 120.00 120.00 Loads Uniform Load 264.00! Live Load 160.00 Concentrated Load TC @ 14-10 TC Axial Load Stress Analysis 1,000.001lAdditional Shear in Webs 7,100.001 500.001 Uniform TC: IUniform 264.00 10.00 iC: 1 4,071.41 Reaction LE: Reaction RE: 14,144.59 Minimum Shear 1 1,036.15 Max TC Comp.: 1 20,142.64 Max BC Tension 118,296.54 Member IC Tension ITC Compresionj BC Tension IBC Compresioni Web Tension Web Comp. Web Length PP Dist W2 .001 10,996.281 0.001 0.001 9,573.24 0.00 42.50 0-2 V1S 0001 1.0,767.29 0.001 0.001 0.00 671.041 22.49 2-4 W3 0.001 10,767.29 8,297.691 0.001 0.00 3,986.02 19.95 3-4. W4 0.001 14235.00 8,297.691 0.001 5,376.07 0.001 30.62 3-10 W5 ftoOl 14235.001 14,796.161 0.001 0.001 4,526.051 30.62 5-10 W6 0.001 18,109.64 14,796.16 0.001 3676.03 0.00 30.62 7-10 W7 0.00 18,109.64 18,296.54 0.001 0.00 2,507.57 26.19 9-10 W8 0.00 20,142.64 18296.54 0.001 2,815.00 0.00 46.11 11-4 W8 0.00 20,142.64 17,973.87 0.001 3,044.91 - 0.00 35.52 14-10 W7 0.001 16,687.531 17,973.87 0.001 0.00 4,277.37 35.52 17-4 W6 i.001 16,687.531 11,860.781 0.001 4,922.41 0.001 32.22 19-10 W5 1).001 11,167.301 11,860.781 0.001 0.00 5,891.111 32.22 22-0 W4 0.001 11,167.301 3,337.941 0.001 6,485.55 0.001 30.62124-2 W3 0.001 11,167.301 - 3,337.941 0.001 0.00 4,468.591 19.02126-2 W2 0.001 7,828.461 . 3.337941 0.001 5,839.05 000 1 24.86126-2 Standard Verticals Member I Position V2 I Interior I Max Tension I Max Comp. I 1 0.001 1,890.781 Length 11 19.02 : MATERIAL DESIGN Job Number Job Name: 97-0377 CARLSBAD LOT 41 - ROOF Location: -: Joist Description: CARLSBAD, CA Short Span Crimp 20K2641160 Chord Prnnertie. - DatePw,.!:. 315198 Madc::.. • Chord Area Rx Ri Ryy Y I 0 Material TC 0.6254 0.6208 0.3951 1.2286 0.5603 0.2410 0.9522 1 23 = 2 x 2 x .163 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 11C = 1 1/2x 1 112x.113 Axial and Bending Analysis Bending Load: Fy: 264.00 1 50,000.00 Pb:. Mom of Inertia: LL 240: TL 180: 30,000.00 155.48 426.67 1 568.89 Max Bridg T 14-101/8 Top Chord Check End Panel LE First Panel LE I Interior Panel First Panel RE End Panel RE 1 Length 26.00 18.001 42.001 24.00 16.00 11 Bending Load - 264.00 - 264.00 - 264.001 Axial Load 10996.28 - 20,142.64 - 7828.461 fa 8,790.96 - 16,103.01 - 6,258.451 Maximum K Ur 65.80 - 67.66 - 40.49 Fa 18,841.23 - - 20,627.16 - 22,195.41 Fe 85,122.61 - 32,620.68 - 224,776.901 Cm - 0.9690 - 0.8025 - 0.99161 Panel Point Moment 1326.04 - 3234.00 - 874.61 Mid Panel Moment - 1255.10 - 1617.00 - 334.61 Panel Pointfb 3960.87 - 9659.94 - 2612.4611 Mid Panelfb - 1458.87 - 1879.53 - 388.93 Fillers - 0 - 1 - 0 Panel Point Stress 12,751.83 - 25,762.94 - 8,870.90 Mid Panel Stress 0.5218 - 0.88507 - 0.2959 Web Desian Max Bndg BC: 1 20-6 718 Gap Between Chords: 11.00 Max Load Fillers TC: 22,81 2.47 Max Load no Fillers TC: 15,012.68 Min Weld Len 2X: 0.5000 [BC Stress: 28,042.31 TC OALJRyy: 266.9680 BC LJRz: 202.0878 Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 1 - 9,573.24 18,039.61 0.00 2,846.40 2.0 x 0.322 RH = round 7/8 W3 1 - 0.00 7,818.57 3,986.02 4675.80 2.5x0.109 15.=11/4x11/4x.109 W4 1 -5.37607 6,183.57 0.00 1,678.82 3.3x0.109 10 =1x1x.109 W5 1 - 0.00 9,786.93 4,526.05 5,351.02 2.7 x 0.113 1C = 1 1/2 x 1 1/2 x.113 W6 1 3,676.03 6,183.57 0.00 1,678.82 2.3 x 0.109 10 = 1 x 1 x .109 W7 1 0.00 7,818.57 2,507.57 4,254.99 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W8 1 2,815.00 6,183.57 0.00 740.65 2.0x0.109 10=1 x x.109 W8 1 3,044.91 6,183.57 0.00 1,247.77 2.0 x 0.109 10 = 1 x 1 X.109 W7 1 - 0.00 9,786.93 4,277.37 4,446.14 2.5x0.113 10 =11/2x11/2x.113 W6 1 4,922.41 6,183.57 0.00 1,517.07 3.0x0.109 10 =1x1x.109 W5 1 0.00 11,848.68 5,891.11 6,287.12 2.9x0.138 1G=11/2x11/2x.138 W4 1 6,485.55 7,818.57 0.00 3,352.61 4.0x0.109 15 =11/4x11/4x.109 W3 1 - 0.00 7,818.57 4,468.59 4,874.11 2.8 x 0.109 15 =1 1/4 x 1 1/4 x.109 W2 1 - 5,839.05 18,039.61 0.00 8.137.971 2.0 x 0.197 RH = round 7/8 Vi 1 0 6,183.57 671 3,057.65 2.0 x 0.109 10 = 1 x 1 X.109 V2 1 - 01 6,183.57 649 3,746.951 2.0x0.109 -iO = 1 x x.109 - v STRESS ANALYSIS. ....-. •. •' Job Number Job Name: . Date Run: - 97-0377 CARLSBAD LOT 41 - ROOF . 316198 Location: - Joist Description: Mark CARLSBAD, CA . Short Span Crimp 201(1 98/120 J2 Base Length: 27-0 1/2 I Working Length: 264 1/2 Joist Depth: 20.00 I Efecfive Depth: 19.04 I BC Panel Length: Special Panels I Shape: Parallel Chords . Variable Left End Right End BC Panel 3-4 3-4 TC Panel 2-5 2-5 2-21/4 First Half 1-01/4 First Diag. 4-4 1/4 5-61/4 Depth 120.00 120.00 Loads Uniform Load 198.00 [Live Load . 120.001 Concentrated Load TC @ 13-4 1/4 1,000.00 jAdditonal Shear in Webs 1 500.001 TC Axial Load 7,100.00 Stress Analysis Uniform TC: 198.00 Uniform BC: Reaction LE: 0.00 3,150.37 Reaction RE: 3,137.88 Minimum Shear 1787.59 Max TC Comp.: 116,826.67 Max BC Tension 14,593.33 Member TC Tension jTC Compresion BC Tension BC Compresioni Web Tension I Web Comp. jWeb Lengthl PP Dist. W2 0.00 9,707.93 0.00 0.001 7,652.531 0.001 42.50 0-2 V1S 0.00 .9,528.27 0.00 0.001 0.00 555.47 21.99 2-5 W3 0.00 . 9,528.27 7221.49 0.00 0.00 3,582.97 22.64 3.4 W4 0.00 12,595.72 7,221.49 0.00 4,034.18 0.00 29.09 4-4 1/4 W5 0.00 12,595.72 11,229.21 0.00 0.00 3,038.75 24.8716-2 1/4 W6 0.00 15,058.06 11,229.21 0.00 3,075.97 0.00 29.09 7-61/4 W7 0.00 15,058.06 14,095.74 0.00 0.00 2,315.86 26.20 9-41/4 W P8 0.00 16,826.67 14,095.74 0.00 2,401.57 0.00 35.53 10-101/4 W8 0.001 16,826.67 14,593.33 0.001 1,745.66 0.00 29.09 13-41/4 W7 0.001 15,398.69 . 14,593.33 0.001 0.00 2,300.41 j 29.09 15-21/4 W6 0.001 15,398.69 12,323.20 0.001 2,375.83 0.00i 24.87 17-01/4 W5 0.001 13,569.70 12,323.20 0.001 0.001 2,720.691 24.87 18-41/4 W4 0.001 13,569.70 8,801.51 0.001 3,662.08 . 0.001 29.09 19-81/4 W3 0.00 91459.53 8,801.51 0.00 0.00 4,914.28 32.43 21-6 1/4 V1S 0.00 9,459.53 0.00 0.00 0.00 688.87 21.99124-7 1/2 W2 0.00 9,689.25 0.00 0.00 7,624.66 0.00 42.50123-8 1/2 Standard Verticals I Member I Position Max Tension I Max Comp. I Length F V2 I Interior 1 0.001 1,505.68 19.04 MATERIAL DESIGN 1 Job Number Job Name: 97-0377 CARLSBAD LOT 41 -ROOF Location: . Joist Description: CARLSBAD, CA Short Span Crimp 20K1981120 Chord Pronrtiec : -. 45,144 W., Date Mark Chord Area Rx Rz Ryy Y I 0 Material TC I 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 0.8343 202x2x.125 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1C = 1 1/2x 1 1/2x.113 Axial and Bending Analysis [Sending Load: Py: Pb: Mom of Inertia: LL 240: TL 180: Max Bridg TC: Max BndgBC: 1198.00 1 50,000.00 30,000.00 1141.55 416.36 555.15 1 14-87/8 1 20-6718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I I Gap Between Chords: 27.00i ; Length 27.00 23.25 30.00 37.25 Bending Load 198.00 - 198.00 198.00 198. oo:;Max Load Fillers TC: 9,689.25! Max Load no Fillers TC: 10,001.80 116,347.00 67.92l Win Weld Len 2X: Axial Load 9,707.93 - 16,826.67 9,459.53 fa Maximum KUr 10,021.09 67.92 - - 17369.46 47.91 9,764.68 93.70 Fa 16,794.35 - 21,102.14 14,910.67 16,794.351 0.5000 F'e 80,333.94 - 65,070.49 42,205.99 80333941..IBCStress Cm 0.9626 - 0.8932 0.9306 0.9626'; 22,366. 55 Panel Point Moment Mid Panel Moment 1188.27 968.12 - - 1237.50 618.75 1854.69 1184.52 TC OALIRyy: 1853.82 .262.8230 719.51 BC URZ Panel Pointfb 4546.53 - 4734.91 7096.41 7093.08 1162.5123 Mid Panelth 139229 - 889.85 1703.511 1034.751 Fillers o[ - i of 17,094.881 0.6410j Panel Point Stress 14,567.62 - 22,104.37 16.86109 Mid Panel Stress 0.6579 - 0.8664 0.73731 Web Desian Member I Qty Web Tension Allow Tension WebComp Allow Comp Weld Material W2 1 7,652.53 18,039.61 0.00 2,849.72 2.0 x 0.258 RH round 7/8 W3 1 0.00 7,818.57 3,582.97 4,069.00 2.2x0.109 15 = 1 1/4x 1 1/4x.109 W4 1 4034.18 6,183.57 0.00 1,862.97 2.5 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 7,818.57 3,038.75 4508.10 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W6 1 3075.97 6,183.57 0.00 1,862.97 2.0 x 0.109 10 1 x 1 x.109 W7 1 0.00 7,818.57 2,315.86 4,256.72 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.1 09 W8 1 2,401.57 6,183.57 0.00 1,249.07 2.0 x 0.109 10 =1 x 1 x.109 W8 1 1,745.66 6,183.57 0.00 1,862.97 2.0 x 0.109 10 =1 x 1 x.109 W7 1 0.00 7,818.57 2,300.41 3,680.27 2.0x0.109 15 = 1 1/4x 1 1/4x.109 W6 1 2.375.83 6,183.57 0.00 2,549.84 2.0 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 7,818.57 2,720.69 4,508.10 2.0x0.109 15=1 1/4x1 1/4x.109 W4 1 3662.08 6,183.57 0.00 1,862.97 2.3 x 0.109 10 = 1 x 1 x .109 W3 1 0.00 13,309.92 4,914.28 5,054.99 2.1 x 0.156 1J = 1112 x 1 1/2x.156 W2 1 7624.66 18,039.61 0.00 2,849.72 2.0 x 0.257 RH = round 7/8 Vi 1 0 6,183.57 689 3,166.23 2.0 x 0.109 10 = 1 x 1 x.109 V2 1 01 6,183.57 3901 3,746.95 2.0 x 0.109 110 = 1 x 1 X.109 -- : iTEss ANALYSIS Job Number: Job Name: Jj 97-0377 CARLSBAD LOT 41 - ROOF Location: Joist Description: WWQJ CARLSBAD, CA Long Span 20LH1981120 ..' DateRun : 316i98 Mark J3 - II Geometry Base Length: 131-4 31-8 Working Lenth: I Joist Depth: 20.00 I Elective Depth: 119.01 I BC Pane! Length: Special Panels Shape: 1paraiiei Chords Variable Left End Right End BC Panel 2-0 3-0 TC Panel 2-0 3-0 First Ha 3-0 2-6 First Diag: 50 5-6 20.00 Depth 20.00 Loads Uniform Load . 198.00 Live Load . 120.00 Concentrated Load TC @ 15-6 1,000.00 jAdditonal Shear in Webs . 500.00 TC Axial Load 20,100.001 Stress Analysis Uniform TC: 198.00 Uniform BC: 0.00 Reaction LE: 1 3,612.64 Reaction RE: 13,591.36 . Minimum Shear 1 903.16 Max TC Comp.: 1 29,254.71 Max BC Tension 1 20,270.18 Member TC Tension ITC Compresion BC Tension BC Compresion Web Tension I Web Comp. Web Lengthl PP Dist W2 0.00! 18,052.511 0.00 0.00 6,011.911 0.00 29.0810-2 W3 0.001 18,052.511 9,560.42 0.00 0.00 7,392.85; 40.71 2-0 W4 0.001 25,094.98 9560.42 0.00 5,432.42 0.00i 35.52 5-0 W5 0.00 25,094.981 16,378.53 0.00 0.00 . 4,507.76 35.527-6 W6 0.0.01 29,037.05 16,378.53 0.00 3,583.10 0.001 35.52 10-0 W7 0.001 29,037.051 20,270.18 0.00 0.00 2,941.26 40.71 12-6 W7 0.001 2.9,254.71 20,270.18 0.00 0.00 2,613.061 40.71 15-6 W6 0.001 29,254.71 16,910.57 0.00 3,296.78 0.00i 35.52 18-6 W5 0.001 25,675.40 16,910.57 0.00 0.00 4,221.44 35.5221-0 W4 0.001 25,675.40 10,311.19 0.00 5,425.39 0.0O 37.22 23-6 W3 0.001 19,515.30 10,311.19 0.00 0.00 6,132:41 35.52126-2 W2 0.001 19,515.30 0.00 0.00 7.807.681 0.00 38.96128-8 Standard Verticals Member Position Max Tension Max Comp. Length Vi End Panel 0.00 622.53 19.011 V2 Interior 0.00 639.03 19.011 IIChord Pronerties MATERIAL DESIGN Job Number Job Name: 97.0377 ICARLSBAD LOT 41 -ROOF Location: • Joist Descnption: CARLSBAD, CA Long Span 201H198/120 Date F. R 7 : 316198 :.. . Ma,k. J3 Chord Area Rx Rz Ryy Y I Q Material TC 0.6730 0.6189 0.3944 1 1.2318 0.5650 0.2578 0.9808 24 = 2 x 2 x.176 BC 0.3594 0.4652 0.2962 1.0320 0.4212 0.0778 0.9607 1E = 1 1/2x 1 1/2x.125 Axial and Bending Analysis Bending Load: Fy: Fb: 198.00 50,000.00 130, Mom of Inertia: LL 240: TI. 180: Max Bridg TC: Max 8ndgBC: 169.73 309.19 412.26 17-5 318 1 20-7518 111 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I jGap Between Chords: Length 22.0J 36.00 36.00 30.00 34.00 too Bending Load 198.001 Axial Load 18,052.511 198.00 29,254.71 - - ig800M Max Load FillersTC: 19,515.1,731.22 30 Max Load no Fillers TC: 14,498.22' 27,048.23 86.2 11 Min Weld Len 2X: 17,572.21:,0.5000 fa 13,411.491 21,733.78 - Maximum KUr 55.78 - 45.64 - Fa 23,061.75 - 24,600.15 - Fe 118,189.11 Cm 0.9660 - - 78,468.49 0.8892 - 4948402IBCStress: 0.91211 28,201.99 1866.11 ,TCOALl yy: 305.2513 1542.48 BC URz 5193.50! 1243.0894 Panel Point Moment 1532.55 - 1782.00 - Mid Panel Moment , 379.031 Panel Point lb 4265.17 - - 891.00 4959.42 - - Mid Panel lb 415.32 - 976.30 - 1690.16 Fillers i U - 2 Panel Point Stress 17,676.66 - 26,693.20 - 19,691.71 Mid Panel Stress 0.5969 - 0.9243 - 0.8992 Web IDesion Member Qty Web Tension Allow Tension Web Comp tJlow Comp Weld I Material W2 1 6,011.91 18,039.61 0.001 4,573.72 2.0 x 0.202 1 RH round 7/8 I F_W3 1 0.00 23,339.25 7,392.85 7,514.97 2.7 x 0.188 126 2 x 2 x.205 W4 1 5.432.42 6,183.57 0.001 1,669.34 3.4 x 0.109 110= 1 x 1 x .109 W5 1 0.00 9,786.93 4,507.76 5,335.74 2.7x0.113 1C = 1 1/2x 1 1/2x.113 W6 1 3.58310 6,183.57 0.00 1,669.34 2.2x0.109 10=1 x x.109 W7 1 0.00 9,786.93 2,941.26 4,507.96 2.0x0.113 1C = 1 1/2x 1 1/2x.113 W7 1 0.00 8,906.25 2,613.06 2,871.14 2.0x0.125 18 = 1 1/4x 1 1/4x.125 W6 1 3,296.78 6,183.57 0.00 1,669.34 2.0 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 9,786.93 4,221.44 5,335.74 2.5x0.113 1C = 1 1/2x 1 1/2x.113 W4 1 5.425,39 6,183.57 0.00 1,519.94 3.4 x 0.109 10 = 1 x 1 x .109 W3 1 0.00 14,531.25 6,132.41 6,135.21 3.3 x 0.125 20 = 2 x 2 x.125 W2 1 7,807.68 18,039.61 0.00 2,548.35 2.0 x 0.263 RH = round 7/8 Vi 1 0 6,183.57 623 4,211.82 2.0x0.109 10=1x1x.109 V2 1 0 6,183.57 606 4,211.82 2.0x0.109 10=1x1x.109 rREssANALvsIs 4 97.0377 CARLSBAD LOT 41 - ROOF 316198 Job Number Job Name: DateRun: •-- Location: Joist Description: Mark CARLSBAD, CA Short Span Crimp 20K2321128 IJ4 enmetry Base Length: 31-8 Working Length: 1 31-4 I Joist Depc 20.00 I Efectrie Depth: 19.02 I BC Panel Length: Special Panels I Shape: Parallel Chords Variable Left End Right End BC Panel 2-8 1-10 TC Panel 2-8 1-10 0-0 First Half 2-0 First Diag. 4-8 1-10 120.00 Depth 20.00 Loads Uniform Load 232.00': Live Load . 128.00 Concentrated Load TC @15-2 I 1,000.001 lAdditional Shear in Webs 500.00 TC Axial Load 61800.00! Stress Analysis Uniform TC: 232.00 Uniform BC: 1 0.00 Reaction LE: 1 4,155.94 Reaci RE: 1 4,113.39 Minimum Shear 1 1,038.99 Max TC Comp.: 1 21,796.89 Max BC Tension 1 22,862.47 Member IC Tension jTC Compresioni BC Tension IBC Compresioni Web Tension Web Comp. Web Length PP Dist. W2 0.001 9,673.011 0.001 0.001 8,153.38 0.00l 35.52 0-2 W3 0.001 9,673.011 10,316.581 0.001 0.00 6,188.66 30.62 2-8 W4 0.001 15,562.771 10,316.581 0.001 5441.63 0.00 30.62 4-8 W5 0.001 15,562.771 16,998.701 0.00 0.00 4,694.60 30.6216-8 W6 0.001 19,696.181 16,998.70 0.001 3,947.571 0.00 30.62 8-8 W7 0.00 19,696.181 - 20,924.52 0.00 0.00 2,816.81 26.19 10-8 W8 0.001 22,058.161 20,924.52 0.00 2,337.69 0.00 26.19 12-2 W9 000l 22,058.161 22,862.471 0.00 0.00 1,858.57 26.19 13-8 W9 0.001 21,796.891 22,862.471 0.00 0.00 2,218.17 37.23 15-2 W8 0.00! 21,796.891 19,690.511 0.00 3,428.96 0.00 37.23 17-10 W7 0.001 17,507.491 19,690.511 0.00 0.00 4,639.76 37.23 20-6 W6 0.001 17507.491 12,059.00i 0.001 6,162.46 0.00 38.96 23-2 W5 0.001 11,498.461 12,059.00 0.001 0.00 5,427.92 29.08 26-0 W4 0.001 11,498.46 4,121.79 0.00 6,431.41 0.00 30.62 27-10 W3 0.001 11,498.461 4,121.79 0.00 0.00 4,420.06 19.02 29-10 W2 0.001 8,191.351 4,121.79 0.00 6,413.77 0.00 27.60 29-10 Standard Verticals Member Position IMax Tension _ Max Comp. I Length Vi End Panel _0.00!632.29 19.02 V2 Interior I 0.00! 748.291 19.02j I MATERIAL DESIGN Job Number Job Name: 97-0377 CARLSBAD LOT 41 - ROOF Location: I Joist Description: '1P CARLSBAD, CA Short Span Crimp 20K232I128 -r .316198 Madc J4 II Chord Prooertiec Chord Area Rx RZ Ryy Y I I Q Material TC 0.5516 0.6236 0.3963 1.2238 0.5530 0.2145. 0.8979 212x2x.143 T BC 0.3950 0.4634 0.2955 1.0354 0.4259 0.0848 0.9964 1G = 1 1/2 x 1 1/2 x.138 Axial and Bending Analysi I Bending Load: Fy: [232.00 50,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K Ur Fa Fe Cm Panel Point Moment Mid Panel Moment Panel Pointfb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Desan I Fb: Mom of Inertia: ILL 240: I TL 180: Max Bridg TC: I Max Biidg BC: 130,000.00 1166.84 303.92 405.23 114-91/2 120-8 1/2 End Panel LE First Panel LE I Interior Panel First Panel RE End Panel RE Gap Between Chords: 1.00 30.00 24.001 32.001 24.00 20.0011 232.00 - 232.00 - 232.00 Max Load Fillers TC: 23,034.43 9,673.01 - 21,796.89 - 8,191.35 Max Load no Fillers TC: 8,768.91 - 19,759.64 - 7,425.74 118549.86 75.69 - 51.31 - 50.46lI Min Weld Len 2X: 16,660.81 - 22,056.49 - 19,950.871 10.5000 64,527.45 - 56,713.58 - 145,186.771 BC Stress: 28,943.06 0.9592 - 0.8606 - 0:98471 1665.22 - 1649.78, - 96629TC0L1'. 1 307.2458 1422.07 - 824.891 - 543.89 jBCURz: 5616.93 - 5564.851 - 3259.37! 1216.6001 1833.02 - 1063.261 - 701.06! 0 - 21 - 01 14,385.85 - 25,324.491 - 10,685.11j 0.60191 0.94801 - 0.39921 Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 1 8.15338 18,039.61 0.00 4,072.94 2.0 x 0.275 RH = round 7/8 W3 1 0.00 14,531.25 6,188.66 8,215.30 3.3 x 0.125 20 = 2 x 2 x.125 W4 1 5,441.63 6,183.57 0.00 1,678.63 3.4 x 0.109 10 = 1 x 1 X.109 W5 1 0.00 9,786.93 4,694.60 5,350.70 2.8 x 0.113 1C = 1 1/2 x 1 1/2 x.1 13 W6 1 3.947,57 6,183.57 0.00 1,678.63 2.4x0.109 10= lxi x.109 W7 1 0.00 7,818.57 2,816.81 4,254.76 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W8 1 2.337,69 6,183.57 0.00 2,295.45 2.0 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 6,183.57 1,858.57 2,295.45 2.0 x 0.109 10 =1 x 1 x.109 W9 1 0.00 7,818.57 2,218.17 2,268.69 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W8 1 3,428.96 6,183.57 0.00 1,135.96 2.1 x 0.109 10 = 1 x 1 x.109 W7 1 0.00 11,848.68 4,639.76 4,937.94 2.3 x 0.138 1G = 1 1/2 x 1 1/2 x.138 W6 1 6,162.46 6,183.57 0.00 1,037.17 3.8 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 9,786.93 5,427.92 5,617.12 3.2x0.113 1=1 1/2x1 1/2x.113 W4 1 6.431,41 7,818.57 0.00 3.352,23 4.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W3 1 0.00 7,818.57 4,420.06 4,874.11 2.7 x 0.109 15 = 1 1/4 x 1 1/4 x.1 09 W2 1 6,413.771 18,039.611 0.001 6,746.17 2.0x0.216 RH = round 7/8 Vi 1 01 6,183.571 6321 3,746.95 2.0 x 0.109 10 = 1 x 1 x.109 V2 1 . 01 6,183.571 5551 3,746.95 2.0 x 0.109 10 = 1 x 1 x.109 Job Number: 97-0377 Location: CARLSBAD, CA . ' STRESS ANALYSIS Name: RLSBAD LOT 4I-ROOF - Jst Description: Short Span Crimp 21 . .... .. •.. . . Date Run: 3/6198 Marc 32I128 J5 IBase Length: 30-51/4 Working Length: 130-1 1/4 I Joist Depth: 20.00 I Efecttve Depth: 119.03 I BC Panel Length: lSpecial Panels Shape: Parallel Chords Variable Left End Right End BC Panel 2-0 3-0 IC Panel 2-0 3-0 First Half 1-51/4 2-6 First Diag: 3-5 1/4 5-6 Depth 120.00 120.00 Loads Uniform Load 232.00H Live Load . 128.001 Concentrated Load TC @ 15-3 1/4 1000.001 lAdditional Shear in Webs 500.00 TC Axial Load 6800.001 Stress Analysis Uniform TC: 232.00 Uniform BC: 1 0.00 Reaction LE: 13,990.35 Reaction RE: 1 3,993.81 Minimum Shear 998.45 Max TC Comp.: 1 21,315.53 Max BC Tension 1 20,935.85 Member TC Tension !TC Compresion! BC Tension JBC Compresioni Web Tension Web Comp. jWeb Length PP Dist W2 0.001 8375.031 0.001 0.001 6,538.22 0.00i 29.09 0-2 W3 0.001 8,375.031 7,446.721 0.001 . 0.00 5,261.17 25.69 2-0 W4 0.001 13,521.85 7,446.72 0.00 5,632.09 0.00 30.63 3-51/4 W5 0.001 13,521.85 14,426.44 0.00 0.001 4,885.33 30.63 5-51/4 W6 - 0.001 17,878.98 14,426.44 0.00 4,138.58 0.001 30.63 7-51/4 W7 0.00 17,878.98 19,065.73 0.00 0.00 3,391.82 30.63 9-51/4 W8 0.001 19,994.89 19,065.73 0.00 2,080.06 0.00 22.50 11-51/4 W9 0.001 19,994.89 20,935.85 0.001 0.00 2,186.99 29.09 12-51/4 W9 0.001 21,315.531 20,935.85 0.001 1,302.98 0.00 22.50 14-31/4 W8 0.001 21,315.531 20,375.06 0.001 2,005.00 0.001 30.63 .15-31/4 W7 0.001 19,237.111 20,375.061 0.001 0.00 2,751'.761 30.63 17-31/4 W6 0.001 19,237.111 16,738.791 0.00 3,498.51 0.001 30.63 19-31/4 W5 0.001 167698.021 16,738.791 0.001 0.00 2,981.22 22.50 21-3 1/4 W4 0.00 16,698.021 11,349.54 0.001 5,765.35 0.00 37.23 22-31/4 W3 0.00 10,010.63j 11,349.54 0.00 0.00 6,620.23 35.53 24-11 1/4 W2 0.00 10,010.631 0.00 0.001 8,527.18 0.00 38.96 27-51/4 Standard Verticals Member Position Max Tension I Max Comp. Length Vi End Panel 0.001 725.241 19.03 V2 Interior 0.001 1,454.58 19.03 W STRESS ANALYSIS Job Number Job Name: 97-0377 CARLSBAD LOT 41 - ROOF . Location: - Joist Description: CARLSBAD, CA Short Span Crimp 20K2321128 - Geometry , eRu.n:- 316198 Mark: J6 Base Length: 29-1 1/2 Working Length: 1 28-91/2 Joist Depth: 20.00 Elective Depth: 119.04 BC Pane! Length: Special Panels I Shape: I Parallel Chords Variable I Left End Right End BC Panel 12-10 3-0 TC Panel 2-10 3-0 First Ha 2-2 2-7 1/2 First Diag. 5-0 * 5-7 1/2 I Depth 120.00 120.00 Loads Uniform Load 232.00iLive Load S 128.001 Concentrated Load IC @ 15-0 1,000.00i I Additional Shear in Webs 500001 TC Axial Load 6,800.00j Stress Analysis Uniform TC: 1232.00 Uniform BC: 10.01 Reaction LE. 13,824.64 Reaction RE: 13,855.03 Minimum Shear 963.76 Max TC Comp.: 19,854.58 Max BC Tension 1 18,897.05 Member TC Tension TC Compresion BC Tension IBC Compresion Web Tension Web Camp. Web Lengthl PP Dist W2 0.001 9531.80 0.001 0.00 7853.60 0.00 37.23 0-2 W3 0.00 9531.80 9,944.44 0.00 0.00 5,847.78 32.22 2-10 W4 0.00 14895.04 9,944.441 0.00 4,781.31 0.00 30.63 5-0 W5 0.00 14,895.04 15,590.69 0.00 0.00 4,034.66 30.63 7-0 W6 0.00 18,252.27 15,590.69 0.00 3,288.01 0.00 30.63 9-0 - W7 0.00 18,252.27 18,897.05 0.00 0.00 2,541.36 30.63 11-0 W8 0.00 19,854.58 18,897.05 0.00 1,794.71 0.00 30.63 13-0 W8 0.00 19,854.58 18,602.82 0.00 2,170.27 0.00 30.63 15-0 W7 0.00 17,810.91 18,602.82 0.00 0.00 2,916.92 30.63 17-0 W6 0.00 17,810.91 15,901.051 0.00 2,554.15 0.00 22.50 19-0 W5 0.001 15,126.49 15,901.05 0.00 0.00 4.03690 30.63 20-0 W4 0.00 15,126.49 11,085.47 0.00 4,011.32 0.00 26.20 22-0 W3 0.00 9,823.60 11,085.471 0.00 0.00 6560.37 36.81 23-6 W2 0.00 9,823.601 0001 0.00 8,241.61 0.00 38.97126-1 1/2 II Standard Verticals Member Position Max Tension Max Comp. Length Vi End Panel 0.00 731.53 19.04 V2 Interior 0.00 1,562.36 19.04 MATERIAL DESIGN Job Number Job Name: 97-0377 CARLSBAD LOT 41 - ROOF Location: - Joist Descnption: CARLSBAD, CA [Short Span Crimp 20K232/128 Date Ru,r: 3/8/98 Mark J6 II Chord Prnnerties Chord Area Rx Rz Ryy Y I Q Material TC 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 0.8343 20 = 2 x 2 x .125 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1C = 1 1/2x 1 1/2x.113 C: I Max Bridg BC: 1 20-6 718 L Gap Between Chords: 1.00 Max Load Fillers TC: 21,427.66 Max Load no Fillers TC: 19,016.59 Min Weld Len 2X: 0.5000• BC Stress: 28,962.69 TC 0ALJRyy: 283.3240 BC LjRz: 168.4065 Max Bridg 7 14-8 7/8 Top Chord Check End Panel LE First Panel LE I Interior Panel I First Panel RE End Panel RE Length 32.00 26.001 24.001 31.50 34.001 Bending Load 232.00 232.00 0.001 232.00 232.00 Axial Load 9531.80 9,531.80 19,854.58 9,823.60 9,823.60 fa 9,839.28 9,839.28 20,495.051 10,140.49 10,140.49' Maximum K Ur 80.49 65.40 38.32 79.24 85.53' Fa 15,224.38 18,990.06 22,118.88 17,097.62 14,555.96 Fe 57,190.86 86,632.31 101,672.64 59,020.85 50,660.42 Cm 0.9484 0.9659 0.9194 0.9485 0.9400 Panel Point Moment 1921.59 1921.451 0.00 2366.38 2365.99 Mid Panel Moment 1607.13 329.141 0.00 771.68 1735.91 Panel Pointfb 7352.37 7351.821 0.00 9054.20 9052.73 Mid Panelfb 2311.27 473.35 0.00 1109.78 2496.47 Fillers 0 0 2 0 0 Panel Point Stress 17,191.65 17,191.10 20,495.05 19,194.69 19,193.221 Mid Panel Stress 0.7521 0.5387 0.9266 0.64391 0.81391 Web Design Axial and Bending AnaIysi [Bending Load: Fy: L 32.00 1 50,000.00 Fb: Mom of inertia: Li 240: TL 180: 30,000.00 141.55 332.36 - 443.15 Member Qty Web Tension I Allow Tension Web Camp Allow Camp I Weld I Material W2 1 7,853.601 18,039.61 0.00 3,713.021 2.0 x 0.264 1 RH = round 7/8 W3 1 0.00 14,531.25 5,847.78 7,922.131 3.2 x 0.125 120 2 x 2 x.125 W4 1 4.78131 6,183.57 0.00 1,680.331 3.0 x 0.109 110 = 1 x 1 x .109 W5 1 0.00 9,786.93 4,034.66 5,353.431 2.4x0.113 11C = 1 1/2x 1 1/2x.113 W6 1 3.28801 6,183.57 0.00 1,680.331 2.0 x 0.109 10 = 1 x 1 X .109 W7 1 0.00 7,818.57 2,541.36 3,355.56 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x. 109 W8 1 1.79471 6,183.57 0.00 1,680.33 2.0x0.109 10=1 x x.109 W8 1 2,170.27 6,183.57 0.00 1,680.33 2.0 x 0.109 10 = 1 x 1 x .109 W7 1 0.00 7,818.57 2,916.92 3,355.561 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.1 09 W6 1 2,554.15 6,183.57 0.00 3,058.631 2.0 x 0.109 10 = 1 x 1 x.109 W5 1 0.001 9,786.93 4,036.90 5.353.431 2.4x0.113 1C = 1 1/2x 1 1/2x.113 W4 1 4,011.32 6,183.57 0.00 2,297.23 2.5 x 0.109 110 = 1 x 1 X.109 W3 1 0.00 14,531.25 6,560.37 7,021.19 3.5 x 0.125 120 = 2 x 2 x.125 W2 1 8,241.61 18,039.61 0.00 3,390.24 2.0 x 0.278 1 RH = round 7/8 Vi 1 0 6,183.57 732 3,746.95 2.0 x 0.109 io = 1 x 1 x.109 1 0 6,183.57 504 3,746.95 2.0 x 0.109 110 = 1 x 1 x.109 Job Number 97-0377 - : .5 i7 Location: \ CARLSBAD. CA - STRESS iX[s Job Name: '- ":• -• --'" . CARLSBAD LOT 41 - ROOF 316198 Joist Desca'iption: Short Span Crimp 20K2641160 '.-:- : Geometry '_5_• . Base Length: Working Length: Joist Depth: EfectNe Depth: BC Panel Length: Shape: 21-1 112 20-91/2 20.00 19.04 ISpecial Panels Parallel Chords Variable Left End Right End S BC Panel 3-6 3-4 ';TC Panel 2-6 2-4 2-3 1/2 First Half 1-4 FirstDiag. 4-10 - 5-7112 Depth 20.00 20.00 Loads UniformLoad 264.00 LiveLoad 5 160.00 Concentrated LoadTC @ 10-10 _1_000.00: Additional Shear in Webs 500.00 TC Axial Load 6,800.00 StressAnalysis Uniform TC: Uniform BC: Reaction LE: Reaction RE: Minimum Shear Max TC Comp.: Max BC Tension 264.00 0.00 3,231.47 _3,257.53 814.38 14,295.53 11,809.04 - _Member .ICTension TCCompresioni BCTension ;BC CompreonWeb TensionWebComp. Web LengthlPPDist W2 0.00 9,707.09 0.00:0.00 7,966.48 0.00 44.3010-2 V1S 0.00 9,415.86 0.00: _0.00 0.00:789.47 22.5012-6 W3 0.00 9,415.8617,693.86_0.00 0.00_3,667.38 24.8713-6 W4 0.00 12,511.3517,693.86_0.00 3,597.24 0.00 30.6314-10 W5 0.00 12,511.35111,404.08:0.00 0.00 2,747.60 30.6316-10 W6 0.00 14,295.5311,404.08 0.00 1,897.97 0.00 . 30.6318-10 W6 0.00 14,295.53111,809.04 0.00 1,438.05.0.00 22.50110-10. L w5 0.00 12,904.84111,809.04-0.00 0.00: _2,594.82 30.63111-10 W4 0.00 12,904.8418,729.151 0.00 3,040.87;0.00 27.61113-10 W3 0.00 9,208.0418,729.15_0.00 0.004,833.34 33.45115-6 V1S 0.00 9,208.04:0.00_0.00 0.00 913.00 22.50118-9112 _0 9,548.671. 0.00 0.00 7,750.56 0.004250117-91/2 Standard Verticals Member Position MaxTension _MaxComp. _Length V2 : Interior 0.001 1,457.30119.04 - MA TE.SIGN .kt Number Job Name Date R 97-0377 CARLSBAD LOT 41 -ROOF S 316198 Location: . Joist Oescnption: Maft:- -- CARLSBAD, CA Short Span Crimp 201(2641160 J7 Chord Properties Chord Area Rx Rz Ryy Y I Q Material I TC 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 0.8343 20=2x2x.125 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1C = 11/2 x 11/2 x .113 Axial and Bending Analysis Pending Load." Fy: Fb:, Mom of inertia: ILL 240: TL 180: Max Bridg TC: Max Bridg BC: 264.00 50,000.00 30,000.00 141.55 882.55 1,176.74 14-8 7/8 20-6718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 28.00 28.00 24.00 39.50 26.00 Bending Load 264.00 264.00 0.00 2640 26400 Max Load Fillers TC: 21,427.66 Axial Load -. - - 9,707.0919,415.8614,295.53 9,208.04 9,548.67 MaxLoadnoFiiiersTC: :fa 10,020.22j9,719.6014,756.67 9,505.089856.69 19,016.59 Maximum KLJr 70.43!70.43 38.32 99.36 65.40 Min Weld Len 2X: Fa - - 16491_88!18324312211888 1399507 1709106 05000 I Fe 74,698.27174,698.27101,672.64 37,534.65. 8632.31 BC Stress: Cm 0.959810.9610 0.9419 0.9240 0.9659 18,099.19 PanelPointMoment - 1868.0811868.19 0.00 2634.682633:15 TcOALjRyy. 204.6001 MidPanelMoment - 1323.12:661.18 0.00 1829.63 775.53 BCLJRz' Panel Point fb 7147.647148.04 0.00 10080.77 10074.92 161.6702 Mid Panel fb 1902.83 950.87 0.00 2631.26 1115.32 Fillers 01 0 0 0 0 PanelPoint Stress 17,16785116,867.6414,756.67 19,585.84 19,931.62 MidPanelStress 0.6919!0.5724 0.6672 0.8093' 0.6253 I Web Design Member Qty Web Tension _Allow Tension Web Comp _ Allow Comp Weld W2 . 1 7,966.48!18,039.61!0.00'2,623.18 2.0x0.268 W3 1 00018,906.25!3,667.383,997.56 2.0x0.125 W4 1 3,597.24,6,183571 0.00 1,680.33 2.2x0.109 W5 1 0.00;7,818.57:2,747.60 3,355.56 2.0 x 0.109 W6 1 1,897.9716,183.57:0.001,680.33 2.0x0.109 W6 1 . 1,438.05!6.183.571 0.003,058.63_2.0x0.109 Iw511 0.0017,818.5712,594.823,355.56_2.0x0.109 W4'1 L 3,040.87,!6,183.571 0.00_2,068.232.0x0.109 W3 1 0.00114,531.25!4,833.34_7,688.91 2.6x0.125 W2 1 7750.56!18039.61!.0.00.2,849.72 2.0x0.261 Vi 1 ' 016,183.571 913 3,058.63 2.0x0.109 Y?.. . 1 -' - 0'6,183.571 - 545 3,746.95 2.0x0.109 Material RH = round 7/8 18=11/4x11/4x.125 10=1x1x.109 15=11/4x11/4x.109 10=1x1x.109 10=1x1x.109 15=11/4x11/4x.109 10=1x1x.109 20 =2 x2x .125 RH = round 7/8 10 = 1 x 1 X.109 10 = 1 X X.109 - . Job Number Job Name: . [_97-0377 CARLSBAD LOT 41 - ROOF Location: Joist Description.- . CARLSBAD, CA Short Span Crimp 20K2641160 Geometry Date Run: 316198 Mar$c ., J8 ' Base Length: 13-1 1/2 Working Length: 1 12-91/2 Joist Depth: 20.00 Efective Depth: 19.04 BC Panel Length: Special Panels Shape: Parallel Chords Variable Left End Right End BC Panel 3-4 3-8 TC Panel 2-4 First Half 0-91/2 Depth 20.00 20.00 Loads Uniform Load 264.00Live Load . 160.00 Concentrated Load IC @ 6-1 1/2 1,000.00 lAdditonal Shear in Webs 500.00 TC Axial Load Stress Analysis 6,800.001 Uniform TC: L264.00 Uniform BC: 0.00 tion LE: r2,222.70 Reaction RE: 2,154.30 Minimum Shear: 555.68 Max TC Corvp.: 9,145.65 Max BC Tension 4,914.39 Member I IC Tension ITO Compresion BC Tension IBC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00i 7,999.44 0.00 0.00 5,440.21 0.00 42.50 0-2 V1S 0.00i 7,752.41 0.00 0.00 0.00 644.62 22.50 2-4 W3 0.00i 7,752.41 4,242.29 0.00 0.00 2,139.32 21.28 3-4 W4 0.001 9,145.651 4,242.29 0.00 2,274.88 0.00 30.6314-1 112 W4 0.001 9,145.65 4,914.39 0.00 1,390.70 0.00 25.52 6-1 1/2 W3 ' 0.00 7,780.62 4,914.39 0.00 0.00 2,523.94 29.86 7-6 1/2 I vis 0.001 7,780.62 0.00 0.00 0.00 872.17 22.50 10-5 112 L W2 0.00i 8,118.65 0.00 0.00 5,630.15 0.00 46.11 9-51/2 Standard Verticals Member I Position L V2 I Interior Max Tension I 0.001 Max Comp. j Length . 1,477.971 19.04 MATERIAL DESIGN Job Number Job Name: - .. 97377 CARLSBAD LOT 41 - ROOF 1316198.. l7bisrn Location: Joist Description: Mark CARLSBAD, CA Short Span Crimp 20K264/160 Chord Properties Chord Area Rx Rz Ryy Y I Q Material TC 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 0.8343 20=2x2x.125 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 1 0.9204 1C1 112x1 1/2x.113 Axial and Bending Analysis Bending Load: 264.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 141.55 LL 240: 3,789.90 5,053.19 TL 180: Max Bridg TC: 14-8 7/8 Max Bridg BC: 120-6 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE 30.00:1 Gap Between Chords: 1.00 Length 26.00 21.501 24.00 35.00 Bending Load 264.00 - 0.00 264.00 264001 Max Load Fillers TC: 8,118•65L Max Load Fillers TC: 8,380.541119,016.59 75.46H Min Weld Len 2X: 15,869.640.5000 AxialLoad 7,999.44 - 9,145.65 7,780.62 Ifa 8,257.48 - 9,440.67 8,031.60 Maximum KLJr 65.40 - 38.32 88.04 Fa 17,091.06 - 22,118.88 15.79220 jF'e 86,632.31 - 101,672.64 47806.89 65 O70.49H Stress: 1Cm 1 0.9714 - 0.96291 0.9496 7 532.08 0.96141 Panel Point Moment 1410.63 - 0.00 2513.72 25l2.78 i TC ' 125.8762 1378.061 BCLJRz 9614.37: 134.7252 Mid Panel Moment 1220.58 - 0.00 1304.08 Panel Pointfb 5397.351-- - I 0.00 9617.95 ;Mid Panel fb 1755.371 - 0.00 1875.45 1981.841 Fillers 0 - 0 0 0 17,994.901 Panel Point Stress 13,654.84 - - 9,440.67 17,649.56 Mid Panel Stress 1 0.55851 0.4268 0.5941 0.61551 Web Design Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 1 5,440.21 18,039.61 0.00 2,849.72 2.0 x 0.183 RH = round 7/8 W3 1 0.00 6,183.57 2,139.32 2,419.121 2.0 x 0.109 10 = 1 x x.109 W4 1 2,274.88 6,183.57 0.00 1,680.33 2.0x0.109 Ho = 1 xix .109 1 W4 1 1,390.70 6,183.57 0.00 2,420.671 2.0x0.109 10 = lxi x.109 H W3 1 0.00 8,906.25 2,523.94 2,776.02 2.0x0.125 18 = 1 1/4x 1 1/4x.125 W2 1 5,630.15 18,039.61 0.00 2,420.87 2.0 x 0.190 RH = round 7/8 I vi 1 1 0 6,183.57 8721 3,058.63 2.0 x 0.109 10 = 1 x 1 x.109 V2 1 1 01 6,183.57 1,4781 3,746.95 2.0 x 0.109 10 = 1 x 1 x .109 ---- Job Name, Job Number Date Run: ROOF 1316198 Geometry CA CARIAD 10141 -.Me CARLSBAD, Base Length: Working Length: 14-91/2 Joist Depth: 20.00 I Shape:5-11/2 I Efective Depth: 19.04 I BC Pane! Length: 2 @ 2-0 Parallel Chords Variable Left End Right End 120.00 BC Panel 1-03/4 1-0 TC Panel 1-03/4 1-0 First Half 1-03/4 0-0 First Diag: 2-1 1/2 1-0 Depth 20.00 Loads Uniform Load 264.001 Live Load . 160.001 Concentrated Load TC @ 2-1 1/2 1,000.001 Lonal Shear in Webs 500001 IC Axial Load 1 6,800.001 Stress Analysis Uniform TC: Uniform BC: Reaction LE: Reaction RE: Minimum Shear Max TC Comp.: Max BC Tension 264.1 1 0.00 1,223.80 1,041.20 305.95 5,792.70 1,191.62 Member TC Tension ITC Compresioni BC Tension IBC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.001 5,568.231 0.001 0.00 1843.86 0.00 21.86 0-2 W3 0.001 5,568.231 1,191.62 0.00 0.00 1,621.27 22.91 1-03/4 W4 0.001 5792.701 1,191.621 0.00 1,093.67 22.50 W4 0.001 5,792.70 489.16 0.00 1,405.74 0.00 22.50 3-1 1/2 W3 0.00 5,792.70 489.16 0.00 0.001 1,431.20 19.04 4-1 112 W2 0.001 5,466.871 489.16 0.00 1,616.641 0.001 21.50 4-1 112 Standard Verticals Member Position [ Max Tension Max Comp. I Length Vi j End Panel 0.001 263.121 19.04 V2 [ Interior 0.001 268.62 19.04! MATERIAL DESIGN Job Number Job Name: n316198 un: - 97-0377 CARLSBAD LOT 41 - ROOF EE vW Location: Joist Description: .Ma,c CARLSBAD, CA Short Span Crimp 20K2641160 J9 - Chord Pronertles Chord Area Rx Rz Ryy Y I Q Material TC 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 0.8343 20 = 2 x 2 x .125 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1C=1 1/2x1 112x.113 Axial and Bendina Analysis I sending Load: 264.00 Fy: 50,000.00 Fb:. 30,000.00 Mom of Inertia: 141.55 LL 240: 72,102.25 TL 180: 96,136.34 Max Bririg TC: 1 14-87/8 Max Bndg BC- 120-67 Top Chord Check End Panel LE First Panel LE] Interior Panel I First Panel RE End Panel RE Gap Between Chords: 10.00 too Length 10.75 12.751 12.00 12.00 Bending Load Axial Load fa 264.00 5,568.23 5,747.85 264.001 5,568.231 5.747.851 5,792.70 5,979.56 0.001 - - 264.00 MaxLoadFillersrC: 22,241.82 5,466.87 Max Load no Fillers TC: 5,643.221 22,183.57 Maximum K Ur 27.04 32.071 29.52 - 25.1511 Min Weld Len 2X: Fa 20,861.12 22,725.38 22,959.291 - 21,006.84 10.5000, IF'e 506,768.56 360,251.861 406,690.571 - 585,634.42 BC stress: Cm 0.9966 0.99521 0.99411 0.9971 1,826.34 Panel Point Moment Mid Panel Moment 312.26 180.84 312.28 151.651 0.00 0.00 - - 269.48 TCOALJRY)f. 156.77 BC URZ Panel Pointfb 1194.78 1194.851 0.00-1 1031.06!!83.3612 Mid Panel fb - 260.08 218.091 0.00 - 225.45 IFillers 01 01 0 - 0 Panel Point Stress 6,942.63 6,942.70 5,979.561 - 6,674.28 Mid Panel Stress 0.2860 0.2617 0.2604] - 0.2777; Web Desian Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 1 1,843.86 18,039.61 0.00 9,554.85 2.0x0.062 RH = round 7/8 W3 1 0.00 6,183.57 1,621.27 2,085.89 2.0x0.109 110 = 1 xix .109 W4 1 0.00 6,183.57 1,093.671 3,058.63 2.0 x 0.109 10 1 x 1 x.109 I W4 1 1,405.74 6,183.57 0.00 3,058.63 2.0 x 0.109 10 = 1 x 1 X.109 I W3 1 0.00 6,183.57 1,431'.201 2,986.70 2.0 x 0.109 10 = 1 x 1 X.109 I W2 1 1,616.64 18,039.61 0.00 9,715.53 20x0.054 RH = round 7/8 Vi 1 0 6,183.57 263 3,746.95 2.0 x 0.109 10 = 1 x 1 X.109 V2 1 01 6,183.57 269 3,746.95 2.0 x 0.109 10 = 1 x 1 X.109 Job Number 97-0377 (Thcrn Location: -1' CARLSBAD, CA MATERIAL bESIN Job Name: CARLSBAD LOT 41 -ROOF Joist Description: Short Span Crimp 24K2321128 Date RU4:z?, 316198 T-; a,1c 0 :.. - II Chord Prnnertiec Chord Area Rx Rz Ryy Y I I Q Material TC 0.6730 0.6189 0.3944 1.2318 0.5650 0.2578. 0.9808 24 = 2 x 2 x .176 BC 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 0.8343 20 = 2 x 2 x .125 Axial and Bending Analysis Bending Load: 232.00 IFy: 50,000.00 IFb: . 30,000.00 IMom of inertia: 295.57 ILL 240: 271.75 TL 180: 1362.34 Max Bridg TC: 114-10 5/8 Max Bddg BC: 1 124-4 518 i Top Chord Check End Panel LE 1 First Panel LE I Interior Panel I First Panel RE End Panel RE____] Gap Between Chords: Length 32.501 21.50! 36.00! 24.00 14.251 tOO Bending Load 232.001 - 232.00$ - 232.001 Max Load Fillers TC: Axial Load fa 1 10,386.161 7716.04 - 27,876.201 - 20,709.66$ - - 7,403.591' 128675.43 Max Load no Fillers TC: 5,500.241 $21,097.59 Maximum K r 82.40 - 58.17$ - 36.1311 min Weld Len 2X: Fa 16,497.06 - 22,678.631 - 23,312.521 [5000 Fe 54,157.19 - 44,138.53$ - 281,704.061$Bcstress: Cm 0.9573 - 081231 - 0.9941j 626.99 fPanel Point Moment Mid Panel Moment 1841.01 1715.09$ - 2088.00$ - 1044.00$ - 803001 $TCOAURyy: 171.36I 383.3907 BCURz: Panel Pointfb 5123.64$ - 5811.04$ - 2234.81 171.0510 Mid Panelfb 1879.291 - 1143.95$ - 187.761 Fillers 01 - 5$ - 7,735.051 Panel Point Stress 12,839.68$ - 26,520.70$ - Mid Panel Stress 05390$ - 09727$ - 0.24241 Web Desian Member Qty Web Tension Allow Tension Web Comp I Allow Comp I Weld Material W2 1 9.391,86 18,039.61 0.001 3,015.051 2.0 x 0.316 RH = round 7/8 W3 1 0.00 14,531.25 6,271.801 8,216.38 3.4 x 0.125 20 2 x 2 x.125 W4 j 1 6.578,60 7,818.57 0..001 2,473.09 4.1 x 0.109 15 = 1 1/4 x 1 1/4 x. 109 - W5 1 0.00 13,309.92 5.77135 j 6,002.76 2.5 x 0.156 1J = 1 1/2 x 1 1/2 x.156 W6 1 5,820.68 6,183.57 0.001 852.51 3.6 x 0.109 10 = 1 x 1 x .109 W7 1 0.00 11848.68 4.23822 4,356.95 2.1 x0.138 1G= 1 1/2x1 1/2x.138 W8 1 3,370.39 6,183.57 0.001 852.51 2.1 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 7,818.57 1960.58 2,473.09 2.0 x 0.109 15 = 1 1/4 x 11/4 x.109 W10 1 1 0.00 7,818.57 2.045.451 2,473.09 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W10 1 2.852,70 6,183.57 0.001 1,238.31 2.0 x 0.109 10 = 1 x 1 x .109 W9 1 0.00 9,786.93 3.659.941 4,419.821 2.2x0.113 1C = 1 1/2x 1 1/2x.113 W8 1 4,810.10 6,183.57 0.001 1,089.60 3.0 x 0.109 10 = 1 x 1 X.109 W7 1 0.00 14,531.25 6.62711 7,217.27 3.6 x 0.125 20 = 2 x 2 x.125 W6 1 6,913.73 7,818.57 0.00 2,176.09 4.3 x 0.109 15 = 11/4 x 1 1/4 x.109 W5 1 0.00 10.78125 5,925.41 6,269.74 3.2 x 0.125 1E = 1 1/2 x 1 1/2 x.125 W4 1 7,337.03 7,818.57 0.00 2,817.11 4.5 x 0.109 15 = 1 1/4 x 1 1/4 x 109 W3 1 0.00 9,786.93 5,433.42 5,854.48 3.2 x 0.113 1C = 11/2 xl 1/2 x.1 13 W2 1 6,400.39 18,039.61 0.00 6,967.39 2.0 x 0.216 RH = round 7/8 Vi 1 0 6,183.57 663 2,926.95 2.0 x 0.109 10 = 1 x 1 X.109 V2 1 1 0 6.183,57 545 - 2,937.54 2.0 x 0.109 10 = 1 x 1 X.109 * MATERIAL DESIGN - - Job Number 97-0377 Job Name: CARLSBAD LOT 41 ROOF Date Run: S' 318198 1P Location: CA - Joist Description: Mark . .: CARLSBAD, Long Span 24LH174/96 J12 Chord Pronerties Chord Area Rx Rz Ryy Y I Q Material TC 1.0151 0.7748 0.4934 I 1.4312 0.7033 0.6093. 0.9673 2C = 2 1/2 x 2 1/2 x.212 BC 0.3950 0.4634 0.2955 1.0354 0.4259 0.0848 0.9964 1G = 1112 x 1 1/2 x.138 1! Axial and Bending Analysis Bending Load: Fy: Fb: . Mom of Inertia: LL 240: - TL lao: Max Bridg TC: Max Bndg BC: 174.00 50,000.00 30,000.00 298.14 1 274.12 - 1365.49 20-3 114 1 20-8 112 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: ;1.00 31.00 Length 24.001 32.131 32.00 27.12 Bending Load 174.001 174.001 174.00 - 174.00' Max Load Fillers TC: Axial Load 1 37,589.02 37,508.961 50,321.45 - .52,126.46 38,024.31'Max Load no Filleis TC: [fa 18,515.741 18,476.301 24787.53 - 18,730.15':'47,811.52 62.82 !Min Weld Len 2X: Maximum KL/r 1 48.641 65.101 32.43 - Fa 23,876.401 21,297.041 26,034.97 - 21,676.46:: 0.5422 Fe 155,626.021 86,859.721 155,626.02 - 93,278.45 BC Stress: Cm 1 0.96431 0.93621 0.9363 - 09398 28,910.09 Panel Point Moment I Mid Panel Moment 1174.761 539.241 1174.90 685.26 1237.33 618.67 - - TCOALJRyy: 1367.06 . 329.9726 1125.34 CLJRz Panel Pointfb 1731.981 1732.201 1824.241 - 2015.50. 203.0626 Mid Panel fb 311.221 395.491 357.061 - 649.48 Fillers 01 01 41 - 20,745.66i Panel Point Stress 1 20,247.721 20,208.501 26,611.771 - Mid Panel Stress 1 0.78721 0.88381 0.9658! - 0.8904; Web Design Member I Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 I 1 7,009.75 18,039.61 0.00 2,717.501 2.0 x 0.236 RH = round 7/8 W3 I 1 0.00 14.53125 5.83416 6 335 86 3 1 C) 125 ?n =9y?y 175 W4 I 1 5.59568 6,183.57 0.00 1,479.831 3.5 x 0.109 10 = 1 x 1 X.109 W5 1 0.00 9786.93 4,878.18 4,993.541 2.9x0.113 1C = 1 112x 1 1/2x.113 W6 1 4.16068 6,183.57 0.00 1,479.831 2.6 x 0.109 10 = 1 x 1 x .109 W7 1 0.00 8,906.25 3,322.78 3,640.96 2.0 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W8 1 1 2,866.89 6,183.57 0.00 1,361.22 2.0 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 7,818.57 2,008.18 2,955.45 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W9 1 0.00 7,818.57 2,008.18 2,955.45 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W8 1 2,725.68 6,183.57 0.00 1,479.83 2.0 x 0.109 10 = 1 x 1 X.109 W7 1 1 0.00 9,786.93 3443.18 4,993.541 2.1 x0.113 1C = 1 1/2x 1 1/2x.113 W6 1 4,160.68 6,183.57 0.00 1,479.831 2.6 x 0.109 10 1 x 1 x.109 WS 1 0.00 9,786.93 4,878.18 4.993.541 2.9x0.113 1C = 1 1/2x 1 1/2x.113 W4 1 5.33985 6,183.57 0.00 1,611.171 3.3 x 0.109 10 = 1 x 1 x.109 W3 1 0.00 14,531.25 5,490.86 6,699.99 3.0 x 0.125 120 = 2 x 2 x.125 W2 1 7.523,27 18,039.61 0.00 2,303.17 2.0 x 0.253 RH round 7/8 Vi 1 0 6,183.57 570 3,571.13 2.0x0.109 10=1x1x,109 [ V2 1 0 6,183.57 567 3,603.82 2.0 x 0.109 10 1 x 1 x.109 - STRESSA[ysis Job Number Job Name: 97-0377 CARLSBAD LOT 41 -ROOF (Th Location: . Joist Description: - r- çRLSBAD,CA _Short SpanCrimp24K2321128 Date Run. 316198 Mark - J13 II Geometry Base Length: 3/8 Working Length: _39-0 3/8 Joist Depth: _24.00 Efective Depth: 22.89 I BC Panel Length: I _special__Panels _Parallel Shape: Chords Variable LeftEnd RightEnd BCPanel 4-0 3-0 TC Panel 3-0 2-6 1-10 FirstHalf 2-63/8 FirstDiag. 6-63/8 4-10 Depth 24.00 24.00 Loads UniformLoad 232.00 . Live Load Concentrated Load TC @ 18-2 3/8 .001 [ddilionalShearinWebs _128.01 _500.001 TCAxialLoad _1,000 _6,800.001 Stress Analysis Uniform TC: 232.00 Uniform BC: _0.00 Reaction LE: _5,065.66 Reaction RE: _4,989.59 Minimum Shear _1,266.41 Max TC Comp.: 27,309.55 Max BC Tension _28,114.64 7 Member TC Tension ITC CompresionBCTension BCCompresion WebTension WebComp. Web Length PP Dist W2 0.00112,240.05 0.00 0.00 11,755.86 0.0O51.38 0-2 V1S 0.001 11,949.751 0.00 0.00 0.00 970.15! 25.84 3-0 W3 0.00 11,949.75 14439.58 0.00 0.00 7,475.33 i 38.03 4-0 W4 0.00 18569.74 14,439.58 0.00 5,588.72 0.001 33.16 6-63/8 W5 0.00 18,569.74 20,993.20 0.00 0.00 4,916.41133.16 8-63/8 W6 0.00 23540.22 20,993.20 0.00 4,244.09 0.00133.16 10-63/8 W7 0.00 23,540.22 25,291.08 0.00 0.00 3,324.90130.40 12-63/8 W8 0.00 26,946.121 25,291.08 0.00 3011.51 0.001 33.16 14-23/8 W9 0.001 26,946.121 28,114.64 0.00 0.00 2,339.20133.16 16-23/8 W10 0.001 27,309.55_28,114.64 0.00 0.00 2,454.46144.36 18-23/8 W10 0.001 27,309.55125,421.74 0.00 3,168.97 0.00, _42.66 21-43/8 0.001 23,377.52125,421.74 0.00 0.00 3,480.18 34.64 24-43/8 W8 0.00 23,377.521_ 21,835.73 0.00 3,301.11 0.001 27.93 26-63/8 W7 0.001 19,622.02_21,835.73 0.00 0.00 4,262.25 i 31.75 27-103/8 W6 0.00 19,622.021 16,759.72 0.00 4,619.93 0.00 30.40 29-83/8 W5 0.00 15,925.561 16,759.72 0.00 0.00 4,669.251 27.93 31-43/8 W4 0.00 15,925.56 10,883.24 0.00 5,817.58 0.00131.75.32-8 3/8 W3 0.00 10,250.88110,883.24 0.00 0.00 6,487.97 j 31.75 34-63/8 V1S 0.00 10,250.881 0.00 0.00 0.00 696.17j23.66 36-103/8 W2 0.001 10,357.311 0.00 0.00 9,345.48 0.00140.99 36-43/8 Standard Verticals Member Position Max Tension Max Comp. I V2 Interior 1 0.001 851.88 - - - STRESS ANALYSIS ' CARLSBAD LOT 41 -ROOF . 97-0377 13/11/98 .1 Job Number Job Name: Date Run:. Location: Joist pe W11lP. CARLSBAD, CA Short Span Crimp 24K232i128 . J14 Geometry I Base Length: 39-4 3/4 I Working Length: 39-03/4 J Joist Depth: 24.00 Elective Depth: 22.89 I BC Pane! Length: 7 Special I Shape: Parallel Chords Variable I Left End Right End . I I BC Panel 13-0 TC Panel I - 2-6 Arst Half 11-10 1/4 1-11 1/2 First Diag. 6-2 1/4 4-11 1/2 I I Depth 124.00 24.00 Loads Uniform Load (plO 232.00 1 concentrated Load TC @ 18-9 1/4 (Ibs) 1000.00 Additional Shear in Webs 500.00 ITC Axial Load (Ibs) 6,800.00 Stress Analysis Summary mt. Panel TC: Max Pane! BC: Reaction LE: 36.00 63.00 5,054.98 Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 5,007.52 1,263.75 27,458.00, 28,255.63 Member IC Tension ITC Compresionl BC Tension IBC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.001 12,780.091 0.001 0.00 12,463.32 0.001 54.99 0-2 vis cool 12,505.471 0.001 000 0.00 925.871 25.84 3-4 W3 0.001 12,505.471 13,751.88 0.00 0.00 6,260.79 31.92 44 W4 0.001 18,419431 13,751.881 0.00 6,026.76 0.00 35.4016-2 1/4 W5 0.00 18,419.43 21,150.84 0.00 0.00 5,219.51 35.40 8-51/4 W6 0.00 23,168.40 21,150.841 0.00 3,808.59 o.oö1 29.75 10-81/4 W7 0.00 23,168.40 25,281.05 0.00 0.00 3,643.851 33.16 12-31/4 W8 0.00 27,076.22 25,281.05 0.00 3,126.64 0.001 35.40 14-31/4 W9 0.00 27,076.22 28,255.63 0.00 0.00 2,319.391 35.40 16-61/4 W9 0.00 27,458.00 28,255.63 0.00 0.00 2,172.251 39.34 18-91/4 W8 0.00 27,458.001 25,526.80 0.00 3,220.39 0.001 42.66 21-51/4 W7 0.00 23,360.011 25,526.80 0.00 0.00 3,613.831 35.40 24-5 1/4 W6 0.00 23,360.011 20,577.45 0.00 4,421.07 0.00 35.40 26-81/4 W5 0.001 17,672.651 20,577.45 0.00 0.00 5,621.521 37.73 28-11 1/4 W4 0.00 17,672.65 11,183.35 0.00 7,544.44 0.001 42.66 31-51/4 W3 0.00 10,268.001 11,183.35 0.00 0.00 6,708.951 32.80 34-51/4 V1S 0.00 10,268.001 0.00 0.00 0.00 711.901 23.66 36-103/4 W2 0.00 10,377.281 0.00 0.00 9,377.57 0.001 40.99 36-4 3/4 Standard Verticals I Member j Position I Max Tension I Max Comp. F Length 1 L V2 I Interior I 0.001 794.621 22.891 - MATERIAL DESIm Job Number Job Name: .::. -Y. ... 97-0377 CARLSBAD LOT 41 - ROOF - 13111198 - Location: - Jcist Description: - .-'-; Maflc CARLSBAD, CA Short Span Crimp 24K232/128 J14 - Chord Prooerties Chord Area Rx Rz Ryy Y I Q Material TC 0.6730 06189 0.3944 1.2318 0.5650 0.2578 0.9808 242x2x.176 BC 1 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 0.8343 20=2x2x.125 -' Axial and 11.00 Analysis Fy: Fb: Mom of Inertia: LL 240: TL 160: Max Bndg TC: Max Bndg BC: 50,000.00 130,000.00 295.57 277.89 370.52 1 14-105/8 24-4518 Top Chord Check End Panel LE First Panel LE I Interior Panel First Panel RE End Panel RE Gap Between Chords: 28.00'5.00 Length 38.00 34.251 36.00 29.50 Bending Load 232.00 - 232.00 - 232.00 Max Load Fillers TC: Axial Load 12,780.09 - 27,458.00 - 28,675.43 10 377.28 Max Load no Fillers TC: fa 9,494.53 - 20,398.98 - 7,709.441 121,097.59 7399'!Min Weld Len 2X: Maximum KLJr 96.35 - 58.17 - Fa 13,901.47 - 22,678.63 - 18,431.7311 0.5000 72,963.69 BC Stress: 0.9683t: 29,167.10 Fe 1 39,614.631 44,138.53 - Cm 0.9281 0.8151 - Panel Point Moment 2868.93 - . - 2088.00 - 1562TC0Ayy 01 380.5493 __ Mid Panel Moment 2202.61 - 1044.00 - 1194.15 BC LJRz: Panel Point lb 7984.43 5811.04 - 4347.19 158.4737 Mid Panel lb 2413.49 - - 1143.95 - 1308.47 0 Fillers 0 - 2 - Panel Point Stress 17,478.961 26,210.02 - 12,056.63 0.46641 Mid panel Stress 0.78311 0.95841 Web Desian [_Member Web Tension Allow Tension IWeb Comp Allow Comp Weld Qty Material W2 12,463.32 18,039.611 0.00 1,674.981 2.0 x 0.420 1 RH = round 7/8 W3 0.00 14,531.25( 6,260.79 7,930.311 3.4x0.125 1 20=2x2x.125 W4 6,026.76 6,183.571 0.001j 1,238.3111 3.7 x 0.109 1 10 = 1 x 1 X.109 W5 0.00 11,848.681 5,219.511 5,371.821 2.5x0.138 1 1G = 1 1/2x 1 1/2x.138 W6 3,808.59 6,183.571 0.001 1,753.291 2.4 x 0.109 1 10 = 1 x 1 x.109 W7 0.00 9,786.931 3,643.85 4,847.591 2.2x0.113 1 1C= 1 1/2x1 112 x.113 W8 3,126.64 6,183.57 0.00 1,238.311 2.0 x 0.109 1 10 = 1 x 1 x.109 W9 0.00 7,818.57 2,319:39 2,473.09 2.0 x 0.109 1 15 = 11/4 x 1 1/4 x.109 W9 0.00 8,906.25 2,172.25 2,265.051 2.0 x 0.125 1 18 = 1 1/4 x 1 1/4 x.125 W8 3,220.39 6,183.57 0.00 852.511 2.0 x 0.109 1 10 = 1 x 1 x .109 W7 0.00 9,786.93 3,613.83 4,419.821 2.2x0.113 1 1C = 1 1/2x 1 1/2x.113 W6 41421.07 6,183.57 0.00 1,238.311 2.7 x 0.109 1 10 = 1 x 1 x.109 W5 0.00 14,531.25 5,621.52 8,020.371 3.0x0.125 1 20=2x2x.125 W4 7,544.44 7,818.57 0.00 1,702.581 4.7 x 0.109 1 15 = 11/4 x 1 1/4 x.109 W3 0.00 14531.25 6,708.95 7,760.961 3.6x0.125 1 20=2x2x.125 W2 9,377.57 18,039.61 0.00 3,015.05 2.0x0.316 1 RH= round 7/8 I Vi 0 6,183.57 712 2,768.681 2.0 x 0.109 1 10 = 1 x x.109 V2 0 6,183.57 T751 2,937.541 2.0x0.109 .1 10=1 x1x.109 - AliowaDie 5tress Reduced 1O'4 in W STRESS ANALYSIS Job Number Job Name: . Date Run 97-0377 CARLSBAD LOT 41 - ROOF . 3111198'' . (7 Location: Joist Description: . Magic, .. - CARLSBAD, CA Short Span Crimp 24K2321128 J15 - tenmetry Base Length: L8±1/2 Working Length: 1/2 I Joist Depth: 124.00 I Efeotrie Depth: 23.01 BC Panel Length: 8 Special . I Shape: Parallel Chords Variable Left End Right End BC Panel 3-10 1-31/2 TC Panel 3-10 1-31/2 First Half 0-10 0-0 First Diag. 4-8 11-31/2 Depth 124.00 124.00 Loads Uniform Load (pif) 232.00ii Concentrated Load TC @ 18-2 (Ibs) 1,000.00 Additional Shear in Webs 500.001 TC Axial Load (Ibs) 6,800.00 Stress Analysis Ssimmar, tnt. Panel TC: 32.00 Max Panel BC: 1 64.00 Reaction LE: • 14,907.54 Reaction RE: 14,860.13 Minimum Shear. 11,226.88 Max TC Camp.: 25,667.09. Max BC Tension 26,470.72 Member TC Tension TC Compresionj BC Tension BC Compresioni Web Tension Web Comp. Web Length PP Dist W2 0.00 11,528.951 0.001 0.001 10,752.11 0.00 49.65 0-2 W3 0.00 11,528.95 10,293.211 0.00 0.00 4,863.29 25.09 3-10 W4 0.00 15,438.18 10,293,211 0.00 5,743.15 0.00 31.83 4-8 W5 0.00 15,438.18 16,868.551 0.00 0.00 5,154.66 31.83 6-6 W6 0.00 19,927.06 16,868.551 0.00 4,741.01 0.00 33.25 8-4 W7 0.00 19,927.061 23,050.411 0.001 0.00 4,853.77 41.05 10-4 W8 0.00 25,023.02 23,050.411 0.001 3,340.69 0.00 36.24 13-2 W9 0.00 2 . 5,023.021 26,470.721 0.00 0.00 2,639.57 39.41 15-6 W10 0.00 25,667.09 26,470.721 0.001 0.00 2,101.70 39.41 18-2 W10 0.00 25,667.09 24,258.05 0.00 2,611.28 0.00 36.24 20-10 W9 0.00 22,017.29 24,258.051 0.00 0.00 3,645.47 37.81 23-2 W8 0.00 22,017.29 19,020.251 0.00 4,598.55 0.00 37.81 25-8 W7 0.00 16,550.19 19,020.251 0.00 0.00 5,551.63 37.81 28-2 W6 0.00 16,550.19 10,757.32 0.00 6,504.71 0.00 37.81 30-8 W5 0.00 10,327.21 10,757.32 0.00 0.00 6,172.42 31.83 33-2 W4 0.00 10,327.21 2,775.20 0.00 6,760.92 0.00 31.83 35-0 W3 0.00 10,327.211 2,775.20 0.001 0.00 5,229.63 23.01 36-10 W2 0.00 7,181.40 2,775.20 0.00 6,063.44 0.00 26.68 36-10 Standard Verticals Member Position Max Tension I Max Comp. I Length Vi End Panel 0.001 650.34 23.01 V2 Interior 0.001 708.341 23.01 :I.t4 -. MATERIAL DESGN Job Number Job Name: 97-0377 CARLSBAD LOT 41 -ROOF Location: Joist Description: - CARL BAD, CA Short Span Crimp 24K232/128 Chord Prnoertiec Date Run:. 3111198 J15 Chord Area Rx R.z Ryy Y I Q I Material TC 0.6254 0.6208 0.3951 1.2286 0.5603 0.241 G 0.9522 232x2x.163 BC 0.4437 0.4609 0.2946 1.0401 0.4324 0.0942 1.0000 1 1J = 1 1t2x 1 1/2x.156 Axial and Bending Analysis K: Fy: Pb: Mom of Inertia: LI.. 240: TL 180: Max 8ndq TC: Max B,idg BC: 1.00 50,000.00 30,000.00 275.11 285.64 380.85 14-10 1/8 1 20-9 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE I End Panel RE Gap Between chords. 13.50 1.00 Length 44.00 10.00 32.00 22.001 Bending Load 232.00 - 232.00 - 232.00 Max Load Pilfers TC: 7,181.40. Max Load no Fillers TC: Axial Load 11528.95 - 25,667.09 fa 9,216.80 - 20,519.52 - 5,741.16:121,899.24 Maximum K Ur 70.88 - 51.55 - 34.17: Min Weld Len 2X 22,906.84 0.5000 Fa 20,083.11 - 23,141.15 - Fe 29,722.57 - 56,194.23 - 31576Q1.8CStress: 0.9945:29 83195 Cm 0.90701 0.8539 - Panel Point Moment 3864.06 - 1649.78 - 639.21 TC OALIRyy '369.1158 Mid Panel Moment 2946.09 - 824.89 - 178.81 BCLJRz Panel Poiritfb 11541.91 - 4927.88 - 1909.33 217.2474 Mid Panel fb 3424.41 - 958.81 - 207.84 Fillers 1 - 4 - 0 Panel Point Stress 20,758.71 - 25,447.40 - 7,650.49 Mid Panel Stress 0.6165 - 0.9319 - . 0.2580 Web Desian Member Web Tension I Allow Tension I Web Comp Allow Camp Weld Qty Material W2 10,752.111 18,039.611 0.00 1,975.80 2.0x0.362 1 RH = round 7/8 W3 0.001 9,786.931 4,863.29 5,298.181 2.9x0.113 1 1C = 1 1/2x 1 1/2x.113 W4 5,743.151 6183.571 0.00 1,472.421 3.5x0.109 1 10 = 1 x 1 x .109 W5 0.001 10,781.25 5,154.66 5,556.88T 2.8x0.125 1 1E = 1 1/2 x 1 1/2 x.125 W6 4,741.01 6,183.571 0.00 1,349.87 2.9 x 0.109 1 10 = 1 x 1 x.109 W7 0.00 14,531.251 4,853.77 7,351.411 2.6x0.125 1 202x2x.125 W8 3,340.69 6,183.571 0.00 1,136.08 2.1 x 0.109 1 10 = 1 < 1 X.109 W9 0.00 9,786.931 2,639.57 3,482.23 2.0x0.113 1 1C=1 1/2x1 1/2x.113 W10 0.00 8,906.251 2,101.70 2,170.68 2.0 x 0.125 1 18 = 11/4 x 1 1/4 x.125 W10 2,611.28 6,183.571 0.00 1,136.08 2.0 x 0.109 1 10 = 1 x 1 X.109 W9 0.00 9,786.931 3,645.47 3,784.321 2.2x0.113 1 1C = 1 112x 1 1/2x.113 W8 4,598.55 6,183.571 0.00 1,043.88 2.8 x 0.109 1 10 = 1 x 1 X.109 W7 0.00 14,531.251 5,551.63 7,891.16 3.0x0.125 1 20=2x2x.125 W6 6,504.71 7,818.571 0.00 2,084.79 4.0 x 0.109 1 15 = 11/4 x 1 1/4 X.109 W5 0.00 13,309.921 6,172.42 6,901.30 2.7x0.156 1 1J=1112x11/2x.156 W4- 6,760.92 7,818.571 0.00 2,940.65 4.2 x 0.109 1 15 = 11/4 x 11/4 x.109 W3 0.00 9,786.93 5,229.63 5,739.38 3.1 x 0.113 1 1C =1 1/2 x 1/2 X.1 13 W2 6,063.44 18,039.611 0.00 6,845.29 2.0 x 0.204 1 RH = round 7/8 Vi 0 6,183.571 650 2,813.02 2.0 x 0.109 1 10 = 1 x 1 X.109 0. 6,183.571 5541 2,813.02 2.0x0.109 1 10=1 x x.109 II I Job Number Job Name: Date Run: 97-0377 CARLSBAD LOT 41 -ROOF 317198 Location: - Joist Descnption: .. Ma,k: LcLSBAD, CA Short Span Crimp 24K2321128 J16 - IIGaarnatry Base Length: 38-1 Working Length: 124.00 Joist Depth: I Efectr,ie Depth: I 23.01 BC Panel Length: Special Panels I Shape: IParallel Chords Variable Left End Right End i- BC Panel 3-11 1/4 3-101/4 TO Panel 3-11 1/4 3-101/4 Eirst Half 0-0 0-11 1/2 lFirst Diag. 3-11 1/4 14-9314 Depth 124.00 24.00 Loads Uniform Load 232.00 Live Load 128.00 Concentrated Load TC @ 19-9 1/4 1,000.00 Additional Shear in Webs 500.00 TC Axial Load 6,800.00 Stress Analysis Uniform TC. 232.00 Uniform BC: 1 0.00 Reaction LE 4,859.68 Reaction RE: 4,898.32 Minimum Shear: 1 1,224.51 Max TC Comp.: 25,990.69 Max BC Tension 26,429.42 Member TO Tension ITC Compresioni BC Tension IBC Oompresion Web Tension Web Comp. jWeb Length PP Dist W2 0.001 11621.11 0.001 0.00 10,857.72 0.001 50.77 0-2 W3 0.001 1.1,621.111 8,694.811 0.00 0.00 4,922.27 23.01 3-11 1/4 W4 0.00 14,092.27 8,694.811 0.00 5,685.55 0.00 30.49 3-11 1/4 W5 0.00 14,092.27 14948.551 0.00 0.00 5,173.28 30.49 5-71/4 W6 0.00 18,093.17 i4,948.551 0.00 4,490.97 0_00 29.22 7-31/4 W7 0.00 18,093.17 19,427.731 0.00 0.00 4,049.18 29.22 8-91/4 W8 0.00 21,259.06 19,427.731 0.00 3607.38 0.001 29.22 10-31/4 W9 0.00 21,259.06 22,658.421 0.00 0.00 - 3,060.441 28.03 11-91/4 W10 0.001 24,105.19 22,658.421 0.00 2,868.07 0.001 30.49 13-1 1/4 W11 0.001 24,105.19 25,215.951 0.00 0.00 2,355.801 30.49 14-91/4 W12 0.00 25.990.691 25,215.951;0.00 1,843.53 0.001 30.49 16-51/4 W12 0.00 25,990.691 26,429.421 0.00 0.00 1,622.361 30.49 18-1 1/4 Wil 0.00 25,663.111 26,429.421 0.00 0.00 1,830.681 30.49 19-91/4 W10 0.00 25,663.111 24,560.78 0.00 2,342.94 0.00 30.49 21-51/4 W9 0.00 22,960.12 24,560.78 0.00 0.00 3,008.16 31.84 23-1 1/4 W8 0.00 22,960.12 21,348.071 0.00 3,251.45 . 0.00 29.22 24-11 1/4 W7 0.00 19,528.26 21,348.071 0.00 0.00 3,879.75 30.49 26-51/4 W6 0.00 19,528.26 16,791.281 0.00 4,392.02 0.00 30.49 28-1 1/4 WS 0.001 15,606.65 16,791 .281 0.00 0.00 4,904.291 30.49 29-91/4 W4 0.00 15,606.65 10,560.101 0.00 5,682.72 0.00 31.84 31-51/4 W3 0.00 11,546.64 10,560.101 0.00 0.00 4,954.111 25.73 33-31/4 W2 0.00 11,546.641 0.001 0.00 10,772.20 0.001 49.88 34-23/4 Standard Verticals Member Position Max Tension Max Comp. Length Vi End Panel 0.00 668.87 23.011 V2 Interior 0.00 535.95 23.011 li;*~I CR- - .. 1STRESS I MATERIAL DESI " Job Number Job Name: Date Run:! L!: 97-0377 CARLSBAD LOT 41 - ROOF .3f7198 Location: - Joist Description: . . Mait CARLSBAD, CA Short Span Crimp 24K2321128 116 Chord Pronerties Chord Area Rx Rz Ryy Y I 0 Material TC 0.5516 0.6236 0.3963 1.2238 0.5530 0.2145. 0.8979 21 = 2 x 2 x.143 BC 0.4437 0.4609 0.2946 1.0401 0.4324 0.0942 1.0000 1J = 1 1/2 x 1112 x.156 Axial and Bending Analysis Bending Load: 232.00 iFy: 50,000.00 IFb: . 30,000.00 Mom of Inertia: 260.78 LL 240: 271.65 ITL 180: 362.20 IMaxBridg TC: 1 14-9 1/2 I Max B,idg BC: 1 20-9518 Top Chord Check 1 End Panel LE [ First Panel LE [Interior Panel First Panel RE End Panel RE Gap Between Chords: Len gth 1 45.2Sf 20.001 20.00 11.50 44.25i1.0 0 LBending Load Axial Load 232.00 11,621.11 - - 0.00 25,990.69 - - 232.00 Load Fillers TC: 26,847.28 11,546.64 Max Load no Fillers TC: fa Maximum KUr 10,534.93 72.66 - - 23,561.46 32.07 - - 10,467.43 24,453.16 70.96 1 Win Weld Len 2X: 0.5000 19,255.11 Fa 19,006.33 - 24,337.99 - Fe I 28,362.85 - 145,186.77 - 2965g27BCStress: Cm 0.8886 - 0.9351 - 0.8941 29,785.40 Panel Point Moment Mid Panel Moment 3758.03 3247.541 - - 0.00 0.00 - - TCOALJRyy: 3834.27 370.1658 3009.03 BC LJRz: 12933.34:!142.5686 Panel Pointfb 1 12676.191 - 0.00 - Mid Panel fb 4186.121 - 0.00 - 3878.56 Fillers 11 - 4 - 1! Panel Point Stress 1 23,211.121 - 23,561.46 - 23,400.77; Mid Panel Stress 10.77401 - 0.9681 - 0.74261 Web Desian Member Qty WebTension .AJlowTension WebComp Allow Comp Weld Material W2 1 10:857.72 18,039.61 0.00 1,891.22 2.0x0.366 RH = round 7/8 W3 1 0.00 9,786.93 4,922.27 5,739.38 2.9 x 0.113 1C = 11/2 xi 1/2 x .1 13 W4 1 5.685.55 6,183.57 0.00 1,605.95 3.5 x0.109 10 = 1 x X.109 W5 1 0.00 9,786.93 5,173.28 5,229.48 3.1 x0.113 1C = 1 1/2x 1 1/2x.113 W6 1 4,490.97 6,183.57 0.00 1,748.92 2.8 x 0.109 10 1 x 1 X.109 W7 1 0.00 9,786.93 4,049.18 5,459.22 2.4x0.113 1C = 1 1/2x 1 1/2x.113 W8 1 3,607.38 6,183.57 0.00 1,748.92 2.2x0.109 10 = lxix .109 W9 1 0.00 7,818.57 3,060.44 3,739.38 2.0x0.109 15=1 1/4x1 1/4x.109 W10 1 2.86807 6,183.57 0.00 1,605.95 2.0 x0.109 10 = 1 x x.109 Wil 1 0.00 7,818.57 2,355.80 3,207.32 2.0x0.109 115=1 1/4x1 1/4x.109 W12 1 1843.53 6,183.57 0.00 1,605.95 2.0 x0.109 1 10 = 1 x X.109 W12 1 0.00 7,818.57 1,622.36 3,207.32 2.0x0.109 115=1 1/4x1 1/4x.109 Wll 1 0.00 7,818.57 1,830.68 3,207.32 2.0x0.109 15 = 1 1/4x 1 1/4x.109 W10 1 2342.94 6,183.57 0.00 1,605.95 2.0 x 0.109 10 =1 x 1 x.109 W9 1 - 0.00 8,906.25 3,008.16 3,328.43 2.0 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W8 1 3,251.45 6,183.57 0.00 1,748.92 2.0 x0.109 10 = 1 xl x.109 . W7 1 0.00 9,786.93 3,879.75 5,229.48 2.3x0.113 1C = 1 1/2x 1112 x.113 W6 1 4.39202 6,183.57 0.00 1,605.95 2.7x0.109 10=1 x x.109 W5 1 0.00 9,786.93 4,904.29 5,229.48 2.9x0.113 1C=1 112x1112x.113 W4 1 5,682.72 6,183.57 0.00 1,472.87 3.5 x 0.109 10 = 1 x 1 x,109 W3 1 0.00 9,786.93 4,954.11 5,159.16 3.0x0.113 1C= 1 1/2x1 1/2x.113 W2 1 10,772.20 18,039.61 0.00 1,959.26 2.0 x 0.363 RH = round 7/8 Vi 1 0 .6,183.57 669 2,813.02 2.0x0.109 10=1 xi x.109 . V2 1 01 6,183.571 5361 2,813.021 2.0x0.109 10=1 x x.109 Job Number ) 97-0377 Y Location: CARLSBAD, CA MATERIAL DESIGN .......... Job Name: CARLSBAD LOT 41 - ROOF Joist Description: Short Span Crimp 241(2321128 . ..: Date RWIL- . 317198 Mark J17 Chord Pronerties Chord Area Rx Rz Ryy Y I Q Material IC 0.5516 0.6236 0.3963 1.2238 0.5530 0.2145 0.8979 21 = 2 x 2 X.143 BC 0.4437 0.4609 0.2946 1.0401 0.4324 0.0942 1.0000 1J = 1 1/2 x 1 1/2 x .156 Axial and Bending Analysis Bending Load: 232.00 . Fy: 150,000.00 I Pb: . 30,000.00 IMom of Inertia: 260.78 LL 240: 270.76 TL 180: 1361.01 I Max Bridg TC: 114-9 1/2 I Max Bddg BC: 1 20-9518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE-1 1 Gap Between Chords: 11.00 36.001 Length 45.75 18.00 22.00 21.75 Bending Load 232.00 - 0.00 - 232.00 Max Load Fillers TC: 26,465.27 11,038.421 Max Load no Fillers TC: Axial Load 11,692.37 - 25,801.41 - fa 10,599.54 - 23,389.87 - 10,006.711123,713.56 Maximum K Ur 73.36 - 35.28 - 90.831 Min Weld Len 2X: 14361.921 [00 Fa 18,880.82 - 23,991.68 - Fe 27,746.29 - 119,989.07 - 44,810.73 BC Stress: 129, 0.9330 __ 842.58 _________________ 2298.63 TC OALJ 370.5744 Ryy. Cm 0.8854 - 0.9220 - Panel Point Moment 3906.50 - 0.00 - Mid Panel Moment 3293.55 - 0.00 - 2088.12, BC LJRz: Panel Pointfb - 13176.98 - 0.00 - 7753.491149.3576 Mid Panel fb 4245.30 - 0.00 - 2691.53 0 Fillers 1 - I 4 - Panel Point Stress 23,776.52 - 1 23,389.87 - 17,760.20 - 0.81681 Mid Panel Stress 0.7872 - [ 0.9749 - Web flesinn Member Qty Web Tension Allow Tension Web Comp I Allow Comp Weld Material W2 1 10,951.97 18,039.61 0.001 1,858.41 2.0x0.369 RH = round 7/8 W3 1 0.00 9,786.93 4,921.741 5,739.38 2.9x0.113 1C= 1 1/2x 1 1/2x.113 W4 1 5,465.93 6,183.57 0.001 1,748.92 3.4 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 9,786.93 5,024.141 5,459.22 3.0x0.113 1C = 1 1/2x 1 1/2x.113 W6 1 4,582.34 6,183.57 0.001 1,748.92 2.8 x 0.109 10 = 1 x 1 x.109 W7 1 0.00 9,786.93 4,140.55 5,459.22 2.5 x 0.113 1C = 1112 xl 1/2 x.1 13 W8 1 3,698.75 6,183.57 0.00 1,748.92 2.3 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 8,906.25 3,373.23 3,629.17 2.0 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W10 1 2860.96 6,183.57 0.00 1,605.95 2.0x0.109 10=1 x x.109 Wil 1 0.00 7,818.57 2,348.69 3,207.32 2.0x0.109 15 = 1 1/4x 1 1/4x.109 W12 1 1,836.42 6,183.57 0.00 1,605.95 2.0 x 0.109 10 = 1 x 1 x.109 W12 1 0.00 7,818.57 1,624.14 3,207.32 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W11 1 0.00 6,183.57 1,736.52 1,748.92 2.0 x 0.109 10 =1 x 1 x.109 W10 1 2,427.18 6,183.57 0.00 1,472.87 2.0x0.109 10=1x1x.109 W9 1 0.00 8,906.25 3,015.58 3,328.43 2.0 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W8 1 3,258.26 6,183.57 0.00 1,748.92 2.0 x 0.109 10 = 1 x 1 x .109 W7 1 0.00 8,906.25 3,700.05 3,950.73 2.0 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W6 1 4,141.85 6,183.57 0.00 1,748.92 2.6 x 0.109 10 =1 x 1 x.109 WS 1 0.00 9,786.93 4,808.94 5,229.48 2.9x0.113 1C= 1 1/2x1 112x.113 W4 1 5,858.95 6,183.57 0.00 1,350.32 3.6 x 0.109 10 = 1 x 1 x.109 W3 1 0.00 13,309.92 5,679.64 5,952.97 2.5 x 0.156 1J = 1 1/2 x 1112 X.156 W2 1 10,137.53 18,039.61 0.00 2,288.67 2.0 x 0.341 RH = round 7/8 Vi 1 0 6,183.57 697 2,735.30 - 2.0 x 0.109 10 = 1 x x.109 V2 1 1 1 01 6,183.571 556 - 2,813.02 2.0 x 0.109 10 = 1 x x.109 -- STRESS ANALYSIS Job Number Job Name: -. ,' - Date Run:: 97-0377 CARLSBAD LOT 41 - ROOF 317198 . (fl Location: -. Joist Description: MaiIc.S.T9 U'• CARLSBAD, CA Short Span Crimp 24K232I128 J18 eomptr, Base Length: 42-3114 Working Length: 141-11 1/4 Joist Depth: 24.00 Elective Depth: 22.88 I BC Pane! Length: Special Panels Shape: Parallel Chords Variable Left End Right End BC Panel 3-4 3-8 TC Panel 2-4 2-10 __________________ First Half 1-71/4 2-1 First Diag. 4-11 1/4 5-9 Depth 24.00 124.00 Loads Uniform Load 232.00!Live Load 128.00 Concentrated Load TC @ 20-9 1/4 1,000.00! Additional Shear in Webs 500.00 TC Axial Load 6,800.001 Stress Analysis Uniform TC: 232.00 Uniform BC: 0.00 Reaction LE: 5,373.44 Reaction RE: 5,356.06 Minimum Shear 1,343.36 Max TC Comp.: 32,236.44 Max BC Tension 31,711.96 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 0.00 11,479.68 0.00 0.00 10,898.62 0.00 44.36 0-2 V1S 0.00 1.1,262.01 0.00 0.00 0.00 786.08 25.84 2-4 W3 0.00 11,262.01 12,059.52 0.00 0.00 6,623.79 29.90 3-4 W4 0.00 17,318.44 12,059.52 0.00 6,571.43 0.00 33.16 4-11 1/4 W5 0.00 17,31.8.44 19,145.67 0.00 0.00 5,252.93 29.11 6-11 1/4 W6 0.00 21,996.18 19,145.67 0.00 4,995.51 0.00 . 30.39 8-51/4 W7 0.00 21,996.18 24,508.73 0.00 0.00 4,481.96 30.39 10-1 1/4 W8 0.00 26,683.31 24,508.73 0.00 3,968.41 0.00 30.39 11-91/4 W9 0.00 26683.31 28,846.69 0.00 0.00 3,713.66 33.16 13-51/4 W10 0.00 30,523.40 28,846.69 0.00 3,041.25 0.00 33.16 15-51/4 Wil 0.00 30,523.40 31,548.90 0.00 0.00 2,222.35 30.39 17-51/4 W12 0.00 32,236.44 31,548.90 0.00 1,784.17 0.00 30.39 19-1 1/4 W12 0.00 32,236.44 31,711.96 0.00 1,784.17 0.00 30.39 20-91/4 Wil 0.00 30,950.97 31,711.96 0.00 0.00 1,866.99 29.11 22-51/4 W10 0.00 30,950.97 29,510.48 0.00 2,714.87 0.00 33.16 23-11 1/4 W9 0.00 27,583.32 29,510.48 0.00 0.00 3,387.28 33.16 25-11 1/4 W8 0.00 27,583.32 25,605.59 0.00 3,669.29 0.00 30.39 27-11 1/4 W7 0.00 23,289.90 25,605.59 0.00 0.00 4,182.83 30.39 29-71/4 W6 0.00 23,289.90 20,636.24 0.00 4,696.38 0.00 30.39 31-31/4 W5 0.00 18,333.47 20,636.24 0.00 0.00 5,209.93 30.39 32-11 1/4 W4 0.00 18,333.47 13,786.44 0.00 6,151.24 0.00 32.44 34-71/4 W3 0.00 11,835.16 13,786.44 0.00 0.00 7,256.04 33.89 36-61/4 V1S 0.00 11,835.16 0.00 0.00 0.00 868.00 24.97 39-51/4 W2 0.001 12,047.44 0.00 0.00 11,593.92 0.00 47.83 38-71/4 Standard Verticals Member Position Max Tension I Max Comp. Length ] V2 Interior 0.001 1,547.85 22.88! - - - •. MATERIAL DESIGN 197-0377 CARLSBAD LOT 41 - ROOF . 3/7/98 I Job Number Job Name: . . . Date Rtaj& (7 Location: - Joist Description: : Ma dc. RLSBAD, CA Short Span Crimp 241<2321128 . J18 Chord Pronerties Chord Area Rx Rz Ryy V I Q Material TC 0.6730 0.6189 0.3944 1.2318 0.5650 0.2578 0.9808 242x2x.176 BC 0.5516 0.6236 0.3963 1.2238 0.5530 0.2145 0.8979 212x2x.143 Axial and Bending Analysis Bending Load: Fy: Fb: Mom of Inertia: U. 240: TL 180: Max Bridg TC: Max Bddg BC: 232.00 . 50,000.00 30,000.00 317.90 241.54 322.05 14-10 5/8 24-5 314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 26.00 31.25 20.00 35.00 32.001 11-00 Bending Load 232.00 232.00 0.00 232.00 232.00 Max Load Fillers TC: ' 516.54 Axial Load 11,479.68 11,262.01 32,236.44 11835.16 12047.44 Max Load no Fillers TC. fa 8,528.43 8,366.72 23,948.95 8,792.52 8,950.23 32,102.79 Maximum K LJr 65.92 79.24 32.31 88.74 81.14 min we'd Lon 2X: 0.5000 Fa 19,238.76 18,945.69 26,385.79 17,055.20 16,720.24 Fe 84,620.61 58,576.42 143,008.83 46,696.76 55 852.872, BC Stress: 28,747.99 Cm 0.9698 0.9571 0.9330 0.9435 0.95191 Panel Point Moment 1679.39 1679.79 0.00 2350.47 234989 TCOAL/Ryy: 408.5577 1 Mid Panel Moment 901.87 882.43 0.00 1078.92 1439.19 BCLiRz: Panel Pointfb 4673.85 4674.971 0.00 6541.52 6539.891 121.1055 Mid Panelfb 988.21 966.911 0.00 1182.22 1576.971 Fillers 0 0 4 0 01 Panel Point Stress 13,202.28 13,041.70 23,948.95 15,334.05 15,490.1 Mid Panel Stress 0.47951 0.4783 0.9076 0.5622 0.59601 Web Desian Member Qty Web Tension Allow Tension WebComp Allow Comp Weld Material L W2 1 10,898.62 18,039.61 0.00 2,572.711 2.0 x 0.367 RH = round 7/8 W3 1 0.00 14,531.25 6,623.79 8,305.58 3.6 x 0.125 120 2 x 2 x.125 r W4 1 6,571.43 7,818.57 0.00 2,816.26 4.1 x 0.109 115 = 1 1/4 x 1 1/4 x.109 W5 1 0.00 9,786.93 5,252.93 5,574.15 3.1 x 0.113 j1C = 11/2 xl 1/2 x.1 13 W6 1 4,995.51 6,183.57 0.00 1,678.86 3.1 x 0.109 110 = 1 x 1 X.109 W7 1 0.00 9,786.93 4,481.96 5,351.07 2.7x0.113 11C =1 1/2x 1 1/2x.113 W8 1 3,968.41 6,183.57 0.00 1,678.86 2.5 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 9,786.93 3,713.66 4,846.65 2.2x0.113 1C=1 1/2x11/2x.113 W10 1 3,041.25 6,183.57 0.00 1,410.14 2.0 x 0.109 10 = 1 x 1 x.109 Wil 1 0.00 7,818.57 2,222.35 3,352.67 2.0x0.109 115=1 1/4x1 1/4x.109 W12 1 1,784.17 6,183.57 0.00 1,678.86 2.0 x 0.109 10 = 1 x 1 x.109 W12 1 1,784.17 6,183.57 0.00 1,678.86 2.0 x 0.109 10 = 1 x 1 x.109 Wil 1 0.00 7,818.57 1,866.99 3,625.16 2.0x0.109 15=1 1/4x1 1/4 x.109 W10 1 2,714.87 6,183.57 0.00 1,410.14 2.0 x 0.109 10 =1 x 1 x.109 W9 1 0.00 9,786.93 3,387.28 4,846.65 2.0x0.113 1C= 1 1/2x1 1/2x.113 W8 1 3,669.29 6,183.57 0.00 1,678.86 2.3x0.109 10= lxi x.109 W7 1 0.00 9,786.93 4,182.83 5,351.071 2.5 x 0.113 = 11/2 xl 112 x.1 13 R W6 1 4,696.38 6,183.57 0.00 1,678.86 2.9 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 9,786.93 5,209.93 5,351.07 3.1 x0.113 1C =1 1/2x 1 112x .113 W4 1 6,151.24 6,183.57 0.00 1,473.10 3.8 x 0.109 10 =1 x 1 X.1109 W3 1 0.00 14,531.25 7,256.04 7,547.10 3.9x0.125 20=2x2x.125 W2 1 11,593.92 18,039.61 0.00 2,212.83 2.0x0.390 RH round 7I8 Vi 1 0 6,183.57 . 8681 2,486.53 2.0 x 0.109 10 = 1 x 1 x.109 • V2 1 01 6,183.571 577 293754 20x0109 10=1x1x109 r ' 1 - -_c 1- MATERIAL DES IGN -,.- - Job Number Job Name: : '' Date R 97-0377 CARLSBAD LOT 41 - ROOF 317198 (7 Chord Pronerties Location: CARLSBAD, CA - Joist Description: Short Span Crimp 24K174196 ,1i9 Chord Area Rx Rz Ryy Y I Q Material TC 0.5516 0.6236 0.3963 1.2238 0.5530 0.2145 0.8979 21 = 2x2x.143 BC 0.4437 0.4609 0.2946 1.0401 0.4324 0.0942 1.0000 1J = 1 1/2x1 1/2x.156 Axial and Bending Analysis Bending Load: Fy: Pb: Mom of Inertia: LL 240: TL 180: Max Bridg TC: Max Bndg BC: 174.00 50,000.00 30,000.00 260.78 198.13 264.18 1 14-91/2 1 20-9518 Top Chord Check End Panel LE First Panel LE Interior Panel I First Panel RE End Panel RE Gap Betweer, Chords: Length 30.00 27.63 21.00F 31.62 35.50 Bending Load 174.00 174.00 0.001 174.00 174.00 ;Max Load Fillers TC: lAxial Load 9,979.08 9,870.16 25403.88 10,753.15 26,658.23 10,919.67 Max Load no Fillers TC: fa 9046.38 8,947.64 23,029.49 9,748.10 9,899.06::24,087.64 Maximum K Ur 75.69 69.70 ' 33.67 79.79 89.57 Min Weld Len 2X: 14,562.99 0.5000 Fa . 16,660.81 19,448.21 24,166.60 17,847.18 Fe 64,527.45 76099.62 131,688.681 58,066.54 46,081.90 BC Stress: Cm 0.9579 0.9647 0.93001 0.9496 0.9356 28,035.20 1872.36 411.2272 1443.95 BCL/Rz' Panel Point Moment 1343.37 1343.38 0.001 1872.46 Mid Panel Moment 1028.71 377.50 0.0011 513.33 Panel Pointfb 4531.33 4531.36 0.001 6315.99 6315.64 162.9356 Mid Panel fb 1325.98 486.591 0.001 661.67 1861.21, 0 [fillers 0 01 41 0 Panel Point Stress 1 13,577.71 13,479.011 23,029.491 16,064.10 16,214.70 0.7621 Mid Panel Stress 0.59781 0.47981 0.95291 0.57421 Web Desicin 2: Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 1 8,570.72 18,039.61 0.00 2469.56 2.0 x 0.289 RH = round 7/8 L W3 1 0.00 13,309.92 5,286.02 5.501,24 2.3x0.156 1J = 1 1/2x 1 1/2x.156 W4 1 5,270.57 6,183.57 0.00 1350.32 3.3 x0.109 10 lxix .109 W5 1 0.00 9,786.93 4,410.29 5.229,48 2.6x0.113 1C = 1 1/2x 1 1/2x.113 W6 1 4,026.09 6,183.57 0.00 1,605.95 2.5 x 0.109 10 = 1 x 1 x .109 W7 1 0.00 9,786.93 3,676.49 5.168,85 2.2 x 0.113 1C = 1 1/2 x 1 1/2 x .113 W8 1 3,130.90 6,183.57 0.00 1,748.92 2.0 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 9,786.93 3,123.23 4,709.48 2.0 x 0.113 1C = 1 1/2 x 1 1/2x.113 W10 1 2,620.43 6.183,57 0.00 1.350,32 2.0 x 0.109 10 = 1 x 1 x.109 Wi 1 1 0.00 7,818.57 1,915.96 3.485,01 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W12 I 1 1,660.27 6,183.57 0.00 1.538,12 2.0x0.109 10 lxix .109 W12 1 1,459.40 6,183.57 0.00 1,538.12 2.0 x 0.109 10 = 1 x 1 X.109 Wil 1 0.00 6,183.57 1.727,58 1,748.92 2.0x0.109 110=1 x x.109 W10 1 2,406.05 6,183.57 0.00 1,350.32 2.0 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 8,906.25 2,908.84 3,051.48 2.0 x 0.125 18 = 1 1/4 x 1 1/4 x .125 W8 1 2,942.52 6,183.57 0.00 1,748.92 2.0 x 0.109 10 = 1 x 1 x .109 W7 1 0.00 9,786.93 3,520.46 5,106.96 2.1 x0.113 1C =1 1/2 x 1112 x.113 W6 1 3,932.67 6,183.57 0.00 1,538.12 2.4x0.109 10=1 xl x.109 W5 1 0.00 9,786.93 4,047.01 5,459.22 2.4x0.113 1C=1 112x1 112x.113 W4 1 5,045.71 6,183.57 0.00 1,350.32 3.1 x 0.109 10 = 1 x 1 x.1 09 W3 1 0.00 14,531.25 5,287.87 7,944.62 2.8x0.125 202x2x.125 W2 1 9,794.02 18,039.61 0.00 1.842,29 2.0x0.330 RH = round 7/8 ' Vi 1 0 6,183.57 662 2,333.11 2.0x0.109 10=1 x x.109 V2 1 01 6,183.57 4321 2,813.02 2.0x0.109 10 = 1xi x.109 .,. STRESS ANALYSIS Job Number Job Name: . . ': . .•.. ... Date Run:. - ... •.-.. .:.-' ---- ..- -, 97-0377 CARLSBAD LOT 41 - ROOF . . 317198 Location: Joist Desthption: . . Mark* =0=44P CARLSBAD, CA Long Span 24LH174196 J20 II Geometry Fase Length: 0-8 114 Working Length: 1 40-41/4 I Joist Depth: 24.00 I Efecth'e Depth: 22.73 BC Pane! Length: special Panels Shape: Parallel Chords Variable Left End Right End BC Panel 3-0 2-8 TC Panel 2-6 2-6 NiZ First Half 2-0 1-6'1)14. First Diag. 5-0 4-2 1/4 24.00 Depth 24.00 Loads Uniform Load 174.00 Live Load . 96.001 Concentrated Load TC @ 20-4 I 1000.00 Additional Shear in Webs 1 500.001 TC Axial Load 71400.00 Stress Analysis Uniform TC: 174.00 Uniform BC: 1 0.00 Reaction LE: 1 4,011.07 Reaction RE: 1 4,010.55 Minimum Shear 1 1,002.77 Max TC Comp.: 1 70,737.31 Max BC Tension 24,030.18 Member IC Tension TC Compresionj BC Tension IBC Compresion Web Tension Web Comp. Web Length PP 01st. W2 0.00 57823.05 0.00 0.00 7,752.65 0.00 40.90 0-2 V1S 0.00 57,739.781 0.00 0.00 0.00 680.79 23.50 2-6 W3 0.00 57,739.781 9,163.98 0.00 0.00 5,654.17 33.05 3-0 W4 0.00 63,346.301 9,163.98 0.00 5,717.86 0.00 37.64 5-0 W5 0.00 63,346.301 16,385.23 0.00 0.00 4,997.45 37.64 7-6 W6 0.00 68,023.011 16,385.23 0.00 4,435.28 0.00 39.25 10-0 W7 0.00 68,023.011 21,734.34 0.00 0.00 3,823.79 41.73 12-8 W8 0.00 70,921.09 21,734.34 0.00 2,623.71 0.00 36.84 15- W9 0.00 70,921.091 24,030.18 0.00 0.00 1,912.27 36.06 18-0 W9 0.00 70,737.311 24,030.18 0.00 0.00 2,239.43 40.90 20-4 W8 o.00L 70,737.311 21,065.04 0.00 3,126.61 0.00 40.90 23-2 W7 0.001 67,407.061 21,065.04 0.00 0.00 4,013.80 40.90.26-0 W6 0.001 67,407.061 15,149.53 0.00 4,900.98 0.00 40.90 28-10 W5 0.00 62,251.341 15,149.53 0.00 0.00 5,278.75 37.64 31-8 W4 0.00 62,251.341 7,772.47 0.00 5,725.26 0.00 36.06 34-2 W3 0.00 57,296.741 7,772.47 0.00 0.00 5,075.99 29.15 36-6 - V1S 0.00 57,296.741 0.001 0.00 0.00 617.98 22.81 38-21/4 W2 0.00 57,319.831 0.001 0.00 7,133.81 0.00 37.64 38-01/4 Standard Verticals Member Position Max Tension I Max Comp. I Length V2 Interior 0.001 724.361 22.73: - -4;,-. . -' • .. . __________ MATERIAL DESIGN 97-0377 CARLSBAD LOT 41 - ROOF . . . . 31719 J Job Number Job Name: •....to (fl Location: - Joist Desctiption: Matc. CARLSBAD, CA Long Span 241-1-1i 74/96 . Chord Properties Chord Area Rx Rz Ryy Y I Q Material TC 1.4375 0.9304 0.5924 1.6333 0.8424 1.2442. 0.9607 33 = 3 x 3 x .250 BC 0.4437 0.4609 0.2946 1.0401 0.4324 0.0942 1.0000 1J = 1 112x 1 1/2x.156 Axial and Bending Analysis Bending Load: 174.00 150,000.00 Fy: Fb: . 30,000.00 Mom of Inertia: 351.51 LL 240: T3T 299.75 L lao: 99.67 Max Bridg TC: 23-1 5/8 Max Bndg BC: 1 20-9518 I Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 28.00 Length 28.00 30.00 34.001 20.25 Bending Load 174.00 - 174.001 - 174.00 Max Load Filters TC: Axial Load 57,823.05 - 70,737.31 - 74,950.95 57 319.83 Max Load no Fillers TC: ta 20,112.36 Maximum KL/r 47.27 - - 24,604.28 28.70 - - 19,937.33 69,862.28 47.27H Min Weld Len 2X: 23,933.56 0.7622 117a 23,933.56 - 26,305.23 - Fe 164,866.07 1Cm 0.9634 - - 198,777.391 0.95051 - - 16486607BCstress: 019637: .27,081.51 Panel Point Moment 1260.89 - 1396.831 - 1005.64 !Mid Panel Moment 860.48 - 421 - 698. 296.4910 962.66: BCL/Rz 871.93 230.8254 !Panel Pointfb 1093.24 - I 1211.111 - 'Mid Panel fb 291.291 - 236.43 - 325.88 o: Fillers I oI - 2 - Panel PointStress I 21,205.601 - 25,815.391 - 20,809.2611 Mid Panel Stress 0.85141 - 0.94421 - 0.8454; Web Design Member Qty Web Tension I Allow Tension Web Comp Allow Comp Weld Material W2 1 7752.65 18039.61 0.00 2,312.31 2.0x0.261 RH = round 7/8 W3 1 0.001 14,531.25 5,654.17 6,746.20 3.0 x 0.125 120 = 2 x 2 x.125 W4 1 5.71786 6,183.57 0.00 1,486.77 3.5 x 0.109 110--1 x i x .109 W5 1 0.00 9,786.93 4,997.45 5,007.46 3.0x0.113 1 = 1 1/2x 1 1/2x.113 W6 1 4,435.28 6,183.57 0.00 1,367.09 2.7x0.109 Ho = lxi x.109 I W7 1 0.00 9,786.93 3,823.79 4,336.66 2.3 x 0.113 iC = 1 1/2 xl 1/2 x.1 13 I W8 1 2,623.71 6,183.57 0.00 1,551.39 2.0 x 0.109 10 = 1 x 1 x.109 I W9 1 0.00 7,818.57 11 912.27 3,234.16 2.0x0.109 15=1 1/4x1 1/4x.109 I W9 1 0.00 7,818.57 2,239.43 2,514.79 2.0 x 0.109 15 = 1 1/4 x 11/4 x.109 W8 1 3,126.61 6,183.57 0.00 1,259.19 2.0x0.109 Ho = lxi x.109 W7 1 0.00 9,786.93 4,01 3.80 4.47744 2.4 x 0.113 1 = 1 1/2 x 1 1/2x.113 W6 1 4.90098 6,183.57 0.00 1,259.19 3.0x0.109 Ho = lxix .109 W5 1 0.00 10,781.25 5,278.75 5,591.50 2.8 x 0.125 liE = 1 1/2 x 1 1/2 x.125 I W4 1 5725.26 6,183.57 0.00 1619.39 3.5 x 0.109 110 = 1 x 1 x .109 I W3 1 0.00 14,531.25 5,075.99 7,653.94 2.7 x 0.125 120 = 2 x 2 x.125 I W2 1 7,133.81 18,039.61 0.00 2,730.23 2.0 x 0.240 RH = round 7/8 Vi 1 0 6,183.57 618 3,613.42 2.0 x 0.109 10 = 1 x 1 x.109 I V2 1 1 0 6,183.57 670 3,627.99 2.0x0.109 10=1xix.109 .. . •.•'... S tSTRESSArALYSIS Job Number Job Name: . .; . .•.. . .•. 97377 CARLSBAD LOT 41 - ROOF .. ... Location: -. Joist Description: . • .. . CARLSBAD, CA Short Span Crimp 28K232I128 DeteRün: 7. 317198 Mark J21 Geomefry I Base Length: 51-11 1/2 Working Length: 1 51-71/2 Joist Depth: 28.00 lective Depth: 26.85 BC Panel Length: Special Panels Shape: Parallel Chords Variable Left End Right End BC Panel 5-0 5-0 TC Panel 3-10 3-10 0-11 3/4 First Half 0-11 3/4 First Diag. 5-11 3/4 5-11 3/4 28.00 Depth 28.00 Loads Uniform Load 232.00iLive Load . 123.00 Concentrated Load TC @ 25-11 3/4 1,000.00i Additional Shear in Webs 500.00 TC Axial Load 6,80b.00I Stress Analysis Uniform TC: Uniform BC: Reaction LE: Reaction RE: Minimum Shear Max TC Comp.: Max BC Tension 232.00 0.00 1 6,488.50 6,488.50 1,622.13 39,428.38 40,31.1.06 Member TC Tension IC Compresionl BC Tension IBC Compresionl Web Tension Web Comp. Web Length PP Dist W2 0.00 14923.08 0.00 0:001 15,622.98 0.00 63.91 0-2 V1S 0.00 1.4,659.41 0.00 0.00 0.00 957.54 30.28 3-10 W3 0.00 14,659.41 15,104.17 0.00 0.00 6,428.13 29.31 5-0 W4 0.00 - 20,523.21 15,104.17 0.00 8,022.18 0.00 40.26 5-11 3/4 WS 0.001 20,523.211 25,294.19 0.00 0.00 7,152.49 40.26 8-5-3/4 W6 0.00 28,644.381 25,294.19 0.001 5,697.69 0.00 36.01 10-11 3/4 W7 0.00 28,644.38 32,248.88 0.00 0.00 5587.04 40.26 12-113/4 W8 0.00 35,718.85 32,248.88 0.001 5,165.11 0.00 44.91 15-53/4 W9 0.00 35,718.85 37,897.64 0.001 0.00 3,673.71 40.26 18-5-3/4 1 W10 0.00 39,428.381 37,897.641 0.0012,804.01 0.00 40.26 20-113/4 W11 0.00 39,428.381 40,311.06 0.001 0.00 2,432.33 40.26 23-53/4 Wil 0.00 39,428.381 40,311.061 0.001 0.00 2,432.33 40.26 25-113/4 W10 0.00 39,428.381 37,897.641 0.001 2,804.01 0.00 40.26 28-53/4 W9 0.00 35,718.851 37,897.64 0.001 0.00 3,673.71 40.26 30-113/4 W8 0.00 35,718.85 32,248.88 0.00 5,165.11 0.00 44.91 33-53/4 W7 0.00 28,644.38 32,248.88 0.00 0.00 5,587.04 40.26 36-53/4 W6 0.001 28,644.38 25,294.19 0.00 5,697.69 0.00 36.01 38-113/4 W5 0.001 20,523.21 25,294.19 0.001 0.00 7,152.49 40.26 40-113/4 W4 0.001 20.523.211 15,104.171 0.0018,022.18 0.00 40.26 43-53/4 W3 0.00 14,659.411 15,104.17 o.00l_0.00 6,428.13 29.31 45-113/4 V1S 0.00 14,659.41 0.00 0.00j 0.00 957.541 30.28 48-11/2 W2 0.00 14,923.081 0.00 0.001 15,622.981 0.001 63.91 46-111/2 StandardVerticals Member Position __ Max Tension _ Max Comp. V2 Interior 0.00 835.14 26.85 MATERIAL DESIGN Job Number Job Name: Date Rin:t 97-0377 CARLSBAD LOT 41 - ROOF 317198 Location: Joist Description: Matk, CARLSBAD, CA Short Span Crimp 28K2321128 J21 Chord ProDerties Chord Area Rx Rz Ryy V I Q Material IC 0.8742 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28=2x2x.232 BC 0.6730 0.6189 0.3944 1.2318 0.5650 0.2578 0.9808 242x2x.176 Axial and Bending Analysis Bending Load: Fy: Pb: Mom of Inertia: LL 240: TL 180: Max Bridg TC: Max Bndg BC: 232.00 50,000.00 1 30,000.00 548.86 223.55 298.06 1 15-0 5/8 24-7 5/8 1 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 44.00 25.75 30.00 25.75 44.001 1.00 Bending Load Axial Load 1 232.00 14923.08 - - 232.00 39,428.38 - - 232.001 14,923.081 Max Load Fillers TC: 41,550.79 Max Load no Fillers TC: 33,477.88 Ka j 8,535.51 - 22,551.74 - 8,535.511 Maximum KL/r 112.31 - 49.08 - 112.311 Min Weld Len 2X: Fa 10,655.66 - - 24,493.71 - 10,655.661 0.5000 Fe 28,821.62 - 61,998.50 - 28,821.621 BC Stress: 129,947.72 Cm 0.9112 - 0.8545 - 0.91121 Panel Point Moment Mid Panel Moment 3419.15 - 3125.26 - - 1450.00 725.00 - - 3419.151 3125.261 ITCOAURyy: BC URz Panel Point fb 7404.70 - 3140.20 - 7404.7011167.3450 MidPanelfb 2799.63 - 649.46 - 2799.63 1 Fillers 0 - 8 - 15,940.21 PanelPointStress 15,940.21 - 25,691.94 - MidPanelStress 0.92181_- 0.9498 - 0.92181 Web Desian Member Qty WebTension Allow Tension WebCamp I Allow Comp I_Weld I Material W2 1 15,622.98 23,561.94 0.001 2,021.3512.0x0.526 1 RM _ round 1 W3 1 0.00 14,531.25 6.428.131 8,292.691 3.5 x 0.125 120=2x2x.125 W4 1 8,022.18 8,906.25 0.001 2,066.991 4.3x0.125 118 =11/4x11/4x.125 W5 1 0.00 14,531.25 7,152.49 7,463.98 i 3.9x0.125 120 =2x2x.125 W6 1 5,697.69 6,183.57 0.00 1,143.171 3.5x0.109 10 =1x1x.109 W7 1 0.00 14,531.25 5,587.04 7,463.981 3.0x0.125 20=2x2x.125 W8 1 5,165.11 6,183.57 0.00 735.08 3.2x0.109 10 =1x1x.109 W9 1 0.00 11,848.68 3,673.71 3,975.97 2.0x0.138 1G =11/2x11/2 x.138 W10 1 2,804.01 6,183.57 0.001 914.67 2.0x0.109 10 =1x1x.109 Wl1 1 0.00 9,786.93 2,432.331 3,315.881 2.0x0.113 1C =11/2x11/2x.113 Wil 1 0.00 9,786.93 2,432.331 3,315.881 2.0x0.113 1C =11/2x11/2x.113 WiO 1 2,804.01 6,183.57 0.00 914.671 2.0x0.109 10 _1x1x.109 W9 1 0.00 11,848.68 3,673.711 3.975.971 2.0x0.138 1G =11/2x11/2x.138 W8 1 5,165.11 .6,183.57 0.001 735.081 3.2x0.109 110 =1x1x.109 W7 1 0.00 14,531.25 5,587.04 7,463.981 3.0x0.125 120=2x2x.125 W6 1 5,697.69 6,183.57 0.00 1,143.171 3.5x0.109 110 =1x1x.109 W5 1 0.00 14,531.25 7,152.49 7,463.98 3.9x0.125 20=2x2x.125 W4 1 8,022.18 8,906.25 0.00 2,066.99 4.3x0.125 118 =11/4x11/4x.125 W3 1 0.00 14,531.25 6,428.13 8,292.69 3.5x0.125 202x2x.125 W2 1 15,622.98 23,561.94 0.00 2,021.35 20x0.526 RM =round1 Vi 1 0 6.183,57 958 1,616.941 2.0x0.109 10 =1x1x.109 V2 1 0 6,183.57 777 2,056.551 2.0x0.109 10=1xlx.109 - .. .- . STRESS ANALYSIS . .. Job Number Job Name: [ Date Run: 97-0377 CARLSBAD LOT 41 - ROOF . 3112198 Location: Jast Description: Mwlc CARLSBAD, CA IShort Span Crimp 28K232I128 J22 Geometry Base Length: 51-101/2 I Working Length: _51-6 1/2 I Joist Depth: . 28.00 I Elective Depth: 26.85 Iii I BC Panel Length: Special I Shape: IParallel Chords Variable LeftEnd RightEnd BCPanel 4-113/4 4-8 TCPanel 3-8 3-8 1-61/2 First Half 1-21/4 FirstDiag. 6-2 6-21/2 28.00 Depth 28.00 Loads Uniform Load (pIt) 232.00 I Concentrated Load TC @ 26-0 (Ibs) 1000.00 Additional Shear inWebs _500.00 ILTC_ Axial Load (Ibs) _6800.00] Stress Analysis Summary Int. Panel TC: Max Panel BC: Reaction LE: Reaction RE.- 26 . 00 52.00 6,477.62 6,480.05 Minimum Shear: I Max TC Comp.: Max BC Tension 1,620.01 39,477.75 40,190.09 Member TC Tension TCCompresion BCTension _BCCompresion WebTension I WebComp. Web Length PPDist W2 0.00 14894.38 0.001 0.001 15,587.591 0.00 63.69 0-2 V1S 0.00 14,588.17 0.00' 0.00 0.001 1,004.30 31.13 3-8 W3 0.00 14,588.17 15,503.90 0.00 0.00 6,651.85 30.40 4-11 3/4 1 W4 0.00 19,981.78 15,503.90 0.00 7,180.62 0.00 36.01 6-2 W5 0.00 19,981.78 23,766.08 0.00 0.00 6,558.27 36.01 8-2 W6 0.00 27,275.04 23,766.08 0.00 5,935.92 0.00 36.01 10-2 W7 0.00 27,275.04 30,127.24 0.00 0.00 5,146.64 34.71 12-2 W8 0.00 33,048.71 30,127.24 0.00 4,895.65 0.00 37.38 14-0 W9 0.00 33,048.71 34,964.77 0.00 0.00 3,830.95 33.48 16-2 W10 0.00 36,883.85 34,964.77 0.00 3,550.26 0.00 36.01 17-10 Wil 0.00 36,883.85 38,388.171 0.001 0.00 2,927.92 36.01 19-10 W12 0.00 39,477.75 38,388.171 0.00 2,305.571 0.00 36.01 21-10 W13 0.00 39,477.75 40,190.091 0.00 0.001 2,255.08 37.38 23-10 W13 0.00 39,447.32 40,190.09 0.00 0.00 2,255.08 37.38 26-0 W12 0.00 39,447.32 38,438.63 0.00 2,237.92 0.00 34.71 28-2 Wil 0.00 37,081.44 38,438.63 0.00 0.00 2,787.80 34.71 30-0 W10 0.00 37,081.44 35,203.40 0.00 3,488.69 0.00 36.01 31-10 W9 0.00 32,700.81 35,203.401 0.00 0.001 4,293.50 37.38 33-10 W8 0.00 32,700.81 29,711.47 0.00 4,993.221 0.00 37.38 36-0 W7 0.00 26,801.84 29,711.471 0.001 0.001 5,237.26 34.71 38-2 W6 0.00 26,801.84 .23,230.231 0.00 6,029.94 E 0.00 36.01 40-0 WS 0.00 19,532.90 23,230.23 0.00 0.001 6,652.28 36.01 42-0 W4 0.00 19,532.90 15,605.07 0.00 6,714.82 0.00 33.48 44-0 W3 0.00 14,027.12 15,605.07 0.00 0.00 7,132.38 32.61 45-8 V1S 0.00 14,027.121 0.00 0.001 0.00 965.03 29.41 48-2112 W2 0.001 14,262.04 0.00 0-001 14,765.84 0.001 60.31 47-2112 Standard Verticals Member Position Tension Comp. V2 Interior _Max 0.00 _Max 700.06 _Length I 26.85] I'll Job Number 97-0377 Chord Pronerties - •s1 8a4t1't MATERIAL DESIGN Job Name: . Date Run, CARLSBAD LOT 41 - ROOF 3/12/98 Joist Description: Short Span Crimp 28K2321128 J22 Chord Area Rx Rz Ryy Y= I Q I Material IC 0.8742 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28 = 2 x 2 x.232 BC 0.6730 0.6189 0.3944 1.2318 0.5650 0.2578 0.9808 124 = 2 x 2 x.176 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Pb: 30,000.00 Mom of Inertia: 1548.86 LL 240: 224.63 TL 180: 299.51 Max Bridg TC: 1 15-05/8 Max Bndg BC: 1 24-7518 Top Chord Check F End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: '100 42.00' Length 42.00 30.00 26.00 30.50 Bending Load 232.00 232.00 232.00 232.00 232.00: Max Load Fillers TC: Axial Load 14894.38 14,588.17 39,477.75 14,027.12 14262.04; Max Load no Fillers TC fa 8,519.10 8,343.96 22,579.98 8,023.05 8,157.42H37,026.33 Maximum K Ur 107.20 76.57 42.53 77.85 107.20 i 1 Min Weld Len 2X: Fa 11694.65 . 19,688.77 25,471.46 19,438.92 11,694.65 0,5000 Fe 31,631.89 61,998.50 82,542.38 59,982.42 3131891 '8CStress: Cm 0.9192 0.9596 0.8906 0.9599 0.9226Y29'8s7 4 3285.03 TC QAL1Ryy: 2778.70 BC LARz: 7114.24.131.8476 Panel Point Moment Mid Panel Moment 3246.141 2794.42 3245.95 384.52 1089.11 544.56 3285.01 493.27 Panel Pointfb 7030.03 7029.61 2358.64 7114.20 Mid Panel fb 2503.25 344.45 487.82 441.87 2489.17 Fillers - 0 01 3 0 0 -----1 Panel Point Stress 15,549.12 15,373.57 24,938.62 15,137.25 15,271.66 Mid Panel Stress 0.8334 0.43651 0.9064 0.4291 0.8007, Web Desian Member Web Tension I Allow Tension Web Comp Allow Comp Weld Qty Material W2 15,587.59 23,561.94 0.00 2,035.77 2.0 x 0.525 1 RM = round 1 W3 0.00 14,531.25 6,651.85 8,086.21 3.6x0.125 1 20.2x2x.125 W4 7,180.62 7,818.571 0.00 2,283.08 4.4 x 0.109 1 j 15 = 1 1/4 x 1 1/4 x.109 W5 0.001 14,531.251 6,558.27 8,159.98 3.5 x 0.125 1 120 = 2 x 2 x.125 W6 5,935.92 6,183.57 0.00 1,143.17 3.7 x 0.109 1 10 = 1 x 1 x .109 W7 0.00 11,848.68 5,146.64 5,340.44 2.5 x 0.138 1 1G = 11/2 x 1/2x .138 W8 4,895.65 6,183.57 0.00 1,061.34 3.0 x 0.109 1 10 = 1 x 1 X.109 W9 1 0.00 9,786.93 3,830.95 4,642.21 2.3x0.113 1 1C = 1 112x 1 1/2x.113 W10 3,550.261 6,183.571 0.00 1,143.17 2.2 x 0.109 1 10 = 1 x 1 X.109 Wil 0.00 9,786.931 2,927.92 4,132.38 2.0x0.113 1 11C=1 1/2x1 1/2x.113 W12 2,305.571 6,183.571 0.00 1,143.17 2.0 x 0.109 1 110 = 1 x 1 X.109 W13 0.00 8,906.25 2,255.08 2,398.44 2.0 x 0.125 1 118 = 1 1/4 x 1 1/4 x. 125 W13 0.00 8,906.25 2,255.08 2,398.44 2.0 x 0.125 1 118 = 11/4 x 1 1/4 x.125 W12 2,237.92 6,183.57 0.00 1,230.46 2.0 x 0.109 1 10 =1 x 1 X.109 Will 0.00 9,786.93 2,787.80 4,397.67 2.0 x 0.113 1 1C = 11/2 x 11/2 x .113 W10 3,488.69 6,183.57 0.00 1,143.17 2.2 x 0.109 1 10 = 1 x 1 x .109 W9 0.00 11,848.68 4,293.50 4,613.53 2.1 x0.138 1 1G= 1 112x1 1/2x.138 W8 4,993.22 6,183.57 0.00 1,061.34 3.1 x 0.109 1 10 = 1 x 1 X.109 W7 0.00 11,848.68 5,237.26 5,340.44 2.6x0.138 1 1G 1 1/2x1 112x.138 W6 6,029.94 6,183.57 0.00 1,143.17 3.7 x 0.109 1 10 = 1 x 1 X.109 W5 0.00 14,531.25 6,652.28 8,159.98 3.6x0.125 1 202x2x.125 W4 6,714.82 7,818.57 0.00 2,641.56 4.1 x0.109 1 15 1 1/4x 1 1/4x.109 W3 0.00 14,531.25 7,132.38 7.654.10 3.8x0.125 • 202x2x.125,,:.. W2 14,765.84 23,561.94 0.0012,270.34 2.0x0.497 1 RM -round l Vi 0 6,183.57 9651 1,714.15 2.0 x 0.109 1 1 10= 1 x 1 x.109' V2 0 6.18357 rm 1 7O5A nvn1no I l inii 'ma 'I- STRESS ANALYSIS Number Job Name: 0 . Date Run: - 0377 CARLSBAD LOT 41 -ROOF . 3111/98 - ation: . Joist Description: . Maj'lc RLSBAD, CA Short Span Crimp 28K232I128 J23 Base Length: 51-11 1/2 Working Length: 1 51-7112 I Joist Depth: 28.00 I Efecfive Depth: I 26.85 ii BC Panel Length: I Special Shape: Parallel Chords Variable Left End Right End BC Panel 4-11 1/8 4-11 1/8 TC Panel 3-8 3-8 /"\I/"N/"\I/\V L/\i/"\V"\J/"\L/'\./-> First Half 1-0 5/8 1-2 5/8 First Diag. 5-11 3/4 6-1 3/4 28.00 Depth 128.00 Loads Uniform Load (plO 232.00 IConcentrated Load TC @25-11 3/4 (Ibs) 1,000.00 Additional Shear in Webs 500.00 tic Adal Load (Ibs) 6,800.00 Stress Analysis Summary Int. Panel TC: Max Panel BC: Reaction LE: • Reaction RE: Minimum Shear Max TC Comp.: Max BC Tension 26.00 150.00 6,488.50 6,488.50 1,622.13 39,583.51, 40,311.06 Member TC Tension ITC Compresionj BC Tension IBC Compresion Web Tension Web Comp. Web Length PP Dist. W2 0.001 14805.741 0.00 0.00 15,474.59 0.00 63.12 0-2 V1S 0.00 14,520.87 0.001 0.00 0.00 972.15 30.82 3-8 W3 0.00 14,520.87 15,104.17 0.00 0.00 6,528.81 29.67 4-11 1/8 W4 0.00 19,718.43 15,104.171 0.00 7,253.55 0.00 36.01 5-11 3/4 W5 0.00 19,718.43 23,463.561 0.00 0.00 6,631.21 36.01 7-11 3/4 W6 0.00 27,021.13 23,463.561 0.00 6008.86 0.00 36.01 9-11 314 W7 0.00 27,021.13 30,163.95 0.00 0.00 5,386.52 . 36.01 11-11 3/4 W8 0.00 33,100.63 30,163.95 0.00 4,917.52 0.00 37.38 13-11 3/4 W9 0.00 33,100.63 35,028.39 0.00 0.00 3,850.54 33.48 16-1 3/4 W10 0.00 36,961.52 35,028.39 0.00 3,571.34 0.00 36.01 17-93/4 Wil 0.001 36,961.52 38,479.89 0.00 0.00 2,948.99 36.01 19-93/4 W12 0.001 39,583.51 38,479.89 0.00 2,326.65 0.00 36.01 21-93/4 W13 0.00 39,583.51 40,311.06 0.00 0.00 2,258.02 37.38 23-93/4 W13 0.001 39,656.76 40,311.06 0.00 0.00 2,175.70 36.01 25-11 3/4 W12 0.001 39,656.76 38,692.63 0.00 2,167.62 0.00 34.71 27-11 3/4 Wi 1 0.001 37,243.38 38692.63 0.00 0.00 2,845.27 36.01 29-93/4 W10 0.00 37,243.38 35,379.38 0.00 3,467.61 0.00 36.01 31-93/4 W9 0.001 33,100.63 35,379.38 0.00 0.00 4089.96 36.01 33-93/4 W8 0.001 33,100.63 30,407.13 0.00 4,712.31 0.00 36.01 35-93/4 W7 0.00 27,298.87 30,407.13 0.00 0.00 5,334.65 36.01 37-93/4 W6 0.00 27,298.87 23,775.87 0.00 5,957.00 0.00 36.01 39-93/4 W5 0.00 19,978.58 23775.87 0.00 0.00 6,579.35 36.01 41-93/4 W4 0.00 19,978.58 15,485.60 0.00 7,201.69 0.00 36.01 43-93/4 W3 0.00 14,512.71 15,485.60 0.00 0.00 6,705.86 30.57 45-9 3/4 V1S 0.00 14,512.71 0.00 0.00 0.00 994.34 30.82 48-3 112 W2 0.00 14,805.74 0.00 0.00 15,474.59 0.00 63.12 47-0 3/8 Standard Verticals Member Position Max Tension I Max Comp. I Length 1 V2 Interior 0.001 681.621 26.85 . MATERIAL DESIGN Job Number Job Name: . .. - DàtRcii: od 97-0377 CARLSBAD LOT 41 - ROOF . 3111198 (77 Location: Joist Description: Matk '"J' CARLSBAD, CA Short Span Crimp 28K2321128 J23 Chord Properties Chord Area Rx Rz Ryy Y I Q Material TC 0.8742 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28=2x2x.232 BC 0.6730 0.6189 0.3944 1.2318 0.5650 0.2578 0.9808 24=2x2x.176 Axial and Bending Analysis 1.00 . Fy: 50,000.00 Pb: 30,000.00 1 548.86 Mom of inertia: LL 240: 223.55 TL 180: 298.06 1 15-05/8 Max Bridg TC: Max Bridg BC: 1 24-7518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 42.00 27.75 26.00 29.75 42.001 1.00 Bending Load 232.00 232.00 232.00 232.00 232.001 Max Load Fliers TC: 43,620.73 14,805.741 1 Max Load no Fillers TC: Axial Load 14805.74 14520.87 39,583.51 14,512.71 fa 8,468.40 8,305.46 22,640.47 8,300.79 8468.40! 37,026.33 Maximum K Ur 107.20 70.83 42.53 75.93 107.201 !Min Weld Len 2X: 11,694.65 0.5000 Fa 11,694.65 . 20,783.54 25,471.46 19,812.79 Fe 1 31,631.89 72,459.891 82,542.38 63,044.87 31,631.8911 BCStss Cm I 0.9197 0.9656 0.8903 0.9605 0.919729 947.72 3240.01; TC OALIRyy: 2796.89 :BCURZ- Panel Point Moment 3198.89 3198.561 1089.11 3239.82 Mid Panel Moment 2813.58 224.381 544.56 365.83 Panel Pointfb 6927.70 6926.98 2358.64 7016.33 7016.78!126.7765 lMid Panel fb 2520.42 201.00 487.82 327.71 2505.47! Fillers 0 0 3 0 0! 15,485.181 Panel Point Stress 1 15,396.091 15,232.45 - 24,999.11 15,317.12 Mid Panel Stress I 0.82961 0.40691 0.9088 0.4310 0.82901 Web Design Member Web Tension I Allow Tension I Web Comp I Allow Comp Weld Qty Material W2 .15,474.591 23,561.941 0.001 2,072.45 2.0 x 0.521 1 RM = round 1 W3 0.001 14,531.251 6,528.811 8,224.57 3.5x0.125 1 120=2x2x.125 W4 71253.551 7,818.571 0.00 2,283.08 4.5 x 0.109 1 15 = 1 1/4 x 1 1/4 x.109 W5 0.001 14,531.25 6,631.21 8,159.98 3.6 x 0.125 1 20 = 2 x 2 x.125 W6 6,008.86 6,183.57 0.00 1,143.17 3.7 x 0.109 1 10 = 1 x 1 X.109 W7 0.00 13,309.92 5,386.52 5,548.88 2.3 x 0.156 1 1J = 1 1/2 x 1 1/2 x .156 W8 4917.52 6,183.57 0.00 1,061.34 3.0 xO.109 1 10 = 1 x X.109 W9 0.00 9,786.93 3,850.54 4,642.21 2.3 x 0.113 1 1C = 1 1/2 x 11/2 x .1 13 W10 3,571.34 6,183.57 0.00 1,143.17 2.2 x 0.109 1 10 1 x 1 X.109 Wi 1 0.00 9,786.93 2,948.99 4,132.38 2.0 x 0.113 1 1C = 1 1/2 x 11/2 x.1 13 W12 2,326.65 6183.57 0.00 1,143.17 2.0 x 0.109 1 10 = 1 x 1 x .109 W13 0.00 8,906.25 2,258.021 2,398.44 2.0 x 0.125 1 18 = 1 1/4 x 1 1/4 x.125 W13 0.00 7,818.57 2,175.70 2,283.08 2.0 x 0.109 1 115 = 1 1/4 x 1 1/4 x.1 09 I W12 2,167.62 6,183.57 0.00 1,230.46 2.0 x 0.109 1 10 = 1 x 1 X.109 I Wil 0.00 9,786.93 2,845.27 4,132.38 2.0x0.113 1 1C = 1 1/2x 1 1/2x.113 W10 3,467.61 6,183.57 0.00 1,143.17 2.1x0.109 1 10=1x1x.109 W9 0.00 9,786.93 4,089.96 4,132.38 2.4x0.113 1 1C= 1 1/2x1 1/2x.113 W8 4,712.31 6,183.57 0.00 1,143.17 2.9 x 0.109 1 10 = 1 x 1 X.109 W7 0.00 13,309.92 5,334.65 5,548.88 2.3x0.156 1 1J=1 1/2x1 1/2 x.156 W6 5,957.00 6,183.57 0.00 1,143.17 3.7 x 0.109 1 10 = 1 x 1 X.109 W5 0.00 14,531.25 6,579.35 8,159.98 3.5x0.125 1 20=2x2x.125 W4 7,201.69 7,818.57 0.00 2,283.08 4.4x0.109 :- 1 15=11/4x11/4x-109 W3 0.00 14,531.25 6,705.86 8,052.13 3.6x0.125 . -1 202x2x.125 . W2 15,474.59 23,561.94 0.00 2,072.45 2.0 x 0.521 -1 RM = round 1 • Vi 0 6,183.57 99 41 1,561.15 2.0x0.109 1 10=lxlx.109 V'7 nl 81R7 7flR ')nvnlflo 1 Iiflrr1v1v IflO •:•''•• - •.'' -" STRESS ANALYSIS - Job Number Job Name: ' 97.0377 CARLSBAD LOT 41 - ROOF Location: - Joist Description: CARLSBAD, CA Short Span Crimp 281<2321128 ; Date Run: 317198 ... mark 7- J24 Geometry Length: F471 3/8 Working Length: 147-23/8 I Joist Depth: 28.00 Efective Depth: J 26.71 I BC Panel Length: Special Panels I Shape: Parallel Chords L Variable Left End I Right End BC Panel 5-0 4-8 TC Panel 3-8 3-8 1-1 1/8 First Half 0-91/4 First Diag. 5-91/4 5-91/8 28.00 Depth 28.00 Loads Uniform Load 232.00 1 Live Load . 128.001 I Concentrated Load TC @ 23-3 1/4 700.00 1 Concentrated Load IC @ 21-7 1/4 700.00 Concentrated Load TC @ 25-9 1/4 700.00 Concentrated Load TC @28-3 1/4 700.00 Concentrated Load TC @ 23-3 1/4 1,000.00 jAdditional Shear in Webs 1,200.00 ITC Axial Load 6,800.00 Stress Analysis Uniform TC: 232.00 Uniform BC: 0.00 Reaction LE: 7,328.28 Reaction RE: 7,421.64 Minimum Shear: 1,855.41 Max rc Comp.: 47,721.56 Max BC Tension 46,910.80 Member TC Tension TC Compresionl BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00 16,373.03 0.00 0.00 19,416.79 0.00 63.86 0-2 V1S 0.00 16,080.99 0.00 0.00 0.00 996.39 31.14 3-8 W3 0.00 16,080.99 16,813.34 0.00 0.00 7,907.54 28.27 5-0 W4 0.00 22,021.09 16,813.34 0.001 9,405.25 0.00 35.91 5-91/4 W5 0.00 22,021.09 26,811.94 0.001 0.00 8,781.47 35.91 7-91/4 W6 0.001 31,185.90 26,811.94 0.001 8,157.69 ' 0.00 35.91 9-91/4 W7 0.001 31,185.901 35,142.95 0.001 0.00 7,533.91 35.91 11-91/4 W8 0.001 397232.601 35,142.95 0.001 7,390.60 0.00 38.70 13-91/4 W9 0.001 39,232.60I 41,562.021 0.001 0.00 5,615.42 32.21 16-1 1/4 W10 0.00 44,303.121 41,562.02 0.001 5,714.55 0.00 35.91 17-71/4 Wil 0.00 44,303.121 46,627.31 0.001 0.00 5,090.77 35.91 19-71/4 W12 0.00 47,721.561 46,627.31 0.00 3,324.80 0.00 33.37 21-71/4 W12 0.00 47,721.56 46,910.80 0.00 2,890.11 0.00 40.17 23-31/4 Wil 0.001 44,662.45 46,910.80 0.00 0.00 4,814.96 40.17 25-91/4 W10 0.001 44,662.45 42,529.06 0.00 5,264.65 0.00 32.21 28-31/4 W9 0.001 39,319.761 42,529.06 0.00 0.00 6,415.10 35.91 29-91/4 W8 0.001 39,319.761 35,693.55 0.00 7,038.88 0.00 35.91 31-9 1/4 W7 0.001 32,003.291 35,693.55 0.00 0.00 7,359.21 34.60 33-91/4 W6 0.001 32,003.291 27,190.44 0.001 8,574.77 0.00 37.28 35-71/4 W5 0.001 22,313.531 27,190.44 0.001 0.00 8,910.22 35.91 37-91/4 W4 0.00 22,313.531 17,019.72 0.00 9,534.00 0.00 35.91 39-91/4 W3 1 0.00 15,518.501 17,019.721 0.00 - 0.00 8,430.87 29.76 41-91/4 vis 0.00 15,518.501 0.001 0.00 0.00 949.951 29.28 43-103/8 W2 0.00 15,737.131 0.001 0.00 18,529.65, 0.001 60.25142-10 3/8 Standard Verticals Member Position I Max Tension I Max Comp. I Length V2 I Interior 1 0.001 2,421.94 26.71 Job Number 97-0377 (71....... Location: CA - MATERIAL DESI'N'- -- Job Name: :i'.: - jDat4RZ CARLSBAD LOT 41 - ROOF 317198 Joist Description: Short Span Crimp 28K232/128 Chord Pronertles Chord Area Rx Rz Ryy Y I Q Material IC 1.0151 0.7748 0.4934 1.4312 0.7033 0.6093- 0.9673 20 = 2 1/2 x 2 1/2 x .212 BC 0.8742 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 282x2x.232 Axial and Bending Analysis Bending Load: Fy: Fb: Mom of Inertia: LL 240: TL 180: Max Bridg TC: Max Bndg BC: 232.00 50,000.00 30,000.00 671.17 357.73 476.98 1 17-31/2 1 24-10718 Top Chord Check Length End Panel LE 42.00 First Panel LE I 25.25 Interior Panel 30.00 First Panel RE 25.13 End Panel RE Gap Between Chords: 42001 too 232.00 Max Load Fillers TC: 15,73 50,362.09 Max Load no Filters TC: 7,751.85143,926.72 85.121Min Weld Len 2X: 15,896.041 0.5000 Bending Load Axial Load 232.00 16373.03 - - 232.00 47,721.56 - - fa 8,065.09 - 23,506.86 - Maximum K Ur 85.12 - 38.72 - Fa 15,896.04 - 25,243.99 - Fe 50,816.66 - 99,600.65 - 50g1666BCStress: 0.95421 :26,831.44 Cm 0.9524 0.9056 - Panel Point Moment Mid Panel Moment 3167.11 2826.501 - - 1450.00 725.00 - - 3166.10 ' 2826 395.7400 .91 :Bcuz: Panel Point fb 4669.381 - 2137.781 - 4667.89153.1458 Mid Panelfb 1631.301 - 418.431 - 1631.531 Fillers ol - I 2 - o 12,419.74 Panel Point Stress 12,734.471 - I 25,644.64 - Mid Panel Stress I0.57101 - . 0.9483 - 0.55101 Web Design Member Qty Web Tension Allow Tension Web Comp Allow Camp Weld Material W2 1 19,416.79 23,561.94 0.00 2,090.40 2.0 x 0.654 RM = round 1 W3 1 0.00 14,531.25 7,907.54 8,567.69 4.3 x 0.125 20 = 2 x 2 x.125 W4 1 9,405.25 9,786.93 0.00 4,269.75 5.6 x 0.113 10 1 1/2 x 1 1/2 x.113 W5 1 0.00 16,546.53 8,781.47 9,851.12 4.1 x 0.143 21 = 2 x 2 x.143 W6 1 8,157.69 8,906.25 0.00 2,682.10 4.4 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W7 1 0.00 14,531.25 7,533.91 8,265.48 4.1 x 0.125 20 = 2 x 2 x.125 W8 1 7,390.60 7,818.57 0.00 2,041.10 4.6 x 0.109 15 =1 1/4 x 1 1/4 x.1 09 W9 1 0.00 11,848.68 5,615.42 6,170.07 2.7 x 0.138 1G = 11/2 x 11/2 x.138 W10 1 5,714.55 6,183.57 0.00 1,186.86 3.5 x 0.109 10 =1 x x.109 Wi 1 1 0.00 11,848.68 5,090.77 5,159.05 2.5 x 0.138 1G = 11/2 x 1 1/2 x.138 W12 1 3,324.80 6,183.57 0.00 1,374.46 2.1 x0.109 10=1 x x.109 W12 1 2,890.11 6,183.57 0.00 948.53 2.0 x 0.109 10 = 1 x 1 x.109 Wil 1 0.00 14,531.25 4,814.96 7,586.04 2.6x0.125 20=2x2x.125 W10 1 5,264.65 6,183.57 0.00 1,475.14 3.3 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 14,531.25 6,415.10 8,265.48 3.5x0.125 20=2x2x.125 W8 1 7,038.88 7,818.57 0.00 2,370.34 4.3 x 0.109 15 = 1 1/4 x 11/4 x-.109 W7 1 0.00 14,531.25 7,359.21 - 8,464.85 4.0 x 0.125 20 = 2 x 2 x.125 W6 1 8,574.77 8,906.25 0.00 2,489.08 4.6 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W5 1 0.00 16,546.53 8,910.22 9,851.12 4.2x0.143 21=2x2x.143 W4 1 9,534.00 9,786.93 0.00 4,269.75 5.7x0.113 10=1 112x1112x.113 [W3 1 0.00 16,546.53 8,430.87 9,890.41 4.0x0.143 21=2x2x.143 W2 1 1852965 2356194 000 234842 20x0624 RM round 1 4 Vi 1 0 6,183.57 . 9501 1,784.79 :2.0 X 0.109 10 = 1 xi x .109 V2 1 01 6,183.571 7031 2.14 5.001 2.0 x 0.109 110 = 1 x x.10§- - - .-STRESS ANALYSIS Job Number Job Name: Date Run: .'-.-- 97-0377 CARLSBAD LOT 41 - ROOF 3/7/98 . ...,: (77 Location: -. Joist Descnption: Matc '9? CARLSBAD, CA Short Span Crimp 28K2321128 J25 Geometry Base Length: 51-33/4 Working Length: 150-11 3/4 I Joist Depth: 28.00 I Efective Depth: 26.86 BC Panel Length: i Special Panels I Shape: Parallel Chords Variable Left End Right End BC Panel 5-0 5-0 TC Panel 3-8 3-8 0-7 7/8 First Half 0-77/8 First Diag. 1 5-77/8 5-7 7/8 Depth 28.00 28.00 Loads LUniform Load 232.00!ILive Load 128.001 IConcentrated Load TC @ 25-9 7/8 I 1,000.001 Additional Shear in Webs 500.00 LTC Axial Load 6,800.001 Stress Analysis Uniform TC: 232.00 Uniform BC: 0.00 Reaction LE: 6,410.31 Reaction RE: 16,416.85 Minimum Shear 1,604.21 Max TC Comp.: 138,677.41 Max BC Tension 39,364.10 ::1 Member IC Tension ITC Compresion! BC Tension IBC Compresioni Web Tension I Web Comp. jWeb Length PP Dist. W2 0.00 14,824.211 0.00 0.00 15,478.271 0.001 63.92 0-2 V1S 0.001 14,539.711 0.00 0.00 0.00 934.60 31.26 3-8 W3 0.001 14,539.711 14160.00 0.00 0.00j 6,114.51 27.99 5-0 W4 0.00 19,006.921 14,160.00 0.00 7,248.001 0.00 36.02 5-77/8 W5 0.00 19,006.921 22,510.52 0.001 0.001 6,625.76 36.02 7-77/8 W6 0.00 26063.881 22,510.52 0.00 6,003.511 0.00 36.02 9-77/8 W7 0.001 26,063.88129,202.64 0.00 0.001 5,381.26 36.02 11-77/8 W8 0.001 32,543.051 29,202.64 0.00 5,233.201 0.00 40.27 13-77/8 W9 0.001 32,543.051 34,748.96 0.00 0.001 3981.21 36.02 16-17/8 W10 1 0.001 36131.301 34,748.96 0.00 3,084.981 0.00 32.33 18-17/8 wii 0.001 36,131.301 37,611.66 0.001 0.001 2,892.281 36.02 19-77/8 W12 0.001 38,677.411 37,611.66 0.001 2,270.031 0.00 36.021 21-7 7/8 W13 0.001 38,677.411 39,364.10 0.001 0.001 2,232.70 37.38 23-77/8 W13 0.00 38,672.561 39,364.10 0.00 0.00! 2:151.33 36.02 25-97/8 W12 0.00 38,672.56 37,674.43 0.00 2,221.5111 0.00 34.72 27-97/8 Wil 0.00 36,188.24 37,674.43 0.00 0.001 2,901.05 36.02 29-77/8 W10 0.00 36,188.24 34,287.44 0.00 3,523.291 0.00 36.02 31-77/8 W9 0.001 31,972.041 34,287.44 0.001 0.001 4,145.54 36.02 33-77/8 W8 0.001 31,972.041 29,242.05 0.0011. 4,767.791 0.00 36.02 35-77/8 W7 0.001 26,097.451 29,242.05 0.001 0.001 5,390.03 36.02 37-77/8 W6 0.001 26,097.451 22,538.24 0.001 6,012.281 0.00 36.02 39-77/8 W5 0.001 19,023.33 22,538.24 0.00 0.001 6,634.53 36.02 41-77/8 W4 0.00 19,023.33 14,176.03 0.00 7,256.771 0.00 36.02 43-77/8 W3 0.00 14,550.30 14,176.03 0.00 0.00 6121.33 27.99 45-77/8 vis 0.00 14,550.30 0.00 0.00 0.00 934.601 31.26 1 47-73/4 W2 0.00 14,834.801 0.00 0.001 15,493.83 0.001 63.92146-3 3/4 Standard Verticals Member Position Max Tension I Max Comp. I Length V2 I Interior 0.001 715.391 26.86 MATERIAL DESIGN Job Number Job Name: 97-0377 CARLSBAD LOT 41 -ROOF Location: . Joist Description: CARLSBAD, CA Short Span CrlrnD 281(2321128 Chord Prooertles Chord Area Rx Rz Ryy Y I 0 Material IC 0.7780 0.6149 0.3929 1.2389 0.5755 0.2942 1.0000 26 = 2 x 2 x.205 BC 0.6730 0.6189 0.3944 1.2318 0.5650 0.2578 0.9808 24 =2x2x.176 Axial and Bending Analysis Bending Load: FY: Pb: Mom of Inertia: LL 240: TL 180: Max Bridg TC: Max Bndg BC: 232.00 50,000.00 30,000.00 521.21 220.46 293.95 14-11 5/8 124-7518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE !Gap Between Chord5: Length 42.00 23.88 26.001 23.88 42.001 11.00 232.001 Max Load Fillers TC: 38,804.04 14,834.801 Max Load no Fillers TC: Bending Load Axial Load 232.00 14824.21 - - 232.00 38,677.41 - - fa 9527.43 - 24,857.74 - 9534.241 32,946.05 Maximum K Ur 106.89 - 42.28 - 106.891 Min Weld Len 2X: Fa 11763.22 - 25,507.71 - 11,763.221 0'5000 Fe 32,009.33 - 83,527.32 - 32,OO9.33!I BC ShTess Cm 0.91071 0.8810 - 0.9106129 244.20 Panel Point Moment Mid Panel Moment 3159.05 2829.78 - - 1089.11 544.56 - - TC OALIRyy. 3159.05: i493.7973 2829.78j Panel Point fb 7648.96 - 2637.05 - 7648.96 1136.9186 Mid Panel fb f 2768.04 - 532.67 - 2768.04: ol Fillers 0 - 8 - Panel Point Stress 17,176.40 - 27,494.79 - 17,183.201 0.93021 Mid Panel Stress ] 0.9296 - 0.99681 - Web Desian Member Qty Web Tension Allow Tension Web Comp Allow Camp Weld Material W2 1 15,478.27 23,561.94 0.00 2,022.55 2.0 x 0.521 RM = round 1 W3 1 0.00 13,309.92 6114.51 6,330.51 2.6 x 0.156 1J = 1 1/2 x 1 1/2 x.156 W4 1 7,248.00 7,818.57 0.00 2,283.82 4.5 x 0.109 15 =1 1/4 x 1 1/4 x.109 W5 1 0.00 14,531.25 6,625.76 8,160.90 3.6 x 0.125 20 = 2 x 2 x .125 W6 1 6,003.51 6,183.57 0.00 1,143.54 3.7x0.109 10=1 x x.109 W7 1 0.00 .13,309.92 5,381.26 5,550.66 2.3 x 0.156 1J = 1 1/2 x 11/2 x.1 56 W8 1 5,233.20 6,183.57 0.00 915.03 3.2 x 0.109 10 =1 x 1 x.109 W9 1 0.00 9,786.93 3,981.21 4,133.58 2.4x0.113 1C=1 1/2x 1 1/2x.113 W10 1 3,084.98 6,183.57 0.00 1,419.19 2.0 x 0.109 10 = 1 x 1 x.109 Wil 1 0.00 9,786.93 2,892.28 4,133.58 2.0x0.113 1C =1 1/2x 1 1/2x.113 W12 1 2,270.03 6,183.57 0.00 1,143.54 2.0 x 0.109 10 = 1 x 1 x .109 W13 1 0.00 8,906.25 2,232.70 2,399.28 2.0 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W13 1 0.00 7,818.57 2,151.33 2,283.82 2.0 x 0.109 15 = 1 1/4 x 1 1/4x.109 W12 1 2,221.51 6,183.57 0.00 1,230.82 2.0 x 0.109 10 = 1 x x.109 Wil 1 0.00 9,786.93 2,901.05 4,133.58 2.0 x 0.113 1C = 11/2 xl 1/2 x.1 13 W10 1 3,523.29 6,183.57 0.00 1,143.54 2.2 x 0.109 10 = 1 x 1 x .109 W9 1 0.00 10,781.25 4,145.54 4,544.50 2.2 x 0.125 1E = 11/2 x 1 1/2 x.125 W8 1 4,767.79 6,183.57 0.00 1,143.54 2.9 x 0.109 10 = 1 x 1 x.109 W7 1 0.00 13,309.92 5,390.03 5,550.66 2.3x0.156 1J=1 1/2x11/2x.156 W6 1 6,012.28 6,183.57 0.00 1,143.54 3.7 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 14,531.25 6,634.53 8,160.90 3.6x0.125 20=2x2x.125 W4 1 7,256.77 7,818.57 0.00 2,283.82 4.5 x 0.109 15 = 1 1/4 x 1 1/4 x.109 . W3 1 0.00 13,309.92 . 6,121.33 6,330.51 .2.6x.O.156 1J=11t2x11/2x.156 Li W2 1 15,493.831 23,561.941 0.001 2,022.55 2.0 x 0.522 RM = round 1 VI 1 01 6,183.57 935F-1,517.921 2.0 x 0.109 10 = 1 x x.109 V2 1 01 6.18357 657 7ncs5 1 9nnino 1fl=11y 'fflQ .. .. .••• STRESS ANALYSIS - - - Job Number Job Name. . . Date RW7: 97-0377 CARLSBAD LOT 41 - ROOF 3112198 m Location: Joist Oesc,iptiofl: .. MaflC Geometry CARLSBAD, CA Short Span Crimp 28K2321128 J26 I Base Length: I 51-3 1/4 150-I1 Working Length: 1/4 Joist Depth: 28.00 Elective Depth: 111 26.86 BC Panel Length: Special I Shape: IParallel Chords Variable Left End Right End I . BC Panel 14-11 3/4 4-8 IC Panel j3-8 3-0 First Half 1-21/4 1-31/4 Diag 16-2 15-11 1/4 Depth 128.00 28.00 Loads [Uniform Load (plf) 232.00 Concentrated Load TO @ 25-10 (Ibs) 1,000.00 I Additional Shear in Webs 500.00 fTC Axial Load (Ibs) 6,800.00 Stress Analysis Summary Int. Panel TC: Max Panel BC: Reaction LE: • Reaction RE: Minimum Shear Max TC Comp.: Max BC Tension 26.00 1 52.00 16,404.86 16,412.64 11,603.16 1 38,624.66 1 39,303.74 Member I IC Tension TO Compresionj BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 I 0.00 14,773.511 0.001 0.00 15,410.43 0.00 63.69 0-2 V1S 0.00 14,467.421 0.001 0.00 0.00 999.96 31.14 3-8 W3 0.00 14,467.421 15303.26 0.00 0.00 6,568.96 30.41 4-113/4 W4 0.00 19,781.361 15303.26 0.00 7,081.89 0.00 36.0216-2 W5 . 0.001 19,781.36 23,126.82 0.00 0.00 6,251.40 34.72 8-2 W6 0.00 26,604.051 23,126.82 0.00 5,889.25 0.00 36.02 10-0 W7 0.00 26,604.05 29,427.30 0.00 0.00 5,101.83 34.72 12-0 W8 0.00 32,314.71 29,427.30 0.00 4,847.35 0.00 37.38 13-10 W9 1 0.00 32,314.71 34,377.85 0.00 0.00 - 3,902.27 34.72 16-0 W10 0.00 36,231.22 34,377.85 0.00 3,452.12 0.00 36.02 17-10 Wil 0.00 36,231.22 37,670.00 0.00 0.00 2,829.88 36.02 19-10 W12 0.00 38,624.66 37,670.00 0.001 2,152.91 0.00 34.72 21-10 W13 0.00 38,624.661 39,303.741 0.00 0.00 2,231.23 37.38 23-8 W13 0.00 38,528.241 39,303.741 0.001 0.00 2,231.23 37.38 25-10 W12 0.00 38,528.241 37,492.00 0.00 2,281.66 0.00 34.72 28-0 Wil 0.00 35,964.22 37,492.00 0.00 0.00 2,963.45 36.02 29-10 W10 0.00 35,964.22 34,199.55 0.00 3,431.24 0.00 34.72 31-10 W9 0.00 31,877.12 34,199.55 0.00 0.00 4,156.09 36.02 33-8 W8 0.00 31,877.12 28,391.06 0.00 5,428.70 0.00 40.27 35-8 W7 0.00 25,988.471 28,391.06 0.00 0.00 4,917.64 32.33 38-2 W6 0.00 257988.47j 22,422.24 0.001 6,022.83 0.00 36.02 39-8 W5 0.00 18,931.051 22422.24 0.00 0.00 6,645.07 36.02 41-8 W4 0.00 18,931.051 14,807.33 0.00 6,708.24 0.00 33.49 43-8 W3 0.00 13,899.841 14,807.33 0.00 0.00 6,801.38 30.89 454 V1S 0.001 13,899.841 0.00 0.00 0.001 1,027.74 33.49 48-31/4 W2 0.001 14,273.681 0.00 0.00 14,783.831 0.00 60.31 46-71/4 Standard Verticals Member I Position I Max Tension I Max Comp. I Length L V2 I Interior 1 0.001 715.12 26.86 . ...•.- 04 Job Number 97-0377 71....... Location: Chord Pronertles .-.-, -.<...... MATERIAL DESIGN •.. : ....... Job Name: . CARLSBAD LOT 41 - ROOF - Joist Description: CA I Short Span Crimp 281<2321128 -- Date Run. 3112198 Mark J26 7 Chord Area Rx Rz Ryy Y I Q Material [TC 0.7780 0.6149 0.3929 1.2389 0.5755 0.2942 1.0000 262x2x.205 BC 0.6730 0.6189 0.3944 1.2318 0.5650 0.2578 0.9808 242x2x.176 Axial and Bending Analysis Py: Pb: Mom of Inertia: Li 240: TL 180: Max Bridg TC: Max Bndg BC: 1.00 T50,000.00 30,000.00 521.21 221.00 294.67 14-11 5/8 124-7518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 34.00 1.00 ::] Length 42.00 30.00 26.00 35.25 Bending Load 232.00 232.00 232.00 232.00 232.00 Max Load Fillers TC: 14273.68 Max Load no Fillers TC: Axial Load 14773.51 14,467.42 38,624.66 13 899.84 fa 9,494.85 9298.12 24823.84 8,933.35 9,173.61 32,946.05 86.53 Min Weld Len 2X: Maximum K Ur 106.89 76.35 42.28 89.71 Fa 11,763.22 19,732.30 25,507.71 17,000.13 15,907.70 0.5000 Fe . 32,009.33 62,738.30 83,527.32 45,441.95 48,844.69 BC Stress: Cm 0.91101 0.9555 0.8811 0.9410 0.9437 29,199.36 Panel Point Moment 3246.141 i 3245.95 1089.11 2551.31 2550.67 493.3937 Mid Panel Moment 1 2794.421 384.52 544.56 1070.90 1663.88 BCLJRz: Panel Pointfb 1 7859.831 7859.36 2637.05 6177.43 6175.89 131.8476 Mid Panelfb 1 2733.44 376.13 532.67 1047.53 1627.58 0 15,349.50: Fillers 0 0 8 0 Panel Point Stress 17,354.68 17,157.491 27,460.89 15,110.78 Mid Panel Stress 0.9252 0.48531 0.99551 0.5664 0.6397 Web Design Member Web Tension I Allow Tension Web Comp I Allow Comp I Weld Qty Material W2 15,410.431 23,561.941 0.001 2,036.981 2.0 x 0.519 1 RM = round 1 W3 0.001 14,531.25i 6,568.96 8,086.68 3.5 x 0.125 1 20 2 x 2 x.125 W4 7,081.891 7,818.571 0.001 2,283.82 4.4 x 0.109 1 15 = 1 1/4 x 1 1/4 x.109 W5 0.001 14,531.25 6,251.401 8,364.86 3.4 x 0.125 1 20 2 x 2 x.125 W6 5,889.25 6,183.571 0.00 1,143.54 3.6 x 0.109 1 10 1 x 1 X.109 W7 0.001 11,848.681 5,101.83 5,341.88 2.5x0.138 1 1G= 1 112x 1 112x.138 W8 4,847.35 6,183.571 0.00 1,061.71 3.0 x 0.109 1 10 = 1 x 1 X.109 W9 0.00 9,786.931 3,902.27 4,398.69 2.3x0.113 1 1C =1 1/2x 1 112x.113 W10 3,452.12 6,183.571 0.001 1,143.54 2.1 x 0.109 1 10 = 1 x 1 X.109 Wil 0.001 9,786.931 2,829.881 4,133.58 2.0x0.113 1 1C =1 112x 1 112x.113 W12 2,152.911 6,183.571 0.00 1,230.82 2.0 x 0.109 1 10 = 1 x X.109 W13 0.001 8,906.251 2,231.23 2,399.28 2.0 x 0.125 1 18 = 1 1/4 x 1 1/4 x.125 W13 0.001 8,906.251 2,231.23 2,399.28 2.0 x 0.125 1 18 = 1 1/4 x 1 1/4 x.125 W12 2,281.661 6,183.571 0.00 1,230.82 2.0 x 0.109 1 10 = 1 x X.109 Wil 0.001 9,786.93 2,963.45 4,133.58 2.0x0.113 1 1C =1 112x 1 1/2x.113 W1O 3,431.24 6,183.57. 0.00 1,230.82 2.1 x0.109 1 10=1 xl x.109 W9 0.00 10,781.25 4,156.09 4,544.50 2.2x0.125 1 111=1 112x1 112x.125 W8 5,428.70 6,183.57 0.00 915.03 3.4 x 0.109 .1 10 =1 x 1 X.109 W7 0.00 10,781.25 4,917.64 5,422.76 2.6x0.125 1 1E =1 112x 1 1/2x.125 W6 6,022.83 6,183.57 0.00 1,143.54 3.7 x 0.109 1 10 = 1 x 1 X.109 W5 0.00 14,531.25 6,645.07 8,160.90 3.6x0.125 1 20=2x2x.125 . W4 6,708.24 7,818.57 0.00 2,642.25 4.l x0.109 1 15=11/4x11/4x.109 W3 0.00 14,531.251 6,801.38 7,994.08 3.7x0.125 1 20=2x2x.125 . .. . W2 14,783.8312356194 000 227166 20x0498 1 1 RM= round l vi 0 6,183.57 1,028 1,323.01 2.0x0.109 1 10=1 x x.109 ni A1RA7 AIR n,; r, 9flyfl1fl i in=ii Y ing 1 ST ARIMMI Job Number Job Name.,- - R 'sz 97-0377 CARLSBAD LOT 41 ROOF 317198 (7 Location: - . . JoistDescnpflon: . Malt ''• CARLSBAD, CA - Ishoit Sâii iirnp20K264I16O J27 Geometry Base Length: 10-0 Working Length: 19-8 Joist Depth: 20.00 . tNe Depth: T19,03 BC Panel Length: 1 ( 4-4 Shape: Parallel Chords Variable Left End Right End BC Panel 3-4 3-4 First Half 2-0 1-4 Depth 120.00 120.00 Loads Uniform Load 1 264.001 Live Load . 160.00 Concentrated Load TC @ 5-4 TC Axial Load Stress Analysis 1,000.001 Additional Shear in Webs 71100.001 500.00 Uniform TC: 264.00 Uniform BC: 0.00 Reaction LE: 1,741.52 Reaction RE: 1,810.4.8 Minimum Shear 452.62 Max TC Comp.: 7,171.87 Max BC Tension 3,451.88 rMember I TC Tension ITC Compresion1 BC Tension IBC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.001 7,521.28j 0.001 0.00 4,391.68 0.00 42.50 0-2 V1S 0.001 7171.871 0.001 0.00 0.00 841.27 23.05 2-3 W3 0.001 7,171.871 3,451.881 0.00 0.00 2,067.44 30.63 34 W3 0.001 7,320.241 3,451.881 0.00 0.00 1,883.27 24.86 5-4 vis 0.001 7320.241 0.001 0.00 0.00 - 734.701 23.05 7-9 W2 1 0.001 7,624.571 0.001 0.00 4545.701 0.001 42.5016-8 Standard Verticals Member Position I V2 Interior Max Tension I 0.001 Max Comp. I 0.00 Length 0.001 .. C '#f'• Chord Properties MATERIAL 'D'~ Job Numbe, Job Name: 0 . DateRun: 97-0377 CARLSBAD LOT 41 - ROOF 0 0 317198 Location: Joist Descnption: CARLSBAD, CA Short Span Crimp 20K264/160 0 0 00.00*0 J27 ..!.. Chord Area Rx Rz Ryy Y Q Material TC 0.5516 0.6236 0.3963 1.2238 0.5530 0.2145. 0.8979 21 2x2x.143 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1C=1 1/2x1 1/2x.113 Axial and Bending Analysis Bending Load: 264.00 Fy: 50,000.00 Fb: . 30,000.00 Mom of inestia: 148.76 LL 240: 9,228.64 12,304.85 TL 180: Max Bridg TC: 14-9 1/2 Max Bridg BC: 20-6718 Top Chord Check End Panel LE I First Panel LE Interior Panel First Panel RE End Panel RE GapBetween chords: Length 25.001 37.001 37.00 29.00 25.00!1.00 Bending Load 264.00I - 264.00 - 264.00 MaxL.oadFiliersTC: Axial Load fa 7,521 .281 - 6,818.301 - 1 7,171.87 6,501.54 -. - .21,059.53 Max Load no Fillers TC: 6,911.93! 15,763.50 Maximum KLJr 63.081 - 59.33 - 63.08!Min Weld Len 2X: Fa 1 18,390.60 - 20,968.49 - 18,390.60' .0.5000 Fe 92,919.531 - 42,421.26 - 92,919.53 'BC Stress: 019777 5,290.55 1484.27 TC OALIRy y: 94.7886 1056.72 BCLJRz 5006.60 134.7252 :Cm 0.9780 - 0.9387 - Panel Point Moment 2287.03 - 2509.83 - Mid Panel Moment 765.43 - 1254.92 - Panel Pointfb 7714.38 - 8465.90 - 1:Mid Panelfb 0 986.621 - 1617.55 - 1362.09 Fillers 01 - . 0 - 0 11,918.53: 0.4292. iPanel Point Stress 1 14,532.681 - 14,967.44 - Mid Panel Stress 0.40941 - 0.37661 Web Design Member Qty Web Tension AllowTenion WebComp Allow Comp Weld Material W2 1 4,391.68 18039.61 0.00 2,848.14 2.0 x 0.148 RH = round 7/8 'W3 1 0.00 7,818.57 2,067.44 2,329.47 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W3 1 0.00 7.81857 1,883.27 3,523.26 2.0 x 0.109 15 = 11/4 x 11/4 x.109 W2 1 4.545.701 13.03961 0.00 2,848.141 2.0 x 0.153 RH = round 7/8 vi ] 1 01 5.183.571 7351 2,941.871 2.0 x 0.109 110 = 1 x 1 x.109 .. S.. . . • S •• $r ;-..?.STRESS ANAtIs Job Number Job Name: ..- .. .:..v: ... . . DateRun ' 97377 CARLSBAD LOT 41 - ROOF S. 3/7/98 , (flmin Location: - Joist Description: #t' CARLSBAD, CA Short Span Crimp 20K2321128 J4X 'P Geometry I Base Length: 31-8 Working Length: 31.4 I Joist Depth: . 20.00 Elective Depth: 118.87 I BC Panel Length: Special Panels Shape: Parallel Chords . Variable Left End Right End BC Panel 3-2 4-2 TC Panel 2-51/2 3-2 1-5 114 First Half 1-73/4 First Diag. 4-93/4 5-71/ 20.00 Depth 20.00 Loads Uniform Load 232.00 Live Load . 128.001 Concentrated Load TC @ 15-5 3/4 1000.00 Concentrated Load TC @ 15-5 3/4 700.00 Concentrated Load TC @ 13-6 3/4 700.00 Concentrated Load TO @ 17-2 3/4 700.00 Concentrated Load TC @ 19-0 3/4 700.00 - jAdditional Shear iri Webs 1.200.001 TC Axial Load 6,800.00 Stress Analysis Uniform TC: Uniform BC: Reaction LE: 232.00 0.00 15,501.29 Reaction RE: I Minimum Shear Max TC Comp.: Max BC Tension 5,568.04 1,392.01 34,683.23 35,411.11 Member TO Tension TO Compresion BC Tension BC Compresionj Web Tension Web Comp. Web Length PP Dist. W2 0.00 12,589.23 0.001 0.001 13,859.15 0.001 40.65 0-2 V1S 0.00 12,407.21 0.00 0.00 0.00 764.461 20.70 2-51/2 W3 0.00 12,407.21 14,657.27 0.00 0.00 8,534.50 27.32 3-2 W4 0.00 19,614.70 14,657.27 0.00 8,108.74 0.001 28.24 4-93/4 W5 0.00 19,614.70 23,596.89 0.00 0.00 7,501.39 28.24 6-63/4 W6 0.00 27,389.12 23,596.891 0.00 6,894.03 0.00 28.24 8-33/4 W7 0.00 27,389.12 30,729.65 0.00 0.00 6,286.67 28.24 10-03/4 W8 0.00 33,618.461 30,729.65 0.001 5,679.32 0.00 28.24 11-93/4 W9 0.00 33,618.461 35411.11 0.001 0.00 4,210.631 29.75 13-63/4 W9 0.00 34,683.23 35,411.11 0.00 i 0.00 2,773.811 28.24 15-53/4 W8 0.00 34,683.23 32,620.30 0.001 4,561.03 0.001 28.99 17-23/4 W7 0.00 29,409.85 32,620.30 0.001 0.00 6,111.781 28.24 19-03/4 W6 0.00 29,409.85 25,747.69 0.00 6719.14 0.001 28.24 20-93/4 W5 0.00 21,633.81 25,747.69 0.00 0.00 7,326.491 28.24 22-63/4 W4 0.00 21,633.81 17068.22 0.00 7,933.85 0.00 28.24 24-33/4 W3 0.00 14,755.48 17,068.22 0.00l 0.00 7,842.83 25.57 26-03/4 V1S 0.00 14,755.48 0.00 0.001 0.00 920.85 22.37 28-6 W2 0.00 15,056.241 0.001 0.00 j 17543.59 0.001 51.58 27-6 Standard Verticals Member Position V2 Interior Max Tension I Max Comp. I Length 0.001 1.29875 18.87 - MATERIAL DESIGN - - Job Number Job Name: Dató Rw: S .5" 97-0377 CARLSBAD LOT 41 - ROOF ' 3/7/98 l7b Location: - Joist Description: 91' CARLSBAD, CA Short Span Crimp 20K232/128 Chord Properties Chord Area Rx Rz. Ryy Y I Q Material IC 0.6730 0.6189 0.3944 1.2318 0.5650 0.2578 0.9808 242x2x.176 BC 0.6254 0.6208 0.3951 1.2286 0.5603 0.2410 0.9522 23 = 2 x 2 x .163 Axial and Bending Analysis Bending Load: 232.00 -r5'10 y: 50,000.00 Fb: 30,000.00 Mom of Inertia: 231.48 LL 240: 421.68 562.24 IL 150: Max Bridg IC: 14-10 5/8 Max Bridg BC: 24-6 718 Top Chord Check End Panel LE First Panel LE I Interior Panel First Panel RE End Panel RE Gap Between Chords: 1.00 Length I 27.50 28.251 22.00 29.25 36.001 Bending Load 232.00 232.001 0.00 232.00 232.001 Max Load Fillers IC: 34,968.21 Max Load no Fillers IC: Axial Load 1 12,589.23 12,407.211 34,683.23 14,755.48 15,056.241 fa 9,352.73 9,217.51 25,766.71 10,962.08 11,185.521131,042.22 Maximum KUr 69.73 71.631 35.55 74.16 91.28i1 Min Weld Len 2X: 10.5000 Fa 1 18,636.52 20,365.081 25978.43 19,901.00 14,875.75! Fe I 75,641.03 71,678.011 118,189.11 66,860.73 44,138.531 BC Stress: 28 309.36 Cm 0.9629 0.96141 0.9128 0.9508 0.92401 TC " .305.2513 lPanel Point Moment IMid Panel Moment 1636.94 I 1100.77 1637.191 648.381 0.00 0.00 2479.38 523.45 2479.31Ii 2015.01i BCuRZ. Panel Pointfb I 4555.71 4556.411 0.00 6900.271 6900.09i 1111.3563 Mid Panel fb I 1206.15 710.451 0.00 2207.921 01 18,085.61 I Fillers 1 0 oj 4 0 Panel Point Stress 13,908.44 13.773.911 25,766.711 17,862.35 Mid Panel Stress 0.5469 0.47931 0.99191 0.5730 0.8448j Web Design Member Qty Web Tension Allow Tension Web Comp Allow Camp Weld Material W2 1 13,859.15 18,039.61 0.00 3,257.17 2.0 x 0.467 RH = round 7/8 W3 1 0.00 14,531.25 8,534.50 8,910.35 4.6 x 0.125 20 = 2 x 2 x.125 W4 1 8,108.74 8,906.25 0.00 4,542.48 4.4 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W5 1 0.00 13,309.92 7,501.391 8,323.92 3.2 x 0.156 1J = 1 1/2 x 1 1/2x.156 W6 1 6,894.03 7,818.57 0.00 3,979.95 4.3 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W7 1 0.00 10,781.25 6,286.67 6,618.64 3.4 x 0.125 1E = 1 1/2 x 1 1/2 x.125 W8 1 5,679.32 6,183.57 0.00 2,067.70 3.5 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 9,786.93 4,210.63 5,618.36 2,5x0.113 1C= 1 1/2x1 1/2x.113 W9 1 0.00 7,818.57 2,773.81 3,979.95 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W8 1 4.561,03 6,183.57 0.00 1,961.88 2.8 x 0.109 10 = 1 x 1 x .109 iF W7 1 0.00 10,781.25 6,111.781 6,618.64 3.3 x 0.125 1 E = 1 1/2 x 1 1/2 x .125 I W6 1 6.719,14 7,818.57 0.001 3,979.95 4.2 x 0.109 15 = 11/4 x 11/4 x.109 F 1 0.00 11,848.68 7,326.491 7,414.33 3.6 x 0.138 1G = 11/2 x 11/2 x.138 I W4 1 7,933.85 8,906.25 0.00 4,542.48 4.3 x 0.125 18 = 1 1/4 x 1 1/4 x .125 I -W3 1 0.00 14,531.25 7,842.83 9,196,65 4.2x0.125 20=2x2x.125 I W2 1 17,543,59 23,561.94 0.00 3,451.14 2.0x0.591 RM = round 1 I vi 1 1 0 6,183.57 921 3,189.20 2.0x0.109 10=1 x x.109 F V2 1 0 6,183.57 579 3,854.19 2.0x0.109 10=1x1x.109 Geometry - ~-f--_--~STRESS - Job Number Job Name: .... S 97-0377 CARLSBAD LOT 41 -ROOF (fl Location: Joist Descnption: CARLSBAD, CA Short Span Crimp 241<2321128 Date Run - o,-- 3/7198 Mark: JIOX Base Length: 1/4 Working Length: 39-4 1/4 I Joist Depth: 24.00 I Efective Depth: 22.85 BC Panel Length: ISpeciai Panels I Shape: Parallel Chords Variable Left End Right End BC Panel 4-10 4-11 TC Panel 3-0 3-0 0-11 1/8 24.00 First Half 1-01/8 First Diag: 5-101/8 5-101/8 Depth 24.00 Loads Uniform Load 1 232.0011 Live Load . 128.001 Concentrated Load TC @ 20-2 1/8 1,000.00! IConcentrated Load IC @ 20-2 1/8 700.001 Concentrated Load TC @ 18-4 1/8 700.001 Concentrated Load TC @ 24-2 1/8 700.00 Concentrated Load TC @ 16-8 1/8 700.001 jAdditional Shear in Webs 1200.001! TC Axial Load 6,800.001 Stress Analysis Uniform TC: Uniform BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 232.00 0.00 6,456.61 6,473.55 1,618.39 37,828.54 40,901.30 Member TC Tension IC Compresion BC Tension BC Compres ion Web Tension Web Comp. Web Length PP Dist W2 0.00 16,365.69 0.00 0.00 19,399.63 0.00 60.48 0-2 V1S 0.00 15,890.07 0.00 0.00 0.00 1,121.77 31.72 3-0 W3 0.001 15,890.07 17,289.55 0.001 0.00 7,550.51 25.86 4-10 W4 0.00 22,445.01 17,289.55 0.00 8,858.22 0.00 33.14 5-101/8 W5 0.00 22,445.01 27,113.03 0.00 0.00 8,185.25 33.14 7-10 1/8 W6 0.00 32,262.59 27,113.03 0.00 8,453.42 0.00 37.71 9-101/8 W7 0.00 32,262.59 36,381.69 0.00 0.00 7,214.41 36.14 12-41/8 W8 0.00 39,384.29 36,381.69 0.001 5,885.92 0.00 33.14 14-81/8 W9 0.00 39,384.29 40,901.30 0.00 0.00 3,897.93 30.36 16-81/8 W10 0.00 41,504.95 40,901.30 0.00 2,536.20 0.00 31.72 18-41/8 W10 0.00 41,504.95 40,354.79 0.00 3,386.18 0.00 29.08 20-21/8 W9 0.00 37,828.541 40,354.79 0.00 0.00 5,156.04 37.71 21-81/8 W8 0.00 37,828.54 34,817.82 0.00 6,006.36 0.00 31.72 24-21/8 W7 0.00 31,397.51 34,817.82 0.00 0.00 6,596.84 31.72 26-01/8 W6 0.00 31,397.51 27,199.14 0.00 7,536.84 0.00 33.14 27-101/8 WS 0.00 22,513.32 27,199.14 0.00 0.00 8,209.82 33.14 29-101/8 W4 0.00 22,513.32 17,340.06 0.001 8,882.79 0.00 33.14 31-10118 W3 0.00 16,101.321 17,340.06 0.00 0.00 7,436.98 25.41133-10 1/8 I V1S 0.00 16,101.32 0.00 0.00 0.00 1,141.99 32.42 36-8 1/4 E W2 0.00 16,598.56 0.- 0.00 19,742.53 0.00 61.41 34-9 1/4 Standard Verticals Member I Position. Max Tension I Max Corn p. I Length V2 I Interior 0.001 2,294.191 22.85 STRESANALYSIS -'-.- Job Numbe, Job Name: Run: - 97-0377 CARLSBAD LOT 41 - ROOF . . 3111198 Location: . Joist Description: CARLSBAD, CA Short Span Crimp 24K2321128 JI7X eomefry Base Length: 138-1 1/2 Working Length: 37-9 112 Joist Depth: I 24.00 I Efective Depth: 22.86 BC Panel Length: 10 Special I Shape: Parallel Chords Variable Left End Right End BC Panel 3-11 1/4 3-2 TC Panel 3-11 1/4 2-6 1-101/4, First Half 0-0 First Diag. 3-11 1/4 5-01/4 24.00 Depth 24.00 Loads Uniform Load (plfl 232.001 Concentrated Load TC @ 19-9 1/4 (Ibs) 1000.00 Concentrated Load TC @ 19-9 1/4 (Ibs) 700.001 Concentrated Load TC @ 18-1 1/4 (Ibs) 700.00 Concentrated Load TC @ 21-5 1/4 (Ibs) 700.001 Concentrated Load TC @ 23-1 1/4 (Ibs) 700.00 Additional Shear in Webs 1,200.00 TC Axial Load (Ibs) 6,800.00 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 42.25 Reaction LE: 6,150.87 Reaction RE: 6,416.80 Minimum Shear 1,604.20 Max It Comp.: 138,417.29 Max BC Tension 39,284.00 Member IC Tension TC Compresioni BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 0.00 13,582.251 0.00 0.00 15,332.20 0.00 50.70 0-2 W3 0.00 13,582.251 11,309.67 0.00 0.00 691345 22.86 3-11 1/4 W4 0.00 16595.33 11309.67 0.00 8,021.25 0.00 29.10 3-11 1/4 W5 0.00 16,595.331 19,070.52 0.00 0.00 7,578.31 29.1015-5 1/4 W6 0.00 22,539.911 19,070.52 0.00 7135.38 0.00 29.10 6-11 1/4 W7 0.00 22,539.911 25,735.28 0.00 0.00 6,692.44 29.10 8-51/4 W8 0.00 28656.621 25,735.28 0.00 6,249.51 0.00 29.10 9-11 1/4 W9 0.00 28,656.621 31,581.18 0.00 0.00 6,035.92 30.37 11-51/4 W10 0.00 34,167.441 31,581.18 0.00 5,522.16 0.00 30.37 13-1 1/4 Wil 0.00 34,167.44 36,415.41 0.00 0.00 5,008.39 30.37 14-91/4 W12 0.00 38,325.07 36,415.41 0.00 4,494.62 0.00 30.37 16-51/4 W12 0.00 38,325.07 39,284.00 0.00 0.00 3,050.76 30.37 18-1 1/4 Wil 0.00 38,417.29 39,284.00 0.00 0.00 2,910.71 30.37 19-91/4 W10 0.00 38,417.29 36,599.84 0.00 4,354.57 0.00 30.37 21-51/4 W9 0.00 33,831.66 36,599.84 0.00 0.00 5,798.44 30.37 23-1 1/4 W8 0.00 33,831.66 30,725.18 0.00 6,312.20 0.00 30.37 24-91/4 W7 0.00 27,280.40 30,725.18 0.00 0.00 6,825.97 30.37 26-51/4 W6 0.00 27,280.40 23,497.32 0.00 7,339.74 0.00 30.37 28-1 1/4 W5 0.00 19,631 .961 23,497.32 0.00 0.00 7,853.51 30.37 29-9 1/4 W4 0.00 19,631.961 14,916.28 0.00 8,367.27 0.00 30.37 31-51/4 W3 0.00 12,211.571 14,916.28 0.00 0.00 9,465.66 31.90 33-1 1/4 V1S 0.00 12,211.571 0.00 0.00 0.00 788.66 24.22 35-71/2 W2 0.00 12,359.361 0.00 0.00 13,704.25 0.00 42.64 34-11 1/2 Standard Verticals IN Member Position Max Tension I Max Comp. Length V2 Interior 0.00 1278.75 22.861 .. MATERIAL DESIGN -. Job Number Job Name: jDat6A6n. 97-0377 CARLSBAD LOT 41 -ROOF . 3111198 Location: Joist Description: . ... . Mark CARLSBAD, CA Short Span Crimp 24K2321128 IJ17X Chord Pronerhes Chord Area Rx Rz• Ryy Y I Q Material IC 0.7780 0.6149 0.3929 1.2389 0.5755 0.2942 1.0000 26 = 2 x 2 x.205 BC 0.6730 0.6189 0.3944 1.2318 0.5650 0.2578 0.9808 242x2x.176 Axial and Bending Analysis K: 1.00 . T50,000.00 Fy: Pb: 30,000.00 Mom of inertia: 377.68 LL 240: 392.13 TL 180: 522.84 Max Bridg TC: 1 14-11 5/8 Max Bndg BC: 1 24-7518 Top Chord Check End Panel LE First Panel LE I Interior Panel I First Panel RE End Panel RE Gap BetweenChords: Length 45.25 18.001 20.001 30.25 28.001. 1.00 Bending Load [Axial Load 232.00 13582.25 - - 0.001 38,417.29 232.00 12,211.57 232.00 Max Load Fillers TC: 12,359.36j:Max Load no Fillers TC: 7,943.29 1 37,669.29 71.26 Min Weld Len 2X: fa 8,729.23 - 24,690.57 7,848.30 Maximum K Ur 73.59 - 32.53 76.99 Fa 20,263.80 - 26,835.13 19608.26 18,633.02 0.5000 Fe 27,576.43 - 141,161.16 61,705.58 7202i00HBCStress 0.96691 29,184.70 1779.591 !TOUY: 1109.34 BCz Cm 0.9050 - 0.9300 0.9618 Panel Point Moment Mid Panel Moment 3815.22 3224.52 - - 0.00 0.00 1780.01 797.93 Panel Pointfb 9237.73 - 0.00 4309.91 4308.891 107.1262 Mid Panel fb 3154.16 - 0.00 780.51 1085.141 01 Fillers 1 - 4 0 I PanelPointStress ] 17,966.96 - 24,690.57 12,158.22 12,252.181 0.46561 [id Panel Stress I 0.57001 - 0.92011 0.4289 Web Design Member WebTension Allow Tension I WebComp AllowComp _Weld Qty Material W2 15,332.20 18,039.611 0.00 1 RH = round 7/8 W3 0.00 11,848.681 6,913.45 7,396.99 1,965.70_2.0x0.516 3.4x0.138 1 1G=11/2x11/2x.138 W4 8,021.25 8,906.251 0.00 4,115.61 4.3x0.125 1 18 =11/4x11/4x.125 W5 0.001 13,309.9217,578.31 7,852.91 3.3x0.156 1 1J =11/2x11/2x.156 W6 7,135.381 7,818.571_0.00 3,622.86 4.4x0.109 1 15 =11/4x11/4x.109 W7 0.001 11,848.681_6,692.44 6,999.72 3.3x0.138 1 1G =11/2x11/2x.138 W8 6,249.51 7,818.571 0.00 3,622.86 3.9x0.109 1 15 =11/4x11/4x.109 W9 0.00_11,848.6816,035.92 6,684.79 2.9x0.138 1 1G =11/2x11/2x.138 W10 5,522.16 6,183.571 0.00 1,677.42 3.4x0.109 1 10 =1x1x.109 Wil 0.00 9,786.9315,008.39 5,348.77 3.0x0.113 1 1C =11/2x11/2x.113 W12 4,494.62 6,183.571 0.00 1,677.42 2.8x0.109 1 10 =1x1x.109 W12 0.00 7,818.57 3,050.76 3,349.86 2.0x0.109 1 15 =11/4x11/4x.109 Wil 0.00 7,818.57 2,910.71 3,349.86 2.0x0.109 1 15=11/4x11/4x.109 W10 4,354.57 6,183.57 0.00 1,677.42 2.7x0.109 1 10 =1x1x.109 W9 0.00 10,781.25 5,798.44 5,999.71 3.1x0.125 1 1E =11/2x11/2x.125 W8 6,312.20 7,818.57 0.00 3,349.86 3.9x0.109 1 15 =11/4x11/4x_.109 W7 0.00 13,309.92 6,825.97 7,495.08 2.9x0.156 1 1J =11/2x11/2 x.156 W6 7,339.74 7,818.57 0.00 3,349.86 4.5x0.109 . 1 15 =11/4x11/4x.109 W5 0.00 14,531.25 7,853.51 9,107.01 4.2x0.125 1 20=2x2x.125 W4 8,367.27 8,906.25 0.00 3,790.69 4.5x0.125 1 18 =11/4x11/4x.125 W3 0.00 18,762.93 9,465.66 10,996.40 3.9x0.163 1 23=2x2x.163 W2 13,704.25 18,039.61 0.00 2,778.07 2.0 x 0.461 1 RH = round 7/8 Vi 0 6,183.57 .7891 2,638.31 2.0x0.109 1 10 =1x1x.109 V2 01 6,183.57 5791 2,937.541 2.0 x 0.109 1 10 = 1 x 1 x .109 * Allowable Stress Reduced 10% in W2 ...... . - STRESS ANALYSIS Job Number Job Name: .: ':-.' .. Date Run: 97-0377 CARLSBAD LOT 41 - ROOF 317198 . .., (7litrn Location: -. Joist Description: . Mark V . .:9 CARLSBAD, CA Short Span CrImp 281(232/128 . J2IX Geometry I Base Length: 51-il 1/2 Working Length: 51-71/2 I Joist Depth: . 28.00 Elective Depth: ISpecial 26.70 BC Panel Length: Panels Shape: Parallel Chords Variable Left End Right End V BC Panel 4-10 4-10 TO Panel 3-8 3-8 1-3 3/4 First Half 1-1 3/4 First Diag. 15-11 3/4 6-1 3/4 128.00 Depth 128.00 Loads Uniform Load 232.00ILive Load . 128.001 Concentrated Load TC @25-11 3/4 1,000.00llConcentrated Load IC @25-11 3/4 700.00 Concentrated Load TC @ 23-11 3/4 700.0011 Concentrated Load TO @ 27-11 3/4 700.001 Concentrated Load TC @ 29-11 3/4 700.00 Addional Shear in Webs 1200.00 TO Axial Load 6800.001 Stress Analysis Uniform TC: Uniform BC: Reaction LE: Reaction RE. Minimum Shear: Max rc Comp.: Max BC Tension 232.00 0.00 7,834.26 7,942.74 1,985.68 54,816.78 55,523.55 Member TC Tension TC Compresion BC Tension IBC Compresioni Web Tension Web Comp. Web Length PP Dist W2 0.00 16,785.58 0.00 0.001 20,049.34 0.00 62.04 0-2 V1S 0.00 16,520.41 0.00 0.001 0.00 1,035.41 30.15 3-8 W3 0.00 11,520.41 18,705.60 0.001 0.00 8,946.89 30.03 4-10 W4 0.00 24,327.28 18,705.60 0007 10,022.67 0.00 35.90 5-11 3/4 W5 0.00 24,327.28 29,531.86 0.001 0.00 9398.75 35.90 7-11 314 W6 0.00 34,319.34 29,531.86 0.001 8,774.84 . 0.00 35.90 9-11 3/4 W7 0.00 34319.34 38,689.71 0.001 0.00 8150.92 35.90 11-11 3/4 W8 0.00 42,953.60 38,689.71 0.001 7,786.58 0.00 37.27 13-11 3/4 W9 0.001 42,953.60 46,179.151 0.001 0.00 6,627.09 34.59 16-1 3/4 W10 0.00 49,298.22 46,179.15 0.001 6,279.18 0.00 35.90 17-11 3/4 W11 0.00 49,298.22 52,000.18 0.001 0.00 5,655.26 35.90 19-11 3/4 W12 0.00 54,285.05 52,000.18 0.001 5,031.34 0.00 35.90 21-11 3/4 W13 0.00 54,285.05 55,523.55 0.00 0.00 3,466.18 35.90 23-11 3/4 W13 0.00 54,816.78 55,523.55 0.00 0.00 2,670.78 35.90 25-11 3/4 W12 0.00 54,816.78 53,063.66 0.00 4,235.95 0.00 35.90 27-11 3/4 Wil 0.00 50,264.191 53,063.66 0.00 0.00 5,801.12 35.90 29-11 3/4 W10 0.00 50,264.19 46760.73 0.001 6,696.63 0.00 37.27 31-11 3/4 W9 0.00 43,732.67 46,760.73 0.00 0.00 6,549.99 33.36 34-1 3/4 W8 0.00 43732.67 39,716.64 0.001 7,620.87 0.00 35.90 35-93/4 W7 0.00 35,283.52 39,716.64 0.00 0.00 8,244.79 35.90 37-93/4 W6 0.00 35,283.52 30,433.29 0.00 8,868.70 0.00 35.90 39-93/4 W5 0.00 25,165.96 30,433.29 0.00 0.00 9492.62 35.90 41-93/4 W4 0.00 25165.96 19,481.52 0.00 10,116.54 0.00 35.90 43-9 3/4 W3 0.00 16,683.45 19,481.52 0.00 0.00 . 9,338.40 31.00 45-93/4 V1S 0.00 16,683.45 0.00 0.00 0.00 1,057.241 30.15 48-31/2 W2 0.00 16,956.22 0.00 0.00 20,301.401 0.001 62.04 47-1 1/2 Standard Verticals Member Position V2 Interior Max Tension Max Comp. I Length 0.00 1,438.081 26.70 V. V • -V V. •V •V BC 0.9375 0.6089 0.3911 1.2500 0.5917 - Axial and Bending Analysis Bending Load: Fy: Fb: Mom of Inertia: LL 240: 232.00 . 50,000.00 30,000.00 721.68 293.94 Chord Area Rx Rz Ryy Y I Q Material TC 1.0971 0.7723 0.4925 1.4353 0.7099 0.6543 0.9964 2E = 2 1/2x2 1/2x.230 0.3476 1.0000 292x2x.250 TL 180: Max Bridg TC: Max Bridg BC: 391.92 1 17-4118 25-0 z -•••'4:• .. .. .... . -'-' ..•.. . .• Job Number Job Name: . MATERIAL DESIGN 97-0377 CARLSBAD LOT 41 - ROOF Location: Joist Description: CARLSBAD, CA Short Span Crimp 281<2321128 Chord Prooertles Date Riin " 317198 Mark - J2IX Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I Gap Between Chords: Length 42.00 27.751 24.00 29.75 42.001 1.00 Bending Load Axial Load 232.00 1 16785.58 232.001 16,520.411 0.00 54,816.78 232.00 16,683.45 232.00 :x Load hIersTC: r 9,088.12 16,956.221, Max Load no Fillers TC: 7,727.75 53,697.46 85.29':Min Weld Len 2X: 16,112.10 0.5000 fa 7,649.98 7,529.13 24982.58 7,603.43 Maximum K Ui 85.291 56.35 31.08 60.41 Fa 1 16,112.101 23264.22 26,929.23 22,584.90 Fe 1 50,486.441 115,650.461 154,614.73 100,623.50 50,486.44 BC Stress: 0.9541 :29 61256 Cm 0.95451 0.98051 0.9354 0.9773 Panel Point Moment 3198.891 3198.561 0.00 3239.82 TC OALIRyy: 3240.03 1 431.6105 Mid Panel Moment 2813.581 224.381 0.00 365.83 2796.89: BC 4432.38,.'127.8333 Panel Pointfb 4376.101 4375.651 0.00 4432.09 Mid Panelfb 1526.291 121.72 0.00 198.45 1517.23! 0 12,160.121 Fillers a! 0 4 0 Panel Point Stress 1 12,026.081 11,904.78 24,982.58 12,035.52 Mid Panel Stress j 0.5322! 0.3279 0.9277 0.3437 0.53681 Web Design Member Qty WebTension AllowTension WebComp AllowComp Weld Material W2 1 20049.34 23,561.94 0.00 2,212.45 2.0x0.675 RM =round1 W3 1 0.00 16,546.53 8,946.89 9,821.83 4.2x0.143 21 _2x2x.143 W4 1 10,022.67 10,781.25 0.00 4,705.96 5.4x0.125 1E =11/2x11/2x.125 W5 1 0.00 16,546.53 9,398.75 9,849.55 4.4x0.143 21 =2x2x.143 W6 1 8.774.84 8,906.25 0.00 2,680.94 4.7x0.125 18 =11/4x11/4x.125 W7 1 0.00 14,531.25 8150.92 8,264.27 4.4x0.125 20 =2x2x.125 W8 1 7,786.58 7,818.57 0.00 2,198.71 4.8x0.109 15 =11/4x11/4x.109 W9 1 0.00 14,531.25 6,627.09 8,463.82 3.6x0.125 20=2x2x.125 W10 1 6.27918 7,818.57 0.00 2,369.31 3.9x0.109 15 =1114x11/4x.109 Wil 1 0.00 13,309.92 5,655.26 5,758.44 2.4x0.156 1J =11/2x11/2x.156 W12 1 5,031.34 6,183.57 0.00 1,186.34 3.1x0.109 10 =1x1x.109 W13 1 0.00 9,786.93 3,466.18 4,268.18 2.1x0.113 1C =11/2x11/2x.113 W13 1 0.00 8,906.25 2,670.78 2,680.94 2.0x0.125 18 =11/4x11/4x.125 W12 1 4,235.95 6,183.57 0.00 1,186.34 2.6x0.109 10 =1x1x.109 Wil 1 0.00 14,531.25 5,801.12 8,264.27 3.1x0.125 20=2x2x.125 W10 1 6,696.63 7,818.57 0.00 2,198.71 4.1x0.109 15 =11/4x11/4x.109 W9 1 0.00 13,309.92 6,549.99 .6,558.35 2.8x0.156 1J =11/2x11/2x.156 W8 1 7,620.87 7,818.57 0.00 2,369.31 4.7x0.109 15 =11/4x11/4x.109 W7 1 0.00 14,531.25 8,244.79 8,264.27 4.4x0.125 20=2x2x.125 W6 1 8868.70 8,906.25 0.00 2,680.94 4.8x0.125 18 =11/4x11/4x.125 W5 1 0.00 16546.53 9,492.62 9,849.55 4.5x0.143 21=2x2x.143 W4 1 10,116.54 10,781.25 0.00 4,705.96 5.5x0.125 1E=1112x11/2x.125'- W3 1 000 1654653 933840 958540 44x0_143 21=2x2x _143 W2 1 _. 20,301.40 23,561.94 0.00 2,212.45 2.0x0.684 RM =round1 Vi 1 • 0 6,183.57 -1,0571 1,682.391 2.0x0.109 10=1x1x.109 __. V2 1 0 6.183.571 7381 2145001 2.0x0lflg 11n=11y 1fl9 Standard Verticals Member Position Max Tension I Max Comp. I Length V2 Interior 0.00 1,436.631 26.70 • . • .. 'STRESs ANArYSIS. .•. Job Number Job Name: . . . . . - Date Rwr 97-0377 CARLSBAD LOT 41 - ROOF . 3/11/98 . (fl Location: Joist Description: Mark CARLSBAD, CA Short Span Crimp 28K2321128 J23X Geometry Base Length: 1 1/2 Working Length: ~51-7 1/2 I Joist Depth: 28.00 I Efective Depth: 26.70 BC Panel Length: ~11 Special I Shape: parallel Chords Variable Left End Right End BC Panel 4-11 3/4 4-11 3/4 TC Panel 3-8 3-8 First Half 1-0 1-0 First Diag. 5-11 3/4 5-11 3/4 Depth 128.00 128.00 Loads Uniform Load (plf) 232.00 Concentrated Load TC © 25-11 3/4 (lbs) i,000.00 Concentrated Load TC @ 25-11 3/4 (Ibs) 700.00 Concentrated Load IC @ 29-11 3/4 (Ibs) 700.00 Concentrated Load TC @ 23-11 3/4 (Ibs) 700.00 Concentrated Load TC @ 21-11 3/4 (Ibs) 700.00 Additional Shear in Webs 1,200.00 IC Axial Load (Ibs) 6,800.00 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 50.00 Reaction LE: 7,915.62 Reaction RE: 7,861.38 Minimum Shear 1,978.90 Max TC Comp.: 54,526.54 Max BC Tension 55,208.93 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. 'Web Length PP Dist W2 0.00 1.7282.73 0.00 0.00 20,755.16 0.00 63.62 0-2 V1S 0.00 16,984.42 0.00 0.00 0.00 1,055.46 31.00 3-8 W3 0.00 16,984.42 18918.14 0.00 0.00 8,809.70 29.274-11 3/4 W4 0.00 24,612.96 18,918.14 0.00 10,132.06 - 0.00 35.90.5-11 3/4 W5 0.00 24,612.96 29,890.67 0.00 0.00 9,508.15 35.90 7-11 3/4 W6 0.00 34,751.28 29890.67 0.00 8,884.23 0.00 35.90 9-11 3/4 W7 0.00 34,751.28 39,194.79 0.00 0.00 8,260.32 35.90 11-11 3/4 W8 0.00 43,537.90 39,194.79 0.00 7,900.14 0.00 37.27 13-11 3/4 W9 0.00 43,537.90 46,830.50 0.001 0.00 6,732.511 34.59 16-1 3/4 W10 0.00 50,022.69 46,830.501 0.001 6,388.57 0.001 35.90 17-11 3/4 Wil 0.00 50,022.69 52,797.79 0.001 0.00 5,764.651 35.90 19-11 3/4 W12 0.00 54,526.54 52,797.79 0.001 4,199.49 0.00 35.90 21-11 3/4 W13 0.00 54,526.54 55,208.93 0.00 0.00 2660.93 35.90 23-11 3/4 W13 0.00 53,946.04 55,208.93 0.00 0.00 3,502.64 35.90 25-11 3/4 W12 0.00 53,946.04 52,266.05 0.00 4,126.56 0.00 35.90 27-11 3/4 Wil 0.00 49,539.71 52,266.05 0.00 0.00 5,691.72 35.90 29-11 3/4 W10 0.00 49,539.71 46,396.27 0.00 6,315.64 0.00 35.90 31-11 3/4 W9 0.00 43,148.36 46,396.27 . 0.00 0.00 6,662.23 i 34.59 33-11 3/4 W8 0.00 43,148.36 38,858.07 0.00 7,824.43 0.001 37.27 35-93/4 W7 0.00 34,463.32 38,858.07 0.00 0.00 8,187.39 35.90 37-11 3/4 W6 0.00 34,463.32 29,651.46 0.00 8,811.30 0.00 35.90 39-11 3/4 W5 0.00 24,422.51 29,651.46 0.00 0.00 9,435.22 35.90 41-11 3/4 W4 0.00 24,422.51 18,776.45 0.00 10,059.13 0.00 35.90 43-11 3/4 W3 0.00 16,896.43 18,776.45 0.00 0.00 8,750.24 29.27 45-11 3/4 V1S 0.00 16,896.43 0.00 0.001 0.001. 1,055.46 31.00148-3 112 W2 0.00 17,194.75 0.00 0.001 20,625.911 0.00 63.62146 - MATERIALbEsIGN ' I Job Number I Job Name: 97-0377 CARLSBAD LOT 41 - ROOF Location: . I Joist Description: CARLSBAD, CA IShort Span C Chord ProDertles 28K232I128 Date RUn 3111/98 Mask -. J23X"S. Chord Area Rx Rz Ryy Y I Q Material TC 1.0971 0.7723 0.4925 1.4353 0.7099 0.6543 0.9964 2E = 2 112 x 2 1/2 x .230 BC 0.9375 0.6089 0.3911 1.2500 0.5917 0.3476 1.0000 292x2x.250 Axial and Bending Analysis 1K: 1.00 Fy: 150,000.00 Pb:Mom 1 30 , 000.00 of Inertia: 1721.68 ILL 240: 293.94 ITL 180: 391.92 IMaxBridg TC: 1 17-41/8 IMax BndgSC: 25-0 [_Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE j Gap Between Chords: 42.00 1.00 Length 42.00 27.75 24.00 27.75 Bending Load 232.00 232.00 0.00 232.00 232.00' Max Load Fillers TC: Axial Load 17282.73 16,984.42 54526.54 16,896.43 59,088.12 17194.75 H Max Load no Fillers TC: 7,836.45'':53,697.46 fa 7,876.55 7,740.601 24,850.30 7700.50 Maximum KLIr 85.29 56.35 ' 31.08 56.35 85.29Min Wei d Len 2X: Fa 16,112.10 23,264.22 26,929.23 23,264.22 0.5000 16,112.10 Fe 50,486.44 115,650.461 154,614.73 115,650.46 5048644BCstress: Cm 0.9532 0.9799 0.9357 0.9800 29,444.76 0.9534 3198.89: TCOALJRyy. '431.6105 2813.58, BC LIRZ Panel Point Moment Mid Panel Moment 3198.89 2813.58 3198.561 224.38 0.00 0.00 3198.56 224.38 Panel Pointfb 4376.10 4375.65 0.00 4375.65 4376.10'-'127.8333 Mid Panel fb 1526.29 121.72 0.00 121.72 1526.29 Fillers 0 ol 4 0 0: Panel Point Stress 12,252.65 12116.25 24,850.30 12,076.15 12,212.55: 0.5440: Mid Panel Stress 0.5465 0.33701 0.9228 0.3353 Web Design Member Web Tension I Allow Tension I Web Comp Allow Comp Weld Qty Material W2 20,755.16 23,561.94 0.00 2,103.65 2.0 x 0.699 1 RM = round 1 W3 0.001 16,546.531 8,809.70 10,004.62 4.1 x 0.143 1 21 2 x 2 x.143 W4 10,132.061 10,781.251 0.00 4,705.96 5.5x0.125 1 1E= 1 1/2x1 1/2x.125 W5 0.001 16,546.531 9,508.15 9,849.55 4.5 x 0.143 1 21 = 2 x 2 x.143 W6 8,884.23 8,906.25 0.00 2,680.94 4,8 x 0.125 1 18 = 1 1/4 x 1 1/4 x.125 W7 0.00 14531.25 8,260.32 8264.27 4.5 x 0.125 1 20 = 2 x 2 x.125 W8 7,900.14 8,906.25 0.00 2,487.90 4.3 x 0.125 1 18 = 11/4 x 1 1/4 x.125 W9 0.00 14,531.25 6732.51 8,463.82 3.6x0.125 1 20=2x2x.125 W10 6388.57 7,818.57 0.00 2,369.31 3.9 x 0.109 1 15 = 1 1/4 x 1 1/4 x.109 Wil 0.00 14,531.25 5,764.65 8,264.27 3.1 x0:125 1 20=2x2x.125 W12 4,199.49 6,183.57 0.00 1,186.34 2.6 x 0.109 1 10 = 1 x 1 X.109 W13 0.00 8,906.25 2,660.93 2,680.94 2.0 x 0.125 1 118 = 1 1/4 x 1 1/4 x.125 W13 0.00 9,786.93 3,502.64 4,268.18 2.1 x0.113 1 1C = 1 112x 1 1/2x.113 W12 4,126.561 6,183.57 0.00 1,186.34 2.5 x 0.109 1 10 = 1 x 1 X.109 W11 0.00 13,309.92 5,691.72 5,758.44 2.5 x 0.156 1 1J = 1 1/2 xl 1/2x.156 W10 6,315.64 7.81857 0.00 2,369.31 3.9 x 0.109 1 15 = 1 1/4 x 1 1/4 x.109 W9 0.00 14,531.25 6,662.23 8,463.82 3.6x0.125 1 20=2x2x.125 W8 7,824.43 8,906.25 0.00 2,487.90 4.2 x 0.125 . 1 18 = 1 1/4 x 1 1/4 x.125 'N7 0.00 14,531.25 8,187.39 8,264.27 4.4x0.125 1 20=2x2x.125 W6 8,811.30 8,906.25 0.00 2,680.94 4.7 x 0.125 1 18 = 11/4 x 1 1/4 x.125 W5 0.00 16,54.6.53 9,435.22 9,849.55 4.4x0.143 1 21 =2x2x.143 W4 10,059.13 10,781.25 0.00 4,705.96 5.4 x 0.125 1 1E = 1 112 x 1 1/2 x.125 W3 0.00 16,546.53 8,750.24 10,00462 4.1 x0.143 I ' 21 = 2x2x.143 W2 20,625.91 23,561.94 ' 0.00 2,103.65 2.0 x 0.695 1 RM = round 1 Vi .0 6,183.57 1,055 1,591.23 2.0x0.109 1 10=1 x x.109 .' V2 0 6.183.571 737 . 2.145.00 2.0 x 0.109 1 110 = 1 x 1 x.109 ' . ' .a'.STRESS ANALYSIS Job Number Job Name: . ....... . ... .. 97-0377 CARLSBAD LOT 41 - ROOF Location: - Joist Description: CARLSBAD, CA Short Span Crimp 281(2321128 Geometry -: .. CateRun: -- 3/7/98 Afadc J25X I Base Length: 51-3 Working Length: 150-11 3/4 Joist Depth: . 28.00 Efective Depth: 26.70 I BC Panel Length: I Special Panels Shape: Parallel Chords Variable Left End Right End BC Panel 5-03/4 4-10 TC Panel 3-8 3-8 0-7 718. First Half 0-91/8 First Diag. 15-97/8 5-5 7/8 28.00 Depth 28.00 Loads Uniform Load 232.0011 Live Load . 128.001 Concentrated Load TC @ 25-9 7/8 1,000.00 Concentrated Load IC @ 25-9 7/8 700.001 Concentrated Load TC @ 23-9 7/8 700.00 Concentrated Load TC @27-9 7/8 700.001 Concentrated Load TC @ 21-9 7/8 700.00 Additional Shear in Webs 1200.001 IC Axial Load 6,800.00 Stress Analysis Uniform TC: 232.00 Uniform BC: Reaction LE: 0.00 7,856.08 Reaction RE: 7,771.08 Minimum Shear 1,964.02 Max TC Comp.: 53,724.33 Max BC Tension 54,385.79 Member TC Tension TC Compresion BC Tension BC Compres ion Web Tension Web Comp. Web Length PP Dist W2 0.00 17,395.44 0.001 0.00 20,907.82 0.00 64.53 0-2 V1S 0.00 17,086.71 0.00 0.00 0.00 1,043.18 31.52 3-8 W3 0.00 17,086.71 18,304.32 0.00 0.00 8,447.97 28.21 5-03/4 W4 0.00 23,978.20 18,304.32 0.00 10,100.75 0.00 35.90 5-97/8 W5 0.00 23,978.20 29,234.98 0.00 0.00 9,476.84 35.90 7-97/8 W6 0.00 34,074.66 29,234.98 0.00 8,852.92 0.00 35.90 9-97/8 W7 0.00 34,074.66 38,497.24 0.00 0.00 8,229.01 35.90 11-97/8 W8 0.001 42,974.07 38497.24 0.00 8,002.61 0.00 37.97 13-97/8 W9 0.00 42,974.07 46,091.08 0.00 0.00 6,568.54 33.97 16-07/8 W10 0.00 49,262.35 46,091.08 0.00 6,357.26 0.00 35.90 17-97/8 Wil 0.00 49,262.35 52,016.52 0.00 0.00 5,733.35 35.90 19-97/8 W12 0.00 53,724.33 52,016.52 0.00 4168.18 0.00 35.90 21-97/8 W13 0.00 53,724.33 54385.79 0.00 0.00 2,640.91 35.90 23-97/8 W13 0.00 53101.98 54,385.79 0.00 0.00 3,533.95 35.90 25-97/8 W12 0.00 53,101.98 50,771.81 0.00 5,099.12 0.00 35.90 27-97/8 Wil 0.00 48,024.53 50,771.81 0.00 0.00 5,723.03 35.90 29-97/8 W10 0.00 48,024.53 44,860.16 0.00 6,346.95 0.00 35.90 31-97/8 W9 0.00 41,593.07 44,860.16 0.00 0.00 6692.40 34.59 33-97/8 W8 0.00 41,593.07 37,280.10 0.00 7.856.93 0.00 37.27 35-77/8 W7 0.00 32,864.42 37,280.10 0.00 0.00 8,218.70 35.90 37-97/8 W6 0.00 32,864.42 28,031.63 0.00 8,842.61 0.00 35.90 39-97/8 W5 0.00 22,781.74 28,031.63 0.00 0.00 9,466.53 35.90 41-97/8 W4 0.00 22,781.74 17,114.75 0.00 10,090.44 0.00 35.90 43-97/8 W3 0.001 16,443.35 17,114.75 0.001 0.00. 8,286.14 27.84 45-97/8 V1S 0.001 16,443.35 0.00 0.001 0.001 965.82 30.15 47-73/4 W2 0.001 16,686.19 0.00! 0.001 19,902.53 0.00 62.04 46-53/4 Standard Verticals . .. Member Position Max Tension Max Comp. Length V2 I Interior 0.001 1,432.621 26.701 I' I rFiiM NE MATERIAL DESIGN . . Job Number Job Name: . Ot R 97-0377 CARLSBAD LOT 41 - ROOF . . 3l7I98 Location: - Joist Description: Matc CARLSBAD, CA Short Span Crimp 28K2321128 Chord Area Rx Rz Ryy V I . Q Material TC .1.0971 0.7723 0.4925 1.4353 0.7099 0.6543 0.9964 2E = 2 1/2 x 2 1/2 x.230 L BC 0.9375 0.6089 0.3911 1.2500 0.5917 0.3476 1.0000 29 = 2 x 2 x.250 Axial and Gap BeM'een Chords: 1.00 Fe I 50,486.44 133,018.68 154,614.73 - 50,486.44 I8C Stress: iI Cm 1 0.9529 0.9824 0.9367 - 0.95481 29,005.76 I Panel Point Moment 3173.00 3172.57 0.00 - 3159.4 1 TCOAL1Ryy: 426.2110 Mid Panel Moment 2824.11 106.69 0.00 - 2829.63i BC L/Rz: Panel Pointfb 4340.571 4340.09 0.00 - 4322.13I 130.3900 Web Desian Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 1 20.90782 23,561.94 0.00 2,044.80 2.0x0.704 RM = round 1 W3 1 0.00 14,531.25 8,447.97 8,574.73 4.6x0.125 20.=2x2x.125 W4 1 10.10075 10,781.25 0.00 4,705.96 5.4 x 0.125 1E = 11/2 x 11/2 x.125 W5 1 0.00 16,546.53 9,476.84 9,849.55 4.5 x 0.143 21 = 2 x 2 x.143 W6 1 8852.92 8,906.25 0.00 2,680.94 4.8 x 0.125 18 = 1 1/4 x 1 1/4 x.125 WT 1 0.00 14,531.25 8,229.01 8,264.27 4.4 x 0.125 20 = 2 x 2 x.125 W8 1 8,002.61 8,906.25 0.00 2,396.44 4.3 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W9 1 0.00 14,531.25 6,568.54 8,558.26 3.5x0.125 20=2x2x.125 W10 1 6.357.26 7,818.57 0.00 2,369.31 3.9 x 0.109 15 = 1 1/4 x 1114 x.1 09 Wil 1 0.00 13,309.92 5,733.35 5,758.44 2.5x0.156 1J = 1 1/2x 1 1/2x.156 W12 1 4168.18 6,183.57 0.00 1,186.34 2.6 x 0.109 10 = 1 x 1 x .109 W13 1 0.00 8,906.25 2,640.91 2,680.94 2.0 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W13 1 0.00 9786.93 3,533.95 4,268.18 2.1 x 0.113 1C = 11/2 x 11/2 x.1 13 W12 1 5099.12 6,183.57 0.00 1,186.34 3.2 x 0.109 10 = 1 x 1 x .109 Wil 1 0.00 13,309.92 5,723.03 5,758.44 2.5 x 0.156 1J = 1 1/2 x 1 1/2 x .1 56 W10 1 6,346.95 7,818.57 0.00 2,369.31 3.9 x 0.1-09 15 = 1 1/4 x 1 1/4 x. 109 W9 1 0.00 14,531.25 6,692.40 8,463.82 3.6 x 0.125 20 = 2 x 2 x.125 W8 1 7,856.93 8,906.25 0.00 2,487.90 4.2 x•0.125 18 = 1 1/4 x 1 1/4 x.125 W7 1 0.00 14,531.25 8,218.70 8,264.27 4.4x0.125 20=2x2x.125 W6 1 8,842.61 8,906.25 0.00 2,680.94 4.8 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W5 1 0.00 16,546.53 9,466.53 9,849.55 - 4.5x0.143 21 = 2x2x.143 W4 1 10,090.44 10,781.25 0.00 .4705.96 - 5.4x0.125 1E=1 1/2x1 1/'2x.125 W3 1 0.00 14,531.25 8,286.14 - 8,642,53 4.5x0.125 20=2x2x,125 W2 1 19,902.53 23,561.94 0.001 2,212.45 2.0x0.670 RM = round 1 0 6,183.57 9661 1,682.39 2.0x0.109 l01x1x.109 0 6.18357 7' icflfl ')flyfllno 1r11inn Vi 1 V2 1 a - STRESjqySIS , - - Job Number Job Name Date Run 97-0377 CARLSBAD LOT 41 -MEZZANINE 319198 . (fl J Location: . Joist Description:. . . - Geometry . CARLSBAD, CA . Long Span 18LH7981480 . Ma,k ................. TI Base Length: 153/4 Working Length: 15-0 3/4 Joist Depth: 18.00 e Deph: rl'7.04 I BC Panel Length:Shape: 3 4-0 Parallel Chords Variable Left End Right End 3-0 BC Panel 3-0 IC Panel 2-0 2-0 First Half 0-83/8 0-83/8 First Diag: 13-83/8 3-83/8 Depth 18.00 18.00 Loads Uniform Load I 798.00 i Live Load . 480.001 Concentrated Load TC @ 7-8 3/8 500.001 Additional Shear in Webs 250.001 TC Axial Load 4,600.001 Stress Analysis Uniform TC: 798.00 Uniform BC: 0.00 Reaction LE: 16,259.94 Reaction RE: 6,259.94 Minimum Shear: 1 1,564.98 Max TC Comp.: 15,790.27 Max BC Tension 17,266.60 Member TC Tension TC Compresionj BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 0.001 11,724.741 0.001 0.00 12,898.651 0.00 38.03 0-2 V1S 0.001 10,980.431 0.001 0.00 0.001 1802.34 20.84 2-0 W3 0.001 10,980.431 12,065.631 0.00 0.001 4,868.88 18.98 3-0 W4 0.00 15,790.271 12,065.63 0.00 4,999.57 0.00 29.43 3-83/8 W5 - 0.00 15,790.271 17,266.601 0.00 0.00 2,703.61 29.43 5-83/8 W5 0.00 15,790.27 17,266.601 0.00 0.00 2,703.61 29.43 7-83/8 W4 0.00 15,790.27 12,065.631 0.00 4,999.57 0.00 29.43 9-83/8 W3 0.00 10,980.43 12,065.631 0.00 0.00 4,868.88 18.98 11-83/8 V1S 0.00 10,980.43 0.001 0.00 0.00 1,802.34 20.84 13-43/4 W2 0.001 11,724.74 0.001 0.00 12,898.65 0.00 38.03 12-43/4 Standard Verticals Member Position Max Tension Max Comp. j Length V2 Interior 1 0.001 1,674.951 17.041 - I} Job Number: 97-0377 (Thnn- Location: CARLSBAD, CA ..1........ MATERIAL ç: - Job Name: . . . .. LCARLSBAD LOT 41 - MEZZANINE Joist Description: Long Span 18LH7981480 319198 MaJIC ... : Ti Chord Prnnprtiie Chord Area Rx Rz Ryy Y I Q Material TC 0.4844 0.6262 0.3975 12195 0.5464 0.1900 0.8343 20=2x2x.125 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1C = 1 1/2 xl 1/2 x .113 - II Axial and Rendino Analvcic Bending Load: 798.00 IFy: 50,000.00 IFb: . 30,000.00 'Mom of Inertia: 113.42 LL 450: 1991.98 TL 240: 1,859.96 lMaxBridg TC: 17-3 1/4 'Max Bndgac: - 20-6718 Top Chord Check End Panel LE First Panel LE I Interior Panel First Panel RE End Panel RE 11 Gap Between Chords.J 22.00: 1.00 Length 1 22.00 20.38 24.-OOT 20.38 Bending Load I 798.00 - 0.001 798.00 Max Load Fillers TC: Axial Load fa Maximum K Ur 11,724.74 12,102.96 55.34 - 15,790.27 - 16,299.63' - 30.19 - - - .22,183.57 11,724.74. Max Load no Fillers TC: 12,102.96 20,722.66 55.34. 'Min Weld Len 2X: Fa 20,243.88 - 22,899.17 - 20243.88 0.5000 Fe 120,998.85 - , 180,751.36 - 120.998.85: 'BC stress: Cm 0.9700 - 0.9639 - 0.9700' 26,463.77 3137.32 TC0AL1Ryy: Panel Point Moment 3137.32 -. 0.00 - Mid Panel Moment 1 2607.49 - 0.00 - 2607.49 148.2223 BC LJRz: 12003.99.':161.6702 Panel Pointfb 12003.99 - 0.00 - Mid Panel fb [ . 3749.94 - 0.00 - 3749.94 Fillers 0 - 0 - 0 Panel Point Stress 24,106.94 - 16,299.63 - 24,106.94 Mid Panel Stress 0.75931 1 0.7118 - -, 0.7593 Web Oesicin Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld ' Material W2 1 12,898.65 18,039.61 0.00 2.673.94 2.0 x 0.434 RH = round 7/8 W3 1 0.00 9,786.93 4,868.88 6.083,24 2.9x0.113 10=1 1/2x1 1/2x.113 W4 1 4,999.57 6,183.57 0.00 2,431.06 3.1 x 0.109 110=1 x 1 X.109 W5 1 0.00 7,818.57 2,703.61 4,395.83 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W5 1 0.00 , 7,818.57 2,703.61 4,395.83 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x. 109 W4 1 4,999.57 6,183.57 0.00 2,431.06 3.1 x 0.109 10 = 1 x 1 x.109 W3 1 0.00 9,786.93 4,868.88 6,083.24 2.9x0.113 10=1 112x1 1/2x.113 W2 1 12,898.65 18,039.61 0.00 2,673.94 2.0x0.434 RH= round 7/8 Vi. 1 0 6,183.571 1,802 3,932.46 2.0 x 0.109 10 = 1 x 1 X.109 V2 1 0 6,183.571 1,675 4,497.94 2.0 x 0.109 10 = 1 x X.109 Job Number Job Name: we up: 19 97-0377 CARLSBAD LOT 41 -MEZZANINE .13 Location: Jois(Dscliption: _7Long Span 18LH7'981480 Geornetry Base Length: 15-8 Working Length: 15-4 Joist Depth: 18.00 Efective Depth: 17.03 BC Panel Length: 3 ©4-O Shape: Parallel Chords Variable Left End Right End 3-0 BC Panel 3-0 TO Panel First Half 0-10 0-10 First Diag. 3-10 3-10 Depth 18.00 118.00 Loads Uniform Load Concentrated Load IC @ 7-10 [TC Axial Load Stress Analysis 798.001 !Live Load . 480.00 500.001 Additional Shear in Webs 250.00 11,700.00! Uniform TC: 798.00 Uniform 8C: 0.00 Reaction LE: 6,368.00 Reaction RE: 1 6,368.00 Minimum Shear 1 1,592.00 Max TC Comp.: 21,074.14 Max BC Tension 17,875.76 Member IC Tension ITC Compresionj BC Tension IBC Compresionj Web Tension I Web Comp. Web Length PP Dist W2 0.001 17,214.7511 0.001 0.001 13.143.931 0.001 38.03 0-2 V1S 0.001 16,441.59i 0.001 0.00 1 0.00 1,871.71 20.83 2-0 W3 0.001 16,441.591 12,672.77 0.001 0.00 5,129.72 19.75 3-0 W4 0.001 21,074.141 12,672.771 0.001 5,000.86 0.00 29.43 3-10 W5 0.00 21,074.141 17,875.76 0.OQ 0.00 2,750.99 29.43 5-10 W5 0.00 21074.141 17,875.76 0.00 0.00 2,750.99 29.43 7-10 W4 0.00 2.1,074.141 12,672,77 0.00 5,000.86 0.00 29.43 9-10 W3 0.00 16,441.591 12,672,77 0.00 0.00 5,129.72 19.75 11-10 V1S 0.00 16,441.591 0.00 0.00 0.00 1,871.71 20.83 13-8 W2 0.001 17,214.75i 0.001 0.001 13143.93 0.00 38.03 12-8 Standard Verticals Member Position Max Tension Max Comp. I Length V2 Interior 0.001 1677.991 17.03 F. 197-0377 ICARLSBAD,CA Chord Prnnertiec MATERIAL Job Name: . .... ....- : •. oeR.:.frt CARLSBAD LOT 41 - MEZZANINE . . 319198 •:... I Joist Description: - . . •. . . Ma,lc Long Span 18LH798/480 . . Chord Area Rx Rz Ryy Y Q I Material IC 0.5516 0.6236 0.3963 1.2238 0.5530 0.2145. 0.8979 121 = 2 x 2 x.143 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1 iC = 1 112x 1 112 x.113 Axial and Bending AnaIysi Bending Load: I Fy 798.00 150,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K Ur Fa Fe Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Desian I Pb: . 30,000.00 I Mom of Inertia: 119.19 I LL 450: 988.14 I TL 240: 1,852.76 I Max Bridg TC: 17-4 I Max Bndg BC: 1 20-6 718 I End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 22.00 1.00 798.00 Max Load Fillers TC: 27,054.17 17,214.75 Max Load no Fillers TC: 15,605.76 25,158.09 55.51 Min Weld Len 2X: 21497.16 0.5000 22.00 22.00 24.00 22.00 798.00 - 0.00 - 17,214.75 - 21,074.14 - 15,605.76 - 19,104.43 - 55.51 - 30.28 - 21,497.16 - 24,525.54 - 119989.07 - 179,242.93 - 119,989.07 SC Stress: 0.9610, 27,397.39 3333.17 TCOALJR3/y: 150.3543 2529.26 BC URz: 11243.09 161.6702 0.9610 - 0.9574 - 3333.17 - 0.00 - 2529.26 - 0.00 - 11243.09 - 0.00 - 3260.14 - 0.00 - 3260.14 0. 26,848.86: 0.8596 0 - 0 - 26,848.86 - 19,104.43 - 0.8596 - 0.7790 - Member Qty Web Tension Allow Tension Web Comp I Allow Comp Weld Material W2 1 13.14393 18,039.61 0.00 2,674.35 2.0 x 0.443 'RH = round 7/8 W3 1 0.00 9,786.93 5,129.721 5,911.60 3.1 x0.113 1C = 1 112 1 1/2x.113 W4 1 5.00086 6,183.57 0.001 2.43169 3.1 x 0. 1.09 10 = 1 x 1 X.109 W5 1 0.00 7,818.57 2,750.991 4,396.45 2.0 x 0.109 115 = 1 1/4 x 1 1/4 x.109 W5 1 0.00 7818.57 2,750.99 4,396.45 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x. 109 W4 1 5000.86 6,183.57 0.00 2,431.69 3.1 x 0.109 10 = 1 x 1 x.109 W3 1 0.00 9,786.93 . 5,129.72 5,911.60 3.1 x 0.113 1C = 11/2 x 1112 x. 113 W2 1 13143.93 18,039.61 0.00 2,674.35 2.0 x 0.443 1 RH = round 7/8 Vi 1 0 6,183.57 1,872 3,933.31 2.0 x 0.109 110 = 1 x 1 X.109 V2 1 0 6183.57 1,6781 4,498.87 2.0 x 0.109 110 = 1 x 1 x.109 ,: •...-. •.. - : '- JOD Number .'oo Name. . .., . DaeR 9~ZRLSBAD,CA 77 CARLSBAD LOT 41 - MEZZANINE 1319 (fl Ln: Joist Description: .: . .. Maik C Long Span 18LH7981480 T3 - II Geometry Base Length: 3-0 Working Length: I 2- I Joist Depth: 18.00 Efective Depth: 17.17 I BC Panel Length: 2 @1-0 . Shape: Shape' Parallel Chords Variable Left End Right End . N . \ vv BC Panel 1-0 1-0 TC Panel 1-0 0-0 First Half 0-0 0-0 First Diag. 1-0 1-0 pth 18.00 18.00 Loads Uniform Load 798.00 Live Load . 480.00 Concentrated Load TC @ 1-6 I 500.001 It Additional Shear in Webs 250.00 IC Axial Load . I 4600.001 Stress Analysis Uniform TC: Uniform BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 798.00 1 0.00 11,3114.00 1,314.00 328.50 3,996.65 571.76 Member TC Tension TC Compresion BC Tension JBC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00 3,878.821 0.001 0.00 1,425.22 0.00 19.87 0-2 W3 0.00 3,878.821 571.76 0100 0.00 1,231.50 17.17 1-0 W4 0.00 3,996.65 571.76 0.00 741.00 0.00 18.18 1-0 W4 0.00 3,996.65 571.76 0.00 741.001 0.00 18.18 1-6 [_W3 0.00 3,996.65 571.76 0.00 0.00-F-.00 1,231.50 17.17 2-0 W2 0.00] 3,878.82 571.76 0.00 1,425.221 o.obj 19.87 2-0 Standard Verticals Member Position Max Tension I Max Comp. I Length V2 Interior 0.001 902.641 17.17 .. ••-•. ...... .. . .. -. < - --: -.•- - • . .. .- MATERIAL DES1T We Run Job Number 970377 CARLSBAD LOT 41 MEZZANINE 3I9I98 1P CARLSBAD, CA Long Span 18LH7981480 . IT3 Chord Pronerties Chord Area Rx Rz Ryy Y I Q Material TC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711. 0.9204 11C = 1 1/2x 1 112x.113 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 11C = 1 1/2x 1 1/2x.113 Axial and Bending AnaIysi Bending Load: Fy: 798.00 50,000.00 Fb: . Mom of Inertia: LL 450: TL 240: Max Bndg TC: Max Bndg BC: 30,000.00 96.28 151,742.62 284,517.41 1 14-67/8 1 20-6718 Top Chord Check End Panel LE First Panel LE I Interior Panel [First Panel RE End Panel RE Gap Between Chords: 1.00 10.00 798.00 Max Load Fillers TC: Length 10.00 6.001 6.00 6.00 IBending Load 798.00 - 0.00 - Axial Load 3,878.82 - 3,996.65 - 3,878.82 16,034.90 Max Load no Fillers TC: fa 5,944.90 - 6,125.49 - 5,944.90 17,323.53 Maximum K LJr 33.68 - . 34.99 - 33.68 Min Weld Len 2X: IFa 24,724.72 - 24,575.99 - 24,724.72 1 0.5000 FFe 325,515.65 - 1,607,484.691 - 32551565.BCStress: Cm 0.9945 - 0.99851 - 876.31 0.9945 615.44 TC OALJRyy 31 .1025 552.01 BC URz: Panel Point Moment 615.44 - 0.001 - Mid Panel Moment I 552.01 - 0.00 - Panel Pointfb 4687.14 - 0.00 - 4687.14 20.2088 Mid Panel fb 1617.79 - 0.00 - 1617.79 Fillers 0 - 0 - 0 10,632.04. Panel Point Stress 1 10,632.04 - I 6,125.491 - Mid Panel Stress 1 0.2998 - 0.2492 - 0.2998 Web Desian Member Qty Web Tension Allow Tension Web Camp I Allow Camp Weld Material W2 1 1,425.22 18,039.61 0.001 9,070.95 2.0 x 0.048 1 RH = round 7/8 W3 1 0.00 6,183.57 1.231.501 2,787.92 2.0 x 0.109 110 1 x 1 x.109 W4 1 741.00 6,183.57 0.001 4,333.90 2.0 x 0.109 10 = 1 x 1 x.109 W4 1 741.00 6,183.57 0.001 4,333.90 2.0 x 0.109 10 = 1 x 1 x.109 W3 1 0.00 6,183.57 1,231.50 2,787.92 2.0 x 0.109 10 = 1 x 1 X.109 W2 1 1,425.22 18,039.61 0.00 9,070.95 2.0 x 0.048 RH = round 7/8 V2 1 01 6,183.57 903 4,479.72 2.0 x 0.109 10 1 x 1 X.109 - -. STRESSANALySIS. Job Number Job Name '-.. - Date Run -:• •• •-•-z• : 97-0377 CARLSBAD LOT 41 - MEZZANINE 3/9198 (7 Location: - Joist Description: Madc.. CARLSBAD, CA Lonq Span 18LH7981480 T4'" Geometry Base Length: 114-11 1/4 Working Length: 14-71/4 I Joist Depth. 18.00 I Efective Depth: 117.15 I BC Panel Length: 3 @ 4-0 Shape: Parallel Chords I Variable Left End Right End 3-0 BC Panel 3-0 TC Panel 2-0 2-0 First Half 0-55/8 0-5 5/8 First Diag. 13-55/8 3-5 5/8 18.00 Depth 18.00 Loads Uniform Load 798.00jjLive Load . 480.00 Concentrated Load TC @ 7-5 5/8 1 500.0011 Additional Shear in Webs 250.00 TC Axial Load 1 4,600.001 Stress Analysis Uniform TC: 798.00 Uniform BC: 1 0.00 Reaction LE: 1 6,077.06 Reaction RE: 1 6,077.06 Minimum Shear: 11,519.27 Max TC Comp.: 14,696.29 Max BC Tension 1 16,162.82 Member IC Tension ITC compresionl BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.001 11,397.871 0.00 0.00 12,424.161 0.00 38.08 0-2 vis . 0.001 10,706.481 0.00 0.00 0.00 1,681.49 20.93 2-0 W3 0.001 10,706.481 10,996.40 0.00 0.00 4,502.24 18.05 3-0 W4 0.001 14,696.291 10996.40 0.00 4,977.51 0.00 29.50 3-55/8 W5 0.00 14,696.291 16,162.82 0.00 0.00 2,613.05 29.50 5-55/8 W5 0.00 - 14,696.291 16,162.82 0.00 0.00 2,613.05 29.50 7-5 5/8 W4 0.001 14,696.291 10,996.40 0.00 4,977.51 0.00 29.50 9-55/8 W3 0.001 10,706.481 10,996.40 0.00 0.00 4,502.24 18.05 11-55/8 vis 0.001 10,706.481 0.00 0.00 0.00 1,681.49 20.93 12-11 1/4 W2 0.001 11,397.871 0.00 0.001 12,424.161 0.00 38.08 11-11 1/4 Standard Verticals I Member I Position I Max Tension I Max Comp. gtn I V2 I Interior I 0.001 1,669.48 17.15 - MATERIAL DESIGN Job Number Job Name. 97-0377 CARLSBAD LOT 41 - MEZZANINE 319198 Location: - Joist Description: Maric CARLSBAD, CA Long Span 18LH798/480 T4 .. Chord ProDerties Chord Area Rx Rz Ryy Y I Q I Material TC 0.4437 0.4609 0.2946 1.0401 0.4324 0.0942 1.0000 1J = 1 112x 1 112x.156 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1C = 1 1/2 x 1 1/2 x.113 Axial and Bending Analysis Bending Load: Fy: Fb: . Mom of Inertia: LL 450: TL 240: Max Bridg TC: Max Bndg BC: 798.00 . 50,000.00 30,000.00 110.76 1,062.80 1,992.76 114-87/8 1 20-6 718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE j I Gap Between Chords: 1 1.0o 22.00 798.00 Max Load Fillers TC: Length 22.00 17.63 24.00 17.63 Bending Load 798.00 - 0.00 - Axial Load 11,397.87 - . 14,696.29 - '22,829.80 11,397.87 Max Load no Fillers TC: fa 12,845.16 - 16,562.41 - 12.845.161 !19,990.35 Maximum KIJr 74.68 - 40.73 - 74.68H Min Weld Len 2X: Fa 20,055.17 - 25,728.71 - 0.5000 20.055.17';______ Fe 65,535.23 - 97,898.31 - 6553523BCStress: 24,772.05 0.9412 Cm 0.9412 - 0.9323 - Panel Point Moment 2882.89 - 0.00 - 2882.89: TC OAL,Ryy: 168.4914 Mid Panel Moment 2710.92 - 0.00 - 2710.92. BC LJRz: 16329.41 161.6702 Panel Pointfb ' 16329.41 - 0.00 - Mid Panelfb 6219.84 - 0.00 - 6219.84: Fillers j 0 - 0 - 0 29,174.56 Panel Point Stress - 29,174.56 - 16,562.41 - Mid Panel Stress 0.8832 - 0.6437 - ' 0.8832E Web Desian Member Qty Web Tension Allow Tension Web Comp .Ailow Comp Weld Material W2 1 12,424.16 18,039.61 0.001 2,666.76 2.0 x 0.418 iRH = round 7/8 W3 1 0.00 8,906.25 4,502.241 5,146.18 2.4 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W4 1 4977.51 6183.57 0.001 2,420.17 3.1 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 7,818.57 2,613.051 4,385.04 2.0 x 0.109 115 = 1 1/4 x 1 1/4 x.109 W5 1 0.00 7,818.57 2,613.05 4,385.04 2.0 x 0.109 i 15 = 1 1/4 x 1 1/4 x. 109 W4 1 4,977.51 6,183.57 0.00 2,420.17 3.1 x 0.109 110 = 1 x 1 X.109 W3 1 0.00 8,906.25 4,502.24 5,146.18 2.4 x 0.125 118 = 1 1/4 x 11/4 x.125 W2 1 12,424.16 18,039.61 0.00 2,666.76 2.0x0.418 RH = round 7/8 Vi 1 0 6,183.57 1,6811 31917.79 2.0 x 0.109 10 = 1 x 1 x .109 V2 1 0 6,183.57 1,6691 4,481.92 2.0x0.109 110 x x.109 :':'' -'h"-•. Job Number Job Name: -: ... . . • ..:' 97-0377 CARLSBAD LOT 41 - MEZZANINE . ....... . . -. (fl Location: -. Joist Oesc,ipt1: . CARLSBAD, CA Long Span 18LH798/480 Geometry DateRun 319198 Mark, 15 Base Length: 19-4314 Working Length: 19-0 3/4 Joist Depth: 18.00 Elective Depth: 17.01 BC Panel Length: 4 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-0 3-0 IC Panel 10-83/8 First Half 0-83/8 First Diag. 3-83/8 3-83/8 Depth 18.00 118.00 Loads Uniform Load 798.00 1 Live Load . 480.001 Concentrated Load TC @ 9-8 3/8 500.00 jAdditional Shear in Webs 250.001 TC Axial Load 4600.001 Stress Analysis Uniform TC: 798.00 Uniform BC: 0.00 Reaction LE: 7,855.94 Reaction RE: 17,855.94 Minimum Shear 1 1,963.98 127,256.41 Max TC Comp.: Max BC Tension 25,777.52 Member IC Tension ITC Compresioni BC Tension BC Compresioni Web Tension Web Comp. Web Length PP Dist W2 0.001 14,242.751 0.001 0.00 16,484.07 0.00 38.02 0-2 vis 0.001 13,386.46 0.001 0.00 0.00 1,860.67 20.81 2-0 W3 0.001 13,386.46 16,063.111 0.00 0.00 6,649.54 18.96 3-0 W4 0.001 22,046.42 16,0'63.111 0.00 7,765.71 0.00 29.42 3-83/8 W5 0.001 22,046.421 25,777.52" 0.00 0.00 5,005.34 29.42 5-83/8 W6 0.001 27256.41 25,777.521 0.00 3,396.82 0.00 29.42 7-8 3/8 W6 0.001 27,256.411 25,777.52 0.00 3,396.82 0.00 29.42 9-83/88 W5 0.001 22,046.421 25,777.52 0.00 0.00 5,005.34 29.42 11-83/8 W4 .0.001 22,046.421 16,063.11 0.00 7765.71 0.00 29.42 13-83/8 W3 0.00j 13,386.461 16,063.111 0.00 0.00 6,649.54 18.96 15-83/8 V1S 0.001 13,386.461 0.001 0.00 0.00 1,860.67 20.81 17-43/4 W2 0.001 14,242.751 0.001 0.00 16,484.071 0.001 38.02,16-4 3/4 Standard Verticals Member Position Max Tension I Max Comp. I Length I V2 Interior I 0.001 2,232.281 17.01j ] li -•,•• - STRESS ANALY - 97-0377 CARLSBAD LOT 41 - MEZZANINE • . .... " .1 319198 $ir Job Number Job Name: .. .. ......:' . :'- Date Rwi. (T1mn Location: -. Joist Descnption: . . - .......: . ......- : , Mark. 'W• CARLSBAD, CA Long Span 18LH7981480 '. . '• T6 Genmetry [Base Length: 19-8 I Working Length: 19-4 I Joist Depth: 18.00 I Elective Depth: . I 17.01 BC Panel Length: 4 @4-0 I Shape: Parallel Chords Variable Left End Right End BC Panel 3-0 3-0 TC Panel 2-0 2-0 First Half 0-10 0-10 First Diag. 3-10 3-10 18.00 Depth 18.00 Loads Uniform Load 798.00: Live Load . 480.001 Concentrated Load IC @9-10 500.00Additional Shear in Webs 250.00 I TC Axial Load I 4,600.00 Stress Analysis Uniform TC: 798.00 - Uniform BC: 0.00 Reaction LE: 1 7,964.00 Reaction RE: 1 7,964.00 Minimum Shear 1 1,991.00 Max TC Comp.: 1 28,012.19 Max BC Tension 1 26,533.30 Member TC Tension . TC Compresion BC Tension 'BC Compresionl Web Tension Web Comp. Web Length PP Dist W2 0.001 14458.78 0.001 0.001 16725.63 0.001 38.02 0-2 -is v 0.001 - 13,519.89 0.001 0.001 0.00 1,930.57 20.81 2-0 W3 0,00r 13519.89 16,818.891 0.00 0.00 6,982.94 19.73 3-0 W4 0.00 22802.19 16,818.891 0.00 7,765.71 0.001 29.42 3-10 WS 0.001 22,802.191 26,533.30 0.00 0.001 5,005.34 29.42 5-10 - W6 0.00 28,012.19 26,533.30 0.00 3,443.55F 0.001 29.42 7-10 W6 0.00 28,012.191 26,533.301 0.001 3,443.551 0.001 29.42 9-10 W5 ...- 0.00 22,802.191 26,533.301 0.001 0.00 5,005.341 29.42 11-10 W4 0.00 . 22,802.19 16,818.891 0.001 7,765.71 0.001 29.42 13-10 W3 0.001 13,519.891 16,818.891 ' 0.001 0.00 6,982.941 19.73 15-10 V1S - 0.001 13,519.891 0.001 0.00 0.00 1,930.571 20.81 17-8 W2 ' 0.001 14,458.781 0.001 0.001 16,725.631 0.001 38.02 16-8 Standard Verticals Member Position MaxTension I MaxComp. I Length V2 Interior 0.001. 2,236.061 17.01 4 • • . .< •• . . - - 97-0377 CARLSBAD LOT 41 - MEZZANINE : = . 3/9/98 . I Job Number Job Name: Date Run. :;.. Location: Joist Deschption: cARLSBAD, CA . Long Span 18LH798/480 . .,-. •.1-17 . Geometry Base Length: 19-71/2 Working Length: 19-3 1/2 Joist Depth: . 18.00 EfectNe Depth: 17.01 BC Panel Length: 4 @ 4-0 Shape: Parallel Chords Variable Left End I Right End BC Panel 3-0 3-0 IC Panel 2-0 3/4. First Half 0-93/4 First Diag. 1-93/4 3-93/4 18.00 Depth 18.00 Loads Uniform Load 798.00 Live Load . 480.00 Concentrated Load TC @ 9-9 3/4 500.00 Additional Shear in Webs 250.00 TC Axial Load 4,600.00 Stress Analysis Uniform TC: 798.00 Uniform BC: 0.00 Reaction LE: 7,947.38 Reaction RE: 7,947.38 Minimum Shear: 1,986.84 127,895.24 Max TC Comp.: Max BC Tension 26,416.35 7l Member TC Tension ITC Compresion BC Tension BC Compresion1 Web Tension Web Comp. Web Length PP Dist. W2 0.001 14,425.551 0.00 0.00 16,688.46 0.00 38.02 0-2 V1S 0.001 13,499.361 0.00 0.00 0.00 1,919.82 20.81 2-0 W3 0.001 13,499.36 16,701.94 0.00 0.00 6,928.93 19.60 3-0 W4 0.001 22,685.25 16,701.941 0.00 7,765.71 0.00 29.42 3-93/4 W5 0.001 22,685.25 26,416.35 0.00 0.00 - 5,005.34 29.42 5-93/4 W6 0.001 27,895.24 26,416.35 0.00 3,436.36 0.00 29.42 7-93/4 W6 0.00 27,895.24 26,416.35 0.00 3,436.36 0.00 29.42 9-93/4 W5 0.001 22,685.251 26,416.35 0.00 0.00 5,005.34 29.42 11-93/4 W4 0.001 22,685.25; 16,701.941 0.001 7,765.71 0.00 29.42 13-93/4 W3 0.001 13,499.361 16,701.941 0.001 0.00 6,928.93 19.60 15-93/4 V1S 0.00 13,499361 0.001 0.00 0.00 1,919.82 20.81 17-71/2 W2 0.001 14,425.551 0.001 0.001 16,688.461 0.00 38.02116-7 112 Standard Verticals Member I Position Max Tension I Max Comp. Length V2 I Interior I O.oO1 2,235.48F 17.01 MATERIAL DESIGN Chord Pronerties Job Number Job Name: . . . ate Run: 97-0377 CARLSBAD LOT 41 -MEZZANINE 319I98. Location: - Joist Description: . Martc. CARLSBAD, CA Long Span 18LH7981480 Ti Chord Area Rx Rz Ryy Y I a Material TC .0.6254 0.6208 0.3951 1.2286 0.5603 0.2410 0.9522 232x2x.163 BC 0.4437 0.4609 0.2946 1.0401 0.4324 0.0942 1.0000 1J11/2x1 1/2x.156 Axial and Bending Analysh Bending Load: Fy: 798.00 50,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K Ur Fa Fe Cm Panel Point Moment [Mid Panel Moment [Panel Point lb Mid Panel lb [Fillers Panel Point Stress Mid Panel Stress Web Desicin I Pb:. 130,000.00 Mom Mom of inertia: 150.48 ILL 450: 1626.42 I TL 240: - 1,174.54 I Max Bridg TC: 117-47/8 I Max Bndg BC: 1 120-9518 EndPanelLE FirstPanelLE Interior Panel 1 FirstPanelRE EndPanelRE Gap Between Chords: 11.00 22.00 798.00. Max Load Fillers TC: 14,425.55i 32,393.71 Max Load no Fillers TC: 11,532-481130,004.39 5 5.6 8 i I Min Weld Len 2X: 22,530.03 0.5000 22.00 21.75 24.001 21.75 798.00 - . 0.00 - 14,425.55 - 27,895.24 - 11,532.48 - 22,300.82 - 55.68 - 30.37 - 22,530.03 - 25,897.11 - 118,890.26 - 177,601.50 - 118,890.26 BC Stress: 0.97091 129,770.67 3300.87: TCOALiRyy: 188.4240 2542.08 BC LJRz: 9859.69::162.9356 0.9709 - 0.9498 - . 3300.87 - 0.00 - 2542.08 - 0.00 - 9859.69 - 0.001 - 2954.80 - 0.001_- -2954.80 01 21,392.17 0.6231. 0 - ol 0' 21,392.171 21,392.17 - .22,300.821 - 0.6231 - 0.86111 - Member Qty Web Tenskri AllowTension WebCamp AllowComp Weld Material W2 . 1 16.68846 23,561.94 0.00 4,564.79 2.0x0.562 RM= round 1 W3 1 0.00 11,848.68 6,928.93 7,523.59 3.4x0.138 1G=1112x11/2x.138 W4 1 7,765.71 7,818.57 0.00 4,398.61 4.8x0.109 15=11/4x11/4x.109 W5 1 0.00 8,906.25 5,005.34 5,042.53 2.7x0.125 18=11/4x11/4x.125 W6 1 3,436.36 6,183.57 0.00 2,433.88 2.1x0.109 10=1x1x.109 W6 1 3,436.36 6,183.57 0.00 2,433.88 2.1x0.109 10=1x1x.109 W5 1 0.00 8,906.25 5,005.34 5,042.53 2.7x0.125 18=11/4x11/4x.125 W4 1 7,765.71 7,818.57 0.00 4,398.61 4.8x0.109 1511/4x11/4x.109 W3 1 0.00 11,848.68 6,928.93 7,523.59 3.4x0.138 1G=1112x11/2x.138 W2 1 16,688.46 23,561.94 0.00 4,564.79 2.0x0.562 RM _ round 1 Vi 1 0 6,183.57 11920 3,936.25 2.0x0.109 10=1x1x.109 V2 1 01 6,183.571- 1,735 4,502.08 2.0x0.109 10=1x1x.109 Job Number 97-0377 -CARLSBADCA Chord Pronerties MATERIAL DESIGN ;' .• •.. Job Name., CARLSBAD LOT 41 - M Joist E t Mark. ZZANINE Long Span Chord Area Rx Rz Ryy Y I Q Material TC 0.5516 0.6236 0.3963 1.2238 0.5530 0.2145 0.8979 21 = 2 x 2 x.143 BC 0.3950 0.4634 0.2955 1.0354 0.4259 0.0848 0.9964 1G = 1 1/2 x 1 1/2 x.138 Axial and Bending Analysis IBending Load: lFy: 50,000.00 IFb:. 30,000.00 Mom of Inertia: 133.66 MaxandgBc: 798.00 LL 450: 1826.68 TL 240: 11,550.03 Max Bridg TC: 117-4 1 20-8 1/2 Top Chord Check End Panel LE First Panel LE I Interior Panel I First Panel RE I End Panel RE j IGap Between Chords: 22001 1.00 Length 22.00! 31.381 24.001 31.50! Bending Load 798.001 798.001 0.001 798.00! 7g800 Max Load Fillers TC: 1 27,054.17 I 12,868.751 Max Load no Fillers TC: I 11,665.971125,158.09 55.51H Min Weld Len : 1 21,497.1 - 11 05000 Axial Load fa I 12,834.711 I 11,635.111 11,896.321 20,118.461 10,784.431 18,238.081 11,918.37 1 10,804.41 Maximum KUr Fa I 55.51 I 21,497.16! 79.161 30.28! 17,950.761 24.525.541 . 79.481 17,899.031 Fe I 119,989.071 58,995.591 179,242.93! 58,528.30! 119989.071 BC Stress: I Cm I 0.9709 0.94521 0.9593! 0.9446! 0.97081 27,332.26 I IPanel Point Moment 5096.551 Panel Pointfb 1 17191.121 Mid Panel Moment '1878.49!_3304.49!o.00j_3338.23!1868.04' 5098.351 0.00l 17197.221 0.00l 5129.031 17300.681 512718lrcoAuRyy: I 165.7779 I I BCURz: 17294.45162.4500 I Mid Panelfb 2421.321 4259.401 0.00l 4302.89! 2407.851 Fillers ol ol ol oj 28,960.421 I Panel Point Stress 1 28,826.23 27,981.641 18238.08! 28,105.09! I Mid Panel Stress 0.63791 0.78371 0.7436j 0.78871 06388! Web Desian Member { Qty Web Tension Allow Tension Web Camp 1 Allow Camp Weld Material W2 1 1 14.55184 18,039.61 0.00 2,674.93 2.0 x 0.490 RH = round 7/8 W3 1 1 0.00 14,531.25 7.18114 8,377.95 3.9 x 0.125 20= 2 x 2 x.125 W4 1 1 5010.09 6,183.57 0.001 2,432.56 3.1 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 7,818.57 3,023.25 4,397.311 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W5 1 0.00 7,818.57 3.023.251 4,397.31 2.0 x 0.109 15 = 11/4 x 1 1/4x .109 W4 1 4,995.18 6,183.57 0.001 2,432.56 3.1 x 0.109 10 = 1 x 1 x.109 W3 1 0.00 14,531.25 7,174.381 8,377.95 3.9x0.125 202x2x.125 W2 1 14,593.95 18,039.61 0.001 2,659.26 2.0 x 0.491 RH = round 7/8 Vi 1 0 6,183.57 2,2851 3,923.11 2.0 x 0.109 10 = 1 x 1 X.109 V2 1 0 6,183.57 1.6971 4,500.141 2.0 x 0.109 10 = 1 x 1 x.109 - - .- - - - - ZSTRESSLS Job Number TJob Name - _ - Da to Run - 97-0377 ARLSBAD LOT 41 - MEZZANINE '•." 319198 (fl Location: Jost Description: . Mark: CARLSBAD, CA Long Span 18LH798/480 19 - Geometry Base Length: 12-2718 Working Length: 1 11-107/9 I Joist Depth: 18.00 I Efectrve Depth: 17.04 I BC Pane! Length: 2 @4-0 I Shape: Parallel Chords 1 Variable Left End Right End BC Panel 3-0 3-0 4-1 1/2 TC Panel 2-0 2-0 First Half 1-1 1/2 1-1 1/2 First Diag. 4-1 1/2 Depth 18.00 18.00 Loads Uniform Load 798.00 1 Live Load . 480.001 Concentrated Load IC @ 6-1 1/2 500.00 jAdditional Shear in Webs 250.00 TC Axial Load 4,600.001 Stress Analysis Un,!cm, TC: 798.00 Uniform BC: 1 0.00 Reaction LE. 5,000.38 Reaction RE: 5,000.81 . Minimum Shear 1,250.20 Max TC Comp.: 11,706.15 Max BC Tension 9,538.03 Member TC Tension IC Compresion BC Tension IBC Compresion Web Tension Web Comp. Web Length PP Dist. 1 W2 0.00 . 9839.48 0.001 0.00 10087.05 0.00 38.03 0-2 V1S 0.00 9005.15 0.001 0.00 0.00 1,986.87 20.84 2-0 W3 0.00 9,005.15 9,538.03 0.00 0.00 3,750.49 21.74 3-0 W4 0.00 11,706.15 9538.03 0.00 2,234.82 0.001 29.43 4-1 1/2 W4 0.00 11,706.15 9,525.70 0.00 2,249.94 0.001 2.43 6-1-1 f2 W3 0.001 8,993.17 9,525.70 0.00 0.00 3,756.35 21.74'8-1 1/2 FV1S 0.00 8,993.17 0.00 0.00 0.00 1,975.15 20.77 10-27/8 W2 0.001 9,816.64 0.00 0.00 10,058.39 0.00 37.92 Standard Verticals Member Position Max Tension j Max Comp. I Length V2 Interior 0.001 2,151.041 17.04 3 - . . . ...:.:- ........ •, . . ,• . - ------ . •• ....-.-. ...-. .-. 0 4. MATERIAt"bESIGN - Job Number Job Name: ''• Date Rñ4 97-0377 CARLSBAD LOT 41 - MEZZANINE 319/98 FCARL ocation: . Joist Description: . Madc ''i'• SBAD, CA Long Span 18LH798t480 '-" T9" Chord Pronerties Chord Area Rx Rz Ryy Y I Q Material IC 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 0.8343 202x2x.125 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1C = 1 1/2x 1 1/2x.113 Axial and Bending Analysi Bending Load: Fy: 798.00 50,000.00 Fb: . Mom of Inertia: LL 450: TI. 240: Max Bridg TC: Max Bridg BC: 30,000.00 113.42 2,008.49 3,765.92 17-3 1/4 1 20-6718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I Gap Between Chords: 1.00 rLength 22.00 25.50 24.00 25.38 22.001 Bending Load 798.00 798.00 0.00 . 798.00 798.00 'Max Load Fillers TC: Axial Load 9,839.48 9,005.15 11,706.15 8,993.17 22,1 83.57 9,816.64 'Max Load no Fillers TC: fa 10,156.88 9,295.63 12.083,76 9,283.27 10,133.31 20,722.66 55.341 Min Weld Len 2X: Maximum K (Jr 55.34 64.14 30,19 63.83 Fa 20,243.88 19,152.48 22.899,17 19,192.83 20,243.88H 10.5000 Fe 120,998.85 90,062.96 180.751,36 90,952.47 12099885;;sCstress: Cm 0.9748 0.9690 0.9733 0.9694 14,618.52 0.9749 Panel Point Moment Mid Panel Moment 3866.77 2322.14 3866.96 1801.78 0.00 0.00 3845.28 1771.53 -3845.121 TC OALIRYY: 117.1633 2330.37: BC L/Rz: Panel Pointfb 14794.99 14795.73 0.00 14712.79 14712.15i '.126.3049 Mid Panelfb 3339.56 2591.20 0.00 2547.71 3351.39 Fillers 0 01 0 0 0: Panel Point Stress 24,951.87 24,091.371 12,083.76 23,996.06 24,845.461; Mid Panel Stress 0.6437 0.59721 0.5277 0.5936 0.64301 Web Desian Member Qty Web Tension I Allow Tension I Web Camp I Allow Camp I Weld I Material W2 1 10,087.051 18,039.611 0.001 2,673.941 2.0 x 0.340 1 RH round 7/8 W3 1 0.00 8,906.25 j 3,750.491 3,933.401 2.0 x 0,125 118 = 1 1/4 x 1 1/4 x.125 W4 1 2,234 82 6,183.57 0.00:12,431.06 2.0 x 0.109 10 = 1 x 1 X.109 W4 1 2,249.94 6,183.57 0.001 2,431.06 2.0 x 0.109 10 = 1 x 1 X.109 W3 1 0.00 8,906.251 3,756.35 3,933.401 2.0 x 0.125 118 = 1 1/4 x 1 1/4 x.125 W2 1 10,058.391 18,039.611 0.001 2,689.72 2.0 x 0.339 1 RH = round 7/8 Vi 1 01 6,183.57 1,9751 3,943.72 2.0x0.109 110=1 x x.109 V2 1 01 6,183.571 2,1511 4,497.94 2.0 x 0.109 110 = 1 x 1 X.109 p . . •. ... ... :. - Job Number Job Name .. .-- .. . Date Rwt - l97..377 CARLSBAD LOT 41 - MEZZANINE... ;,.: .. . 319198 TJW Location Joist Description- - -- Mwtc • CARLSBAD, CA . .. LSpaii18LH798I480 ......................Tb Geometry Base Length: Working Length: Joist Depth.. E!ectr'e Depth: BC Panel Length: Shape: 7-2 7/8 6-10 7/8 18.00 1716 1 4-0 Parallel Chords 1.1 Variable Left End Right End 18.00 BC Panel 3-0 3-0 IC Panel 2-0 2-0 First Half 0-71/2 0-7 1/2 First Diag. 3-71/2 3-7 1/2 Depth 18.00 Uniform Load 798.00 Live Load . 480.00 Concentrated Load TC @ 37 1/2 500.0 Additional Shear in Webs 25QQ ITC Axial Load 4,600.001 Stress Analysis Uniform TC: Uniform BC: Reaction LE: Reaction RE: Minimum Shear Max TC Comp.: Max BC Tension 798.00 0.00 3,005.22 3,005.97 751.49 6,105.49 1 3,931.38 Member TC Tension ITC compresionj BC Tension BC Compresion' Web Tension Web Comp. Web Length PP Dist. W2 0.001 6,829.311 0.001 0.00 5,601.86 0.00 38.08 0-2 vis 0.001 .6,105.491 0.001 0.00 0.00 1,706.42 20.94 2-0 W3 0.001 6,105.491 3,931.38 0.00 0.00 1,248.35 18.72 3-0 W3 0.00 6103.88 3,931.38 0.00 0.001 1,253.71 18.7213-7 1/2 V1S O.00l 6,103.88 0.00 0.00 0.00 1,695.62 20.871 5-2 7/8 W2 0.00i 6,818.01 0.00 0.00 5,587.121 0.001 37.9714-3 Standard Verticals Member Position Max Tension Max Comp. Length I V2 Interior 0.001 0.001 0.00 (Th Chord Properties MATERIAL SIG MW ff- Job Number Job Name: ':.".; •.. . 97-0377 CARLSBAD LOT 41 -MEZZANINE .. . 319198 Location: . Joist Description: Math: CARLSBAD, CA Long Span 181H7981480 . . ......... . ••• • Chord Area Rx Rz. Ryy Y I Q Material TC 0.3950 0.4634 0.2955 1:0354 0.4259 0.0848. 0.9964 11G = 11/2 x 1 1/2x.138' BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1 iC = 1 1/2x 1 1/2x.113 Axial and Bending Analysis Bending Load: 798.00 . Fy: 50,000.00 Fb: . 30,000.00 Mom of Inertia: 105.34 Li 450: 9,557.81 17,920.90 TL 240: Max Bridg TC: 14-8 Max Bndg BC: 20-6 7/8 i Top Chord Check I End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 1.00 Length 22.00 19.501 19.50 19.38 22.001 Max Load Fillers TC: Max Load no Fillers TC: 19,238.72 Mm Weld Len 2X: Bending Load 798.00 Axial Load I 6,829.31 fa 8645.66 Maximum K Ur 74.46 Fa 20051.63 - - - 0.00 6,105.49 7729.33 34.77 26457.25 - - - - - . 798001 6,818.01 8631.351 74.4611 20,051.63 1!10.5000 Fe 66241.55 - 149,893.95 - 66,241.551I BC 6025.45 Cm 0.9608 Panel Point Moment 3194.86 Mid Panel Moment 2584.39 1;Panel Pointfb 1 20234.17 - - - - 0.9794 0.00 0.00 0.00 - - - - 0.96091. 3179.571 2590.51 20137.38150.5219 - .180.0427 TC OALIR~y BC URz I 6490.53 i Mid Panel fb - 0.00 - 6505.92 01 28,768.731 0.67091 IFillers 0 - 0 - Panel Point Stress I 28879.83 - . 7,729.33 - Mid Panel Stress 0.67111 0.29211 Web Design Member Qty Web Tension Allow Tension Web Camp I Allow Camp Weld Material W2 1 5.60186 18,039.61 0.001 2,666.35 2.0 x 0.189 RH = round 7/8 h W3 I 1 0.00 6,183.57 1,248.35 2,346.18 2.0 x0.109 10 = 1 x x.109 3 W3 1 0.00 6,183.57 1,253.711 2,346.181 2.0 x0.109 10 = 1 x x .109 W2 1 5.58712 18,039.61 0.00 2,682.041 2.0x0.188 RH = round 7/8 1 vi I 1 0 6,183.571 1,6961 3,928.191 2.0x0.109 I101 x x.109 - - --- --- si :;2L JcbNumber: Job Name: . :.:::. Date Run: 97-0377 CARLSBAD LOT 41 - MEZZANINE . 3/9/98 Location: Joist Description: CA Mark CARLSBAD, Long Span 18LH7981480 . 111 Base Length: Working Length: Joist Depth: . Efective Depth: BC Panel Length: Shape: 20-1 1/4 119-91/4 1 18.00 1 16.89 4 4-0 Parallel Chords Variable I Left End I Right End BC Panel 3-0 3-0 TC Panel 12-0 2-0 1-05/8 17 V irst Half 11-05/8 First Diag. 4-05/8 4-05/8 18.00 118.00 Depth Loads Uniform Load 798.00IILive Load . 480.001 Concentrated Load TC @ 10-0 5/8 500.001 Additional Shear in Webs 250.00 TC Axial Load 4,600.00 Stress Analysis Uniform TC: Uniform BC: 798.00 10.00 Reaction LE: 8,138.56 Reaction RE. 8,138.56 Minimum Shear: 2,034.64 Max TC Comp.: 29,452.18 Max BC Tension 27,963.31 Member TC Tension ITC Compresioni BC Tension JBC Compresionj Web Tension I Web Comp. Web Length PP Dist. W2 0.001 14,907.63 0.001 0.001 17,208.221 0.00 37.97 0-2 V1S 0.001 13,806.41 0.001 0.001 0.00 2,048.86 20.72 2-0 W3 0.00 13,80641 18,183.381 0.00 0.00 7,623.72 21.09 3-0 W4 0.001 24,207.05 18,183.38' 0.00 7,800.62 0.00 29.3514-0 5/8 W5 0.00 -24,207.05 27,963.311 0.00 0.00 5,027.84 29.35 6-0 5/8 W6 0.00 29,452.18 27,963.311 0.00 3,534.84 0.00 29.35.8-0 5/8 W6 0.00 29452.18 27,963.311 0.00 3,534.84 0.00 29.35 10-05/8 W5 0.001 24,207.05 27,963.311 0.00 0.00 5,027.84 29.35 12-05/8 I: W4 0.001 24,207.05 18,183.381 0.00 7,800.62 0.00 29.35 14-05/8 W3 0.001 13,806.41 18,183.381 0.00 0.00 7,623.72 21.09 16-05/8 V1S 0.001 13,806.41 0.001 0.00 0.00 2,048.86 20.72 18-1 1/4 W2 0.001 14,907.631 0.001 0.001 17,208.22 0.001 37.97117-1 1/4j Standard Verticals Member Position V2 Interior Max Tension I Max Comp. I Length 0.001 2,243.261 16.89 MATERIAL DES IGW,.;-; ' ...... . Job Number Job Name: 97-0377 CARLSBAD LOT 41 - MEZZANINE (Th Location: Joist Description: . . Maik: CARLSBAD, CA Long Span 18LH798/480 Til " Chord Properties Chord Area Rx Rz Ryy Y I Q Material TC 0.6254 0.6208 0.3951 1.2286 0.5603 0.2410 0.9522 23 = 2 x 2 x.163 BC 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 0.8343 20 = 2 x 2 x.125 Axial and Bending Analysis [iding Load: 798.00 Fy: 1 50,000.00 Fb: 30,000.00 Mom of Inertia: 156.23 LL 450: 604.22 TL 240: 1 1,132.90 1 17-4 7/8 Max Bridg TC: Max Bndg BC: 1 24-4518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.00 24.631 24.001 24.631 22.00 1.00 Bending Load 798.00 798.001 0.001 798.001 798.00 Max Load Fillers TC: Axial Load 14907.63 13,806.411 29,452.181 13,806.411 14,907.63 Max Load no Filters TC: 11,917.89 30,004.39 fa 11,917.89 11,037.511 23,545.51 11,037.51 Maximum K Ur !Fa I 55.68 I 22,530.03 62.327 21,498.44! 30.371 25,897.111 62.321 21,498.44 55.68 Min Weld Len 2X: 22,530.03 0.5000. Fe 118,890.261 94,894.091 177,601.501 94,894.091 118890.26 BC Stress: 0.9699 28,865.36 1Cm 0.96991 0.96511 0.94701 0.96511 Panel Point Moment I 3719.231 3719.22! 0.007 3719.221 3719.23 193.1041 Mid Panel Moment 2378.521 1591.521; 0.001 1591.521 2378.52 5CLJRz: 11109.32 120.7419 jPanel Point fb I 11109.32 11109.281 0.001 11109.28 lMid Panel tb 2764.69 1849.911 0.001 1849.91 2764.69 Fillers I 0 01 01 0 0 Panel Point Stress 23,027.20 22,146.791 23,545.511 22,146.79 23,027.20, $ Mid Panel Stress I 0.6333 0.5841! 0.90921 0.58411 0.6333. Web Design Member Qty Web Tension Allow Tension I Web Comp I Allow Comp Weld Material W2 1 17,208.22 23,561.941 0.001 4,577.02 2.0 x 0.579 RM = round 1 W3 I 1 0.00 - 13,309.921 7.623,721 7,899.66 3.3 x 0.156 1,1 = 1 1/2 x 1/2 x.156 W4 1 7,800.62 7,818.571 0.001 4,409.32 4.8 x 0.109 115 = 1 1/4 x 1 1/4 x.109 W5 1 0.00 8,906.251 5,027.841 5,055.32 2.7 x 0.125 18 = 11/4 x 1 1/4 x .125 I W6 1 3,534.84 6,183.571 0.001 2,444.79 2.2 x 0.109 10 = 1 x 1 x.109 W6 1 3,534.84 6,183.57 0.00 2,444.79 2.2 x 0.109 10 = 1 x 1 x.109 I W5 1 0.00 8,906.25 5,027.84 5,055.32 2.7 x 0.125 18 = 1 1/4 x 11/4 x,121 W4 1 7,800.62 7,818.57 0.00 4,409.32 4.8 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W3 1 0.00 13,309.92 7.623,72 7,899.66 3.3 x 0.156 1J = 1 112 x 1 1/2 x.156 W2 1 17,208.22 23,561.94 1 0.001 4,577.02 2.0 x 0.579 RM = round 1 Vi 1 , 0 . 6,183.571 2,0491 3,950.83 2.0 x 0.109 10 = 1 xi x.109 V2 1 °I 6,183.571 1,7431 4,518.041 2.0 x 0.109 110 = 1 x x .109 Job Numbeq Job Name:Date Rtffi., 97-0377 1 CARLSBAD LOT 41 - MEZZANINE '' V 319198 V V Location: -.. Joist Descnption: - CARLSBAD, CA ' Long Span 18LH798/480 ' •V•VVVV 'V 112 Geometry I Base Length: I 201 3/4 119-93/4 Working Length: I Joist Depth: , 118.00 I Efective Depth: I 116.89 l44-° BC Panel Length: I Shape: Parallel Chords Variable Left Eri'd Right End V V BC Panel 3-0 3-0 TC Panel 2-0 2-0 First Half 1-07/8 1-07/8 First Diag. 14-07/8 14-07/8 1800 Depth 1800 Loads Uniform Load' I 798.0011 Live Load V 480.001 LConcentrated Load TC @ 10-0 7/8 500V001lAdditional Shear in Webs 250.001 LTC Axial Load V 4,600.00 V Stress Analysis Uniform TC: Uniform BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 798.00 0.00 8,155.19 8,155.19 2,038.80 29,572.75 28,083.88 Member TC Tension ic compresionl BC Tension IBC Compresion Web Tension Web Comp. Web Length PP 01st. W2 000 14,941091 0.001 0.00117,24559 . 000 3797 0-2 V1S 0.00 13,833.961 0.001 0.001 0.00 2,059.66 2072 2-0 W3 000 13,833.961 18,303.951 0.001 0.001 7,688.61 21.24 3-0 W4 000 24,327.611 18,303.951 0.001 7,800.621 0.00 29.3514-0 7/8 WS 0.00 24,327.611 28,083.881 0.001 0.001 5,02:7V84 29.35 6-07/8 W6 0.001 29,572.75 28,083.881 0.00 3,54207 000 29.35 8-07/8 W6 0.001 29,572.751 28.083.881 0.00 3,542.07 0.00 29.35 10-07/8 W5 0.00124,327.611 28,083.881 0.00 000 5,027.84 29.35 12-07/8 W4 0.001 24,327.611 18,303.951 0.001 7,800.62 0.00 29.35 14-07/8 W3 0.001 13,833.961 18,303.951 0.001 0.00 7,688.61 21.24 16-07/8 V1S 0.00 13,833.961 0.001 0.001 0.00 2,059.66 20.72 18-1 3/4 1 W2 0.001 14,941.091 0.001 0.001 17,245.59 0.001 37.97 17-1 3/4 Standard Verticals Member Position Max Tension Max Comp. I Length V2 I Interior 1 0.001 2,243.86 16.891 MATERIAL.9E5IGN Job Number Job Name: 97-0377 CARLSBAD LOT 41 - MEZZANINE Location: - Joist Description: CARLSBAD, CA Long Span 18LH7981480 bate.Rur' .3/9/98 . Chnrd Prnnertie Chord Area Rx Rz Ryy Y I Q I Material TC 0.6254 0.6208 0.3951 1.2286 0.5603 0.241G 0.9522 23=2x2x.163 BC 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 08343 120 = 2 x 2 x.125 Axial and Bending Analysis Bending Load: Fy: Fb: 798.00 . 50,000.00 130 Mom of Inertia: Li.. 450: TL 240: Max Bridg TC: Max Bndg BC: 156.23 600.41 1,125.77 117-47/8 1 24-4518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE IGap Between Chords: 22.00' 1.00 798.00 Max Load Fillers TC: 32,393.71 Le ngth 22.00 24.881 24.00 24.88 Bending Load 798.00 798.00 0.001 798.00 Axial Load 14,941.09 13,833.961 29,572.75 13,833.96 14,941.09 Max Load no Fillers TC: la . 11,944.64 11,059.541 23,641.89 11,059.54 11.944.64!30,004.39 Maximum K Ur 55.68 62.951 30.37 62.95 55.68 Min WeIdLen2X: Fa 22,530.03 21,397.131 25,897.111 21,397.13 22,530.03 0.5000'i Fe 118,890.26 92,996.261 177.601.501 92.996,26 118.89026' BC Stress: Cm 0.96991 0.96431. 0.94681 0.9643 28,989.81 0.9699, 3760.43 TC OALIRyy: .193.5111 Panel Point Moment 3760.431 3760.481 0.001 3760.48 Mid Panel Moment 2362.71 1651.24 0.001 1651.24 2362.71 BC LJRz: 11232.38 120.7419 Panel Poirttfb 11232.38 11232.541 0.00' 11232.541 Mid Panel lb 2746.31 1919.331 0.001 1919.33 2746.31. Fillers 0 01 01 0 0 lPanel Point Stress 23,177.01 22,292.081 23,641.891 22,292.08 23,177.01. Mid Panel Stress 0.63381 0.5904i 0.91291 0.5904 0.6338 AI...I.. Member Qty Web Tension Allow Tension WebComp Allow Comp Weld Material W2 1 17,245.59 23,561.94 0.00 4,577.021 2.0 x 0.581 RM = round 1 W3 1 0.00 13,309.92 7,688,61 7,842.701 3.3 x 0.156 1J = 1 1/2 x 1 1/2 x .156 W4 1 7,800.62 7,818.57 0.00 4,409,32 4,8 x 0.109 115 = 1 1/4 x 1 1/4x.109 W5 1 0.00 8,906.25 5.027,84 5,055.321 2.7 x 0.125 '18 = 1 1/4 x 1 1/4 x.125 W6 1 3.542,07 6,183.57 0.00 2,444.79 2.2 x 0.109 110 = 1 x 1 x .109 W6 1 3.542,07 6,183.57 0.00 2,444.791 2,2x0.109 110=1 x x.109 W5 1 0.00 8,906.25 5,027.84 5,055.321 2,7 x 0.125 118 = 1 1/4 x 1 1/4 x.125 W4 1 7,800.62 7,818.57 0.00 4,409.321 4.8 x 0.109 115 = 1 1/4 x 1 1/4 x.109 W3 1 0.00 13,309.92 7,688.61 7,842.701 3.3 x 0.156 111 = 1112 x 1 112 x .156 W2 1 1 17.245,59 23,561.94 0.00 4577.021 2.0 x 0,581 1 RM = round 1 Vi ' 1 0 6,183.571 2,060 3,950.831 2.0 x 0.109 !io = 1 x x .109 V2 1 01 6,183.571 1,7441 4,518.041 2.0 x 0.109 10 = 1 x 1 x .109 - . Job Number JobName: ... i2 Date Run: 43 47 1 Elk 97-0377 CARLSBAD LOT 41 MEZZANINE 319198 Location. . Joist Description:-' :.. Mark:.. ' CARLSBAD, CA Long Span 18LH7981480 '''' 113 Geometry FLength: 1/4 Working Length: 5-7 1/4 I Joist Depth: 118.00 I Efective Depth: 17.17 BC Pane! Length: . 2 @2-0 I Shape: IParallel Chords Variable Left End Right End - 118.00 BC Panel 1-11 5/8 1-11 5/8 TC Panel 1-11 5/8 1-11 5/8 First Half 0-0 0-0 First Diag. 1-11 5/8 1-11 5/8 Depth 118.00 Loads Uniform Load 798.0011Live Load 480.001 Concentrated Load TC @ 2-11 5/8 500.0011 Additional Shear in Webs 250.001 [Tc Axial Load 41600.001 Stress Analysis Uniform TC: Uniform BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 798.00 0.00 2,486.06 2,486.06 1621.52 5,459.75 2,225.98 Member TC Tension ITC compresion BC Tension IBC Compresionl Web Tension Web Comp. Web Length PP Dist. W2 0.001 5,119.49 0.00 j 0.001 3,244.18 0.00 27.61 0-2 W3 0.00 .5,119.49 2,225.981 0.001 0.00 2,017.03 17.17 1-115/8 W4 0.00 5,459.75 2,225.981 0.001 1,096.88 0.00 20.94 1-115/8 W4 0.00 5,459.75 2,225.981 0.001 1,096.88 0.00 20.94 2-11518 W3 0.00 5,459.75 2,225.981 0.00 0.00 2,017.03 17.17 3-11 5/8 W2 0.001 5,119.49 2,225.981 0.001 3,244.18 0.001 27.61 3-11 5/8 Standard Verticals Member 1 Position I Max Tension I Max Comp. I Length V2 Interior I 0.001 1,311.40 17.17 • L . . . .. ..... ... . . i-, ......,_.. •i . - •:.. - ....• . - I LL . MATERIAL DESIGN - - -' - JobNumber Job Name.' '.'.. :. . , Cate Run: "--' 97-0377 CARLSBAD LOT 41 -MEZZANINE ' ' " " . .1 319198 Location: . -' Joist Description.... . . . Ma,k wV-6-0-ul °1Y CARLSBAD, CA I Long Span 18LH7981480 . 113 Chnrrl Prr.r,rfiA Chord Area Rx Rz. Ryy Y I I 0 Material TC 0.3262 0.4669 0.2969 1.0289 0.4168 I 0.0711 0.9204 1C = 1 1/2x 1 1/2x.113 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1C = 1 1/2x 1 1/2x.113 Axial and Bending Analysis Bending Load: r50,000.00 Pb: Mom of Inertia: LL 450: TL 240: Max Bridg TC: Max Bndg BC: 798.00 , 30,000.00 96.28 16,348.60 30,653.63 14-67/8 20-6718 Top Chord Check End Panel LE First Panel LE I Interior Panel I First Panel RE End Panel RE Gap Between Chords: Length 21.63 12.00 12.001 12.00 11.00 I 21.63 Bending Load 798,00 - 0.001 798.00 Max Load Fillers TC: 16,034.90 5,119.49 Max Load no Fillers TC: Axial Load 5,119.49 - 5,459,751 - fa 7,846.42 - 8,367.921 7,846,42 16,374.17 lMaximum KL/r 72.84 - . 34.991 72.84 Min Weld Len 2X: Fa 19,292.54 , - I 24,575.991 19,292.54 0.5000 69,608.08 8C Stress: Fe 69,608.08 - 401,871.17 - Cm 0.9662 - 0.9917 - 3,411.67 0.9662 Panel Point Moment 2885.49 - 0.00 - 2885.49 TCOAL,Ryy: 65.3639 Mid Panel Moment 2578.39 - 0.00!- I 2578.39 BCLJRz: 21975.73 40.4176 Panel Pointfb 21975.73 - 0.001 Mid Panel fb ' 7556.53 - 0.001 7556.53 Fillers 0 - 01 0 Panel Point Stress 29,822.151 - 8,367.921 - 29,822.15 Mid Panel Stress 0.70471 - 0.3405j - 0.7047 IAIh fl.ci,n Member Qty Web Tension I Allow Tension Web Comp Allow Comp Weld Material W2 1 3,244.181 18,039.61 0.00 5.072,90 2.0 x 0.109 RH round 7/8 W3 , 1 ' 0.00 6183.57 2,017.03 2,787.92 2.0 x 0.109 10 = 1 x 1 x .109 W4 1 1,096.88 6,183.57 0.00 3,915.77 2.0 x 0.109 10 = 1 x 1 x .109 W4 I 1 1,096.88 6,183.57 0.00 3.915,77 2.0 x 0.109 10 = 1 x i x .109 W3 ] 1 0.00 6,183.57 2,017.03 2.787,92 2.0 x 0.109 10 = 1 x 1 x .109 W2 1 3244.18 18,039.61 0.00 5,072.90 2.0 x 0.109 RH round 7/8 V2 1 1 01 6,183.57 1,311 4,479.72 2.0x0.109 10=1 x x.109 Job Number Job Name: 97-0377 CARLSBAD LOT 41 - ME Location: LUUIJJ). CARLSBAD, CA Geometry .. ....... . ............. ...I319198 i8LH798I48Ô . ?' -' TI I Base Length: 12-2 3/4 Working Length: 111-103/4 I Joist Depth: 118.00 I Efective Depth: LL7.04 TB Panel Length: 12 @ 4-0 I Shape: Parallel Chords S Variable Left End Right End . . BC Panel 3-0 3-0 14-i 3/8 TC Panel 2-0 2-0 First Half 1-1 3/8 1-1 3/8 First Diag. 4-1 3/8 Depth 18.00 118.00 Loads Uniform Load I 798.00 Live Load 480.001 Concentrated Load TC@6-13/8 500.0011 Additional Shear in Webs 250.00! TO Axial Load 4,600.00! Stress Analysis lUniform TC: Uniform BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 798.00 1 0.01 4,996.44 1 4,996.44 1,249.11 11,692.40 9,513.53 Member TO Tension ITC Compresioni BC Tension IBC Compresionl Web Tension Web Comp. Web Length PP Dist W2 0.001 9,833.591 o.00l 0:00 10,078.26 0.00 38.03 0-2 V1S 0.00 .9,001.451 0.001 0.001 0.00 1,981.69 20.84 2-0 W3 0.00i 9,001.451 9,513.53 0.00 0.00 3,737.41 21.66 3-0 W4 0.001 11,692.401 9,513.53 0.00 2,242.38 0.00 29.43 4-1 3/8 W4 0.00! 11,692.401 9,513.53 0.00 2,242.38 0.00 29.43 6-1 3/8 W3 0.001 9,001.451 9,513.53 0.00 0.00 3,737.41 21.66 8-1 3/8 V1S 0.001 9,001.45 0.00 0.00 0.00 1,981.69 20.84 10-23/4 W2 0.001 9,833.591 0.001 0.00 10,078.26 0.00 38.0319-2 3/4 Standard Verticals Member Position I Max Tension 1 Max Comp. I Length I I V2 Interior 0.00! 2,150.95! 17.04! Chord Pronerties - Job Number 97-0377 Location: CA ,.MATERIAL T Job Name. CARLSBAD LOT 41 - MEZZANINE Joist Description: Long Span 18LH798I480 ." . 319198 Mark 114 Chord Area Rx Rz. Ryy Y I I Q Material IC 0.4844 0.6262 0.3975 12195 0.5464 0.1900 0.8343 202x2x.125 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1 C = 1 1/2 x 1 1/2x.1 13 Axial and Bending Analysis Bending Load: Fy: Fb:. Mom of Inertia: LL 450: TL 240: Max Bnda TC: Max &idg BC: 798.00 50,000.00 30,000.00 113.42 2,013.77 3,775.82 1 17-3 1/4 1 20-6 718 Top Chord Check End Panel LE First Panel LE 1 Interior Panel First Panel RE End Panel RE jGap Between Choids: Length 22.00 25.381 24.00 25.38 22.00 Bending Load 798.00 798.001 0.00 798.00 798.00 Max Load Fillers TC: 22,183.57 Axial Load 9,833.59 9001.45 11,692.40 9,001.45 9,833.59 Max Load no Fillers TC: la 10,150.80 9,291.821 12,069.571 9,291.82 10,150.80 20,722.66 Maximum K Ur 55.34 63.83 1 P30.191 63.83 5534 Min Weld Len 2X: Fa 20,243.88 19,192.831 22,899.171 19,192.83 20,243.88 0.5000 Fe I 120,998.85 - 90,952.471 180,751.361 90952.47 120,998.85 BC Stress: Cm 0.9748 0.9694 0.97331 0.9694 0.9748 14,580.98 IC Panel Point Moment 3845.12 3845.28! o.00T 3845.28 3845.12 117.0608 Mid Panel Moment 2330.371 1771.531 0.001 1771.531 2330.37 BCURz: Panel Point lb 14712.151 14712.791 0.001 14712.79 14712.15 125.8839 Mid Panel lb 3351.39 2547.711 0.00 2547.71 3351.39 Fillers 0 01 01 0 0 Panel Point Stress 24862.95 24,004.601 12,069.57F- 2,069.57 I 24,004.60 24,862.95 Mid Panel Stress 0.6439 0.59401 0.52711 0.59401 0.6439 Web Desion Member Qty Web Tension Jlow Tension f Web Camp Allow Camp Weld Material W2 1 10,078.261 18,039.611 0.00 2,673.94 2.0 x 0.339 RH = round 7/8 W3 1 0.001 8,906.251 3737.41 3,960.55 2.0 x 0.125 18 = 11/4 x 1 1/4 x.125 W4 1 2,242.381 6,183.571 0.00 2,431.06 2.0 x 0.109 10 = 1 x i x.109 W4 1 2,242.381 6,183.57 0.00 2,431.06 2.0 x 0.109 10 = 1 x 1 X.109 W3 1 0.001 8,906.25 3,737.41 3,960.55 2.0 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W2 1 10,078.26 18039.61 0.00 2,673.94 2.0 x 0.339 RH = round 7/8 Vi 1 0 6,183.57 1,982 3,932.46 2.0 x 0.109 10 = 1 x 1 x.109 V2 1 0 6,183.571 2,151 4,497.94 2.0 x 0.109 10 = 1 x 1 x.109 - -' .. ..: , RSTRE Job Number Job Name: . -':. - •, ".•2- Date Run:' — 97-0377 ]CARLSBAD LOT 41 -MEZZANINE _..'-... , ., , .1 319198 Location: ' ''.. Joist Description:, . ;.',:ç'",:.' ' Mark., 'U'• CARLSBAD, CA 1 Lohjtpin-16LH798/486- T15 Geometry Base Length: 8-10 1(2 Working Length: 8-6 112 Joist Depth: 18.00 Elective Depth: 17.04 BC Pane! Length: 1 @-° Shape: Parallel Chords Variable Left End Right End BC Panel 3-0 TC Panel 2-0 2-0 First Half 3-0 1-5 First Diag. 1?4 4-51/4 Depth 118.00 Loads Uniform Load 798.00! Live Load ' 480,001 Concentrated Load TC @ 4-5 1/4 ' TO Axial Load - Stress Analysis 500.00 Additional Shear in Webs 4600.001 260.001 Uniform TC: 798.00 Uniform BC: 0.00 Reaction LE: 3,658.13 Reaction RE: 3,658.13 Minimum Shear: 914.53 Max TC Comp.: 6,930.25 Max BC Tension 5,878.20 Member TC Tension ITC Compresion BC Tension IBC Compresionl Web Tension Web Camp. Web Length PP Dist W2 0.001 7,830.451 0.001 0.00 7,090.88 0.00 38.03 0-2 V1 S_ 0.001 .6,930.25 0.00 0.00 0.00 2,113.54 20.84 2-0 W3 0,001 6,930.25 5,878.20 0.00 0.00 2,095.59 24.24 3-0 W3 0.001 6,930.25 5,878.20 0.00 0.00 2,095.59 24.2414-5 1/4 V1S 0.001 6,930.25 0.00 0.00 -0.00 2,113.54 20.8416-10 1/2 W2 0.001 7,830.451 0.001 0.00 7,090.88 0.001 38.0315-10 1/2 StandardVerticals I Member _Posithn I_MaxTension V2 Interior I 0.00_0.00_0.00 _MaxComp. _Length - 1 - ( - . ..-... ..: .. - . MATERIAL Esji J Job Number Job Name: Dt 97-0377 CARLSBAD LOT 41 - MEZZANINE ..... . •. 3/9/98 T (Th Location: . Joist Description...... . .... . M3J1c 'ü CARLSBAD, CA - Long Span 18LH7981480 Chord Prooerties Chord Area Rx Rz yy Y I Q Matenal IC 0.4844 0.6262 0.3975 2195 E R 0.5464 0.1900. 0.8343 202x2x.125 BC 0.3262 0.4669 0.2969 0289 0.4168 I 0.0711 0.9204 1C = 1 1/2x 1 112x.113 Axial and Bending Analysis Bending Load: Fy: Fb: . Mom of Inertia: LL 4.50: TL. 240: Max Bridg TCr Max Bsidg BC: 798.00 50,000.00 30,000.00 113.42 5,439.60 10,199.24 17-31/4 20-6 718 Top Chord Check [ End Panel LE First Panel LE I Interior Panel I First Panel RE End Panel RE Gap Between Chords: Length 22.00 29.251 29.251 29.25 22.00: 1.00 798.00 TC: Bending Load 798.00 - 798.001 - Axial Load 7,830.45 - 6,930.251 11,488.51 7,830.45 . Max Load Fillers it: no ía . 8,083.05 - 7,153.81 - 8,083.05 11,488.51 55.34 Min Weld Len 2X: Maximum K Ur 55.34 - 36.79 - Fa 20,243.88 - 22,272.13 - 20,243.88 0.5000 Fe 120,998.85 - 121689.28 - 120,998.85. BC Stress: 0:9800 9,009.26 4408.77 84.0541 2120.82 BCL/Rz Cm 0.9800 - 0.9765 - Panel Point Moment 4408771 4741.24 - Mid Panel Moment 2120.82 - 2370.62. - Panel Pointfb 16868.781 18140.89 - 16868.78' 116.2005 Mid Panel fb 1 3050.03 - 3409.281 - 3050.03; 0 Fillers oj - 01 - Panel Point Stress 24,951.83 - 25,294.70j - 24,951.83 0.5273; Mid Panel Stress 0.5273 - 0.46251 - Web Desian Member Qty Web Tension Allow Tension Web Comp I Allow Comp Weld Material W2 1 7090.88 18,039.61 cool 2.67394 2.0 x 0.239 RH = round 7/8 W3 1 0.00 7,818.57 2,095.591 2.79492 2.0x0.109 15 = 1 1/4x 1 1/4x.109 W3 1 0.00 7,818.57 2,095.59 2.7G4-921 2.0 x 0.109 15 1 1/4 x 1 1/4 x.109 W2 1 7,090.88 18,039.611 0.001 2.673.941 2.0 x 0.239 RH = round 7/8 Vi 1 1 01 6,183.571 2,1141 3.932.461 2.0x0.109 10=1 xi x.109 - - - STRESS ANALYSIS I Job Number: Job Name: Date Au B 97-0377 CARLSBAD LOT 41 - MEZZANINE . 3/9198 Location: - Joist Description: Maric.' RLSBAD, CA Long Spin 18LH7981480 116 nmtry Ea Length: 114 Working Lengths 19-41/4 Joist Depth: 18.00 Efective Depths 17.01 BC Panel Length: 4 @ 4-0 Shapes Parallel Chords Variable Left End I Right End BC Panel 3-0 3-0 TC Panel 2-0 12-0 10 18 First Half 0-101/8 First Diag. 13-101/8 3-10 1/8 Depth 118.00 118.00 I Loads lUniform Load I 798.001 Live Load . 480.001 Concentrated Load TC @ 9-10 1/8 500.001 Additional Shear in Webs 250.001 IC Axial Load 4,600.001 Stress Analysis Uniform TC: [_798.00 Uniform BC. 0.00 Reaction LE. 7,972.31 Reaction RE: 7,972.31 Minimum Shear: 1,993.08 Max TC Comp 1 28,070.75 Max BC Tension 26,591.86 Member IC Tension TC Compresionj BC Tension IBBC Compresion Web Tension Web Comp. Web Length PP Dist. 1 W2 0.001 14,475.401 0.001 0.00 16,744.21 0.00 38.02 0-2 V1S 0.001 13,530.15 0.001 0.00 0.00 1,935.95 20.81 2-0 W3 0.001 13,530.15 16,877.451 0.00 0.00 7,010.31 19.79 3-0 W4 0.001 22,860.76 16"877.451 0.00 7,765.71 0.00 29.42 3-101/8 W5 0.001 22,860.76 26,591.861 0.00 0.00 5,005.34 29.42 5-101/8 W6 0.001 28,070.751 26,591.86 0.00 3,447.14 0.00 . 29.42 7-101/8 W6 0.001 28,070.751 26,591.86 0.00 3,447.14 0.00 29.42 9-101/8 W5 0.001 22,860.761 26,591.86 0.00 0.00 5,005.34 29.42 11-101/8 W4 0.001 22,860.761 16,877.45 0.00 7,765.71 0.00 29.42 13-101/8 W3 0.001 13,530.151 16,877.45 0.00 0.00 7,010.31 19.79 15-101/8 V1S 0.00 13,530.151 0.001 0.00 0.00 1,935.95 20.81 17-81/4 W2 0.00 14,475.401 0.001 0.001 16,744.21 0.001 38.02 16-81/4 Standard Verticals Member Position j Max Tension I Max Comp. I Length L V2 I Interior 0.001 2,236.351 17.01 S MATERIAL6'ESIGN = Job Number Job Name: 97-0377 CARLSBAD LOT 41 - MEZZANINE Location: Joist Description: CARLSBAD, CA Long Span 18LH798/480 I- •, Date Rwi: 319198 I Chord Pronerties Chord Area Rx Rz Ryy Y I Q Material TC 0.6254 0.6208 0.3951 1.2286 0.5603 0.2410 0.9522 123=2x2x.163 BC 0.4437 0.4609 0.2946 1.0401 0.4324 0.0942 1.0000 1 = 1 1/2x 1 1/2x.156 Axial and Bending Analysis Bending Load: Fy: 1 50,000.00 Fb: . Mom of Inertia: 1150.48 LL 450: TL 240: Max Bridg TC: Max Sridg BC: 798.00 . 30,000.00 620.37 1,163.20 1 17-47/8 1 20-9518 Top Chord Check End Panel LE First Panel LE I Interior Panel I First Panel RE End Panel RE j Gap Between Chords: 22.00 1.00 Length 22.00 22.13' 24.001 22.13 Bending Load 798.00 - 0.00 - 798.00 Max Load Fillers TC: Axial Load 14475.40 28,070.75 32,393.71 14 475.40 - - Max Load no Fillers TC: fa 11,572.34 - 22,441.13 - 11,572.34 30,004.39 Maximum K Ur 55.681 30.37 - 55.68 Min Weld Len 2X: Fa 22,530.031 I 25,897.11 - 22,530.03 0.5000 Fe 118,890.26 - 177,601.501 - 118,890.26 BC Stress: Cm 0.9708 - 0.94951 - 29,968.47 0.9708 TC OALIRyy: 3349.61 189.0345 Panel Point Moment 3349.61 - 0.001 ! Mid Panel Moment 2522.74 - 0.00 - 2522.74 BC LJRz: Panel Pointfb ' 10005.271 0.00 - 10005.27 .162.9356 Mid Panel fb I 2932.32 - 0.001 2932.32 0 Fillers 0 0 - 21,577.61f Panel Point Stress I 21,577.61 - I 22,441.131 - Mid Panel Stress 0.6240 - 0.86651 - 0.6240 Web Desian Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld I Material W2 1 16.74421 23,561.94 0.001 4,564.79 2.0 x 0.564 IRM = round 1 W3 1 0.00 11,848.68 7,010.311 7.463.32 3.4 x 0.138 1 1G 11/2 x 11/2 x.138 W4 1 7.76571 7,818.57 0.001 4.39861 4.8 x 0.109 115 = 1 1/4 x 1 1/4 x.109 W5 1 0.00 8,906.25 5,005.341 5,042.53 2.7 x 0.125 118 = 1 1/4 x 1 1/4 x.125 W6 I 1 3,447.14 6,183.57 0.00 2,433.88 2.1 x 0.109 110 = 1 x 1 x.109 W6 1 3,447.14 6,183.57 0.001 2,433.88 2.1 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 8,906.25 5,005.34 5,042.53 2.7 x 0.125 18 =1 1/4 x 1 1/4 x.125 W4 1 7,765.71 7,818.57 0.00 4,398.61 4.8 x 0.109 15 = 11/4 x 11/4 x.1 09 W3 1 . 0.00 11,848.68 7,010.31 7.463.32 3.4x0.138 1G =1 1/2x 1 1/2x.138 W2 1 16.74421 23,561.94 0.00 4,564.79 2.0x0.564 RM= round l 1 0 6,183.57 1.9361 3,936.25 2.0 x 0.109 I'io = 1 x x.109 V2 1 0 6,183.57 1,7361 4,502.08 2.0 x 0.109 j 10 = 1 x 1 x .109 A. - -ANAC1S) J Job Number Job Name - -Da 97-0377 CARLSBAD LOT 41 MEZZANINE 3/9198 Location: 4 -. Joist Cescnption: CARLSBAD, CA Long Span 18LH7981480 r-': T17. Geometry Base Length: 112-5 1/4 Working Length. 112-1 1/4 Joist DepTh: . 18.00 I Efective Depth: 117.00 I BC Panel Length: 2 @ 4-0 Shape: Parallel Chords . Variable Left End I Right End BC Panel 3-0 3-0 14-25/8 TC Panel 2-0 2-0 First Half 1-25/8 1-2 5/8 First Diag. 14-25/8 Depth 18.00 118.00 Loads Uniform Load 798.00ljLive Load .1 480.001 Concentrated Load TC @6-25/8 500.001lAdditional Shear in Webs 250.001 TC Axial Load I 38900.001 Stress Analysis Uniform TC: Uniform BC: T5, tion LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 798.00 0.00 9.56 5,079.56 1,269.89 37,714.10 9,905.76 Member TC Tension ITC Compresioni BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 0.001 35697.881 0.001 0.001 10282.57 0.00 38.01 0-2 V1S 0.001 34,841.831 0.001 0.001 0.00 2,036.01 20.81 2-0 W3 0.001 34,841.831 9,905.76 0.001 0.00 3,932.90 . 22.42 3-0 W4 0.001 37,714.101 9,905.76 0.00 2,245.79 0.00 29.41 4-25/8 W4 - 0.001 37,714.101 9,905.76 0.00 2,245.79 0.00 29.41 6-25/8 W3 0.001 34,841.831 9,905.76 0.00 0.00 3,932.90 22.42 8-25/8 V1S 0.001 34,841.831 0.00 0.00 0.00 2,036.01 20.81 10-51/4 W2 0.001 35,697.881 0.00 0.001 10,282.571 0.00 38.01 9-51/4 Standard Verticals F Member Position Max Tension 1 Max Camp. I Length I V2 I Interior 0.001 2,152.931 17.00 -- MATERIALDEsIGN J Number Job Name: 97-0377 CARLSBAD LOT 41 - MEZZANINE 1P CARLSBAD, CA Location Jost Description: Chord Pronerhes fMa j Chord Area Rx Rz Ryy Y I Q Material TC 0.8742 0.6113 0.3918 1.2455 0.5852 0.3266' 1 1.0000 28 = 2 x 2 x.232 0.4669 0.2969 1 1.0289 '0.4168 0.0711 1 0.9204 1C = 1 1/2x 1 1/2x.113 - Pb: Mom of Inertia: IL 450: TL 2.: Max Bridg TC: Max Bridg BC: 30,000.00 137.68 2,320.39 4,350.74 1 17-7314 1 20-67/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE 11 Gap Between Chords: 22.00 '1.00 798.00 Max Load Fillers TC: Length 22.00 26.63 24.00 26.63 Bending Load 798.00 798.00 0.00 758.00 Axial Load 35,697.88 34,841.83 37,714.10 34.841,83 35,697.88 -47,336.04 Max Load no Filters TC: fa 20,418.01 19,928.38 21,571.23 19,928.38 20,418,01 43,656.80 56.15 'Min Weld Len 2X: 23,363.22 0.5000 Maximum KLJr 56.15 43.56 ' 30.63 43.56 Fa 23,363.22 25,323.081 27,074.66 25,323.08 Fe 115,286.46 78,712.631 172.218,05 78.712,63 115,286.46 8 Stress: 1Cm 1 0.9469 0.92401 0.9499 0.9240 0.9469 15,182.12 4070.16 TC OALIRyy: 116.6170 2245.52 'BCL/Rz: Panel Point Moment 4070.16 4070.621 0.00 4070.62 Mid Panel Moment 2245.52 2077.161 0.00 2077,16 Panel Pointfb 8814.56 8815.571 0.001 8815.57 8814.56 '130.0940 IMid Panel lb ' 2011.55 1860.73 0.00 1860.73 2011,55 Fillers 0 1 0 1 0. 29,232.57 0,9511, Panel Point Stress 29,232.57 28,743.95 21,571.23 28.743.95 LMid Panel Stress 0.9511 0.8637 0.7967 0.637 Web Desiqn Member Qty Web Tension Allow Tension Web Comp I Allow Comp Weld Material W2 1 10,282.57 18,039.611 0.001 2,676.391 2.0 x 0.346 1 RH = round 7/8 W3 1 0.00 9,786.93 3.932.901 5,280.801 2.3x0.113 1 1C= 1 1/2x 1 1/2x.113 W4 1 2,245.79 6,183.57 0.001 2,434.771 2.0 x 0.109 10 = 1 x 1 x.109 W4 1 2.245,79 6,183.57 0.001 2,434.771 2.0x0.109 10=1 1 x.109 W3 1 0.00 9,786.93 3,932.90 5,280.801 2.3x0.113 1C = 1 1/2x 1 1/2x.113 W2 1 10,282.57 18,039.61 0.00 2,676.39 2,0 x 0.346 RH round 7/8 Vi 1 0 6,183.57 2,036 3,937.45 2,0 x 0.109 10 = 1 x 1 x.109 V2 1 0 6,183.57 2,153 4,503.39 2.0 x 0.109 10 = 1 x 1 X.109 BC 0.3262 Axial and Bending AnaIysi Bending Load: Fy: 798.00 50,000.00 I! - . .. - . STRESS ANALYSIS --I 4-r Job Number: Job Name: DateRt,,i -- 97-0377 CARLSBAD LOT 41 -MEZZANINE .. 00 319/98 Location: Joist Deséription: :. Ma#c CARLSBAD, CA Long Span 18LH7981480 T18 Geometry Base Length: 3/4 Working Length: 119-0 3/4 I Joist Depth: 18.00 Efectrie Depth: 17.01 BC Pane! Length: 4 @ 4-0 Shape: Parallel Chords 0 Variable Left End Right End BC Panel 3-0 3-0 TC Panel 2-0 2-0 First Half 0-83/8 0-83/8 First Diag. 3-83/8 3-83/8 lDepth 11800 118.00 Loads Uniform Load 798.00 Live Load . 480.001 Concentrated Load TC @ 9-8 3/8 500.0011'Additional Shear in Webs 250.00 TC Axial Load 4,600.001 Stress Analysis Uniform TC: 798.00 Uniform BC: 0.00 Reaction LE: 7,855.94 Reaction RE: 1 7,855.94 Minimum Shear: 1,963.98 Max TC Comp.: 27,256.41 Max BC Tension 25,777.52 Member IC Tension ITC Compresion BC Tension IBC Compresion' Web Tension I Web Comp. Web Length PP Dist W2 0.001 14.242.751 0.001 0.00 j 16,484.07 0.00 38.02 0-2 V1S 0.001 13,386.46 0.00 0.00 0.00 1,860.67 20.81 2-0 W3 0.00 13,386.46 16,063.111 0.00 0.00 6,649.54 18.96 3-0 W4 0.00 22,046.42 16,063.111 0.00 7,765.71 0.00 29.42 3-83/8 W5 0.00 22,046.42 25,777.521 0.00 0.90 5,005.34 29.42 5-83/8 W6 0.00 27,256.41 25,777.52 0.00 3,396.82 0.000 29.42 7-83/8 W6 0.00 27,256.41 25,777.521 0.00 3,396.82 0.00 29.42 9-83/8 W5 0.00 22,046.42 25.777.521 0.00 0.00 5,005.34 29.42 11-83/8 W4 0.001 22,046.42 - 16,063.111 16,063.111 0.00 0.00 7,765.71 0.001 0.00 6,649.54 29.42 18.96 13-83/8 15-83/8 W3 0.001 13,386.461 V1S 0.001 13,386.461 0.001 0.00 0.001 1,860.67 20.81 17-4'3/4 - W2 0.001 14,242.751 0.001 0.00 16,484.07 0.00 38.02 16-43/4 Standard Verticals Member Position I Max Tension I Max Comp. Length V2 Interior I 0.001 2,232.281 17.01 11 Chnrd Prnnertie MATERIAL DESIGN Job Number Job Name: 197-0377 CARLSBAD LOT 41 - MEZZANINE 171mm Location: . Joist Description: [çARLSBAD, CA Long Span 18LH798/480 31 98 TI 8 Chord Area Rx Rz Ryy Y I I J 0 Material L TC 0.6254 0.6208 0.3951 1.2286 1 0.5603 I 0.2410 I 0.9522 23 = 2 x 2 x,163 BC 0.4437 0.4609 0.2946 1.0401 0.4324 I 0.0942 1.0000 1J = 1 1/2x 1 1/2x.156 Axial and Bending Analysis lSending Load: : 75'10 ,000.00 I Pb:. 30,000.00 IMOm of!neitia: 150.48 Max Bridg BC:798.00 LL 450: 649.29 TL 240: 11,217.42 I Max Bridg TC: 117-4 7/8 1 20-9 5/8 I Top Chord Check End Panel LE I First Panel LE 1 Interior Panel I First Panel RE End Panel RE I IGap Between Chords: 22.00111.00 Length 22.001 20.38 24.001 20.38 Bending Load 798.00 - 0.001 - 798.00 Max Load Fillers TC: Axial Load fa 14,242.75 11,386.35 - .27,256.411 - , 21,790.11 - 32,393.71 14.242.75 Max Load no Fillers TC: 11386.35' 30,004.39 5 5.6 8 Min Weld Len 2X: Maximum K Ur 55.68 - 30.371 - Fa 22,530.03 - , 25,897.111 - 22,530.03;0.5000 Fe 118,890.26 - 177,601.501 - 118,890.261 BC Stress: 0.97131 29,050.72 Cm . 0.9713 - 0.95091 - Panel Point Moment Mid Panel Moment 3137.321 2607.491 - 0.001 - o.00l - - TCOAURyy: 3137321 186.1857 2607491 !BCURz: Panel Pointfb 9371.161 - 0.001 - 9371.16 162.9356 Mid Panel fb 3030.841 - 0.001 - 3030.84! Fillers 01 - 01 - 20,757.51! 06194! IPanel Point Stress 20,757.511 21,790.111 - [Mid Panel Stress - -.0.61941 0.84141 - Web Desian Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 1 16,484.07 23,561.941 0.001 4.564.791 2.0 x 0.555 RM = round 1 W3 1 0.00 10,781.251 6,649.541 6,884.03 3.6x0,125 1E= 1 1/2x 1 1/2x.125 W4 1 [ 7,765.71. 7,818.57 0.001 4.39861 4.8 x 0.109 115 = 1 1/4 x 1 1/4 x.109 W5 1 0.00 8,906.25 5,005.34 5,042.53 2.7 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W6 1 3,396.82 6,183.57 0.00 2,433.88 2.1 x 0.109 10 = 1 x 1 X.109 W6 1 3,396.82 6,183.57 0.00 2,433.88 2.1 x 0.109 10 = 1 x 1 x .109 W5 1 0.00 8,906.25 5,005.34 5,042.53 2.7 x 0.125 118 = 1 1/4 x 1 1/4 x.125 W4 1 7,765.71 7,818,57 0.0014,398.61 4.8x0.109 15 = 1 1/4x 1 1/4x.109 W3 1 0.00 10,781.25 6,649.541 6,884.03 3.6 x 0.125 1E = 1 1/2 x 1 1/2 x.125 W2 1 16,484.07 23,561.94 0.001 4,564.79 2.0 x 0,555 RM = round 1 Vi 1 01 6,183.57 1,8611 3,936.25 2.0 x 0.109 10 = 1 x 1 X.109 V2 1 01 6,183.57 1,732} 4,502.081 2.0 x 0.109 10 = 1 x 1 x.109 Job Number Job Name: 97-0377 ICARLSBAD' LOT 41.- MEZZANINE .. Location: - Joist Description: '''• CARLSBAD, CA Long Span 18LH798148( Geometry te 19/98 19 Base Length: 194 3/4 Working Length: 119-0314 Joist Depth: 18.00 Efective Depth: 117.01 BC Panel Length: 14 @ 4-0 I Shape: Parallel Chords Variable Left End Right End BC Panel 3-0 3-0 TC Panel 2-0 2-0 [First Half 0-83/8 0-8 3/8 First Diag. 3-83/8 -83/8 Depth 18.00 118.00 Loads [Jiiform Load 798.0011 Live Load . 480.061 Concentrated Load TO @ 9-8 3/8 500.00llAdditional Shear in Webs 250.00 TC Axial Load 4600.001 Stress Analysis Uniform TC: 798.00 Uniform BC: 0.00 Reaction LE: 1 7,855.94 Reaction RE: 17,855.94 Minimum Shear 1,963.98 Max TC Comp.: 27,256.41 Max BC Tension 1 25,777.52 Member I IC Tension ITC Compresionl BC Tension IBC Compresion' Web Tension Web Comp. 'Web Length PP Dist. W2 0.001 14,242.751 0.00 0.00 16484.07 0.00 38.02 0-2 V1S 0.001 1.3,386.461 0.00 0.00 0.00 1,860.67 20.81 2-0 W3 - 0.001 13,386.46 16,063.11 0.00 0.00 6,649.54 18.96 3-0 W4 0.001 22,046.42 16063.11 0.00 7,765.71 0.00 29.42 3-83/8 W5 0.001 22,046.42 25,777.521 0.00 0.00 5,005.34 29.42 5-83/8 W6 0.00 27,256.41 25,777.52 0.00 3,396.82 0.00 29.42 7-83/8 W6 0.00 27,256.41 25,777.52 0.00 3,396.82 0.00 29.42 9-83/8 W5 0.00 22,046.42 25,777.52 . 0.00 0.00 5,005.34 29.42 11-83/8 W4 I 0.00122,046.42 16,063.11 0.00 7765.71 0.00 29.42 13-83/8 W3 0.001 13,386.4 16,063.11 0.00 0.00 6,649.54 18.96 15-83/8 V1S 0.001 13,386.461 0.001 0.00 0.00 1,860.67 20.81 17-43/4 W2 0.001_14,242.751 0.00 0.001 16484.07 0.001_38.02,16-4 3/4 Standard Verticals I Member Position Max Tension I Max Comp. Length I V2 Inte rior 0.00 2,232.28 17.01 - - -i -.'-- ----- -. ...-... ....... ...Ur MATERIAL DESIGN - 97-0377 CARLSBAD LOT 41 MEZZANINE 319198 i'' J Job Number Job Name.- Location: . Joist Description: CARLSBAD, CA Long Span 18LH7981480 Chord Properties . Chord Area Rx Rz. Ryy Y I Q Material TC 0.6254 0.6208 0.3951 1.2286 0.5603 0.2410. 0.9522 23 = 2 x 2 x .163 BC 0.4437 0.4609 0.2946 1.0401 0.4324 0.0942 1.0000 1J = 1 1/2x 1 1/2x.156 Axial and Bending Analysis Bending Load: 798.00 Fy: 50,000.00 Fb: . 30,000.00 Mom of Inertia: 150.48 Li 450: 649.29 TL 240: 1,217.42 Max Bridg TC: 17-4 7/8 Max Bndg BC: 20-9 518 Top Chord Check j End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I Gap Between Chords: 22.00 798.00. Max Load Fillers TC: 32 393.71 Length 22.00 20.38 24.00 20.38 Bending Load 798.00 - 0.001 - Axial Load 14,242.75 - 27,256.41 - 14,242.75 Max Load no Fillers TO: Ea 11,386.35 - . 21,790.11 - 11, 386.35 i 30,004.39 Maximum KL/r 55.68 - 30.37 - 55.68 Min Weld Len 2X: 22,530•03H0 5000 Fa 22,530.03 - 25,897.11 - Fe 118,890.26 - 177601.501 - ii8.8gO.26HBcstress: Cm 0.9713 - O.9509j - 0.9713 29,050.72 Panel Point Moment 3137.32 - 0.00 - 3137.32 TCOALJRyy. 186.1857 Mid Panel Moment 2607.49 - 0.00 - 2607.49. BC URz 9371.16:162.9356 Panel Pointfb 9371.16 - 0.001 - Mid Panel fb 3030.84 - 0.00 - 3030.84 ow - Fillers . 0 - 0 - Panel Point Stress 20,757.51 - 21,790.111 - 20,757.51 LMid Panel Stress 0.6194 - 0.84141 - 0.6194, Web Design [,Member Qty Web Tension Allow Tension Web Comp I Allow Comp Weld f Material W2 1 16,484.07 23,561.94 0.001 4,564.79 2.0x0.555 1 R = round 1 W3 1 0.00 10,781.25 6,649.541 6,884.03 3.6x0.125 1E 1 1/2x 1 1/2x.125 W4 1 7,765.71 7.818,57 0.001 4,398.61 4.8x0.109 115 = 1 1/4x 1 1/4 x.109 W5 1 0.00 8,906,25 5.005.341 5,042.53 2.7 x 0.125 118 = 1 1/4 x 1 1/4 x.125 W6 1, 3,396.82 6,183.57 0.00 2,433.88 2.1 x0.109 110 xi x.109 I W6 1 3,396.82 6,183.57 0.00 2,433.88 2.1 x 0.109 110 =1 x 1 x .109 W5 1 0.00 8,906.25 5,005.34 5,042.53 2.7 x 0.125 118 = 1 1/4 x 1 1/4 x.125 W4 1 7,765.71 7.818,57 0.00 4,398.61 4.8 x 0.109 15 = 1 1/4 x 1114 x.109 I W3 1 0.00 10,781,25 6,649.54 6,884.03 3.6 x 0.125 1E = 1 1/2 x 1 1/2 x. 125 I W2 1 16,484.07 23,561.94 0.001 4,564.79 2.0 x 0.555 IRM round 1 Vi 1 0 6,183.57 1,8611 3,936.25 2.0 x 0.109 !,io = 1 x i x.109 I V2 1 01 6,183.571 1,7321 4,502.081 2.0x0.109 10= 1xi x.109 : STRESS-ANALYSIS42 Job Number Job Name: . . . '. . 97-0377 CARLSBAD LOT 41 - MEZZANINE Location: -. Joist Description: .. =U' CARLSBAD, CA - Long Span 18LH798/480 Geometry Base Length: 5-2 Working Length: 1 4-10 Joist Depth: . 118.00 I Efective Depth: 17.17 I BC Panel Length: 12 @ 2 Shape: Parallel Chords Variable Left End I Right End 118.00 BC Panel 1-0 1-0 TO Panel 1-0 1-0 First Half 0-7 0-7 First Diag. 1-7 11-7 Depth 18.00 Loads Uniform Load -I 798.001 Live Load . 480.00 Concentrated Load IC @ 2-7 I 500.001 Additional Shear in Webs 250.00 IC Axial Load 4600.001 Stress Analysis Uniform TC: 798.00 Uniform BC: 0.00 Reaction LE: 12,178.50 Reaction RE: 1 2,178.50 Minimum Shear 544.63 Max TC Comp.: 14,988.47 Max BC Tension 1 1,597.62 Member TC Tension 1TC compresionj BC Tension IBC Compresion Web Tension Web Comp. jWeb Length PP Dist. W2 0.001 4,256.521 0.001 0.001 2,425.70 0.001 19.87 0-2 W3 0.0011 4,256.521 1,597.621 0.00 0.00 1,653.12 18.54 1-0 W4 0.001 4,988.471 1,597.621 0.00 1,096.88 0.00 20.94 1-7 . HW4 0.001 4,988.471 1,597.621 0.00 1,096.88 0.00 20.94 2-7 W3 0.001 4,256.521 1,597.621 0.00 0.00 1,653.12 18.54 3-7 W2 0.001 4,256.521 0.001 0.00 2,425.70 0.001 19.87 4-2 Standard Verticals Member Position 1 Max Tension I Max Comp. Length1 Vi End Panel - 0.001 575.511 17.171 V2 Interior 0.001 1,308.261 17.17 , . . -: BC 0.3262 Axial and Bending AnaIysi Bending Load: Fy: 798.00 150,000.00 Top Chord Check Length [nding Load Axial Load fa Maximum K Ur Fa Fe Cm Panel Point Moment Mid Panel Moment Panel Pointfb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Desian Chord Area Rx Rz Ryy Y I Q Material TC 0.3262 0.4669 0.2969 1:0289 0.4168 0.0711. 0.9204 1C = 1 1/2x 1 1/2x.113 0.4669 0.2969 1.0289 0.4168 I 0.0711 0.9204 1C = 1 1/2x 1 112 x.113 Fb: j30,000.00 Mom of Ineitia: 96.28 LL 450: 25,484.35 I 71 240: 147,783.15 I Max Bridg TC: 114-67/8 Max Bridg BC: I 20-67/8 End Panel LE First Panel LE I Interior Panel I First Panel RE I End Panel RE Gap Between Chords: 10.00 1.00 10.00 7.001 12.00' 7.001 798.00 - 0.001 798.00 Max Load Fillers TC: 16,034.90 4,256.52 Fillers M 4,256.52 - 4,988.47 - 6,523.78 - 7,645.611 Wax Load no TC: 6,523.78 16,374.17 33.68 - . 34.991 33.68 Min Weld Len 2X: 0.5000 24,724.72 24,724.721 24,575.99 - 325,515.65 - 401,871.171 325,515.65 BC Stress: 2,448.60 0.9940 0.9940 - 0.9924 - 547.80 - 0.00 - 547.80 TCOALJRyy: 579.91 - 0.001 56.3733 579.91 BC LJRz: 4172.04 - 0.001 4172.04 63.9945 1699.56 - 0.001 1699.56 0 10,695.82 0.3263 0 - 0 i- 10,695.82 - 7,645.611 0.32631 0.31111 II Chord Pronrtis Job Number 97-0377 Location: CARLSBAD, CA ;::•- ... - . --ee.'-. MATERIAL DESIGN Job Name: '• :-. •- . ••• ::• CARLS BAD LOT 41 - MEZZANINE .• . . .131915 Joist Description: . • • Long Span 18LH7981480 Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 1 2425.70 18,039.61 0.00 9,070.95 2.0 x 0.082 RH = round 7/8 W3 1 0.00 6,183.57 1,653.12 2,393.54 2.0x0.109 10 lxix .109 W4 1 1,096.88 6,183.57 0.00 3.91577 2.0x0.109 10 = ix lx .109 W4 1 1,096.88 6,183.57 0.00 3,915.77 2.0x0.109 10 = lxix .109 W3 1 0.00 6,183.57 1,653.12 2,393.54 2.0x0.109 10 = lxix .109 W2 1 2.42570 18,039.61 0'.009,070.95 2.0 x 0.082 RH = round 7/8 Vi 1 0 6,183.57 576 4,479.72 2.0x0.109 10 = lxix .109 V2 1 1 01 6,183.571 1,3081 4,479.72 2.0x0.109 10 = 1 x x.109 - -:-' -'•-•.- •.. , - - -STRESS ANALYSIS loft - 97-0377 CARLSBAD LOT 41 - MEZZANINE : -.• Job Number Job Name: -. -. -. ,. •- --: Location: . Joist Description: '. CARLSBAD,CA Long Span 18LH7981480 Gpomptry - I Base Length: 10-2 Working Length: 9-10 Joist Depth: 118.00 Efective Depth: 117.16 I BC Panel Length: I2 @4-O Shape: • -_________ I lParallelChords Variable Left End Right End BC Panel 3-0 3-0 118.00 TC Panel 2-0 2-0 First Half 0-1 0-1 First Diag. 3-1 13-1 Depth 18.00 Loads Uniform Load 798.00 i ILive Load 480.001 Concentrated Load IC @ 5-1 500.001lAdditional Shear in Webs 250.001 TO Axial Load 4,600.001 Stress Analysis Uniform TC 798.00 Uniform BC: 0.00 Reaction LE: 4,173.50 Reaction RE: 4,173.50 Minimum Shear: 1,043.38 Max TC Comp.: 9,154.29 Max BC Tension 6,139.75 Member TO Tension ITC Compresionj BC Tension IBC Compresioni Web Tension I Web Comp. Web Length PP Dist W2 0.001 8.565.68j 0.00 0.001 8,195.08 0.00 38.08 0-2 vis 0.001 7,955.22 0.001 0.001 0.00 1,458.17 20.94 2-0 W3 0.001 7,955.22 6,139.75 0.001 0.00 2,532.54 17.19 3-0 W4 0.001 9,154.29 6,139.75 0.00 2,231.92 0.00 29.50 3-1 W4 0.001 9154.29 6,139.75 0.001 . 2,231.921 0.00 29.50 5-1 W3 0.001 7,955.22 6,139.751 0.001 0.001 2,532.54 17.19 7-1 V1S - 0.00 7,955.22 0.00 0.00 0.00 1,458.17 20.94 8-2 W2 - 0.001 8,565.68 0.001 0.001 8,195.08 - 0.00 38.0817-2 Standard Verticals Member Position Max Tension I Max Comp. I Length V2 I Interior 0.001 2134.031 17.16 --- I.,-- - . ,- -- . . -- •°.4 ... A. Name ' to•Rwi;- Job Number TCARLSBADLOT 97-0377 41 - MEZZANINE . 3/9198 Location: - Jo.st Description: CARLSBAD, CA Long Span 18LH7981480 Chord Properties Chord Area Rx Rz Ryy Y I J Q Material. TC 0.3950 0.4634 0.2955 1.0354 0.4259 0.0848 0.9964 1G = 1 1/2 x 1 1/2 x .138 BC 0.3262 0.4669 0.2969 1.0289 0.4168 1 0.0711 0.9204 1C = 1 1/2 x 1 1/2x.113 Axial and Bending Analysis Bending Load: r5yo,000.00 Fb: . 30,000.00 Mom of Inertia: 105.34 MaxBridg BC:!!.00 LL 450: 3,311.18 TL 240: 6,208.47 Max Br:dg TC: 14-8 1 20-6718 Top Chord Check End Panel LE First Panel LE Interior Panel I First Panel RE I End Panel RE j1 Gap Between Chords: 22.00!'100 Length 22.00 13.00 24.001 13.001 Bending Load 798.00 - 0.001 798.00 Max Load Fillers TC: 8,565.681 'Max Load no Fillers TC: 10,843.8417,771.68 74.46 Min Weld Len 2X: 20,051.6310.5000 Axial Load 8,565.68 - 9,154.29 - fa Maximum K Ur 10,843.84 74.46 - - 11,589.00 40.61 - - Fa 20,051.63 - 25,664.361 - IF'e 66,241.55 - 98,953.431 - 6624155;:BCStress: Cm 0.9509 - 0.95321 - 0.95091 9,410.12 Panel Point Moment IMid Panel Moment Panel Point fb 2682.88 2793.63 16991.65 - - - 0.00 0.00 0.00 - - - 2682.88 TCOALiRyy. 2793.63 113.9673 BCURZ: 16991.65H84.2032 MidPanelfb 7016.02 - o.00l - 7016.02! Fillers 0 - 01 - 01 27,835.491 0.80771 Panel Point Stress 27,835.49 - 11,589.001 - Mid Panel Stress 0,8077 - - 0.45161 - Web Design I Member Qty Web Tension Allow Tension Web Comp I Allow Comp Weld Material W2 1 8,195.08 18,039.61 0.001 2,666.351 2.0 x 0.276 RH = round 7/8 W3 1 0.00 6,183.57 '2,532.541 2,781.861 2.0x0.109 10= lxi x.109 W4 1 2,231.92 6,183.57 0.001 2,419.55 2.0 x 0.109 10 = 1 x 1 x.109 W4 1 2,231.92 6,183.57 0.001 2,419.551 2.0 x0.109 110 1 x x.109 W3 1 0.00 6,183.57 2,532.54 2,781.86 2.0 x 0.109 10 = 1 x 1 X.109 W2 1 8,195.08 18,039.61 0.00 . 2,666.35 2.0 x 0.276 RH round 7/8 Vi 1 0 6,183.571 1,458, 3,916.95 2.0 x 0.109 10 = 1 x 1 x.109 V2 1 01 6,183.571 2,1341 4,481.00 2.0x0.109 110=1x1x.109 - - 12. Job Number :. Job Name: 97-0377 CARLSBAD LOT 41 - M Crinhip. I Location: CARLSBAD,CA . -. Geometry E... 319198 scnpton: . Span 18LH7981480 ....-. - II Base Length: 15-2 Working Length: 114-10 I Joist Depth: 118.00 I Elective Depth: 117.04 I BC Panel Length: l @4-0 Shape: Parallel Chords Variable Left End I Right End 3-0 BC Panel 3-0 TC Panel 2-0 2-0 First Half 0-7 0-7 First Diag. 3-7 3-7 Depth 18.00 18.00 Loads Uniform Load 798. 00 H Live Load . 480.00 Concentrated Load TC @ 7-7 500.00 lAdditional Shear in Webs 250.00 ITC Axial Load L1.11'ZsIi Stress Analysis Uniform TC: 798.00 Uniform BC: 10.00 Reaction LE: 1 6,168.50 Reaction RE: 1 6,168.50 Minimum Shear 1 1,542.13 Max TC Camp.: 15,288.74 Max BC Tension 16,765.07 71 Member TC Tension TC Compresionj BC Tension IBC Compresion Web Tension Web Camp. Web Length PP Dist W2 0.001 11,587.881 0.001 0.00( 12,694.54 0.00 38.03 0-2 V1S 0.00 10,867.721 0.001 0.00 0.00 1,743.92 20.84 2-0 W3 0.00 10,867.72 11,564.091 0.00 0.00 4,674.49 18.42 3-0 W4 0.00 15,288.74 11,564.09 0.00 4,999.57 0.00 29.43 3-7 W5 0.00 15,288.74 16,765.07 0.00 0.00 2,664.12 29.43 5-7 W5 0.00 15,288.741 16,765.07 . 0.00 0.001 2,664.12 29.43 7-7 W4 0.00 15,288.741 11,564.091 0.00 4,999.57 0.00 29.43 9-7 W3 0.00 10,867.721 11,564.091 0.00 0.00 - 4,674.49 18.42.11-7 V1S 0.00 10,867.721 0.001 0.00 0.00 1,743.92 20.84113-2 W2 0.00 11,587.881 0.001 0.00 12,694.54 0.00 38.03112-2 Standard Verticals Member Position I Max Tension I Max Camp. I Length - V2 Interior I 0.001 1,672.441 17.04 Job Numbe, 97-0377 Location: CA MATERIAtDN Job Name: . . ...... CARLSBAD LOT 41 - MEZZANINE .. - Joist Description: Lonci Soan 18LH7981480 .1 319198 -. Maric Chord Area Rx Rz Ryy Y I Q Material TC 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900. 0.8343 20 = 2 x 2 x .125 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1C = 1 112x 1 1/2x.113 Axial and Bending Analysis Bending Load: 798.00 Fy: 1 50,000.00 I Fb: . 130,000.00 Mom of Inertia: 113.42 LL 450: 1,038.67 TL 240: 11,947.51 Max Bridg TC: 117-31/4 Max Btidg BC: 1 20-6718 L Top Chord Check End Panel LE I First Panel LE I Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.001 19.001 24.001 19.00 22.00 1.00 Bending Load 798.00 - I 0.001 798.00 Max Load Fillers TC: Axial Load 1 11,587.88 - I 15,288.74 - 11 587.88 22,183.57 Max Load no Fillers TC: fa 11.961.681 15,781.92 - 11,961.68 20,722.66 Imaximum KLir 1 55.341 30.19 - 55.34 Min Weld Len 2X: 20,243.88 0.5000 120,998.85 13C Stress: . 0.9703 25,695.09 Fa 1 20,243.881 22,899.17 - Fe 120,998.85 - 180,751.36 - Cm 0.9703 - 0.9651 - Panel Point Moment 2997.86 - 0.00 - 2997.86 145.9672 Mid Panel Moment 2663.931 - 0.00 - 2663.93 BC URz: Panel Pointfb 1 11470.371 - 0.00 - 11470.37 161.6702 Mid Panelfb 3831.101 - 0.00 - 3831.10 0 23,432.06 Fillers ol - 0 - Panel Point stress 23,432.061 - 15,781.92 - Mid Panel Stress 0.75571 0.6892 - 0.7557. Web Desian Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld [ Material W2 1 12,694.54 18,039.61 0.00 2,673.941 2.0x0.427 1 RH = round 7/8 W3 1 0.00 8,906.25 4,674.49 5,031.82 2.5 x 0.125 118 = 1 1/4 x 1 1/4 x.125 W4 1 4,999.57 6,183.57 0.00 2,431.061 3.1 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 7,818.57 2,664.12 4,395.83 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W5 1 0.00 7,818.57 2,664.12 4,395.83 2.0 x 0.109 15 = 11/4 x 1 1/4 x.109 W4 1 4,999.57 6,183.57 0.00 2,431.06 3.1 x 0.109 10 = 1 x 1 x .109 I W3 1 0.00 8,906.25 4,674.49 5,031.82 2.5 x 0.125 18 = 11/4 x 1 1/4 x.125 I W2 1 12,694.54 18,039.61 0.00 2,673.941 2.0 x 0.427 RH = round 7/8 I vi 1 0 6,183.57 1,744 3,932.461 2.0x0.109 10= lxi x.109 V2 1 0 6,183.57 1,672 4,497.941 2.0 x 0.109 10 = 1 x 1 x .109 -. 97-0377 CARLSBAD LOT 41 - MEZZANINE . J Job Number Job Name.,' (7i Location: -_ Joist Deè.cription: . CARLSBAD, CA Long Span 18LH798/480 . Geometry ' Date Run 3/9198 .: Mailc T24 Base Length: 19-11 7/8 Warning Length: 1 19-77/8 Joist Depth: 1 18.00 1 16.89 Efective Depth: BC Panel Length: 4 @ 4-0 Shape: Parallel Chords Variable Left End I Right End BC Panel 3-0 3-0 TC Panel 2-0 FstHa 0-1 17/8 0-117/8 First Diag. 3-11 7/8 13-11 7/8 Depth 118.00 Loads Uniform Load 798.00 Live Load . 480.00 Concentrated Load TC @ 9-11 7/8 500.001 lAdditional Shear in Webs 1 250.001 TC Axial Load Stress Analysis 4,600.001 Uniform TC: 798.00 Uniform BC: 0.00 Reaction LE: 8,092.98 Reaction RE: 8,092.71 Minimum Shear 2,023.24 Max TC Comp.. 29,121.89 Max BC Tension 27,639.12 I Member Tension TC Compresion PIC- BC Tension BC Compresion Web Tension Web Camp. Web Length PP 01st I W2 0.001 14,815.881 0.001 0.00 17,105.77 0.001 37.97 0-2 I vis . 0.001 13,749.281 0.001 0.00 0.00 2,016.621 20.72 2-0 W3 0.001 13.749.281 17,834.82 0.00 0.00 7,439.34 20.65 3-0 I W4 0.001 23,864.571 17,834.82 0.00 7,808.07 0.00 29.35 3-117/8 ws 0.001 23,864.57 27,626.93 - 0.00 0.00 5,035.291 29.35 5-117/8 I W6 0.001 29,121.891 27,626.93 0.00 3,515.04 0.00 29.35 7-117/8 I W6 0.001 29,121.89 27,639.12 0.00 3,515.04 0.00, 29.35 9-11718 I ws 0.001 23,888.951 27,639.12 0.00 0.00 5,020.39 29.35 11-11 7/8 W4 0.001 23,888.951 17,871.371 0.001 7,793.17 0.00 29.35 13-11 7/8 W3 0.00! 13,779.031 17,871.37 0.00 0.00 7,433.941 20.65 15-11 718 V1S 0.001 13,779.031 0.00 0.001 0.00 2,028.291 20.79 17-11 7/8 W2 I 0.00! 14,869.821 0.00 0.001 17.155.631 0.001 38.08116-11 3/4j Standard Verticals Member Position V2 Interior 1 Max Tension 0.001 I Max Camp. I 2,241.611 Length 16.89 p4. STREéZLyi1 Job Number Job Name: Date RU 97-0377 CARLSBAD LOT 41 - MEZZANINE . 319198 Location: -. Joist Description: . .... . Mark. - ' CARLSBAD, CA Long Span 18LH798/480 . I25 ... Geometry Base Length: 20-3 114 Working Length: 19-11 1/4 Joist Depth: 18.00 Efective Depth: 16.89 BC Panel Length: 4 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-0 3-0 TC Panel 2-0 2-0 i-i 5/8 First Half i-i 5/8 First Diag. 4-1 5/8 4-1 5/8 Depth 118.00 118.00 Loads Uniform Load 798.001 !Live Load . 480.001 Concentrated Load TC @ 10-1 5/8 500.00IIAdd'onal Shear in Webs 250.001 IC Axial Load 4,600.001 Stress Analysis Uniform TC: Uniform BC: T8,205.06 tion LE: Reaction PS: Minimum Shear Max TC Comp.: Max BC Tension 798.00 0.00 1 8,205.06 2,051.27 29,935.91 28,447.04 Member IC Tension ITC Compresionl BC Tension jBC Compresionj Web Tension Web Comp. Web Length PP Dist W2 0.001 15,041.471 0.001 0.001 17,357.67 . 0.00 37.97 0-2 V1S 0.001 13,916.631 0.001 0.001 0.00 . 2.092,06 20.72 2-0 W3 0.001 13,916.631 18,667.111 0.001 0.00 7,888.18 21.70 3-0 W4 0.001 24,690.781 18,667.111 0.00 7,800.62 0.00 29.35 4-1 5/8 W5 0.001 24,690.781 287447,04 0.00 0.00 5,027.84 29.35 6-1 5/8 W6 0.001 29,935.911 28,447.041 0.00 3,563.73 0.00 29.35 8-1 5/8 W6 0.001 29,935.911 28,447.04 0.00 3,563.73 0.00 29.35 10-1 5/8 W5 0.001 24,690.781 28,447,04 0.00 0.00 ' 5,027.84 29.35 12-1 5/8 W4 0.001 24,690.781 18,667.11 . 0.001 7800.62 0.001 29.35 14-1 5/8 W3 0.00i 13,916.631 18.667.111 0.001 0.00 7,888.18 21.70 16-1 5/8 V1S 0.00 13,916.63 0.001 0.001 0.00 2,092.06 20.72 18-31/4 L W2 0.001 15,041.47j 0.00 0.001 17,357.67 0.00 37.97117-3 1/4 Standard Verticals Member Position Max Tension I Max Comp. V2• Interior 0.001 2,245.68 16.89 :.. Job Number 97-0377 CA CARLSBAD, - Chord Prnnertee £ MATE1A1DESIGN Job Name: .•;' CARLSBAD LOT 41 - MEZZANINE Joist Description: Long Span 18LH798/480 319198 •• . - Mark . ... 125 Chord Area Rx Rz Ryy Y I Q 1 Material TC 0.6254 0.6208 0.3951 1.2286 I 0.5603 0.2410 0.9522 23 = 2x2x.163 BC 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 0.8343 120=2x2x.125 II Axial and Bendina Analysis Bending Load: 798.00 150,000.00 Fy: Fb:. 30,000.00 Mom of Inertia: 1156.23 LL 450: 589.19 TL 240: 1,104.73 Max Bridg TC: 17-4 7/8 Max Bndg BC: 124-4518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.00 25.631 24.001 25.63 22.00 1.00 Bending Load 798.00 798.00 798.00 798.00 Max Load Fillers TC: Axial Load 15,041.47 13,916.63 29,935.911 13,916.63' 15041.47 32,393.71 fa 12,024.88 11,125.631 23,932.231 11,125.63 Max Load no Fillers TC: 12024.88 :30,004.39 Maximum K Ur 55.68 64.85. 30.37F 64.85 55.68 'Min Weld Len 2X: Fa 22,530.03 21,090.03 25,897.111 21,090.03 22,530.03 0.5000 F'e 118,890.26 87,632.24 177,601.501 87632.24 118,890.26 BC Stress: Cm 0.9697 0.9619 0.9461 0.9619 0.9697 29,364.69 Panel Point Moment 3888.61 3888.831 0.00 3888.83 3888.61 TC OALIRY'Y: 2313.85 .194.7320 BCLJRz' Mid Panel Moment 2313.85 1832.09 0.001 1832.09 Panel Pointfb 11615.25 - 11615.92 0.001 11615.92 11615.25 120.7419 IMid Panel fb 2689.52 2129.54. 0.001 2129.54 2689.52 IFillers 0 0! 01 0 0 Panel Point Stress 23,640.131 22,741.55 23,932.231 22,741.55 23,640.13 1 I1id Panel Stress 0.63531 0.6097!, 0.92411 0.6097 0.6353 Web Deskin Member Qty Web Tension Allow Tension I Web Camp I Allow Comp Weld' Material W2 1 17,357.67 23,561.941 0.001 4,577.02 2.0x0.584 1 RM = round 1 W3 1 0.00 14,531.251 7.888.18T 9,191.39 4.2 x 0.125 120 = 2 x 2 x.125 W4 1 7,800.62 7,818.571 0.001 4,409.321 4.8 x 0.109 15 = 1 1/4 x 1 1/4 x. 109 W5 1 0.00 8,906.25 5.027.841 5,055.321 2.7 x 0.125 18 = 1 1/4 x 1 1/4 x .125 W6 1 3,563.73 6183.57 0.001 2,444.79 2.2 X 0.109 10 = 1 X 1 X .109 W6 1 3,563.73 6,183.57 0.001 2,444,79 2.2 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 8,906.25 5,027.84 5,055.32 2.7 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W4 1 7,800.62 7,818.57 0.001 4,409.32 4.8 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W3 1 0.00 14,531.25 7,888.181 9,191.39 4.2x0.125 20=2x2x.125 W2 1 17357.67 23,561.94 0.001 4,577.02 2.0 x 0.584 RM = round 1 Vi 1 0 6,183.57 2,0921 3,95083 2.0 x 0.109 10 = 1 x 1 x.109 V2 1 01 6,183.57 1.7461 4,518.04 2.0 x 0.109 10 = 1 x 1 x.109 - .,- - -- - Job Number JJob Name Date Run 97.0377 CARLSBAD LOT 41 - MEZZANINE . . 319198 .:... (fl, rCARL cation: -. Joist Descnption: . . . Mark: 1'• SBAD, CA Long' Span 18LH7981480 T26 Geometry Base Length: 19-8 1/4 Working Length: 1 19-4 114 I Joist Depth: 18.00 I Elective Depth: 16.99 BC Panel Length: 4 @ 4-0 I Shape: 1 Parallel Chords . I Variable Left End TRight End BC Panel 3-0 3-0 TC Panel 2-0 2-0 First Half 0-101/8 10-10 1/8 First Diag. 3-101/8 13-101/8 Depth 18.00 18.00 Loads Uniform Load 798.00H Live Load . 480.001 Concentrated Load TC @ 9-10 1/8 500.00! jAddional Shear in Webs 250.00 [IC Axial Load I 24,700.001 Stress Analysis Uniform TC: Uniform BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Camp.: Max BC Tension 798.00 0.00 17,972.31 7,972.31 1,993.08 39,596.94 26,615.70 Member IC Tension ITC - Compresionj BC Tension JBC Compresion Web Tension Web Comp. Web Length PP Dist W2 1 0.001 29,391.281 0.001 0.00 16,756.21 0.00 38.01 0-2 V1S 1 0.001 28,614.19 0.001 0.00 0.00 1,936.61 20.80 2-0 W3 0.001 28,614.19 16,892.581 0.00 0.00 7,011.95 19.78 3-0 W4 0.001 35,685.94 16,892.581 0.00 7,770.34 .0.00 29.41 3-101/8 W5 0.001 35,685.941 26,615.701 0.00 0.00 5,008.32 29.41 5-101/8 W6 0.001 39,596.94 26,615.70 0.00 3,449.20 0.00 29.41 7-101/8 W6 0.001 39,596.94 26,615.70 0.00 3,449.20 0.00 29.41 9-101/8 W5 0.001 35,685.94 26,615.70 0.00 0.00 5,008.32 29.41 11-101/8 W4 0.001 35,685.941 16,892.58 . 0.00 7,770.34 0.00 29.41 13-101/8 W3 0.001 28,614.191 16,892.581 0.00 0.00 7.01195 19.78 15-101/8 V1S O.obi 28,614.191 0.001 0.00 0.00 1.93661 20.80 17-81/4 W2 0.00! 29,391.28! 0.001 0.00 16,756.21 0.00 38.01,16-8 1/4 Standard Verticals Member f Position Max Tension I Max Comp. I Length I V2 Interior 0.001 2,236.48 16.99 20 STRESSAL Dat 'SISJ - 97-0377 CARLSBAD LOT 41 - MEZZANINE . . .. 3/9198 Job Number Job Name: 1. (fl Location: -. Joist Description* :. ..;' :: . .. .Mac : 't1 CARLSBAD, CA Long Span 18LH798!480 . T28 Geometry Base Length: 20-1 1/4 Working Length: 119-91/4 I Joist Depth: 118.00 Efecttve Depth: 116.89 BC Panel Length: I44-0 I Shape: Iparaliel Chords . 1 Variable Left End Right End BC Panel 3-0 3-0 TC Panel 2-0 2-0 First Half 1-05/8 1-05/8 First Diag. 14-05/8 14-05/ 8 18.00 Depth 18.00 Loads (Uniform Load - 798.00 H; Live Load . 480.001 Concentrated Load TC @ 10-0 5/8 500.001 jAdditional Shear in Webs 250.001 TC Axial Load 4600.001 Stress Analysis Uniform TC: Uniform BC: Reaction LE: Reaction RE: Minimum Shear Max TC Comp.: Max BC Tension 798.00 0.00 8,138.56 8,138.56 2,034.64 29,452.18 27,963.31 Member TC Tension TC Compresion BC Tension BC Compresion( Web Tension Web Comp. Web Length PP Dist W2 0.00 14907.63 0.00 0.00 17,208.22 0.001 37.97 0-2 V1S 0.00 13806.41 0.00 0.00 0.00 2048.861 20.72 2-0 W3 . 0.00 13,806.41 18,183.38 0.00 0.00 7623.72 21.09 3-0 W4 0.00 24,207.05 1 18,183.38 0.00 7,800.621 0.00 29.3514-0 5/8 W5 0.00 24,207.0,5 27,963.31 0.00 0.00 5,027.84 29.35 6-05/8 W6 0.00 29,452.18 27,963.31 0.00 3,534.84 0.00 . 29.35 8-05/8 W6 0.00 29,452.18 27,963.31 0.00 3,534.84 0.00 29.35 10-05/8 W5 0.00 24,207.05 27,963.31 0.00 0.00 5,027.84 29.35 12-05/8 W4 0.00 24,207.05 18,183.38 0.00 7,800.62 0.00 29.35 14-05/8 W3 0.00 13,806.41 18,183.38 0.00 0.00 7,623.72 21.09 16-05/8 V1S 0.00 13,806.41 0.00 0.00 0.00 2,048.861 20.72 18-1 1/4 W2 0.00 14907.63 0.001 0.001 17,208.22 0.001 37.97 17-1 1/4 Standard Vertical Member max Tension max comp. Length I V2 _Position Interior _ 0.00 _ 2,243.26 _ 16.891 ,.-,- - - - - .. .. - .._ '_rf't.- ;-,-__ -. . ... •.. ••..••..•... •. •4•.•••_ MATERIAL DESIGN ' Job Number Job Name: . . DateR 97-0377 CARLSBAD LOT 41 - MEZZANINE fl' FCA ation:Joist Description: :'f Mwc LSBAD R, CA Long Span 18LH798/480 128 Chord Pronerties Chord Area Rx Rz Ryy Y I Q Material IC 0.6254 0.6208 0.3951 1.2286 0.5603 0.2410 0.9522 23 = 2 x 2 x.163 BC 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 0.8343 120 = 2 x 2 x.125 Axial and Bending Analysis Bending Load: Fy: Fb: Mom of Inertia: LL 450: TL 240: Max Bridg TC: Max Bridg BC: 798.00 . 50,000.00 30,000.00 156.23 604.22 1,132.90 117-47/8 1 24-4518 Top Chord Check } End Panel LE First Panel LE Interior Panel I First Panel RE End Panel RE Gap Between Chords: Length 22.001 24.631 24.001 24.63 22.00''1.00 BendinQ Load 1 798.001 798.001 0.00 1 79800 7qq nn Max Load Fillers It: Axial Load 14907.631 13,806.411 29,452.18 13,806.41 JJ3.71 14,907.63: 3 2 Max Fillers TC: Load no fa 11917.89 .11,037.511 23,545.511 11,037.51 11,917.89 30,004.39 55.68 Mm WeldLen2X: 22,530.03 0.5000 Maximum K LJr 55.68 62.32 30.371 62.32 Fa 22,530.03 21,498.441 25,897.111 21,498.44 Fe 118,890.261 94,894.091 177,601.501 94,894.09 118,890.26 BC Stress: Cm I 0.96991 0.96511 0.94701 0.9651 0.9699 28,865.36 Panel Point Moment I 3719.23 3719.22 0.001 3719.22 3719.23 TC OALIRyy: 193.1041 Mid Panel Moment Panel Point fb 2378.521 11109.321 1591.52 11109.28! 0.00 1591.52 0.001 11109.28 2378.52 BCLIRz: 11109.32 120.7419 Mid Panel fb 2764.691 1849.911 0.001 1849.91 2764.69 0 Fillers 01 o! 0 o Panel Point Stress 23,027.201 22,146.79 I 23,545.511 22,146.79 23,027.20 Mid Panel Stress 0.63331 0.58411 0.9092 I 0.58411 0.6333 .Web Design Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 1 17,208.22 23.56194 0.00 4.57702 2.0x0.579 RM = round 1 W3 1 0.00 13.30992 7.623.72 7.89966 3.3 x 0.156 1J = 1 1/2 x 1 1/2 x.156 W4 1 7,800.62 7,818.57 0.00 4,409.32 4.8 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W5 1 0.00 8,906.25 5027.84 5055.32 2.7 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W6 1 3,534.84 6,183.57 0.00 2.444.79 2.2 x 0.109 10 = 1 x 1 x.109 W6 1 3,534.84 6,183.57 0.00 2.44479 2.2 x 0.109 10 = 1 x 1 x .109 W5 1 0.00 8,906.25 5.02784 5.05532 2.7 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W4 1 7,800.62 7,818.57 0.00 4,409.32 4.8 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W3 1 0.00 13309.92 7,623.72 7.899.66 3.3 x 0.156 1J = 1 112 x 1 1/2 x.156 W2 1 17,208.22 23.56194 0.00 4577.02 2.0x0.579 RM = round 1 Vi 1 0 6,183.57 2,049 3.95083 2.0 x 0.109 10 = 1 x 1 x.109 V2 1 0 6,183.57 1,743 4,518.04 2.0 x 0.109 10 1 x 1 x.109 ..,-.- .1 - - -. .. - - - - - YR AeLv is Job Number Job Name - DateRtui '- 1 97-0377 CARLSBAD LOT 41 - MEZZANINE 319198 Jc~,q Description: mark RBAD, CA - IL0 Span18LH79Mó Geometry . . -. Base Length: 9-9 Working Length: 9-5 I Joist Depth: . 118.00 I Elective Depth: 17.03 BC Panel Length: 1 . I Shape: Parallel Chords . Variable Left End Right End BC Panel 3-0 3-0 ,//z zZ /'NiNI1 118.00 TC Panel 2-0 2-0 'First Half 1-101/2 1-101/2 First Diag. 14-101/2 1 4-10 1/2 Depth 118.00 Loads Uniform Load . I 798.0011 Live Load . 480.00 Concentrated Load IC @ 4-10 1/2 I 500.00ljAdditional Shear in Webs 250.00 TC Axial Load L 4,600.001 Stress Analysis Uniform TC: Uniform BC: T4,007.25 eaction LE: Reaction RE: MinimumShear • Max TC Comp.: Max BC Tension 798.00 0.00 4,007.25 1,001.81 1 7,362.11 17,062.00 Member TC Tension ITC Compresion BC Tension IBC Compresion Web Tension Web Comp. Web Lengthl PP Dist W2 0.001 8,354.91 0.00 0.00 7,872.63 0.00 38.03 0-2 V1S 0.00 . 7,362.11 0.00 0.00 0.00 2,330.85 20.83 2-0 W3 0.00 7362.11 7,062.00 0.00 0.00 2,729.22 28.22 3-0 W3 0.00 7,362.11 7,062.00 0.00 0.00 2,729.22 28.22 4-101/2 V1S . 0.00 7,362.11 0.00 0.00 0.00 2,330.85 20.83 7-9 W2 - 0.001 8,354.91 0.001 0.00 7,872.63 0.00 . 38.03 6-9 Standard Verticals Member Position Max Tension I Max Comp. Length V2 I Interior 1 0.001 0.001 0.00 - '- - - MATERIALDEsIGN.4 - -- Job Number Job Name.jW 97-0377 CARLSBAD LOT 41 MEZZANINE 319198 Location: - Joist Descnption: . . . --: Mwk: '-r [CARLSBAD, CA Long Sian 18LH7981480 .. 129 I Chard Chord Area Rx Rz Ryy Y I Q Material IC .0.5516 0.6236 0.3963 1.2238 0.5530 0.2145 0.8979 21 =2x2x.143 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1C = 1 1/2x 1 1/2x.113 Axial and Bending Analysis Bending Load: 798.00 IFy: 50,000.00 I Fb 30,000.00 I Mom of inertia: 119.19 ILL 450: 4,266.14 I TL 240: 17,999.01 ' Max Brido TC: 17-4 I Max Bridg BC: 20-6718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE lGap Between Chords: 1 :1.00 22.00 798.00 Max Load Fillers TC: Length 22.00 34.50 34.50 34.50 [ding Load 798.00 - 798.00 - Axial Load , 8,354.91 - 7,362.11 - 8,550.35 8,354.91. Max Load no Fillers TC: fa - 7,574.01 - 6,674.00 - 7,574.01: li8,550.35 Maximum K Ur 55.51 - 43.52 - 55.51 Mm WeldLen2X: Fa 21,497.16 - 23,038.04 - 21,497.16.:0.5000 Fe 119,989.07 - 86,741.38 . 11g98g07BCStress: Cm I 0.9811 - 0.9692 - 10,823.61 0.9811 Panel Point Moment 5506.40 Mid Panel Moment 1 1741.07 - - - 6595.97 3297.98 - - 5506.40 TC OAL.lRyy. 92.3372 1741.07 BC URz: Panel Pointfb 18573.59 - 22248.81 - 18573.59 151.5658 lMid Panel Ib 2244.19 - 4251.01 - 2244.19 Fillers 0 - ol - 0 Panel Point Stress 26,147.61 - 28,922.821 - 26,147.61 I Mid Panel Stress 0.4396 - 0.45541 - - 0.4396 W Camp Weld Material 2,674.35 2.0 x 0.265 RH = round 7/8 3,745.17 2.0x0.113 1C=11/2x11/2x.113 3,745.17 2.0x0.113 1C=1 1/2x1 1/2x.113 2,674.351 2.0 x 0.265 1 RH = round 7/8 3,933.311 2.0 x 0.109 110 = 1 x 1 x.109 111 - MATERIAL DES1N Job Nwnber Job Name: . V V DeteR 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 V 3I6I98',... (Thi Location. - Joist Description: Maik: U' CARLSBAD, CA Girder Load @ Dlag 48G5N10.9K Gil Chord Prooertles Chord Area Rx Rz Ryy Y I Q Material IC .1.7747 0.9218 0.5892 1.6470 0.8649 1.5078 1.0000 37=3x3x.312 BC. 1.3105 0.9336 0.5937 1.6283 0.8340 11423 0.9223 31 = 3 x 3 x.227 Axial and Bending Analysis Bending Load: Py: Fb: Mont of Inertia: LL 240: TL 180: Max Bridg TC: Max BridgBC: 0.00 . 1 50,000.00 30,000.00 3,234.73 3,065.69 1 4,087.59 1 23-4 1 32-6 314 Top Chord Check End Panel LE First Panel LE I Interior Panel First Panel RE End Panel RE IGap8eeenChorr1s: 1.00 Length 46.00 47.501 48.00 40.00 46.001 Bending Load Axial Load 0.00 43036.88 * - 0.00 80,582.70 - - 0001I 44,031.911 Max Load Fillers TC: 81,660.31 Max Load no Fillers TC: 66,433.83 Ifa 12,125.41 - 22,703.75 - 12,405.761 Maximum K Ur 78.07 - 58.29 - 78.07! Min Weld Len 2X: Fa 19,394.79 - 23,007.36 - 19,394.791 0.7500 Fe 59,960.40 - 55.06780 - 59,960.401 BC Stress: 1 27,922.95 Cm Panel Point Moment 0.9393 0.00 - - 0.8351 0.00 - - 0.93791 0001ITc0'' 283.8565 Mid Panel Moment 0.00 - 0.00 - 0.00 BC LJRz 161.6870 Panel Pointfb 0.00 - 0.00 - 0.00 Mid Panel fb 0.00 - I 0.00 - 0.00 0 Fillers 0 - 1 6 - Panel Point Stress 12,125.41 - 22,703.75 - 12,405.761 0.6396 Mid Panel Stress 0.6252 - ] 0.9868 - Web Desian Member Qty WebTension Allow Tension WebComp I AllowComp Weld I Material W2 2 33,171.65 F 40,381.44 0.001 18,037.22 12.7x0.176 124 =2x2x.176 W3 2 0.001 60,903.36 33,713.3035,658.35 12.1x0.188 12C =21/2x21/2x.212 W4 1 18,195.47!28,125.00 0.00!4,815.37 6.5x0.188 129 =2x2x.250 W5 2 0.00!42,781.86 18,195.47!18,249.91 6.6x0.187 25 =2x2x.187 W6 1 0.00!2,909.02 5.1x0.143 21 =2x2x.143 W6 2 0.00 10,737.30_16,546.53 29,062.50 10737.301_12,390.67 5.8x0.125 20=2x2x.125 W5 2 0.00 52,450.56 20,118.971 21,933.49 7.2x0.188 28=2x2x.232 W4 2 20118.97 21,562.50 0.00 5,221.80 10.8x0.125 1E=11/2x11/2x.125 W3 2 0.00 54,001.86 32,862.461 32,923.42 11.8x0.187 2A=21/2x21/2x.187 W2 2 35,054.06 42,781.86 0.001 19,045.03 12.6x0.187 25=2x2x.187 Vi 1 01 9,786.93 1,612!2,003.16 2.0x0.113 1C =11/2x11/2x.113 V2 1 01 9,786.931 1,612!_2,003.16 2.0x0.113 1C =11/2x11/2x.113 - • Job Number 97-0377 Location: ''• CARLSBAD, CA Geometry - Job Name Date Run. -- - CARLSBAD LOT 41 - ROOF BUILDING 2 316198 '. T :. ji.t Dac.nption: Ma,Ic ' Girder Load @ Diag 48G6N10.9K G12 Base Length: 47-11 Working Length: 147-7 Joist Depth: 48.00 Electrio Depth: 46.14 BC Panel Length: 5 @ 8-0 Shape: Parallel Chords Variable Left End Right End BC Panel 4-0 4-0 TC Panel 4-0 4-0 3-11 1/2 First Half 3-11 1/2 First Diag. 7-11 1/2 . 7-11 1/2 [Depth 148.00 48.00 Loads Point Load at Diagonals 1 10900.00 Concentrated Load TC @ 23-11 1/2 1,000.00 lAdditional Shear in Webs I 500.00 TC Axial Load 34,500.00 Stress Analysis Uniform TC: 10.00 Uniform BC: 0.00 T33,200.00 eaction LE.,• Reaction RE: 1 33,200.00 Minimum Shear 8,300.00 Max rc Comp.: 98,978.73 Max BC Tension 1 103,660.84 Member IC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00 46,622.12 0.00 0.00 39,888.83 0.00 65.16 0-2 W3 0.00 46,622.12 56,227.70 0.00 0.00 40,542.36 66.22 4-0 W4 0.00 81,191.31 56227.70 0.00 25,034.65 0.00 66.58 7-11 1/2 W5 0.00 81,191.31 91,282.45 0.001 0.00 25,034.65 66.58 11-11 1/2 W6 0.00 98,978.73 91,282.45 0.00 11,976.23 0.00 66.58 15-11 1/2 W7 0.00 98,978.73 103,660.84 0.00 0.00 11,976.23 66.58 19-11 112 W7 0.00 98,978.731 103,660.84 0.00 0.00 11,976.23 66.58 23-11 112 W6 0.00 98,978.73 91,282.451 0.00 11,976.23 0.00 66.58 27-11 112 W5 0.00 81,191.31 91,282.45 0.00 0.00 25,034.65 66.58 31-11 1/2 W4 0.00 81,191.31 56,227.70 0.00 25,034.65 0.00 66.58 35-11 112 W3 0.001 46,622.12 56,227.70 0.00 0.001 40,542.36 66.22 39-11 112 W2 o.00l 46,622.121 o.00 0.00 39888.83 o.00l 65.16 43-11 Member Position Vi End Panel V2 Interior Standard Verticals Max Tension I 0.00 0.001 Max Comp. I Length 1,979.57 46.14 1,979.57 46.14 ... :'-:- ,•i-.-- : D Namer. .. .. Date Rth ] Job Number FCAkLS6AD 97-0377 LOT 41 - ROOF BUILDING 2 316198: Location: Joist Description: . Mark 'W CARLSBAD, CA Girder Load @ Diag 48G6N10.9K G12 Chord Properties Chord Area Rx Rz Ryy Y I Q Material TC 2.0867 1.0826 0.6900 1.8419 0.9902 2.4454 0.9854 3E = 3 1/2 x 3 1/2 x.312 BC 1.7747 0.9218 0.5892 1.6470 0.8649 1.5078 1.0000 37 = 3 x 3 x.312 Axial and Bending Analysis Bending Load: 0.00 -T5'10 y: 50,000.00 Fb:. 30,000.00 14,088.17 Mom of Inertia: LL 240: 2,126.45 12,835.27 TL 180: 1 26-1 Max Bridg TC: 1/8 Max Bridg BC: 1 32-11 1/4 I Top Chord Check End Panel LE First Panel LE Interior Panel .1 First Panel RE End Panel RE I Gap Between Chords: 46.001 1.00 0.001 Max Load Fillers TC: 199,017.71 46'62212 Max Load no Fillers TC: 11,171.491 86,820.60 66.671 1 Min Weld Len 2X: 21,319.20110.7500 Length . 46.00 47.50! 48.00 47.50 Bending Load 0.00 - 0.00 - :Axial Load 46,622.12 - I 98,978.73 - . fa 11,171.49 - 23,717.07 - Maximum K Ur I 66.67 - 52.12 - Fa 21,319.20 - 23,726.41 - Fe I 82,705.42 - 75,956.89 - 82,705.421113C Stress: 0.9595! 29,205.90 0.00, TCOAURyy. i 310.0076 0.O0 BCLJRz: 0.00: 162.9356 0.00! 11,171.491 0.52401 1Cm 0.9595 - I 0.8751 - Panel Point Moment Mid Panel Moment I 0.00 0.00 - 0.00 - 0.00 - - Panel Point fb 0.001 lMid Panel fb I 0.001 0.001 0.00 - - Fillers 0 - I 4 - PanelPointStress 11,171.49 - 23,717.07 - . Mid Panel Stress 0.5240 - 0.9996 - Web Design Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 2 39,888.83 52,450.56 0.00 22,978.12 11.6 x0.232 128 = 2 x 2 x .232 W3 2 0.00 71,250.00 40.54236 42,211.11 10.9 x 0.250 12F = 2 1/2 x 2 1/2 x.250 L W4 2 25034.65 26619.84 0.00 6,348.51 10.8x0.156 1 1 = 1 1/2x 1 1/2x.156 W5 2 0.00 54001.86 25.03465 30,753.30 9.0x0.187 12A=2 1/2x2 1/2x.187 W6 1 11.97623 18,762.93 0.00 3,289.07 4.9 x 0.163 123 = 2 x 2 x.163 W7 2 0.00 29,062.50 11,976.23 12,419.62 6.5x0.125 202x2x.125 W7 2 0.00 29,062.50 11,976.23 12,419.62 6.5x0.125 202x2x.125 I W6 1 11,976.23 18,762.93 0.00 3,289.07 4.9 x 0.163 23 = 2 x 2 x.163 I W5 2 0.00 54,001.86 25,034.65 30753.30 9.0 x 0.187 2A = 2 112 x 2 1/2 x.187 1 W4 2 25034.65 26,619.84 0.00 6,348.51 10.8 x 0.156 11J = 1 1/2 x 1 1/2 x.156 W3 2 0.00 71,250.00 40.54236 42211.11 10.9x0.250 12F=2 1/2x2 1/2x.250 W2 2 39,888.83 52,450.56 0.00 22,978.12 11.6x0.232 1282x2x.232 Vi 1 0 9,786.93 1,980 2,016.74 2.0x0.113 ic = 1 1/2x 1 1/2x.113 V2 1 0 9,786.93 1,980 2,016.74 2.0x0.113 ic = 1 1/2x 1 i/2x.113 - -; NNW Job Number. Job 7 CARLSBAD LOT 41 ROOF BUILDING 2 97-037 - •3I6I98 Date Rwr tTh Location: -. Joist Descnption: .. -.. Mark .- - '9t'• CARLSBAD, CA Girder Load c Diag 48G7N11.3K G13 II Geometry I Base Length: I 147-3 1/2 Working Length: 146-11 1/2 I Joist Depth: 48.00 I Efective Depth: 45.87 I BC Panel Length: special Panels I Shape: Parallel Chords Variable Left End Right End 3-73/4 BC Panel 4-0 TC Panel 4-0 3-73/4 \I/ yl First Half 3-4 0-0 First Diag. 7-4 3-73/4 48.00 Depth 48.00 Loads Point Load at Diagonals I 11300.001 I Concentrated Load TC @ 23-7 3/4 1,00000 Concentrated Load TC @ 27-7 3/4 I 2,800.001 Additional Shear in Webs 500.001 TC Axial Load I 34,500.001 Stress Analysis Uniform TC: Uniform BC: Reaction LE: Reaction RE: Minimum Shear Max TC Comp.: Max BC Tension 0.00 0.00 39,436.78 43,463.22 10,865.81 122,905.84 123,024.31 Member IC Tension TC Compresionj BC Tension JBC Compresioni Web Tension Web Comp. Web Length PP Dist W2 0.00 51,286.071 0.00 0.00 48,556.79 0.00 64.96 0-2 W3 0.00 51,286.071 63343.54 0.00 0.00 45,491.54 60.86 4-0 W4 0.00 91030.301 63,343.54 0.00 33,270.98 0.00 66.39 7-4 W5 0.00 91,030.30i 110,403.93 0.00 0.00 33270.98 66.39 11-4 W6 .0.001116,714.121 110,403.931 0.00 13,417.83 0.00 52.67 15-4 W7 0.00 116,714.121 123,024.311 0.00 0.00 13,417.83 52.67 17-57/8 W8 0.00 122,905.841 123024.31 0.00 0.00 15,727.13 66.39 19-73/4 W8 0.00 122,905.841 121,740.96 0.00 15,727.13 0.00 66.39 23-73/4 W7 0.00 105821.821 121,740.96 0.00 0.00 22,743.26 66.39 27-73/4 W6 0.00 105,821.821 89,902.69 0.00 22,743.261 0.00 66.39 31-73/4 W5 0.00 72,494.41 89,902.69 0.00 0.00 39,098.83 . 66.39 35-73/4 W4 0.00 72,494.41 34,415.75 0.00 39,098.83 0.00 66.39 39-73/4 W3 0.00 72,494.411 34,415.75 0.00 0.00 38,313.22 45.87 43-73/4 W2 O.00T 51,686.811 34,415.75 0.00 51,806.15 0.00 62.03 43-73/4 - -.STRES~-A Job Number Job Name - DatéRw. gN 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 ..... ..: 316198 Location: . Joist Descñption: :..... ..-;'-• -:. . Ma,lc CARLSBAD, CA Girder Lóad@ Dlag 48G5N9.3lch .... G14 Geometry I Base Length: I 39-3 1/2 Working Length: 138-1I 1/2 I joist Depth: 148.00 Efective Depth: 146.44 I BC Panel Length: I4 @ 8-0 I Shape: lParallel Chords . Variable Left End Right End BC Panel 4-0 4-0 TC Panel 4-0 4-0 /\Z-1 48.00 First Half 3-11 1/2 3-4 First Diag. 7-11 1/2 7-4 Depth 48.00 Loads Point Load at Diagonals 9300.00 Concentrated Load TC @ 19-11 1/2 1000.00 Concentrated Load TC @ 23-11 1/2 2,800.00 lAdditonal Shear in Webs 500.00 IC Axial Load 34500.00) Stress Analysis Uniform TC: 0.00. Uniform BC: 10.00 Reaction LE: 1 24,533.64 Reaction RE: 1 25,766.36 Minimum Shear 16,441.59 Max TC Comp.: 1 73,306.94 Max BC Tension 1 63,535.77 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 000 1 40,647.55 0.00 0.00 28,691.65 0.00 65.36 0-2 W3 0.001 40,647.55 40,035.76 0.00 0.00 29,158.79 66.43 4-0 W4 0.00 64,106.811 40,035.76 0.00 15,940.69 0.00 66.79 7-11 1/2 W5 1 0.00 64,106.81 61,915.73 0.00 0.00 15,940.69 66.79 11-11 112 W6 0.00 73,306.94 61,915.73 0.00 9,264.42 0.00 66.79 15-11 1/2 W6 0.00 73,306.94 63,535.77 0.00 0.00 9,264.42 66.79 19-11 1/2 W5 0.00 64,366.17 63,535.77 0.00 0.00 17,713.63 66.79 23-11 1/2 W4 0.00 64,366.17j 39,107.34 0.00 17,713.63 0.00 66.79 27-11 1/2 W3 1 0.00 41,563.41 39,107.34 0.00 0.00 28,530.29 61.29 31-11 1/2 W2 0.00 41,563.41 0.00 0.00 30,426.82 0.00 65.36 35-3 1t2 Standard Verticals Member Position 1_Max Tension I Max Comp. I Length Vi End Panel 1 0.00 1,466.141 46.44 V2 Interior . 1 0.001 1,466.14 46.44 -. 1 .- •. ,. ..,•-, . . ,-•- - -• - (flmin #t'• j Geometry JobNumber Job Name. .i .: .. --::-.. .:' DateRun:-- 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 316198 Location: .. Joist Description: .,: Mwlc CARLSBAD, CA Girder Load@ Diag 48G6N9.3K G15 F Length: 147-li Working Length: 147-7 Joist Depth: 48.00 1 46.16 Efective Depth: BC Panel Length: 5 @ 8-0 shape: Parallel Chords Variable Left End Right End BC Panel 4-0 4-0 TC Panel 4-0 4-0 I z First Half 3i11 1/2 3-11112 First Diag. 7-11 112 7-11 1/2 Depth 48.00 148.00 Loads . • Point Load at Diagonals I 9,300.0 H Concentrated Load IC @ 23-111/2 1,000.001 AdditionaiShearin Webs 500.00HTC Axial Load 34500.001 Stress Analysis Uniform TC: 0.00 Uniform BC: 0.00 Reaction LE: 28,400.00 • Reaction RE: 1 28,400.00 Minimum Shear 1 7,100.00 1 88,516.00 Max TC Camp.: Max BC Tension 88,877.07 Member IC Tension ITC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00 43,627.231 0.00 0.00 34236.71 0.00 65.16 0-2 W3 0.001 43,627.231 48111.12 0.00 0.00 34797.50 66.23 4-0 H W4 0.00 73,228.77 48,111.12 0.00 21,568.92 0.00 66.59 7-11 1/2 W5 0.00 73,228.77 78,165.61 0.00 0.00 21568.92 66.59 11-11 1/2 W6 0.00 88516.00 78,165.61 0.00 10,243.44 0.00 66.59 15-11 112 I W7 - 0.00 88,516.00 88,877.07 0.00 0.00 10,243.44 66.59 19-11 1/2 W7 0.00 88,516.00 88,877.07 0.00 0.00 10,243.44 66.59 23-11 1/2 1 W6 0.00 88,516.00 78,165.61 0.00 10243.44 0.00 66.59 27-11 1/2 1 W5. 0.00 73,228.77 78,165.61 0.00 0.00 21,568.92 66.59 31-11 112 W4 0.001 73,228.77 48,111.12 0.00 21,568.92 0.00 66.59 35-11 1/2 W3 0.00 43,627.23 48111.12 0.00 0.00 34,797.50 66.23 39-11 1/2 W2 0.001 43,627.23 . 0.00 0.001 34,236.71 0.00 65.16 43-11 Standard Verticals I Member Position IMax Vi End Panel V2 Interior Tension 0.00 0.00 Max Comp. I Length I 1770.32 46.16 1,770.321 46.16 BC 1.6070 0.9260 0.5907 1.6401 0.8536 Axial and Bending Analysis Bending Load: Fy: Fb:. Mom of Inertia: LL 240: 0.00 50,000.00 30,000.00 3,872.00 2,014.01 Chord Area Rx Rz Ryy Y I Q Material TC 2.0867 1.0826 0.6900 18419 0.9902 2.4454 0.9854 3E = 3 112 x 3 1/2 x.312 1.3780 1.0000 35 = 3 x 3 x.281 TL 180: Max Bddg TC: Max Brtdg BC: 2,685.35 126-11/8 132-95/8 MATERIAL DESIGN Job Numbef Job Name: 97-0377 CARLSBAD LOT 41 -ROOF BUILDING 2 Location: Joist Description: CARLSBAD, CA 1GIrder LOd Chord Pronertles ..... ... - eRun:..... . 316198 Mark 48G6N9.31( G15 Top Chord Check End Panel K First Panel LE I Interior Panel First Panel RE End Panel RE Gap Between Chords: 1 Length 1 46.00 47.501 48.00 47.50 46.00 .1.00 Bending Load 0.00 - 0.00 - 0.00 Max Load Fillers TC: 43,627.23 99,017.71 Max Load no Fillers TC: 10,453.86 86,820.60 Axial Load 43,627.23 - 88,516.00 - fa 10,453.86 - 21,210.01 - Maximum K Ur 66.67 - 52.12 - 66.67 Min Weld Len 2X: :0.7500 21,319.20 Fa 21,319.20 - 23,726.41 - Fe 82,705.42 - 75,956.89 - 82,705.42 BC Stress: 27,652.43 0.9621 0.00 TC OALiRyy: 310.0076 Cm 0.9621 - 0.8883 - Panel Point Moment 0.00 - 0.00 - Mi d Panel Moment 0.00 - 0.00 - 0.00 8C 0.00 162.5213 Panel Pointfb 0.00 - 0.00 - Mid Panelfb .0.00 - 0.00 - 0.00 Fillers 0 - 4 - 0 10,453.86. [Panel Point Stress 10,453.86 - 21,210.01 - LMid Panel Stress 0.4903 - 0.8939 - 0.4903 Web Desian Member Qty Web Tension Allow Tension WebComp I Allow Comp Weld =Material W2 2 34,236.71 42,781.86 0.001 19,102.311 12.3 x 0.187 125 = 2 x 2 x .187 W3 2 0.00 60,903.36 34,797.501 35,710.291 12.5 x 0.188 12C = 2 1/2 x 2 1/2 x.212 W4 2 21,568.92 23,697.36 0.001 5,711.111 10.5 x 0.138 1 1G = 11/2 x 1112 x .138 W5 2 0.00 52,450.56 21,568.921 21,999.791 7.7 x 0.188 128 = 2 x 2 x.232 W6 1 10,243.44 14,531.25 0.001 2,577.901 5.5x0.125 20=2x2x.125 W7 2 0.00 29,062.50 10,243.44 12,417.551 5.5 x 0.125 20 = 2 x 2 x.125 W7 2 0.00 29,062.50 10,243.44 12,417.55 5.5 x 0.125 20 = 2 x 2 x.125 W6 1 10,243.44 14,531.25 0.00 2,577.90 5.5x0.125 20=2x2x.125 W5 2 0.00 52,450.56 21,568.92 21,999.79 7.7 x 0.188 28 = 2 x 2 x.232 W4 2 21,568.92 23,697.36 0.00 5,711.11 10.5x0.138 1 1G=1 1/2x11/2x.138 W3 2 0.00 60,903.36 34,797.50 35,710.291 12.5 x 0.188 12C = 2 1/2 x 2 1/2 x.212 W2 2 34,236.71 42,781.86 0.001 19,102.311 12.3x0.187 25=2x2x.187 Vi 1 0 9,786.93 1,770 2,015.761 2.0x0.113 1C = 1 1/2x 1 1/2x.113 V2 1 0 9,786.93 1,770 2,015.761 2.0x0.113 1C= 1 1/2x1 112x.113 . .•-., ... • :- -••..•.; .;:.. __j ; • • •. lk .-t--. STRESS ANALYSIS Job Number JobName: -. .. 97-0377 CARLSBAD LOT 41 -ROOF BUILDING 2 . . Location: Joist Description: .. .. . -- 't' CARLSBAD, CA Girder Load @ Dlag 48G7N9.7K Geometry Date Run: 3/6198 Mark: GIG IBase Length: 47-3 112 146-11 Working Length: 1/2 I Joist Depth: 48.00 Elective Depth: 46.13 BC Pane! Length: Special Panels I Shape: Parallel Chords Variable I Left End Right End I BC Panel 4-0 3-73/4 TC Panel 4-0 3-73/4 First Half 3-4 0-0 First Diag. 17-4 3-73/4 I I Depth 148.00 148.00 Loads Point Load at Diagonals 9,700.00 Concentrated Load IC @ 23-7 3/4 1,000.00: -. IConcentrated Load TC @ 27-73/4 2,800.00 Additional Shear in Webs 500.00 [TC Axial Load 34,500.00 Stress Analysis Uniform TC: 0.00 Uniform BC: 0.00 Reaction LE: 1 34,088.07 Reaction RE: 1 37,611.93 Minimum Shear 1 9,402.98 Max TC Comp.: 106,341.16 Max BC Tension 1 106,197.50 Member IC Tension TC Compresioni BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00 47,740.16 0.00 1 0.00 41,995.23 0.00 65.15 0-2 W3 0.00 47,740.161 54,504.451 0.00 0.00 39,359.75 61.06 4-0 W4 0.00 81,999.80 54,504.451 0.00 28917.09 0.00 66.58 7-4 W5 0.00 81,999.80 95,161.67 i . 0.00 0.00 28,917.09 66.58 11-4 W6 0.00 101,384.69 95,161.671 0.00 11,853.12 0.00 52.89 15-4 W7 0.00 101,384.69 106,197.501 0.00 0.00 11,853.12 52.89 17-57/8 W8 0.00 106,341.16 106,197.501 0.00 13,569.52 0.00 66.58 19-73/4 W8 0.00 106,341.16 105,444.35 .0.00 13,569.52 0.00 66.58 23-73/4 W7 0.001 94,531.32 105,444.351 0.00 0.00 20,004.27 .66.58 27-73/4 W6 0.001 94,531.321 77,639.1811 0.00 20,004.27 0.00 66.58 31-73/4 W5 0.00 66,108.091 77,639.18 il 0.00 0.00 34,002.42 66.58 35-73/4 W4 0.00 66,108.09 29,649.061 0.00 34,002.42 0.00 66.58 39-7 3/4 W3 0.00 66,108.09 29,649.06 i 0.00 0.00 33,261.93 46.13 43-7 3/4 W2 0.00 48,111.79 29,649.061 0.00 44,860,451 0.001 62.22143-7 3/4 Standard Verticals Member Position Max Tension Max Comp. I Length I Vi End Panel 0.00 2,126.821 - 46.131 V2 Interior 0.00 2,126.821 46.131 11 Chord Pronerties .. Job Number 1 97-0377 Job Name: . Date Rijn: Wt CARLSBAD LOT 41 -ROOF BUILDING 2 . 316198 Location Joist Descnption Mark .- CARLSBAD, CA Girder Load @ Diag 48G7N9.7K G16 Chord Area Rx Rz. Ryy Y I Q Material IC 2.2897 1.0781 0.6883 1.8487 1.0018 2.6613 1.0000 3F=3112x31/2x.344 BC 1.7747 0.9218 0.5892 1.6470 0.8649 1.5078 1.0000 37=3x3x.312 Axial and Bending Analysis Bending Load: Fy: Pb: Mom of Inertia: LL 240: TL l0: Max Bridg TC: Max Bndg BC: 0.00 . 50,000.00 30,000.00 4,259.74 2,305.35 3,073.80 1 26-21/4 32-11 1/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I Gap Between Chords: 11.00 7 Length 46.00 40.00 48.00 48.00 41.75 Bending Load Axial Load 0.00 47,740.16 - - 0.00 106,341.16 - - 0.001! 48,111.791 1 Max Load Fillers TC: 1110,120.27 Max Load no Fillers TC: 96,106.43 fa 10425.15 - 23,222.00 - 10,506.301 Maximum K Ur 66.83 - 51.93 - 60.651 Min Weld Len 2X: Fa 21517.98 - 24.04726 - 22,605.551 ________________ 0.7639 Fe Cm Panel Point Moment 82,028.56 0.9619 0.00 - - - 75335.26 0.8767 0.00 - - - 99,579.01 0.9683 0.001 BC Stress: 29,920.59 TCOAURyy: 304.8099 BCL/Rz Mid Panel Moment 0.00 - 0.00 - 0.001 1 Panel Point fb 0.00 - 0.00 - 0.0011162.9356 Mid Panel fb 0.00 - 0.00 - 0.001 01 10,506.301 0.46481 Fillers 0 - 2 - Panel Point Stress 10425.15 - 23,222.00 - Mid Panel Stress 0.4845 - 0.96571 Web Desian Member Qty Web Tension AllowTension Web Camp I Allow Comp Weld Material W2 2 41,995.23 52,450.56 0.001 22,983.821 12.2x0.232 128=2x2x.232 W3 2 0.00 65,826.00 39,359.751 42,036.041 11.5x0.230 2E=2 1/2x2 1/2x.230 W4 2 28.91709 37,525.86 0.001 16,210.501 11.9 x 0.163 123 = 2 x 2 x.163 W5 2 0.00 54001.86 28,917.091 30,756.611 10.4x0.187 2A=2 1/2x2 112x.187 W6 1 11,853.12 14,531.25 0.001 4,085.85 6.4x0.125 20=2x2x.125 W7 2 0.00 29,062.50 11,853.12 15,821.79 6.4x0.125 20=2x2x.125 W8 1 13,569.52 20,190.72 0.00 3,527.09 5.2x0.176 24=2x2x.176 W8 1 13,569.52 20,190.72 0.00 3,527.09 5.2x0.176 24=2x2x.176 W7 2 0.00 52,450.56 20,004.27 22,010.231 7.2x0.188 28=2x2x.232 W6 2 20,004.27 21,562.50 0.001 5,240.071 10.8 x0.125 1E= 1 1/2x 1 1/2x.125 W5 2 0.00 60,903.36 34,002.421 35,533.511 12.2 x 0.188 12C = 2 1/2 x 2 1/2 x.212 W4 2 34,002.42 42,781.86 0.001 18,313.761 12.2 x 0.187 125 = 2 x 2 x.187 W3 2 0.00 96,422.34 33,261.93 78,355.21 8.0 x 0.281 35 = 3 x 3 x.281 W2 2 44,860.45 96,422.34 0.001 68,949.28 10.8 x 0.281 35 = 3 x 3 x.281 Vi 1 01 10,781.25 2,1271 2,212.08 2.0 x 0.125 1E = 1 1/2 x 1112 x.125 V2 1 01 10,781.251 2,1271 2,212.08 2.0x0.125 1E=1 1/2x1 1!2x.125 97-0377 CARLSBAD LOT 41 -ROOF BUILDING 2 J Job Number Job Name.: Location: Joist Descnption: 'W CARLSBAD, CA Girder Load @ Diag 48G7N9.3K Date r 316198 Mark' Gil - Geometry Base Length: 47-3 1/2 Working Length: 146-11 1/2 Joist Dept?,: 48.00 EfectNe Depth: 46.13 BC Panel Length: Special Panels Shape: Parallel Chords Variable Left End Right End 3-73/4 BC Panel 4-0 TC Panel 4-0 3'4 First First Diag. 7-4 3-73/4 48.00 Depth 48.00 Loads Point Load at Diagonals 9300.00 Concentrated Load IC @ 23-7 3/4 1,000.001 Concentrated Load TC @27-73/4 21800.00 Additional Shear in Webs 500.00! TC Axial Load 34,500.00! Stress Analysis Uniform TC: 0.00 Uniform BC: 0.00 Reaction LE: 1 32,750.89 Reaction RE: 36,149.11 Minimum Shear 1 9,037.28 1102,655.80 Max TC Comp.: Max BC Tension 102,165.38 Member TC Tension ITC Compresion BC Tension BC Compresioni Web Tension Web Comp. Web Length PP Dist W2 0.001 46,889.741 0.00 0.00 40.38934 0.00 65.15 0-2 W3 0.001 46889.741 52,384.57 0.00 0.00 37,854.64 61.06 4-0 W4 0.001 79,834.63 52,384.57 0.00 27,853.27 0.00 66.58 7-4 W5 0.00 79,834.63 91,507.78 0.00 0.00 27,853.27 66.58 11-4 - W6 0.001 98,502.43 91,507.78 0.00 11,466.53 0.00 52.89 15-4 W7 0.00 98,502.431 102,165.38 0.00 0.00 11,466.53 52.89 17-57/8 W8 0.00 102,655.801 102,165.38 0.00 13,041.77 0.00 66.58 19-73/4 W8 0.00 102,655.80 101,542.95 0.00 13,041.77 0.00 66.58 23-73/4 W7 0.00 91,966.441 101,542.95 0.00 0.00 19,336.37 66.58 27-73/4 W6 0.001 91,966.441 74,700.88 0.001 19,336.37 0.00 66.58 31-73/4 W5 0.001 64,577.661 74,700.88 o.o0] 0.00 32,757.27 66.58 35-73/4 W4 0.001 64,577.66j 28,506.22 0.00 32.757.27 0.00 66.58 39-73/4 W3 0.001 64,577.661 28,506.22 0.001 0.00 31,999.11 46.13 43-73/4 W2 1 0.001 47,254.671 28,506.22 0.007 43,157.28 0.00 62.22143-7 3/4 Standard Verticals Member Position Max Tension Max Camp. Length Vi End Panel 0.00 2,053.12 46.13 V2 Interior 0.00 2,053.12 46.13 - - .- MATERIAL DEsIGt Job Number- Job Name: 97-0377 CARLSBAD LOT 41 -ROOF BUILDING 2 WT&iv. Location: .Joist Description: CARLSBAD, CA Girder Load it -......... Date 316198 Ma,lc 48G7N9.3K G17 Chord Pronertfe Chord Area Rx Rz Ryy Y I Q Matenal IC 2.2897 1.0781 0.6883 1.8487 1.0018 2.6613 1.0000 3F=3112x3112x.344 BC 1.7747 0.9218 0.5892 1.6470 0.8649 1.5078 1.0000 373x3x.312 Axial and Bending Analysis Bending Load: 0.00 Fy: 50,000.00 Fb:. 30,000.00 Mom of Inertia: 4,259.74 LL 240: 2,305.35 TL 10: 3,073.80 Max Bridg TC: 1 26-21/4 Max Bridg8C: 1 32-111/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 46.00 40.00 48.00 48.00 41.751 1.00 Bending Load 0.00 - 0.00 - 000! Max Load Fillers TC: 110,120.27 Max Load no Fillers TC: 96,106.43 Axial Load 46889.74 - 102,655.80 - 47,254.671 fa 10,239.44 1 22,417.22 - 10,319.131 Maximum K LIr 66.83 - * 51.93 - 60.651 Min Weld Len 2X: ,Fa 21,517.98 - 24,047.26 - 22,605.5510.7500 Fe Cm 82,028.56 0.9626 - - 75,335.26 0.8810 - - gg57g01!BCStress: 0.9689128,784.56 Panel Point Moment 0.00 - 0.00 - 0.00 TC OALiRyy: 304.8099 Mid Panel Moment 0.00 - 0.00 - 0.00 BCL/Rz- 162.9356 Panel Poiritfb 0.00 - 0.00 - 0.00 Mid Panel fb 0.00 - 0.00 - 0.00 0 10,319.13 Fillers 0 - 2 - Panel Point Stress 10,239.44 - 22,417.22 - Mid Panel Stress 0.4759 - 0.9322 - 0.4565 Web flesian Member Qty Web Tension Allow Tension Web Comp Allow Comp I Weld Material W2 2 40,389.341 52,450.56 0.00 22,983.821 11.7x0.232 28=2x2x.232 W3 2 0.00 65,826.00 37,854.64 42,036.041 11.1 x 0.230 2E = 2 1/2 x 2 1/2 x.230 W4 2 27,853.271 37,525.86 0.00 16,210.501 11.5x0.163 23=2x2x.163 k W5 2 0.00 54,001.86 27,853.27 30,756.61 10.0x0.187 2A=2 1/2x2 1/2x.187 W6 1 11,466.53 14,531.25 0.00 4,085.85 6.2x0.125 20=2x2x.125 W7 2 0.00 29,062.50 11,466.53 15,821.79 6.2x0.125 202x2x.125. W8 1 13,041.77 18,762.93 0.00 3,289.87 5.4x0.163 23=2x2x.163 W8 1 13,041.77 18,762.93 0.00 3,289.87 5.4x0.163 232x2x.163 W7 - 2 0.00 46,678.50 19,336.37 19,821.79 6.9x0.188 26=2x2x.205 W6 2 19,336.37 21,562.50 0.00 5,240.07 10.4 x 0.125 1E = 11/2 x 1 1/2 x.125 W5 2 0.00 60,903.36 32,757.27 35,533.51 11.8x0.188 2C =2 1/2x2 1/2x.212 W4 2 32,757.27 40,381.44 0.00 17,370.97 12.5 x 0.176 24 = 2 x 2 x.176 W3 2 0.00 56,250.00 31,999.11 37,210.82 8.6x0.250 29=2x2x.250 W2 2 43157.28 56,250.00 0.00 26,618.45 11.6x0.250 29=2x2x.250 Vi 1 0 10,781.25 2,053 2,212.08 2.0x0.125 1E = 1 1/2x 1 1/2x.125 V2 1 0 10,781.25 2,053 2,212.08 2.0x0.125 1E=1 112x1 112x.125 - -. -• •• - -- , . -. -•.. -.g --_. TSTRESS ANALYSIS . .., Job Number Job Name: Date Run: 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 317198 (llrcrn Location: - Joist Descnption: Mark: I CARLSBAD, CA Short Span Crimp 26K2561128 J28 Base Length: Working Length: Joist Depth: Elective Depth: BC Panel Length: Shape: 47-4314 147-0 3/4 1 26.00 1 24.86 10 CM 4-0 1 Parallel Chords Variable Left End Right End BC Panel 3-8 4-0 TC Panel 3-0 3-4 First Half 1-9 1-11 3/4 First Diag. 5-5 5-11 3/4 26.00 Depth 26.00 Loads Uniform Load I 256.00I Live Load . 128.001 Concentrated Load TC @ 23-5 1,000.00.1 i,Addtonal Shear in Webs 500.001 TC Axial Load 7100.001 Stress Analysis Uniform TC: Uniform BC: Reaction LE: Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 00 256. 0.00 6,529.98 6,518.02 1,632.49 39,886.50 39,231.92 Member TC Tension ITC Compresionl BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.001 13,139.721 0.00 0.00 13,089.66 0.00 48.81 0-2 V1S 0.001 12977.531 0.00 0.00 0.00 905.37 26.12 3-0 W3 0.001 12,977.531 14,845.52 0.00 0.00 7,848.13 32.54 3-8 W4 0.001 20,028.781 14,845.52 0.00 7,547.56 0.00 34.55 5-5 W5 0.00 20,028.781 23,870.26 0.001 0.00 6,835.89 34.55 7-5 W6 0.00 27,641.19 23,870.26 0.00 6,124.22 0.00 34.55 9-5 W7 0.00 27,641.19 j 30,917.82 0.00 0.00 5,412.55 34.55 11-5 WB 1 0.00 33,700.151 30,917.82 0.00 4,700.88 0.00 34.55 13-5 W9 0.00 33,700.151 35,988.18 0.00 0.00 3,989.21 34.55 15-5 W10 0.001 37,781.921 35,988.18 0.00 3,277.54 0.00 34.55 17-5 Wil 0.001 37,781.921 39,081.361 0.00 0.00 2,565.87 34.55 19-5 W12 0.00' 39,886.501 39,081.36 0.00 2,269.13 0.001 34.55 21-5 W12 0.001 39,886.50 39,231.92 0.00 2,269.13 0.00 34.55 23-5 Will 0.001 38,083.0-41 39,231.92 0.00 0.00 2,349.10 34.55 25-5 W10 0.001 38,083.041 36,439.86 0.00 3,060.77 0.00 34.55 27-5 W9 0.00 34,302.391 36,439.861 0.00 0.00 3,772.44 34.55 29-5 W8 0.00 34,302.391 31,670.621 0.00 4,484.11 0.00 34.55 31-5 W7 0.00 28,544.55 31,670.62 0.00 0.00 5,195.78 34.55 33-5 W6 0.00 28,544.55 24,924.181 0.00 5,907.45 0.00 34.55 35-5 W5 0.001 20,932.141 24,924.18 0.001 0.00 6,619.12 34.55 37-5 W4 0.001 20,932.141 16,200.56 0.00 7,330.79 0.00 34.55 39-5 W3 0.001 13,628.611 16,200.56 0.00 0.001 8,116.48 34.38 41-5 V1S 0.001 13,628.61 0.00 0.00 0.00 981.01 26.12 44-03/4 W2 0.001 13,808.181 0.001 0.00 13,908.631 0.00 52.29 43-43/4 Standard Verticals Member I Position Max Tension I Max Camp. I Length V2 I Interior I 0.o0j 1,711.43 24.86 .. .- . .. . MATERIAL DESIGN 77 Job Number Job Name: Date 970377 CARLSBAD LOT 41 ROOF BUILDING 2 317198 a Location: . Joist Description: Majft CARLSBAD, CA Short Span Crimp 26K256/128 Chord Prooertles Chord Area Rx Rz Ryy Y I _Qr Material TO 0.7780 0.6149 0.3929 1.2389 0.5755 0.2942 1.0000 26=2x2x.205 - BC 0.6730 0.6189 0.3944 1.2318 0.5650 0.2578 1 0.9808 242x2x.176 Axial and Bendina Analysis Bending Load: 256.00 Fy- 50,000.00 Pb: 30,000.00 Mom of Inertia: 446.56 LL 240: 240.08 TL lao: 320.10 Max Bridg TC: 14-11 5/8 Max Bring BC: 24-7 518 Top Chord Check End Panel LE I First Panel LE I Interior Panel First Panel RE End Panel RE Gap Between Cho,ris: 38.00 .1.00 Length 1 34.001 29.001 24.00 31.75 Bending Load 256.00 256.00 0.00 256.00 256.00 Max Load Fillers TC: Axial Load 1 13,139.721 12,977.531 39,886.50 13,628.61 13,808.18. 40,404.01 Max Load no Fillers TC: fa 1 8,444.821 8,340.58 25,634.82 8,759.03 8.874.44 '35,059.28 Maximum K Ur 86.531 73.80 39.03 80.80 96.71 Min Weld Len 2X: Fa 15907.70 20,222.56 25,967.42 18851.40 13,912.76 0.5000 Fe 48,844.69 67139.67 98,028.59 56,012.86 39.10282 BC Stress: 0.9319 .29,146.00 Cm 0.94811 0.9627 1 0.8954 0.9531 Panel Point Moment 2461.981 2461.971 0.00 3070.72 3070.64 2468.38 455.8595 BCLJRz: 7434.90 121.7054 TMid Panel Moment 1974.57 1 561.471 0.00 692.001 Panel Pointfb 5961.141 5961.12 0.00 7435.08 Mid Panelfb 1931.481 549.22 0.00 676.90 2414.52 Fillers 0 0 6 0 0 16,309.34; 0.7349 Panel Point Stress 14,405.961 14,301.71 25,634.82 16,194.11 Mid Panel Stress 0.60471 0.43261 0.98721 0.49011 Web Desian Member Qty Web Tension Allow Tension I Web Camp I Allow Comp Weld Material W2 1 13,089.66 18.039.611 0.001 2,072.981 2.0 x 0.441 i1RH = round 7/8 W3 1 0.00 16.546.531 7,848.131 9,153.75 3.7 x 0.143 121 = 2 x 2 x .143 W4 1 7,547.56 7818.571 0.001 2,529.941 4.7 x 0.109 i 15 = 1 1/4 x 1 1/4 x.109 W5 1 0.00 114,5311.251 6,835.891 8,441.601 3.7x0.125 i202x2x.125 W6 1 6.124,22 6,183.571 0.00 1,266.781 3.8 x 0.109 110 = 1 x 1 x.109 W7 1 0.00 11,848.68 5,412.55 5,482.511 2.6 x 0.138 1G = 1 1/2 x 1 1/2 x.138 W8 1 4,700.88 6,183.57 0.00 1,266.78 2.9 x 0.109 110 = 1 x 1 X.109 W9 1 0.00 9,786,93 3,989.21 4,497.94 2,4x0,113 1 10 = 1 112x 1 112 x.113 W10 1 3,277.54 6,183.57 0.00 1,266.78 2.0 x 0.109 110 = 1 x 1 X.109 Wil 1 0.00 8,906.251 2,565.87 2862.70 2.0 x 0.125 118 = 11/4 x 11/4 x.125 W12 1 2,269.13 67,183.571 0.00 1,266.78 2.0 x 0.109 i10 = 1 x 1 x.109 W12 1 2,269.13 6183.57 0.001 1,266.78 2.0x0.109 110= lxi x.109 Wil 1 0.00 7,818.57 2,349.10 2,529.94 2.0x0.109 115 = 1 1/4x 1 1/4x.109 W10 1 3,060.77 6183.57 0.00 1,266.78 2.0 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 9,786.93 3,772.44 4,497.94 2.2x0.113 11C = 1 112x 1 1/2x.113 W8 1 4,484.11 6,183.57 0,00 1,266.78 2.8 x 0.109 110 = 1 x 1 X.109 W7 1 0.00 11,848,68 5,195.78 5,482.51 2.5 x 0.138 11G = 11/2 x 1112 x .138 W6 1 5,907,45 6,183.57 0.00 1,266.78 3.6 x 0.109 Ho = 1 x 1 X.109 W5 1 0.00 14,531.25 6,619,12 8,441,60 3.6x0,125 20=2x2x.125 W4 1 7,330.79 7,818.57 0,00 2,529.94 4.5 x 0.109 15 = 1 1/4 x 1 1/4 x .109 W3 1 0.00 16,546.53 8,116.48 8,674.28 3.8x0.143 21=2x2x.143 W2 1 .. 13,908.63 18,039.61 0.00 1,806.08 2.0x0.468 RH= round 7/8 , Vi 1 ' 0 6,183.57 981 2,217.791 2.0x0.109 10=1 x x.109 .... :. V2 1 01 6,183.571 7111 2,447.471 2.0x0.109 10=lxlx.109 -•-':,.-- ........... ...-.....&;-• i. --STRESS ANALYSIS Job Number Job Name: Date Run.c 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 317198 Location: Joist Description: Marc CARLSBAD, CA Short Span Crimp 26K2561128 J29 - se Length: 1/4 F Working Length: 147-01/4 I Joist Depth: 26.00 Elective Depth: 24.86 I BC Panel Length: 10 @4-0 I Shape: Parallel Chords Variable Left End Right End BC Panel 3-8 4-0 TC Panel 3-0 3-4 1-111/4 irst Halt 1-9 First Diag. 5-5 5-11 1/4 Depth 126.00 126.00 Loads Uniform Load 256.O0l!Live Load . 128.00 Concentrated Load TC @ 23-5 1,000.0011 Additional Shear in Webs 500.001 TC Axial Load I 7100.001 Stress Analysis Uniform TC: Uniform BC: Reaction LE. Reaction RE: Minimum Shear Max TC Comp.: Max BC Tension 256.00 0.00 6,524.20 6,513.13 1,631.05 39,821.73 39,161.58 Member TC Tension TC compresioni BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00 13132.411 0.00 0.001 13078.33 0.00 48.81 0-2 V1S 0.00 12970.221 0.00 0.00 0.00 905.05 26.12 3-0 W3 0.00 12,970.221 14,830.89 0.001 0.00 7840.57 32.54 3-8 W4 0.00 20,013.631 14,830.89 0.001 7,539.54 0.00 34.55 5-5 W5 0.00 20013.631 23,844.50 0.00 0.00 6827.87 34.55 7-5 W6 0.00 27,609.851 23844.50 0.00 6,116.20 0.00 34.55 9-5 W7 0.00 27,609.85 30,880.91 0.00 0.00 5404.53 34.55 11-5 W8 0.001 33,657.671 30,880.91 0.00 4,692.86 0.00 34.55 13-5 W9 0.001 337657.67! 35940.13 0.00 .0.00 3,981.19 34.55 15-5 W10 0.001 37,728.291 35,940.13 0.001 3,269.52 0.00 34.55 17-5 Wil 0.00 37728.291 39,022.16 0.001 0.00 2,557.85 34.55 19-5 W12 0.00 39821.731 39022.16 0.001 2,267.13 0.00 34.55 21-5 W12 0.00 39,821.731 39,161.58 0.001 2,267.13 0.00 34.55 23-5 Wil 0.00 38,007.131 39,161.58 0.001 0.00 2357.12 34.55 25-5 W10 0.00 38,007.131 36,358.38 0.00 3,068.79 0.00 34.55 27-5 W9 0.00 34,215.34 36,358.38 0.00 0.00 3,780.46 34.55 29-5 W8 0.00 34,215.341 31,577.99 0.001 4,492.13 0.00 34.55 31-5 W7 0.00 28,446.351 31,577.99 0.001 0.00 5,203.80 34.55 33-5 W6 0.00 28,446.351 24,820.41 0.001 5915.47 0.00 34.55 35-5 W5 0.00 20850.131 24,820.41 0.001 0.00 6,627.14 34.55 37-5 W4 0.00 20,850.13! 16,085.65 0.001 7,338.81 0.00 34.55 39-5 W3 0.00 13623.111 16,085.65 0.00 0.00 8,036.00 34.04 41-5 V1S 0.00 13,623.111 0.00 0.001 0.00 975.08 26.12 44-01/4 W2 0.00 13,801.391 0.001 0.001 . 13,898.33 0.00 52.29 43-4 1/4 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 1 0.00 1 1,711.11 24.86 I. .- Job Number: 9 P7- 0 3: 7~7 "V' CARLSBA Chord Pronertfes - MATERIAL DESIGN .iobName: . . CARLSBAD LOT 41 - ROOF BUILDING 2 . 317198 Joist Description: . Mark CA Short Span Crimp 26K256I128 J29 Chord Area Rx Rz Ryy Y I 0 Material IC .0.7780 0.6149 0.3929 1.2389 0.5755 0.2942 1.0000 26=2x2x.205 BC 0.6730 0.6189 0.3944 1.2318 0.5650 0.2578 0.9808 242x2x.176 Axial and Bendina Analysis Bending Load: 256.00 . Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 446.56 LL 240: 240.71 TL 180: 320.95 Max Bridg TC: 14-11 5/8 Max Bndg BC: 1 24-75/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 34.00 29.00 24.00 31.25 38.00111-00 Bending Load Axial Load fa 256.00 13132.41 8,440.12 256.00 12,970.22 8,335.88 0.00 39,821.73 25,593.19 256.00 13623.11 8,755.49 256.001 13801.391 8,870.07j Max Load Fillers TC: 40,404.01 Max Load no Fillers TC: 35,059.28 Maximum K Lir 86.53 73.80 39.03 79.53 96.711 Min Weld Len 2X: Fa 15907.70 20,222.56 25,967.42 19,106.09 13,912.76 0.5000 Fe 48,844.69 67,139.67 98,028.59 57819.61 39,102.82 BC Stress: Cm 0.9482 0.9628 0.8956 0.9546 0.9319. 29,093.75 Panel Point Moment Mid Panel Moment Panel Point fb 2461.98 1974.57 5961.14 2461.97 561.47 5961.12 0.001 0.00 0.00 3049.62 646.00 7383.99 3049.59; 2476.82: BC LIRZ 7383.91 1121.7054 Mid Panelfb 1931.48 549.22 0.00 631.90 2422.78; Fillers 0 0 6 0 0! 16,253.981 Panel Point Stress 14,401.26 14,297.01 25,593.19 16,139.48 Mid Panel Stress 0.6044 0.4323 0.98561 0.4820 0.73491! Web Desian Member Qty Web Tension Allow Tension Web Comp I Allow Comp I Weld I Material W2 1 13,078.33 18,039.61 0.00 2,072.981 2.0 x 0.440 1 RH = round 7/8 W3 1 0.00 16,546.531 7,840.571 9,153.751 3.7 x 0.143 121. = 2 x 2 x .143 W4 1 7,539.54 7,818.57 0.001 2,529.941 4.7 x 0.109 115 = 1 1/4 x 1 1/4 x.109 W5 1 0.00 14,531.25 6,827.871 8,441.601 3.7x0.125 120=2x2x.125 W6 1 61116.20 6,183.57 0.00 1,266.781 3.8 x 0.109 110 = 1 x 1 x .109 W7 1 0.00 11,848.68 5,404.53 5,482.511 2.6x0.138 1G = 1 1/2x 1 1t2x.138 W8 1 4,692.86 6,183.57 0.00 1,266.78 2.9 x 0.109 10 = 1 x 1 x .109 W9 1 0.00 9,786.93 3,981.19 4,497.94 2.4x0.113 1C = 1 1/2x 1 1/2x.113 W10 1 3,269.52 6,183.57 0.001 1,266.78 2.0x0.109 10 = lxix .109 Wil 1 0.00 8,906.25 2,557.851 2,862.701 2.0x0.125 118=1 1/4x 1 1/4 x.125 W12 1 2,267.13 6,183.571 0.001 1,266.7811 2.0x0.109 10= lxi x.109 W12 1 2,267.13 6,183.57 0.00 i,266.781 2.0 x 0.109 10 = 1 xi x .109 Wil 1 0.00 7,818.57 2,357.12 2,529.941 2.0x0.109 115 = 1 1/4x 1 1/4x.109 WiG 1 3,068.79 6,183.57 0.00 1,266.781 2.0x0.109 10 = lxix .109 W9 1 0.00 9,786.93 3,780.46 4,497.941 2.3 x 0.113 1C = 1 1/2 x 1 1/2 x.113 W8 1 4,492.13 6,183.57 0.00 1,266.78 2.8 x 0.109 10 = 1 x 1 x.109 W7 1 0.00 11,848.68 5,203.80 5,482.51 2.5x0.138 1G=1 112x1 1/2x.138 W6 1 5,915.47 6,183.57 0.00 1,266.78 3.7 x0.109 10 = 1 x 1 x.109 W5 1 0.00 14,531.25 6,627.14 8,441.60 3.6x0.125 20=2x2x.125 W4 1 7,338.81 7,818.57 0.00 2,529.94 4.5x0.109 15=11/4x1 1/4x.109 W3 1 0.00 16,546.53 8,036.00 8,765.09 3.8x0.143 21=2x2x.143 W2 1 13,898.33 18,039.61 0.00 - 1,806.08 2.0x0.468 RH= round 7/8 Vi 1 0 6,183.57 . 975 2,217.79 2.0 x;0.109 10 = 1 x 1 X.1 09 V2 1 0 6,183.57 711 2,447.471 2.0 x 0.109 110 = 1 x 1 x .109 KPI STRESS ANLYSIS Job Number Job Name: -. .' ..' - l)f Run: ) 97-0377 CARLSBAD LOT 41 - ROOF BUtLDING 2 317198 (fl Location: ~CARLSBAD,CA . Joist Descnption: .. Mark: ü' Short Span Crimp 26K2561128 J30 Geometry Base Length: 46-2 I Working Length: 45-10 Joist Depth: 26.00 I Elective Depth: I 24.86 ho BC Panel Length: @ 4-0 I Shape: Parallel Chords Variable Left End Right End BC Panel 2-8 4-0 TC Panel 2-8 3-4 1-11 /4 'First Half 1-6 1/4 First Diag. 4-2 1/4 5-1 1 3/4 26.00 Depth 26.00 Loads Uniform Load 256.00HLive Load S 128.00 Concentrated Load TO @ 22-2 1/4 1,000.001hAdditional Shear in Webs 500.001 TC Axial Load 7,100.001 Stress Analysis Uniform TC: 256.00 Uniform BC: 0.00 Reaction LE: 6,386.21 Reaction RE: 6,347.12 Minimum Shear 1 1,596.55 Max TC Comp.: 137,914.83 Max BC Tension 137,425.34 Member TO Tension jTC Compresionj BC Tension IBC Compresion1 Web Tension Web Comp. Web Length PP Dist. W2 0.001 10,814.401 0.001 0.00 10,289.84 0.001 38.96 0-2 W3 0.001 .10,814.401 11,393.951 0.00 0.00 7,506.681 30.84 2-8 W4 0.001 17,563.15 11,393.951 0.00 7,784.40 0.001 34.56 4-21/4 W5 0.001 17,563.15 20,746.911 0.00 0.00 7,072.79 34.56 6-21/4 W6 0.001 24,682.08 20,746.91 - 0.00 6,361.19 0.00 34.56 8-21/4 W7 0.00 24,682.08 28,123.051 0.00 0.00 5,649.58 34.56 10-21/4 W8 0.00 '31,069.811 28,123.05 0.00 4,937.98 0.00 34.56 12-21/4 W9 0.00 31,069.81 33,522.37 0.00 0.00 4,226.37 34.56 14-21/4 W10 0.001 35,480.731 33,522.37 0.00 3,514.77 0.001 34.56 16-21/4 Wil 0.001 35,480.73 36,944.88 0.00 0.00 2.803.161 34.56 18-21/4 W12 0.001 37,914.83 36,944.881 0.00 2,218.97 0.001 34.56 20-21/4 W12 0.00 37,914.83 37,425.341 0.00 2,218.97 0.00 34.56 22-21/4 W11 0.001 36,441.64 37,425.34 0.00 0.00 2,218.97 34.56 24-21/4 W10 0.00 36,441.64 34,963.74 0.00 2,822.96 0.00 34:56 26-21/4 W9 0.00 32,991.63 34,963.74 0.00 0.00 3,534.56 34.56 28-21/4 W8 0.00 32,991.63 30,525.33 0.00 4,246.17 0.00 34.56 30-21/4 W7 0.00 27,564.81 30,525.33 0.00 0.00 4,957.77 34.56 32-21/4 W6 0.00 27,564.81 24,110.10 0.00 5,669.38 0.00 34.56 34-21/4 W5 0.00 20,445.88 24,110.10 0.00 0.00 6,380.981 34.56 36-21/4 W4 0.001 20,445.88 15,718.06 0.00 7,092.59 0.001 34.56 38-21/4 W3 0.001 13,389.90 15,718.06 0.00 0.00 7,879.411 34.38 40-21/4 V1S 0.001 13,389.90 0.00 0.00 0.00 971.141 26.12 42-10 W2 0.00 1 3,569.431 0.001 0.00 13,547.17 0.00 52.29 42-2 Standard Verticals Member Position Max Tension Max Comp. Length Vi End Panel 0.00 704.24 24.86 V2 lntenor 0.00 1,701.57 24.86 I oil MATERIAL DESIGN t, 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 3/7/9 j Job Number Job Name: Date I'J~3'0 Location: Joist Descnption: CARLSBAD,CA Short Span Crimp 261(256/128 Chord Properties • Chord Area Rx Rz Ry' Y I 0 Material TC 0.7780 0.6149 0.3929 1.2389 0.5755 0.2942 1.0000 262x2x.205 BC 0.6254 0.6208 0.3951 1.2286 0.5603 0.2410 0.9522 232x2x.163 Axial and Bending Analysis Bending Load: 256.00 Fy: 50,000.00 Fb:. 130,000.00 1429.22 Mom of Inertia: LL 240: 249.82 TL 180: 333.10 Max 8ridg it: 14-11 5/8 Max Bi BC: ] 1 24-6718 I Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE 38.00 1.00 30.00 18.251 I End Panel RE Gap Between Chords. Length 24.001 31.751 Bending Load 256.00 - 0.00 256.00 256.00 Wax Load Fillers TC: 13569.43 Axial Load 10 814.40 - 37914.83 13 389.90 Ifa 6,950.35 - 24,367.64 8,605.61 Wax Load no Fillers TC: 8,721.00 35,059.28 IMaximum KL/r 76.35 - 39.03 80.80 96.71 Min Weld Len 2X 13,912.76 0.5000 IFa I 17,759.07 - 25,967.42 18,851.40 Fe I 62,738.30 - I 98,028.591 56,012.86 39,102.82 BC Stress: 0.9331 29,919.64 Cm 0.9668 - I 0.90061 0.9539 Panel Point Moment 1723.18 - 0.001 3070.72 3070.64 TC 0AL,1Ryy: Mid Panel Moment 1615.73 - 0.00 692.00 443.9534 2468.38 aCLIRZ Panel Point fb 4172.32 - 0.001 7435.08 7434.90 121.4796 Mid Panel fb 1580.48 - 0.00 676.90 2414.52 Fillers 0 - 6 0 0 16,155.89 Panel Point Stress 11122.67 - I 24,367.64 16,040.69 Mid Panel Stress 0.4486 - 0.9384 0.4819 0.7235 Web Design I -member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 1 10,289.84 18,039.61 0.00 3,253.59 2.0 x 0.346 RH = round 7/8 W3 1 0.00 14,531.25 7,506.68 8,060.59 4.0 x 0.125 20= 2 x 2 x.125 W4 1 7,784.40 7,818.57 0.00 2,530.40 4.8 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W5 1 0.00 14,531.25 7,072.79 8,442.08 3.8x0.125 202x2x.125 W6 1 6,361.19 7818.57 0.00 2,530.40 3.9 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W7 1 0.00 13,309.92 5,649.58 6,129.61 2.4 x 0.156 1J = 1 1/2 x 1 1/2 x .156 W8 1 4,937.98 6,183.57 0.00 1,267.01 3.1 x 0.109 10 = 1 x 1 x.109 wg 1 0.00 9,786.93 4,226.37 4,498.57 2.5 x 0.113 1C = 1112 x 1 1/2 x .113 Wio 1 3,514.77 6,183.57 0.00 1,267.01 2.2 x 0.109 10 = 1 x 1 x.109 Wil 1 0.00 8,906.25 2,803.16 2,863.22 2.0x0.125 18 = 1 1/4x 1 1/4x.125 W12 1 2,218.97 6,183.57 0.00 1,267.01 2.0 x 0.109 10 = 1 x 1 x .109 W12 1 2,218.97 6,183.57 0.00 1,267.01 2.0 x 0.109 10 = 1 x 1 x.109 I Wii 1 0.00 7,818.57 2,218.97 2,530.40 2.0x0.109 15 = 1 1/4x 1 1/4x.109 I W10 1 2,822.96 6,183.57 0.00 1,267.01 2.0 x 0.109 10 = 1 x 1 x.109 I W9 1 0.00 9786.93 3,534.56 4498.57 2.1 x0.113 1C =1 112x 1112 x.113 I W8 1 4,246.17 6183.57 0.00 1,267.01 2.6 x 0.109 10 = 1 x 1 x.109 W7 1 0.00 10,781.25 4,957.77 4,982.14 2.7x0.125 1E=1 1/2x1 112x.125 I W6 1 5,669.38 6,183.57 0.00 1,267.01 3.5 x.0.109 10 = 1 x 1 x.109 W5 1 0.00 14531.25 6,380.98 8,442.08 3.4x0.125 20=2x2x.125 W4 1 7,092.59 7,818.57 0.00 2,530.40 4.4x0.109 15=1 1/4x1 1/4x.109 W3 1 0.00 16546.53 7879.41 8675.11 3.7x0.143 21 = 2x2x.143 W2 1 13,547.17 18,039.61 0:00 1,806.62 2.0x0.456 RH= round 7/8 Vi 1 0 6,183.571 971 2,217.87 2.0 x 0.109 110= 1 xl x .109 V2 1 0 6,183.571 702 2,447.47 2.0x0.109 101xlx.109 - - STRESS ANAEiS Job Number Job Name: -.. 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 (7y. Location: -. Jiist Description: !CARLSBAD,CA - Short Span Crimp 26K2561128 DetèR ~ 317198 . ., Maj'lc J31 Geometry Base Length: 45-7 1/2 Working Length: -3 1/2 I Joist Depth: 26.00 I Elective Depth: I 24.71 BC Panel Length: 10 @ 4-0 .Parallel Shape: Chords -] Variable Left End Right End BC Panel 2-0 4-0 TC Panel 2-0 3-4 _____________________ First Half 1-73/4 1-11 3/4 First Diag. 13-73/4 5-11 3/4 1 Depth 126.00 26.00 Loads Uniform Load 256.0011 Live Load 128.00 Concentrated Load TC @23-73/4 1,000.00 Concentrated Load IC @ 19-7 3/4 700.00 Concentrated Load TC @ 21-7 3/4 700.00 IConcentrated Load TC @ 25-7 3/4 700.00 Concentrated Load TC @ 23-7 3/4 700.00 Additional Shear in Webs 1200.00 TC Axial Load 1 7,100.001 Stress Analysis Uniform TC: 256.00 Uniform BC: Reaction LE: 1 0.00 17,689.24 Reaction RE: 7,705.43 Minimum Shear 11,926.36 Max TC Comp.: 1 50,845.25 Max BC Tension 1 51,364.43 7 Member TC Tension ITC c.on,presionj BC Tension BC Compresion Web Tension I Web Comp. Web Length PP Dist W2 0.001 10,302.471 0.00 0.00 11,587.40 0.00 33.09 0-2 W3 0.00 10,302.471 12,238.57 0.00 0.00 10,508.98 31.63 2-0 W4 0.00 19,269.581 12,238.57 0.00 10,793.18 0.00 34.45 3-73/4 W5 0.00 19,269.581 24,449.73 0.00 0.00 10,079.45 34.45 5-73/4 W6 0.00 29,809.4111 24,449.73 0.00 9,365.721 0.00 34.45 7-73/4 W7 0.00 29,809.411 34,671.84 0.001 0.001 8,651.99 34.45 9-73/4 W8 0.00 39,037.011 34,671.84 0.001 7,938.261 0.00 34.45 11-73/4 W9 0.001 39,037.011 42,904.92 0.001 0.001 7,224.53 34.45 13-73/4 W10 0.001 46,275.571 42,904.92 0.001 6,510.801 0.001 34.45 15-73/4 Wil 0.001 46,275.571 49,148.97 0.00 0.001 5,797.07 34.45 17-73/4 W12 0.00 50,845.251 49,148.97 0.00 4,107.531 0.001 34.45 19-73/4 W12 0.00 50,845.251 51,364.43 0.00 0.00 2,685.35 34.45 21-73/4 W11 0.00 49,735.301 51,364.43 0.00 0.00 4,011.15 34.45 23-73/4 W10 0.00 49,735.301 46,929.06 0.00 5,700.68 0.00 34.45 25-73/4 W9 0.00 43,625.561 46,929.06 0.00 0.00 6,414.41 34.45 27-73/4 W8 0.00 43,625.561 39,824.80 0.00 7,128.141 0.00 34.45129-7 3/4 W7 0.00 35,526.781 39,824.80 0.00 0.001 7,841.87 34.45 31-7 3/4 W6 0.00 35,526.781 30,731.50 0.001 8,555.601 0.00 34.45 33-73/4 W5 0.00 25,438.971 30,731.50 0.00 0.00 9,269.33 34.45 35-7 3/4 W4 0.00 25,438.971 19,649.17 0.00 9,983.06 0.00 34.45 37-73/4 W3 0.00 15,336.121 19,649.17 0.00 0.001 10,757.51 34.27 39-73/4 V1S 0.001 15,336.121 0.00 - 0.001 0.001 1,036.24 25.97 42-31/2 W2 0.001 15,516.761 0.00 0.001 17,961.421 0.00 52.22 41-71/2 Standard Verticals Member Position Max Tension Max Comp. Length Vi End Panel 0.00 699.56 24.71 V2 Interior 0.00 1,466.23 24.71 - ,... .-.. . MATERIAL DESIGN ' Job Number Job Name: .. . . 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 (7 Location: -. Joist Description: - W' CARLSBAD, CA Short Span Crimp 261<256I128 ro :, MaC.,-: - Chord Prooertles Chord Area Area Rx Rz Ryy Y I Q Material IC 1.0151 0.7748 0.4934 1.4312 0.7033 0.6093' 0.9673 2C = 2 112 x 2 1/2 x .212 BC 0.8742 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28=2x2x.232 II Axial and Bending Analysis Bending Load: 256.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 574.56 Li 240: 346.56 TL 180: 462.08 117-3 1/2 Max Bridg TC: Max Bridg BC: 124-107/8 Top Chord Check End Panel LE First Panel LE I Interior Panel First Panel RE End Panel RE Gap Between Chords: 38.00 1.00 Length 22.00 19.751 24.00 31.75 Bending Load 256.00 - 0.00 256.00 256.00 Max Load Fillers TC: Axial Load 10302.47 - 50845.25 15336.12 15,516.761 53,205.54 Max Load no Fillers TC: 7,643,30;1:48,471.76 fa 5074.83 - 25,045.54 7,554.32 IMaximum KLIr I 44.59 - 30.98 64.34 77.01L Min Weld Len 2X: 17,280.72 '0.5000 Fa 22,007.51 - 26,208.18 21,424.30 Fe 185,207.83 - 155,626.02 88,923.64 62,077.97 BC Stress: 0.9631:' - "' '- 3070.64 379.7567 2468.38 Cm 0.9918 - 0.9356 0.9745 Panel Point Moment 985.16 - 0.001 3070.72 Mid Panel Moment 845.09 - 0.001 692.00 Panel Pointfb 1452.45 - o.00l 4527.26 4527.15 122.5167 Mid Panel fb 487.74 - 0.001 399.38 1424.61 Fillers 0 - 4 0 IPanel Point Stress 6,527.28 - 25,045.54 12,081.58 12,170.46 0.492 Mid Panel Stress 0.2477 - 0.9556 0.3673 Web Design Member Qty Web Tension Allow Tension Web Camp Allow Camp Weld Material W2 1 11,587.40 18,039.61 0.00 4,667.00 2.0x0.390 RH = round 7/8 W3 I 1 0.00 18762.93 1050898 1113fl1 4 -,; Y n 18n 191 =77i 167 W4 1 10.793,18 11,848.68 0.00 5,672.93 5.3x0.138 1 1G = 1 V2 1 1/2x.138 W5 1 0.00 16,546.53 10.079,45 10,216.75 4.7 x 0.143 21 = 2 x 2 x.143 W6 1 9365.72 9,786.93 0.00 4,632.43 5.6x0.113 1C= 1 112x1 1I2x.113 W7 1 0.00 16,546.53 8,651.99 10,216.75 4.1 x 0.143 21 = 2 x 2 x.143 W8 1 1 7,938.26 8,906.25 0.00 2,980.11 4.3 x 0.125 18 = 1 1/4 x 1 1i4 x.125 W9 1 0.00 14,531.25 7,224.53 8,545.88 3.9 x 0.125 20 = 2 x 2 x.125 W10 1 6,510.80 7,818.57 0.00 2,633.71 4.0 x 0.109 115 = 1 1/4 x 1 1/4 x .109 Wil 1 0.00 13,309.92 5,797.07 6345.08 2.5x0.156 = 1 112x 1 112x.156 ,11 W12 1 4,107.53 6,183.57 0.00 1,318.73 2.5 x 0.109 10 = 1 x 1 x.109 W12 1 0.00 8,906.25 2,685.35 2,980.11 2.0 x 0.125 18 = 1 1/4 x 1 1/4 x.125 Wil 1 . 0.00 9,786.93 4,011.15 4,632.43 2.4x0.113 1C = 1 1/2x 1 1/2x.113 W10 1 5,700.68 6,183.57 0.00 1,318.73 3.5 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 14,531.25 6,414.41 8,545.88 3.5 x 0.125 20 = 2 x 2 x.125 W8 1 7,128.14 7,818.57 0.00 2,633.71 4.4x0.109 15=1 1/4x1 1/4x.109 W7 1 0.00 14,531.25 7,841.87 8,545.88 4.2x0.125 20=2x2x.125 W6 1 8,555.60 8,906.25 0.00 2,980.11 4.6x0.125 18=1 1/4x1 1/4x.125 W5 1 0.00 16,546.53 9,269.33 10,216.75 4.4x0.143 21 2x2x.143 W4 1 9,983.06 10,781.25 0.00 5,142.52 5.4x0.125 1E= 1 1/2x1 1/2 x.125 W3 1 0.00 20,190.72 10,757.51 11,201.28 4.1 x0176 24=2x2x.176 W2 1 17,961.42 23,561.94 0.001 3,196.34 2.0x0.605 RM= round l Vi 1 0 6,183.57 . 1,036 2,319.53 2.0 x 0.109 1 10 = 1 x 1 x .109 V2 1 0 618357 7661 2,562.63120x0109 110= lxix 109 HZ im 'J' Geometry • Job Number 97-0377 Location: CARLSBAD, CA .77 Job Name: Date RUn: CARLSBAD LOT 41 -ROOF BUILDING 2 317/98 .- Joist Descnption: Ma,c Long Span 24LH2001120 J32 Base Length: 37-9 112 Working Length: 37-5 1/2 Joist Depth: 24.00 Elective Depth: 22.86 BC Panel Length: 8 c4-0 Shape: Parallel Chords Variable Left End Right End . BC Panel 3-93/4 4-0 TC Panel 3-93/4 3-0 i-il 3/4 S First Diag. 3-93/4 5-11 3/4 Depth 24.00 24.00 Loads Uniform Load I 200.00;: Live Load . 120.001 Concentrated Load TC @ 19-9 3/4 1,000.001 Additional Shear in Webs 500.001 TC Axial Load Stress Analysis 48,600.001 Uniform TC: 200.00 Uniform BC: 0.00 Reaction LE: 4,221.36 Reaction RE: 4,270.30 Minimum Shear 1,067.58 Max rc Comp.: 53,514.53 Max BC Tension 23,269.35 Member TC Tension ITC Compresioni BC Tension jBC Compresion Web Tension Web Comp. Web Length PP Disti W2 0.00i 41,984.871 0.00 0.00 9,406.37 0.00 49.36 0-2 W3 0.00 41,984.87' 7,379.83 j 0.00 0.00 4,356.78 22.86 3-93/4 W4 0.00 44,576.671 7379.83 0.00 5,497.79 0.00 33.15 3-93/4 W5 0.00 44,576.671 13,871.43 0.00 0.00 4,917.88 33.15 5-93/4 W6 0.00 48,815.571 13,871.43 0.001 4337.98 0.00 33.15 7-93/4 W7 0.00 48,815.57 18,683.551 0.00 0.00 3,758.07 33.15 9-93/4 W8 0.00 51,794.85 18,683.55 0.00 3,178.17 0.00 33.15 11-93/4 W9 0.00 51,794.85 21,816.191 0.00 0.00 2,598.26 33.15 13-93/4 W10 • 0.001 53,514.53 21,816.191 0.00 2,018.36 0.00 33.15 15-93/4 W10 0.001 53,514.531 23269.35 0.00 0.00 1,547.73 33.15 17-93/4 W9 0.001 53,187.341 23,269.3511 0.00 0.00 2,040.99 33.15 19-93/4 W8 0.001 53187.341 20,943.6811 0.00 2,620.89 0.00 33.15 21-93/4 J W7 0.00 50,813.281 20,943.681 0.00 0.00 3,200.80 33.15 23-93/4 W6 0.001 50,813.281 16,938.53 0.00 3,780.70 0.00 33.15 25-93/4 W5 0.00 47,179.61 16,938.53 0.00 0.00 4,360.61 33.15 27-93/4 W4 0.00 47,179.61 11,253.90 0.00 4940.52 0.00 33.15 29-93/4 W3 0.00 42,237.18 11,253.90 0.00 0.00 5,631.53 32.97 31-93/4 V1S 0.001 42,237.18 0.001 0.00 0.00 770.20 25.82 34-91/2 W2 0.00j 42,465.971 0.001 0.00 10,080.871 0.00 51.37 33-91/2 Standard Verticals flMember Position I V2 Interior I Max Tension I 0.001 Max Comp. 567.57 I Length 22.86 . .':.'-. Aw Job Number Job Name: 97-0377 _CARLSBADLOT 41 - ROOF BUILDING 2 lP CARLSBAD,CA _Short Span Crimp 20K200I100 (enmtry Date Run: - 317198 Mark J33 Base Length: 33-41/4 Working Length: _33-01/4 Joist Depth: 1~7,-- _20.00 ecfive Depth: 1902 I7 @4 I BC Panel Length: _7 -O _IParaIIeIChords Shape: Variable LeftEnd RightEnd BCPanel 4-0 2-41/4 TCPanel 4-0 2-41/4 VNVNIZNViZNVNZ1 First Half 0-11 2-1 FirstDiag. 4-11 1 4-5 1/4 Depth 120.00 120.00 Loads UniformLoad 200.00'i Live Load ConcentratedLoadTC @ 16-11 1,000.0011 1 AdditionalShearinWebs _ioo.00! _500.001 TCAxialLoad __7,100.001 Stress Analysis Uniform TC: 200.00 Uniform BC: 0.00 Reaction LE: - 3,794.83 Reaction RE: 3,809.34 Minimum Shear: 1 952.33 Max TC Comp.: 121,587.03 Max BC Tension 22,400.65 Member TCTension TCCornresionlBCTension IBCCompresiont WebTension WebComp. jWeb Length PPDist W2 0.00 11512.68!0.00 0.001 10,236.23 0.00 49.78 0-2 W3 0.00 1.11512.681 9,948.431 0.00 0.00 3,969.76 21.97 4-0 W4 0.00 15,289.161 9,948.431 0.00 5,063.10 0.00 30.62 4-11 W5 0.00 - 15,289.161 16,117.97 0.00 0.00 4,419.11 30.62 6-11 W6 0.00 19,159.27 16117.97 0.00 3,775.12 0.0.0 30.62 8-11 W7 0.00 19,159.27 20,268.72 0.00 0.00 3,131.13 30.62 10-11 W8 0.00 21,587.03 20,268.72 0.00 2,487.14 0.00 30.62 12-11 W9 0.00 21,587.031 22,400.65 0.00 0.00 1,843.15 30.62 14-11 W9 0.00 21,447.801 22,400.651 0.00 0.00 2,020.80 30.62 16-11 W8 0.00 21,447.801 19,990.261 0.00l 2,664.79 0.00 30.62 18-11 W7 0.00 18,846.011 19,990.261 0.00 0.00 3,308.78 30.62 20-11 W6 0.001 18,846.01 15,561.06 0.00 3,952.77 0.00 30.62 22-11 W5 0.00 14,761.061 15,561.06 0.00 0.00 4,596.76 30.62 24-11 W4 0.00 14,767.061 9,113.06 0.00 5,240.75 0.00 30.62 26-11 W3 0.00 9,041.38 9,113.06 0.00 0.00 6,050.29 31.41 28-11 W2 0.00 9,041.381 0.00 0.00 6,971.451 0.001 32.42131-0 Standard Verticals Member Position Max Tension I_ Max Comp. I Lengthi Vi EndPanel 0.001_582.94 19.02 V2 Interior 0.001 507.941 19.02 r '-- MATERIAL DESIGN -. - Job Number Job Name: 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 (fl Location: Joist Description: CARLSBAD, CA I Short Span Crimp 201(200/100 1317,98 J33 Chord Prooertles Chord Area Rx Rz Ryy Y I Q Material IC 0.5516 0.6236 0.3963 1.2238 0.5530 0.2145 0.8979 21=2x2x.143 F BC 0.3950 0.4634 0.2955 1.0354 0.4259 0.0848 0.9964 1G = 1 112 x 1 1/2 x .138 Max Bridg TC: Max Bridg BC: 14-9112 1 20-8112 11 1 Panel RE 26.25 200.00 9,041.38 8,196.32 Gap Between Chords: 1.00 I Max Load Fillers TC: 26,067.82 Max Load no Fillers TC: 22,940.07 66.23 Min Weld Len 2X: 17,973.90 0.5000 84,280.76 BC Stress: 28,358.41 0.9708 TCOALiRyy: 1187.59 323.7929 903.15 BC L,Rz: 4005.86 165.8344 1164.14 0 12,202.18 0.5025; Material L RH= round 7/8 L 15=11/4x11/4x.109 L 10=1x1x.109 L 1C=1112x11/2x.113 L 101x1x.109 L 15=1 1/4x1 1/4x.109 L 10=1x1x.109 15=1 1/4x1 114x.109 15=11/4x11/4x.109 l0lxlx.109 15=1 1/4x1 1/4x.109 10=1x1x.109 3 1C=11/2x11/2x.113 9 101x1x.109 5 20=2x2x.125 5 RH round 7/8 9 101x1x.109 9 10=1x1x.109 "- - aw 2 ,. . Job Number Job Narne. 75 Date Rtin. 97-0377 ROOF BUILDING 2 N7198 4. Z4 cLSBAD, CA CARLSBAD LOT 41 Sh o*rt Span Crimp 20K2881160 J34 . I Joist Description: Mark Base Length: 25-4 1/2 .125-01/2 Working Length: I Joist Depth: 20.00 Efective Depth: 19.16 I BC Panel Length: 15 @ 4-0 . I Shape: Parallel Chords Variable Left End Right End BC Panel 3-4 3-4 TC Panel 2-4 24 1-21/4 First Half 1-61/4 First Diag. 4-101/4 4-61/4 120.00 Depth 120.00 Loads Uniform Load . 288.00hLive Load 160.00 Concentrated Load TC @ 12-10 1/4 1,000.00l Additional Shear in Webs 500.00 TC Axial Load 7,100.001 Stress Analysis Uniform TC: 288.00 Uniform BC: 1 0.00 Reaction LE: 14,099.34 Reaction RE: 4,112.66 Minimum Shear: 1 1,028.16 Max TC Comp.: 1 18,180.34 Max BC Tension 1 18,059.18 Member I TC Tension 1TC CompresionI BC Tension IBC Compresiont Web Tension Web Comp. jWeb Length PP Dist W2 0.001 10,959.381 0.001 0.00 9,523.89 0.00 42.56 0-2 V1S 0.001 10,642.271 0.00 0.00 0.00 882.19 22.61 2-4 W3 0.001 10,642.27 10,054.641 0.00 0.00 4,989.12 26.46 3-4 W4 0.001 15178.641 10,054.64 0.00 4,746.92 0.00 30.71 4-101/4 W5 0.001 15,178.641 15,500.121 0.00 0.00 3,823.61 30.71 6-101/4 W6 0.00 18,180.341 15'.500.121 0.00 2,900.31 0.00 . 30.71 8-101/4 W7 0.00 18,180.341 18,059.18 0.00 . 0.00 1,977.00 30.71 10-101/4 W7 1 0.001 18,077.631 18,059.18 0.00 0.00 2,152.22 30.71 12-101/4 W6 1 0.001 18,077.631 15,226.24 0.00 3,075.53 0.001 30.71 14-101/4 W5 0.001 14,870.52 15,226.241 0.00 0.00 3,998.831 30.71 16-101/4 W4 0.001 14,870.52 9,506.871 0.00 4,922.14 0.00 30.71 18-101/4 W3 0.001 10,684.621 9,506.871 0.00 0.00 4578.53 23.88 20-101/4 vis 0.00 10684.621 0.00 0.00 0.00 825.55 22.61 23-01/2 W2 0.001 10,979.181 0.001 0.00 9,553.46 0.00 42.56122-0 1/2 Standard Verticals Member Position I MaxTension I MaxComp. I Length V2 Interior 0.001 661.701 19.161 -. .,. .-, .. ... MATERIAL DESIGN Job Number Job Name: 97.0377 CARLSBAD LOT 41 - ROOF BUtLDING 2 (Thirn Location: Joist Description: __-.-.U'• CARLSBAD, CA Short Span Crimp 20K2881160 Date Runf ! 3/7198 Ma,c J34 - II Chord Pronertles Chord Area Rx Rz Ryy Y I Q Material TC 03950 0.4634 0.2955 1.0354 0.4259 0.0848 0.9964 1G = 1 1/2x 1 112x.138 BC 0.3262 0.4669 0.2969 1.0289 - 0.4168 0.0711 0.9204 1C = 1 1/2x 1 112x.113 Axial and Bending Analysis Bending Load: Fy: Pb:- Mom of Inertia: LL 240: TL 180: 288.00 50,000.00 30,000.00 131.29 468.53 624.71 Max Bridg 7 12-6 1/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length - 26.00 30.25 24.00 26.25 26.001 Bending Load 288.00 288.00 0.00 288.00 288.001 Axial Load 10959.38 10,642.27 18,180.34 10684.62 10,979.181 fa 13,874.18 13,472.73 23,015.66 13,526.35 13,899.25 Maximum KLJr 56.11 65.28 - 51.80 88.84 56.111 Fa 23,303.15 21,738.08 23,997.10 17,158.85 23,303.151 Fe 47,427.38 35,036.85 55,661.30 46528.31 47427.381 Cm 0.9122 0.8846 0.8346 0.9128 0.91211 Panel Point Moment 2009.77 2010.17 0.00 1752.88 1752.851 Mid Panel Moment 1147.60 995.67 0.001 614.08 1246.26 Panel Point fb 12728.59 12731.11 '0.001 11101.59 11101.43 Mid Panel fb 2882.12 2500.55 0.001 1542.22 3129.921 Fillers 1 1 8 0 1 Panel Point Stress 26,602.77 26,203.84 23,015.66 24,627.93 25,000.68 Mid Panel Stress 0.7197 0.7400 0.9591 0.8547 0.7315 Web Design C: I Max BndgBC: 1 20-67/8 Gap Between Chords: 1.00 Max Load Fillers TC: 18,955.59 Max Load no Fillers TC: 14,793.98 Min Weld Len 2X: 0.5000 - BC Stress: 27,678.52 TC OAL,yy: 290.2304 IBC URz: 1161.6702 Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 1 9,523.89 18,039.61 0.00 2,711.73 2.0 x 0.321 RH = round 7/8 W3 I 1 0.00 9,786.93 4,989.12 5,018.31 3.0x0.113 10 = 1 1/2x 1 1/2x.113 W4 1 4,746.92 6,183.57 0.00 1,595.21 2.9 x 0.109 10 = 1 x 1 x .109 W5 1 0.00 9,786.93 3,823.61 5,210.72 2.3 x 0.113 1C = 11/2 x 11/2 x .113 W6 1 2,900.31 6,183.57 0.00 1,595.21 2.0 x 0.109 10 = 1 x 1 x .109 W7 1 0.00 7,818.57 1,977.00 3,185.88 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x. 109 W7 1 0.00 7,818.57 2,152.22 3,185.88 2.0x0.109 15 = 11/4 x 1/4x.109 W6 1 3,075.53 6,183.57 0.00 1595.21 2.0 x 0.109 10 = 1 x 1 x,109 W5 1 0.00 9,786.93 3998.83 5,210.72 2.4 x 0.113 1C = 1 1/2 x 1 1/2 x .1 13 W4 1 4,922.14 6,183.57 0.00 1,595.21 3.0 x 0.109 10 = 1 x 1 X.109 W3 1 0.00 9786.93 4,578.53 5,578.41 2.7x0.113 1C = 1 1/2x 1 112 x.113 W2 1 9,553.46 18,039.61 0.00. 2,711.73 2.0 x 0.322 RH = round 7/8 Vi 1 0 6,183.57 826 2,922.78 2.0 x 0.109 10 = 1 x 1 x.109 V2 1 0 6,183.57 662 3,637.68 2.0 x 0.109 10 = 1 x 1 x .109 -' ,-"- 9• .., -. - -61 STRESS iAys,s Rw Job Number Job Name: 97-4)377 CARLSBAD LOT 41 - ROOF BUILDING 2 . . 319198 m, Location: - Joist Descnption...... . .. =J35 7 1I' CARLSBAD, CA iShort Span Crimp 241(2321128 Geometry Base Length: 39-11 1/2 139-7112 Working Length: Joist Depth: I 24.00 Efective Depth: 22.89 I BC Panel Length: 110 @ 3-4 I Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 3-2 IC Panel 2-6 2-6 _________________ First Half 1-93/4 1-93/4 First Diag. 4-11 3/4 4-11 3/4 Depth 124.00 124.00 Loads Uniform Load 1 232.001 Live Load 128.00 Concentrated Load TC @ 16-7 3/4 1,000.001 jAdditional Shear in Webs 500.00 IC Axial Load 7,100.00 Stress Analysis Uniform TC: 232.00 Uniform BC: 0.00 Reaction LE: 15,180.62 Reaction RE: 15,0112.38 Minimum Shear 1,295.16 Max TC Camp.: 1 28,237.54 Max BC Tension 28,380.92 Member IC Tension TC Compresioni BC Tension BC Compresion Web Tension Web Comp. Web Lengthl PP Dist W2 0.00 11,115.71 0.00 0.00 10,081.67 0.00 42.6610-2 V1S 0.00 10,969.40 0.00 0.00 0.00 732.54 24.2512-6 W3 0.00 10,969.40 11,660.23 0.00 0.00 6,692.20 31.58 3-2 W4 0.00 16,606.36 11,660.23 0.00 5,803.78 0.00 30.40 4-11 3/4 W5 0.00 16,606.36 18,085.59 0.00 0.00 5,290.34 30.40 6-7 3/4 W6 0.00 20,918.68 18,085.59 0.00 4,776.91 0.00 30.40 8-33/4 W7 0.00 20,918.68 23,159.77 0.00 0.00 4,263.47 30.40 9-11 3/4 W8 0.00 25,190.151 23,159.77 0.00 3,750.03 0.00 30.40 11-73/4 W9 0.00 25,190.15 26,882.75 0.00 0.00 3,236.591 30.40 13-33/4 W10 0.00 28,237.541 26,882.75 0.00 2,723.15 0.001 30.40 14-11 3/4 Wil 0.00 28,237.541 28,380.92 0.00 0.00 1,719.78 30.40116-7 3/4 W12 1 0.00 28,186.501 28,380.92 0.00 0.00 1,719.78 30.40118-3 3/4 W12 0.00 28,186.501 27,654.28 0.00 1,719.78 0.00 30.40119-11 3/4 W11 0.00 26,784.27 27,654.28 0.00 0.00 1,986.31 30.40 21-73/4 W10 0.00 26,784.27 25,576.46 0.00 2,499.75 0.00 30.40 23-3 3/4 W9 0.00 24,030.85 25,576.46 0.00 0.00 3,013.19 30.40 24-11 3/4 W8 0.00 24030.85 22,147.44 0.00 3,526.63 0.00 30.40 26-7 3/4 W7 0.00 20,269.671 22,147.44 0.00 0.00 4,040.061 30.40128-3 3/4 W6 0.00 20,269.67 17,367.23 0.00 4,553.50 0.001 30.40129-11 3/4 WS 0.00 16,177.82 17,367.23 0.00 0.00 5,066.941 30.40 31-7 3/4 W4 0.00 16,177.82 11,235.83 0.00 5,580.38 0.00 30.40 33-3 3/4 W3 0.00 10,770.97 11,235.83 0.00 0.00 6,460.13 31.58 34-11 3/4 V1S 0.00 10,770.971 0.00 0.00 0.00 732.54 24.25 37-5 1/2 W2 0.00 10,917.281 0.00 0.00 9,768.14 0.00 42.66[36-9 1/2 Standard Verticals Member Position Max Tension I Max Comp. I Length V2 Interior 0.001 1,527.85 22.89 Chord Pronerties MATERIAL DESIGN Job Number Job Name: 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 Location: Joist Description: CARLSBAD, CA I Short Span Crimp 24K2321128 èRüh; 319198 Chord Area Rx Rz Ryy Y I Q Material IC 0.6254 0.6208 0.3951 1.2286 0.5603 0.2410 0.9522 23 = 2 x 2 x .163 BC 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 0.8343 202x2x.125 Axial and Bending Analysis Bending Load: 232.00 . Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 286.56 LL 240: 258.11 TL 180: 344.14 1 14-101/8 Max Bridg TC: Max Bridg BC: 1 24-45/8 Top Chord Check End Panel LE First Panel LE 1 Interior Panel First Panel RE End Panel RE I [Gap Between Chords: 28.00R-°° 232.00: Max Load Fillers TC: ;32 ' 10917..28 126.06 Max Load no Fillers TC. Length 28.00 29.75 20.00 29.75 Bending Load Axial Load 232.00 11,115.71 232.001 10969.401 0.00 28,237.54 232.00 10770.97 fa 8,886.44 8,769.471 22,574.46 8,610.84 8727.81 29,115.24 Maximum KUr 70.86 75.291 32.22 75.29 70.86 Min Weld Len 2X: 18,077.62: 0.5000 Fa 18,077.62 , 19,316.151 25,683.141 19,316.15 Fe 73,396.54 65,015.621 143,857.22 65,015.62 73,396.541 18C Stress: Cm 0.96371 0.95951 0.93721 0.9603 0.9643i 29,296.43 Panel Point Moment 1753.551 1753.941 0.001 1753.94 1753.55 TCOAURyy. Mid Panel Moment 1119.321 759.631 0.001 759.63 1119.32.: BC LIRz: 5237.8611;;105.0203 Panel Pointfb 5237.86 5239.01 i 0.0015239.01 Mid Panel fb 1301.05 882.961 0.001 882.96 1301.05 Fillers 0 01 01 0 01 Panel Point Stress 14,124.29 14,008.481 22,574.46F 13,849.85 13,965.661 Mid Panel Stress 0.5415F 0.48831 0.87901 0.4800 0.53261 Web Design Member Qty Web Tension Allow Tension I Web Comp Allow Comp Weld Material W2 1 10,081.67 18,039.611 0.00 2,783.93 2.0 x 0.339 RH = round 7/8 W3 1 0.00 14,531.251 6.692.20 7,996.58 3.6 x 0.125 20.= 2 x 2 x.125 W4 1 5,803.78 6,183.571 0.00 1,679.58 3.6 x 0.109 10 = 1 x 1 x .109 W5 1 0.00 9,786.931 5,290.34 5,352.22 3.2x0.113 1C = 1 1/2x 1 1/2x.113 W6 1 4,776.91 6,183.57 0.00 1,679.58 3.0 x 0.109 10 = 1 x 1 x.109 W7 1 0.00 9,786.93 4,263.47 5,352.22 2.5x0.113 1C = 1 112x 1 1/2x.113 W8 1 3,750.03 6,183.57 0.00 1,679.58 2.3 x 0.109 10 = 1 x 1 x.109 W9 1 1 0.00 7,818.57 3,236.59 3,354.09 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W10 1 2,723.15 6,183.57 0.00 1,679.58 2.0 x 0.109 10 = 1 x 1 x.109 W11 1 0.00 7.818.571 1,719.78 3,354.09 2.0x0.109 15 = 1 1/4x 1 1/4x.109 W12 1 0.00 7,818.571 1,719.78 3,354.09 2.0 x 0.109 15 = 1 1/4 x 11/4 x.109 W12 1 1,719.78 6,183.57 0.00 1,679.58 2.0 x 0.109 10 = 1 x 1 x .109 Wil 1 0.00 7,818.57 1,986.31 3,354.09 2.0x0.109 15 = 1 1/4x 1 1/4x.109 W10 1 2,499.75 6,183.57 0.00 11679.58 2.0 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 7,818.57 3,013.19 3,354.09 2.0 x 0.109 15 = 1 1/4 x 1 1/4x.109 W8 1 3,526.63 6,183.57 0.00 1,679.58 2.2 x 0.109 10 = 1 x 1 x .109 W7 1 0.00 9,786.93 4,040.06 5352.22 2.4x0.113 1C=1 112x1112x.113 W6 1 4,553.50 6,183.57 0.00 1,679.58 2.8 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 9,786.93 5,066.94 5,352.22 3.0x0.113 1C = 1 112x 1 1/2x.113 W4 1 5,580.38 6183.57 0.00 1,679.58 3.4x0.109 10 = lxi x.109 W3 1 0.00 14,531.25 6,460.13 7,996.58 3.5x0.125 20=2x2x.125 .••.. W2 1 976814 1803961 000 278393 20x0329 RH= round 7/8 ". Vl 1 • 0 61183.57 . 733 2,639.16 2.0x0.109 10 = 1 xl x.109 V2 1 01 6,183.571 528 2,937.54 2.0 x0.109 10 = 1 x x.109 : '--- - STRESS ANALYSIS - Job Number Job Name: . -.. . .. - .. -• Date Run: 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 . 317198 Location: - --[Short cst Desc,iption: . . Mark: - CARLSBAD, CA Short Span Crimp 24K232/128 J36 Geometry Base Length: 39-10 1/2 Working Length: 39-61/2 Joist Depth: . 24.00 Elective Depth: 22.89 BC Panel Length: 10 @ 3-4 Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 3-2 TC Panel 2-6 2-6 ___________________________ First Half 1-91/4 1-9 1/4 First Diag. 4-11 1/4 4-11 1/4 Depth 24.00 24.00 Loads Uniform Load 232.00jILive Load 128.00 Concentrated Load TC@ 19-11 1/4 I 1,000.00Addffional Shear in Webs 500.00 TC Axial Load 7,100.00j Stress Analysis Uniform TC: 232.00 Uniform BC: 1 0.00 - Reaction LE: 15,086.83 Reaction RE: 5,086.83 Minimum Shear 1,271.71 Max TC Comp.: 128,94E.91 Max BC Tension 28,343.20 Member TC Tension TC Compresionj BC Tension 113C Compresioni Web Tension I Web Comp. Web Lengthi PP Dist W2 0.00 11005.09 0.00 0:001 9906.89 0.00 42.66 0-2 V1S 0.00 10,860.05 0.00 0.001 0.00 730.98 24.25 2-6 W3 0.00 10,860.05 11,336.82 0.001 0.00 6,498.29 31.24 3-2 W4 0.00 16,308.69 11,336.82 0.001 5,692.08 0.00 30.40 4-11 1/4 W5 0.00 16,308.69 17,615.21 0.001 0.00 5,178.64 30.40 6-71/4 W6 0.00 20,510.78 17,615.21 0.001 4665.20 0.00 30.40 8-31/4 W7 0.00 20,510.78 22,542.40 0.001 0.00 4,151.77 30.40 9-11 1/4 W8 0.00 24,499.30 22,542.40 0.001 3,638.33 0.00 30.40 11-71/4 W9 0.00 24,499.30 26,118.40 o.00j 0.00 3,124.89 30.40 13-31/4 W10 0.00 27,399.701 26,118.40 0.001 2,611.45 0.001 30.40 14-11 1/4 Wil 0.00 27,399.701 28,343.20 0.001 0.001 2,098.01 30.40 16-71/4 W12 0.00 28,948.911 28,343.20 0.001 1,688.651 0.00 30.40 18-31/4 W12 0.00 28,948.911 28,343.20 0.001 1,688.65 0.00 30.40 19-11 1/4 Wil 0.00 27,399.70 28,343.20 0.001 0.00 2,098.01 30.40 21-71/4 W10 0.00 27,399.70 26,118.40 0.001 2,611.45 0.00 30.40 23-31/4 W9 0.00 24,499.30 26,118.40 0.00 0.00 3,124.89 30.40 24-11 1/4 W8 0.00 24,499.30 22,542.40 0.001 3,638.33 0.00 30.40 26-71/4 W7 0.00 20,510.781 22,542.40 0.00 0.001 4,151.77 30.40 28-31/4 W6 0.00 20,510.781 17,615.21 0.001 4,665.201 0.00 30.40 29-11 1/4 W5 0.00 16,308.691 17,615.21 0.00 0.001 5,178.64 30.40 31-71/4 W4 0.00 16,308.691 11,336.82 0.001 5,692.08 0.00 30.40 33-31/4 W3 0.00 10,860.051 11,336.82 0.001 0.001 6,498.29 31.24 34-11 1/4 V1S 0.00 10,860.051 0.001 0.001 0.001 730.98 24.25 37-4112 W2 0.00 11,005.091 0.001 0.001 9,906.891 0.001 42.66 36-81/2 Standard Verticals Member Position Max Tension I Max Comp. I •Length V2 Interior 1 0.001 1,531.41 22.89 Job Number 97-0377 Location: CARLSBAD, CA - ..........-.: MATERIAL DESIGN Job Name: CARLSBAD LOT 41 - ROOF BUILDING 2 Joist Description: Short SDan Cr1 -- 241(2321128 Date -4 3/7/98 ...... J36 - Chord Area Rx Rz Ryy Y I Q Material TC 0.6254 0.6208 0.3951 1.2286 0.5603 0.2410 0.9522 232x2x.163 BC 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 0.8343 20 = 2 x 2 x.125 Axial and Bending Analysis Bending Load: 232.00 Fy: 50,000.00 Fb: . 30,000.00 Mom of Inertia: 286.56 LL 240: 259.74 TL 10: 346.32 Max Bridg TC: 14-10 1/8 Max Bndg BC: 1 24-4518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE l Gap Between chords: 28.00i 11.00 Length 28.00 29.251 20.00 29.25 Bending Load 232.00 232.00 0.00 232.00 232.00 Max Load Fillers TC: 32,126.06 11,005.09 'Max Load no Fillers TC: Axial Load 11,005.09 10,860.05 28,948.91 10,860.05 fa 8,798.01 8,682.05 23,143.17 8,682.05 8,798.011 29,115.24 Maximum KUr 70.86 74.03 32.22 74.03 70.86 Min Weld Len 2X: 18,077.62 0.5000 Fa 18,077.621 19,538.821 25,683.14 19,538.82 Fe 73,396.541 67,257.371 143,857.22 67,257.37 733g654BCStress: 0.964029257.50 Cm 0.9640 0.96131 0.9356 0.9613 Panel Point Moment Mid Panel Moment 1728.37 1129.03 1728.711 721.741 0.00 0.00 1728.71 721.74 1728.37: ,386.2082 1129.03: BCLJRz: Panel Pointfb 5162.621 5163.661 0.00 5163.66 103.7626 Mid Panelfb 1312.331 838.92 0.00 838.92 1312.33 0 13,960.631 0.5370 Fillers 0 01 0 0 Panel Point Stress 13,960.63 13,845.71 23,143.17 13,845.71 Mid Panel Stress 0.5370 0.47681 0.9011 0.4768 Web Design Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 = 9,906.89 18,039.61 0.00 2,783.931 2.0 x 0.334 RH = round 7/8 W3 1 0.00 14,531.25 6498.29 8,061.031 3.5x0.125 202x2x.125 W4 1 5,692.08 6,183.57 0.00 1,679.58 3.5 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 9,786.93 5,178.64 5,352.22 3.1 x0.113 1C = 1 1/2x 1 1/2x.113 W6 1 4,665.20 6,183.57 0.00 1,679.58 2.9 x 0.109 10 = 1 x 1 x.109 W7 1 0.00 9,786.93 4,151.77 5,352.22 2.5 x 0.113 1C =1 1/2 xi 1/2 x. 113 W8 1 3,638.33 6,183.57 0.00 1,679.58 2.2 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 7,818.57 3,124.89 3,354.09 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W10 1 2,611.45 6,183.57 0.00 1,679.58 2.0 x 0.109 10 = 1 x x.109 Wil 1 0.00 7,818.57 2,098.01 3,354.09 2.0 x 0.109 15 = 1 1/4 x 11/4 x.109 W12 1 1,688.65 6,183.57 0.00 1,679.58 2.0 x 0.109 10 = 1 x 1 x .109 W12 1 1,688.65 6,183.57 0.00 1,679.581 2.0x0.109 10 = lxix .109 Wii 1 0.00 7,818.57 2,098.01 3,354.09 2.0x0.109 15 = 1 1/4x 1 1/4 x.109 W10 1 2,611.45 6,183.57 0.00 1,679.58 2.0x0.109 10 = lxix .109 W9 1 0.00 7,818.57 3,124.89 3,354.09 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W8 1 3,638.33 6,183.57 0.00 1,679.58 2.2 x 0.109 10 = 1 x 1 x.109 W7 1 0.00 9,786.93 4,151.77 - 5,352.22 2.5x0.113 1C= 1 1/2x1 1/2x.113 W6 1 4,665.20 6,183.57 0.00 1,679.58 2.9 x 0.109 10 = 1 x 1 x .109 W5 1 0.00 9,786.93 5,178.64 5,352.22 3.1 x0.113 1C = 1 i/'2x 1 1/2x.113 W4 1 5,692.08 6,183.57 0.00 1,679.58 3.5 x 0.109 10 = 1 x 1 x .109 W3 1 0.00 14531.25 6,498.29 8,061.03 3.5x0.125 20=2x2x.125 - W2 1 9,906.89 18,039.61 0.00 2,783.93 2.0 x 0.334 RH = round 7/8 1 Vi 1 0 6,183.57 731 2,639.16 2.0x0.109 101xlx.109 V2 1 01 6,183.571 _5311 293754 20x0109 110=1x1x 109 '--T :' Job Number Job Name: :;-:::-• . 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 " V (fl Location: - JelSi Description: 9t' CARLSBAD, CA Short Span Crimp 24K192/96 317198 V Mast J37 II Geometry I Base Length: 39-10 112 Working Length: 39-6 1/2 Joist Depth: V 24.00 I EfectNe Depth: 23.01 BC Panel Length: ~10 Shape: Parallel Chords Variable Left End Right End V BC Panel 3-2 3-2 TC Panel 2-6 2-6 1-83/4 First Half 1-93/4 First Diag. 4-11 3/4 4-103/4 24.00 Depth 24.00 Loads Uniform Load 192.00j1 Live Load V 96.00 V : Concentrated Load TC @ 19-11 3/4 1000.0011 Additional Shear in Webs 500.00, TC Axial Load 7,100.001 Stress Analysis Unifcrm TC.' Uniform BC: Reaction LE: Reaction RE: Minimum Shear Max TC Comp.: Max BC Tension 192.00 0.00 4,294.95 4,297.05 1,074.26 24,720.08 24,154.40 Member IC Tension IC Compresioni BC Tension IBC Compresionj Web Tension Web Camp. Web Length PP Dist W2 0.00 10,100.90 0.001 0.00 8,486.21 0.00 42.73 0-2 V1S 0.00 9,980.46 0.00 0.00 0.00 612.72 24.37 2-6 W3 0.00 9,980.46 9617.92 0.00 0.00 5,653.53 31.67 3-2 W4 0.00 14,631.21 9,617.92 0.00 4,916.39 0.00 30.49 4-11 3/4 W5 0.00 14,631.21 14,920.55 0.001 0.00 4,492.44 30.49 6-73/4 W6 0.00 18,191.05 14,920.55 0.00 4068.49 0.00 30.49 8-33/4 W7 0.00 18191.05 19,110.83 0.00 0.00 3,644.55 30.49 9-11 3/4 W8 0.00 20,916.64 19,110.83 0.00 3,220.60 ' 0.00 30.49 11-73/4 W9 0.00 20,916.641 22,188.79 0.00 0.00 2,796.65 30.49 13-33/4 W10 0.00 23,310.641 22,188.79 0.001 2,372.71 0.00 30.49 14-11 3/4 Wil 0.001 23,310.641 24,154.40 0.001 0.00 1,948.76 30.49 18-73/4 W12 1 0.00 24720.08 24154.40 0.001 1524.81 0.00 30.49 18-33/4 W12 0.00 24,720.08 24,138.67 0.00 1,548.80 0.00 30.49 19-11 3/4 Will 0.00 23,279.16 24,138.67 0.00 0.00 1,972.75 30.49 21-73/4 W10 0.00 23279.16 22,141.58 0.00 2,396.70 0.00 30.49 23-33/4 W9 0.00 20,869.43 22,141.58 0.00 0.00 2,820.64 30.49 24-113/4 W8 0.00 20,869.43 19,032.16 0.001 3,244.59 0.00 30.49 26-73/4 W7 0.00 18,120.24 19032.16 0.001 0.00 3,668.54 30.49 28-33/4 W6 0.00 18,120.24 14,810.40 0.001 4092.48 0.00 30.49 29-11 3/4 W5 0.00 14,536.79 14810.40 0.001 0.00 4,516.43 30.49 31-73/4 W4 0.00 14,536.79 9,476.301 0.001 4,940.38 0.00 30.49 33-33/4 W3 0.00 9985.02 9,476.30 0.00 0.00 5,546.03 30.99 34-11 3/4 V1S 0.00 9,985.021 0.00 0.00 0.00 604.25 24.37,37-4 1t2 W2 0.00 10,103.381 0.00 0.00 8,490.13 0.00 42.73136-8 1/2 Standard Verticals Member Position I Max Tension I Max Comp. I Length V2 I Interior 1 0.001 1,443.60 23.011 Chnrd Prnnprtipc MATERIAL DESIGN Job Number Job Name: . .• .. 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 Location: - Joist Description: CARLSBAD, CA Short Søan CrimD 24K1 92196 317198 Mark Chord Area Rx Rz. Ryy Y I Q Material TC 0.5516 0.6236 0.3963 1.2238 0.5530 0.2145 0.8979 212x2x.143 BC 0.4437 0.4609 0.2946 1.0401 0.4324 0.0942 1.0000 1J = 1 1t2x 1 1/2x.156 Axial and Bending Analysis Bending Load: Fy: 192.00 1 50,000.00 I Top Chord Check Length Bending Load Axial Load fa Maximum K Ur Fa Fe Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Fb: 30,000.00 I Mom of Inertia: 260.78 ILL 240: 1236.37 I TL 180: 1315.17 I Max Bndg TC: 114-91/2 I Max Bridg BC: 1 120-9 5/8 I 1 End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 1.00 28.00 I ___________ 28.00 29.75 20.00 28.75 192.00 192.00 0.00 192.00 192.00 Max Load FillersTC: 26,847.28 10,103.38: Max Load no Fillers TC: 10100.90 9,980.46 24,720.08 9,985.02 9,156.82 9,047.63 22,409.61 9,051.76 9,159.06 24,453.16 70.64 75.061 32.07 72.54 70.64'Min Weld Len 2X: 0.5000 17,372.86 17,372.86 18,612.54 24,337.99 19,009.99 74,074.88 65,616.51 145,186.77 70,260.52 74,074.88. Bcstress: :27,221.50 0.9629 0.9629 0.9586 0.9383 0.9614 1451.22 1451.54 0.00 1410.48 1410.23 TC0ALiyy. 387.7344 926.34 628.66 0.00 566.29 942.16. BCLJRz: 4895.09 4896.17 0.00 4757.69 4756.82 .141.7200 1194.02 810.331 0.00 729.93 1214.42 0 13,915.88 0.5767 0 ol 2 0 14,051.91 13,943.801 22,409.61 13,809.45 0.5758 0.51961 0.9208 - 0.5061 Member Qty Web Tension Allow Tension Web Comp Allow Camp Weld Material W2 1 8,486.21 18,039.61 0.00 2,669.76 2.0 x 0.286 RH = round 7/8 W3 1 0.00 14,531.25 5,653.53 7,861.84 3.0x0.125 202x2x.125 W4 1 4,916.39 6,183.57 0.00 1,605.95 3.0 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 9,786.93 4,492.44 5,229.48 2.7x0.113 1C = 1 112x 1 1/2x.113 - W6 1 4,068.49 6,183.57 0.00 1,605.95 2.5 x 0.109 10 = 1 x 1 x.109 W7 1 0.00 9,786.93 3,644.55 5,229.48 2.2x0.113 1C = 1 112x 1 1/2x.113 W8 1 3,220.60 6,183.57 0.00 1,605.95 2.0 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 7,818.57 2,796.65 3,207.32 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W10 1 2,372.71 6,183.57 0.00 1,605.95 2.0x0.109 10=1 x x.109 Wil 1 0.00 7,818.57 1,948.76 3,207.32 2.0x0.109 15 = 1 1/4x 1 1/4x.109 W12 1 1,524.81 6,183.57 0.00 1,605.95 2.0x0.109 10 = lxi x.109 W12 1 1,548.80 6,183.57 0.00 1,605.95 2.0 x 0.109 10 = 1 x 1 x .109 Wil 1 0.00 7,818.57 1,972.75 3,207.32 2.0x0.109 15 = 1 1/4x 1 1/4x.109 W10 1 2,396.70 6,183.57 0.00 1,605.95 2.0 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 7,818.57 2,820.64 3,207.32 2.0x0.109 15 = 1 1/4x 1 1/4x.109 W8 1 3,244.59 6,183.57 0.00 1,605.95 2.0 x 0.109 10 = 1 x 1 x.109 W7 1 0.00 9,786.93 3,668.54 . 5,229.48 2.2x0.113 1C= 1 1/2x1 1!2x.113 W6 1 4,092.48 6,183.57 0.00 1,605.95 2.5 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 9,786.93 4,516.43 5,229.48 2.7x0.113 1C = 1 112x 1 1/2x.113 W4 1 4,940.38 6,183.57 0.00 1,605.95 3.1 xO.109 10=1 x x.109 W3 1 0.00 14,531.25 5,546.03 7,993.35 3.0x0.125 202x2x.125 W2 1 8,490.13 18,039.61 0.00 2,669.76 2.0 x 0.286 RH = round 7/8 Vi 1 0 6,183.57 604 2,514.87 2.0 x 0.109 10 = 1 x 1 x.109 V2 1 01 6,183.57 4441 2,813.02 2.0 x 0.109 10= 1 xi x.109 . MATERIAL" DESIGN - Job Number Job Name 97-031 UW UILDING 2 N7198 Location: Joist Dawnphon: . CA (RLSBAD LOT 41 Short Span Crimp 24K192196 Chord Pronerties Chord Area Rx Rz Ryy Y I Q Material TC 0.5516 0.6236 0.3963 1.2238 0.5530 0.2145 0.8979 212x2x.143 BC 0.4437 0.4609 0.2946 1.0401 0.4324 0.0942 1.0000 1J = 1 1/2x 1 1/2x.156 Axial and Bending Analysis Bending Load: 35110 : Pb: Mom of Inertia: LL 240: TL 180: Max Bridg TC: Max 8ndg BC: 192.00 ,000.00 30,000.00 260.78 1 234.89 313.18 1 14-91/2 1 20-9518 Top Chord Check End Panel LE First Panel LE I Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 28.00 29.75 20.001 2975 28.00 .1.00 Bending Load 192.00 192.00 0.00 192.00 192.00 Max Load Fillers TC: Axial Load 10,111.53 9,991.08 24,813.61 9,991.08 847.28 10,111.53 ' Max Load Fillers TC. no fa 9,166.45 9,057.26 22,494.39 9,057.26 9,166.45 24,453.16 Maximum K Ur 70.64 75.06 32.07 75.06 70.64 -Min Weld Len 2X: 17,372.86 0.5000 Fa 17,372.86 18,612.54 24,337.99 18,612.54 Fe 74,074.88 65,616.511 145,186.77 65,616.51 74,074.88 BC Stress: Cm 0.9629 0.95861 0.9380 0.9586 .9629 27,318.04 0.9629:' Panel Point Moment 1451.22 1451.541 0.001 1451.54 TC OALIRyy., 1451.22 188.5515 Mid Panel Moment 926.34 628.661 0.001 628.661 926.34 BCLJRZ 4895.09 141.7200 Panel Pointfb . 4895.091 4896.171 0.001 4896.17 LMid Panelfb 1194.02 810.33 0.001 . 810.33 1194.02 Fillers 01 01 21 0 0 Panel Point Stress J 14,061.54 13,953.431 22,494.39 13,953.431 14,061.54' 0.5763, Mid Panel Stress j 0.57631 0.52011 0.92431 0.52011 Web Design Member _Qty WebTension AllowTension I WebComp I Allow Comp Weld _Material W2 _1 8,503.02 18,039.611 0.00V 2669.76 2.0x0.286 _RH = round 7/8 W3 _1 0.00 14,531.251 5,665.991 7,861.84 3.1x0.125 20=2x2x.125 W4 : 1 4,928.38 6,183.571 0.00 1,605.95 3.0x0.109 10 _1x1x.109 W5 I 1 0.00 9,786.9314,504.43 5,229.48 2.7x0.113 1C =1112x11/2x.113 W6 I 1 4,080.49 6,183.571 0.00 1,605.95 2.5x0.109 110 =1x1x.109 W7 j 1 0.00 9,786.93 3,656.54 5,229.48 2.2x0.113 1C =11/2x1112x.113 W8 1 3,232.59 6,183.57 0.00 1,605.95 2.0x0.109 10 _1x1x.109 W9 1 0.00 7,818.57 2,808.65 3,207.32 2.0x0.109 115 =11/4x11/4x.109 W10 1 2,384.70 6,183.571 0.00 1,605.95 2.0x0.109 110 =1x1x.109 Wil 1 0.00 7,818.571 1,960.75 3,207.32 2.0x0.109 115 =11/4x11/4x.109 W12 1 1,536.81 6,183.571 0.00 1,605.95 2.0x0.109 110 =1x1x.109 W12 1 1,536.81 6,183.57 0.00 1,605.95 2.0x0.109 110=1x1x.109 Wil 1 0.00 7,818.57 1,960.75 3,207.32 2.0x0.109 115 =11/4x11/4x.109 W10 1 2,384.70 6,183.57 0.00 1,605.95 2.0x0.109 110 =1x1x.109 W9 1 0.00 7,818.57 2,808.65 3,207.32 2.0x0.109115 =11/4x11/4x.109 W8 1 3,232.59 6,183.57 0.00 1,605.95 2.0x0.109 10 =1x1x.109 W7 1 0.00 9,786.93 3,656.54 5,229.48 2.2x0.113 1C =1112x11/2x.113 W6 1 4,080.49 6,183.57 0.00 1,605.95 2.5x0.109 10 =1x1x.109 W5 1 0.00 9,786.93 4,504.43 5,229.48 2.7x0.113 1C =1112x1112x.113 W4 1 4,928.38 6,183.57 0.00 1,605.95 3.0x0.109 10 =1x1x.109 - W3 1 0.00 14,531.25 5,665.99 7,861.84 3.1x0.125 20=2x2x.125 W2 1 8,503.02 18,039.61 0.00 2,669.76 2.0 x 0.286 RH =round 7/8 vi 1 0 6,183.57 .613 2,514.87 2.0x0.109 10 =1x1x.109 V2 1 01 6,183.571 4441 2,813.02 2.0 x 0.109 10 =1x1x.109 - - ":- STRESS 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 • 317198 J5r Job Number Job Name: Date Run:- AN Location: - Joist Description: :-. ---.:- Mark: CARLSBAD, CA Short Span Crimp 24K2561128 J39 Geometry I Base Length: 39-11 1/2 Working Length: 139-7112 Joist Deph: 24.00 Efective Depth: 22.89 BC Pane! Length:I 110 3-4 Shape: IPa r1I Chords Variable Left End Right End BC Panel 3-2 3-2 TC Panel 2-6 2-6 _________________ First Half 1-93/4 1-93/4 First Diag. 4-11 3/4 4-11 3/4 1 Depth 24.00 12400 Loads Uniform Load 256.0011 Live Load 128.001 Concentrated Load TC @ 19-11 3/4 1,000.00 lAdditional Shear in Webs 500.00j TC Axial Load 7,100.001 Stress Analysis Uniform TC: Uniform BC: Reaction LE. Reaction RE: Minimum Shear Max TC Comp.: Max BC Tension 256.00 0.00 5,572.00 5,572.00 1,393.00 31,538.25 30,914.89 Member TC Tension TC Compresion BC Tension 'BC Compresion Web Tension Web Comp. Web Length PP Dist W2 1 0.001 11,546.06 0.00 0.00 10,761.04 0.00 42.66 0-2 V1S 0.001 11,384.57 0.00 0.00 0.00 810.24 24.24 2-6 W3 0.001 11,384.57 12,505.43 0.00 0.00 7,114.74 31.57 3-2 W4 0.00 17,408.69 12,505.43 0.00 6,144.32 0.00 30.39 4-11 3/4 W5 0.00 17,408.69 19,344.90 0.00 0.00 5,577.69 30.39 6-7 3/4 W6 0.00 22,205.35 19,344.90 0.00 5,011.07 0.00 30.39 8-33/4 W7 0.00 22,205.35 24,692.96 0.00 0.00 4,444.45 30.39 9-11 3/4 W8 0.001 26807.72 24,692.96 0.00 3,877.83 0.00 30.39 11-73/4 W9 0.001 26,807.72 28,549.63 0.00 0.00 3,311.20 30.39 13-33/4 W10 0.001 29,918.69 28,549.63 0.00 2,744.58 0.00 30.39 14-11 3/4 Wil 1 0.001 29,918.69 30,914.89 0.00 0.00 2,177.96 30.39 16-73/4 W12 0.00 31,538.25 30,914.89 0.00 1,849.94 0.00 30.39 18-33/4 W12 0.001 31,538.25 30,914.89 0.00 1,849.94 0.00 30.39 19-11 3/4 Wi, 0.001 29,918.69 30,914.89 0.00 0.00 2,177.96 30.39 21-73/4 W10 0.001 29,918.69 28,549.63 0.00 2,744.58 0.00 30.39 23-33/4 W9 0.001 26,807.72 28,549.63 0.00 0.00 3,311.20 30.39 24-11 3/4 W8 0.001 26,807.72 24,692.96 0.00 3,877.83 0.00 30.39 26-73/4 W7 0.001 22,205.35 24,692.96 0.00 0.00 4,444.45 30.39 28-33/4 W6 0.001 22,205.35 19,344.90 0.00 5,011.07 0.00 30.39 29-11 3/4 W5 0.001 17,408.69 19,344.90 0.00 0.00 5,577.69 30.39 31-73/4 W4 0.001 17,408.691 12,505.43 0.00 6,144.32 0.00 30.39 33-33/4 W3 0.00 11,384.57 12,505.43 0.00 0.00 7,114.74 31.57 34-11 3/4 I V1 0.00 11,384.571 0.00 0.00 0.00 810.24 24.24 37-51/2 I W2 1 0.00 11,546.061 0.00 0.00 10,761.041 0.001 42.66,36-9 1/2 Standard Verticals I_Member Position Length I_V2 Interior _MaxTension 0.00 _MaxComp. 1,584.36122.89 L120 Max BndgTC: Max BndgBC: 69.28 1 14-101/8 1 24-53/4 11 1 anel RE End Panel RE Gap Between Chorris: 28.00 1.00 Max Load Fillers TC: 256.00' 32,126.06 11,546.06 Max Load no Fillers TC' 9,230.481 '29,115.24 29.75 256.00 1384.57 ,101.38 75.29 70.86 !.min Weld Len 2X: 18,077.62 0.5000 73 396.54 BC Stress: :28,025.42 0,9623 1934.96 1235.12:;BC L/Rz' 5779.70: 105.3366 ,316.15 5,015.62 0.9580 1935.38 838.21 5780.97 974.30 1435.64: 0 15,010.191 0.56591 0 4,882.351 0.50921 Weld Material 2.0 x 0.362 1 RH = round 7/8 3.8x0.125 1202x2x.125 3.8x0.109 10=1x1x.109 3.0x0.125 1E=1 112x11/2x.125 3.1x0.109 10=1x1x.109 2.6x0.113 1C=1112x11/2x.113 2.4x0.109 10=1x1x.109 2.0x0.109 15=1114x11/4x.109 2.0x0.109 10=1x1x.109 2.0x0.109 15=11/4x1 1/4x.109 2.0x0.109 10=1x1x.109 2.0x0.109 10=1x1x.109 2.0x0.109 15=11/4x11/4x.109 5 2.0x0.109 10=1x1x.109 3 2.0x0.109 15=11/4x11/4x.109 3 2.4x0.109 10=1x1x.109 5 2.6x0.113 1C=1112x11/2x.113 5 3.l x0.109 10=1x1x.109 3 3.0x0.125 1E=1 112x11/2x.125 5 3.8x0.109 10=1x1x.109 3 3.8x0.125 20=2x2x.125 Z0x0.362 RH= round 7/8 2.Ox0.109 10=1 X x.109 4 ZOx0.109 110 =1x1x.109 - - MATERIAL DESIGN Job Number Job Name: - " Date Run.,- 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 317198 - --' Ltion: -. Joist Description: •.r -. Mthk CARLSBAD, CA I Short Span Crimp 24K2561128 J39 ' Chord Prooertles Chord Area Rx Rz Ryy Y I Q Material TC 0.6254 0.6208 0.3951 1.2286 0.5603 0.2410' I 0.9522 23 = 2 x 2 x .163' BC 0.5516 0.6236 0.3963 1.2238 0.5530 0.2145 0.8979 21 = 2x2x.143 . . . . '.'• , -,-- •--•4, - ...-. r -r NALYSIS 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 .. . 317198 Jj Job Number Job Name Date Run: : . ....... - Location: -. Joist Description: . . ..... ,. . ... 'W CARLSBAD, CA Long Span 24LH2001100 . J40 Geometry I Base Length: 39-11 112 I Working Length: 39-7112 I Joist Depth: . 24.00 Efective Depth: I BC 22.86 7 Panel Length: @ 5-0 . I Shape: Parallel Chords 1 Variable Left End Right End BC Panel 3-2 3-2 TC Panel 2-6 2-6 First Ha 1-93/4 1-93/4 First Diag. 4-11 3/4 411 3/4 24.00 124.00 Depth Loads ___ Uniform Load 200.00 Live Load 100.00 Concentrated Load IC © 19-11 3/4 1,000.00liAdditional Shear in Webs 500.00 TC Axial Load 48,600.001 Stress Analysis Uniform TC: 200.00 Uniform BC: 0.00 Reaction I.E. 1 4,462.50 Reaction RE: 14,462.50 Minimum Shear 1 1,115.63 Max TC Conip.: 1 55,067.92 Max BC Tension 1 25,808.24 Member TC Tension ITC Compresioni BC Tension BC Compresioni Web Tension Web Comp. Web Length PP Dist. W2 0.00 41445.581 0.00 0.00 8822.78 0.00 42.64 0-2 vis 0.001 4.1,319.261 0.00 0.00 0.00 657.74 24.22 2-6 W3 0.001 41319.26 10058.63 0.00 0.00 5863.70 31.55 3-2 W4 0.001 47,193.111 10,058.63 0.00 6,187.58 0.00 37.72 4-11 3/4 0.001 47,193.111 17,933.441 0.00 0.00 5362.57 37.72 7-53/4 W6 0.001 52,114.87 17,933.44 0.00 4,537.56 0.00 . 37.72 9-11 3/4 W7 0.00 52,114.87 23,183.31 0.00 0.00 3,712.55 37.72 12-53/4 W8 0.001 55,067.92 23,183.31 0.00 2,887.54 0.00 37.72114-11 3/4 W9 0.001 55,067.92 25,808.24 0.00 0.00 2,062.53 37.72 17-53/4 W9 0.00il 55,067.921 25,808.24 0.00 0.00 2,062.53 37.72 19-11 3/4 W8 0.001 55,067.921 23,183.311 0.00 2,887.54 0.00 37.72 22-53/4 W7 0.0011 52,114.871 23,183.31 0.00 0.00 3,712.55 37.72 24-11 3/4 W6 0.00 52,114.871 17,933.44 0.00 4,537.56 0.00 37.72 27-53/4 W5 0.00 47,193.11 17,933.44 0.00 0.00 5362.57 37.72 29-11 3/4 W4 0.00 47,193.11 10,058.63 0.00 6,187.58 0.00 3 7. 721 32-53/4 W3 0.00 41,319.26 10,058.63 0.001 0.00 5,863.70 31.55 34-11 3/4 V1S 0.00 41,319.26 0.00 0.00 0.00 657.74 24.22137-5 112 W2 1 0.001 41,445.581 0.00 0.001 8,822.78 0.00 42.64136-9 112 Standard Verticals Member Position I Max Tension Max Comp. Length I V2 Interior I 0.00 650.341 22.861 - - -=--4"-i- Job Number Job Name: 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 (fl Location: - Joist Description: CARLSBAD, CA Long Span 241H200/100 Chord Pronertis Chord Area Rx Rz Ryy Y I Q Material TC 1.0971 07723 0.4925 1.4353 0.7099 0.6543 0.9964 2E=2 112x2 1/2x.230 BC 0.4437 0.4609 0.2946 1.0401 0.4324 0.0942 1.0000 1J 1 1/2x 1 112x.156 Axial and Bending Analysis Bending Load: Fy: Pb: Mom of Inertia: LL 240: TL 180: Max Bridg TC: Max 8ndg BC: ] 200.00 50,000.00 30,000.00 330.86 298.01 397.34 20-4 120-95/8 I J Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I JGap Between Chords: 1.00 Length 28.00 29.75 30.001 29.75 28.001 I Bending Load Axial Load 200.00 41445.58 - - 200.00 55067.92 - - 200.00 Max Load Fillers TC: ; 158,512.51 41,445.58 '' Max Load no Fillers TC: 18,888.701 54,023.35 fa 18,888.70 - 25,097.04 - Maximum K L/r 56.86 - 30.46 - 56.861 1 Mi Weld Len 2X: Fa 23,180.62 - 27,006.04 - 23,180.62110.5934 Fe Cm 113,594.50 0.9501 - - 175,917.21 0.9429 - - 113,594.50 BC Stress 0.9501 29,085.35 1437.05 993.8 i 331.2846 3 BCL/Rz: Panel Point Moment Mid Panel Moment 1437.05 993.83 - - 1250.00 625.00 - - Panel Pointfb 1965.89 - 1710.01 - 1965.89i 203.6694 lMid Panel fb 539.12 - 339.04 - 539.121 Fillers 0 - 4 - Panel Point Stress 20,854.59 - 26,807.04 - 20,854.591 0.8354 Mid Panel Stress 0.8354 - 0.9418 - Web Desian Member Qty Web Tension Allow Tension Web Comp I Allow Comp Weld I Material W2 1 8,822.78 18,039.61 0.001 2,126.61 2.0 x 0.297 1 RH = round 7/8 W3 1 0.00 14,531.25 51863.70 7,103.27 3.2x0.125 120.=2x2x.125 W4 1 6187.58 7,818.57 0.001 2,956.69 3.8 x 0.109 115 = 1 1/4 x 1 1/4 x.109 L W5 1 0.00 10,781.25 5,362.57 5,576.34 2.9 x 0.125 1E = 1 1/2 x 1 1/2 x.125 W6 1 4,537.56 6,183.57 0.00 1,480.45 2.8 x 0.109 10 = 1 x 1 X.109 W7 1 0.00 9,786.93 3,712.55 4,994.79 2.2 x 0.113 1C = 11/2 xl 1/2 x .113 W8 1 2,887.54 6,183.57 0.00 1,480.45 2.0 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 7,818.57 2,062.53 2,956.69 2.0x0.109 15=1 1/4x1 1/4x.109 W9 1 0.00 7,818.57 2,062.53 2,956.69 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W8 1 2,887.54 6,183.57 0.00 1,480.45 2.0 x 0.109 10 = 1 x 1 X.109 W7 1 0.00 9,786.93 3,712.55 4,994.791 2.2x0.113 1C = 1 1/2x 1 1/2x.113 W6 1 4,537.56 6,183.57 0.00 1,480.45 2.8 x 0.109 110 = 1 x 1 x .109 W5 1 0.00 10,781.25 5,362.57 5,576.34 2.9 x 0.125 11E = 1 1/2 x 1 1/2 x.125 W4 1 6,187.58 7,818.57 0.00 2,956.69 3.8 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W3 1 0.00 14,531.25 5,863.70 7,103.27 3.2 x 0.125 20 = 2 x 2 x.125 W2 1 8,822.78 18,039.61 0.00 .. 2126.61 2.0 x 0.297 RH = round 7/8 Vi 1 0 6,183.57 658 3,375.52 2.0 x 0.109 10 = 1 x 1 x.109 V2 1 0 6,183.57 650 3,605.99 2.0 x 0.109 10 = 1 x 1 x.109 FRI -- STRSiAij'ALySIS r I Job Number Job Name: ;. Date 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 317198 m Location: -. Joist Description: Mark: CARLSBAD, CA Short Span Crimp 24K2001100 J41 (enmatni Base Length: 39-11 1/2 Working Length: 139-7 1/2 I Joist Depb': 24.00 Efectrie Depth: 23.01 BC Panel Length: 110 3-4 Shape: lParallel Chords Variable Left End I Right End BC Panel 3-2 3-2 TC Panel 2-6 2-6 V\V\V\V\V\V\V\V First Half 1-93/4 1-93/4 First Diag. 4-11 3/4 14-11 3/4 24.00 Depth 24.00 Loads Uniform Load I 200.00!!Live Load 0 ioöiö Concentrated Load TC @ 19-11 3/4 1000.001 Additional Shear in Webs 500.001 IC Axial Load 7100.001 I Stress Analysis Uniform TC: 200.00 Uniform BC: 0.00 Reaction LE: 4,462.50 Reaction RE: 4,462.50 Minimum Shear 1,115.63 Max TC Comp.: 25,632.29 Max BC Tension 25,052.95 Member TC Tension ITC compresionl BC Tension jE3C Compresion Web Tension Web Comp. Web Length PP Dist. W2 0.001 10,286.521 0.00! 0.00 8.779.96 0.00 42.73 0-2 vis 0.001 10,161 06F 0.001 0.00 0.00 637.66 24.37 2-6 W3 0.001 10,161.061 9,990.051 0.00 0.00 5,844.74 31.67 3-2 W4 0.001 14,990.07 9,990.05 0.00 5,078.53 0.00 30.49 4-11 3/4 W5 0.001 14,990.071 15,493.811 0.00 0.00 4,636.92 P30.49 6-73/4 W6 0.001 18,683.38 15,493.81 0.00 4,195.31 0.00 30.49 8-33/4 W7 0.00 18,683.38 19,838.871 0.00 0.00 3,753.70 30.49 9-11 3/4 W8 0.001 21,576.90 19,838.87 0.00 3,312.08 0.00 30.49,11-7 3/4 wg 0.001 21,576.901 23,025.25 0.00 0.00 2,870.47 30.49 13-33/4 WiO 0.001 24,183.941 23,025.25 0.00 2.428.86 0.00 30.49 14-11 3/4 Wil 0001, 24,183.941 25,052.951 0.00 0.001 1,987.25 30.49 16-73/4 W12 0.00i 25,632.291 25,052.951 0.00 1,545.64 0.00 30.49 18-33/4 W12 0.001 25,632.291 25,052.95 0.00 1,545.64 0.00 30.49 19-11 3/4 Wil 0.001 24,183.941 25,052.95 0.00 0.00 1,987.25 30.49 21-73/4 W10 0.001 24,183.941 23,025.25 0.00 2,428.86 0.00 30.49 23-33/4 W9 0.001 21,576.90 23,025.25 0.00 0.00 2,870.47 30.49 24-11 3/4 W8 0.001 21,576.90 19,838.87 0.00 3,312.08 0.00 30.49 26-73/4 W7 0.001 18,683.38 19,838.87 0.00 0.00 3,753.70 30.49 28-33/4 W6 0.001 18,683.381 15,493.811 0.00 4,195.31 0.00 30.49 29-11 3/4 W5 0.00! 14,990.071 15,493.81 0.00 0.00 4,636.92 30.49 31-73/4 W4 0.001 14,990.071 9,990.051 0.00 5,078.53 0.001 30.49 33-33/4 W3 0.001 10,161.061 9,990.051 0.00 0.00 5,844.74 31.67 34-11 3/4 vis 0.001 10,161.061 0.001 0.00 0.00 637.66 24.37 37-5 i W2 0.001 10,286.521 0.001 0.001 8,779.96 0.00 42.73136-9 1/2 Standard Verticals I Member Position Max Tension Max Comp. I Length I V2 Interior 1 0.001 1,461.49 23.011 I MATERIAL DESIGN Job Number Job Name: I&r .' ' 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 '317198. Location: - Jcst Desc,iption: CARLSBAD, CA Short Span Crimp 24K200/100 I J41J41 Chord ProDertles Chord Area Rx Rz Ryy Y I Q Material IC 0.5516 0.6236 0.3963 1.2238 0.5530 0.2145' 1 0.8979 121 = 2 x 2 x.143 BC 0.4437 0.4609 0.2946 1.0401 1 '0.4324 0.0942 1 1.0000 1 1 = 1 1/2 x 1 1/2 x.156 Axial and Bending Analysis Bending Load: 200.00 Fy: 50,000.00 Pb: 30,000.00 Mom of Inertia: 260.78 LL 240: 234.89 TL lao: 313.18 Max Bridg TC: 1 14-91/2 Max Bfidg BC: 1 20-9518 Top Chord Check I End Panel LE First Panel LE Interior Panel I First Panel RE End Panel RE I Gap Between Chords: Length 28.00 29.75 20.001 29.75 28.001 1.00 Load Figers TC: 6,847.28 Bending Load Axial Load 200.00 10 286.52 200.00 10161.06 0.00 25,632.29 200.00 10,161.06 200.001Max 10286.52! Max Load no Fillers TC. fa 9,325.09 9,211.35 23,236.56 9,211.35 9,325.09124,453.16 Maximum K Ur 70.64 75.06 32.07 75.06 70.641 Min Weld Len 2X: Fa 17,372.86 18612.54 24,337.991 18.61254 17,372.861 0.5000 Fe Cm 74,074.88 0.9622 65,616.51 0.9579 145,186.77' 0.93601 65,616.51 0.9579 74074.88 BC Stres1: 0.9622 28,234.15 1511.68 TCOALJRyy. .,388.5515 964.93 i IBC LiRz: Panel Point Moment 1511.681 1512.021 0.001 1512.02 Mid Panel Moment 964.93 654.851 0.00J 654.85 Panel Pointfb 5099.05 5100.17 0.001 5100.17 5099.05! 1141.7200 Mid Panel fb 1243.77 844.09 0.001 844.09 1243.77! 14,424.141 Fillers 0 0 21 0 Panel Point Stress 14.424.141 14,311.52 23,236.561 14,311.52 Mid Panel Stress ] 0.58761 0.52981 0.95471 0.5298 0.5876 Web IDesian Member Qty Web Tension Allow Tension Web Comp Allow Comp I Weld I Material W2 1 8,779.96 18,039.61 0.00 2.669.761 2.0 x 0.296 RH round 7/8 W3 1 0.00 14,531.25 5.844.74 7,861.841 3.1 x 0.125 20 2 x 2 x.125 L W4 1 5,078.53 6,183.57 0.00 1,605.9511 3.1 x 0.109 10 = 1 x 1 X.109 WS J 1 0.00 9,786.93 4,636.92 5,229.481 2.8x0.113 1C = 1 1/2x 1 1/2x.113 W6 1 4,195.31 6,183.57 0.00 1,605.95 2.6 x 0.109 10 = 1 x 1 X.109 W7 1 0.00 9,786.93 3,753.70 5,229.48 2.2x0.113 1C= 1 1/2x 1 1t2x.113 W8 1 3,312.08 6,183.57 0.00 1,605.95 2.0 x 0.109 110 =1 x 1 X.109 W9 1 0.00 7,818.57 2870.47 3,207.32 2.0 x 0.109 115 = 1 1/4 x 1 1/4 x.109 W10 1 2,428.86 6,183.57 0.00 1,605.95 2.0x0.109 110 = lxix .109 Wil 1 0.00 7,818.57 1,987.25 32 207.321 2.0x0.109 115 = 1 1/4x 1 1/4 x.109 W12 1 1,545.64 6,183.57 0.00 1,605.951 2.0 x 0.109 10 = 1 x 1 x .109 W12 1 1,545.64 6,183.57 0.00 1,605.951 2.0 x 0.109 10 = 1 x 1 X.109 Wl 1 1 0.00 7,818.57 1,987.25 3,207.321 2.0 x 0.109 115 = 1 1/4 x 1 1/4 x.109 W10 1 2,428.86 6,183.57 0.00 1,605.951 2.0 x 0.109 110 = 1 x 1 x.109 W9 1 0.00 7,818.57 2,870.47 3,207.321 2.0 x 0.109 115 = 11/4 x 1 1/4 x .109 W8 1 3,312.08 6,183.57 0.00 1,605.95 2.0 x 0.109 110 = 1 x 1 X.109 W7 1 0.00 9,786.93 3,753.70 ' 5,229.48 2.2x0.113 1 1C= 1 1/2x1 1!2x.113 W6 1 4,195.31 6,183.57 0.00 1,605.95 2.6x0.109 110=1 x x.109 W5 1 0.00 9,786.93 4,636.92 5,229.48 2.8x0.113 1 1C= 1 1/2x1 112x.113 W4 1 5,078.53 6,183.57 0.00 1,605.95 3.1 x 0.109 10 = 1 x 1 x.109 W3 1 0.00 14,531.25 5,844.74 7,861.84 3.1 x 0.125 20 = 2 x 2 x.125 W2 1 '. 8,779.96 18,039.61 0.00 2,669.76 2.0 x 0.296 RH =round 7/8 - Vi 1 0 6,183.57 - 638 2,514.87 1 2-0x0.109 10=1x1x'.109 V2 1 01 6,183.571 461 2,813.02120x0.109 10= 1xix 109 "'it - .-.. - STEEA1JALYSIS Job Number Job Name: -. 97-0377 CARLSBAD LOT 41.- ROOF BUILDING 2 (7 Location: - Joist Descñption: CARLSBAD, CA Short Span Crimp 24K2561128 Geometry RM Date 3/7/98 Mark :..; J42 I Base Length: 39-11 1/2 Working Length: 1/2 I Joist Depth: 24.00 I Elective Depth: 22.89 BC Panel Length: 110 @ 3-4 Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 3-2 IC Panel 2-6 2-6 ______________________ First Half 1-93/4 1-9 3/4 First Diag. 4-11 3/4 4-11 3/4 24.00 Depth 24.00 Loads Uniform Load 256.0011 Live Load 128.00 Concentrated Load TC @ 19-11 3/4 1,000.00! Additional Shear in Webs 500.001 TC Axial Load 7,100.00 Stress Analysis Uniform it: 256.00 Uniform BC: 0.00 Reaction LE: 5,572.00 Reaction RE: 5,572.00 Minimum Shear 1 1,393.00 Max TC Comp.: 1 31,538.25 Max BC Tension 1 30,914.89 Member TC Tension TC Compresionj BC Tension IBC Compresionj Web Tension Web Comp. Web Length PP Dist W2 0.00 11,546.061 0.001 0.001 10,761.04 0.00 42.66 0-2 V1S 0.00 1.1,384.571 0.00 0.001 0.00 810.24 24.24 2-6 W3 0.00 11,384.57 12,505.43 0.00 0.00 7,114.74 31.57 3-2 W4 0.00 17,408.69 12,505.43 0.00 6,144.32 0.00 30.39 4-11 3/4 W5 0.00 17,408.69 19,344.90 0.00 0.00 5,577.69 30.39 6-73/4 W6 0.00 22,205.35 19,344.90 0.00 5,011.07 0.00 30.39 8-33/4 W7 0.00 22,205.35 24,692.96 0.00 0.00 4,444.45 30.39 9-11 3/4 W8 0.00 26,807.72 24,692.96 0.00 3,877.83 0.00 30.39 11-73/4 W9 0.00 26,807.72 28,549.63 0.00 0.00 3,311.20 30.39 13-33/4 W10 0.00 29,918.691 28,549.63 0.00 2,744.58 0.00 30.39 14-113/4 Wil 0.00 29,918.691 30,914.89 0.001 0.00 2,177.96 30.39 16-73/4. W12 0.00 31.538.251 30,914.891 0.00 1,849.94 0.00 30.39 18-33/4 W12 0.00 31,538.25 30,914.89 0.00 1,849.94 0.00 30.39 19-11 3/4 Wil 0.00 29,918.69 30,914.89 0.00 0.00 2,177.96 30.39 21-73/4 W10 0.00 29,918.69 28,549.63 0.00 2,744.58 0.00 30.39 23-33/4 W9 0.00 26,807.72 28,549.63 0.00 0.00 3,311.20 30.39 24-11 3/4 W8 0.00 26,807.721 24,692.961 0.00 1 3,877.83 0.00 30.39 26-73/4 W7 0.00 22,205.351 24,692.961 0.00 0.00 4,444.45 30.39 28-3 3/4 W6 0.00 22,205.351 19,344.90 0.001 5,011.07 0.00 30.39 29-11 3/4 W5 0.00 17,408.69 19,344.90 0.00 0.00 5,577.69 30.39 31-7 3/4 W4 0.00 17,408.69 12,505.43 0.00 6,144.32 0.00 30.39 33-3 3/4 W3 0.00 11,384.57 12,505.43 0.00 0.00 7,114.74 31.57 34-11 3/4 V1S 0.00 117384.571 0.00 0.00 0.00 810.24 24.24137-5 1/2 W2 0.001 11,546.061 0.001 0.00 10,761.04 0.00 42.66 36-9 1/2 Standard Verticals Member Position Max Tension I Max Camp. I Length I V2 Interior 0.001 1,584.36 22.89! . . . ...-. ...-.-.. - S.. .•. . . ..:-MATERIALDESIGN •. '.'' Job Number Job Name: . . Dete Run: 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 . 317198 Location: - Joist Description: Ma,c 1P' (hnrd Prnnerties CARLSBAD, CA . Short Span Crimp 241(2561128 .142 Chord Area Rx Rz Ryy Y I Q Material TC 0.6254 0.6208 0.3951 1:2286 0.5603 0.2410 0.9522 23 = 2 x 2 x .163 BC 0.5516 0.6236 0.3963 1.2238 0.5530 0.2145 0.8979 21 = 2 x 2 x.143 Axial and Bending Analysis Bending Load., 256.00 Fy: 50,000.00 Pb: . 30,000.00 Mom of Inertia: 307.50 LL 240: 276.96 369.28 TL 180, Max Bndg TC: 14-10 1/8 Max 8r1dg BC: 1 24-5 314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE . Gap Between Chords: 11.00 28.00 Length 28.00 29.75 20.001 29.75 Bending Load 256.00 256.00 0.001 256.00 256.00 • Max Load Filters TC: Axial Load 11,546.06 11,384.57 31,538.25 11,384.57 1154606 126.06 Max 'Load Filters TC. : fa 1 9,230.48 9,101.38 25,213.22 9,101.38 9,230.48 29,115.24 Maximum K Ur 70.86 75.29 32.22 75.29 70.86 1 Min Weld Len 2X* 18,077.62 0.5000 Fa 18,077.62 19,316.15 25,683.14 19,316.15 Fe 73 396.54 65015.62 143,857.2[ 65015.62 73 396.54 ,BCStress: 28 025.42 0.9623 Cm 0.9623 0.9580 0.92991 0.9580 Panel Point Moment 1934.96 1935.38 0.001 1935.381 1934.96 387.0222 Mid Panel Moment 1235.12 838.21 0.001 838.211 1235.12 BCz• 5779.70 105.3366 Panel Pointfb 5779.70 5780.97 0.001 5780.97 Mid Panel fb 1435.64 974.30 0.00 974.30 1435.64 0 15,010.19 0.5659. Fillers 0 0 61 0 Panel Point Stress 15,010.19 14,882.35 25,213.22 14,882.35 Mid Panel Stress 0.5659 0.5092 0.98171 0.5092 Web Design Member Qty Web Tension Allow Tension Web Comp [ Allow Comp Weld Material W2 1 10.76104 18,039.61 0.001 2,782.79 2.0 x 0.362 RH = round 7/8 W3 1 0.00 14,531.25 7,114.741 7,995.76 3.8x0.125 20=2x2x .125 W4 1 6.14432 6,183.57 0.001 1,679.16 3.8 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 10,781.25 5,577.691 6,003.03 3.0x0.125 1E = 1 1/2x 1 1/2x.125 W6 1 5.01107 6,183.57 0.00 1,679.16 3.1 x 0.109 10 = 1 x 1 x.109 W7 1 0.00 9,786.93 4,444.45 5,351.55 2.6x0.113 1C = 1 1/2x 1 1/2x.113 W8 1 3,877.83 6,183.57 0.00 1,679.16 2.4 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 7,818.57 3,311.20 3,353.26 2.0x0.109 15=1 1/4x 1 1/4x.109 W10 1 2,744.58 6,183.57 0.001 1,679.16 2.0 x 0.109 10 = 1 x 1 x.109 Wi 1 1 0.00 7,818.57 2,177.961 3,353.26 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W12 1 1849.94 6,183.57 0.00 1,679.16 2.0 X0.109 10 = 1 x 1 X.109 W12 1 1,849.94 6,183.57 0.001 1,679.16 2.0 x 0.109 10 = 1 x 1 x.109 Wil 1 0.00 7,818.57 2,177.96 3,353.26 2.0x0.109 15 = 11/4x 1 1/4x.109 W10 1 2,744.58 6,183.57 0.00 1,679.16 2.0 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 7,818.57 3,311.20 3,353.26 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W8 1 3,877.83 6,183.57 - 0.00 1,679.16 2.4x0.109 10= lxi x.109 W7 1 0.00 9,786.93 4,444.45 5,351.55 2.6x0.113 iC = 1 112x 1 112 x.113 W6 1 5,011.07 6,183.57 0.00 1,679.16 3.1 x0.109 10= lxi x.109 W5 1 0.00 10,781.25 5,577.69 6,003.03 3.0x0.125 1E=1 1/2x1 1/2 x.125 W4 1 6,144.32 6,183.57 0.00 1,679.16 3.8x0.109 10 = 1 x X.109 W3 1 0.00 14,531.25 7,114.74 7,995.76 3.8x0.125 202x2x.125 W2 1 10,761.04 18,039.61 0.00 2,782.79 2.0x0.362 RH round 7/8 • Vi 1 01 6,183.57 .. 810 2,638.99 2.0x0.109 10 = 1 xi x .109 -' V2 1 01 6,183.57 - 584 2,937.541 2.0x0.109 110 = 1xi x.109 -'S 5,. . •... _-'S... SS_ SSANA Job Number Job Name: . . . . . Date Run 97-0377 log Location: Joist Deschption: CARLSBAD, CA CARLSBAD LOT 41 . . . Lo n*6 Sp~n 241-1-111811100 I Base Length: L39-11 112 Working Length: 139-71/2 Joist Depth: . 24.00 I Elective Depth: 22.86 BC Pane! Length: i7@5-0 I Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 3-2 TC Panel 2-6 2-6 1-93/4 First Half 1-93/4 First Diag. 4-11 3/4 4-11 3/4 Depth 124.00 124.00 Loads Uniform Load 18 1.0011 Live Load . 100.00 Concentrated Load IC @19-11 3/4 1,000.00 [4ditional Shear in Webs 500.00 TC Axial Load 54,900.001 Stress Analysis Un,fcm, TC. 181.00 Uniform BC: 10.00 Reaction LE: 14,086.06 Reaction RE: 4,086.06 Minimum Shear 1,021.52 Max TC Comp.: 158,348.01 Max BC Tension 23,850.52 Member I TC Tension ITC Compresioni BC Tension 'BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1 0.001 45752.111 0.00 0.00 8,161.85 0.001 42.64 0-2 V1S 0.001 45,637.781 0.00 0.00 0.00 637.82 24.22 2-6 W3 0.001 45,637.781 9,223.07 0.00 0.00 5,437.79 31.55 3-2 W4 0.001 51,034.28 9,223.07 0.00 5,756.51 0.00 37.72 4-11 3/4 W5 j 0.00 51,034.28 16,474.45 0.00 0.00 5,009.88 37.72 7-53/4 W6 0.00 55,581.98 16,474.45 0.00 4,263.24 0.00 . 37.72 9-11 3/4 W7 0.00 55,581.98 21,350.27 0.00 0.00 3,516.61 37.72 12-53/4 W8 0.001 58,348.011 21,350.27 0.00 2,769.97 0.00 37.72 14-11 3/4 wg 0.001 58,348.011 23,850.52 0.00 0.00 2,023.34 37.72 17-53/4 W9 0.001 58,348.011 23,850.52 0.00 0.00 2,023.341 37.72 19-11 3/4 W8 0.00i 58,348.0111 21350.27 0.00 2,769.97 0.001 37.72 22-5314 W7 0.001 55,581.981 21,350.27 0.00 0.00 3,516.61 37.72 24-11 3/4 W6 0.001 55,581.981 16,474.45 0.00 4,263.24 0.00 37.72 27-53/4 W5 I 0.00 51,034.281 16,474.45 0.00 0.00 5,009.88 37.72 29-11 3/4 W4 0.00 51,034.28 9,223.07 0.00 5,756.51 0.00 37.72 32-53/4 W3 0.00' 45,637.78 9,223.07 0.00 0.00 5,437.79 31.55 34-11 3/4 V1S 0.001 45,637.78, 0.00 0.00 0.001 637.82 24.22 37-51/2 W2 0.001 45,752.111 0.00 0.001 8,161.851 0.00 42.64 36-91/2 Standard Verticals Member Position I Max Tension Max Comp. I Length I V2 Interior I 0.001 631.121 22861 -MATERIAt.DESIGN Job Number Job Name: :;: Date RaC 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 317198 . ffl Location: - Joist Descnption: . Maiic CARLSBAD, CA Long Span 241H1811100 Chord Properties Chord Area Rx Rz Ryy V I Q Material TC .1.0971 0.7723 0.4925 1.4353 0.7099 0.6543 0.9964 2E=2 1/2x2 112x.230 BC 0.4437 0.4609 0.2946 1.0401 0.4324 0.0942 1.0000 1J = 1 1/2 x 1/2x.156 Axial and Bending Analysis Bending Load: TFy: 0,000.00 Fb:. 30,000.00 1 330.86 Mom of Inertia: Max Bfidg BC:it.o0 LL 240: 298.01 TL I0: 397.34 Max 8ridg rc: 20-4 1 20-9 518 I Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE LGapBetweenChods 28.00 .1.00 Length 28.00 29.75 30.00 29.75 Bending Load I 181.00 - 181.00 - 181.00 Max Load Fillers TC: 45,752.11.M ' Load FiIjers TC 20,851.38::54,087.97 56.86 'Min Weld Len 2X: 23,180.62.0.6287 Axial Load 45,752.11 - 58348.01 - fa 20851.38 - 26,591.93 - Maximum K Ur 56.86 - 30.46 - Fa 23,180.62 - 27,006.04 - Fe 113,594.50 - - 175,917.21 - 113,594.50 Bc stress: 1 Cm 0.9449 - 0.9395 - 0.9449 26,879.0 IPanel Point Moment 1300.53 - 1131.25 - 1300.53 7C OALIRyy, 331.2846 899.42 BC LJRz 1779.13 .203.6694 Mid Panel Moment 899.42 - 565.63 - Panel Pointfb 1779.13 - 1547.56 - Mid Panelfb 487.91 - 306.84 - 487.91 IFillers 0 - 8 - Panel Point Stress 22,630.51 - 28,139.48 - 22,630.51: 0.9184 Mid Panel Stress 0.91841 - 0.9960 - Web Design Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 1 8,161.85 18,039.61 0.00 2126.61 2.0 x 0.275 RH = round 7/8 W3 1 0.00 14,531.25 5,437.79 7,103.27 2.9x0.125 20=2x2x.125 W4 1 5,756.51 6,183.57 0.00 . 1,480.45 3.6x0.109 10=1 x x.109 W5 1 0.00 10,781.25 5,009.881 5,576.34 2.7 x 0.125 1E=1 1/2 x 1 1/2 x.125 W6 1 4,263.24 6,183.57 0.00 1,480.45 26x0.109 10=1 xi x.109 W7 1 0.00 9,786.93 3,516.61 4,994.79 2.1 x0.113 1C=1 1/2x 1 1/2x.113 I W8 1 2,769.97 6,183.57 0.00 1,480.45 2.0x0.109 10 = lxix .109 W9 1 0.00 7,818.57 2,023.34 2,956.69 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W9 1 0.00 7,818.57 2,023.34 2,956.69 2.0x 0.109 15 = 11/4 x 1/4 x.109 I W8 1 2,769.97 6,183.57 0.00 1,480.45 2.0 x 0.109 10 = 1 x 1 x.109 W7 1 0.00 9,786.93 3,516.61 4,994.79 2.1 x0.113 1C = 1 1/2x 1 1/2x.113 W6 1 4,263.24 6,183.57 0.00 1,480.45 2.6x0.109 10 = lxix .109 I W5 1 0.00 10,781.25 5,009.88 5,576.34 2.7 x 0.125 1E = 1 1/2 x 1 1/2 x.125 W4 1 5,756.51 6,183.57 0.00 1,480.45 3.6x0.109 10 = lxix .109 W3 1 0.00 14531.25 543779 7,103.27 2.9x0.125 20=2x2x.125 W2 1 8,161.85 18,039.61 0.00 2,126.61 2.0 x 0.275 RH = round 7/8 Vi 1 0 6,183.57 638 3,375.52 2.0 x 0.109 10 = 1 x 1 x.109 V2 1 0 6,183.57 631 3,605.99 2.0 x 0.109 10 = 1 x 1 x.109 - 4STRESS ANALYSIS Job Number .:- Job Name. :,....... DaeRunr. 97-0377 CARLSBAD LOT 41 -ROOF BUILDING 2 317198 Location: - Joist Description. -. ., - MeMc CARLSBAD, CA Short Span Crimp 24K281i100 J44 S enmefry Base Length: 39-11 1/2 I Working Length: 39-71/2 I Joist Depth: 24.00 Elective Depth: J 22.87 I BC Panel Length: 10 @ -4 Shape: Parallel Chords 1 Variable Left End Right End BC Panel 3-2 3-2 TC Panel 2-6 2-6 _________________________________ First Half 1-93/4 1-93/4 First Diag. 4-11 3/4 4-11 3/4 Depth 124.00 124.00 Loads Uniform Load I 281.001'l Live Load . 100.00 Concentrated Load TC @ 19-11 3/4 1,000.001 lAdditonal Shear in Webs 500.00 TC Axial Load 7100.001 Stress Analysis Uniform TC: 281.00 Uniform BC: 0.00 Reaction LE: 16,067.31 Reaction RE: 6,067.31 Minimum Shear 1,516.83 Max TC Comp.: 34,128.86 Max BC Tension 33,4&6.96 Member [ TC Tension 1TC Compresioni BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. 1 W2 0.001 12,099.54 0.00 0.00 11,634.26 0.00 42.65 0-2 V1S 0.001 1.1,922.191 0.00 0.00 0.00 886.96 24.23 2-6 W3 0.001 11,922.19 13610.61 0.00 0.00 7,676.74 31.56 3-2 W4 0.001 18,471.24 13,610.61 0.00 6,616.16 0.00 30.39 4-11 3/4 W5 0.001 18,471.24 21,036.55 0.00 0.00 5,994.07 30.39 6-73/4 W6 0.001 24,135.31 21,036.55 0.00 5,371.97 0.00 30.39 8-33/4 W7 0.001 24,135.31 26,824.59 0.00 0.00 4,749.87 30.39 9-11 3/4 W8 0.001 29,104.40 26,824.59 0.00 4,127.77 0.00 30.39 11-73/4 W9 0.001 29,104.40 30,974.73 0.00 0.00 3,505.67 30.39 13-33/4 W10 0.001 32,435.58 30,974.73 0.00 2,883.57 0.00 30.39 14-113/4 Wil 0.001 32,435.581 33,486.96 0.00 0.00 2,261.47 30.39 16-73/4 W12 0.001 34,128.861 33,486.96 0.00 2,014.84 0.00 30.39 18-33/4 W12 0.001 34,128.86 33,486.96 0.00 2,014.84 0.00 30.39 19-11 3/4 Wil 0.001 32,435.58 33,486.96 0.00 0.00 2,261.47 30.39 21-73/4 W10 0.001 32,435.58 30,974.73 0.00 2,883.57 0.00 30.39 23-33/4 W9 0.001 29,104.40 30,974.73 0.00 0.00 3,505.67 30.39 24-113/4 W8 0.001 29,104.401 26,824.59 0.00 4,127.77 0.00 30.39 26-73/4 w7 0.001 24,135.311 26,824.59 0.00 0.00 4,749.87 30.39 28-33/4 W6 0.001 24,135.311 21,036.55 0.00 5,371.97 0.00 30.39 29-11 3/4 W5 0.001 18,471.241 21,036.55 0.00 0.00 5,994.07 30.39 31-73/4 W4 0.00 18,471.241 13,610.61 0.00 6,616.16 0.00 30.39 33-33/4 W3 0.00! 11,922.191 13,610.61 0.00 0.00 7,676.74 31.56 34-11 3/4 V1S 0.001 11,922.191 0.00 0.00 0.00 886.96 24.23 37-51/2 [ W2 0.001 12,099.541 0.00 0.00 11,634.26 0.00, 42.65136-9 1/2 Standard Verticals Member Position Max Tension I Max Comp. I Length V2 Interior 0.001 1,638.98 22.871 MATERIAL DESIGN Job Number: Job Name: 97.0377 CARLSBAD LOT 41 - ROOF BUILDING 2 398 Location: - Joist Description: 9? CARLSBAD, CA Short Span Crimp 24K2811100 Chord PronertIe Chord Area Rx Rz Ryy Y I Q Material TC 0.6730 0.6189 0.3944 1.2318 1 0.5650 0.2578. 0.9808 242x2x.176 BC 0.6254 0.6208 0.3951 1.2286 0.5603 0.2410 0.9522 232x2x.163 Axial and Bending Analysis Bending Load: Fy: Fb: Mom of Inertia: LL 240: TL 160: Max Bridg TC: Max Bndg BC: 281.00 . 50,000.00 30,000.00 339.75 306.02 408.02 1 14-105/8 124-67/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE IGap Beeen Chords: 28.001 Length 28.00 29.751 20.001 29.75 Bending Load Axial Load 281.00 12099.54 281.001 11,922.191 0.001 34,128.86 281.00 11922.19 28100H Max Load Fillers TC: 135,516.54 12099.54H I Max Load no Fillers TC: fa 8,988.94 8,857.18 25354.86 8,857.18 8,988.941132,102.79 Maximum K Ur 70.99 75.43 32.31 75.43 70.99 H Min Weld Len 2X: Fa 18,431.73 19,665.57 26,385.79 19665.57 18,431.73! 0.5000 Fe 72,963.69 64,632.19 143,008.83 64,632.19 72g636g IBC stress: 0.9630 1 26,771.11 2123.921 TCOAL/Ryy: 386.0292 1355.73: BC Cm 0.9630 0.9589 0.9291 0.9589 Panel Point Moment 2123.921 2124.381 0.001 2124.38 Mid Panel Moment 1355.73 920.071 0.001 920.07 Panel Pointfb 5911.00 5912.30 0.001 5912.30 5911.0011!:105.6619 Mid Panel fb 1485.53 1008.16 o.00L 1008.16 1485.531 Fillers 0 0 6 0 Panel Point Stress 14,899.94 14,769.48 25,354.86 14,769.48 14,899.941 Mid Panel Stress 1 0.54311 0.4885 0.9609 0.4885 0.5431 ii Web Desian LMember Qty Web Tension Allow Tension Web Comp I Allow Comp Weld Material W2 1 11,634.26 18,039.61 0.00 2780.71 2.0x0.392 RH = round 7/8 W3 1 0.00 14,531.25 7,676.741 7,994.27 4.1 x 0.125 20.= 2 x 2 x.125 W4 1 6,616.16 7,818.57 0.001 3,351.76 4.1 x 0.109 115 = 1 1/4 x 1 1/4 x. 109 W5 1 0.00 10,781.25 5,994.071 6,001.57 3.2 x 0.125 1E = 1 1/2 x 1 1/2 x.125 W6 1 5,371.97 6,183.57 0.00 1,678.39 3.3 x 0.109 10 = 1 x 1 x.109 W7 1 0.00 9,786.93 4,749.87 5,350.33 2.8x0.113 1C= 1 1/2x 1 1/2x.113 W8 1 4,127.77 6,183.57 0.00 1,678.39 2.6x0.109 10 = 1 x 1 x.109 W9 1 0.00 8,906.25 3,505.67 3,792.88 2.0 x 0.125 18 = 1 1/4 x 1 1/4x.125 W10 1 2,883.57 6,183.57 0.00 11678.39 2.0x0.109 10 = 1 x x.109 Wil 1 0.00 7,818.57 2,261.471 3,351.76 2.0x0.109 15 = 1 1/4x 1 1/4x.109 W12 1 2,014.84 6,183.57 0.001 1,678.39 2.0 x 0.109 10 = 1 x 1 x .109 W12 1 2,014.84 6,183.57 0.001 1,678.39 2.0 x 0.109 10 = 1 x 1 x.109 Wil 1 0.00 7,818.57 2,261.47 3,351.76 2.0x0.109 15=1 1/4x1 1/4x.109 W10 1 2,883.57 6,183.57 0.00 1,678.39 2.0x0.109 10 = lxix .109 W9 1 0.00 8,906.25 3,505.67 3,792.88 2.0 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W8 1 4,127.77 6,183.5.7 0.00 1,678.39 2.6x0.109 10=1 xl x.109 W7 1 0.00 9,786.93 4,749.87 5,350.33 2.8x0.113 1C = 1 112x 1 112x.113 W6 1 5,371.97 6,183.57 0.00 1,678.39 3.3 x 0.109 10 =1 x 1 x.109 W5 1 0.00 10,781.25 5,994.07 6,001.57 3.2x0.125 1E=1 112x1 1/2x.125 W4 1 6,616.16 7,818.57 0.00 3,351.76 4.1x0.109 15=1 1/4x1 1/4x.109 W3 1 0.00 14,531.25 7,676.74 7,994.27 4.1 x 0.125 20 = 2 x 2 x .125 . W2 1 1163426 1803961 000 278071 20x0392 RH= round 7/8 Vi 1 0 618357 887 263869 20x0109 101xlx 109 V2 1 01 6.183.57, 6391 293754 ZOxO 109 10= 1xix 109 I -. - 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 : Job Number Job Name: •-. .•; c11. CARLSBAD, CA - . Short Span Crimp 24K232I128 pt,mptTv Date Run: ::;Z,i. 3110/98 . J45 Base Length: [39-11 112 Working Length: 1/2 I Joist Depth: 24.00 I EfectA'e Depth: 22.89 I BC Panel Length: 10 @3-4 I Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 3-2 TC Panel 2-6 2-6 V\V\V\V\V\V\V\V First Half 1-93/4 1-93/4 First Diag. 4-11 3/4 4-11 3/4 Depth 24.00 24.00 Loads Uniform Load (pit) 232.0011 Live Load (pit) . 128.00 Concentrated Load TC @ 19-11 3/4 (Ibs) 1,000.00 Additional Shear in Webs 500.00 TC Axial Load 7,100.00 Stress Analysis Summary Int. Pane! TC: 20.00 Max Panel BC: 141.75 Reaction LE: 5,096.50 Reaction RE: 5,096.50 Minimum Shear 1 1,274.13 Max TC Comp.: 129,060.11 Max BC Tension 28,454.41 Member IC Tension ITC Compresioni BC Tension 113C Compresioni Web Tension Web Comp. Web Length PP Dist W2 0.001 11,016.501 0.00q 0.001 9,924.90 0.00 42.66 0-2 V1S 0.00 10,870.191 0.00 0.00 0.00 736.65 24.25 2-6 W3 I 0.001 10,870.19 11,448.03 0.00 0.00 6,576.17 31.58 3-2 W4 0.00 16,392.09 11,448.03 0.00 5,692.08 . 0.00 30.40 4-11 3/4 W5 I 0.00 16,392.09 17,726.41 0.001 0.00 - 5,178.64 30.40 6-73/4 W6 0.00 20,594.18 17,726.41 0.00 4,665.20 0.00 30.40 8-33/4 W7 0.00 20,594.181 22,653.60 0.00 0.00 4,151.77 30.40 9-11 3/4 W8 I 0.00 24,610.50 22,653.60 0.00 3,638.33 0.00 30.40 11-73/4 W9 0.001 24,610.501 26,229.601 0.00 0.00 3,124.89 30.40 13-33/4 W10 0.00 27,510.901 26,229.60 0.00 2,611.45 0.00 30.40 14-11 3/4 W11 0.001 27,510.901 28,454.411 0.00 0.00 2,098.01 30.40 16-73/4 W12 0.001 29,060.11 28,454 ' 411 0.00 1,691.86 0.00 30.40118-3 3/4 W12 0.00 29,060.111 28,454.411 0.00 1,691.86 0.00 30.40 19-11 3/4 Wil 0.00 27,510.901 28,454.41 0.00 0.00 2,098.01 30.40 21-73/4 W10 0.00 27,510.90 26,229.60 0.00 2,611.45 0.00 30.40 23-33/4 W9 0.00 24,610.501 26,229.60 0.00 0.00 3,124.89 30.40 24-11 3/4 W8 0.00 24,610.50 22,653.60 0.00 3,638.33 0.00 30.40 26-73/4 W7 0.00 20,594.181 22,653.60 0.00 0.00 4,151.77 30.40 28-33/4 W6 0.00 20,594.181 17,726.41 0.00 4,665.20 0.00 30.40 29-11 3/4 W5 0.00 16,392.091 17,726.41 0.00 0.00 5,178.64 30.40 31-73/4 W4 0.00 16,392.091 11,448.03 0.00 5,692.08 0.00 30.40 33-33/4 W3 0.00 10,870.191 11,448.03 0.00 0.00 6,576.17 31.58 34-11 3/4 V1S 0.00 10,870.191 0.00 0.00 0.00 736.65 24.25 37-51/2 W2 0.001 11,016.501 0.00 0.00 9,924.90 0.00 42.66 36-91/2 Standard Verticals Member Position Max Tension Max Comp. I Length V2 Interior 0.001 1,531.971 22.89 .' - - MATERIAL DESIGN - j.. Job Number Job Name: . . . 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 - I Joist '°' CARLSBAD, CA Short Span Crimp 241(2321128 3110/98 Mark J45 Chord Pronertles Chord Area Rx Rz Ryy Y I Q Material TC .0.6254 0.6208 0.3951 1.2286 0.5603 0.2410 0.9522 23 = 2 x 2 x .163 BC 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 0.8343 202x2x.125 Axial and Bending Analysis K: Fy: Fb Mom of Inertia: LL 240: TL 180: I Max Bridg TC: Max Bndg BC: - 1.00 50,000.00 30,000.00 286.56 258.11 344.14 14-iOi/8 24-45/8 Top Chord Check End Panel LE First Panel LE FInterior Panel I First Panel RE End Panel RE jGap Between Cho rds: Length 28.00 29.751 20.001 29.75 280011.00 232.00 Max Load Fillers TC: Bending Load 232.00 232.001 0.00 232.00 Axial Load 11016.50 10,870.191 29,060.11 10,870.19 11,016.50 Max Load no Fillers TC: 8,807.12 129,115.24 70.86 Min Weld Len 2X: fa 8,807.121 8,690.161 23,232.07 8,690.16 Maximum K Ur 70.861 75.291 32.22 75.29 Fa 18,077.621 19,316.151 25,683.14 19,316.15 18,077.62 0.5000 Fe 73,396.54 65,015.621 143,857.221 65,015.62 73,396.54 BC Stress: ECm . 0.96401 0.95991 0.93541 0.9599 0.9640 29,372.29 1753.55 TCOALJRyy. 187.0222 1119.32 .BCLIRZ: Panel Point Moment 1753.55 F 1753.941 0.00 1753.94 Mid Panel Moment 1119.321 759.631 0.00 759.63 Panel Pointfb 5237.86 5239.01 .0.00 5239.01 5237.86 105.0203 Mid Panel fb 1301.051 882.96 j 0.00 882.96 1301.05 Fillers 01 01 0 0 0 14,044.98 Panel Point Stress 14,044.98 13,929.161 23,232.07 13,929.16 Mid Panel Stress 0.53711 0.48411 0.90461 0.4841 0.5371 Web Design Member Web Tension Allow Tension I Web Comp I Allow Camp Weld Qty Material W2 9,924.90 187039.61 0.001 2,783.931 2.0 x 0.334 1 RH = round 7/8 W3 0.00 14,531.251 6,576.171 7,996.581 3.5x0.125 1 202x2x.125 W4 5,692.08 6,183.57 0.00 1,679.581 3.5 x 0.109 1 10 = 1 x 1 x.109 W5 0.00 9,786.93 5,178.641 5,352.22 3.1 x0.113 1 1C =1 1/2x 1 1/2x.113 W6 4,665.20 6,183.57 0.001 1,679.58 2.9 x 0.109 1 10 = 1 x 1 X.109 W7 0.00 9,786.93 4,151.771 5,352.22 2.5x0.113 1 1C=1 112x1 1/2x.113 W8 3,638.33 6,183.57 0.001 1,679.58 2.2 x 0.109 1 10 = 1 x 1 x.109 W9 0.00 7,818.57 3,124.891 3,354.09 2.0 x 0.109 1 15 = 1 1/4 x 11/4 x. 109 W10 2,611.45 6,183.57 0.001 1,679.58 2.0x0.109 1 110 = lxix .109 Wil 0.00 7,818.57 2,098.011 3,354.09 2.0x0.109 1 15 = 1 1/4x1 1/4x.109 W12 1,691.86 6,183.571 0.00 i 1,679.58 2.0 x 0.109 1 10 = 1 x 1 X.109 W12 1,691.86 6,183.57 0.001 1,679.58 2.0 x 0.109 1 10 = 1 x 1 X.109 Wli 0.00 7,818.571 2,098.011 3,354.09 2.0x0.109 1 15=1 1/4x 1 1/4x.109 W10 2,611.45 6,183.57 0.00 1,679.58 2.0x0.109 1 10=1 x x.109 W9 0.00 7,81857 3,124.89 3,354.09 2.0 x 0.109 1 15 = 1 1/4 x 1 1/4 x.1 09 W8 3,638.33 6,183.57 0.00 1,679.58 2.2 x 0.109 1 10 = 1 x 1 X.109 W7 0.00 9,786.93 4,151.77 5,352.22 2.5x0.113 1 1C=1 112x11/2x.113 W6 4,665.20 6,183.57 0.00 1,679.58 2.9 x 0.109 1 10 = 1 x 1 X,109 W5 0.00 9,786.93 5,178.64 5,352.22 3.1 x0.113 1 1C =l 112x1 1/2x.113 W4 5,692.08 6,183.57 0.00 1,679.58 3.5 x 0.109 1 10 = 1 x 1 X.109 W3 0.00 14,531.25 6,576.17 7,996.58 3.5x0.125 1 202x2x.125 W2 9,924.90 18,039.61 0.00 2,783.93 2.0 x 0.334 1 RH = round 7/8 Vi . 0 6,183.57 737 2,639.16 2.0 x 0.109 - 1 10 = 1 X X.109 V2 01 6,183.57 532 2,937.541 2.0 x 0.109 1 10 = 1 x 1 X.109 * Allowable Stress Reduced 10% in W2 , FROM=SW Job Number Name., 97-0377 CARLSBAD LOT 41 - ROOF BthLr Location - Joist Descn lion CARLS BAD, CA Long Spa20LH241I160 IJE :I Geometry Base Length: 16-81/4 Working Length: 116-4114 I Joist Depth: 20.00 I Elective Depth: 18.87 I BC Panel Length: 13 @4-0 Shape: Parallel Chords Variable Left End Right End 2-4 BC Panel 3-4 IC Panel 2-4 2-4 First Half 1-73/4 1-4 1/2 First Diag. 4-11 3/4 3-8 1/2 120.00 Depth 120.00 Loads Uniform Load 241.00H Live Load . 160.00 Concentrated Load TC @ 8-11 3/4 1,000.00 [dditionaI Shear in Webs 500.00 TC Axial Load 63,000.00, Stress Analysis Uniform TC: L24tOO Uniform BC: 0.00 Reaction LE. 2,431.82 Reaction RE: 1 2,509.53 Minimum Shear 1 627.38 Max TC Comp.: 52,483.28 Max BC Tension 17,675.85 Member TC Tension ITC Compresionl BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 0.001 50,527.97 0.001 0:00 6,004.05 0.00 42.43 0-2 V1S 0.001 5.0,251.43 0.00 0.00 0.00 777.82 22.37 2-4 W3 o.00l 50,251.43 5,666.64 0.00 0.00 3,026.34 27.32 3-4 W4 0.001 52,483.28 5,666.64 0.00 2,476.77 0.00 30.53 4-11 3/4 ws 0.001 52,483.281 7,675.85 0.00 0.00 1,697.02 30.53 6-11 3/4 W5 0.001 52,117.07 7,675.85 0.00 0.00 2,318.19 30.53 8-11 3/4 W4 0.001 52,117.07 4,690.08 0.00 3,097.94 0.00 30.53 10-11 3/4 W3 0.001 49,573.11 4,690.08 0.00 0.00 3,083.82 25.07,12-11 3/4 W2 0.001 49,573.11 0.001 0.001 4,678.661 0.001 32.13114-4 1/4 Standard Verticals Member Position Max Tension I Max Camp. Length Vi End Panel. 0.001 582.49 18.87, V2 Interior 1 0.001 623.92 18.87 •"••• . - •••••• WATER ES F"t'r Job Number Job Name - -r' Date Run (77 Location: Joist Description:. . .. Ma,k Jt--- •• 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 . . 317198 • .... CARLSBAD, CA Long Span 201H2411160 .•. •. J46 •--•• Chord Pronerties Chord Area Rx Rz Ry' Y I Q Material TC 1.0971 0.7723 0.4925 1.4353 0.7099 _J_0.6543 0.9964 2E = 2 1/2 x 2 1/2 x .230 BC 0.3262 0.4669 0.2969 1.0289 . 0.4168 0.0711 0.9204 1C = 1 1/2 x 1 1/2 x .113 Axial and Bending AnaIysi Bending Load: Fy: 241.00 50,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K Lir Fa Fe Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Desian I Fb: 30000.00 I Mom of Inertia: 1179.87 ILL 240: 2,304.38 I TL 180: 13,072.50 I Max Bndg TC: 20-4 I Max Bridg BC: 1 20-67/8 j End Panel LE First Panel LE I Interior Panel First Panel RE End Panel RE 1 Gap Between Chords: 26.001 11.00 24100j Max Load Filters TC: 26.00 - 31.71 24.00 16.50 241.00 241.00 0.00 - 50,527.97 50,251.431 52,483.28 60,660.55 49,573.11: Max Load no Fillers TC: 23,027.97 22,901.94 23,919.10 - 22,592.79i 1 57,534.91 52.801 41.11 25.08 - 52.80H Min Weld Len 2X: 23,838.79 10.5655 23,838.791 25,593.84 27,645.86 - 131,742.731 88,345.80 274,870.63 - 131,742.73' BC 0.9476 0.92221 0.9652 - 6.9486 11,764.44' 1777.251 1777.721 0.00 - 1192.14:Vc01y: 136.7289 924.741 958.951 0.00 - 1153.31 BC LJRz: 1630.86 161.6702 2431.291 2431.921 0.00 - 501.65 520.201 0.00 - 625.64. 0: 24,223.65! 0.9717 0 i[ 0 - 25,459.26 25,333.861 23,919.10 - 0.98531 0.91651 0.8652 - Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 1 6,004.05 18,039.61 0.00 2,148.20 2.0 x 0.202 RH = round 7/8 W3 1 0.00 9,786.93 3,026.34 3,994.66 2.0x0.113 1C = 1 1/2x 1 112x.113 W4 1 2,476.77 6,183.57 0.00 2,259.07 2.0 x 0.109 10= 1 x 1 x .109 W5 J_1 0.00 6,183.57 1,697.02 2,259.07 2.0x0.109 10 = lxix .109 W5 1 0.00 7,818.57 2,318.19 4,214.30 2.0x0.109 15 = 1 1/4x 1 1/4 x.109 W4 1 3,097.94 6,183.57 0.00 2,259.07 2.0 x 0.109 10 = 1 x 1 x.109 W3 1 0.00 9,786.93 3,083.82 4,607.90 2.0x0.113 1C=1 1/2x1 1!2x.113 W2 1 4,678.66 18039.61 0.00 31-746.55 2.0x0.158 RH= round 7/8 Vi 1 01 6,183.57 582 4,232.72 2.0 x 0.109 10 = 1 x 1 X.109 V2 1 01 6,183.57 624 4,232.72 2.0x0.109 110=1x1x.109 . - . .. ST E Job Number 7FJob Name ... [97.0377 CARLSBAD LOT 41.-ROOF BUILDING 2 .. .: I Location: . -:T ull Description: ... • .. LUWj). [çRLSBADI CA htSpCrn2OK241I16O Geometry 3/7/98,..: "47 Length: F777 3/4 Working Length: 17-3314 Joist Depth: 20.00 Elective Depth: 119.15 BC Pane! Lenth: 3 4-0 I Shape: Parallel Chords Variable Left End Right End 34 BC Panel 3-4 TC Panel 24 34 First Half 1-73/4 1-4 First Diag. 4-11 3/4 4-8 Depth 20.00 20.00 Loads Uniform Load 241.O0l' Live Load . 160.00 Concentrated Load TC @ 8-11 3/4 1,000.001 lAdditional Shear in Webs 500.00 TC Axial Load . 7,100.001 - Stress Analysis Unifcrm TC: 241.00 Uniform BC: 1 0.00 Reaction LE: 12,577.13 Reaction RE: 2,595.18 Minimum Shear 648.80 Max TC Comp.: 10,947.68 Max BC Tension 8,367.04 Member TC Tension ITC Compresionj BC Tension IBC Compresion Web Tension Web Comp. Web Length PP Dist. W2 0.00 8,771.72 0.001 0.00 6,257.25 0.00 42.55 0-2 V1S 0.00 .8,499.19 0.001 0.00 0.00 721.83 22.60 2-4 W3 0.00 8,499.19 6,022.73 0.00 0.00 3,212.24 27.51 3-4 W4 0.00 10,947.68 6,022.73 0.00 2,687.63 0.00 30.70,4-11 3/4 W5 0.00 10,947.68 8,367.04 0.00 - 0.00 1,914.84 30.70 6-11 3/4 W5 0.00 10,859.93 8,367.04 0.00 0.00 2,064.53 30.70 8-11 3/4 W4 0.00 10,859.93 5,788.72 0.00 2,837.32 0.00 30.70 10-11 3/4 W3 0.00 8,619.26 5,788.72 0.00 0.001 2,829.44 24.95 12-11 3/4 W2 0.00 8,619.26 0.00 0.00 6,029.61 0.00 42.55114-3 3/4 Standard Verticals Member Position Max Tension I Max Comp. I Length I Vi End Panel 0.00 579.731 19.151 V2 Interior 0.00, 519.481 19.151 . .• .. •.. . .. •. ....• ... ...,.. ',• _i2_:il -.. ...-.,., - -. -. - STRESS Job Number 7 JobNarne: 197.0377 CARLSBAD LOT 41 - ROOF (fl Location: - [çRLSBAD,CA . is (enmetry - .. . ... ... --.. G2 . . 3l7I98... -. .... 1 Crimp 20K2641160 . J48 Base Length: 1177 314 Working Length: 17-3 3/4 Joist Depth: . 20.00 Efective Depth: 19.15 (BC Pane! Length: c 4-0 Shape: IParaliel Chords Variable Left End Right End 3-4 BC Panel 3-0 TC Panel 3-0 3-4 First Half 1-11 3/4 1 First Diag. 4-11 3/4 4-8 Depth 20.00 120.00 Loads Uniform Load 264.00lj Live Load . 160.00 Concentrated Load TC @ 8-11 3/4 1,000.001 Additional Shear in Webs 500.00 TC Axial Load 7,100.001 Stress Analysis Uniform TC: 264.00 Uniform BC: 0.00 Reaction LE: 2,776.22 Reaction RE: 2,794.28 Minimum Shear 698.57 Max TC Comp.: 11,334.27 Max BC Tension 8,906.81 ~:] Member IC Tension IC Compresionj BC Tension IBC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00 8,523.66 0.00 0.00 5,913.71 0.00 39.02 0-2 W3 0.00 8,523.66 6,456.21 0.00 0.00 3,611.54 30.51 3-0 W4 0.00 11,334.27 6,456.21 0.00 2,792.49 0.00 30.70 4-11 3/4 W5 0.00 11,334.27 8,906.81 0.00 0.00 1,945.96 30.70 6-11 3/4 W5 0.00 11,239.76 8,906.81 0.00 0.00 2,107.17 30.70 8-11 3/4 -W4- 0.00 11,239.76 6,204.19 0.00 2953.71 0.00 3070 10-11 3/4 W3 0.00 8,861.36 6,204.19 0.00 0.00 2,973.99 24.95 12-11 3/4 W2 0.00 8,861.36 0.00 0.00 6,391.08 0.00 42.55 14-33/4 11 Standard Verticals Member Position Max Tension I Max comp. I Length 1 Vi End Panel 0.001 675.311 19.15 V2 Interior J 0.001 568.061 19.15 1. ., .............. .t:.:: - - - MATERIAL DESIGN ' IJob Z' - : ILMI(L bMULUI 41 -KUOIBUILDlNG2 1317198 Location: Joist Descnpbon: CARLSBAD CA Short Span Crimp 20K2641160 IJ48 Chord Prnnprtipc Chord Area Rx Rz Ryy Y I Q Material TC 0.4437 0.4609 0.2946 1.0401 0.4324 0.0942 1.0000 1J = 1 1/2x 1 112x.156 BC 0.3262 0.4669 0.2969 1 1.0289 0.4168 0.0711 0.9204 1 1C = 1 1t2x 1 1/2x.113 - I II Axial and Bendina Analysis Bending Load: 264.00 . IFy: 50,000.00 Pb:- 30,000.00 IMom of Inertia: 138.06 LL 240: 1 1,491.02 'TL 180: 1,988.02 Max 8ndg TC: 112-67/8 I Max 8ndgSC. 1 20-6 718 J Top Chord Check End Panel LE First Panel LEl Interior Panel First Panel RE End Panel RE!Gap Between Cho rds: 38.00u1.00 Length 34.00 23.751 24.00 16.00 Bending Load 264.00 - 0.00 - 264.00 Max Load Fillers TC: Axial Load fa 8523.66 9,605.99 - - 11,334.27 12,773.48 - - 8,861.36..21,317.21 j Max Load no Fillers TC: 9,986.56 16,608.46 Maximum K Lu 73.77 - 52.07 - 82.45 Mm Weld Len 2X: 18,517.84. 0.5000 Fa 20,228.63 - 24024.04 - F'e 27438.63 - 55,067.80 - 21g6610HBCStress: Cm 0.8950 - 0.9072 - 13,651.08 0.8636: Panel Point Moment Mid Panel Moment 2368.32 2105.11 - - 0.00 0.00 - - 2965.47 TC OALjRyy. 199.7381 2626.67 BC LJRz: 16797.21-161.6702 Panel Pointfb 13414.78 - 0.00 - Mid Panel fb . - 4829.90 - 0.00 - 6026.55' Fillers 1 - 0 - 1 26,783.77. Panel Point Stress 23,020.77 - 12,773.48 - Mid Panel Stress 0.69661 0.5317 - 0.8574: Web Desian Member Qty Web Tension Allow Tension Web Comp I Allow Comp Weld Material W2 1 5,913.71 18,039.61 0.001 3222.85 2.0 x 0.199 RH = round 7/8 W3 1 0.00 9,786.93 3,611.54 4060.61 2.2x0.113 1C= 1 1/2x 1 1/2x.113 W4 1 2,792.49 6183.57 0.001 1.594.551 2.0 x 0.109 10 = 1 x 1 x.109 W5 1 1 0.00 7,818.57 1,945.96 3,184.56 2.0 x 0.109 15 = 1 1/4 x 1114 x. 109 W5 1 0.00 7,818.57 2,107.17 3,184.56 2.0x0.109 15=1 1/4x 1 1/4x.109 W4 1 2,953.71 6,183.57 0.00 1,594.55 2.0 x 0.109 10 = 1 x 1 x.109 W3 1 0.00 7,818.57 2,973.99 3,347.70 2.0 x 0.109 15 = 1114 x 1 1/4 x.1 09 W2 1 6,391.08 18,039.61 0.001 2,710.26 2.0x0.215 RH= round 7/8 Vi 1 0 6,183.57 6341 3,637.68 2.0x0.109 10 = 1 xi X.109 V2 1 0 6,183.57 5681 3,637.68 2.0 x 0.109 10 = 1 x 1 x.109 - 4II . .. •.. . .._frf. :TRIESWANALYS S Job Number - Job Name - '----- -- eR . 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 . . . .. ... 317198 (7 Location: ... -. Joist.Descñption: Mask CARLSBAD, CA ...........Sh&t Span CrIrn 20K264/160 Geometry Base Length: 10-10 I Working Length: 10-6 I Joist Depth: . 20.00 I Efectr.e Depth: 19.17 BC Panes Length: 2 @3-4 I Shape: Parallel Chords . ] Variable Left End Right End BC Panel 3-4 2-4 20.00 TC Panel 2-6 2-4 First Half 0-9 i-i First Diag. 4-1 3-5 Depth 20.00 Loads Uniform Load 264.00 1 Live Load . . 160.00 Concentrated Load IC @ 5-9 1000.00 [4di1ional Shear in Webs 500.00 TC Axial Load 7100.00 Stress Analysis Uniform TC: 264.00 Uniform BC: 0.00 Reaction LE: 1,854.25 Reaction RE: 1,917.75 Minimum Shear 479.44 Max TC Comp.: 8,254.20 Max BC Tension 3,279.23 Member TC Tension ITC Compresioni BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00 7624.25 0.00 0.00 4543.82 0.00 42.56 0-2 V1S 0.00 7421.94 0.00 0.00 0.00 602.67 21.62 2-6 W3 0.00 7,421.94 3279.23 0.00 0.00 1,689.46 21.17 3-4 W4 0.00 8,254.20 3,279.23 0.00 1590.19 0.00 27.70 4-1 W4 0.00 8,254.201 3,029.32 . 0.00 1,936.33 0.00 27.70 5-9 W3 0.00 6,985.15 3,029.32 0.00 0.00 2,057.47 23.167-5 W2 0.00 '6,985.151 0.00 0.00 3,592.62 0.00 32.30 8-6 II Standard Verticals Member Position J Max Tension I Max Comp. Length I I Vi End Panel 0.001 448.53 19.171 V2 Interior 0.001 1,459.53 19.171 .. ...: . . -. ..... .nz z.th- - .. . ... -'-: ..;..-.. .;..- -. - - '. .: c - - MATERIAL DESIGN - Job Number Job Name: . 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 (Tjmm Location: - Joist Description: CARLSBAD, CA Short Span Crimp 20K264I160 Chord Pronerties 'eRun: •.4 .3(7198 IMa,k J49 Chord Area Rx Rz. Ryy V I Q Material IC 0.3262 0.4669 0.2969 1:0289 0.4168 0.0711. 0.9204 1C1 112x1112x.113 BC 0.3262 . 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1C = 1 112x 1 112 x.113 Axial and Bending Analysis Bending Load: I Fy: 264.00 50,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K Ur Fa Fe Cm Panel Point Moment Mid Panel Moment Panel Pointfb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Desian I Fb: . I Mom of Inertia: ILL 240: I TL 180: I Max B,idg TC: Max Bikig BC: 30,000.00 1119.98 5,808.22 7,7.29 44 112- 1/8 120-6 7/8 1 End Panel LE I First Panel LEJ Interior Panel First Panel RE End Panel RE HGap Between Chords: 1.00 . 26.00 28.001 19.001 20.00 13.00 264.001 - 0.00 - 264.00 Max Load Fil!etsTC: 6,985.15 15,420.30 Max Fillers TC: Load no 7,624251 - 8,254.20 - 11,685.35 - 12,650.85 - 10,705.84 13,159.19 59.97 - 42.84 - 87.57:Min Weld Len 2X, .0.5000 15074.75 21,292.81 - 23,634.02 - 41,519.85 - 81,378.91 - 4815320HBCstress: .5,025.94 0:9333 0.91561 0.9378 - 1594.681 - 0.00 - 1339.47 :TC01: 1432.381 - 0.00 - .122.4661 1249.58. BC LJRz: 12145.001 - 0.00 - 10201.36 .111.1483 4197.901 - 0.00 - 3662.19 11 - 0 - 0• 23,830.361 - 12,650.85 - 20,907.20 0.74251 - 0.5353 - 0.8694. Member Qty Web Tension Allow Tension WebComp Allow Comp Weld Material W2 1 4,543.82 18,039.61 0.00 2,713.78 2.0 x 0.153 RH = round 7/8 W3 1 0.00 6183.57 1,689.46 2,332.19 2.0 x 0.109 10 = 1 x 1 x.109 W4 1 1.59019 6.18357 0.00 1,962.23 2.0 x 0.109 10 = 1 x 1 x.109 W4 1 1,936.33 5,183.57 0.00 1,962.23 2.0x0.109 10 = lxix .109 W3 1 0.00 7,818.57 2,057.47 3814.15 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W2 1 3,592.62 18.03961 0.00 4,711.37 2.0 x 0.121 RH = round 7/8 Vl 1 1 01 6,183.57 449 3,637.68 2.0x0.109 10 1 xi x.109 V2 1 1 1 01 6,183.571 1,460 3,637.681 2.0 x 0.109 10 = 1 x 1 x.109 1. f:: S :;...... . STRESS ANALY, MAP- 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 Job Number Job Name, .-:-- 13M98 DateRun::. Location: Joist Desch . ption: Mark cnmtry cp. FCARLSSAD, CA - . IShort Spafl Crimp 24K232/128 IJ50 Base Length: 3/4 Working Length: 3811 Joist Depth: 24.00 Elective Depth: 22.89 BC Panel Length: 10 3.4 I Shape: Parallel Chords 11 Variable Left End Right End BC Panel 3-2 3-0 TC Panel 2-6 11-93/4 2-6 I First Half 1 First Diag. 4-11 3/4 T-4 Depth 24.00 124.06 Loads Uniform Load 232.0011 Live Load . 128.00 I Concentrated Load TC @ 19-11 3/4 1,000.001 Additional Shear in Webs 500.00 TC Axial Load 7,100.001 Stress Analysis Uniform TC: 1232.00 Uniform BC: 0.00 Reaction LE: 5,013.30 Reaction RE: 5,029.87 Minimum Shear 1,257.47 Max TC Co,ilp - 28,196.06 Max BC Tension 27,663.04 Member TC Tension ITC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 0.001 10,918.37 0.00 0.00 9,769.85 0.001 42.66 0-2 V1S 0.001 10,772.06 0.00 0.00 0.00 732.33 24.25 2-6 W3 0.001 10,772.06 11,238.15 0.00 0.00 6,461.41 31.58 3-2 W4 0.00 16,180.16 11,238.15 0.00 5,581.60 0.00 30.40 4-11 3/4 W5 0.00 16,180.161 17,371.16 0.00 0.00 5,068.16 30.40 6-73/4 W6 0.00 20,273.23 17,371.16 0.00 4,554.72 0.00 30.40 8-33/4 W7 0.00 20,273.23 22,152.98 0.00 0.00 4,041.29 30.40 9-11 3/4 W8 0.00 24,037.19 22,152.98 0.00 3,527.85 - 0.00 30.40 11-73/4 W9 0.00 24,037.19 25,583.61 0.00 0.00 3,014.41 30.40 13-33/4 W10 0.001 26,792.22 25,583.61 0.00 2,500.97 0.001 30.40 14-11 3/4 Wil 0.00 26,792.221 27,663.041 0.00 0.00 1,987.531 30.40 16-73/4 W12 0.001 28,196.061 27,663.04 0.00 1,669.74 0.001 30.40 18-33/4 W12 0.001 28,196.061 27,517.67 0.00 1,695.05 0.00 30.40 19-11 3/4 Wil 0.00 26,501.48 27,517.67 0.00 0.00 2,208.49 30.40 21-73/4 W10 0.00 26,501.48 25,147.49 0.00 2,721.93 0.00 30.40 23-33/4 W9 0.00 23,455.71 25,147.49 0.00 0.00 3,235.37 30.40 24-11 3/4 W8 0.00 23,455.71 21,426.12 0.00 3,748.81 0.00 30.40 26-73/4 W7 0.00 19,619.06 21,426.12 0.00 0.00 4,262.241 30.40 28-33/4 W6 0.001 19,619.061 16353.56 0.00 4,775.68 0.00 30.40 29-11 3/4 W5 0.00 15,307.94 16,353.56 0.00 0.00 5,289.12 30.40131-7 3/4 W4 0.00 15,307.94 9,929.81 0.00 5,802.56 0.00 30.40 33-33/4 W3 0.00 10,531.08 9,929.81 0.00 0.00 5,826.66 27.93 34-11 3/4 V1S 0.00 10,531.08 0.00 0.00 0.00 640.64 23.67 36-93/4 W2 0.001 10,626.08 0.00 0.001 9,416.26 0.00 40.99 36-33/4 Standard Verticals Member Position Max Tension Max Comp. Length L V2 Interior 0.00 1,527.65 22.891 - . MATERIAL DE(N; Job Number Job Name: -• Date RL1n P 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 317198 (fl Location: - Joist Description: - - Ma,c CARLSBAD, CA Short Span Crimp 241(232/128 Chord ProDerties Chord Area Rx Rz Ryy Y I Q Material TC 0.6254 0.6208 0.3951 1.2286 0.5603 0.2410. 0.9522 23 = 2 x 2 x .163 BC 0.4844 0.6262 0.3975 1.2195 0.5464 1 0.1900 0.8343 202x2x.125 Axial and Bending Analysis Bending Load: 232.00 Fy: 50,000.00 Fb: . 30,000.00 Mom of Inertia: 286.56 LL 240: 271.15 TL 180: 361.53 1 14-101/8 Max Bridg TC: Max Bridg BC: 24-45/8 Top Chord Check End Panel LE First Panel LE Interior Panel I First Panel RE End Panel RE Gap Between Chords: 28.00 1.00 Length 28.00 29.75 20.00 22.00 Bending Load 232.00 232.001 0.00 232.00 232.00 Max Load uh1 TC: Axial Load 10918.37 10,772.061 28,196.06 10,531.08 126.06 10626.08 ' Max Load Fillers TC. no fa 8,728.68 8,611.711 22,541.31 8,419.06 8,495.01 29,115.24 Maximum KL/r 70.86 75.291 32.22 55.68 70.86 Min Weld Len 2X: 18,077.62 0.5000 !Fa 18077.62 19,316.151 25,683.14 22,530.03 Fe 73,396.54 65,015.621 143,857.22 118890.26 73,396.54. BC Stress: 0.9653 .28,555.40 Cm 0.9643 0.96031 0.9373 0.9788 'Panel Point Moment 1 1753.55 1753.941 0.001 1459.04 - TC OALIRyy: 1459.16 380.7142 Mid Panel Moment 1119.32 759.631 0.001 221.20 1235.32 BC 1/Az Panel Pointth 5237.86 5239.011 0.00 4358.16 4358.49 '105.0203 Mid Panelfb 1301.051 882.961 0.00 257.12 1435.89 Fillers 01 ol 0 0 0 Panel Point Stress 1 13966.531 13,850.721 22,541.31 12,777.21 12,853.50. 0.5248 Mid Panel Stress 10.53271 0.48001 0.8777 0.3832 Web Design Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 1 9,769.85 18,039.61 0.00 2,783.93 2.0 x 0.329 RH = round 7/8 W3 1 0.00 14,531.25 6,461.41 7,996.58 3.5 x 0.125 20 = 2 x 2 x.125 W4 1 5,581.60 6,183.57 0.00 1679.58 3.4 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 9,786.93 5068.16 5,352.22 3.0x0.113 1C = 1 1/2x 1 112x.113 W6 1 4,554.72 6,183.57 0.00 1,679.58 2.8 x 0.109 10 = 1 x 1 x.109 W7 1 0.00 9,786.93 4,041.29 5,352.22 2.4 x 0.113 1C = 1 1/2 x 11/2 x .113 W8 1 3,527.85 6,183.57 0.00 1,679.58 2.2 x 0.109 10 = 1 x 1 x .109 W9 1 0.00 7,818.57 3,014.41 3,354.09 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W1O 1 2,500.97 6,183.57 0.00 1,679.58 2.0x0.109 10 = lxix .109 Wil 1 0.00 7,818.57 1,987.53 3,354.09 2.0 x 0.109 15 = 11/4 x 11/4 x.109 W12 1 1,669.74 6,183.57 0.00 1,679.58 2.0 x 0.109 10 = 1 x 1 x.109 W12 1 1,695.05 6,183.57 0.00 1,679.58 2.0 x 0.109 10 = 1 x 1 x.109 Wi 1 T 1 0.00 7,818.57 2,208.49 3,354.09 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 Wio I 1 2,721.93 6,183.57 0.00 1,679.58 2.0 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 7,818.57 3,235.37 3,354.09 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x. 109 W8 1 3,748.81 6183.57 0.00 1,679.58 2.3x0.109 10=1 xl x.109 W7 1 0.00 9,786.93 4,262.24 5,352.22 2.5x0.113 1C= 1 1/2x1 1/2x.113 W6 1 4,775.68 6,183.57 0.00 1,679.58 3.0 x 0.109 10 = 1 x 1 x.109 W5 1 0.00 9,786.93 5,289.12 5,352.22 3.2x0.113 1C= 1 1/2x1 1/2x.113 W4 1 5,802.56 6,183.57 0.00 1,679.58 3.6x0.109 10=1 x x.109 . W3 1 0.00 11,848.68 5,826.66 5,885.58 2.8x0.138 1G= 1 1/2x1 1/2x.138 - W2 1 9,416.26 18,039.61 0.00 3,015.91 2.0x0.317 RH round 7/8 Vi 0 6,183.57 641 2,768.75 2.0 x 0.109 10 = 1 x x'lO9 V2 1 -- 01 6,183.57 5281 2,937.54 2.0 x0.109 10 = 1 xi x.109 .:-: STi€tysis 4 - Job Number JobName.-.: .---:' 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 (Th Location: - Joist Description: - '#r CARLSBAD, CA Short Span Crimp 24K2321128 bate RUn: 317198 -' Aailc -, J51 cnmtry Base Length: 39-3 1/4 I Working Length: 38-11 1/4 I Joist Depth: 24.00 Elective Depth: 22.89 I BC Panel Length: 10 @3-4 Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 2-11 TC Panel 2-6 2-0 ________________________________ First Half 1-93/4 1-41/2 First Diag. 4-11 3/4 4-31/2 1 Depth 124.00 24.00 Loads Uniform Load 1 232.00 Live Load . 128.Q0 Concentrated Load TC @ 19-11 3/4 1 1,000.00 IAdditional Shear in Webs 500.00 TC Axial Load 1 7,100.00 Stress Analysis Uniform TC: 232.00 Uniform BC: 0.00 Reaction LE: 5,007.92 Reaction RE: 5,025.58 Minimum Shear 1,256.39 Max rc Comp.: 1 28,140.22 Max BC Tension 27,611.90 Member I TC Tension ITC Compresioni BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.001 10,912.03 0.00 0.00 9,759.83 0.00 42.66 0-2 V1S 0.00 10,765.72 0.00 0.00 0.00 732.05 24.25 2-6 W3 0.00 10,765.72 11,224.58 0.00 0.00 6,453.99 31.58 3-2 W4 0.00 16,166.47 11,224.58 0.00 5,574.46 0.00 30.40 4-11 3/4 W5 0.00 16,166.47 17,348.201 0.00 0.00 5,061.02 30.40 6-73/4 wW7 0.00 20,252.48 17,348.20 0.00 4,547.58 0.00 30.40 8-33/4 0.00 20,252.48 22,120.62 0.00 0.00 4,034.15 30.40 9-11 3/4 W8 0.00 24,000.14 22,120.62 0.00 3,520.71 0.00 30.40 11-73/4 W9 0.00 24,000.14 25,541.86 0.00 0.00 3,007.27 30.40 13-3 3/4 W10 0.001 26,745.78 25,541.86 0.00 2,493.83 0.00 30.40 14-11 3/4 Wil 0.001 26,745.781 27,611.90 0.00 0.00 1,980.39 30.40 16-73/4 W12 0.00 28,140.22 27,611.90 0.00 1,668.31 0.00 30.40 18-33/4 W12 0.00 28,140.22 27,457.13 0.00 1,702.20 0.00 30.40 19-11 3/4 W11 0.00 26,436.24 27,457.13 0.00 0.00 2,215.63 30.40 21-73/4 W10 0.00 26,436.24 25,077.56 0.00 2,729.07 0.00 30.40 23-33/4 W9 0.00 23,381.07 25,077.56 0.00 0.00 3,242.51 30.40 24-11 3/4 W8 0.00 23,381.07 21,346.79 0.00 3,755.95 0.00 30.40 26-73/4 W7 0.00 19,556.03 21,346.79 0.00 0.00 4,269.39 30.40 28-33/4 W6 0.00 19,556.031 16,264.83 0.00 4,782.82 0.00 30.40 29-11 3/4 W5 0.00 15,237.87 16,264.83 0.00 0.00 5,296.26 30.40 31-73/4 W4 0.001 15,237.871 9,831.68 0.00 5,809.70 0.00 30.40 33-33/4 W3 0.00 10,355.801 9,831.68 0.00 0.00 5,959.20 28.22 34-11 3/4 V1S 0.00 10,355.801 0.00 0.00 0.00 671.57 25.40 37-31/4 W2 0.00 10,528.231 0.00 0.00 9,320.83 0.00 40.16136-4 1/4 Standard Vertical Member Position Max Tension Max Comp. Length V2 Interior 0.001 1,527.37 22.89 Number 7-0377 CARLSBAD,CA Chord Prooertles -. .• MATERIAL DESIGN Job Name: CARLSBAD LOT 41 - ROOF BUILDING 2 Joist Description: Short Span Crimp 241<232/128 - - DeteR 317198 .,-Madc,.. JSI "' Chord Area Rx Rz Ryy Y I Q Material TC 0.6254 0.6208 0.3951 1.2286 0.5603 0.2410. 0.9522 23=2x2x.163 L BC 0.4844 0.6262 0.3975 1.2195 0.5464 0.1900 0.8343 202x2x.125 Axial and Bending Analysh Bending Load: Fy: 232.00 50,000.00 Fb: Mom of Inertia: LL 240: TL 180: Max Bndg TC: Max Bndg BC: 30,000.00 286.56 272.02 362.70 1 14-101/8 24-45/8 Top Chord Check End Panel LE I First Panel LE [Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 1 28.001 29.751 20.00 27.50 22.001,1.00 Bending Load i 232.00 232.00 0.00 232.00 232.00 Max Load Fillers TC: i 32,126.06 10,528.23! Max Load no Fillers TC: 8,416.78129,115.24 55,681 11 Min Weld Len 2X: 20,277.031 10.5000 Axial Load 1 10,912.031 10,765.72 28,140.22 10,355.80' 'fa if 8,723.611 8,606.64 22,496.66 8278.93 Maximum K Ur 70.861 75.29 32.22 69.60 Fa r 18,077.621 19,316.15 25,683.14 20,301.52 F'e 73,396.541 65,015.621 143,857.22 76089,77 118,89O,261 csts5 Cm 0.96431 0.9603 0.9374 0.9674 0:9788' 28,502.60 1261.67 TCOAURyy: 380.3073 623.89 BC LIRz: 3768.591 i105.0203 Panel Point Moment 'Mid Panel Moment Panel Pointfb 1753.551 1119.321 5237.861 1753.94 759.631 5239.011 0.00 0.00 0.00 1262.05 707.58 3769.73 Mid Panelfb ' 1301.051 882.961 0.00 822.46 725.18 Fillers 01 01 01 0 01 Panel Point Stress 13,961.461 13,845.651 22,496.661 12,048.66 12,185.371 'Mid Panel Stress 0.53241 0.47981 0.87591 0.4391 0.4418j Web Design Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 1 9,759.83 18,039.61 0.00 2,783.93 2.0 x 0.329 RH = round 7/8 W3 1 0.00 14.531,25 6,453.99 7,996.58 3.5 x 0.125 20 = 2 x 2 x.125 W4 1 5,574.46 6,183.57 0.00 1,679.58 3.4 x 0.109 110 = 1 x 1 X.109 WS 1 0.00 9,786.93 5,061.02 5,352.22 3.0x0.113 1 1C =1 1/2x 1 1/2x.113 W6 1 4,547.58 6,183.57 0.00 1,679.58 2.8 x 0.109 110 = 1 x 1 X.109 W7 1 0.00 9,786.93 4,034.15 5,352.22 2.4x0.113 1C = 1 1/2x 1 1/2x.113 W8 1 3,520.71 6,183.57 0.00 1,679.58 2.2 x 0.109 .109 10 =1 x 17109 W9 1 0.00 7,818.57 3,007.27 3,354.09 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W10 1 2,493.83 6,183.57 0.00 1,679.58 2.0 x 0.109 10 =1 x 1 X.109 Wil 1 0.00 7,818.57 1,980.39 3,354.09 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W12 1 1,668.31 6.183,57 0.00 1,679.58 2.0 x 0.109 10 = 1 x 1 x .109 W12 1 1,702.20 6,183.57 0.00 11679.58 2.0 x 0,109 10 = 1 x 1 x.109 Wil 1 0.00 7,818.57 2,215.63 3,354.09 2.0 x 0.109 15 = 11/4 x 11/4 x.109 W10 1 2,729.07 6,183.57 0.00 1,679.58 2.0 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 7,818.57 3,242.51 3,354.09 2.0 x 0.109 15 = 1 1/4 x 1 1/4 x. 109 W8 1 3,755.95 6,183.57 0.00 1,679.58 2.3 x 0.109 10 =1 x 1 x.109 W7 1 0.00 9,786.93 4,269.39 5,352.22 2.5 x 0.113 1C = 1 1/2 x 1 1/2 x.1 13 W6 1 4,782.82 6,183.57 0.00 1,679.58 3.0 x 0,109 10 = 1 x 1 x.109 W5 1 0.00 9,786.93 5,296.26 5,352.22 3.2x0.113 1C = 1 1/2x 1 1/2x.113 W4 1 5,809.70 6,183.57 0.00 1,679.58 3.6 x 0.109 10 =1 x 1 x.109 W3 1 0.00 13,309.92 5,959.20 6,481.12 2.6x0.156 1J= 1 1/2x1 1/2x.156 W2 1 932083 1803961 000 314118 20x0314 RH round 7/8 Vi 1 0 618357 672 240597 20x0.109 10= lxix 109 V2 1 01 6,183.57, 527 2937 54 2.0 x 0 109 110 1 x 1 X.109 Job Number 97-0377 (nmøfry - -.-... - STRESS ANALYSIS b Name: •.. .• . . ARLSBAD LOT 41 - ROOF BUILDING 2 - Joist Description: . . . -. Short Span Crimp 24K232J128 Date Run: 3/7198 Ma,Jc .... J52 Base Length: 35-3 118 Working Length: 134-111/8 I Joist Depth: 24.00 Elective Depth: 22.87 I BC Panel Length: 9 3-4 I Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 3-73/8 TC Panel 2-6 3-73/8 First Half 1-93/4 0-0 First Diag. 4-11 3/4 3-73/8 Depth 124.00 124.00 Loads Uniform Load 232.00!! Live Load . 128.00 Concentrated Load TC @ 18-3 3/4 1,000.001 lConcentrated Load IC @ 14-11 3/4 700.00 Concentrated Load TC @ 16-7 3/4 700.0011 Concentrated Load TC @ 19-11 3/4 700.001 Concentrated Load TC @ 18-3 3/4 700.00 Additional Shear in Webs 1,200.00 TC Axial Load 7,100.00 Stress Analysis Uniform TC: 232.00 Uniform BC: 0.00 Reaction LE. 5,944.12 Reaction RE: 5,958.97 Minimum Shear 1,489.74 Max TC Comp.: 34,248.82 Max BC Tension 34,710.13 Member TC Tension TC Compresion BC Tension IBC Compresionj Web Tension Web Comp. Web Length PP Dist W2 0.00 12,021.60 0.00 O.00F 12,816.37 0.00 42.65 0-2 V1S 0.00 11875.17 0.00 0.001 0.00 762.65 24.23 2-6 W3 0.00 11,875.17 13,597.25 0.001 0.00 8,714.24 31.56 3-2 W4 0.00 18,561.84 13,597.25 0.001 7,749.82 0.00 30.39 4-11 3/4 W5 0.00 18,561.84 21,362.93 0.001 0.00 7,236.20 30.39 6-73/4 W6 0.00 24,738.66 21362.93 0.00 6,722.58 0.00 30.39 8-33/4 W7 0.00 24,738.66 27,776.31 0.001 0.00 6208.96 30.39 9-11 3/4 W8 0.00 30,475.90 27,776.31 0.001 5,695.35 0.00 30.39 11-73/4 W9 0.00 30,475.901 32,837.41 0.001 0.00 5,181.73 30.39 13-3 3/4 W10 1 0.00 34248.821 32,837.41 0.001 3,738.28 0.00 30.39 14-11 3/4 Wil 0.00 34,248.821 34,710.13 0.001 0.00 2,294.83 30.39 16-73/4 Wil 0.00 33,347.011 34,710.13 0.001 0.00 3,664.92 30.39 18-33/4 W10 0.00 33,347.01 31,033.78 0.001 5,108.36 0.00 30.39 19-11 3/4 W9 0.00 28382.49 31,033.78 0.00 0.00 5,621.98 30.39 21-73/4 W8 0.00 28,382.49 25,393.12 0.00 6,135.60 0.00 30.39 23-33/4 W7 0.00 22,065.68 25,393.12 0.00 0.00 6,649.22 30.39 24-11 3/4 W6 0.00 22,065.68 18,400.171 0.001 7162.84 0.00 30.39 26-73/4 W5 0.00 16,122.441 18,400.17 0.001 0.00 7,676.46 30.39 28-33/4 W4 0.00 16,122.441 10,054.93 0.00 8,190.08 0.00 30.39 29-11 3/4 W3 0.00 16,122.44 10,054.93 0.001 0.00 6,759.01 22.87131-7 3/4 W2 0.001 12,866.201 10,054.93 0.001 13,969.461 0.001 47.28131-7 3/4 Standard Verticals Member Position Max Tension I Max Comp. Length V2 Interior 0.00 1,257.91 22.871 - - MATERIAL Job Number Job Name: 5 -. 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 3/7198 , Lti . Joist Description: CSBAD, CA 7 Short Span Crimp 24K232/128 IJ52 (hnrd Prnnrtic Chord Area Rx Rz Ryy Y I Q Material TC 0.6730 0.6189 0.3944 1.2318 1 0.5650 02578 0.9808 242x2x.176 BC 0.6254 0.6208 0.3951 1.2286 0.5603 0.2410 0.9522 23 = 2 x 2 x .163 Axial and Bending Analysis Sending Load: Fy: Fb: Mom of Inertia: LL 240: TL 180: Max Bridg TC: Max Bridg BC:1 [.00 50,000.00 130,000.00 339.75 446.86 595.81 14-10 5/8 24-6718 I 1 Top Chord Check [End Panel LE First Panel LE I Interior Panel First Panel RE End Panel RE I ap Between Chords: F1.00 ngth 28.00 29.751 20.001 20.00 4138i 232.00 TC: 135,516.54 12,866.20 L Max Load no Fillers TC: Bending Load 232.00 232.001 0.00 - Axial Load 12,021.60 11,875.17 34.248.82 - fa 8,931.04 8,822.25 25,443.98 - 9,558.501 32,102.79 Maximum K Ur 70.99 75.43 32.31 - 104.91 Min Weld Len 2X: Fa 18,431.73 19,665.57 26.385.79 - 12,173921 0.5000 Fe Cm 72,963.69 1 0.9633 64,632.19 0.95911 143008.83 0.9288 - - 33,4is.4ilBcStress: 0.9142i 27,748.96 3107.40: TCOALiRyy. 2729.25 BCz Panel Point Moment 1753.55 1753.94 0.001 Mid Panel Moment 1119.32 759.631 0.001 Panel Point lb 4880.26 4881.33 0.0- - 8648.09 105.6619 Mid Panel fb 1226.49 832.36 0.001 - 2990.541 0 18,206.591 091531 Fillers 0 01 4 - Panel Point Stress 13,811.29 13,703.581 25,443.98 - Mid Panel Stress 0.5303 0.48001 0.9643 - Web Desian Member Qty Web Tension Allow Tension WebComp Allow Comp Weld Material W2 1 12,816.37 18,039.61 o.00( 2,780.71 2.0 x 0.432 RH = round 7/8 W3 1 0.00 16546.53 8,714.241 9,497.25 4.1 x0.143 21 2x2x.143 W4 1 7,749.82 7,818.57 0.001 3,351.76 4.8x0.109 15 = 1 1/4x 1 1/4 x.109 W5 1 0.00 13,309.92 7,236.201 7,497.57 3.1 x 0.156 1J = 1 1/2 x 1 1/2 x .156 W6 1 6,722.58 7,818.57 0.001 3,351.76 4.2x0.109 15 = 1 1/4x 1 1/4x.109 W7 1 0.00 11,848.68 6,208.96 6,686.98 3.0 x 0.138 1G =1 1/2 x 1 1/2 x. 138 W8 1 5,695.35 6,183.57 0.00 1,678.39 3.5 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 9,786.93 5,181.73 5,350.33 3.1 x0.113 1C =1 1/2x 1 1/2x.113 W10 L 1 3738.28 6,183.57 0.00 1,678.39 2.3 x0.109 10 = 1 x X.109 Wil 1 0.00 7,818.57 2,294.831 3,351.76 2.0x0.109 15 = 1 1/4x 1 1/4x.109 Wi 1 1 0.00 8,906.25 3,664.921 3,792.88 2.0 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W10 1 5,108.36 6,183.57 0.00 1,678.39 3.2 x 0.109 10 = 1 x 1 x.109 W9 1 0.00 10,781.25 5,621.98 6,001.57 3.0 x 0.125 1E =1 1/2 x 1 1/2 x.125 W8 1 6,135.60 6,183.57 0.00 1,678.39 3.8x0.109 10 = lxix .109 W7 1 0.00 11,848.68 6,649.22 6686.98 3.2x0.138 iG = 11/2 x 1/2x.138 W6 1 7,162.84 7,818.57 0.001 3,351.76 4.4 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W5 1 0.00 14,531.25 7,676.46 9,108.23 4.1 x0.125 20=2x2x.125 W4 1 8,190.08 8,906.25 0.00 3,792.88 4.4 x 0.125 18 = 1 1/4 x 1 1/4 X.125 W3 1 0.00 11,848.68 6,759.01 7,396.99 3.3 x 0.138 iG = 11/2 x 1 1/2 x.138 W2 1 1 13,969.461 18,039.611 0.001 2,263.301 2.0 x 0.470 RH = round 7/8 Vi 1 01 6,183.571 7631 2,638.69 2.0 x 0.109 10 = 1 x 1 X.109 V2 1 .. . 01 6.183.571 5581 2937.54 2.0 x0.109 10 = 1xi x.109 - STRESS AILYSIS :11I Job Number Job Name: . . Date Run: r 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 3110198 Location: Joist Description: Maric Geometry CARLSBAD, CA Short Span Crimp 26K2561128 J28X [Length: 443/4 I Working Length: 470 3/4 I Joist Depth: 26.00 I Elective Depth: 24.70 I BC Panel Length: 10 4-0 Parallel I Shape: Chords Variable Left End Right End BC Panel 3-8 4-4 TC Panel 3-0 3-4 1-7314 First Half 1-9 First Diag. 5-5 5-11 3/4 26.00 Depth 26.00 Loads Uniform Load (plf) 256.00J Live Load (plO . 128.001 Concentrated Load TC @ 23-5 (Ibs) 1,000.00l Concentrated Load TC @ 23-5 (Ibs) 700.001 Concentrated Load TC @ 25-5 (Ibs) 700.00 Concentrated Load TC @ 21-5 (Ibs) 700.001 Concentrated Load TC @ 19-5 (Ibs) 700.00 jAdditional Shear in Webs 1,200.001 TC Axial Load 7,100.00 Stress Analysis Summary Int. Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear Max TC Comp.: Max BC Tension 24.00 148.00 8,006.20 7,841.80 2,001.55 54,781.82 53,897.35 Member TC Tension IC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00 15073.44 0.00 0.00 17,446.07 0.00 48.72 0-2 V1S 0.00 14910.19 0.00 0.00 0.00 980.28 25.96 3-0 W3 0.00 14,910.19 - 18,707.83 0.00 0.00 10726.01 32.42 3-8 W4 0.00 24932.87 18,707.83 0.00 10,605.79 0.00 34.44 5-5 W5 0.00 24,932.87 30,660.39 0.00 0.00 9,891.88 34.447-5 W6 0.00 35,890.39 30,660.39 0.00 9177.96 0.00 34.44 9-5 W7 0.00 35,890.39 40,622.86 0.00 0.00 8,464.05 34.44 11-5 W8 0.00 44,857.82 40,622.86 0.00 7,750.14 0.00 34.44 13-5 W9 0.00 44,857.82 48,595.25 0.00 0.00 7,036.23 34.44 15-5 W10 0.00 51,835.16 48,595.25 0.00 6322.31 0.00 34.44 17-5 Wil 0.00 51,835.16 53,897.35 0.00 0.00 4,632.35 34.44 19-5 W12 0.00 54,781.82 53,897.35 0.00 2,942.38 0.00 34.44 21-5 W12 0.00 54,781.82 53,516.84 0.00 3,488.40 0.00 34.44 23-5 Wil 0.00 51,074.13 53,516.84 0.00 0.00 5,178.37 34.44 25-5 W10 0.00 51,074.13 48,133.90 0.00 5,892.28 0.00 34.44 27-5 W9 0.00 44,696.16 48,133.90 0.00 0.00 6,606.19 34.44 29- W8 0.00 44,696.16 40,760.89 0.00 7,320.11 0.00 34.44 31-5 W7 0.00 36,328.10 40,760.89 0.00 0.00 8,034.02 34.44 33-5 W6 0.00 36,328.10 31,397.79 0.00 8,747.93 0.00 34.44 35-5 W5 0.001 25,969.96 31,397.79 0.00 0.00 9,461.84 34.44 37-5 W4 0.00 25,969.96 20,044.61 0.00 10,175.75 0.00 34.44 39-5 W3 0.00 16,344.77 20,044.61 0.00 0.00 10,105.53 31.62 41-5 L V1S 0.00 16,344.77 0.00 0.00 0.00 1,101.08 27.46 44-03/4 W2 0.00 16,615.87 0.00 0.00 19,500.561 0.001 55.77 43-0 3/4 Standard Verticals Member I Position I Max Tension I Max Comp. Length V2 I Interior 1 0.001 2,485.91 24.70 -s sr- MATERIACDESlGN .. . . F mber Job Name: .. . . ... . .. .. J CARLSBAD LOT 41 - ROOF BUILDING 2 . . 3110198'-. rm n: Joist Descnption: . . . SBAD CA Short Span Crimp 26K2561128 . J28X Chord Prooertles Chord Area Rx Rz Ryy Y I Q Material TC 1.0971 0.7723 0.4925 1.4353 0.7099 0.6543 0.9964 2E = 2 1/2 x 2 1/2 x.230 BC 0.9375 0.6089 0.3911 1.2500 0.5917 0.3476 1.0000 292x2x.250 II Axial and Bendlnn Analysis [K: L1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 617.75 LL 240: 332.11 TL 180: 442.81 Max Bndg I 17-4 1/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 34.00 29.001 24.00 31.75 38.001 Bending Load 256.00 256.001 0.00 256.00 256.001 Axial Load 15073.44 14910.19 54,781.82 16,344.77 16,615.87 fa 6,869.67 6,795.27 24,966.65 7,449.08 7,572.63 Maximum K Ur 69.04 58.89 31.08 64.47 77.16 Fa 18,955.82 22,842.46 26,929.23 21,881.65 17,577.44 Fe 77,039.87 105,895.461 154,614.73 88,345.80 61,674.571 Cm 0.9732 0.9807 0.9354 0.9747 0.96321 Panel Point Moment 2461.98 2461.97 0.00 3070.72 3070.64 I Mid Panel Moment 1974.57 561.47 0.00 692.00 2468.38 Panel Pointfb 3368.00 3367.98 0.00 4200.76 4200.66 Mid Panel lb 1071.15 304.58) 0.00 375.39 1339.03 Fillers 0 0 2 0 0 Panel Point Stress 10,237.67 10,163.26 24,966.65 11,649.83 11,773.29 Mid Panel Stress 0.4007 0.3082 0.9271 0.3538 0.4800 C: Max BridgBC: 25-0 IGap Between Chords: - 1.00 Max Max Load Fillers TC: 59,088.12 Max Load no Fillers it: 53,697.46 Min Weld Len 2X: 0.5000 BC Stress: 28,745.26 TC OAL'Ryy: 393.4657 BC URz: 122.7200 Web Design Member Web Tension Allow Tension I Web Comp Allow Comp Weld oty Material W2 17,446.07 23,561.941 0.00 3,667.27 2.0 x 0.587 1 RM = round 1 W3 0.00 18,762.931 10,726.01 10883.98 4.4 x 0.163 1 23 = 2 x 2 x.163 W4 10,605.79 10,781.251 0.00 5,140.51 5.7 x 0.125 1 1E = 11/2 x 1 1/2 x.125 W5 0.00 16,546.53 9,891.88 10,215.05 4.7 x 0.143 1 21 = 2 x 2 x.143 W6 9,177.96 9,786.93 0.001 4,630.75 5.5x0.113 1 1C =11 /2 x 1 1/2x.113 W7 0.00 14,531.25 8,464.05 8,544.58 4.6 x 0.125 1 20 = 2 x 2 x.125 W8 7,750.14 7,818.57 0.00 2,632.36 4.8 x 0.109 1 15 = 1 1/4 x 1 1/4 x.109 W9 0.00 14,531.25 7,036.23 8,544.58 3.8x0.125 1 1202x2x.125 W10 6,322.31 7,818.57 0.00 2,632.36 3.9 x 0.109 1 15 = 1 1/4 x 1 1/4 x.109 Wil 0.00 10,781.25 4,632.35 5,140.51 2.5 x 0.125 1 1E =1 1/2 x 11/2 x.125 W12 2,942.38 6,183.57 0.00 1,318.06 2.0 x 0.109 1 10 = 1 x 1 x .109 W12 3,488.40 6,183.57 0.00 1,318.06 2.2 x 0.109 1 10 = 1 x 1 x .109 W11 0.00 11,848.68 5,178.37 5,670.56 2.5x0.138 1 1G = 1 1/2x 1 1/2x.138 W10 5,892.28 6,183.571 0.00 1,318.06 3.6 x 0.109 1 10 = 1 x 1 X.109 W9 0.00 14,531.251 6,606.19 8,544.58 3.6x0.125 1 20=2x2x.125 W8 7,320.11 7,818.57 0.00 2,632.36 4.5x0.109 1 15 = 1 llkx 1 1/4x.109 W7 0.00 14,531.25 8,034.02 8,544.58 4.3x0.125 1 202x2x.125 W6 8,747.93 8,906.25 0.00 2,978.59 4.7x0.125 . 1 18 = 1 1/4x 1 1/4x.125 W5 0.00 16,546.53 9,461.84 10,215.05 4.5 x 0.143 1 21 = 2 x 2 x.143 W4 10,175.75 10,781.25 0.00 5,140.51 5.5 x 0.125 1 1E = 1 1/2 x 1 1/2 x.125 W3 0.00 18,762.93 10,105.53 11,132.99 4.2x0.163 1 23 =2x2x.163 W2 19,500.56 23,561.94 0.00 . 2,799.40 2.0 x 0.657 1 RM = round 1 Vi . 0 6,183.57 1,101 2,073.22 2.0 x 0.109 .1 10=1x.1x.109 V2 0 6,183.571 7861 2,562.63 2.0x0.109 1 10=1x1x.109 I .. . WIUill VV Job Numben Job Name: . •. 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 -- 317198 ,. (Th Location: Joist Description: -- .: ... : Ma,c iJ35X -. CARLSBAD, CA Geometry Short Span Crimp 261<2561128 Base Length: 139-11 1/2 139-71/2 Working Length: Joist Depth: 26.00 I Elective Depth: 24.86 I BC Panel Length: 110@3-4 Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 3-2 TC Panel 2-6 2-6 1-93/4 First Half 1-93/4 First Diag. 4-11 3/4 4-11 3/4 26.00 Depth 26.00 Loads Uniform Load 256.001 Live Load . 128.00 Concentrated Load TC @ 19-11 3/4 1,000.00 Concentrated Load TC © 19-11 3/4 700.00 Concentrated Load TC @ 21-7 3/4 700.00 Concentrated Load TC @ 18-3 3/4 700.00 Concentrated Load TC @ 16-7 3/4 700.001 Additional Shear in Webs 1,200.001 TC Axial Load 7,100.001 Stress Analysis Uniform TC: 256.00 Uniform BC: 0.00 Reaction LE: 7,030.89 Reaction RE: 6,913.11 Minimum Shear: 1,757.72 Max TC Comp.: 41,305.05 Max BC Tension 40,683.69 Member TC Tension ITC Compresioni BC Tension IBC Compresion Web Tension Web Camp. Web Length PP Dist. W2 0.001 12,638.06 0.001 0.00 13,961.10 0.00 43.75 0-2 V1S 0.00 12,489.36 0.00 0.00 0.00 853.65 26.11 2-6 W3 0.001 12,489.36 14,904.52 0.00 0.00 9,721.83 33.03 3-2 W4 0.001 19,874.20 14,904.52 0.00 8,709.49 0.00 31.90 4-11 3/4 W5 0.001 19874.201 23,550.03 0.00 0.00 8,161.85 31.90 6-7 3/4 W6 0.001 27,357.80 23,550.031 0.00 7,614.21 0.00 31.90 8-33/4 [_W7 1 0.001 27,357.801 30,822.27 0.00 0.00 7,066.57 31.90 9-113/4 W8 0.001 33,943.411 30,822.271 0.00 6,518.93 0.00 31.90 11-73/4 W9 0.001 33,943.411 36,721.24 0.00 0.00 5,971.28 31.90 13-33/4 W10 0.001 39,155.751 36,721.24 0.00 5,423.64 0.00 31.90 14-113/4 Wil 0.001 39,155.751 40,683.69 0.00 0.00 3,977.53 31.90 16-73/4 W12 0.001 41,305.051 40,683.69 0.00 2,531.41 0.00 31.90 18-33/4 W12 0.001 41,305.051 40,215.20 0.00 3,278.72 0.00 31.90 19-11 3/4 Wil 0.001 38,21877 40,215.201 0.00 0.00 4,724.84 31.90 21-73/4 W10 0.001 38,218771 35,879.021 0.00 5,272.48 0.00 31.90 23-33/4 W9 1 0.001 33,195.961 35,879.02 0.00 0.00 5,820.12 31.90 24-11 3/4 W8 0.001 33,195.961 30,169.58 0.00 6,367.76 0.00 31.90 26-73/4 W7 0.001 26,799.881 30,169.58 0.00 0.00 6,915.40 31.90 28-33/4 W6 0.001 26,799.881 23,086.87 0.00 7,463.05 0.00 31.90 29-11 3/4 W5 0.001 19,597.901 23,086.871 0.00 0.00 8,010.69 31.90 31-73/4 W4 0.001 19,597.901 14,630.88 0.00 8,558.33 0.00 31.9033-3 3/4 W3 0.001 12,361.431 14,630.88 0.00 0.00 9,565.34 33.03 34-113/4 V1S 1 0.00 12,361.43 - 0.00 0.00 0.00 853.65 26.11 37-5 1/2 I W2 j 0.001 12,510.13_0.00 0.00 13,753.82 0.00 43.75 36-91/2 Standard Verticals Member Position Max Tension I Max Corn p. I Length V2 Interior 0.001 2,333.191 24.86 :-; MATERIAL DESIGN Job Number Job Name: 97-0377 I CARLSBAD LOT 41 - ROOF BUILDING 2 (Th Location: Joist Description: - CARLSBAD, CA Short Span Crimp 261<256/128 Chord Pronertles eA 3f7I98.... Masc J35X Chord Area Rx Rz Ryy Y I Q Material TC 0.7780 0.6149 0.3929 1.2389 0.5755 0.2942 1.0000 26 = 2 x 2 x.205 BC 0.7130 0.6174 0.3938 1.2345 0.5690 0.2718 1.0000 25=2x2x.187 - Axial and Bending Analysis Bending Load: Fy: Fb:. Mom of Inertia: LL 240: TL 10: Max Bridg TC: Max Bndg BC: 256.00 50,000.00 1 30,000.00 1460.26 1 414.56 1 552.75 1 14-11518 1 24-8 114 Top Chord Check End Panel LE First Panel LE.1 Interior Panel First Panel RE End Panel RE Length 28.00 29.751 20.00 29.75 28.00 Bending Load 256.00 256.001 0.00 25600 256.00 Axial Load j 12,638.06 12,489.36 41,305.05 12,361.43 12,510.13 fa 8,122.41 8,026.84 26,546.52 7,944.62 8040.18 Maximum K Ur 71.26 75.71 32.53 75.71 71.26 Fa 18,633.02 19,855.76 26,835.13 19,855.76 18,633.021 Fe 72,021.00 63,797.15 141,161.16 63,797.15 72021.001 Cm 0.9662 0.9623 0.9248 0.9626 0.96651 IPanel Point Moment 1934.96 1935.38 0.00 1935.38 1934.961 Mid Panel Moment 1235.12 838.21 0.00 838.21 1235.121 Panel Pointfb 4685.08 4686.111 0.00 4686.11 4685.081 Mid Panelfb 1208.17 819.921 0.00 819.92 1208.17' Fillers 0 01 6 0 0 Panel Point Stress j 12,807.48 12,712.941 26,546.52 12,630.72 12,725.26 - Mid Panel Stress 0.4798 0.43431 0.98921 0.43021 0.4753 Gap Between Chords: 11.00 Max Load Fillers TC: 41,754.13 Max Load no Fillers TC: 37,669.29 Min Weld Len 2X: 0.5000 BC Stress: 28,528.69 [TC O.4uyy: 383.8179 BC LiRz: 106.0152 Web Desian Member Qty Web Tension Allow Tension WebComp Allow Comp Weld Material W2 1 13961.10 18039.61 0.00 2,579.291 2.0x0.470 RH round 7/8 W3 1 0.00 18,762.93 9,721.83 10,512.911 4.0 x 0.163 23= 2 x 2 x.163 W4 1 8.70949 8,906.25 0.00 3,357.201 4.7 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W5 1 0.00 14,531.25 8,161.85 8,836.671 4.4 x 0.125 20 = 2 x 2 x.125 W6 1 7,614.21 7,818.57 0.00 2,966.96 4.7x0.109 15 = 1 1/4x 1 1/4x.109 W7 1 0.00 14,531.25 7,066.57 8,836.67 3.8 x 0.125 20 = 2 x 2 x.125 W8 1 6,518.93 7,818.57 0.00 2,966.96 4.0 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W9 1 0.00 11,848.68 5,971.28 6,199.85 2.9x0.138 1G= 1 1/2x 1 1/2x.138 W10 1 5,423.64 6,183.57 0.00 1,485.60 3.4x0.109 10 = lxix .109 Wi 1 1 0.00 9,786.93 3,977.53 5,005.12 2.4 x 0.113 1C =1 1/2 X 1 1/2 x.1 13 W12 1 2,531.41 6,183.57 0.00 1,485.60 2.0 x-0. 109 10 = 1 x 1 x.109 W12 1 3,278.72 6,183.57 0.00 1,485.60 2.0 x 0.109 10 = 1 x 1 x .109 Wii 1 0.00 9,786.93 4,724.84 5,005.12 2.8x0.113 1C = 1 1/2x 1 1/2x.113 _W1 O 1 5,272.48 6,183.57 0.00 1,485.60 3.3 x 0.109 10 = 1 x 1 x.109 [W9 1 0.00 11,848.68 5,820.12 6,199.85 2.8x0.138 1G= 1 1/2x1 1/2 x.138 W8 1 6,367.76 7,818.57 0.00 2,966.96 3.9 x 0.109 15 = 1 1/4 x 1 1/4x.109 W7 1 0.00 13,309.92 6,915.40 6,943.99 3.0x0.156 1 = 1 1/2x 1 1/2x.156 W6 1 7,463.05 7,818.57 0.00 2,966.96 4.6x0.109 15=1 1/4x1 1/4 x.109 W5 1 0.00 14,531.25 8,010.69 8,836.67 4.3x0.125 20=2x2x.125 W4 1 8,558.33 8,906.25 0.00 3,357.20 4.6 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W3 1 0.00 18,762.93 9,565.34 10,512.91 4.0x0.163 23=2x2x.163 W2 1 . . 13,753.82 18,039.61 0.00 2,579.29 2.0x0.463 RH= round 7/8 Vi 1 .. :, 0 6,183.57 1 -854 2,217.72 2.0x0.109 101 xl x.109 V2 1 01 6,183.571 6331 2,447.47 2.0x0.109 10 = 1xi x.1 09 - - : STREAA J Job Number Job Name: '. .:C ..... -'. Date RUñ-.' 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 317198 (7rm Location: Joist Description: .. •' ..•• .. Mailc 'P• CARLSBAD, CA Short Span Crimp 28K2561128 IJ39X Geometry Base Length: [ii 1/2 I Working Length: 39-71/2 Joist Depth: 26.00 I Efective Depth: 24.86 BC Panel Length: 1 10 @ 3-4 I Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 3-2 TC Panel 2-6 2-6 1-93/4 First Half 1-93/4 First Diag. 4-11 3/4 4-11 3/4 26.00 Depth 26.00 Loads Uniform Load 256.00LLive Load . 128.00 700.00 Concentrated Load IC @ 19-11 3/4 1,000.001! Concentrated Load TO @ 19-11 3/4 Concentrated Load TO @ 18-3 3/4 700.001 '1 Load TO @ 16-7 3/4 700.001 Concentrated Load TO @21-73/4 700.00I Additional Shear in Webs 1,200.001 TO Axial Load J 7,100.001 Stress Analysis Uniform TC: 256.00 Uniform BC: 0.00 Reaction LE: 7,030.89 . Reaction RE: 6,913.11 Minimum Shear 1,757.72 Max TC Comp.: 41,305.05 Max BC Tension 40,683.69 Member TC Tension ITC Compresion BCTension Iso_Compresion WebTension WebComp. WebLength PPDist W2 0.001 12,638.06 0.001 0.00 13961.10 0.00 43.75 0-2 V1S 0.00] 12489.36 0.001 0.00 0.00 853.65 26.11 2-6 W3 0.001 12,489.36 14,904.521 0.00 0.00 9721.83 33.03 3-2 W4 0.00 19874.20 14,904.521 0.00 8,709.49 0.00 31.90 4-113/4 W5 0.00 19,874.20 23,550.031 0.00 0.00 8,161.85 31.90 6-73/4 W6 0.00 27,357.80 23,550.031 0.00 7,614.21 0.00 31.90 8-33/4 W7 0.00 27357.80 30,822.27 0.00 0.00 7,066.57 31.90 9-113/4 W8 0.00 33,943.41 30822.27 0.00 6,518.93 0.00 31.90 11-73/4 W9 0.001 33,943.41 36,721.241 0.00 0.00 5,971.28 31.90 13-3 3/4 W10 0.00 39,155.75 36,721.241 0.00 5,423.64 0.00 31.90 14-113/4 Wil 0.001 39,155.75 40,683.691 0.00 0.00 3977.53 31.90 16-73/4 W12 0.00 41,305.05 40,683.691 0.00 2,531.41 0.00 31.90 18-33/4 W12 0.001 41,305.05 40,215.20 0.00 3,278.72 0.00 31.90 19-113/4 Wil 0.001 38,218.77 40,215.20 0.00 0.00 4,724.84 31.90 21-73/4 W10 0.001 38,218.77 35,879.02 0.00 5,272.48 0.00 31.90 23-33/4 W9 0.00 33195.96 35,879.021 0.00 0.00 5820.12 31.90 24-113/4 W8 0.00 33,195.96 30169.581 0.001 6,367.76 0.00 31.90 26-73/4 W7 0.00 26,799.88 30,169.58 0.00 0.00 6,915.40 31.90 28-33/4 W6 0.00 26,799.88 23,086.87 0.00 7,463.05 0.00 31.90 29-113/4 W5 0.00 19,597.90 23,086.87 0.00 0.00 8,010.69 31.90 31-73/4 W4 0.00 19597.90 14,630.881 0.00 8,558.33 0.00 31.90 33-33/4 W3 0.00 12,361.43 14,630.881 0.00 0.00 9,565.34 33.03 34-113/4 V1S 0.00_0.00 0.00 853.65 26.11 37-51/2 W2 0.00_12,361.43 0.0012,510.13 0.001 0.00 13,753.821 0.00 43.75 36-91/2 Standard Verticals Member Position Tension Comp. _Length V2 Interior _Max _0.00_2,333.191_24.86 _Max .• •. -II : - MATERIAL DESIGN A Job Number Job Name: 97-0377 CARLSBAD LOT 41 -ROOF BUILDING 2 fl'mrn Location: - Joist Description: CARLSBAD, CA Short Span Crimp 261(2561128 II Chord Pronertles Chord Area Rx Rz Ryy Y I Q Material TC 0.7780 0.6149 0.3929 1.2389 0.5755 0.2942 1.0000 26=2x2x.205 BC 0.7130 0.6174 0.3938 1.2345 0.5690 0.2718 1.0000 25=2x2x.187 Axial and Bending Analysis Bending Load: Fy: Fb: Mom of Inertia: LL 240: TL leo: Max Bridg TC: Max Bndg BC: 7 256.00 50,000.00 30,000.00 460.26 414.56 j552.75 14-11 5/8 L24-8 1/4 III J Top Chord Check End Panel LE I First Panel LE I Interior Panel First Panel RE End Panel RE I Gap Between Chords: 7 Length 28.00 29.751 20.00 29.75 28.001 1.00 256.001 1 Max Load Fillers TC: 12,510.131' ' 754.13 1 Max Load no Fillers TC. 8,040.18 37,669.29 Bending Load Axial Load 256.001 12,638.061 256.001 0.00 12,489.361 41,305.05 256.00 12361.43 fa 8,122.411 8,026.841 26,546.52 7,944.62 Maximum KLJr 71.261 75.711 32.53 75.71 71.261 MnWeld Len 2X: . 5000 !Fa 18,633.02 19,855.76 26,835.13 19,855.76 18,633.0211 0 Fe 1 72,021.001 63,797.151 141,161.16 63,797.15 72,021.0011Cstress: Cm 0.96621 0.9623 0.9248 0.9626 0.966E 28,528.69 Panel Point Moment 1934.961 1935.38 0.00 1935.38 1934.961 TC OALJRyy: 3.8179 BCtJRz: Mid Panel Moment 1235.121 838.21 0.00 838.21 1235.121 Panel Pointfb 1 4685.081 4686.111 0.00 4686.11 4685.081 106.0152 Mid Panel fb 1208.171 819.921 0.00 819.92 1208.171 Fillers 01 01 6 0 ol Panel Point Stress 12,807.481 12,712.941 26,546.52 12,630.72 .12,725.26 Mid Panel Stress 0.47981 0.43431 0.9892 0.4302 0.4753 Web Desion Member Qty Web Tension Allow Tension Web Comp Allow Comp Weld Material W2 1 13,961.10 18039.61 0.00 2,579.291 2.0 x 0.470 RH = round 7/8 W3 1 0.00 18,762.93 9,721.83 10,512.911 4.0 x 0.163 23 2 x 2 x.163 W4 1 8,709.49 8906.25 0.00 3,357.20 4.7 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W5 1 0.00 14,531.25 8,161.85 8,836.67 4.4 x 0.125 20 = 2 x 2 x .125 W6 1 7,614.21 7818.57 0.00 2,966.96 4.7 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W7 1 0.00 14,531.25 7,066.57 8,836.67 3.8x0.125 20=2x2x.125 W8 1 6,518.93 7,818.57 0.00 - 2,966.96 4.0x0.109 15=1 1/4x1 1/4x.109 W9 1 0.00 11,848.68 5,971.28 6,199.85 2.9x0.138 1G= 1 1/2x1 1/2x.138 W10 1 5,423.64 6,183.57 0.00 1,485.60 3.4 x 0.109 10 = 1 x 1 x .109 Wil 1 0.00 9.78693 3,977.53 5,005.12 2.4x0.113 1C = 1 1/2x 1 1/2x.113 W12 1 2,531.41 6.18357 0.00 1,485.60 2.0 x 0.109 10 = 1 x 1 x.109 W12 1 3,278.72 6,183.57 0.00 1,485.60 2.0 x 0.109 10 = 1 x 1 x .109 Wil 1 0.00 9,786.93 4,724.84 5,005.12 2.8x0.113 1C = 1 1/2x 1 1/2x.113 wio 1 5,272.48 5183.57 0.00 1,485.60 3.3 x 0.109 10 = 1 x 1 x .109 W9 1 0.00 11,848.68 5,820.12 6,199.85 2.8x0.138 1G= 1 112x1 1/2x.138 W8 1 6,367.76 7,818.57 0.00 2,966.96 3.9x0.109 . 15 = 1 1/4x 1 1/4x.109 W7 1 0.00 13,309.92 6,915.40 6,943.99 3.0x0.156 1J = 1 1/2x 1 1/2x.156 W6 1 7,463.05 7,818.57 0.00 2,966.96 4.6 x 0.109 15 = 1 1/4 x 1 1/4 x .109 W5 1 0.00 14,531.25 8,010.69 8,836.67 4.3x0.125 20=2x2x.125 W4 1 8,558.33 8,906.25 0.00 3,357.20 4.6 x 0.125 18 = 1 1/4 x 1 1/4 x.125 W3 1 0.00 18,762.93 9,565.34 10,512.91 4.0 x 0.163 23 = 2 x 2 x.163 -. W2 1 13,753.82 18,039.61 0.00 2,579.29 2.0 x 0.463 RH = round 7/8 - Vi 1 0 618357 8541 2,217.72120x0109 10=1x1x 109 V2 1 ::. 01 6,183.57, 6331 2,447.471 2.0xO.109 110=1x1x.109 STRESfANALYSI ; Job Number Job Name: .. .' . 97-0377 CARLSBAD LOT 41 - ROOF BUILDING 2 (Th Location: - Joist Descnption: CARLSBAD, CA Short Span Crimp 24K2321128 Geometry Date 317198 .• I Mark: I Base Length: -3 3/4 Working Length: 138-11 3/4 IJoist Depth: 24.00 Efecth'e Dep: 22.86 ane Length: 110 3-4 Shape: IParallel Chords Variable Left End Right End BC Panel 3-2 3-2 IC Panel 2-6 2-6 1-2 First Half 1-9 3/4 First Diag. 4-11 3/4 4-4 24.00 Depth 24.00 Loads Uniform Load 232.00l1Live Load . 128.001 Concentrated Load TC @ 19-11 3/4 1,000.00 I Concentrated Load IC @ 19-11 3/4 700.001 Concentrated Load TC @ 18-3 3/4 700.0011 Concentrated Load TC @ 21-7 3/4 700.00 Concentrated Load TC @ 16-7 3/4 700.00IAdditionaI Shear in Webs 1200.00 IC Axial Load 7,100.00j Stress Analysis Uniform TC; Uniform BC; Reaction LE: Reaction RE: Minimum Shear Max IC Comp.: Max BC Tension 232.00 0.00 6,449.96 6,393.20 1,612.49 41,349.73 40,783.74 Member TC Tension TC Compresioni BC Tension IBC Compresion Web Tension Web Comp. Web Length PP Dist. W2 0.00 12,624.811 0.001 0.00 13,767.83 0.00 42.64 0-2 V1S 0.00 12,478.261 0.001 0.00 0.00 798.21 24.22 2-6 W3 0.00 12,478.261 14,886.83 0.00 0.00 9,416.01 31.55 3-2 W4 0.00 19,863.57 14,886.83 0.00 8,424.82 0.00 30.37 4-11 3/4 W5 0.00 1-9,863.571 23,544.34 0.00 0.00 7,911.02 30.37 6-73/4 W6 0.00 27,365.561 23,544.34 0.00 7,397.21 0.00 30.37 8-33/4 W7 0.00 27,365.561 30,848.42 0.00 0.00 6,883.40 30.37 9-11 3/4 W8 0.00 33,992.921 30,848.42 0.00 6,369.60 0.00 30.37 11-73/4 W9 0.00 33,992.921 36,799.06 0.00 0.00 5,855.79 30.37 13-33/4 W10 0.00 39,266.851 36,799.06 0.00 5341.99 0.00 30.37 14-11 3/4 Wil 0.00 39,266.851 40,783.74 0.00 0.00 3,898.01 30.37 16-73/4 W12 0.00 41,349.731 40,783.74 0.00 2,454.04 0.00 30.37 18-3 3/4 W12 0.00 41,349.731 40,089.75 0.00 3,507.88 0.00 30.37 19-11 3/4 Will 0.00 37,878.881 40,089.75 0.00 0.00 4,951.85 30.37 21-73/4 W10 . 0.00 37,878.881 35,329.65 0.00 5,465.66 0.00 30.37 23-3 3/4 W9 0.00 32,442.061 35,329.65 0.00 0.00 5,979.47 30.37 24-11 3/4 W8 0.00 32,442.06! 29,216.11 0.00 6,493.27 0.00 30.37 26-73/4 W7 0.00 25,651.811 29,216.11 0.00 0.00 7,007.08 30.37 28-3 3/4 W6 0.00 25,651.811 21,749.15 0.00 7,520.88 0.00 30.37 29-11 3/4 W5 0.00 18,456.101 21,749.15 0.00 0.00 8,034.69 30.37 31-73/4 W4 0.00 18,456.101 12,928.75 0.00 8,548.50 0.00 30.37 33-33/4 W3 0.00 12,430.871 12,928.75 0.00 0.00 8,020.29 26.80 34-11 3/4 V1S 0.00 12,430871 0.00 0.00 0.00 718.841 24.22 36-93/4 W2 0.00 12,557.1 0.00 0.00, 13,661.93 0.001 42.64 36-1 3/4 - II Standard Verticals Member Position Max Tension I Max Comp. I Length V2 Interior 1 0.001 2,293.42 22.86 0•'•• MATERIAL DESIGN Job Number., Job Name: Run: cation: Joist Description: Mark J: 97-0377 ICARLSBAD LOT 41 - ROOF BUILDING 2 317198 (77 FCASLSBAD,CA "? Short Span Crimp 24K232!128 J5OX Chord Properties Chord Area Rx Rz Ryy Y I Q Material IC 0.7780 0.6149 0.3929 1.2389 0.5755 0.2942 1.0000 262x2x.205 BC 0.7130 0.6174 0.3938 1.2345 0.5690 0.2718 1.0000 252x2x.187 Axial and Bending Analysis Bending Load: 232.00 Fy: 50,000.00 Fb: 3O,000.00 Mom of Inertia: 389.26 LL 240: 368.33 TL I 0: 491.10 Max Bridg TC: 14-11 5/8 Max Bridg BC: 24-81/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I Gap Between Chords: 1.00 - Length 28.00 29.75 20.00 22.00 28.001 Bending Load Axial Load 'fa Maximum K Ur 232.00 12,624.81 8,113.89 71.26 232.00 12,478.26 8,019.701 75.71 0.00 41349.73 26,575.23 32.53 232.00 12430.87 7,989.25 55.99 232.001 12,557.761 8,070.801 71.261 TC: Max Load Fillers 41,754.13 Max Load no Fillers TC: 37,669.29 Min Weld Len 2X: 5000 Fa 18,633.02 19,855.761 26835.13 23,390.27 18633.02! Fe 1Cm 72,021.00 0.9662 63,797.151 0.96231 141,161.16 0.92471 116,662.12 0.9795 72,021.001 0.96641' BC Stress., 28 598.86 377.5622 TCOALAyy. -- BC LIRz 106.0152 1Panel Point Moment 1753.55 1753.94 0.00 1459.04 1459.16 Mid Panel Moment I 1119.32 759.63 0.00 221.20 1235.321 Panel Pointfb 1 4245.85 4246.78 0.00 3532.76 3533.031 Mid Panel fb . 1094.90 743.06 0.00 216.38 1208.371 0! 11,603.831 Fillers 0 01 6 0 Panel Point Stress 12,359.74 12,266.49 26,575.23 11,522.01 Mid Panel Stress 0.4752 0.43121 0.9903 - 0.3491 0.47701 Web Design I Member Qty Web Tension IAllow Tension Web Comp I Allow Camp Weld Material W2 1 13,767.83 18,03961 0.001 2,777.381 2.0 x 0.464 RH round 7/8 W3 1 0.00 16,546.53 9,416.011 9,494.141 4.4 x 0.143 21 = 2 x 2 x.143 W4 1 8,424.82 8,906.25 0.001 3,790.121 4.5 x 0.125 18 1 1/4 x 1 1/4 x.125 WS 1 0.00 14,531.25 7,911.02 9,106.69 4.3 x 0.125 20 = 2 x 2 x .125 W6 1 7,397.21 7,818.57 0.00 3,349.36 4.6 x 0.109 15 = 1 1/4 x 1 1/4 x.109 W7 1 0.00 13,309.92 6,883.40 7,494.42 3.0 x 0.156 1J = 1 1/2 x 1 1/2 x.156 W8 1 6,369.60 7818.57 0.00 3,349.36 3.9x0.109 15 = 1 1/4x 1 1/4x.109 W9 1 0.00 10,781.25 5,855.791 5,999.23 3.2 x 0.125 1E = 1 1/2 x 1 1/2 x.125 W10 1 5,341.99 6,183.57 0.00 1,677.17 3.3x0.109 10 lxix .109 Wil 1 0.00 9,786.93 3,898.011 5,348.36 2.3x0.113 1C = 1 1/2x 1 112x.113 W12 1 2,454.04 6,183.57 0.001 1,677.17 2.0 x 0.109 10 = 1 x 1 x.109 W12 1 3,507.88 6,183.57 0.00 1,677.17 2.2x0.109 10 = 1 x 1 X.109 Wil 1 0.00 9786.93 4,951.85 5,348.361 3.0x0.113 1C = 1 1/2x 1 1/2 x.113 W10 1 5,465.66 6183.57 0.00 1,677.17 3.4 x 0.109 10 = 1 x 1 x.109 I W9 1 0.00 10,781.25 5,979.47 5,999.23 3.2 x 0.125 1E =1 1/2 x 11/2 x.125 W8 1 6,493.27 7,818.57 0.00 3,349.36 4.0 x 0.109 15 = 1 1/4 x 1 1/4x.109 W7 1 0.00 13,309.92 7,007.08 7,494.42 3.0x0.156 iJ = 1 1/2x1 1/2x.156 W6 1 7,520.88 7,818.57 0.00 3,349.36 4.6 x 0.109 15 =1 1/4 x 1 1/4 x.109 W5 1 0.00 14,531.25 8,034.69 9,106.69 4.3x0.125 20=2x2x.125 [ W4 1 8,548.50 8,906.25 0.00 3,790.12 4.6x0.125 18 = 1 1/4x 1 1/4 x.125 W3 1 0.00 14,531.25 8,020.29 8,852.03 4.3 x 0.125 20 = 2 x 2 x.125 W2 1 13,661.93 18,039.61 0.00 2,777.381 2.0 x 0.460 RH round 7/8 Vi .1 0 6,183.57 719 2,638.21 2.0x0.109 10 = 1 X X.109 V2 1 01 6,183.571 593 2,937.541 2.0 x 0.109 10 = 1 x 1 X.109 7..- Date R:,. . G2' . 3/9/98 Marc'-.. 81H786/480 . T30': Geometry Base Length: 23-4 3/4 . Working Length: 123-0 3/4 I Joist Depth: 18.00 Elective Depth: 16.87 I BC Panel Length: 5 @ 4-0 Shape: Parallel Chords III Variable Left End Right End - BC Panel 3-0 3-0 TC Panel 2-0 2-0 0-83/9 First Half 0-83/8 First Diag. 13-83/8 13-83/8 Depth 118.00 118.00 Loads Uniform Load (plf) . 786.0011 Live Load (plf) . 480.001 Concentrated Load TC © 11-8 3/8 (Ibs) 500.001 lAdditional Shear in Webs 250.00! TC Axial Load 4600.001 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 1 9,313.56 Reaction RE: 1 9,313.56 Minimum Shear: 2,328.39 Max TC Conp.: 37,757.25 Max BC Tension 39,231.45 Member TC Tension TO Compresion BC Tension IBC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00 17,322.63 0.001 0.00 19,899.44 0.00 37.95 0-2 V1S 0.00 16,335.24 0.001 0.00 0.00 1,891.98 20.70 2-0 W3 0.00 16,335.24 19,913.101 0.00 0.00 8,323.82 18.83 3-0 W4 0.00 . 28,098.07 19,913.10 0.00 10,438.77 0.00 29.33 3-83/8 W5 0.00 28,098.07 34,046.121 0.00 0.00 7704.72 29.33 5-83/8 W6 0.00 37,757.25 34,046.12 0.00 4,970.68 0.00 29.33 7-83/8 W7 0.00 37,757.25 39,231.45 0.00 0.00 4,049.57 29.33 9-83/8 W7 0.00 37,757.25 39,231.45 0.00 0.00 4,049.57 29.33 11-83/8 W6 0.00 37,757.25 34,046.12 0.00 4,970.68 0.00 29.33 13-83/8 W5 0.00 28098.07 34,046.12 0.00 0.00 7,704.72 29.33 15-83/8 W4 0.00 28098.07 19,913.101 0.00 10,438.77 000 29.33 17-83/8 W3 0.00 16,335.24 19,913.101 0.00 0.00 8,323.82 18.83119-8 3/8 V1S 0.00 16,335.24 0.001 0.00 0.001 1,891.98 20.70121-4 3/4 W2 0.001 17,322.63 0.001 0.00 19,899.441 0.001 37.95120-4 3/4 Standard Verticals Member Position Max Tension I Max Comp. Length V2 Interior 0.001 1,760.79 16.871 - .i.... ... .. MATERIAL oEsTái'iJ .. Job Number Job Name: •. .- Date Run: 97-0377 CARLSBAD LOT 41 - MEZZANINE BLDG 2 3/9/98 Location: --[J Description: Mwk: Chnrd Prnnr1ie CARLSBAD, CA Long Span 18LH7861480 T30 Chord Area Rx Rz Ryy Y I Q Material TC 0.7130 0.6174 0.3938 12345 0.5690 0.2718. 1.0000 25=2x2x.187 BC 0.6730 0.6189 0.3944 1.2318 0.5650 0.2578 1 0.9808 24=2x2x.176 Axial and Bending Analysis K: 0.75 IFy: 50,000.00 IFb: 30,000.00 lMom of Inertia: 1197.51 ILL 450: 481.23 TL 240: 902.30 Max Bridg TC: 1 17-57/8 Max Bridg BC: 1 24-7518 Top Chord Check 11 End Panel LE First Panel LE I Interior Panel I First Panel RE End Panel RE Gap Between Chords: 22.00 1.00 786.00 Max Load Fillers TC: Length 22.001 20.381 24.001 20.38 Bending Load 786.00 - 0.001 - Axial Load 17,322.63 - 37,757.251 38,638.17 17,322.63 Max Load no Fillers TC: fa 12,147.18 - 26,476.58 - 12,147.18:35,659.57 55.86H Min Weld Len 2X: 23,410.89:0 5000 Maximum KLJr 55.86 - 30.47 - Fa 23,410.89 - 27,094.31 - Fe 117,603.88 - 175,679.87 - 11760388:BCstress: ] 29,145.66 0.9690,' 3090.14 TCO.1Ry: Cm 0.9690 - 0.9397 - Panel Point Moment 3090.14 - 0.00 - Mid Panel Moment 2568.28 Panel Pointfb 8135.24 - - 0.00 0.00 - - :224.1877 2568.28 BC URz: 8135.24 121.7054 Mid Panel fb 2688.34 - 0.00 - 2688.34 0 20,282.43 Fillers 01 4 - Panel Point Stress 1 20,282.431 - 26,476.58 - Mid Panel Stress 0.61571 - 0.9772 - 0.6157 Web Desian Member Web Tension I 1AJlow Tension I Web Comp IAllow CompI Weld Qty Material W2 19,899.441 23,561.941 0.001 5,088.84 2.0 x 0.670 1 RM = round 1 W3 0.001 13,309.921 8,323.82! 8,723.71 3.6 x 0.156 1 1J = 1 1/2 x 1 1/2 x .156 W4 10,438.771 10,781.251 0.001 7,047.551 5.6x0.125 1 1E= 1 1/2x 1 1/2x.125 W5 0.00 11,848.681 7,704.72 7,919.45 i 3.8 x 0.138 1 1 G = 1 1/2 x 1 1/2x.138 W6 4,970.681 6183.571 0.00 2,447.4111 3.1 x 0.109 1 10 = 1 x 1 X.109 W7 0.001 7,818.571 4,049.57 4,411.88 i 2.5x0.109 1 15=1 1/4x 1 1/4x.109 W7 0.00 7,818.571 4,049.57 4,411.881 2.5 x 0.109 1 15 = 1 1/4 x 1 1/4 x.109 W6 4,970.68 6,183.571 0.00 2,447.41 3.1 x 0.109 1 110 = 1 x 1 X.109 W5 0.00 11,848.681 7,704.72 7,919.451 3.8x0.138 1 1G= 1 1/2x1 1/2x.138 W4 10,438.771 10,781.251 . 0.00 7,047.551 5.6x0.125 1 1E=1 1/2x1 1/2x.125 W3 0.001 13,309.921 8,323.82 8,723.711 3.6 x 0.156 1 1J = 1 1/2 x 1 1/2 x.156 W2 1 19,899.441 23,561.941 0.00 5,088.841 2.0 x 0.670 1 RM = round 1 vi ol 6,183.571 1,892 3,954.321 2.0 x 0.109 1 110 = 1 x 1 x.109 V2 01 6,183.571 1,761 4,521.861 2.0 x 0.109 1 110 = 1 x 1 x.109 Itis Job Number Job Name: . . ..-. Date Run: 97-0377 ..J CARLSBAD LOT 41 - MEZZANINE BLDG 2 . 3/9198 Mark Location: Joist Description: : CARLSBAD, CA .:. . . . lLong SPafl'18LH786/480 .• : Geometry . . I Base Length: I 23-4 3/4 Working Length: 23-0 3/4 Joist Depth: 18.00 I Efectrie Depth: 16.87 I BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-0 3-0 TC Panel 2-0 2-0 0-83/8 First Half 0-83/8 First Diag. 3-83/8 1 3-83/8 Depth 18.00 18.00 Loads Uniform Load (plfl 786.0011 Live Load (plfl . 48d6ö1 Concentrated Load TC @ 11-8 3/8 (Ibs) 500.00 [dditional Shear in Webs 250.00 TC Axial Load 4,600.00 Stress Analysis Summary Int. Panel TC: Max Panel BC: Reaction LE.-Reaction RE: Minimum Shear: Max TC Comp.: Max BC Tension 24.00 48.00 9,313.56 9,313.56 2,328.39 37,757.25 39,231.45 Member IC Tension TC Compresion$ BC Tension IBC Compresion Web Tension Web Comp. Web Length PP Dist. L W2 0.001 17,322.631 0.00 0.00 19,899.44 0.00 37.95 0-2 vis 0.001 16,335.241 0.00 0100 0.00 1,891.98 20.70 2-0 W3 0.00 16,335.241 19,913.10 0.00 0.00 8,323.82 18.83 3-0 W4 0.00 28,098.071 19,913.10 0.00 10,438.77 0.00 29.33 3-83/8 W5 0.00 28,098.07 34,046.12 0.00 0.00 7,704.72 29.33 5-8 3/8. W6 0.00 37,757.25 34,046.12 0.00 4,970.68 0.00 29.33 7-83/8 W7 0.001 37,757.25 . 39,231.45 0.00 0.00 4,049.57 29.33 9-83/8 W7 0.001 37,757.25 39,231.45 0.00 0.00 4,049.57 29.33 11-8 3/8 [ W6 0.00 37,757.251 34,046.12 0.00 4,970.68 0.00 29.33 13-83/8 W5 0.00 28,098.071 34,046.12 0.00 0.00 7,704.72 29.33 15-83/8 W4 0.00 28,098.071 19,913.10 0.00 10,438.77 0.00 29.33 17-83/8 W3 0.00$ 16,335.241 19,913.10 0.00 0.00 8,323.82 18.83 19-83/8 V1S T o.00$16,335.24$0.00 0.00 0.001 1,891.98 20.70 21-43/4 W2 { o.00l17,322.63!0.00 0.00 19,899.441 0.001 37.95,20-4 3/4 Standard Verticals Member _MaxComp. V2 _Position Interior _MaxTension 0.001 1,760.79 _.Length ] 16.87$ V.. V "'V. ..MATERIAL DTGN Job Number Job Name: V 97-0377 CARLSBAD LOT 41 - MEZZANINE BLDG 2 P F tic SBAD, CA Long Spá18LH786I480 Chnrd Prnnerties tëRuh 319/98 .: •. Ma,k 131 Chord Area Rx Rz Ryy Y I Q Material IC 0.7130 0.6174 0.3938 1.2345 0.5690 0.2718. 1.0000 252x2x.187 BC 0.6730 0.6189 0.3944 1.2318 0.5650 0.2578 0.9808 24 = 2 x 2 x .176 Axial and Bending Analysis K: FY: 0.75 50,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K Ur Fa Fe Cm Panel Point Moment Mid Panel Moment Panel Point lb Mid Panel lb Fillers Panel Point Stress Mid Panel Stress Web Desian Fb: 30,000.00 I Mom of inertia: 197.51 I LL 450: 481.23 I TL 240: 902.30 Max Bridg TC: 117-57/8 I Max Bridg BC: ] 124-7 518 End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE j Gap Between Chords: 22.00:1 22.001 20.38 24.001 20.38 786.00 - 0.001 786.00 Max Load Fillers TC: 17,322.63 38,638.17 17,322.63 - 37,757.25 - 12,147.18 - 26,476.58 - Max Load no Fillers TC: 12,147.18 1 35,659.57 55.86 - 30.47 - 55.86 Min Weld Len 2X: :0.5000 23,410.89 23,410.89 - 27094.31 - 117603.88 - 175,679.87 - 117,603.88. BC Stress: 29,145.66 09690. 0.9690 - 0.9397 - 3090.14 - 0.00 - 3090.14 TC0Ayy. 2568.28 - 0.00 - 224.1877 2568.28 BC LJRz: 8135.24 - 0.00 - 8135.24 .121.7054 2688.34 - 0.00 - 2688.34' 0 20282.43, 0.6157 0 - 4 - 20,282.43 - 26,476.58 - 0.6157 - 09772 - Member Web Tension I Allow Tension I Web Comp Allow Comp Weld Qty Material W2 19,899.441 23.561.941 0.00 5,088.84 2.0 x 0.670 1 RM = round 1 W3 0.001 13,309.921 8323.82 8,723.71 3.6 x 0.156 1 1J = 1 1/2 x 1 1/2 x .156 W4 10,438.77; 10,781.25 0.00 7,047.551 5.6 x 0.125 1 1E = 1 1/2 x 1 1/2x.125 W5 0.001 11,848.68i 7,704.72 7,919 451 3.8x0.138 1 11G= 1 1/2x 1 1/2x.138 W6 4970.681 6,183.57i 0.00 2,447.41 3.1 x 0.109 1 10 = 1 x 1 X.109 W7 0.001 7,818.571 4,049.57 4,411.88 2.5 x 0.109 1 15 = 11/4 x 1 1/4 x.109 W7 0.001 7,818.57 4,049.57 4,411.88 2.5 x 0.109 1 15 11/4 x 11/4 x.109 W6 4,970.681 6,183.571 0.00 2,447.41 3.1 x 0.109 1 10 = 1 x 1 X.109 W5 0.001 11,848.681 7,704.72 7,919.45 3.8 x 0.138 1 1G = 11/2 x 1 1/2 x.138 W4 10,438.771 10,781.25i 0.00 7,047.55 5.6 x 0.125 1 1E = 11/2 x 11/2 x .125 W3 0.001 13309.92 8,323.82 8,723,711 3.6 x 0.156 1 1J = 1 1/2 x 1 1/2 x. 156 W2 19,899.44i 23,561.941 0.00 5,088.84 2.0 x 0.670 1 RM = round 1 Vi 01 6,183.571 1,8921 3,954.32 2.0 x 0.109 1 10 = 1 x 1 X.109 V2 01 6,183.57 1,7611 4521.86 2.0 x 0.109 1 10 = 1 x 1 x .109 .1 -- MIGN- 97-0377 CARLSBAD LOT 41 - MEZZANINE BLDG 2 Job Number Job Name: . . (7 Location: Joist Descnpt,on: CARLSBAD, CA Long Span 18LH786/480 Chord Pronerties teRunft Madc 3/9198 1T32 Chord Area Rx Rz Ryy Y I Q Material IC 0.8742 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28 = 2 x 2 x .232 BC 0.6730 0.6189 0.3944 1.2318 0.5650 0.2578 0.9808 242x2x.176 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 450: TL 240: Max BridgTC: Max Bndg BC: 0.75 50,000.00 30,000.00 216.51 527.53 989.12 117-7314 124-7 5/8 Top Chord Check End Panel LE First Panel LE I Interior Panel I First Panel RE End Panel RE Gap Between Chords: Length 22.00 20.381 24.001 20.38 22.00 1.00 Bending Load 786.00 - 0.00 - 786.00 max Load Fillers TC. Axial Load 1 30554.49 - 45895.22 - 47,336.04 30,554.49 Max Load no Fillers TC: 17,476.17 43,656.80 fa 1 17,476.17 - 26,250.56 - Maximum K Ur 56.15 - 30.63 - 56.15; 'Min Weld Len 2X: Fa 23,363.22 - 27,074.66 - 23,363.22 0.5000 Fe 115,286.46 - ] 172,218.05 - 115,286.46' BCStreSs: 0.9545. 29,173.74 Cm 0.9545 - 0.9390 - Panel Point Moment 3090.14 - 0.00 - 309014 ,TC0y, 2221944 Mid Panel Moment 2568.28 - 0.00 - 2568.28' .BCLIRz: Panel Pointfb 6692.19 - 0.00 - 6692.19 121.7054 Mid Panel fb ' 2300.68 - 0.00 - 2300.68 Fillers 0 - 41 - 0 Panel Point Stress 24,168.35 - 26,250.56] - 24,168.35. Mid Panel Stress 0.8343 - 0.96961 - 0.8343 Web flecinn Member Web Tension I Allow Tension I Web Comp Allow Comp I Weld Qty Material W2 19,914.831 23,561.941 0.00 5,090.781 2.0 x 0.671 1 RM = round 1 W3 0.001 13,309.921 8,325.41 8,728.84 3.6 x 0.156 1 1J = 1 1/2 x 1 1/2x.156 W4 10,445.50 10,781.251 0.00 7,049.061 5.6x0.125 1 1E = 1 1/2x 1 1/2 x.125 W5 0.00 11,848.681 7,709.69 7,921.231 3.8 x 0.138 1 1G = 1112 x 1 1/2 x.138 W6 4,973.881 6,183.57 0.00 2,448.97 3.1 x0.109 1 10 = 1 xi x.109 W7 0.001 7,818.57 4,052.18 4,413.391 2.5 x 0.109 1 15 = 1 1/4 x 1 1/4 x.1 09 W7 0.001 7,818.57 4,052.18 4,413.39 2.5 x 0.109 1 15 = 1 1/4 x 1 1/4x.109 W6 4,973.881 6,183.57 0.00 2,448.97 3.1 x0.109 1 10 = lxi x.109 W5 0.001 11,848.681 7,709.69 7,921.23 3.8 x0.138 1 iG = 11/2 xi 1/2x.138 W4 10,445.501 10,781.251 0.00 7,049.06 5.6 x 0.125 1 1 = 11/2 x i 1/2 x .125 W3 0.00. 13,309.921 8,325.41 8,728.84 3.6 x 0.156 1 1J = 1112 x 1 1/2 x. 156 W2 19,914.831 23,561.94 0.00 5,090.78 2.0x0.671 1 RM = round 1 Vi 01 6,183.571 1,893 3,956.39 2.0 x 0.109 1 10 = 1 x 1 X.109 V2 Ot 6,183.571 1,761 4,524.12 2.0x0.109 1 10=1x1x.109 MATERIAL DESIGN 'A Eli Job Number Job Name: . ., . .. .. . . Date Run.-I- 97-0377 CARLSBAD LOT 41 - MEZZANINE BLDG 2 319198 :....: (7 Location: Joist Description.. Marc4 CARLSBAD, CA Long Span 18LH7861480 .• 133 ' Chord ProDerties Chord Area Rx Rz Ryy Y I a Material TC I 0.5516 0.6236 0.3963 1.2238 0.5530 0.2145 0.8979 21 = 2x2x.143 BC 0.4437 0.4609 0.2946 1.0401 0.4324 0.0942 1.0000 1J = 1 112 x 1/2 x.156 Axial and Bending Analysis K: Py: Pb: Mom of Inertia: LL 450: TL 240: Max Bridg TC: Max B,idgBC: 0.75 50,000.00 30,000.00 142.67 632.02 1,185.03 17-4 1 20-9 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 1 1.00 22.00 786.00 Max Load Filters TC: .27,054.17 13,899.18 Max Load no Fillers TC: 12,600.09 25,158.09 Length 22.001 19.381 24.00 19.38 Bending Load 786.00 - 1 0.00 - Axial Load 13,899.18 - 1 26,407.23 - fa 12,600.09 - F 23,939.07 1 - Maximum K Ur 55.51 - t 30.28 - 55.51 'Min Weld Len 2X: 21,497.16 0.5000 Fa j 21497.16 - 24,525.541 - Fe 119,989.07 - 179,242.931 - 119.98907 BC Stress: Cm 0.9685 - 0.9466 - .28,113.50 O.9685 Panel Point Moment 2987.87 - 0.00 - 2987.87 TC OALiRyy. 185.2872 2609.62 8CLJRz: 10078.35 162.9356 Mid Panel Moment 2609.62 - 0.00 - Panel Pointfb 10078.35 - 0.00 - Mid Panel fb 3363.73 - 0.00 - 3363.73 0 Fillers 0 - 2 - Panel Point Stress 22,678.44 23,939.07 - 22,678.44: 0.7213 Mid Panel Stress 0.7213 - 0.9761 - Web Desian Member I Web Tension I Allow Tension [ Web Comp Allow Comp Weld Oty I Material W2 1 16,101.061 18,039.611 0.001 2,972.60 2.0 x 0.542 1 RH = round 7/8 W3 0.001 10,781.251 6,376.49 6,992.69 3.4x0.125 1 1E= 1 1/2x 1 1/2x.125 W4 7,659.751 7,818.571 0.00 4,397.92 4.7x0.109 1 115=1 1/4x 1 1/4x.109 W5 1 0.00! 8,906.251 4,941.66 5,041.71 2.7x0.125 1 118 = 1 1/4x 1 1/4x .125 W6 3,318.101 6,183.571 0.00 2,433.18 2.1 x 0.109 1 110 = 1 x 1 x .109 W6 3,318.101 6,183.571 0.00 2,433.18 2.1 x0.109 1 1 10 =1 x X.109 W5 0.00 8,906.251 4,941.66 5,041.71 2.7x0.125 1 118=1 1/4x1 1/4x.125 W4 7,659.75 7,818.571 0.00 4,397.92 4.7 x 0.109 1 . 15 = 1 1/4 x 1 1/4 x. 109 W3 I 0.001 10,781.251 6,376.49 6,992.69 3.4 x 0.125 . 1 1E = 1112 x 1112 x .125 W2 I 16,101.061 18,039.611 0.00 2,972.60 2.0x0.542 1 RH = round 7/8 vi ol 6,183.57! 1,790 3,935.31 2.0 x 0.109 1 110 = 1 x 1 X.109 V2 01 6,183.57 1,7041 4,501.061 2.0x0.109 1 J10=1x1x.109 A4 -_ IJoi3 Number JobName:- DRU34i 4 197-0377 CARLSBAD LOT 41 - MEZZANINE BLDG 2- Location: -. Joist Descziption: •.'. Manc.. . WUI/J? CARLSBAD, CA Long Span 18LH786/480 Geometry I Base Length: I 7-2 7/8 16-10 Working Length: 7/8 I Joist Depth: 18.00 I EfectWe Depth: 117.16 I BC Panel Length: 1 c4-0 Shape: IParallel Chords Variable Left End Right End 118.00 BC Panel 3-0 3-0 TC Panel 2-0 2-0 First Half 0-71/2 0-71/2 First Diag. 3-71/2 13-71/2 Depth 118.00 Loads Uniform Load (pif) 786.0011 Live Load (plf) 480.00 Concentrated Load TC @ 3-7 1/2 (Ibs) 500.00 lAdditonal Shear in Webs 250.00 TC Axial Load 4,600.00 Stress Analysis Summary Int. Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear Max TC Corp.: Max BC Tension 19.50 115.00 2,963.78 2,964.53 741.13 6,071.13 3,881.34 Member IC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00 6,784.08 0.00 0.00 5,534.30 0.00 38.08 0-2 V1S 0.00 6,071.13 0.00 0.00 0.00 1,680.79 20.94 2-0 W3 0.00 6,071.13 3,881.34 0.00 0.00 1237.78 18.72 3-0 W3 0.00 6,069.55 3881.34 0.00 0.00 1,243.07 18.72 3-71/2 V1S 0.00 6,069.55 0.00 0.001 0.00 .1,670.1 20.87 5-27/8 W2 0.00 6,772.94 0.001 0.001 5,519.76 0.00 37.97 4-3 Standard Verticals Member I Poition Maxlension I MaxComp. I Length V2 I Interior 0.001 0.001 0.00j N .. .. ..- --.' - T e MATERIAL DESIGN vi Job Number Job Name: 97-0377 CARLSBAD LOT 41 -MEZZANINE BLDG 2 Location: J0i3t Description: CARLSBAD, CA Long Span'18LH786!480 Chord Pronerties L Chord Area Rx Rz Ryy Y I Q Mat TC 0.3950 0.4634 0.2955 1.0354 0.4259 0084.8 0.9964 1G = 1 1/2 x 1 1/2x.138 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1C=1 1/2x1 1/2x.113 Axial and Bending Analysis K: Fy: Pb: Mom of lnerda: LL 450: TL 240: Max Bridg TC: Max Bndg 8C 0.75 50,000.00 30,000.00 105.34 9,557.81 17,920.90 14-8 20-6 718 Top Chord Check End Panel LE First Panel LE I Interior Panel First Panel RE End Panel RE Gap Between Chords: 22.00' 1.00 Length 22.00 19.501 19.50 19.38 Bending Load 786.00 - . 0.001 - 786.00 Max Load Fillers TC: 898.90 6772.94. Max ~20 ' Load no Fillers TC: 8,574.2919,238.72 Axial Load . 6,784.08 - 6,071.13 - ' fa 8,588.40 - 7,685.84 - Maximum K Ur 74.46 - . 34.77 - 74.461 IMTh Weld Len 2X: Fa 20,051.63 - 26,457.25 - ' 20,051.63 0.5000 6624155' 11 BCStress Ô.96125'94876 F'e 66,241.55 - 149,893.95 . Cm ' 0.9611 - 0.9795 - Panel Point Moment 3146.81 - , 0.00 - 3131.76 TC OA ' 2551.56 BC LIRz: Mid Panel Moment 2545.52 - 0.001 - Panel Pointfb 19929.89 - 0.00c - . , 19834.56 50.5219 Mid Panel fb - 6392.93 - 0.00 - 6408.09, 0 Fillers 0 - 0 - Panel Point Stress 28,518.29 - 7,685.84 - 28408.85 0.6&43 Mid Panel Stress 0.6645 - - 0.2905 Web Desirin Member Web Tension Allow Tension Web Comp Allow Comp [ Weld { Qty Material W2 5,534.30 18039.61 0.001 2,962.61 2.0 x 0.186 1 RH = round 7/8 W3 0.00 6,183.57L 1,237.781 2,346.181 2.0 x 0.109 1 10 = 1 x x.109 W3 0.00 6,183.57 1,243.071 2,346.181 2.0 x 0.109 1 10 = 1 x 1 x.109 L W2 5519.76 18039.61 0.001 2,980.04 2.0 x 0.186 1 RH = round 7/8 Vi - 0 6,183.57 - 1,6701 3,928.19 2.0 x 0.109 1 10 = 1 x 1 X.109. Data Run. . 3110198 .Madc T35 Material Job Numbeq 97-0377 P CARLSBAD,CA Geometry sTEisAiciL1sIs Job Name: . •-x: .. .: Date Run: t CARLSBAD LOT 41 - MEZZANINE BLDG 2 319198 • I - Joist Description:Mark -1 Long Span 18LH7861480 136 j T. Base Length: 23-7 1/4 Working Length: 23-3 1/4 Joist DepVr 18.00 Efective Depth: 16.86 I BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End I Right End BC Panel 3-0 3-0 TC Panel 2-0 12-0 First Half 0-95/8 0-95/8 First Diag. 3-95/8 3-9 5/8 Depth 18.00 118.00 480.001 250.001 Comp.: .39 Max BC Tension 139,940.17 Comp. Web Length PP Dist 0.00 37.95 0-2 1,945.99 20.69 2-0 3631.79 19.41 3-0 0.00 29.33 3-95/8 7,706.71 29.33 5-95/8 0.00 29.33 7-95/8 ,086.23 29.33 9-95/8 ,086.23 29.33 11-95/8 0.00 29.33 13-95/8 ,706.71 29.33 15-95/8 0.00 29.33 17-95/8 3631.79 19.41 19-95/8 1,945.99 20.69 21-71/4 0.001 37.95 20-71/4 Sjf. MATERIAL DESIGN . - - Job Number Job Name: .. .. . . •. DeteRun: 97-0377 CARLSBAD LOT 41 -MEZZANINE BLDG 2 . 319198 4 IV (1 Location: . Joist Description: . Mark 'W• CARLSBAD, CA Long Span 18LH7861480 T36 Chord Pronerties Chord Area Rx Rz Ryy Y I Q Material TC . 0.7780 0.6149 . 0.3929 1.2389 0.5755 0.2942 1.0000 26 = 2 x 2 x.205 BC 0.6730 0.6189 0.3944 1.2318 0.5650 0.2578 0.9808 24=2x2x.176 Axial and Bending Analysis K: Fy: Fb Mom of Inertia: LL 450: TL 240: Max Bridg TC: Max Bridg BC: 0.75 50,000.00 30,000.00 205.69 487.83 914.69 1 17-6 518 1 24-75/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE 11 Gap Between Chords: Length 22.00 21.63 24.00 21.63 22.001 11.00 Bending Load Axial Load 786.00 17,494.44 - - 0.00 38,465.39 - 78600H 17494.441 Max Load Filters TC: 42,144.17 I Max Load no Fillers TC: fa 11,243.57 - 24,721.48 - 11,243.571j38,883.70 Maximum K Ur Fa 55.99 23390.27 - - 30.54 27,085.81 - - 5599' 23,390.271 IMin Weld Len 2X: - 10.5000 Fe 116,662.12 - 174,273.04 . - 116662128C Stress: Cm Panel Point Moment Mid Panel Moment Panel Pointfb 0.9711 3235.62 2510.06 7834.35 - . - . - - .0.9433 0.00 0.00 0.00 - - - 3235.62 2510.06 7834.35:1121.7054 0.97111 129,672.17 TC O.4L,Ryy: 1225.4073 IBcURz: Mid Panel fb 2455.29 - 0.00 - 2455.29 Fillers 0 - 0 - 19,077.931 0.56861 Panel Point Stress 19,077.93 - 24,721.48 - Mid Panel Stress 0.5686 - 0.9127 - Web Desian Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 20,089.91 23,561.94 0.00 5,089.62 2.0 x 0.676 1 RM = round 1 W3 0.00 14,531.25 8,631.79 9614.38 4.7x0.125 1 20=2x2x.125 W4 10,441.46 10,781.25 0.00 7,048.15 5.6 x 0.125 1 1E = 1 1/2 x 1 1/2 x.125 W5 0.00 11,848.68 7,706.71 7,920.16 3.8x0.138 1 1G= 1 1/2x 1 112x.138 W6 4,971.96 6,183.57 0.00 2,448.04 3.1 x 0.109 1 10 = 1 x 1 X.109 W7 0.00 7,818.57 4,086.23 4,412.48 2.5x0.109 1 15 = 1 1/4x 1 1/4x.109 W7 0.00 7,818.57 4,086.23 4,412.48 2.5 x 0.109 1 15 = 1 1/4 x 1 1/4 x. 109 W6 4,971.96 6,183.57 0.00 2,448.04 3.1 x 0.109 1 10 = 1 x 1 X.109 W5 ' 0.00 11,848.68 7706.71 7,920.16 3.8x0.138 1 1G= 1 1/2x 1 1/2x.138 W4 10,441.46 10,781.25 0.00 7,048.15 5.6 x0.125 1 1E = 1 1/2x 1 112 x.125 W3 0.00 14,531.25 8,631.79 9,614.38 4.7 x 0.125 1 20 = 2 x 2 x .125 W2 20,089.91 23,561.94 0.00 5,089.62 2.0 x 0.676 1 RM = round 1 Vi 0 6,183:57 1,946 3,955.15 2.0x0.109 1 10=1x1x.109 V2 0 6,183.57 1,764 4,522.76 2.0 x 0.109 1 10 = 1 x 1 X.109 . .......... ...• . . ... S .5. F •.. •.. 196 Job Number - ... Job Name: 97-0377 CARLSBAD LOT 41 - CARLSBAD, CA Geometry . .:'.': Date Rurr NINE BLDG 2 st Descnptn.......................':" . Ma,k .... ng Span 18LH786/480 "•' ....., . ...T37 .... I Base Length: 6-11 Working Length: 16-7 I Joist Depth: 18.00 ' I Efectr'e Depth: 17.17 I BC Panel Length: Ji @ 4-0 I Shape: Parallel Chords Variable Left End Right End 1 BC Panel 2-6 2-6 TC Panel 1-6 1-6 First Half 0-11 1/2 0-11 1/2 First Diag: 3-5 1/2 3-51/2 Depth 118.00 18.00 Loads Uniform Load (pif) 786.00 1 Live Load (ptf) 480.00 Concentrated Load TC @ 3-5 1/2 (Ibs) 500.00 [4itiona1 Shear in Webs . 250.00 TC Axial Load 4,600.00 Stress Analysis Summary - mt. Panel TC: 23.50 Max Panel BC: 1 23.00 Reaction LE: 12,837.25 Reaction RE: 1 2,837.25 Minimum Shear 709.31 Max TC Comp.: 1 5,601.63 Max BC Tension 1 3,551.90 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00 6,279.85 0.00 0.00 4,904.11 0.00 32.84 0-2 V1S 0.00 5,601.63 0.00 0.00 0.00 1,597.23 20.94 1-6 W3 0.00 5,601.63 3,551.90 0.00 0.00 1,528.19 20.662-6 W3 0.00 5,601.631 3,551.90 0.00 0.00 1,528.19 20.6613-5 112 V1S 0.00 5,601.63 0.00 0.00 0.00 - 1,597.23 20.94 5-5 W2 0.00 6,279.851 0.001 0.00 4,904.11 0.001 32.8414-5 •• - - MATERIAL DESIGN 1:p Job Number: Job Name: . ... . • :. Date Run: 97-0377 CARLSBAD LOT 41 - MEZZANINE BLDG 2 . .1319198 (Th Location: ---TLong - Joist Description: . . : Mam Chnrd Prnnrties CARLSBAD, CA Span 18LH7861480 ••• . T37 ChordArea Rx Rz. Ryy Y I Q Material IC 0.3262 0.4669 0.2969 1 1.0289 0.4168 1 0.0711 0.9204 1C = 1 1/2 x 1 1/2x.113 BC 0.3262 0.4669 1 0.2969 1 1.0289 0.4168 1 0.0711 0.9204 10=1 1/2x1 1/2x.113 Axial and Bending Analysis 1K: Fy: Fb:. Mom of Inertia: LL 450: TL 240:Max Bridg TC: Max BridgBC: 50,000.00 30,000.00 96.28 10,085.01 1 18,909 . 39 1 14-67/8 1 20-67/3 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.00 23.50 23.50 23.50 16.00 1.00 Bending Load 786.00 - 0.00 - 786.00 Max Load Filters TC: Axial Load 6,279.85 - 5,601.63 - 6,279.85 Max Load no Fillers rC: fa 9,624.86 - 8,585.37 - 9,624.86 13,951.18 Maximum K Ur 53.89 - • 39.58 - 53.89 Mm We1dLen2X: Fa 22,166.93 - . 24,035.90 - 22,166.93 0.5000 F'e 127,154.55 - 104,788.50 - 127,154.551 CStres5: Cm 0.9773 - 0.9672 - 0.97731 5,3.84 Panel Point Moment 2610.86 - 0.00 - 2610.861 TCOAURyy. Mid Panel Moment 993.83 - 0.00 - 993.831 BC 1JRz: Panel Point fb 19884.15 - 0.00 - 19884.1577.4670 Mid Panel fb 2912.65 - . 0.00 - 2912.65 Fillers 0 - 0 - Panel Point Stress 29,509.00 - 8,585.37 - 29,509.001 Mid Panel Stress - 0.5457 - 0.3572 - 0.54571 Web Desian Member Web Tension - Allow Tension Web Comp I Allow Comp Weld Qty Material W2 4,904.11 18,039.61 0.00 3,983.45 2.0 x 0.165 1 RH = round 7/8 W3 0.00 6,183.57 1,528.19 1,926.81 2.0 x 0.109 1 10 = 1 x 1 X.109 W3 0.00 6,183.57 1,528.19 1,926.81 2.0 x 0.109 1 10= 1 x 1 X.109 W2 4,904.111 18,039.61 0.00 3,983.45 2.0x0.165 1 RH = round 7/8 Vi 01 6,183.571 1,597 3,915.771 2.0 x 0.109 1 110 = 1 x 1 x.109 . • . - I : ..., 40 STRESS ANALYSIS '- - 97-0377 CARLSBAD LOT 41 - MEZZANINE BLDG 2 . 1319198 Job Number Job Name: Date a. [ n: mark RLSBAD, CA -. . ostD7nPtiopan LH786I48o T38 Geometry Base Length: 241 1/4 Working Length: 23-9 1/4 I Joist Depth: 118.00 Elective Depth: 16.85 I BC Panel, l @4-0 I Shape: Parallel Chords Variable Left End Right End BC Panel 3-0 3-0 TC Panel 2-0 2-0 1-05/8 First Half 1-05/8 First Diag. 14-05/8 4-05/8 Depth 118.00 18.00 Loads Uniform Load (p11') 786.001 j Live Load (pIt) . 480.00 Concentrated Load TC @ 12-0 5/8 (Ibs) .500.001 jAdditional Shear in Webs 250.00 TC Axial Load . 4600.001 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 9,591.94 Reaction RE: 9,591.94 Minimum Shea,: 1 2,397.98 Max TC Comp.: 140,187.40 Max BC Tension 41,663.37 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Camp. IWeb Length PP Dist. W2 0.00 17905.28 0.00 0.00 20,545.64 0.00 37.94 0-2 V1S 0.00 1.6,817.55 0.00 0.00 0.00 2,075.71 20.68 2-0 W3 0.00 16,817.55 22,321.83 0.00 0.00 9,490.56 21.05 3-0 W4 0.00 30,516.621 22,321.83 0.00 10,447.16 0.00 29.32 4-05/8 W5 0.00 30,516.62 36,471.82 - 0.00 0.00 7,710.91 29.32 6-05/8 W6 0.00 40,187.40 36,471.82 0.00 4,974.67 0.00 29.32 8-05/8 W7 0.00 40187.40 41,663.37 0.00 0.00 4,173.96 29.32 10-05/8 W7 0.00 40,187.40 41,663.37 0.00 0.00 - 4,173.96 29.32 12-05/8 W6 0.00 40,187.40 36,471.82 0.00 4,974.67 0.00 29.32 14-05/8 W5 0.00 30,516.62 36,471.82 0.00 0.00 7,710.91 29.32 16-05/8 L W4 0.00 30,516.62 22,32183 0.00 10,447.16 0.00 29.32 18-05/8 W3 - 0.00 16,817.55 22,321.83 0.00 0.00 9,490.56 21.05 20-05/8 V1S 0.00 16,817.55 0.00 0.00 1 0.00 2,075.71 20.68 22-1 1/4 W2 1 0.001 17,905.281 0.00 0.001 20,545.64 0.00 37.94 21-1 1/4 II Standard Verticals Member Position Max Tension I Max Camp. I Length I V2 I Interior 0.001 1,772.941 16.851 T . .-:•...• MATERIAL DESIGN 97-0377 CARLSBAD LOT 41 - MEZZANINE BLDG 2 3/9/98 I Job Number Job Name: Date Run.- Location: . Joist Description: •. Matic CARLSBAD, CA Long Span 18LH786/480 T38 Chord Properties Chord Area Rx Rz Ryy Y I Q Material TC 0.8742 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28=2x2x.232 BC 0.7130 0.6174 0.3938 1.2345 0.5690 0.2718 1.0000 25=2x2x.187 Axial and Bending Analysis K: 0.75 : 75'10,000.00 Fb: 30,000.00 Mom of Inertia: 223.49 LL 450: 497.29 TL 240: 1 932.42 1 17-73/4 Max Bridg TC: Max Bridg BC: 1 24-8 1/4 Top Chord Check End Panel LE First Panel LE Interior Panel 'First Panel RE End Panel RE : Gap Between Chords: 22.00 .1.00 Length 22.00 24.63 24.00 24.63 Bending Load 786.00 786.00 0.00 786.00 786.00 Max Load Fillers TC: Axial Load 17,905.28 16,817.55 40,187.40 16,817.55 47,336.04 17905.28, Max Load no Fillers TC: 10,241.23:43,656.80 56.15 !Min Weld Len 2X: 23,363.22: .0.5000 Ifa 10,241.23 9619.09 22,985.87 9,619.09 Maximum KLJr 56.15 62.85 30.63 62.85 Fa 23,363.22 22,224.46 27,074.66 22,224.46 F'e 115,286.46 92,017.66 172,218.05 92,017.66 115,286461 BC Stress: 0.97341 29 215.68 3663.30 Tc0AuRyy 229.0188 1Cm 0.9734 0.9686 0.9466 0.9686 Panel Point Moment 3663.30 3663.29 0.00 3663.29 Mid Panel Moment 2342.75 1567.59 0.00 1567.59 2342.75:. SC LJRz 793345 :121.8857 Panel Pointfb 7933.45 7933.42 000 7933.42 Mid Panel fb 2098.65 1404.25 0.00 1404.25 2098.65 o Fillers 0 0 0 01 Panel Point Stress 18,174.68 17,552.51 22985.87 17,552.51 18,174.68 0.5131 Mid Panel Stress 0.5131 0.4834 0.8490 0.48341 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 20,545.64 23,561.94 0.00 5,091.25 2.0 x 0.692 1 RM = round 1 W3 0.00 16,546.53 9,490.56 11,217.41 4.5x0.143 1 21 =2x2x.143 W4 10,447.16 10,781.25 0.00 7049.43 5.6x0.125 1 1E= 1 1/2x 1 1/2x.125 W5 0.00 11,848.68 7,710.91 7,921.67 3.8 x 0.138 1 1G = 1112 x 1 1/2 x.138 W6 4,974.67 6,183.57 0.00 2,449.351 3.1 x 0.109 1 10 = 1 x 1 x.109 W7 0.00 7,818.57 4173.96 4,413.77 2.6 x 0.109 1 15 =1 1/4 x 1 1/4 x.109 W7 0.00 7,818.57 4,173.96 4,413.77 2.6 x 0.109 1 15 = 11/4 x 11/4 x .109 W6 4,974.67 6,183.57 0.00 2,449.35 3.1 x 0.109 1 10 = 1 x 1 X.109 W5 0.00 11,848.68 7,710.91 7,921.67 3.8x0.138 1 1G= 1 112x1 1/2x.138 W4 10,447.16 10,781.25 0.00 7,049.43 5.6x0.125 1 1E= 1112x1 1/2x.125 W3 0.00 16,546.53 9,490.56 11,217.41 4.5x0.143 1 21 =2x2x.143 W2 20,545.64 23,561.941 0.00 5,091.25 2.0x0.692 1 RM=round 1 Vi 0 6,183.57 2,076 3,956.90 2.0 x 0.109 1 10 = 1 x 1 X.109 V2 0 6,183.571 1,773 4,524.681 2.0x0.109 1 10=1 xi x.109 ,.-- .STRESS ANAtYSIS- - - : Job Number Job Name: . Date Run. 97-0377 CARLSBAD LOT 41- MEZZANINE BLDG 1 . 3/9198 (Th, Location: . - Joist Descnption: . - Ma,c LUUIJJJ. CARLSBAD, CA Long Span 18LH786/480 T39 Geometry Base Length: 24-2 1/4 Working Length: 23-10 1/4 I Joist Depth: 18.00 I Efective Depth: 16.85 I BC Panel Length: 5 4-0 Shape: Parallel Chords Variable Left End I Right End BC Panel 3-0 13-0 IC Panel 2-0 2-0 1-1 i/a Eirst Half 1-1 1/8 First Diag. 4-1 1/8 4-1 1/8 Depth 118.00 118.00 Loads Uniform Load (plf) 1 786.00 1:1 Live Load (pit) . 480.001 Concentrated Load TC @ 12-1 1/8 (Ibs) 500.00 Additional Shear in Webs . 250.001 TC Axial Load . 4600.00 Stress Analysis Summary Int. Pane! TC: 24.00 Max Panel BC: 148.00 Reaction LE 19,624.69 Reaction RE: 9,624.69 Minimum Shear 2,406.17 Max TC Comp.: 40,472.58 Max BC Tension 141,948.56 Member TC Tension ITC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.001 17,971.38 0.00 6.001 20,619.41 0.00 37.94 0-2 vis 0.001 16,871.99 0.00 0.001 0.00 2,097.24 20.68 2-0 W3 0.00 16,871.99 22,607.01 0.001 0.00 9,648.19 21.36 3-0 W4 0.00 - 30,801.81 22,607.01 0.001 10,447.16 0.00 29.32 4-1 1/8 W5 0.00 30,801.81 36,757.00 0.001 0.00 7,710.91 29.32 6-1 1/8 W6 0.00 40,472.58 36,757.00 0.001 4,974.67 0.00 29.32 8-1 1/8 W7 0.00 40,472.58 41,948.56 0.001 0.00 4,188.21 29.32 10-1 1/8 W7 0.00 40,472.58 41,948.56 0.001 0.00 4,188.21 29.32 12-1 1/8 W6 0.00 40,472.58 36,757.00 o.00j 4,974.67 0.00 29.32 14-1 1/8 W5 0.001 30,801.81 36,757.00 0.001 0.00 7,710.91 29.32 16-1 1/8 W4 0.001 30,801.811 22,607.01 0.001 10,447.16 0.00 29.32 18-1 1/8 1 W3 0.001 16,871.991 22,607.01 0.001 0.00 9,648.19 21.36 20-1 1/8 V1S 0.001 16,871.991 0.00 0.001 0.00 2,097.24 20.68122-2 1/4 W2 0.001 17,971.381 0.001 0.001 20,619.41 0.00 37-94121-2 1/4 Standard Verticals Member I Position I Max Tension I -Max çomp. I Length I V2 Interior I 0.001 1,774.36 16.85 -. . . . MATERIAL DESIGN Job Number Job Name: . Date Run: 197-0377 ICARLSBAD LOT 41 -MEZZANINE BLDG 2 . 319198 Location: - Joist Description: Mark. [CARLSBAD, CA Long Span 18LH7861480 139 Chnrd Pronrtiec Chord Area Rx Rz Ryy V I Q Material TC 0.8742 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28=2x2x.232 BC 0.7130 0.6174 0.3938 1.2345 0.5690 0.2718 1.0000 25=2x2x.187 Axial and Bending Analysis K: - 0.75 Fy: 1 50,000.00 Pb: 30,000.00 Mom of Inertia: 1 223.49 LL 450: 492.10 TL 240: 922.68 Max Bridg TC: 1 17-73/4 Max Bridg BC: 1 24-8 114 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE !Gap Between Chords: 22.00 1.00 786.00: Max Load Fillers TC: -47336.04 17971•38'Ma'x Load Filler's TC: 10279.04 43,656.80 Length 22.00 25.13 24.00 25.13 Bending Load Axial Load 786.00 17,971.38 786.00 16,871.99 0.00 40,472.58 786.00 16,871.99 fa 10,279.04 9650.22 23,148.99 9,650.22 Maximum K Ur 56.15 64.13 30.63 64.13 56.15 Min Weld Len 2X: 0.5000 Fa 23,363.22 22,000.12 27,074.66 22,000.12 23,363.221 Fe 115,286.46 88,391.71 172,218.05 88391.71 115,286.46 BCStress: 29,415.66 Cm 0.9733 0.9672 0.9462 0.9672 0.9733 Panel Point Moment Mid Panel Moment 3745.21 2311.37 3745.32 1685.52 0.00 0.00 3745.32 1685.52 TC OALIRyy: 3745.21 2311.37.Bc Z. Panel Pointfb 8110.84 8111.07 0.00 8111.07 8110.84 121.8857 Mid Panel fb 2070.54 1509.89 0.00 1509.89 2070.54 0 18,389.88 0.51371 Fillers 0 0 0 0 Panel Point Stress 18,389.88 17,761.29 . 23,148.99 17,761.29 Mid Panel Stress 0.5137 0.4933 0.8550 0.4933 Web Desian Member Web Tension I Allow Tension Web Comp Allow Camp Weld Qty Material W2 20,619.411 23561.94 0.00 5,091.25 2.0 x 0.694 1 RM = round 1 W3 0.001 16546.53 9648.19 11,143.25 4.5x0.143 1 21=2x2x.143 W4 10,447.1611 10,781.25 0.00 7,049.43 5.6x0.125 1 1E= 1 1/2x 1 1/2x.125 W5 1 0.001 11,848.68 7,710.91 7,921.67 3.8 x 0.138 1 1G = 11/2 x 11/2 x.138 W6 4,974.671 6183.57 0.00 2,449.35 3.1 x 0.109 1 10 = 1 x 1 X.109 W7 0.001 7,818.57 4,188.21 4413.77 2.6 x 0.109 1 15 = 1 1/4 x 1 1/4 x.109 W7 0.00 7,818.57 4,188.21 4,413.77 2.6x0.109 1 1511/4x11/4x.109 W6 4,974.671 6,183.57 0.00 2,449.35 3.1 x 0.109 1 10 = 1 x X.109 W5 0.001 11,848.68 7,710.91 7,921.67 3.8x0.138 1 1G= 1 1/2x1 1/2x.138 W4 10,447.161 10781.25 0.00 7,049.43 5.6 x 0.125 1 1E = 1112 x 1 1/2 x .125 W3 0.001 16,546.53 9,648.19 11,143.25 4.5x0.143 1 21=2x2x.143 W2 20,619.41 il 23,561.94 0.00 5,091.25 2.0 x 0.694 1 RM = round 1 Vi 0i 6,183.57 2,097 3,956.90 2.0 x 0.109 1 10 = 1 x 1 X.109 V2 01 6,183.57 1,774 4,524.68 2.0 x 0.109 1 10 = 1 x 1 X.109 • I$r STRESS ANALYSiS - • ....•.,., Job Number Job Name: 97-0377 CARLSBAD LOT 41 - MEZZANINE BLDG 2 Location: Joist Description: LUUIJJ. CARLSBAD, CA Long Span 18LH786/480 Geometry Date Run: 319/98 Mark: T40 Base Length: 24-21/4 Working Length: 123-101/4 I Joist Depth: 18.00 I Efective Depth: 16.85 I BC Panel Length: I @ -0 I Shape: Parallel Chords Variable Left End I Right End . BC Panel 3-0 3-0 TC Panel 2-0 2-0 1-1 1/ First Half 1-11/8 First Diag. 4-1 1/8 4-1 1/8 Depth 118.00 118.00 Loads Uniform Load (pif) 786.0011 Live Load (pIt) . 480.001 Concentrated Load TC @ 12-1 1/8 (Ibs) 500.00llAdditional Shear in Webs . 250.00 IC Axial Load 4,600.00 Stress Analysis Summary Int. Pane! TC: 24.00 Max Pane! BC: 1 48.00 Reaction LE: 9,624.69 Reaction RE: 1 9,624.69 Minimum Shear 1 2,406.17. Max TC Comp.: 40,472.58 Max BC Tension 41,948.56 Member IC Tension ITC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 0.001 17,971.38 0.00 0.00 20,619.41 0.00 37.94 0-2 V1S 0.001 16,871.99 0.00 0.00 0.00 2,097.24 20.68 2-0 W3 0.001 16871.99 22,607.01 0.00 0.00 9648.19 21.36 3-0 W4 0.001 30,801.81 22607.01 0.00 10,447.16 0.00 29.32 4-1 1/8 W5 0.001 30,801.81 36,757.00 0.00 0.00 7,710.91 29.32 6-1 1/8 W6 0.001 40,472.58 36,757.00 0.00 4,974.67 0.00 29.32 8-1 1/8 W7 0.001 40,472.58 41,948.56 0.00 0.00 4,188.21 29.32 10-1 1/8 W7 0.001 40,472.58 41,948.56 . 0.00 0.00 4,188.21 29.32 12-1 1/8 W6 1 0.001 40,472.58 36,757.00 0.00 4,974.67 0.00 29.32 14-1 1/8 W5 0.001 30,801.81 36,757.00 0.00 0.00 7,710.91 29.32 16-11/8 W4 0.001 30,801.81 22,607.01 0.00 10,447.16 0.00 29.32 18-11/8 W3 0.001 16,871.99 22,607.01 0.00 0.00 9,648.19 21.36 20-11/8 vis 0.001 16,871.99 0.00 0.00 0.00 2,097.24 20.68 22-21/4 W2 0.001 17,971.38 0.00 0.00 20,619.41 0.00 37.94 21-21/4 Standard Verticals Member Position I V2 Interior Max Tension I Max Comp. I Length 0.001 1,774.36 16.85 Geometry r -' STRESSANALYsIs - Job Number Job Name:Date Run: 97-0377 CARLSBAD LOT 41 -MEZZANINE BLDG 2 3/9198 Location: - Joist Descnptson Mark CA - Long Span 18LH786/480 T41 [ Base Length: 23-73/4. Working Length: 123-3314 Joist Depth: 18.00 Elective Depth: 16.86 I BC Panel Length: 15 @ 4-0 I Shape: Parallel Chords Variable Left End Right End BC Panel 3-0 3-0 TC Panel 2-0 2-0 First Half 0-9 7/8 0-9 7/8 First Diag. 3-97/8 3-97/8 Depth 18.00 118.00 Loads Uniform Load (plf) 786.001 Live Load (plf) . 480.001 Concentrated Load TC @ 11-9 7/8 (Ibs) 500.00 1 jAdditional Shear in Webs 250.00 1 TC Axial Load 4,600.001 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: * 148.00 Reaction LE: 1 9,411.81 Reaction RE: 19,411.81 Minimum Shea,: 1 2,352.95 Max TC Camp.: 1 38,604.83 Max BC Tension 40,079.61 Member TC Tension TC Compresion BC Tension IBC Compresion Web Tension Web Camp. Web Length PP Dist W2 000 17527.46 0.001 0.00 20,126.77 0.00 37.95 0-2 V1S 0.00 .16,504.72 0.00 0.00 0.00 1,956.74 20.69 2-0 W3 0.00 16,504.72 20,753.79 0.00 0.00 8,696.93 19.54 3-0 W4 0.00 28,941.92 20,753.79 0.00 10,441.46 0.00 29.3313-9 7/8 W5 0.00 28,941.92 34,892.27 000 0.00 7,706.71 29.33 5-97/8 W6 0.00 38,604.83 34,892.27 0.00 4,971.96 0.00 29.33 7-97/8 W7 0.00 38,604.83 40,079.61 0.00 0.00 4,093.35 29.33 9-97/8 W7 0.00 38,604.83 40,079.61 0.00 0.00 4,093.35 29.33 11-97/8 W6 0.00 38,604.83 34,892.27 0.00 4,971.96 0.00 29.33 13-97/8 W5 0.001 28,941.92 34,892.27 0.00 0.00 7,706.71 29.33 15-97/8 W4 0.00 28,941.92 20,753.79 0.00 10,441.46 0.00 29.33 17-97/8 W3 0.00 16,504.72 20,753.791 0.00 0.00 8,696.93 19.54 19-97/8 V1S 0.00 16,504.72 0.001 0.00 0.00 1,956.74 20.69,21-7 3/4 [_W2 1 0.00 17,527.46 0.001 0.001 20,126.77 0.00 37.95120-7 3/4 Standard Verticals Member Position Max Tension I Max Camp. Length I V2 Interior 0.001 1,765.02 16.861 41 MATERIAL DESIGN - Job Number Job Name: . Date Run: -.- 97-0377 CARLSBAD LOT 41 - MEZZANINE BLDG 2 . 319198 Location: - Joist Description: Maric CARLSBAD, CA Long Span 18LH7861480 T41 Chord Pronerties Chord Area Rx Rz Ryy V I Q Material TC 0.7780 0.6149 0.3929 1.2389 0.5755 0.2942 1.0000 26 = 2 x 2 x .205 BC 0.6730 0.6189 0.3944 1.2318 0.5650 0.2578 0.9808 24=2x2x.176 S Axial and Bending Analysis K: Fy: 0.75 50,000.00 Fb: 30,000.00 Mom of inertia: 205.69 LL 450: 485.22 TL 240: 909.79 Max Bridg TC: 1 17-65/8 Max Bridg BC: 1 24-7518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 22.00: 1.00 786.00 Max Load Fillers TC: 17,527.46 Ma 144.17 Load no Fillers TC: 11,264.801i38,883.70 S Length 22.00 21.88 24.00 21.88 Bending Load Axial Load 786.00 17,527.46 - - 0.00 38604.83 - - fa 11,264.80 - 24,811.10 - Maximum K Ur 55.99 - 30.54 - 55.991 Mm WeidLen2X: 23,390.27t. o•oo 11666212!8CSt S5: 0.9710 29,775.76 3267.05 225.8109 2497.57 :BCURZ: 7910.44 :121.7054 Fa 23,390.27 - 5 27,085.81 - Fe Cm Panel Point Moment 116,662.12 0.9710 3267.05 - - - - 174,273.04 0.9431 0.00 - - Mid Panel Moment 2497.57 - - 0.00 - Panel Pointfb 7910.44 - 0.00 - Mid Panel lb 2443.07 - 0.00 - 2443.07 Fillers 0 - 0 - 0 Panel Point Stress 19,175.24 - 24,811.10 - 19175.24 0.5691: Mid Panel Stfess 0.5691 - 0.9160 - Web Desion . Member Web Tension I Allow Tension Web Comp Allow Camp Weld Qty I Material W2 20,126.771 23,561.941 0.00 5,089.62 2.0 x 0.678 1 1 RM = round 1 W3 0.00 14,531.25 8,696.93 9,591.87 4.7x0.125 1 120.=2x2x.125 W4 10,441.461 10,781.25 0.00 7,048.15 5.6 x 0.125 1 1E = 1 1/2 x 1 1/2 x.125 W5 0.00 11,848.68 7,706.71 7,920.16 3.8x0.138 1 1G = 1 1/2x 1 1/2x.138 W6 4,971.96 6,183.57 0.00 2,448.04 3.1 x 0.109 1 10 = 1 x 1 X.109 W7 0.00 7,818.57 4,093.35 4,412.48 2.5 x 0.109 1 15 = 1 1/4 x 11/4 x.109 W7 0.00 7,818.57 4,093.35 4,412.48 2.5 x 0.109 1 15 = 1 1/4 x 1 1/4 x.109 W6 4,971.96 6,183.57 0.00 2,448.04 3.1 x 0.109 1 10 = 1 x 1 X.109 W5 0.00 11,848.68 7,706.71 7,920.16 3.8 x 0.138 1 1G = 1 1/2 x 1 1/2 x.138 W4 10,441.46 10,781.25 0.00 7,048.15 5.6x0.125 1 11E= 1 1/2x1 1/2x.125 W3 0.00 14,531.25 8,696.93 9,591.87 4.7 x 0.125 1 120 = 2 x 2 x.125 W2 20,126.77 23,561.94 0.00 5,089.62 2.0 x 0.678 1 RM round 1 Vi 0 6,183.57 1,957 3,955.15 2.0 x 0.109 1 10 = 1 x 1 X.109 V2 0 6,183.571 1,765 4,522.76 2.0x0.109 1 1101x1x.109 STRESS ANALYSIS Job Number Job Name: . . Date Run: 97-0377 CARLSBAD LOT 41 -MEZZANINE BLDG 2 . 3/9198 Location: -. Joist Description: Mast CARLSBAD, CA Long Span 18LH786/480 , T42 II Geometry F14-e2 Length: _3/4 I Working Length: _13-10 I Joist Depth:, 18.00 I Efective Depth: 17.01 BC Panel Length: _3 @4-0 I Shape: ' _Parallel Chords Variable LeftEnd RightEnd 3-0 BCPanel 3-0 TCPanel 2-0 2-0 FirstHalf 0-13/8 0-13/8 FirstDiag. .3-1 3/8 3-13/8 Depth . 18.00 i 18.00 1 Loads Uniform Load (pIt) 786.00 Live Load (plf) . 480.00 Concentrated Load TC @ 7-1 3/8 (Ibs) 500.00 jAdditional Shear in Webs .; - 250.00 TC Axial Load . _37,110.00 . 11 Stress Analysis Sumrnar, tnt. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE 5,711.06 Reaction RE: 5,711.06 Minimum Shear 1 1,427.77 Max TC Comp.: 37,694.41 Max BC Tension 114,611.15 Member TCTension TCCompresion BCTension BC Compresionj WebTension WebComp. Length PP Dist W2 0.00 35,314.96 0.00 0.00 11,714.02 0.00 _Web 38.02 0-2 V1S .0.00 .34,701.90 0.00 0.00 0.00 1,483.62 20.81 2-0 W3 0.00 34,701.90 9,469.00 0.00 0.00 4,095.35 17.06 3-0 W4 0.00 37,694.41 9,469.00 0.00 .4,943.00 0.00 29.42 3-13/8 W5 0.00 37,694.41 14,611.15 0.00 0.00 2,469.37 29.42 5-13/8 W5 .0.00 37,694.41 14,611.15 0.00 0.00 2,469.37 .29.42 7-13/8 W4 0.00 37,694.41 9,469.00 0.00 4,943.00 0.00 29.42 9-13/8 W3 0.00 34,701.90 9,469.00 0.00 0.00 4,095.35 17.06111-1 3/8 V1S 0.00 34,701.90 0.00 0.00 0.00 1,483.62 20.811 12-2 3/4 W2 .0.00 '35,314.96 0.00 0.00 11,714.02 0.00 38.02111-2 3/4 Standard Verticals Member Position _MaxTension , _MaxComp. _Length V2 . Interior 0.00 1,637.75 17.01 , .,. .. , • • - MATERIAL DESIGN Job Number Job Name: Cafe Run: 97-0377 CARLSBAD LOT 41 - MEZZANINE BLDG 2 3/9/98 Location: Joist Description: . Ma*: CARLSBAD, CA Long Span 18LH786/480 T42 Chord Properties Chord Area Rx Rz Ryy Y I 0 Material TC 0.7780 0.6149 0.3929 1.2389 0.5755 0.2942 1.0000 26 =.2 x 2 x.205 BC 0.3262 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1C = 1 112x 1 1/2x.113 Axial and Bending Analysis 4<: Py: Pb: Mom of Inertia: LL 450: TL 240: Max Bridg PC: Max 8ridg BC: 0.75 50,000.00 30,000.00 133.34 1,485.21 2,784.78 1 17-65/8 1 20-6718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I. Between Chords: Length 22.00 13.38 24.00 . 13.38 22.00111 00 Bending Load 786.00 - 0.00 - 786.00; PC: 142,144.17 Axial Load 35,314.96 - 37,694.41 - 35,314.96 Max Load no Fillers PC: fa 22,696.72 - 24,225.98 - 22,696.721 38,883.70 Maximum K L/r 35.78 - 30.54 - 35.781 Min Weld Len 2X: Fa 26,410.03 - - . 27,085.81 - . 26,410.031 0.5000 Fe 116662.12 - 174,273.04 - 116,662.12 i 18C stress. 393.86 Cm 0.9416 - 0.9444 - 0.9416 2, Panel Point Moment 2647.57 - 0.00 - 2647.571 TCOAURyy. Mid Panel Moment 2749.52 - 0.00 - 2749.52HBCZ. Panel Pointfb 6410.52 - •0.00 - 6410.52161.6702 Mid Panel fb 2689.52 - 0.00 - 2689.52 Fillers 1 - 0 1 Panel Point Stress 29,107.24 - . 24,225.98 - 29,107.24 Mid Panel Stress 0.9642 - 0.8944 - 0.96421 Web Desian Member Web Tension Allow Tension Web Comp I Allow Comp Weld Qty Material W2 11,714.02 18,039.61 0.001 2,973.08 2.0x0.394 1 RH round 7/8 W3 0.00 7,818.57 4,095.35 4,735.32 2.5 x 0.109 1 15 = 1 1/4 x 1 1/4 x,1 09 W4 4,943.00 6,183.57 0.00 2,433.841 3.1 x 0.109 1 10 1 x 1 x .109 W5 0.00 7,818.57 2,469.37 4,398.571 2.0 x 0.109 1 15 = 1 1/4 x 1 1/4 x.109 W5 0.00 7,818.57 2,469.37 .4,398.57 2.0x0.109 1 15 = 11/4x 1 1/4x.109 W4 4,943.00 6,183.57 0.00 2,433.84 3.1 x 0.109 1 10 = 1 x 1 X.109 W3 0.00 7,818.57 4,095.35 4,735.32 2.5 x 0.109 1 15 = 11/4 x 1 1/4 x .1 09 W2 11,714.02 18,039.61 0.00 2,973.08 2.0 x 0.394 1 RH = round 7/8 Vi 0 6,183.57 1,484 3,936.20 2.0 x 0.109 1 10 = 1 x 1 X.109 V2 0 6183.57 1,638 4,502.03j 2.0x0.109 1 10=1 x x.109 :..• STRESS ANALYSIS Job Number Job Name: Date Run: 97-0377 CARLSBAD LOT 41 - MEZZANINE BLDG 2 319/98 Location: . Joist Descnption Mark: CARLSBAD, CA Long Span 18LH7861480 . 144 Base Length: 23-11 1/2 Working Length: 1 23-71/2 Joist Depth: 18.00 Efective Depth: 16.86 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End, Right End BC Panel 3-0 3-0 TC Panel 2-0 2-0 0-11 314 First Half -i13/4 First Diag 3-11 3/4 3-11 3/4 Depth 118.00 18.00 Loads Uniform Load (plf) 786.00! Live Load (ptf) 480.00 Concentrated Load TC @ 11-11 3/4 (Ibs) 500.00 jAdditional Shear in Webs 250.00 TC Axial Load 4,600.00 Stress Analysis Summary mt. Panel TC: 24.00 Max Panel BC: 1 48.00 Reaction LE: 19,534.63 Reaction RE: 9,534.63 Minimum Shear 1 2,383.66 Max TC Comp.: 39,667.77 . Max BC Tension 141,142.89 Member IC Tension TC Compresion 'Bd Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 0.00 17,779.34 0.00 0.00 20407.09 0.00 37.95 0-2 V1S . 0.00 16,712.65 ' 0.00 0.00 0.00 2,037.57 20.69 2-0 W3 0.00 16,712.65 21,812.50 0.00 0.00 9,222.69 20.55 3-0 W4 0.00 30,002.57 21,812.50 0.00 10,443.12 0.00 29.33 3-11 3/4 W5 0.00 30,002.57 35,954.33 0.00 0.00 7,707.93 29.33 5-11 3/4 W6 0.00 39,667.77 35,954.33 0.00 4,972.75 0.00 29.33 7-11 3/4 W7 0.00 39,667.77 41,142.89 0.001 0.00 4,147.42 29.33 9-11 3/4 W7 0.00 39,667.77 41,142.89 0.001 0.00 4,147.42 29.33 11-11 3/4 L W6 0.00 39,667.771 35,954.33 0.001 4,972.75 0.00 29.33 13-11 3/4 W5 0.00 30,002.571 35,954.33 0.001 0.00! 7,707.93 29.33 15-11 3/4 W4 . 0.00 30,002.57i 21,812.50 0.001 10,443.121 0.00 29.33 17-11 3/4 W3 0.00 16,712.651 21812.501 0.001 0.001 9,222.69 20.55 19-11 3/4 V1S 0.00 16,712.651 0.001 0.001 0.001 2,037.57 20.69121-1 L1t2 W2 0.001.17,779.341 0.001 0.001 20,407.091 0.00 37.95120-11 112 Standard Verticals Member Position I Max Tension I Max Comp. Length V2 Interior 1 0.001 1,770.34 16.86 4 MATERIAL DESIGN Job Number Job Name: Date Run: 97-0377 CARLSBAD LOT 41 - MEZZANINE BLDG 2 1319198 Location: .. Joist Description: Mailc CARLSBAD, CA Long Span 18LH7861480 144 Chord Properties [ Chord Area Rx Rz Ryy Y I 0 Material TC 0.7780 0.6149 0.3929 1.2389 0.5755 0.2942 1.0000 26 = 2 x 2 x.205 BC 0.7130 0.6174 0.3938 1.2345 0.5690 0.2718 1.0000 25 = 2 x 2 x.187 Axial and Bending Analysis [K: IFy:* , 0.75 50000.00 Fb 30,000.00 1211.97 Mom of ineitia: Li. 450: 480.45 Ti. 240: 900.84 117-6 5/8 Max Bridg TC: Max Bridg BC: 124-81/4 [Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE TGap Between Chords: Length Bending Load 22.00 I 786.00 23.75 - 24.00 0.00 23.75 - . 22.0011 786.001 M;r 11 Max Load no Fillers TC: 38,883.70 Axial Load 17779.34 - 39667.77 - 17,779.34! fa 11426.68 - 25,494.24 - - 11,426.681 Maximum K Ur 55.99 - 30.54 - 5 5.991 i Min Weld Lan 2X: 23,390.271 0.5000 116662.121 BC Stress: 0.9706! 28,850.70 3527.22! 1228.8378 2395.36 BCLJRZ: 8540.40 121.8857 Fa 23,390.27 - 27,085.81 - F'e Cm 116662.12 0.9706 - - 174,273.04 0.9415 - - Panel Point Moment IMid Panel Moment 3527.22 2395.36 - - 0.00 0.00 - - Panel Pointfb 8540.40 - 0.00 - Mid Panel fb 2343.09 - 0.00 - 2343.09 Fillers 0 - 4 - IPanel Point Stress 19,967.08 - 25,494.24 - 19,967.08j Mid Panel Stress 0.5726 - 0.9412 - 0.5726 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 20,407.091 23,561.94 0.00 5,090.09 2.0x0.687 1 RM = round 1 W3 0.001 14,531.25 9,222.69 9,407.98 5.0x0.125 1 20=2x2x.125 W4 10,443.121 10,781.25 0.00 7,048.53 5.6 x 0.125 1 1E =1 1/2 x 11/2 x. 125 W5 0.001 11,848.68 7,707.93 7,920.60 3.8x0.138 1 1 1G = 1 1/2x 1 112x.138 I W6 4,972.75 6,183.57 0.001 2,448.42 3.1 x 0.109 1 10 = 1 x 1 x.109 W7 0.00 7,818.57 4,147.42 4,412.86 2.6 x 0.109 1 15 = 1 1/4 x 1 1/4x.109 I W7 0.00 7,818.57 4,147.42 4,412.86 2.6x0.109 1 15=1 1/4x 1 114x.109 W6 4,972.75 6,183.57 0.00 2,448.42 3.1 x 0.109 1 10 = 1 x 1 X.109 I W5 0.00 11,848.68 7,707.93 7,920.60 3.8 x0.138 1 1G = 1 112x 1 1/2x.138 W4 10,443.12 10,781.25 0.00 7,048153 5.6 x 0.125 1 1E =1 112 x 1 1/2 x.125 W3 0.00 14,531.25 9,222.69 9,407.98 5.0x0.125 1 20=2x2x.125 W2 20,407.09 23,561.94 0.00 5,090.09 2.0 x 0.687 1 RM = round 1 Vi 0 6,183.57 2,038 3,955.66 2.0 x 0.109 1 1 10 = 1 x 1 X.109 I V2 01 6,183.57 1,7701 4,523.32 2.0 x 0.109 1 10 = 1 x 1 X.109 TC Axial Load 4,600.00 Stress Analysis Summary - Int. Panel TC: Max Panel BC: Reaction LE: Reaction RE: 24.00 137.13 4,908.69 4,908.69 Uniform Load (plf) . 786.001 Live Load (pif) . 480.00 Concentrated Load IC i 6-1 1/8 (Ibs) 500.00 Additional Shear in Webs 250.00 Minimum Shear Max TC Comp.: Max BC Tension 1,227.17 11,526.15 ' 9,308.78 STRESS ANALYSIS , ."'.. . Job Number Job Name: " , , ' , , Date Run: 97-0377 CARLSBAD LOT 41 - MEZZANINE BLDG 2 , ' 3/9198 Location: - Joist Descn'ption: ' , Mark LCARLSBAD, CA Long Span 18LH7861480 T46 enmPtTv [.Lengfh: 12-21(4 I Working Length: 718.00 11-101(4 oist Depth: I Efective Depth: 1,17.04 BC Panel Length: 12 t4-0 I Shape: Parallel Chords Variable Left End Right End BC Panel 3-0 3-0 4-1 1/8 18.00 TC Panel 2-0 2-0 First Half 1-1 1/8 1-1 1/8 First Diag. 1 1/8 Depth ~1-8 .00 Loads Member TC Tension ITC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.001 9718.71 0.00 0.00 9,906.94 0.00 . 38.03 0-2 V1S 0.00 .8,903.41 0.00 0.00 0.00 1941.60 20.84 2-0 W3 0.00 8,903.41 9,308.78 0.00 0.00 3,654.28 21.51 3-0 W4 0.00 11,526.15 9,308.78 0.00 2,221.65 0.00 29.43 4-1 1/8 W4 0.00 11526.15 9,308.78 ' 0.00 2,221.65 0.00 29.43 6-1 1/8 W3 .0.00 8,903.41 9,308.78 0.00 0.00 3,654.28 . 21.51 8-1 1/8 V1S 0.00 8,903.41 0.00 0.00 0.00 1,941.60 20.84 10-21/4 W2 0.00 9,718.71 0.00 0.00 9,906.94 ' 0.001 38.0319-2 1/4 Standard Verticals Member Position I Max Tension I Max Comp. I Length I V2 I Interior 0.00 2,125.84 17.04 zf , STRESS ANALYSIS Job Number Job Name: [Date Run: -: 97-0377 CARLSBAD LOT 41 -MEZZANINE BLDG 2 1319198 Location: Joist Description: Mark: CARLSBAD, CA Long Span 18LH7861480 147 Base Length: 18-21/4 Working Length: 117-101/4 Joist Depth. 18.00 Elective Depth: 17.02 BC Panel Length: 4 @4-0 Shape: 1 Parallel Chords Variable Left End Right End BC Panel 3-0 3-0 TC Panel 2-0 rirst Half 0-1 2-0 1/8 First Diag. '3-11/8 3-1 1/8 Depth 118.00 118.00 Loads Uniform Load (plf) . 786.00 1 Live Load (pif) . 480.00 Concentrated Load TC @ 9-1 1/8 (Ibs) 500.00 Additional Shear in Webs .. 250.00 TC Axial Load 4600.00 Stress Analysis Summary Int. Panel TC: 24.00 ' Max Panel BC: 48.00 Reaction LE: . 1 7,266.69 Reaction RE: 1 7,266.6' Minimum Shear 1,816.67 Max TC Comp.: 23,653.71 Max BC Tension 22,192.93 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist 1 W2 0.00 13257.10 0.00 0.00 15181.65 0.00 38.02 0-2 V1S 0.00 12648.85 , 0.00 0.00 0.00 1525.75 20.83 2-0 W3 0.00 12,648.85 12,621.77 0.00 0.00 5658.16 , 17.06 3-0 W4 0.00 18,515.62 12,621.77 0.00 7,657.80 0.00 29.42 3-1 1/8 W5 - 0.00 18,515.62 22,192.93 0.00 0.00 4,940.40 29.42 5-1 1/8 W6 0.00 23,653.71 22,192.93 0.00 3140.34 0.00 , 29.42 7-1 1/8 W6 0.00 23,653.71 22,192.93 0.00 3140.34 0.00 29.42 9-1 1/8 W5 0.00 18515.62 22,192.93 0.00 0.00 ' 4,940.40 29.42 11-1 1/8 W4 . 0.00 18515.62 12,621.77 0.00 7,657.80 0.00 29.42 13-1 1/8 W3 0.00 ' 12,648.85 12,621.77 0.00 0.00 5658.16 17.06 15-1 1/8 V1S 0.00 12,648.85 0.00 0.00 0.00 1525.75 20.83 16-21/4 W2 0.00$ 13,257.101 0.00 . 0.00 15,181.65 0.00 38.02115-2 1/4 Standard Verticals Member Position Max Tension I Max Comp. I Length V2 Interior 0.00 2,190.271 17.02 STRESS ANALYSIS Job Number Job Name: Date Run: - 97-0377 CARLSBAD LOT 41 - MEZZANINE BLDG 2 319198 Location: - Joist Description: Mark: CARLSBAD, CA I Long Span 18LH786/480 T48 II Geometry Base Length: 24-3114 Working Length: 123-11 1/4 Joist Depth: 18.00 Elective Depth: 16.85 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-0 3-0 TC Panel 2-0 2-0 i-i 518 18.00 First Half 1-1 5/8 First Diag. 4-1 5/8 4-1 5/8 Depth 18.00 Loads Uniform Load (pif) 786.00 Live Load (ptf) . 480.00 Concentrated Load TC © 12-1 5/8 (Ibs) 500.00 Additional Shear in Webs 250.00 TCAxialLoad 4,600.00 Stress Analysis Summary Int. Panel TC: - Max Panel BC: Reaction LE: Reaction RE: Minimum Shear Max TC Comp.: Max BC Tension 24.00 48.00 19,657.44 19,657.44 12,414.36 140,758.74 42,234.71 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.001 18,037.48 0.00 0.00 20,693.18 0.00 37.94 0-2 V18 0.00 16,926.42 0.00 0.00 0.00 2118.78 20.68 2-0 W3 0.00 . 16,926.42 22,893.17 0.00 0.00 9,809.71 21.67 3-0 W4 0.00 31,087.96 22,893.17 0.00 10447.16 0.00 29.32 4-1 5/8 W5 0.00 31,087.96 37,043.16 0.00 0.00 7,710.91 29.32 6-1 5/8 W6 0.00 40,758.74 37,043.16 0.00 4,974.67 0.00 29.32 8-1 5/8 W7 0.00 40,758.74 42,234.71 0.00 0.00 4,202.46 29.32 10-1 5/8 W7 0.00 40,758.74 42,234.71 0.00 0.00 4,202.46 29.32 12-1 5/8 W6 0.00 40,758.74 37,043.161 0.00 4,974.67 0.00 29.32 14-1 5/8 W5 0.00 31,087.96 37,043.16 0.00 0.00 7,710.91 29.32 16-1 5/8 W4 0.001 31,087.96 22,893.17 0.00 10,447.16 0.00 29.32 18-1 5/8 W3 0.00 16,926.42 22,893.17 0.00 0.00 9,809.71 21.67 20-1 5/8 V1S 0.00 16,926.42 0.00 0.00 0. - 0-01 2,118.78 20.68122-3 1/4 VV2 [ 0.00 18,037.48 0.00 0.00 20,693.181 0.00 37.94121-3 1/4 Standard Verticals Member Position Max Tension Max Camp. I Length I V2 I Interior 1 0.001 1,775.791 16.851