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HomeMy WebLinkAbout2747 LOKER AVE W; ; PCR98108; PermitB U I L D I N G P E R M I T PCR No: PCR9t;1U8 07/10/98 10:00 Page 1 of 1 Job Address: 2747 LOKER AV WEST Suite: Project No: A9704927 Development I\!o: Permit Type: PLAN CHECK REVISION Parcel No: 209-081-19-00 Valuation: O Lot#: 19 8876 07/10 "98 M Construct i <.>ri 'J.'v0g.1, 0;1,Ew02 Occupancy Group: Reference#: CB97 3818 statt'~~M~{ssuEIJ36 .. oo Description: DEFERRED SUBMITTAL-ROOF SHOP : DRAWINGS-ASYMTEK Appl/Ownr INSP. --- 619 440-7424 [)I' ' -..,. Applied: 06/26/98 Apr/Issue: 07/10;98 Entered By: RMA CLEARANCE -------:.::.::::==:-====-:::::=-------· CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 FOR OFFICE USE ONLY PERMIT APPLICATION PLAN CHECK NO. pc.g qf I (j .9 CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1161 EST. VAL __________ _ Address (include Bldg/Suite #) Business Name (at this address) Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Proposed Use # of Bedrooms # of Bathrooms Name Address 1!i •. i.7CON'J'.!tACTOR:! COIVIP,Al\!Y'.W',IV!E:;;_;<:"':;_ 1 ·,;;_:-: Telephone# ''' ·,_;.. ,) .. (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 [$5001). Name Address City State/Zip Telephone# State License # _________ _ License Class _________ _ City Business License # _______ _ Designer Name Address City State/Zip Telephone State License# _________ _ iG~: ~'.W.QRKEl{sfj:i6Mi>i:ij°~ATIOl'J: ::;~ :_:: __ :::_~:::.:'.,:..:~.:.:::~: . . --~-·, ' Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain workers' compensation, as 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) O CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000}, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE ______________________________ DATE _________ _ 17 · .. ,oWNEfiaBIJlliDEit'DECL:ARATION:"';''·· ,., .. · ~-;;,:;~,-0;,..;. .-.... ' -; ... ~;_ ~-, ·-··:·· ,:';>_ •. ,.··:,. ... ·· · · •. . .-· "·. , _,, ,, ·· .,-.--.,.~·. · .,: ,. · •. ·-. , ~··· · -. ---,. I her~b/affirm that I ~~ exe~pt from th~-Co~t~a~~;;;'; Lice~s~ L~~/f~r the f~lio~i~g ~~;son: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted wit~ the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. 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 / address / phone number/ contractors license number): _____________________________________________ _ 5. 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 ________ _ ;CQMP~E".J'ii1s:secT1i;:>N:Foj:l.fibN~t$IQgJ\{:1lAL,8l!i~DiNG1ii~RMITS:QNLY:::. -.. :,. · -~-, •· ./.:: ''. .,.-~ · 1~· ··-.'., Is 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? D YES D 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 O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O 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. ~.<,'..q~gftSTfl!JC1'.JONi~DIN~fM~J.l.¢Y, ;;.: -~'i'.'::C:{?;· '" -' '· .. : :;:, . ~ .. -:;·. , .. ~ n,> - I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME _____________ _ ,, : · -;'": n.':r'; ~ r',,, 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 Citt 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 ot 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 after s commence{! for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE ~:......Jl.(.L.__;:::...;;..;::;.:__:::£.!=..J.!'·-:_·""_,....__~------------DATE (e ( )-{,, /1ef" WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation 1.n Partnersliip Witli {jovemment for '.Builaing Safety DATE: July 7, 1998 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-3818 (PCR 98108) PROJECT ADDRESS: 2747 W Loker Avenue PROJECT NAME: Asymtek SET:I n APPi l~NT ~ D PLAN REVIEWER 0 FILE • The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: • Esgil Corporation staff did not advise the applicant that the plan check has been cqmpleted. D Esgil Corporation staff did advise the applfcant that the plan check has been completed. Person contacted: Date contacted: (by: ) Mail Telephone Fax In Person • REMARKS: PCR 98108 By: Abe Doliente Esgil Corporation 0 GA O CM O EJ D PC Telephone#: Fax#: Enclosures: 6/29/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 97-3818 (PCR 98108) July 7, 1998 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad 98108) PREPARED BY: Abe Doliente BUILDING ADDRESS: 2747 W Loker Avenue BUILDING OCCUPANCY: B/F-1/S-l II BUILDING PORTION BUILDING AREA (ft.2) Roof Shop Drawinos (Deferred submitted) Air Conditionino Fire Sprinklers TOTAL VALUE PLAN CHECK NO.: 97-3818 (PCR DATE: July 7, 1998 TYPE OF CONSTRUCTION: V-N VALUATION VALUE MULTIPLIER ($) D 199 UBC Building Permit Fee D Bldg. Permit Fee by ordinance: $ D 199 UBC Plan Check Fee D Plan Check Fee by ordinance: $ 435.75 Type of Review: • Complete Review -· D Structural Only • Hourly D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: $ 348.60 Comments: 4 hours@ 87.15 X 1.25 = $435.75 Sheet 1 of 1 macvalue.doc 5196 ,,! :, ·,, • ,i .':i~:··f·t~· ... GIRD~j§fMfii!LL"-O.F MATERIAL ' ~: ·~~~.;~~~'!~~- DATE: · \SHEET 04/02/98 1 OF 3 DWG: R.L IJOB #: 98-02~~1( . I REV: 05/19_19~· PAINT: RED OXIDE JOB NAME: ~{~ ~ ~ ~ E:: :E<= 06/08/98. OFFICE USE ONLY ---,. '."·~1~_:·1 . LOCATION: CARLS9AO.· CA. ROOF ~AX (1100)4112-4-492 (1115)1132-4728 FOR: D.A. WHITACRE QTY: 5 Kp=3/4"x3"x16" NOT BY I.S.P. ''iNKp=3/4"x6"x12"@ G1 ONLY .. ~t; __ ~.:..:a~-.,. ... ,·f: · ..... ~, ~.~ :-. -! 1.-ALL GIRDERS TO HAVE AN ADITIONAL,LO OF_! 000. Lbs. AT ANY PANEL POINT. · '/J ~ ·+:::-HOLD CLEAR 16".· · CHECK PANEL * LEFT END 2.-0 :,r; OVER STRESS V vv vvv LEFT END RIGHT END BOTH ENDS 1,, , * * RIGHT END . . . * * * BOTH ENDS 3. -DEFLECTION LIVE LOAD L/240 ____ ......... .,-. ~.~ KNIFE PLATE lf{f·t·~ QTY, IDESCRIPTION I MARK IBASE-LENGHTh S~TSfil~TCXL I ITCXR rvtscxc1wTscx,n: I -0-A.L~-SEAT-HOLES---~ C BDLThD LGTH TY LGTH TY L_GTH _ LGTH T'( HLE H _GAH' ~ 1 1 . 32G4N7.3KjG1 130'-11 1/4"16" 'le" Is 1/2"lsF!1 1/2"!sF!1 1/2"~ & 1/2"!2 131'-s·,;4"1-·-· ~ ·1/8'10-4"1-··-10-s"l'r" 7·:. ,, t ~; ___ 4_8_G_6_N_7 ___ 3_K-i-G-. 2----.--4-7-.---8-.. .--6-"--6-.. -.-,-, /-2"'T" S-F--1 -, -2-· _S_F_4_1 /-2-," ._,~,-/2_" ___ 2_4_7-.-_-,-,-.. -, -1-/-8" __ 1_/_8' ..... o---4-.. -_-6-.. "9-o---6--"-5-.. --i.. .\: \: ,, / 1 1 - 48G6N9.5KIG3 148'-3 1/2" 6" 6" 1 1/2" SF_-:---1/2" 2 48' -5., 1 1/8" ---10-4" -6" -5" 48G6N1O.4KIG4 l46'-11"ls" le" 15 3/4"sF1 1;2· SF7 3/4" 1/2"2 47'-6 1/4" --1L8'0-4" _o_1(4"o-s·s· ~ -1 --48G6N1O.4KIG4A 147."-8"16" le" 11 1/2"lsFl11/2'lsFl41/2"'2 ~ 1/2"12 147'-11"~1/8"~ 1/8'fo:_4"p-s"lo-6"15" -MARK -G1 - PANEL-LAYOUT ADDITIONAL CONCENTRATED LOADS'3) NET G AXIAL LOAD FIXED MOMENT (D LATERAL MOMENT(D MIN A N B LOAD DIST. LOAD DIST. PU TC BC LE RE LE RE 1 "® 1-11L4"f2la'-o"f?'-10··fo.~Kl7'-11/4Mlo.3Kl15'-11/4"l --ls1.0KI -I I --1 -I --·- REMARKS •;..-, "i/ "i/ 'v -G2 0.3K 231-11/41 7'-1o'f4 ls'-o"lt-1o"lo.2Kl7'-1o"lo.6K'23!-1o"l -l6s.0KI -1--1 -I --I --·-'v 'v 'v 2.8K 31'-10" 2.8K 39'·-10" -G3 - -~ t= G4A 7'-10"14 la'-o"~'-s 1/2:.lo.4Kl7'-19"lp.4Kl15'-10"I ==!47.oKI -I -I -I --I -·- 0.4K 31'-10" O.4K 39'-10" . •7'-1"14 w=o"lr='1o"lo.6Kl1s'-1"1o.4Kl23'-1"l -l47.oKI -·1--1 -I --I --·- ** 'v(4.0K,I · * "v "v( 4.0K; 0.4K 31'-1" O.4K 39'-1" 7'-10"14 ls'-o"~·-10.~O~7'-10··10.2Kl1s'-10"I ==!47.oKl-1-1 -1-I -·-'v 'v V (4~0K' ~) .. ,,·-'(cr.2 K 23'-1 o"· 0. 4K 31'-10" 0. 6 K39'-108 r l , .. ~ /)--...,, ru,-o,"' (fl-,;;FT=l<IPS f,l'\~r.HF'r. ,t ~=!OJ.I) IN~ /4(3/4::. ~ @<.f> ( LJVVl -7 7 JJ/JJ 1!!3__{)_ _Q___c_)__j-6_ /J rru\ to 1vo I,.~ .. ,~'.f .... ~~~;...-~11ft,M'. ! ~ ri, ... GIRDERB.1:~Zria1LL OF MATERI.Ai -~ -~ --DATE: · ·j,_,:_-('.: SHEET .:,,.-.. ,-,· , 04/02/98 2 OF 3 DWG: R.L ---------------------~~--1---------JOB #: 98-023~;;.''· · REV: Q.~/19/98 PAINT: RED OXIDE Jos NAME: --~,,,.C·s ......_,.....-.,,.. ,At'" ,....,._. ~ -.----oa1oa19a OFFICE USE ONLY __ ctr.SU/Tc I_ 328 ., ,.II;. _._~...._ ..&. ..-;;;:...a ..a:;;---. t'KEST. EL PASO, TX, 70i2/J -.. -~-=~-- :ioNI. (100)4112-4772 LOCA'TION CA~LS'l!!l~C). CA ,: . <110,1132-4-414 : " .... Rt.l'.'. , , ROOF ~-CKD. -~;,q,~,:·,~:; • a - DIPS: l:. ;1~~:; ,, L'',"t J>,:."" ~~g~:::=~== FOR: D.A. WHlf:At'RE _ -~--~.J QTY: -=5==:....J.~~-------------' Kp=3/4"x3"x16" NOT BY I.S.P. H }I Kp=3/4"x6"x12" @ G1 ONLY ==:=;yjrr==-~ ·4 .,;::. HOLD CLEAR 1 6" · ~ ~ V LEFT END ~ <.CHECK PANEL ,;,·,;, * LEFT END 1. -ALL GIRDERS TO HAVE AN ADITIONAL LOAD.\· OF jQ.OQ.Lbs. AT ANY PANEL POINT, ... 2.-0 ,c OVER STRESS 3.-DEFLECTION LIVE LOAD L/240 · e "VV RIGHT END . "' V"VV BOTH ENDS * >j< RIGHT END r,',-. ·* * >j< BOTH ENDS .... G KNIFE PLATE QTY DESCRIPTION MARK BASE-LENG HT SEATS TCXL TCXR .BCXL BCXR OAL TOP-CHORD-HOLES SEAT-HOLES· BDL<BDR LGTH lY LGTH TY LGTH -y LGTH TY TLE TRE GA HLE IHRE .1'.Gfo.lH, ,: ·1 48G6N10.4K G4S 47'-8" 6" "6" 1 1 /2" SF 1 112· SF 4 1 /2" 2 4 1/2" 2 47'-11" 1 1 /8" 1 1/8' 0-4-" o-s"lo-e,,tsi• ..... 1 48G6N10.4K G4C 48'-3 1 /2" 6" 6" 1 1/2'' SF ----4 1/2" 2 ~ 1/2" 2 48' -5 .. 1 1/8" ·-0-4-"b-e"l -fs" 1 48G6N10.4K G40 47"-8" 6" 6" 1 1 /2" SF 1 1 /2" SF 0-4" 12 k 1 /2" 2 4 7' -1 1 " 1 1 /8" 1 /8' o-4"p-e"lo-s"ls" . ' . I i 1 48G6N7.8K G5 47'-3 3/4" 6" 6" 5 3/4" SF 1 1 /2' SF 7 3/4" 12 b-4" 2 47'-11" --~ -o 1;4•10-e"ls" .. 1 36G5N10.4K G6 35'-8"6" 6" 11/211 SF11/21 SF0-4"12 b-4"2 35'-11" --1/8' o-4"P-6"(o-s"ls" \ ) PANEL-LAYOUT ADDITIONAL CONCENTRATED LOADS (3) NETG AXI.AL LOAD FIXED MOMENT (D LATERAL MOMENT (D MIN MARK A I# I N I B LOAD I DIST. LQ6.D I DIST. UPLI Ff TC I BC LE I RE LE I RE 1 "® REMARKS G4S 7'-10"14 la' -o" 17'-1 o" 0.8Kl7'-1011 0.6Kl15'-10" 47.0KI--1--1--'v 'v 'v (4.0K' O.5K 23'-10" 0.5K 31'·-10" 0.8K39'-10" G4C 1'-10"14 la'-o"~'-s 1/2" o.sKl7'-10° 1 .. oKl,s•_,_10" :47.oKl ----1 ---··I--** 'v(4.0K' O.8K 23'-1011 0.6K 31'-10". . G4D 1'-10"14 la'--o"tl'-10" o.sKl7'-10" o.sKl15'-10" --65.oKI ---·I ---1--'v 'v 'v (4.0K' . O.8K 23'-10" . . G5 . 91-5 3/4"1 2 la' -o" 13' -1 o" 1 . o Kl9'-s 3/4• 1 . s Kl25'-s 3/4" \55.0KI ---·I ---1-->I< V V (4.0K' 1 1 a· -oH 1 B'-o· 1 . s K 35'-s 3/41 o. s K 43'-s 3/4' . . G6 3'-10"13 la'-o"t?'-10" o.sKl3'-10" o.3K(19'-10" i5o.oKI ---1 ----I ---'v V 'v . . 0 . 3 K 27'-1 0" • . ,, 1 . . ··/::,:·· ,; -.. t·t . DATE: SHEET DWG: CK0. BY~ ·, .. GIRDERS BILL OF MATERIAL 04/02/98 3 OF 3 R.L .. JOB #: 98-0235:. REV: os/19/98 PAINT: RED OXIDE '1' . DIPS:_•·. :;·~T4.:i~SE1Tctr.SIJ/"1£f 32B JOB NAME: ..A,,:··~~~~ ::E:::: ~ OS/OB/98 IIOOl'~TR!AY WEST.Et PASO, TX, 79926 i---------... · --· --------------- OFFICE USE ONLY "PHONE ~~~l~::!ri! LOCATION: CARLSBAD, CA. (800)4112-+!92 FAX (91S)C32-+728 FOR: D.A. WHITACRE Kp=3/4-"x3"x1B" NOT BY I.S.P. ~ Kp=3/4"x6"x12" @ G1 0N...Y ~ .4.) HOLD CLEAR 16" '\J LEFT END '\J'\J RIGHT END '\l'\l'\l BOTH ENDS KNlFE PLATE CHECK PANEL * LEFT END **RIGHT END * *· * BOTH ENDS SEATS TCXL TCXR BCXL ROOF QTY: 2 1 .-ALL GIRDERS TO HAVE AN ADITIONAL LOAD OF.!OQ.Q..Lbs. AT ANY PANEL POINT. 2.-O ,C OVER STRESS 3.-DEFLECTION LIVE LOAD L/240 BCXR TOP-CHORD-HOLES SEAT-HOLES ..... ~ QTY DESCRIPTION MARK BASE -LENGHT BDLIBDR LGTH TY LGTH 1Y LGTH y LGTH TY OAL TLE ITRE GA HLE HKt:.~. ~~,:: 1 48G6N7.8K G7 47'-s" 6" le" 1 1 /2" SF 1 1 /2" SF 1.Jl?." ~-f!:_lJz: 2 47'-11" 1 1/8"~ 1/8" 0-4" ::>-en 0-611 5,. .. ,--':' --~· ·--· 1 32G4N7.0K GB 31'-21/a"e" Is" 1 1/2'' SFl5 1/4" SF 4 1/2"'2 12 1/4" 2 J1'-a 11a· 1 1/s"l---lo-4"P-6" -5" I I I I ' I I ·. . ....___. PANEL-LAYOUT ADDITIONAL CONCENTRATED LOADS G) NET~ AXIAL LOAD FIXED MOMENT (i) LATERAL MOMENT (D MIN MARK A I# I N I 8 LOAD I DIST. . I LOAD I DIST. JPLIFT TC I BC LE I RE LE I RE 1 "0 REMARKS G7 1·-1 o"I 4 Is' -o" 17'-1 o" 2 .. 6Kl7'-10" 1--1----65.0KI---·I--1---"v "v "v . . . . . . GB ..... 1'-10"12 ls'-o"b'-4" 1.0Kl1·-1o"I---I----47.oKl-----1---1--* >I< 'v SE!;: SKEW 8 E. . . . I I I I I I I I I I I I I I I I I I I I I I I I I I I l'-l~l,I~-A r7\ .II"\,\(""> t"-f Vlr." .. , ··-~~ ..-..,.------.-\ --'-----------,---------,-1 ------,--1-----.-\o-w~-:.L-,-\ ~-~g-,, -BY--:-i .. ;r~·:''. JOJST BILL .Olr. ... )fATERJAL SSR/SSC/LSJ ·lD~~~>oJ/98 ---~1"-..___'.:_'!"'."i SHE:ET 1 OF 8 IJOB #: '98-02~~f:;' IREV: 05/1~/98 PAINT: RED OXIDE DIPS 1 . ;·''j,'•,': -· ' .... ..• ,., "·kSi.JnE i.J2a '. JOB NAME: .. -. 1at:'·PASO, tt. 79&~ . ·;,caco)442-4712 LOCATION· CAR1"e.t:t~,I:!\ CA 'l:IO0F ., :.~ ~ '-:JC"" ::e::: :E<::: 06/08/98 • ,J!-1 OFFICE USE ONLY ·· 1 ·•· r :,:· ,.,,< (015)1132-4414 • ~~. • .p, 1 ,. ,. ~=~l~=~: FOR: D.A. WHITAGRE QTY: 11 . I:,.:'. . -·-~: 0 ._,TC WIDTH 5" MIN. 12" 12" 1.-ALL JOIST TO HAVE AN ADITIONAL LOAD' ·':~ · 1;f,4~:, HOLES @ TC; 24• o.c ·"'£ ~ !';,,., 1 CHECK ECCENTRICITY OF _500_Lbs. AT ANY PANEL POINT. ··~AGGERED @ 12 o.c. 1 .. MIN. f--1 ' . ] * LEFT END :2. -TOP OR B.C. SHALL BE DESIGNED FOR ANY * * RIGHT END A 250 # CONCENTRATED LOAD AT PLATE * * * BOTH ENDS LOCATION BETWEEN PANEL POINTS NOT BY I. -ONLY O # ALL JOIST = 2 1/2" QTY DESCRIPTION MARK BASE-LENGW SEATS TCXL TCXR --SCXL BCXR OAL SEAT-HOLES SLOPE HIGH 'BC BDL.:IBDR LGTH TY LGTH TY LGTH TY LGTH 1Y HLE I HRE I GA RATE END LYY 30K261/144 0-.,1110-3" -·'-·'-~ ~ .. ' -''I. 1 J1 47'-10 3/4" 0-1" ----------47'-11 3/4" 1/2:12 R - ,...~.,. .. · 30K261 /144 J2 47'-10 3/4" n-~1110-311 0-1 " ---47'-11 3/4~ ---1---1-112:12 1 ------R - 1 30K261/144 J3 147'-10 --~/4" 0--'"'0-3" 0-1 " ---------47'-113/4" -1---1-112:12 R - ' ' 7 30K232 / 128 J4 47,--10 3/4" o-:~"lo-3" 0-1 " ---------47'-11 3/4" -1--.1-112:12 R - hoK232 / 128 J5 iZ'..::JJL3L.8" 0-.,1110-3" 0-1" - .. ---47'-11 3/8" ---h 3/8"b 1/4· 112:12 1 ------R - MARK SSB # ADDmONAL LOAD O TC FROM BL L.E. NET© AXIAL CS) WIND REMARKS LOAD LOAD C5) DIST. I LOAD ·G) I DIST. I LOAD (3) T DIST. 1 LOAD <:3> I DIST. UPLIFT TC G> BC G> J1 --·----.-1-1-1-1-1---I---8.7K l-----*-- J2 ------1-1--1-1--1--1--ls.7K h----*-- J3 ------1~1-1-1-1---1----~1.0K 1----~·#-(TC=1/4.min.) J4 -------1 -1-1-1-1-1---'7.7K 1------*-- J5 ------1-1-1-1-1--1---'7.7K 1------*-- " I ,.__., ~--.;--;, ",.'\' ....__.) ,,, r JOIST BILL qr_;:}UATERIAL SSR/SSC/LSJ . \0AJ~>03/98 SHEET DWG: !.':j~~-~t,, ,.'• 2 OF 8 R.L E.O. JOB #: 98-0~~-fS:&. -REV: 05/19/98 ~metr.sum:: i_:s28 JOB NAME: ~'·::$5= -:X--~ ~ ::S::: ::E< Q.6/DB/98 .i'-·IIEST, El. PASO, Tl/. 70fJ26 . ,. . )NE-(II00)4152-4772 LOCATION. CAR 1:.~.f!!fiit.\Q, CA -":,,· (915)!132-4414 • ~--~ t · • ' ·. (800)462--4-4112 -· · ' •,-<'' ' -'· (910)1132-47211 FOR: D.A. WHfrAQ~E QTY: 10 PAINT: RED OXIDE DIPS 1 OFFICE USE ONLY ROOF 0 ._··fc WIDTH 5" MIN. 12M 12" 1.-ALL JOIST TO HAVE AN ADITIONAL LOAD OF _500_Lbs. AT ANY PANEL POINT. 0 .3/8" HOLES @ TC 24" O.C STAGGERED @ 12" O.C. 6" I 2<1-" CHECK ECCENTRICITY 1" MIN. I I 8J * LEFr END 2.-TOP OR B.C. SHALL BE DESIGNED * * RIGHT END A 250 # CONCENTRATED LOAD AT FOR ANY J TIE PLATE QTY DESCRIPTION MARK 4 30K232/128 J6 1 30K232/128-J6X 1 l_.1iOK?32/128 J7 1 18K264/160 J8 3 18K264/160 J9 MARK SSB # LOAD LOAD a> I J6 ----I J6X ----I ONLY O # 2 1/2" BASE ·-LENGHl SEATS TCXL BDL RnR LGTH TY l.d.R'-0 -~ /4." 0 .3" O 3" 0-1" 48' -0 3 /8" · 0-3" 0-3" 0-1 " - 14A' Q_3J,4" 0-311 '0-3" 0-1" - 1?2'-1 O 3 /8" 0-3" 0-3" 0-1 " - .2.2'..=J.Q...UB" 0-3" 0-3" 0-1 " - * * * BOTH -ENDS L.OCATl0N BETWEEN PANEL POINTS ALL JOIST TCXR BCXL BCXR OAL SEAT-HOLES SLOPE HIGH LGTH 1Y LGTH TY LGTH TY HL_E I HRE I GA RATE END --48'-1 3/4" .1. ., -1/2:12 R -------48'-1 3/B" ---~ 3/a"b 114• 112:12 R -------48'~1 3/4" --1 ·--1-1/2:12 R ' r ------22'-11 us· -1 -l-h1a:12 R ------·-----221-11 J/8" --1--1-hlB:12 R BC IYY - - - ADDITIONAL LOAD C TC FROM BL LE. NIT@ AXIAL G) WIND REMARKS DIST. I LOAD-~ I DIST. I LOAD G) I DIST. I LOAD a> I DIST. UPLIFT · TCG BC® -.-1 -·-1-1-l-· 1---I--7.7K l-----*-- --1-1-·I-I-I-I---7.7K ~----*-- .•. ' .. ,,, ~;~,1."• \ \ l ·J J7 ----I -I .-I -I -l -l ·--I ----14.0 l---.J-*-#(TC-1/411MIN, J8 ----I -l-1-1--1-1--I---7. 7K l----*"'#- J9 ----I --1-1-1-1-1-I---7.7K l-----*-- = -.. ·-I v,r-,,.· ~ '"'~r, 11\J r"I ~ ,, . . JOIST BILL OF MATERIAL S~SR/SSC /LS J DATE: I SHEET 04/03/98 3 OF 8 DWG: I Cl<D. BY:\ '. R.L E.O . jJ0B #: 98-0235 I REV: 05/19/98 \ PAINT: RED OXIDE DIPS _1_ F-14 BASSm ctr. SUITE I :$28 JOB NAME: ~ :S --.X-~ ~ ::S:: ::E<:: ' --,_ - ~t;G4'1SW4Y IE!T.£L PASO, n<. 7QP25 r-----------· -------------------! uo/uB/98 OFFICE USE ONLY --: _· ::PHONE ~:~J:;:::~: LOCATION: CARLSBAD-CA. ROOF (.'100)41!2-'1~2 · FAX (91!!)632-'17211 FOR: D.A. WHITACRE 6 D TC WIDTH 5" MIN. 0 .3/8" HOLES @ TC 24" 0.C STAGGERED @ 12" 0.C. 12M 24h 'II TYP, , 2" QTY: CHECK ECCENTRICITY 1. -ALL JOIST TO HAVE AN ADITIONAL LOAD OF _50J)_Lbs. AT ANY PANEL POINT. , .. MIN. r I m * LEFT END 2.-TOP OR B.C. SHALL BE DESIGNED >I<* RIGHT END A 250 # CONCENTRATED LOAD AT FOR ANY J QTY. 1 1 1 1 2 MARK J10 J11, TIE PLATE NOT BY I.S.P. DESCRIPTION MARK 18K264/160 J10 18K264/160 J11 18K264/160 J12 1 aK264/160 J13 18K297 /180 J14 SSB # LOAD LOAD G> I ----I ----I '-..;.SEE SKEW 3A J12, ----I '-SEE SKEW 3A J13, ----I '--SEE SKEW 3A J14 -----1 r., . ONLY O JJ j·ONLY @ # I 2 1 /2!' • O 2 1 /2 • * * * BOTH ENDS LOCATION BETWEEN PANEL POINTS ALL JOIST BASE-LENGHT SEATS TCXL TCXR BCXL BCXR SEAT-HOLES SLOPE HIGH .BC BDLIBDR LGTH TY LGTH TY LGTH TY LGTH TY OAL HLE I HRE I GA RATE END. LYY 22'-10" o-3"lo-3" 0-1" SF -·-----22'-11" -·h 3/8"13 1/4N ~/8:12 I ~ •' ---R - , __ 22' -7 1 /8" 0-3" lo-3" 3 3/8" SF ---------22'-10 112· --1--1. -b/8:12 R - 14'-7 1 /2" 0-3"10-3" 3 3/8" SF --------14'-10.7/a· ---l--l--b/a:12 R - '" ' -~! : 6'-7 7/8" 0-3"10-3" 3 3/811 SF -·-------6'-11 1;4· --1--1-.b/8:12 R - 23'-5 5/8" 0-311 10-3" --·-0-1" SF ------23'-6 5/8" -·1--l-b/8:12 R \ - ADDITIONAL LOAD O TC FROM BL LE. NET® AXIAL~ WIND REMARKS DIST. I LOAD ~ I DIST. I LOAD a> I DIST. I LOAD a> I DIST. UPLIFT TCG BC a> -. 1-1-1-1-1--1---7.7K J-----*-- ~5 -1-1-·1--1-1--1---25.0K h--I. ff* (Tc=1/4"min) ---1-1-1-1-1-1---8.7K 1-----*-- ~17~ -1-1-1--1--1--1--[ 8.lyl J-----*-- ~/ --1-(-1-1-l-,-.---8.7K 1----**- .... , ... , r- \.__., '---/ .. JOIST BILL OF MATERIAL SSR/SSC/LSJ DATE: I SHEET 04/03/98 4 OF 8 DWG: I CKD. BY.. R.L \E.O. JOB #: 98-0235 r--------------------------1REV: 05/1_9/98 I PAINT: RED OXIDE DIPS _1_ F-14 8.ISSETT ctr.SUITE I -'28 JOB NAME: ....A.. ~ """".x:""' ~ "":IC"' Jl3::J :::E<:: 8001 IM'IEMY WEST.CL PASO, TX. 79Q25 1----------------------------- 06/08/98 OFFICE USE ONLY PHONE ~:~i:~~=:7i! LOCATION: CARLSBAD. CA. ROOF (800)452-4-41l2 FAX (915)532-4728 FOR: D.A. WHITACRE QTY: 20 D TC WIDTH 5" MIN. 12" 12" 1.--ALL JOIST TO HAVE AN ADITIONAL LOAD OF _50_.9_Lbs. AT ANY PANEL POINT. 0 .3/8" HOLES @ TC 24" O.C STAGGERED @ 12" O.C. 6" I 24" 3/8 •• TYP. I ··1 CHECK ECCENTRICITY * LEFT END 2.--TOP OR B.C. SHAU_ BE DESIGNED FOR A·250 # CONCENTRATED LOAD AT ANY LOCATION BETWEEN PANEL POINTS J QTY 1 1 14 3 1 MARK J15 J16 J17 J18 J19 --. -- 1" MIN. I I m * * RIGHT END TIE PLATE NOT BY 1.S.P. DESCRIPTION tv1ARK 18K264/16O J15 18K297 /1 80 J·15 3OK232/128 J17 3OK232/128 J18 3OK232/128 J19 SSB # LOAD LOAD ~ I * * * BOTH ENDS ONLY <I» ti I ONLY @ # I 2 1/2" 2 1/2" ALL JOIS1 BASE -LENGHT SEATS TCXL TCXR BCXL BCXR SEAT-HOLES SLOPE HIGH BC BDLIBDR LGTH TY LGTH TY LGTH TY LGTH TY OAL HLE I HRE I GA F~ATE END LYY 23'-5 5/8" o-3"lo-3" ---0-1" SF ------23'-6 5/8" ·-·1--1--3/8:12 R - 23'-5 5/8" 0-3"10-3" ----0-1" SF --·I=J ----~~ 23'·-6 5/8" ·--1----1--P/8:12 R - 471-11 3/4" 0-3"10-3" --·----------47'-11 3/4" --l--l-b;a:12 R - 4 7' -1 1" 0-3"10-3" --·----------4 7' -11 .. 1 3/B"h 3/8"13 1/4"P/8:12 R - 47'---11 :S/4" 0-3"10-3" --·----· •-•-.•-••• v•• ---------47'--11 3/4" ---1---1 --b1a:12 R - ADDITIONAL LOAD @ TC FROM BL LE. NET@ AXIAL C3) WIND REMARKS DIST. I LOAD G) I DIST. I LOAD ~ T DIST. I LOAD ~ I DIST. UPLIFT TC~ BC~ ----1-1-1--1--1-1--1----7.7K l----*>1<- -----1 -1-1-1-r--1--1----77.0K r,--# (TC= 1 / 4"MIN) ----I ---I -I -I --l --l --I ----7.7K 1--- -----I --I -I --I --I --L---·---__ L----7.7K 1--- ----I -1-1--1-1-1--1----14.DK I---W (TC=1 /4"MIN.) -. -.. --· ----.. ------· -----··-------··· ' . . . - ~ = --~OlS!:_!3!!_'.f'._ OF MJ\TJ,:111~1, .. ~<;1;~~~~~:11_ \: I l)~~~>o~~98_ 51~1 :_:: :f} _ ll)w111 H'.:~~~~~ @mlp. JOB #: 98-0235 ·--· i~l:V 05/19/98 PAINT: f~ED OX.ID[ DIPS __ 1_ =-JOB NAtvfE· .-. ~ -~·-..... ....r r--n-, -.:=--. -ic:--06/08/98 OFFICE USE ONLY F-14 BASSITT Ctr. SUITE ,f J28 • ~ ,-.;;;;;;;:a ~ ..J.. "",...JI.. ..ll.. ..a;;;;:__. ..JC;._,__ 6001 GATEWAY WEST. E:L PASO, TX. 79925 _ PHONE: (800'452-4772 LOCA.TION· CARLSBAD CA ---(915)532-4414 . • , • ------11--------i ROOF (800)452-4492 FAX (915)532-477.8 F'OR: D . .A,. WHITACRE OfY·. ___ 11 __ --------------·--••-•ow-•-•••-•-·--•• -•-·-• •••--•·•-• ----·•-----•••••-•• ••• • ·-••• ·----·•----• • • •---• --•••--·-----•-••••-••-••• ___ __, D TC WIDTH 5" MIN. 12" 12" 0 :3/8" HOLECS @ TC 24" o.c . 5': I . _24" I __i STAGGERED @ 12" 0.C. -!---_[ :?~· _ 1" MIN.+--- =~~ = TIE PLATE NOT BY I.S.P. I""---..-----------..... -----·--HT QTY I DESCRIPTION I MA.RK IBASE·-IJNG ___ ...., ______ _ ONLY <1t1 # 2 1/2" SEATS TCXL BDLIBDR LGTH TY CHECK ECCENTRICITY * LEFT END * * Fi!IGl·rl E.ND * * * ElOTH ENDS ·1.-ALL JOIST TO HAVE AN ,!\DITIONAL LOAD OF _500_L.bs. AT ANY PANEL POl~--JT. :Z.--TOP OR B.C. SH.ALL BE DESIGN[D FOR /\ 250 # CONCE.NTRATlD LOAD AT J'.1,NY L.OCATION BETWEEN l::,ANEL POINTS ALL ,JOIST TC; LG. fH TY LGT~I rY 1.cr1 I TY . 'OI\L " 1 IU:.. 111~[ GA ·,~°;\Tl LND LYY -·-1 ,.30K2~~/.1 2~_1J20 .J'£Z~---U .. }/ ~= o--3"lo-~.:. ___ ::_--~-------· -··-... <R Bcx['Ft3CX'i=fl iSEAG+i'ou::~ SI OPF HIGH BC ··:-:::-_.:_:: .... --:~-~: .. ·· --~ 47-11 J/4 ____ ··-· _::·~---_J/8:1?-_ .. _R __ ·-•--·-·-·· I 2 ]3-0K232;°1 2.8 jJ21· .... T47:--11 .J/4';To-=:;:Jc)~3~:r··_---1~ r·~_:__·-r--· [ __ · ___ L::_L-=-~~1-: j47;-~113/4~T----· I -~~-~r:-=-~6/a:1-2·--, R 30K2-52 /12sJJ22-··-·-i45;~·;3-·,--h·~., 0--3"lo-3" '3 s)s·,;lsFl~-~-~--:~-=T-:· r·-~--~--LJ .. __ ~ . r.: F6-;~117/BT----~ I ---~-~r~·-==JJ~~12-rR··--·--1-··--1 26K248/ 1 44 IJ23 38'-B 7/B"I0-3"10-3"13 3/8"1SF --·-,39'-o 1L4"1 --1---1 --IJ/a:12 R 6 30K7 5? / 1 28 I J?'l-'1/_ !:) __ }/:1 .. "!o--3"jo ··3" L.:: __ . o · ·1 "1sr· ____ ~r~r-·· __ ... _ L J 4 ;' -6 3/ 4 II 1 . -~~~.r~-r~-~~Jifi,2-, L , ---------·---·---------I MARK I ~5~o I # I LoAo ® I 01s:.__i LOAD GJ I 01,sT. J20 --. . . . NET@ AXIAL~ WIND DIST .. ~@ l DIST~ I UPLIFT TC@ BC@ REMARKS ___ a_ __ _.J__ __ .-L ___ J_ _____ ... ~ _ __j ___ .:___ _ -·-·-· · 'b.OK ··· · # (H>-1/4'1MIN.' I J21 8.7K _____ .,__ _______ .,_ _____ ~,_ ____________________ -·--·-----. -·-..•. -·------------.... --.. --·-----------· ... --------·------ ·-j22=_r =-· . I . ·1 ·-------·· 1 ----------· l ·--·-1·--... r ------~-· I I -------}E~. /K ···----· :--1< --- -..._ SE:E SKEW 3A J23[=-.l-J _ ---l. _[_--__ I J-~ J r===:-7 --1 ---.... -----··-_ _( _____ --.f8. 7K --·-· =+= -- --._SEE SKEW JA J24-1 ---1=---ro.sK -===-r-===~7-:=~:_=i=------1 ~+14-=i.= 1 -:>I< -1 --®-eEtmrt:l NE + ADD SHEAF~ (i'. •. t""'T" l,""~.-. I~ 11,,1,-.,,._.. ., f9',. ., .. ,,_f"\ '"-' Vt!"')<"" fl', tr-An '"I ~IC- < • JOIST BILL OF MATERIAL SS~!/SSC/L.SJ <~ ~= -· ';;/~J'.\!l,';; ::::::1..,,, I!~~ -~AME: . :.A.. :.:?_ ::-:,.c-~:'! ~ .. =!=C .:::E<::::: JOB f/: BS-0235 ---------··---··-· ·--·l PHONE (1!00)452-4772 (91fl)5J2-441-l- (800)452-4-l-92 FAX (9W)5J?-4 728 D TC WIDltl ~." MIN. L.OCA TION: CARLSBAD, C:A. F"OR: D.A. WHITACRE 12" 12" 24" DATE: 04/0:S/98 l~l. V: Y._:"?/19,/98 Q_'?L'.:Q_~_/98 fJTY: 1 2. SHEET IDWG: I CKD. BY. 6 OF-8 R.l E.O. '' .. . --... . ----- l"'Alt\JT: l~U) O><l.DL. l)lf-'S 1 ------------------RO·---••••• OFFICF USF ONLY ROOF ·o .3/8" HOLES @ TC 24" O.C STAGGERED @ 12" O.C. 1" MIN. I I rt1 CHECK ECCDHRICITY * LEFr END 1.--·.A.LL ,JOIST 10 H1\VE. .l\N ADI IIONAL LOAD OF _500_L_bs. AT ANY PANEL POINT. :?.. -··TOP OR B.C. SH/\LL GE DESIGNE:O F"OR A 250 # CONCl:NTR/\T[D LOAD AT ANY I OCATION f3I.TW[TN F'AN[l_ 1-:'0IN rs I ~r!E f''LATE L'.'-lOT-BY-1.·s. P. ONLY @ # 2 1/2" * * R!IGHT END * * * f.:IOTI-I LND'.:'i ALL ,JOIST ,.., 0-T'r-,-,-D-E_S_C~ MARK] BASf-LENG 30K232 1 28 J25 _ 47'--5_ 3_/ HT SEATS TCXL TCXR B BDLIBDR LGTH TY LGTH TY LC 3" 0--3"10-3" -·--0-1" SF ----1-------·-···· . ·---------'--·---- CXL gacx~~ si'Ai"~ SLOPErllGH BC ~~~~-~ TT~~l~f:n4.?~~:\\/s" t;Jr .'.~~[:~ .. ~~~;,( ~;:.1~1 ~ .. '.:~.~-.. ~~ 30K232L1 28 IJ2Ei ]47'·=;5 3/4~]0--3"lo-3"1 ---1-·To--<'Jsd -·---·· LJ_~=l~J47'-6 3/4"r---1 ··---[--µ;a:12·-·-,-L ---r--- 7 l30K232L128 IJ27 471-11 3/4"10--3"10-3" 47'-11 JL4"1 --1--1 -IJ/8:12 L 2 l30K23.?_i1 28 IJ28 47'-11 "I0-3"10-3" 471 --11"11 3/8"~ 3/8"Ll.JL4"1J/8:12 L _1._ .. _...l~.9~?3?./1 ?:8 l,J?9 rl' 11 .:s/4" l9...:-·3"IO....::.r n47'-·11 J/4" . ·-·-··----·--·-·· .. . ,J/8:17 11 ... ---.. a.:. ------·· • --···--------- I SSB l # ROAD ~ MARK LOAD __ 06K L '. -:.:: I J25 : -···- 0 -.-~··t@-Ct.N l LR ADDITIONAL LOAD @TCFROM BL L.E. ----NET@ A"x'iA'L~ WIND ~~ ~ I ~~ -~ r~ ~ L ;·~~ ---poAD ~ I o•s; _ u:-~FT /~ ":~ J~c ~ :~ RE:~~~-~j LINE + ADD SH[AI~ .L----L-~ --·-------.. __ 1 .1_·---·----.J .. -·------··-_1-·---·: ..... -~·r:·~---....... --L.1 _ I J21 1·--.::··: .. :.·1:-: ·-[·-·:.-=~~·.:::·--T---~: .. :.~.:--1 ------r-·:~-:~--:-··· 1--.:~··--·-·1······::. J . 1 ·: . -·-1-=:::.·· . . ------------------------.. ------ J26 --·--~-.~-.J .... ----~ J28 -----. ·--·--·-··-----------· ------&.·-··· ....... 5. ________ J___ __ -·--- J29 ----------------···-·T··--r--·· --.. --·--[-······ · -------1 I --··--····· l · · -·--· .. r· ~~ .. 'I ·'l--7 f'ii'\. _r,-.1..-.. ,,:::; (~ _,..,, ...... ,.,~-'9'\ .•• 1 ...,,,.,,,.... 'I\J vmr· (7\ -1 r\llll ll\J r,I r. 11.4.0K F--J .. #(TC==1/4"min) _l~ir< .... J7. 7K 14.0K #(TC== 1 / 4"min) ,( ,i '< JOIST BILL OF MATERIAL SSR/SSC/LSJ DATE: SHEET DWG: Cl<D. BY. 04,/03/98 7 OF 8 R.L E.0. - JOB #: 98-0235 REV: 05/19/98 PAINT: RED OXIDE DIPS 1 Bao,r~iEW~/i[ t~. 1,1.2~992sl f-J_O_B __ N_A_M_E_:_~ ___ ::::3 ___ --X-__ · -~----·_:n:._..,_::e::J ___ ::E<:: ___ --1! 06/08/98 OFFICE USE ONLY PHONE (800)452-4772 (ii15)532-4414 LOCATION: CARLSBAD, CA. -ROOF (800)452-4492 F"AX (·i15)532-4728 FOR: D .. A. WHITACRE QTY: 9 D TC WIDTH 5" MIN. 12" 12" 1.--ALL JOIST TO HAVE AN ADITIONAL LOAD OF ~?QQ_Lbs. AT ANY PANEL POINT. 0 J/8" HOLES @ TC 24" O.C STAGGERED @ 12" O.C. 6" 24" 3/8 '• TYP. CHECK ECCENTRICITY * LEFT END **RIGHT END 2.--TOP OR B.C. SHALL BE DESIGNED FOR A 250 # CONCENTRATED LOAD AT ANY LOCATION E!ETWEEN PANEL POINTS J QTY 2 2 3 1" MIN. l I m TIE PLATE NOT BY 1.S.P. ONLY @ # 2 1/2" * * * BOTH ENDS ALL JOIST DESCRIPTION I MARK IBASE-LENGHT SEATS rcxL rc"x'RI ... I scxL W I scxRI ~ h sEAT-HOLEs IsLOPEIH1GHIBc BDL BDR LGTH TY ~LGTH TY LGTH Y LGTH TY OAL HLE j HRI:. j GA RATE. END LYY 30K232/12s IJ30 ln·-11 3/4"lo-3"lo-3"I --I--I --1-I -·-1-1--1-147'-11 3/4"1 -T----1--13/8:12 IL ·--. - 30K23 2 m~ I J.31 ___ hr ::JJ -_;s/4" I 0-3" I o-::-~:1-=::.~=:-LJ __ ::.:::::-J=.J .... ~~ : -I ·1 _·_ .. -.I . _[~1·--11 3/4"1 .. = :~ -~L~·-:=:J_==Tu8:12 ___ ..1.~, ____ f::__ 18K264/1 60 IJ32 19'-5 5/a"lo-3"lo-3"I --I-lo-1 "lsrl --T-~·1---= I-119'·-6 5Ls"I --~T=-1 --IJ/8:12 IL 18K294/16QjJ33 __ li.9'--5 __ 5/a"lo-3"lo-3"1---J.-Jo--1]sFI_----··· l-. 1..-·---l--... b9'-~rL.----·····l-··-·--=1 ---hi~ __ li ___ J--~ --~----Ji __ ~_K.7~/J 1.! 6q.J~-?-~-__ I! ~i· _!! , 111" I o-<3" lo __ {>~l ---T-To-1~r~------· r-·T-----··--:r 119_: ::.~-u~t:I, -·_s78'r -~_is ·114~JJ/8,~l? ·ri--·---J~~ MARK -J,30 SSB L<2AD ADDl110NAL LOAD O TC FROMBLL.L -NETQD AXIAL 0) WIND 11 LOAD ~ I DIST. ---, LOAD ~ I DIST. f""i:.oAD <3) ,-D~r:---i--i.:OAci -·(3)T ____ DIST. UPLIFT TC G:> BC a, REMAR~S I =J ---_ --_ --.--~----_ --_ --___ -===:.-=_ __ I ·------~5.0K r --# (TC=1/4 MN.) 1 -7 --1 ---r-~~:::~:=:I~==-1----~=T~~~K 1-----I--· --1-1 --L--~] --· J-32 1-=-I---I-----_L=J --- J.31 L=----7·----··-·-·-·---1 .. ··-----· ··-J"" -l -----·--·-.=---····· -1:· :· -=i-· -------1---------------------------------------I --l. 7K ------···---* * -- ----· --·----· -------· -·-·. -----·· ----·---------- J_3~ __ L=-~~-1~1 ___ --=-·-f -~--L _ --· I ___ =-:::-~--I -____ -__ I __ ~--I -:·· -· l ~---------__ L. ______ _ _ T7. 7K .. 7-----r=---* *: ... ~=--:-- --=--i-1 --r--=== 1 --1 --c·--1 --J---··:_.=···T-== 1 --t-7 K E--·1 --* -* --J34 . --· -·-., --------------· -··· ···-· •-••---------••• •--•••-••••••-••·•------~--------w--··-------- r--. .. . .,..•--... ••\I • . ( JOIST BILL OF MATERIAL SSR/SSC/LSJ DATE: SHEET DWG: CKD. BY: 04/03/98 8 OF 8 R.L E.O. JOB #: 98-0235 REV: 05/1 _9/98 PAINT: RED OXIDE DIPS 1 : f'!''i41~ etr.sum: 1 :szlJ JOB NAME: .A., :S ~ ~ ~ ::S:::: ::E<:: .600J1.~~y WE:Sr.EL PAS~, TX. 79i25 1----------,---------------- 06LOBL98 OFFICE USE ONLY PHONE ~=~i::::ri: LOCATION: CARLSBAD. CA. (~00)452-44112 . .' • ROOF FAX (9111)532-4728 FOR: D.A. WHITACRE QTY: 9 D TC WIDTH 5" MIN. 0 .3/8" HOLES @ TC 24" O.C STAGGERED @ 12" O.C. 6" 12" 12" CHECK ECCENTRICITY 1.-ALL JOIST TO HAVE AN ADITIONAL LOAD OF _500_Lbs. AT ANY PANEL POINT. 1 ff MIN. I I ctf * LEFT END 2.--TOP OR B.C. SHALL BE DESIGNED FOR * * RIGHT END A 250 # CONCENTRATED LOAD AT ANY J QTY 1 7 1 2 MARK J35 J36 J37 J31X. . DESCRIPTION MARK 18K264/160 J35 26K248/144 J36 26K248/144 J37 30K232/128 J31X SSB # LOAD LOAD '5) ----- ----- ----- ---0.75K ONLY O f I ONLY C # * * * BOTH ENDS LOCATION BETWEEN PANEL POINTS ALL JOIST ' 2 1 72.• • 2 112· BASE-LENG HT SEATS TCXL TCXR BCXL BCXR OAL SEAT-HOLES SLOPE HIGH BDL BDR LGTH TY LGTH TY LGTH TY LGTH 1Y HLE .I HRE I GA RATE END 191-5 5/8" 0-3 .. 0-3" ---0-1" SF ------19'-6 5/8" -·1--1-J/8:12 L 39'-10 1 /2'' 0-3" 0-3" ---0-1" SF ------J9'-11 112· --l--l-b/8:12 L 39'-10 1/8" 0-3" 0-3n ---0-1" SF -----39'--11 1/8" 1 3/B"I--IJ 1/4"b/8:12 L '!,,• ' . 47'-11 3/4" 0-3" 0-3" ------------47'-11 3/4• --1-1--b/8:12 L I . I BC LYY - - .:.. - ADDmONAL LOAD O TC FROM BL LE. NET@ AXIAL G) WIND REMARKS DIST. I LOAD Cl) I DIST. I LOAD a> I DIST. I LOAD '3) I DIST. UPLIFT TC C$ BC '3> -. 1-1--1--1-1-1---14.0K (---# (TC=1/4"MIN.) -1-1~1-1-1--1---8.7K r,---**- -1.-1-1-1-1-1---8.7K (----*>+<- -1-1-1-1-1--I---8.7K ~-- '--ANY LOCATION OF JOIST I l I I I I I -- ·....._..,.. . \ ..... ~, • t:·. . ... -,\. - · ..... ,:.~·-t· .. :f;°(-~:1:,· "j 'DATE: · SHEET · 1o~~:L 1c~o.:~.: BRIDGING WORKSHEET . . 04/04/98 1 OF 1 E""O •. ..1, . . ..... ~.:_,,-,' JOB H: 98-0235 · REV: 05t:,9L'.98 PAINT: RED OXIDE· .DiPS 1 a ' . .. i:\.~ • JOB NAME: ~ :s:= ~ ~ "-:::r' ::S:: :E<:: OFFICE USE. ONLY r,.HMIIDrGL._#.-ttOJaftllll"IElr~&IIIIQ.f& ROOF -~772 LOCATION: CARLSBAD, CA. (at~t+ FI\X (800),c8:I.-FOR; O.A. WHITACRE (915)532-473 TYPE X-WELDED (SSJ OR LSJ) X-BOLTED (LSJ ONLY) X-BOLTED (SSJ ONLY)· D 7 ~~ r;; >< ~ ' E J ·~ ~ J 11/16" HOLES & SI.CT C DETAIL 28 · 7/16"lc1 1/2" SLOT 9/16" HOLES cir SLOT O DETAIL '2A / SLOT AT 1/\ ONLY 7 /16" HOLES & SLOT O DETAIL 2 L--b--£ > ~=a~v2·2 _, HOLE ~ T ~ •-:. ... A DETAIL 1,1A DETAIL 2,2A,2B DETAIL COPED f • DIM A • IL 1 I / ·I ~ JOIST SIZE OR Dir 7'~ BEAM DEPTH ./ ' DIM "Dn DIFF. ; I' IN ELEVATION : X = ill 0 L ~ ~ ci Q . ijL .,,,ill . I/ ' s , .... PIECES MARK ANGLE SIZE DETAIL DIM •A'' DIM •s• DIM 't" DIM •o" l2.4 TT-BRACE STANDARD 32KC62 PC) BS TT-BRACE STANDARD 1BK(19 PC) ..15 TT-BRACE .26k<9 PC,) -.. STANDARD 24 KB 2 ... x2'xl/8"' 5"-0"" f ,,..-"' ., .'!{'.i.~11r: · -:. .. ~? •,• -' . . ' .•.:, ;./ ... . .. ,; ~' ,-? -::· .___ DATE: SHEET DWG: CKD. BY. 04/03/98 1 OF 1 R.L E.O . SKETCH SHEET SK-1 JOB #: 98-0235 REV: 05/1~/98 I PAINT: RED OXIDE DIPS _1_ I F-1.f.BASSITTctr.SU/trf:$28 JOB NAME: ...A..,~ -Y-~ r:JC"" ::JED :E<:: OS/OS/98 6001 a.lTEWAY WEST.CL PASO, TX. 7ggz5 f------------------------- OFFICE USE ONLY PHON£ m~i~~~=:z: LocArI0N: cARLseAo. cA. (BOOJ-152-«92 · FAX ($115)532-<1728 FOR: D.A. WHITACRE QTY: r.;: ·· ::. ·11cf· ""' , p.ia I · ., ..... BL (_ 0 (/) -j t=L,.,, 3 3/81t'CX <:/ 1<;£JILJ~ SKE·W 3A NOT SCALED FULL SKEW LEFT SIDE NEAR SIDE 5 1/41 GIRDE_R -4,/\J -- ./'_ ~. SKEW 7' BE NOT SCALED ,;? .. FULL SKEW RIGHT SIDE NEAR SIDE :·~ !.,· '.\' '-' ~ .. ~ 0 ; ... : ~-:.' ·-: ' I· ·1 ·I I 1· I I ·1 I ·1 I I I I: .. I I I I -I International Structural 'Products Corp. . . ' ' Reference: , ASYMTEC. Open Web Steel Joist Calculations ISP Job# 98-0235-_Carlsbad, CA. To whom it may concern: June 18, 1998. · Please find qttached the Jina_! calculations for the above reference job .. This is to certify that International Structural Products Corp. designs and fabricates . according to the latest ad_option· of the Ste_el Joist Institute 's Specifications. If you have any questions, please call our office. Respectfully,, , @r¼f P/13l(f F-14 Bassett Center Suite ·:328 • 6001 Gateway West • · El Paso, Texas· 79925 Phone (915) 532...,4414_. • Fax (915) 532-4728 .PD/1 CJ' f / !22' I I I :I I I I I I I I I I I I I STRESS ANALYSIS -PAG~ 1 Job Number: 98-0235 I JobName: ASYMTEC -ROOF Location: 1Jo1st Desc11pt1011" C_A_R_LA_S_B_A_D....:,_C_A ________ __cLG_i_rd_e~ Load @ Diag 32G4N7.3K _ Geometry l=~~=-=-~=~=t=;'=~h===~1i_~;_i7,~_e,_,g~~ -·· ·1 J;;:i;p;r.· Variable Left End : Right End I Efective Depth 30.42 ·1---·---·S/1ape : Parallel Chords BC Panel 4-0 i 4-0 ~T_C_P_an_el_--+_4-_0 __ ._4-_0 __ -~~---,--_,-·~~~-------,~,~--- F. tH If 3-11/4 ;3-10 V ~ ,rs a ~ .. ;First D1ag. ,7-1 1/4 7-10 ·-------·-- lgepth _ _i32_.o_o _ .. 3 __ 2_.o_o __ ~I __________ _ Loads -· --------------------- ;Point Load at Diagonals (lbsJ 7,300.00. Concentrated Load TC@ 15-1 1/4 (lbs) I Concentrated Load TC@ 7-1 1/4 (lbs) 400.ooi :concentrated Load TC@ 15-1 1/4 (lbs) i !concentrated Load TC@ 23-1 1/4 (lbs) 300.ooj :Additional Shear inW~~------~i' __ _ 1TCAxial Load (lbs) __________ , __ 8_7~,0_0_0_.0~0j I Date Run: 6/11/98 I Mark: G1 -----------~ _ ________ __, 1,000.00 300.00 500.00 Stress Analysis Summar~y------------------~ / Int F;;r:el TC. I Max Panel BC 'Reaction LE I Reaction RE I tvi,;~11,m, ,n~-;;;.-I Max TC Com~-I Max BC Tension I i48.00 -~6.00 15,910.86 15,289.14 3,977.71 96,425.75 47,940.10 =~=:::;::'.:===:::::;:====:::;::::::===: -- Member TC Tension TC Compresionl BC Tension BC Compresion Web Tension Web Comp. !Web Length PP Dist. W2 0.00; 79,153.211 0.00 0.00 23.131.83 o.oo/ 55.15 0-2 W3 0.001 79,153.21 33,549.04 0.00 0.00 20.172.67i 48.10 4-0 W4 0.00. 95,808.43 33,549.04 0.00 9,453.17 o.oo; 56.83 7-1 1/4 W5 0.00i 95,808.43 47,940.10 0.00 0.00 9.453.171 56.83 11-1 1/4 i W5 0.00! 96,425.75 47,940.10 0.00 0.00 8.478.661 56.83 15-11/4 ! W4 o.oo: 96,425.75 35,195.23 0.00 8.478.66 0.00' 56.83 19-1 1/4 ! W3 0.00. 78,448.21 35,195.23 o.ool 0 00 22.004.84; 55.15 23-1 1/4 j W2 '~·-----L-·- 0.00 78,448.21 I 0.00 o.oo! ----22.004.841_ _ 0 00' 55.15 26-11 1/4 Standard Verticals ---! Member Position Max Tension Max Comp. I Length l V1 End Panel 0.00 3,977.71 I 30.42' ~ ', __ V_2 _ _,_ __ lnte_rio_r ______ O_._on_J ___ 3~,9_7_7_.7_1~1 ___ 3_0_.4_2 / I I I I I I I I I I I I I I I I I Chord Properties _ _ i Chord Area Job Number: 98-0235 STRESS ANALYSIS -PAGE 2 I JobName: ASYMTEC -ROOF Location: 'Joist Descnp//on: C_A_R_L_A_S_B_A_D_,_C_A _________ ~G_ir_d_e_r_Load @ Diag 32G4N7.3K I Date Run: 6/11/98 ' Mark: G1 ------~---~ Rx Rz Ryy Y -f 1---i--o-------Material TC 2.0867 1 0826 o.6900 1.8419 o.9902 I 2.4454 I o.9854 3E = 3 1/2 X 3 1/2 X .312 BC 0.87 4_2 ___ :; __ .5_1_1_3~_0_._39_1_8_~_1_.2_4_5_5~_0_._58_5_2_l_ g 3266 _i 1.0000 28 = 2 X 2 X .232 Axial and Bending Analysis 'K IF;---- .: 1.00 : 50.000.00 '·-------'----- Tu2~0 I Max 8HC-c "'"'.:' I Max Bridg BC· I !~~3_3~_._2_2 ____ ~~-11/8 _ _ 24-10 718 _ ----··-r-----------~-:-:_ ='===========:::; I Fb· IMom of Inertia: ILL 240: 30,000.00 1,143.33 2,235.22 ~--= ====:::;================-= -Top Chord Check ~nd Panel L:: First Panel LE i Interior Panel · Fi:st Panel RE l End Panel RE ]3/J Between Chords: Length 46.CO 37.251 48.oo· 46 ooi 46 oo -1-·0-0-------1 ' :111 Weld Len 2X: _B_e_n_d_1n--=g_L_o_a_d __________ 0_.C_0+--__ -_______ 0_.0_0_· ___ -___ +-,i ____ 0_0_0 o.7500 : Axial Load 79,153.21 -96,425.75. -J 78.448.21 :,;a=,=Lo=a=d=F,t=,e=rs=r,=c:====~ i fa 18,966.52 -i 23,105.33: -18,797.59 99,017.71 I~-------------~--+---------.---~---,-------+-----'-------------1 11Maximum KL/r 66.67 -52.121 -66.67 -vlaxLoadnoFillersTC: '[Fa 21,319.20 -23,726.41 -21,319.20 _8_6,_8_2o_._5o ____ ---, I TC OAURyy: , F1e 82,705.42 -75.956.89 -82,705.42 199.3876 icm 0.9312 -0.8783 -o.9318 ============:::::: BC Stress: ;Panel Point Moment 0.00 -0.00/ -0.00 27,420.17 !l Mid Panel Moment 0.00 -I 0.00 I -0.00 BC URz· : 'Panel Point fb 0.00 -j 0.00, -0.00 245-0333 I ----------------+-------+l--------l------t------- 1 "Mid Panel fb 0.00 -I 0.00/ -000 TCShearStress: I: Fillers O -4 ! -0 6,037.31 , BC Shear Stress: 18,966.52 -23,105.33 1 -18,797.59 14,236.07 o.8896 -o.9738I__ -o.8817 -'---------' ---~------- · Panel Point Stress ; Mid Panel Stress : Web Design , Member Web Tension -T ---·-·-Allow Tension Web Comp Allow Comp Weld Qty Material 1/1/2 23.131.83 23,339.25 0.00 5,897.11 I i33x0.188 1 l26=2x2x.205 1/1/3 0 OG 37,525.85 20,172.67 23,674.061 ':: 3 X 0.163 2 l23=2x2x.163 W4 9.453.1, 14,531.251 0.00 3,539.51 I '::; ·J XO 125 I 1 l 20 = 2 I-2 X .125 1/1/5 '.} oc 29,062.50\ 9,453.17 14.894.191 51x0.125 I 2 ! 20 = 2 I 2 X .125 1/1/5 G OC 26,619.841 8,478.66 8,714.61 t '37x0.156 I 2 i 1 J = 1 1 /2 x 1 1 /2 x .156 W4 B.475.cc \/1/3 0 oc 14,531.251 0.00 3,539.51: 46x0.125 I 1 \ 20 = 2 X: 2 X .125 I 40,381.441 22,004.84 22,855.89i i34x0.176 2 : 24 = 2 /.. 2 X . 176 ! _____________ _;___--+------+------------+---+------------1 : W2 22.004.84 23,339.25 0.00 5,897.11 i 79x0.188 1 J 26 = 2 x 2 x .205 V1 0 9,786.931 3,978 4,532.38I 2.4 X 0.113 1 1C = 11/2x 11/2x.113 V2 G 1 • Eccentricity Check -OK-·· 9,786.931 3,978 4,532.38L 24x0.113 1 ___ _l 1 C = 1 1 /2 X 1 1 /2 X .113 ~ I I I I I I I I I I I ·1 I I I I I I I -er====.. . l~~ Job Number: 98-0235 STRESS ANALYSIS -PAGE 1 ' Job Name: ASYMTEC -ROOF ,!£~~rp. ~.:r--... ---:· -- Location: 'Joist Oesc11pt1on: C_A_R_L_A_S_B_A_D_, _C_A ________ ~G_ird_:.~ Lo_~d @ Diag 48G6N7.3K .. ·:... --- ,Geometry __ _ _____ _ 1 : ;~:_L_en_g_rh_ ]~; -4_~k1-ng ~er,1//,1-===l=J:=:=~g=;:;::pr.=~ ====='=E4=r:=~~="v:=C=e=c::::n ==== 1:=c®=P=a~~~ _-='' ":,, __ _ ,Shape. Parallel Chords I Variable Left End ; Right End : BC Panel 4-0 : 4-0 ,-T-C_P_a_n_e_l --,-4--0---:-4--0---1,~~----/-'*~----/~,,,-. -~ ,,...: F-ir-st_H_a_lf----+3-_-1_0 ___ 13---1-0---; ~~-' ------'·,,""',/_-·__ .. 'First Diag. 7-10 7-10 ---·------- ;·Dep~~-·--__148.00 _ 4_s._oo __ l~---------I ; Loads _ _ __ ; · Point Load at Diagonals tlbs1 -------;-· 7,300.00 Concentrated L::iaa ;::: @ 23-10 (lbs) i i:Concentrated Load TC@ 7-10 (lbs) , ,..., ---------'="-----'----'--------200.00 Concentrated Load TC @ 23-10 (lbs) '; Concentrated Load TC @ 31-10 (lbs) 2,800.00 Concentrated Loaa TC @ 39-10 (lbs) I DateRun: 6/11/98 ·--~-----~ ___ .·/~v -·--------' -- ,.000.00 600.00 2.800.00 1Additional Shear in Webs ; 500.00 TC Axial Load tlbs: 65.000.00' Stress Analysis Summary ·--------- 1 : Int Panel TC IM;;,, Panei ac 'Reaction LE IR 26 ea, 9 ct 5 ic 2 n_. 1 .= 1 E I ,F,r1:•· ,,,; ,near 'Max TC Comp 'Max BC Tension I I 48.00 96.00 24,247.89 j 6, 738.0,3 , 106,599.11 80,358.21 ~-.::::.::::.::::.;::.::::.::::.::::.::::.::::.::::~-----.::=:'.===::::;:========: 1: Member ! TC Tension ;TC Compresion BC Tension BC Compresion Web Te;s,on I Web Comp Web Length PP Dist. I• I j, W2 0.oo: 64,146.26 0.00! 0.00· 29,786.59 000 65.16 0-2 i W3 j 0.00: 64,146.25 41,056.69' 0.00 0 00 j>-------''------------'-----+----'----------------+-----------1---------1: W4 0.00 89,758.43 19.618.25 I ------1,--------------+------------------t-----------+-------I 41,056.69 0.00 29.786.59 65.16 4-0 0 00 66.59 7-10 ! W5 0.00 0.001 89,758.43 68,299.12, 0.00 19,618.25. 66.59 11-10 0.00i 104,496.50 68,299.12' 0.00 9,721 24 0 00 66.59 15-10 0.00'. 104,496.50 80,358.21: 0.'.J0 o oo! 9,721 24 66.59 19-10 o.oo: 106,599.11 0 00 106,599.11 0 00 93,882.3:-i 0 00 93,882.37 0.00 66,167.58 0.00 66,167.58 ---- 80,358.21' 0.00 73,906.09 0.0G 73,906.09 0 cc: 46,446.88 0 CG 46.446.88 0.0'.; 0.00 0.00 - I' w7 I o.ool I~, ----! ----------'----+-----'----------------~l-----------+-------1 1 __ W_6_-,,-----------'------'--------------9_._72_1_2_4""',-----------+-------1 I W5 · o oo: IC-, ----,---------'----t--~-----------------------+------1 1 W4 19.768.63; I c-, --------------'----t----'------------------------+------l I W3 Q 001_, ,;--: ----------'----t--------------+----------i-------l j 1 _ _, _ Vj_2___ _ 33,604.50 i ----------------~---~ 9.721.24 66.59 23-10 0 QC: 66.59 27-10 19.768.5~ 66.59131-10 0 •JC 66.59j35-10 33.604 5C 65.16139-10 0 00 65.16143-8 : Standard Verticals Member I ·Po~ition --· Max Tension I Max Comp. Length 1 V1 1 End Panel o.ool 6,738.03. 46.16 I V2 I Interior ----·--o.ooJ 6,738.03 46.16 ; ' ! I i I I I I I I I I I I I I I I I I I I I I I I -11r~~ (Umjp. ...,r:------~·-:·-.:-:-=-~--.. :1,... ·-·-:·-::.. .. --- STRESS ANALYSIS -PAe:.;E 2 ------.-------------------------------.------. Job Number: !Job Name: 'Date Run: 98-0235 ASYMTEC -ROOF 6/11/98 Location: 1Jo1st Oesc11otwn C_A_R_L_A_S_B_A_D_, C_A ________ ---'-_G_ir_d_e_r Lo~d @ Diag 48G6N7 .3K I Mark: G2 ~-h?rd Properties -------Chord Area Rx Rz Ryy y I Q I Material I TC 2.2897 1 0781 0.6883 1.8487 1.0018 2 6613 1.0000 \ 3 F = 3 1 /2 x 3 1 /2 x . 344 1. BC 1.4375 0 9304 0.5924 1.6333 0.8424 i ::>-l42 0.9607 j 33 = 3 ~ 3 X .250 .. ------~ ---. ---. Axial and Bending Analys_is ___ ......--------.--------.----- 1,990.33 1 K l,c;· IFb: IMom of Inertia· ~LL 2.:~ I ,\,Jax B;,;qTC , ,Wax Bridg BC: I ;:1.00 __ Eo.000.00 _ 30,000.00 3,766.47 _!.9~o.33 12s-2114 _32-8 _ ' ----Top Chord Ch-ec-k --=E=n=d=P=a=n=e,=L=E:::::;::=F=irs=t=P=a=n=el=L=E==: =======--_-_-_-_-_--:_-_ ---i,-~p.:::8-::et'::we=e=n=ch=o=rd=s:==~! ! -----'------------+------------------+-------1.00 I; ILL 240 Interior Pane! :: •sr Pane; RE End Panel RE Length 46.00 46.00. , 1, --=--------------+------------------+-------Mm Weld Len 2X: J 48.00 ..16 00 46 00 i _B_e_n_di_n~g_L_o_ad __________ o_.o_o ___ -_____________ -+------0.7657 1 I : Axial Load 64 146 26 --···============~ 1 i ------------~· __ ----+------:--; --~--------+------Max Load Fillers TC: 0 00 -0 00 106,599.11 -66.167 58 .fa 141007.79 -I 110,120.27 23,278.33 -14.449.19 : Maximum K L/r : 66.83 -i -M-ax_L_o-ad_n_o_F_ille_rs_T_C_: -...; 51 93 -66 83 ;Fa : 21,517.98 _ _9_6,_1_06_._43 ____ ----l II F'e 1 82 028 56 -TC OAURyy: ,-----------! ---'-' -·-+------+---'---------+------307.2441 l Cm 1 0.9488 --===============: ,-----------,------+-------t------------+------BC Stress: :-1 P_a_n_e_l P_o_in_t_M_o_m_e_n_t __ --"-, ____ O_.O_O+-------+----------+-------27,950.68 \ Mid Panel Moment : 0.00 -I _B_c_u_Rz-------1 24,047.26 75,335.26 0,8764 0.00 0.00 -21,517 98 -82,028.56 -0 9472 -0.00 -0 00 ;,.....P_a_n-el_P_o-in-t-fb __________ o_-0-0+----_--~------------,-------162.0596 0.00 -0 00 i Mid Panel fb 0.00 -i re Shear Stress: 0.00 -0.00 · F"I i o 10,003.66 ! 1 lers -1 f------------:-----7---+---_----,-i -----------+------BC Shear Stress. :,.....P_a_n_el_P_o_in_t_S_tr_e_ss ___ ........;.., __ 1_4,~0_0_7._9+-------+-1 ---'----------+----'-----16,051.19 j Mid Panel Stress ! 0.6510 --------~ 4 23,278.33 0.9680 - -0 -14,449.19 -0.6715 Web Design I Member Web Tens,;-~IAII~~ Tension Web Comp Allow Comp •Neid I ------ Qty Material I W2 29,786.59/ 37,525.86 0.00 16,838.31 ·2.3x0163 I 2 23 = 2 X 2 X .163 I I W3 0.00: 54,001.86 29,786.59 31,334.50 2 2A = 2 1 /2 X 2 1 /2 X .187 '1 W4 19,618.251 21,562.50 o.oo: 5,237.6~ ,. : 6 XO 125 2 1 E = 1 1 /2 X 1 1 /2 X .125 I 19,618.25• 19,812.53 o.ooi 2,577.91 9,721.24j 12,417.61 2 26 = 2 X 2 X .205 1 20 = 2 X 2 X . 1.25 2 20 = 2 X 2 X . 125 1/1/5 0.00! 46,678.50 !----f--------.----'-----t----'---~---=------------------------i -1 W6 9.721.24i 14,531.25 : 2. x 0.125 ,-------,f-----------'-----t------'------'------------------------i W7 o.ooi 29,062.50 ==2xo.12s ! I ; I W7 0.00 29,062.50 9,721.241 12,417.61 :2x0.125 2 20 = 2 X 2 X .125 I W6 9,721.24 14,531.25 o,ooi 2,577.91 32x0.125 i 1 20 = 2 X 2 X .125 : W5 0.00 46,678.50 19,768.63\ 19,812.53 :--1 XO 188 ! 2 26 = 2 X 2 X 205 ' W4 19,768 63 21,562.50 o.ool _ 5,237.52 ''.; 7 XO 125 2 1 E = 1 1 /2 X 1 1 /2 X . 125 I 1: W3 0.00 60,903.36 33,604.501 36,255.81 "2.1x0.138 2 2C = 2 1/2 X 2 1/2 X .212 I: W2 33,604.50 42,781.86 0.001 19,102.45 ·=1x0.137 2 25 = 2 X 2 X .187 : V1 ol 18,762.93 6,738I 6,844.68 2 j X Q 163 1 23 = 2 X 2 X .163 ,i /: V2 ol I '·-Eccentricity Check ~K-~ 18,762.93 6,738/ 6,844.68 - ., =~x0153 1 23=2x2x.163 --------· ----------- I I I I I I I I I I I Job Number: 98-0235 STRESS ANALYSIS -PAGE 1 ' Job Name: ASYMTEC -ROOF ' Date Run: 6/11/98 Lccation: I Joist Oescrmuon C_A_R_L_A_S_B_A_D_, C_A ________ __,_G_ir_d_e_r Load@Diag 48G6N9.6K ! Mark: G3 Geometry Base Lengt/1 48-3 1/2 · : I nrkmg Lena:r :47.11112 - _____ _L __ -·-- Variable Left End Right End : BC Panel 14-0 4-5 1/2 . _T_C_P_a_n_e_l __ '_4_-0 ____ 4 4-__ 0 5_1_/2_---1,>< ·.: A /' · First Half 3-10 ~L_ ... ,/ First Oiag. --10 8-5 1 /2 Depth _____ . J8.00 __ -+8.00 Loads ---------------- ' Shape Parallel Chords_ Point Load at Diagonals (lbsi 9,600.0o: Concentrated Loaa -:-::; @ 23-10 (lbs) -------'"----'---------'------Con cent rated Load TC @7-10 (lbs) 400.00 i Concentrated Load TC @ 15-10 (lbs) --------=-------'--------; Concentrated Load TC @ 31-10 (lbs) 400.00 I: Concentrated Load TC @ 39-10 (lbs) . _A_d_d-iti-on_a_l _S_h_ea_r_1n_W_e_b=s'---_-=_-=_-=_-=_-=_-:_-=_-=_-=_-=_1-=_-=_-=_-=_-=_-=_5-0_-o_.-=_o-...o....,I ; TC Axial Load ( lb~l I ------,.~-~---~v ---------~ 1,000.00 400.00 400.00 47,000.00 , Stress Analys!s SummarL_ ---------------,-... _ --~------ ~-n~ __ ._;_~:n_e_,_r--c~-::...--~~:~-~a-n~-' a_c -·===; ;=~a=,;=~~=~=~~::::::;::=::::::::=::1=;;=:=;;=1~::;~2=~=·======:::' ~-:::·~~f~\3 oJear . ==:::;::'.::: ,~=~=;,=;c=6~=~=-~1~-P-_ -=='=~1=;:=3~=~=:.~=~=st=on====:::::'.' Member TC Tensio~ '.re Compresion · ---· -BC Tension BC Compresion \/·JE;O Tension Web Comp. :web Length PP Dist. W2 0.00! 54,412.06 0.00 0.00 36,895.15 0.001 65.16 0-2 W3 0.00i 54,412.06 51,098.83 0.00 0.00 36,895.15/ 65.16 4-0 W4 0.00! 85,767.75 51,098.83 0.00 23,273.98 o.oo\ 66.58 7-10 W5 i o.ooj 85,767.75 83,615.16 0.00 0.00 23,273.981 66.58 11-10 W6 ! o.oo! 102,353.43 83,615.16 0.00 10,976.95 o.ooj 66.58 15-10 W7 ! 0.001 102,353.43[ 95,327.32 0.00 0.00 10,976.951 66.58 19-10 W7 1 o.oo: 102,867.891 95,327.32 o.ooi 0 00 10,976 95! · 66.58 23-10 W6 0.001 102,867.891 84,987.05 o.oo! 10,976.95 o.oo· 66.58 27-10 W5 0.00 87,311.12! 84,987.05 0.001 0.00 22.322.48 66.58 31-10 I j __ ,_N_4 _____ o_._o_o_, __ 8_7-'-,3_1_1_.1_2 __ --'---+-------'-------1-----------1---~ \J\J3 0.00. 56,151.21'. 53,842.59 0.00! 22,322.48 0 00· 66.58 35-10 53,842.59 0.00: 0 00 36.751 ;-3 66.58 39-10 I I I I I I I 0.00 0.00[ 1/\/2 o.oo: 56,151.21 ---·---· --·· __ __,__ _______ ___,_ Standard Verticals --' ----------~---- Member i Position ! Max Tension ' Max Comp. Length v1 ! End Panel I o.oo' 7,607.43 46.14 __ V2 ! .J.!:1,erior __ ! o.oo · 7,607.43 46.14 38.167.92 0.00' 6~.15 43-10 I I I I I I I -mc:::·~m-~:::::::::-·:::::--. STRESS ANALYSIS -PAGE 2 -.. Job Number: 98-0235 I JobName: ASYMTEC -ROOF I Date Run: 6/11/98 CCar;i. -J'.'.::.~. -~ :-.7:--:·:::.~: ·.-:---. -,,_ . Location: I Joist Desena/Ion: C_A_R_LA_S_B_A_D--',_C_A ________ -1...G_i_rd __ er _Load@Diag 48G6N9.6K ' Mark: G3 ··-----'-----...J Chord Properties ---------Chord Area ; Rx Rz Ryy ! y TC 2.2897 1 0781 0 5883 1.8487 I 1.0018 BC 1.6070 0.9260 0 5907 1.6401 I 0.8536 I I --~; --Q---r-. Material t-_-_-_-_-_-_-_--t-t-_-_-_-_ _, _-'-_-_-_-:_-_-_-_-_-_-_-_-_..,... _-_--==---~-6=1=3==1===1 _.-o=o_o-o==:/_3-F====3=1=1_2-_-x=3=1=12=_x--'-'-_3=4=4====~-1 ':780' 10000 135=3x3x.281 ------'--·-------~---~-------------------' Axial and Bending Analysis ------,=...--_c__--------,-------.----- ' K l "·· !Mom of Inertia ILL 240. 1.00 i 50,000.00 4,025.39 2,045.07 ,=b: 30,000.00 ·1 LL 2·:;o I Max B,;1~ TC I Max Bridg BC. I ! ~.0_45.~-_ ----~~:_2 1/4 ---_ 32-9 5/8 ===========~ -,-.. First Panel LE Top Chord Check End Panel L:: 46 :o 0 :o Interior Pane1 Length 46.00 48.00 Bending Load 0.00 = ·st Panel RE i End Panel RE -_;ap Between Chords. 48.00: 51.50 1.00 i-lm Weld Len 2X. -! 0.00 0.7500 54,412.:5 Axial Load 102,867.89 -I 56.151.:21 -- Max Load Fillers TC: I fa 11,882."11 22,463.53. -12.261.89 108,731.63 Maximum K Ur 66.83 53.82'. -74.82 ,\,lax Load no Fillers TC: 21,517.98 82,028.56 23,744 02 : F'e -75,335.26 -20,028.29 96,106.43 65,443.47 TCOAURyy: - 0.9565 0.00 I !~c_m ________________ -___ , ___ o_.8_80_7_· _________ _ 1 1 , Panel Point Moment -0.00, ---------1 311.3010 -0.9438 BC Stress· -0 00 29,659.31 a.co Mid Panel Moment -0.00 -0 00 BC L!Rz· a.co a.co I 1 1, Panel Point fb -0.00 'Mid Panel fb -0 00 !----------------,~-------~-------+------ -0.00 162.5213 -0 00 TC Shear Stress: J 11,882.11 l 0.5522 ! Fillers -4 ----------; ~ Panel Point Stress -221463.53: I 1 Mid Panel Stress 0.9461 ! 0 10,806.94 -BC Shear Stress: -12,261 89 15,431.86 -0.6122 I , Web Design Member i W2 Web. T-e-ns:o-n_,...1 -A-llo_w_T-en-s-io_n_• _W_e_b_C_o_m_p--A-llo_w_C_o_m_p_ --1/V;id· I 36,895.15 46,678.5C 0.00 20,687.41 · ·::. 1 x 0.205 I ---·-· Qty Material 2 26 = 2 X 2 X .205 I ' W3 W4 W5 ·1 W6 I \f\/7 ! W7 I I W6 I ' W5 1, W4 I : \f\/3 I ! W2 I V1 :; 00 65,826 oc 36,895.15 23.27::..98 26,619.84 0.00 :; 00 56,250.0C 23,273.98 1 Cl.976.95 16,546.53 0.00 J.00 29,062.5C 10,976.95 G 00 29,062.50 10,976.95: 10,976.95 16,546.53 0.00 \ !J.00: 56,250.QQ, 22,322.48 I 22.322.48· 23,697.36 o.ooi 0 00 65,826.0G 36,751.73: 39,694.55 . : 3 X 0.230 ! 6,348.56; , = 'J X 0.156 i 23,416.43 : .: X 0.188 : 2,918.52 :2x0.143 12,419.69. =~x0.125 i 12,419.69· : ;: X 0.125 ! 2,918.52, :2x0.143 ! 23,416.43: 2 J X 0.188 i 38,857.15: , = ~ X 0.230 2 2E = 2 1/2 X 2 1/2 X .230 2 1 J = 1 1 /2 X 1 1 /2 X .156 2 29 = 2 X 2 X .250 1 21 =2x2x.143 2 20 = 2 X 2 X .125 2 20 = 2 X 2 X .125 1 21 = 2 X 2 X .143 2 '29 = 2 X 2 X .250 2 1 G = 1 1 /2 X 1 1 /2 X .138 2 2E = 2 1/2 X 2 1/2 X .230 I 38,167.92· 2 26 = 2 X 2 X .205 46,678.50 0.00 i 18,373.85: : 2 3 x 0.205 I ! 0 1 25 = 2 X 2 X .187 21,390.93. 7,607 i 7,755.24, : -x 0.187 ' I 1 25 = 2 X 2 X .187 ---. - 1----f----------------------------;--------------1 1 V2 0 21,390.93 7,6071 7,755.2i_ : --5..2:..'.8!~1~---I j • Eccentricity Check--::OK.,------------~-~-~-- / 11 I I I I I I I I I I I I I I I I I I I I I JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA ISP Corp. JOIST NAME: 48G6N9.5K MARK: G3 END PANEL TC -"AXIAL LOAD AND BENDING". ONE ANGLE Leg= 3.500 in. A= 2.290 in·'2 At= Thickness= 0.344 in. Ix= 2.661 in'4 ltx = Fy = 50.000 ksi rx = 1.078 in rtx = Gap= 1.000 in lz = 1.085 in'4 Panel P. Stx = K= 1.000 rz = 0.688 in Mid Panel Stx = Length= 51.500 in y= 1.002 In Q= 1.000 Gravity Axial Load = 59.151.21 lbs. Eccentricity = 5.00 in Lateral axial load = 4.000.00 lbs. Moment Pp= 19,992.89 lbs-in. W= 0.00 lbs./ ft. Moment Mp= 19,992.89 lbs-in. Bearing Depth = 6.00 in. fa= 12,917.01 psi Reduc.= 1.00 Panel P. fb = 9,383.73 psi Next panel length = 48.00 in. Mid Panel fb = 3,762.84 psi Fb = 30,000.00 psi Kl/rz = 74.82 Kl/rx = Cc= 107.00 Cc= Fa= 20,028.29 psi Fa= F'e= 26,676.65 psi F'e = Cm= 0.85 Cm= No filler With filler Panel point<= 0.6 Fy = 30,000.00 Panel point <= 0.6 Fy = fa+ fb = 24,778.59 OK fa+ fb = Mid panel<= 1.00 Mid panel<= fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb) = 0.95 OK + cm·fb/((1-fa/F'e)*Q*Fb) = 17-Jun-98 TWO ANGLE 4.579 in'2 5 323 in'4 1.073 in 2.131 in'3 5.313 in'3 47.77 107.00 24,694.61 psi 65,443.47 psi 0.94 30,000.00 24,778.59 OK 1.00 0.74 OK I I I I I I I I I I I I I I I I I I I l-1-::.~~ - \~ ========~ STRESS ANALYSIS -PAGE 1 I : Y:iii --.-----~:::::::------ ; i...J ' ' c ~SP'qo,1• Job Number: 98-0235 ' Job Name: I DateRun: 6/11/98 ASYMTEC -ROOF ---.:::.:-·. -... ·.-: : ... Lccat1on: 'Joist Oescnouon: 'Mark: C_A_R_L_A_S_B_A_D...;.,_C_A ________ __._G_ir_d_e_r Lo~d@D1ag 48G6N10.4K ___________ ,_G_4 __ __, ~eometry Eos~_,mgth 46-11 .. -----~--~ ·-·, ·-----------------.. .;;rl<m,i Ler::m, 'Joist Oe,c:·· 'Efective Oepif1· 'BC Pane, L~, .::,. Shape I _;_46_-7_ _ 48.00 46.13 5@ 8-0 _____ Parallel Chords _ -----------========================== -· . -... -:.....:::==========~ 1/ariable Left End Right End I BC Panel ! ,TC Panel ;4_0 4-0 ,,,~""" /~' . - :4.0 4-0 ·-----~-,---. i · First Half . 3-1 3-10 Firs: Jiag. o-.--~ c::...,. j ------- ---1 :-10 I ..:3 00 48.00 --· -· - , Loads Po,r.: Load at Diagonals (lbs1 10,400.00 Concentrated Loa.:: .,..,.:; @ 23-1 (lbs) -------=---~--------~---. _C_o_r._,:::_e_nt_ra_t_e_d_L_o_ad_T_C_@=-1_5_-_1...;.\l_b~s)'--_____ 60_0_._0_0 Concentrated Loaa TC@ 23-1 (lbs) : _C_o_n_,c_e_nt_ra_t_e_d_L_o_aa_T_C_@=-3_1_-_1...c.(l_b_,s)'--_____ 40_0_._0_0, Concentrated Loaa TC @ 39-1 (lbs) ,Additional Shear in Webs 500.00: TC Axial Load (lbs1 ----------'--------" ________ _J · :::;o oo 400.00 400.00 4-;-000.00, Member TC -:-ension TC Compresion Web Comp. Web Length PP Dist. 0.00 55,993.44 o.ool ooo; 39,877.03 0.00 65.15 0-2 '/3 49,904.51 i 0.00: 0.00 0.00 55,993.44 36.198.12 59.14 4-0 0.00 86,208.11 0.00 86,208.11 --'---'--+--49...!.,_90_4_.5_1_,_i ____ o_.o_o ..... ! __ 2-'s,_7 4_2_.3_1+-___ o_._00 ___ 6_6_.5_8+-7-_1 __ ___, 85,983.77 0.001 0.00 25,742.31 1 66.58 11-1 0.00 104,683.75 85,983.77 o.ool 11,883.31 o oo 66.58 15-1 o.oo· i , __ ._l/_7_-+-----------'----+---9_9.;_, 1_?_2_.8_8_: ____ o_.o_o..:..; ____ o._o_o+-__ 1 _1._8_83_._3_1 ___ 6_6_.5_8-+-2_3-_1 __ _, 104,683.75 0.00 105,367.49 99,172.88 o.oo! o.oo 11.883.31 66.58 19-1 1 __ ·_:,_·5_+-_______ ..c,__-+ __ 8_;7,'-8_07_._10_· ____ 0_.0_0_' __ 1....:,1,_88_3_._31-"-____ o_.o_o ___ 6_6_.5_8-+2_7_-_1 ___ 87,807.10 0.00! 0.00 24,189.23 66.58 31-1 I ,.';'j 0.00 105,367.491 0.00 88,415.41 i 0.00 88,415.41 i I 53,967.33. 0.00; 24,189.23 0.00 66.58 35-1 I 0.00 55,487.751 53,967.33 0.00 I 0.00 38.922.11 65.15 39-1 I 0 00 55,487.?SI --··--o.oo: o.oo; 3?~22._1_1_ ________ o.oo __ 6_5._1.....J5L...4_2-_1_1 _ ___,I ! Standard Verticals ! , Member Pcs-itio_n ____ Ma_x_T_e_n_s-io-n~I -M_a_x_C_o_m_p __ ~i-L_e_n_g_th- ' '/1 Enc Panel 0.00 i 8,234.53 i 46.13 ; O.OOj 8,234.531 46.13 -12 ·-· -----· ·--. -----'------''--------'-----ln:erior I I I I I I I I I I I I I I I I I I I I i I i I I ---c:-..,--=--STRESS ANALYSIS -PAGE 2 De~ _~0 _:._;_~3_m;_e_r: __ ...... 1~_0 :_;_~-~-e~_C_-_R_O_O_F __ ---r----~~~~~~~~~~~~~~~~--~~~~~~~-'--l~~f-1_t~~f-9_us-n_:~~~~~~ r0nr1 Location: IJotst Oeswptton I Marie ,: t,__ i. CARLASBAD, CA Girder Load@ Diag 48G6N10.4K G4 :~~-.:-:~:~.~----:::-;;.--.~--;~ -------------~--~ ~-. ___ ,.___ __ _j i Chord Properties I -• Chord Area-r--Rx Rz Ryy y ! I --Q l Material TC 2.2897 1.0781 0.E883 1.8487 1.0018 I 26613 1.0000 l3F=31/2x31/2x.344 ____ BC 1 77~ ,_: 9_2_1_8_~_0_.:_8_92_~_1_.6_4_7_0_~_0._8_64_9_]_ I 5078 __ 1.0000 !37 "." 3 x_3_x_.3_1_2 _____ __, , Axial and Bending ~nalysis ---------~-----~---- /Fb: !Mom oflnertta. ILL 2-+0 K 1.00 1=, !50,000.00 130,000.00 4,259.74 2,361.48 --·--=--=--=-·=--=-_J__ --- Top Ch:::rd Cti~ck -!::nd Panel L:: / First Panel LE ' Interior Panel : F11 3t P-~nel RE~E~d P-~;~i RE ~;p-Between Chords Length 46.CJI 37.00; 48.ooi ..15_00 46 oo -1-·0-0------~ · :,,, Weld Len 2X. Bending Loac 0.~J i -0 00 I -0 00 o.7569 _A_x_ia_l L_o_a_d _________ 55,993.L.!1 -: 105.367.49! -55.487 75 -~3=x::.:Lo=a=d=Fit=,e=rs=r=c:===== fa 12,227.~~1 -I 23.009.38 -12.117.01 110,120.27 ---'---------4 MaximumKL/r 66.83j -51.93 -66.83 W-3xLoadnoFi/lersTC: Fa 21,517.93 -24,047.26 -21,517 98 _9_5,_1_o5_.4_3__,__ ___ _____. TCOAURyy: · Fe 82,028.56 -75,335.26 -82,028.56 302.3758 Cm O. 9 5 53 -0. 8 77 8 -0. 9 5 5 7 -=--=--=--=--=--=--=--=--=--=--=--=--=--=---::::'. ---------------1-------+-------+-----+--------2C Stress: :.....P_a_n_el_P_o_in_t_M_o_m_e_n_t _______ 0_._0_0,.___ __ -__ --;: ____ 0_.0_0+-------+----0._0_0 27,941.44 Mid Panel Moment a.co -I 0.00 -0.00 ac L/Rz· _P_a_n_e_l P-o-in-t-fb----------0-.0-,J+----_---!~---O-.O-O-i----_ --+-----0-.0-0 162-9356 Mid Panel fb a.co -! o.oo O 00 TC Shear Stress: Fillers J -4 O 11,908.41 2C S/1ear Stress: _P_a_n_e_l P_o_in_t_S_tr_e_ss ______ 1_2'-,2_2_7_.4A_.+--------+--_2_3~, 0_0_9_.3_8---+I ___ -_____ 1_2_.1_1_7_0_1 15,321.06 Mid Panel Stress ____ 0.5682 -0.956~[ __ -__ -~ ___ 0_.56]~_ ~------....J Web Design Member ---------------------I :Neb Tension Allow Tension Allow Comp T · -- Web Comp Weld I ~---- Qty ' Material W2 39.877 03 52,450.5E 0.00 22.983.821 11 6 X Q 232 2 28 = 2 X 2 X .232 W3 J.00 65,826.0C 36,198.12 43.103.131 106x0230 2 2E = 2 1/2 X 2 1/2 X .230 W4 25.742.31 ::.3,093.0e o.ool 14,298.96 I 1 ~ 1 x C ; 43 2 21 =2x2x.143 W5 '.J 00 54,001.8e 25.742.31 j 30,756.61 I ~: 3 XO 187 2 2A = 2 1 /2 X 2 1 /2 X .187 W6 ~ 1,883 31 18,762.93 o.ool 3,289 871 -+:IX0153 1 23 = 2 X 2 X .163 W7 J.00 29,062.5C 11.883.31 12.421.77! f3-+x0125 2 20 = 2 X 2 X .125 W7 Cl OG 29,062.50 11,883.31 12,421.77 c4x0125 2 20 = 2 X 2 X .125 W6 11,883.31 18,762.93 0.00 3,289.87 4.9x0153 1 23 = 2 X 2 X .163 W5 0.00 54,001.86 24,189.23 30,756.61 8.7 XO 187 2 • 2A = 2 1 /2 X 2 1 /2 X .187 W4 24,189.23 26,619.84 0.00 6,350.04 10 4 XO 156 2 ' 1 J = 1 1 /2 X 1 1 /2 X . 156 W3 0.00 65,826.00 38,922.11 39,699.18 11 4 XO 230 2 2E = 2 1/2 X 2 1/2 X .230 W2 38,922.11 52,450.56 0.00 22.983.82 11 3 XO 232 2 28 = 2 X 2 X .232 V1 1 0 23,339.25 8,235 8,427.90 3 0 X 0.188 1 26 = 2 X 2 X .205 8,235 8.427.90 30x0138 --· V2 I . _ _Q ____ 2_3'-,3_3_9._2_5 ___ ~-~----1 26 = 2 X 2 X .205 --• Eccentricity ChecK -OK I I I I I I I I I I I I I I I I I I I JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA ISP Corp. JOIST NAME: 48G6N 10.4K MARK: G4 END PANEL TC -"AXIAL LOAD AND BENDING". ONE ANGLE Leg= 3.500 in. A= 2.290 in'·: At= Thickness= 0.344 in. Ix= 2.661 1n'·.:. ltx = Fy = 50.000 ksi rx = 1.078 in rtx = Gap= 1.000 in lz = 1.085 in·'.! Panel P. Stx = K= 1.000 rz = 0.688 in Mid Panel Stx = Length= 46.000 in y= 1.002 in Q= 1.000 Gravity Axial Load = 55,993.44 lbs. Eccentricity = 5.00 in Lateral axial load = 4,000.00 lbs. Moment Pp= 19,992.89 lbs-in W= 0.00 lbs./ ft. Moment Mp= 19,992.89 lbs-in Bearing Depth = 6.00 in. fa= 12,227.44 psi Reduc. = 1.00 Panel P. fb = 9,383.73 psi Next panel length= 48.00 in. Mid Panel fb = 3,762.84 psi Fb = 30,000.00 psi Kl/rz = 66.83 Kl/rx = Cc= 107.00 Cc= Fa= 21,517.98 psi Fa= F'e = 33,437.21 psi F'e = Cm= 0.89 Cm= No filler With filler Panel point<= 0,6 Fy = 30,000.00 Panel point<= 0.6 Fy = fa+ fb = 24,012.40 OK fa+ fb = Mid panel<= 1.00 Mid panel<= fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb) = 0.83 OK + Cm'fb/((1-fa/F'e)*Q*Fb) = 17-Jun-98 TWO ANGLE 4.579 in'2 5 323 in'4 1.078 in 2.131 in'3 5.313 1n'3 42.67 107.00 25,452.25 psi 82,028.56 psi 0.96 30,000.00 24,012.40 OK 1.00 0.69 OK I I I I I I I I I I I I I I I I I I I ms=-STRESS ANALYSIS -PAGE 1 Job Number. 'Job Name: . ~ 98-0235 ASYMTEC -ROOF ¼==--====~{J£IP-Location: I Joist Description: CARLASBAD, CA Girder Load@ Oiag 48G6N10.4K ...:.::::.-~ Geometry I Base Umgth· i 11-'orking Length· I Joist Depth: I Efective Depth: I BC Panel Lengt/1 'Shape. 47-8 147-4 48.00 46.13 5@8-0 Parallel Chords Variable i Left End Right End BC Panel 14-0 4-0 - !4-0 ~'\,, , '-I .. TC Panel 4-0 /·~ ' First Half 3-10 . . . '. 3-10 / . First Diag. 7-10 7-10 Depth 48.00 48.00 . Loads j Point Load at Diagonals (lbs) I 10,400.00 Concentrated Load TC @ 15-10 (lbs) I Concentrated Load TC @23-10 (lbs) 1,000.00 Concentrated Load TC@ 23-1 O (lbs) Concentrated Load TC@ 31-10 (lbs) 400.00 Concentrated Load TC @ 39-10 (lbs) Concentrated Load TC@ 7-10 (lbs) 1,800.00 Additional Shear in Webs TC Axial Load (lbs) 47,000.00 Stress Analysis Summary I Int. Panel TC: 48.00 1.\-/3, Panel BC: 96.00 I Reaction LE: 33,671.83 I Reaction RE: 32,928.17 I fvlinunum Shear 8,417.96 lfvlax TC ::;mp 107,655.61 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp W2 0.00 56,542.14 0.00 0.00 40,913.18 0.00 W3 0.00 56,542.14 56,779.05 0.00 0.00 40.913.18 W4 0.00 90,531.95 56,779.05 0.00 24,203.56 0.00 W5 0.00 90,531.95 90,639.49 0.00 0.00 24.203.56 W6 0.00 107,655.61 90,639.49 0.00 12,148.02 0.00 W7 0.00 107,655.61 102,442.13 0.00 0.00 12.148.02 I W7 0.00 107,455.58 102,442.13 0.00 0.00 12.148.02 I I W6 0.00 107,455.58 90,106.07 0.00 12,148.02 0.00 W5 0.00 89,775.78 90,106.07 0.00 0.00 24 862.11 I W4 0.00 89,775.78 55,296.03 0.00 24,862.11 0.001 W3 0.00 55,986.01 55,296.03 0.00 0.00 39.863.ool W2 0.00 55,986.01 0.00 0.00 39,863.00 0.00 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 8,417.96 46.13 V2 Interior 0.00 8,417.96 46.13 I Date Run: 6/17/98 ,~~1 I .//y I I i I I 200.00 ! 200.00. 600.00; 500.00i I Max BC Tension 102,442.13 I Web Length PP Dist. 65.15 0-2 65.15 4-0 66.58 7-10 66.58 11-10 66.58 15-10 66.58 19-10 66.58 23-10 66.58 27-10 I I 66.58 31-10 I 66.58 35-10 I 65.15 39-10 i 65.15 43-8 I I i i ! i I I I I : I I I I I I I I I I I I I I I I I I I I I I 11~ n~ !. (JJmJl. ..£'/-===c-:.-:·.3 '-'---·=-- Chord Properties Chord Area TC 2.2897 BC 1.7747 Axial and Bending Analysis :K. IFy-I 1.00 50,000.00 Top Chord Check : Length i Bending Load I I Axial Load I i;fa I! Maximum K Ur II Fa !F'e 1cm : Panel Point Moment Mid Panel Moment Panel Point fb i Mid Panel fb Iii Fillers J Panel Point Stress I Mid Panel Stress Web Design ! Member Web Tension l W2 40,913.18 W3 I 0.00 W4 24,203.56 ' W5 0.00 W6 12,148.02 W7 0.00 W7 0.00 :1 W6 12,148.02 ,. W5 0.00 ,, \, W4 24,862.11 I W3 0.00 W2 39,863.00 V1 0 V2 0 * Eccentricity Check -OK ' ! ! ! I : ' i I ! I ~ STRESS ANALYSIS -PAGE 2 Job Number: I Job Name: I Date Run: 98-0235 ASYMTEC -'ROOF 6/17/98 Location: I Joist Descopt1on: I~;; CARLASBAD, CA Girder Load @Diag 48G6N10.4K i ' j Rx Rz Ryy y I Q Material l1 1.0781 0.5883 1.8487 1.0018 2.6613 1.0000 3F = 3 1/2 X 3 1/2 X .344 ,· 0.9218 0.5892 1.6470 0.8649 1 5078 1.0000 37=3x3x.312 !i I ! 1;~·.000.00 I Mom of Inertia ILL 240: ILL 240: ; ,'vlax Brtdg TC I Max Bridg BC: !! ,, 4,259.74 2,250.99 2,250.99 · 26-2 1/4 32-111/4 , . . . ·- End Panel L:: I First Panel LE Interior Panel ; First Panel RE End Panel RE Gap Between Chords: 46.'.:J! 46.00 48.00 46.00 46.00 1.00 O.C-J i Mm Weld Len 2X: i -0.00 -0.00 0.7733 56,542 ~.J.j 107,655.61 55,986.01 --Max Load Fillers TC: 12,347.25 -i 23,509.04 -12,225.81, 110,120.27 I· I j: 66.83 -i 51.93 -66 83 1 Max Load no Fillers TC: 21,517.98! :96,106.43 : 21,517.98 -24,047.26 - · ' TC OAURyy: 82,028.58 -75,335.26 -82,028.56, [307.2441 0.9548 0.8752 0.9553: --,BC Stress· \ : 0.00 -i 0.00 -0.00. '28,862.53 0.00 -0.00 -0.00 BCURz· o.ool -i 0.00 -0.001 162.9356 ' 0.001 0.00 O. 00: · TC Shear Stress: I --' DI I 4 0. 12,223.41 -- 12,347.251 , BC Shear Stress: ! -23,509.04 -12.225.81' '15,726.33 :· 0.5738 -0.9776 -0.56821 Allow Tension Web Comp I Allow Comp Weld Qty I Material 52,450.5e 0.00 22,983.82 11.9 X 0.232 2 '28 = 2 X 2 X .232 71,250.0C 40,913.18 42,901.60 11 0 X 0.250 2 '2F = 2 1/2 X 2 1/2 X .250 26,619.BL 0.00 6,350.04 10.4 X 0.156 2 1 J = 1 1 /2 X 1 1 /2 X .156 54,001.86 24,203.56' 30,756.61 8.7x0.187 2 : 2A = 2 1 /2 X 2 1 /2 X .187 18,762.93 0.00 3,289.87 5 0 X 0.163 1 23 = 2 X 2 X .163 29,062.5C 12,148.02 12,421.77 e.5 X 0.125 2 20 = 2 X 2 X .125 29,062.50 12,148.02: 12,421.77 6.5 X 0.125 2 20 = 2 X 2 X .125 18,762.93 o.ooi 3,289.87 5.0x0.163 1 : 23 = 2 X 2 X .163 54,001.86 24,862.11 I 30,756.61 9 0 X 0.187 2 '2A = 2 1 /2 X 2 1 /2 X .187 26,619.84 o.ooi 6,350.04 10.7x0.156 2 1 J = 1 1 /2 X 1 1 /2 X . 156 71,250.00 39,863.00i 42,901.60 10.7 X 0.250 2 2F = 2 1/2 X 2 1/2 X .250 52,450.56 o.ool 22,983.82 11.6 X 0.232 2 28 = 2 X 2 X .232 23,339.25 8,418! 8,427.90 3.0 X 0.188 1 '26 = 2 X 2 X .205 23,339.25 8,418: 8,427.90 3.0 X 0.188 1 26 = 2 X 2 X .205 ' l I ' l ' I I I I I I I I I I I I I I I I I I I •= STRESS ANALYSIS -PAGE 1 Job Number: I Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/11/98 Location: I Joist Oescuot1on: 'Mark: CARLASBAD,CA Girder L<:ad@ Diag 48G6N10.4K G4S ~~~ :-. ~:~ -:.-:_-:-:-;.;: -;-~ ... ~ometry ---~ . -------------]_;/1'\: _,;;r:p:. I ~:~~v; Cec:•· j BC =are· L-2-·· : .. ·-\ Base Lengt/J I Joist Oec:n· Silape I :47-8 48.00 !5@8-~ : Parallel Chords -----------------··--- ' Variable Left End Right End ; jBC Panel 4-0 4-0 I - 1TC Panel j"' /~-. ,/'' .. ----. ------w 4-0 ; 4-0 !~-- , J First Half . 3-10 "-, , 3-10 ; ' ·,, ----.. . First Oiag. i 7 -10 ;-.10 i: Depth __ ___08.00 48.00 --· ----· .. ·-- ' I Loads _____ --.. ----- I· Point Load at Diagonals (lbs) 10,400.00 Concentrated Loaa -;-c @ ;--10 (lbs) 800 00 I ; Concentrated Load TC @ 15-10 (lbs) 600.00 Concentrated Loaa TC@23-10 (lbs) 500.00 ! Concentrated Load TC @ 31-10 (lbs) 500.00 Concentrated Loac ,C @ 39-10 (lbs) 800.00 i Concentrated Load TC @ 23-1 O (lbs) 1,000.00 Additional Shear 1n ,'vebs 500.00 -----------I TC Axial Load (lbs) 47,000.00 Stress Analysis Summary ··---· ---! tnt. Panel TC ,~l:::r=IBC / Reaction LE. 1;;:;;~1=i j i'vi1m,n.._,,,1 )iJear !Max TC Comp I Max BC Tension I 148.00 '~3,316.90 8.329.23 108,322.75 103.586.64 ---- I ---·-r- Member TC Tension •TC Compresion BC Tension BC CompresionJ Vveb Tension Web Comp. :web Length PP Dist. I W2 0.00 56,276.72 0.00 0.00' 40,411.96 0 oo: 65.15 0-2 ' 40,411.96; ' W3 0.00 56,276.72 56,071.24 0.00' CJ.OD 65.15 4-0 I I W4 Cl.OD 90,504.47 56,071.24 O.OO! 25,134.47 o oo; 66.58 7-10 ! W5 0 00 90,504.47 91,274.02' 0.00 0 00 25.13447 66.58 11-10 I W6 0.00 108,322.75 91,274.02 0.00 1 12,019.97 0 00 66.58 15-10 W7 0.00 108,322.75 103,586.64 O.'.JO 0 00 12.019.91 66.58 19-10 !· W7 J.00 108,271.C9 103,586.64 0 JJ 0 00 12.019.97 66.58i23-10 I' 1: W6 J 00 108,271.C3 91,136.27 r: ~~ 1201~97 0 00 66.58:27-10 I' u ..,J ,, W5 i ::; 00 90,427.5<!. 91,136.27 O.GO 0.00 25.085.69. 66.58131-10 !• I 1. W4 i '.J.00 90,427.54 56,003.83 0 ~n 25,085.69 j 0.00 66.58 ! 35-10 i i W3 I 0 00 56,251.44 56,003.83 0.00 iJ 00 40 364.22 65.1~139-10 ! W2 I CJ.OD 56,251.44 0.00 0 ~r. 4_9)e4 221 __ 0 00 65 15143-8 I v~ -----· . --------. ---- Standard Verticals ! Member Position Max Tension Max Comp. Length I i V1 End Panel O.OD 8,329.23 46.13 ---i I ___ V2 Interior 0.00 8,329.23 46.13 ---·· I -• --- I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 2 Job Number: 98-0235 ' Job Name: ASYMTEC -ROOF ' Date Run: 6/11/98 Location: I Jo,s; Oescr1pt1on· C_A_R_L_A_S_B_A_D_, _C_A ________ ~G_ir_d_er ~oad @ Diag 48G6N10.4K ' Marie G4S Chord Properties . ----i--Chord~~Are;-I-Rx I --- Rz Ryy y I ' Q Material I TC 2.2897 ! 1 0781 0.6883 1.8487 1.0018 2 6613 ' 1.0000 l3F=3 1/2x31/2x.344 : BC -~ 1.77£_ Lo.9218 0 5892 1.6470 0.8649 : '::078 1.00CO 1T-" " "12 ---------· J~ -.c X.) X _.) Axial and Bending Analysis : :~_oo t~.ooo.:--~ I Ma., 8,.~~--:: 'Fb· I Mom of lner.1a ILL 240· LL 2.;.:, I Max Bridg BC: 30,000.00 4,259.74 2,250.99 2,250.99 ! 26-2 1/4 . 32-111/4 ---------------------------------· -- : Top Chord Check End Panel :..E First Panel LE Interior Pane -~:1st Panel RE Ero Panel RE :;. ::c 2etween Chords: Length 46 JO 46.0G 48.::J 46 00 46 00 1.00 ' .. ,r . 1 'e!~ Len 2X: I Bending Loaa C JO -a.cc -0 .1.-0.7781 ' 56,276 72 108,322.:-5 56,251 .:;..! -: Axral Load --·.:a, LOad Fillers TC. I I fa 12,289.30 -23,654,;3 -'12,283 73 110.120.27 ' 66.33 51.03 66 33 1 · Maximum K L/r --: ,\,la., Load no Fillers TC. , Fa I 21,517.98 i 24,047.25 21,517 98 96,106.43 I -- F'e ! 82,028.56 ' 75,335.26 82,028 56 TC OAL,Ryy: -' -307.2441 ,Cm l 0,9551 I 0.8744 0.9551 -- f =~ Stress · Panel Point Moment I 0.00 -0.00 -0.00 29,184.99 · Mid Panel Moment ' 0.00 ' -a.co -0 00 2:: LRZ i Panel Point fb 0.00 -0.00 -O.GG 162.9356 I I-Mid Panel fb ! 0 00 -a.cc -0 cc -~ Shear Stress: ' Fillers ! 0 ..! :) 12,071.04 -- I 2 ': Snear Stress: · Panel Point Stress I 12,289.30 -23,654,;3 -12,283.73 15,530.29 ; Mid Panel Stress ' 0.5711 0.9837 0.5709 ____ j -' ------------ Web Design ---· ··--------··---· Member Web Tension l Allow Tension Web Comp Allow Comp Weld 'J.~I i Material ! W2 40,411.961 52,450.56 0.00 22,983.82 '; 7 X 0.232 2 '28 = ~ I 2 X .232 I I I VV3 o.oo\ 71,250.:0 40,411.96 42,901.6C ':J.9 XO 250 L. : 2F = 2 1 12 X 2 1 /2 X .250 ,. 25,134471 i W4 26,619.84 0.00 6,350.C2 1C 9 X 0.156 2 ! 1 J = 1 1 12 X 1 1 /2 X . 156 I I W5 0.001 54,001.86 25,134.47 30,756 c~ ;1x0.187 2 : 2A = 2 1 /2 X 2 1 /2 X . 187 i \/1/6 12,01997! 18,762.93 0.00 3,289.8:-':i OX 0.163 1 ;23=2,:2x.163 W7 o.oo: 29,062.50 12,019.97 12,421.,-: -~':ix0.125 2 '20 = 2 I. 2 X 125 - \/1/7 0.001 29,062.50 12,019.97 12,421.7:--:Sx0.125 ~ i 20 = 2 X 2 X .125 L. ' \/1/6 12,019.97: 18,762.93 0.00 3,289.8; ~Ox0.163 1 I 23 = 2 X 2 X .163 ' \/1/5 0.001 54,001.86 25,085.69 30,756.61 ; 0 X 0.187 2 ; 2A = 2 1i2 X 2 1/2 X .187 W4 25,085.691 26,619.84 0.00 6,350.G4 '. '.: 8 X 0.156 2 , 1 J = 1 ~ ;2 X 1 1 /2 X .156 I W3 o.ooi 71,250.CO 40,364.22 42,901.6C 11] 9 X 0.250 L. 2F = 2 '12 X 2 1/2 X .250 i W2 40,364.221 52,450.56 0.00 22,983.82 : 1 7 XO 232 2 28 = 2 .( 2 X .232 \/1 01 23,339.25 8,329 8,427.SC 3 Q X 0.188 1 '.26=2.<2x.205 \/2 ol 23,339.25 8,329 8,427.SC_ ; ) XO 188 1 26 = 2 l 2 X .205 * E·ccentricity Check -=c5K -'· ---------· I I I I I I I I I I I I I I I I I I I I ' ' I ---··---.. -----. STRESS ANALYSIS -PAGE 1 IS,>; Jcb Number: IJobName: I Date Run: 98-0235 ASYMTEC -ROOF 6/11/98 Lccation: I Joist Descrmrion I Mark: CARLASBAD,CA Girder Loa~@ Diag 48G6N10.4K G4C ~-----·· ··::: . -· Geometry ----------------------------,- ,~c;a~~~-~r,c11, .. Base Lengti1 ! d orl<1m;: ... -2•· _:•· I Joist Dec:n· I Efect1ve Depth· Shape I 48-3 1/2 47-11 1/2 48.00 46.00 Parallel Chords -----------------. -- Right End I --------- I Variable I Left Enc I ! .BC Panel i4-0 4-5 1/2 ~--I /f'\ ----~-·-. · TC Panel 14-0 4-5 1/2 ~~:/ ·, ____ /~v ' · First Half 3-10 4-0 I -!/ ' ! ,, ·- First Diag. -;--10 3-5 1/2 ----------- . ~_ep~ ..!8.00 ~3.00 ---------· - Loads ------· -------Point Load at Diagonals ncs 10,400.001 Concentrated Loaa TC@ 7-10 (lbs) 800.00 Concentrated Load TC :B 23-10 (lbs) 1,000.00/ Concentrated Load TC@ 15-10 (lbs) 1,000.00: , Concentrated Load TC @ 23-10 (lbs) 800.oo\ Concentrated Load TC@ 31-10 (lbs) 600.00, I Additional Shear 1n Webs 500.001 TC Axial Load (lbs) -·----47.ooo.ool ' ! Stress Analysis Summary I ---I 1\,im111;v,n ·;/;e--;,.--- I , Int c:,anef TC ! \.,i';l, Pare13": Reaction LE I Reaction RE. I lvlax TC Comp I lvlax BC Tension · '48.00 :ss.oo '33,999.83 32,600.17 8,499.96 111,010.77 107,275.84 ------------·--------------' Member i TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp Web Length PP Dist. ' I W2 I 0.00 56,851.35 0.00 0.00 41.437.63 0.00. 65.05 0-2 ' W3 ! 0 00 56,851.35 57,603.60 0.00 0.00 41.437 63 65.05 4-0 W4 I O.OC 92,227.42 57,603.60 0.00 26,160.33 0.00, 66.48 7-10 W5 I I 0.00 92,227.42 94,336.19 0.00 0.00 26,160.33' 66.48 11-10 W6 I 0.00 110,854.51 94,336.19 0.00 12,285.29 0 001 66.48 15-10 W7 I 0.00 110,854.51 107,275.84 0.00 0.00 12,285.29. 66.48 19-10 W7 I ,J oc 111,010.77 107,275.84 0.00 0.00 12,285.29 66.48 23-10 I W6 i O.OC 111,010.77 94,752.88 0.00 12.225 29 o oo· 66.48 27-10 W5 0 oc 93,009.27 94,752.88 0 00 0.00 25,293.63 66.48 31-10 W4 C OC 93,009.27 59,271.83 o.ooi 25,293.63 0 OG 66.48 35-10 W3 0 oc 58,258.79 59,271.83 o.ool 0 00 40,325.13 66.48 39-10 W2 0 oc 58,258.79 0.00 o.ooj 41.~83.71 i ____ 0 00 69.05 43-10 ----· ------ Standard Verticals ------I Member I Position :vlax Tension Max Comp. Length V1 1 End Panel 0.00 8,499.96 46.00 V2 I Interior 0.00 8,499.96 46.00 ! --- I I ----·· ----·-. I I I I I I I: I I I I I I I I I I I ------··1 "<a. STRESS ANALYSIS -PAGE 2 rrsm~ ---Job Number: I Job Name: I Date Run: ;98-0235 ASYMTEC -ROOF 6/11/98 ~I -----~----:(JEI:p. Location: I Jo,sr Des,:11cuon I Mark: CARLASBAD, CA Gir~ Lo~'!_@ ~iag 48G6N10.4K G4C ., .:-. -~ . . . . . - j Chord Properties -·-. ----·-----1 Chord T Area I Rx Rz Ryy : y Q Material I I, TC I 2.4844 j 1.0739 0.6869 1.8553 ' 1.0130 2 3651 1.0000 3H = 3 1/2 X 3 1/2 X .375 I BC I 2 0867 I_ 1.0826 0.6900 1.8419 0.9902 ::. ..;454 0.9854 3E = 3 1/2 X 3 1/2 X .312 ---·------- Axial and Bending Analy~~ ----· I! K = . =b: I ,Wom of Inertia I LL 2-10 jLL ::.c . 1.~1~~3e~~:~ £ -I Max Bndg BC: I ! 1.00 . 50.000.00 30,000.00 4,804.19 2,440.73 '2.440.73 36-10 ---·---------------------------,· . ..:::--r:·· -·-------Top Chord C1eck · End Panel LE First Panel LE Interior Pane! ::: .si Pane, -.:E: End Panel Re ;.,v Betv.,een Chords: I 1.00 · Length 46.C0 46.00 48 co ..:3 JOI 51 50 ! \-im Weld Len 2X: Bending Load 0.00 -0 00 -0 ("., 0.7974 ' I ~v I Axial Load 56,851.35 -111,010.~7 -i 58,258.79 ·- :,,i,3>. Load Fillers TC: j ,fa : 11,441.78 -22,341.79 I -11,725.04 118,132.93 ! Maximum K L/r ' 66.97 53.63: 74.97 1\,/ax Load no Fillers TC: I -- ;Fa I 21,492.77 -23,775.18: -19,998.26 104,145.51 F'e I 81,386.46 74,745.55' 64,931.19 TC OAL/Ryy: ' -' -310.1844 liCm ! 0.9578 0.8804: 0.9458 -- : Panel Point Moment BC Stress. ' 0.00 -0.00; -0.00 25,705.21 ' i, Mid Panel Moment i 0.00 -0 00· -0.00 BCL!Rz. J; Panel Point fb i 0.00 0.00, -0 00 139.1357 -I' Mid Panel fb I 0.00 -0.00' -0 00 TC S/1ear Stress: 0 4 0 10,885.11 1,Fillers i --I I BC Shear Stress· : 1 Panel Point Stress 11,441.78 -22,341.79. -11,725.04 13,073.19 I' j, Mid Panel Stress ___ i. 0.5324 -0.9397 i -0.5863 I -----I I Web Design -·---· I IN -_ ! Allow Tension I . ---,------ !' Member 1 1 et I ens1on Web Comp ! Allow Comp Wela I Qty Material W2 .: ,.437.63; 42,781.861 0.00 19,165.08 ~.1 9 X 0.137 2 25 = 2 ;( 2 X . 187 W3 . a.oo: 71,250.001 41.437.63 42.963.25 ·..: ,i X 0.:~3 2 2F = 2 1/2 x 2 1/2 X .250 ' W4 .25.160.33; :..9,062.50! 0.00 12.447.QQ' ·.:-ix0~25 2 20 = 2 I-2 X .125 W5 ! o.oo: 54,001.86 26.160.33, 30.795.55 ~-.l X 0.1~-2 2A = 2 1 /2 X 2 1 /2 X , 187 W6 I '.7.285.291 18,762.93 o.oo: 3.299.23 : 1 x 0.E3 1 123 = 2 I-2 X . 163 I W7 i 0.00! 29,062,50 12,285.29: 12.447 00. 5 '3 X 0.125 2 j 20 = 2 X 2 X . 125 W7 I o.ooi 29,062.50 12,285.291 12,447.00, 5 -3 X 0.125 : 2 20 = 2 I-2 X .125 ' ' W6 i "2.285.29! 18,762.93 o.oo! 3,299.23. ::x0.153 : 1 !23=21-2x.163 I W5 ! 0.001 54,001.86 25.293.63\ 30.795.55' ~-; X O 18~ ! 2 2A = 2 1/2 X 21/2 X .187 !· i, W4 I 25,293.631 26,619.84 0.001 6,368.11 ' ''.: 9 XO 156 i 2 1 J = 1 1 /2 X 1 1 /2 X .156 . ! ' W3 i o.ooi 71,250.00 40,325.13'. 42,045.10 ,. ~ 5 X 0.138 ; 2 2F = 2 1/2 X 2 1/2 X .250 I I W2 .: 1,883.71 ! 42,781.86 o.oo! 17,024.44 0 : 1 X 0.181 2 25 = 2 X 2 X .187 i I 11 V1 01 26,225.28 8,500; 9,470.79 ':1x0.188 I 1 28 = 2 X 2 X .232 V2 I __ _Qf ___ 26,225.28 8,5ooi 9,470.79 ; . X 0.18i3 : 1 28 = 2 X 2 X .232 ... ----· --• Eccentricity ChecK -OK . : i I ·--- I I I I I I I I I I I I I I I I I I I JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA ISP Corp. JOIST NAME: 48G6N10.4K MARK: G4C END PANEL TC -"AXIAL LOAD AND BENDING". ONE ANGLE Leg= 3.500 in. A= 2.484 in'2 At= Thickness= 0.375 in. Ix= 2.865 in'4 ltx = Fy= 50.000 ksi rx = 1.074 in rtx = Gap= 1.000 in lz = 1.172 in'4 Panel P. Stx = K= 1.000 rz = 0.687 in Mid Panel Stx = Length= 51.500 in y= 1.013 in Q= 1.000 Gravity Axial Load = 5,828.79 lbs. Eccentricity = 4.99 in Lateral axial load = 4.000.00 lbs. Moment Pp= 19,948.11 lbs-in. W= 0.00 lbs./ ft. Moment Mp= 19,948.11 lbs-in Bearing Depth = 6.00 in. fa= 1,173.09 psi Reduc. = 1.00 Panel P. fb = 8,658.02 psi Next panel length = 46.00 in. Mid Panel fb = 3,526.43 psi Fb = 30,000.00 psi Kl/rz = 74.97 Kl/rx = Cc= 107.00 Cc= Fa= 19,998.26 psi Fa= Pe= 26,565.67 psi F'e = Cm= 0.99 Cm= No filler With filler Panel point<= 0.6 Fy = 30,000.00 Panel point<= 0.6 Fy = fa+ fb = 10,923.46 OK fa+ fb = Mid panel<= 1.00 Mid panel<= fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb) = 0.20 OK + cm·tb/((1-fa/F'e)*Q*Fb) = 17-Jun-98 TWO ANGLE 4.969 in'2 5.730 inA4 1 074 In 2.304 inA3 5.657 inA3 47.96 107.00 24,665.91 psi 64,931.19 psi 0.99 30,000.00 10,923.46 OK 1.00 0.19 OK I I I I I I I I I I I I I I I I I I I ·-. --~ ffSB~ STRESS ANALYSIS -PAGE 1 ---··-Jc/.Jfl,umber: I Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/11/98 =-) Location: I Jo1sr Des , •:uon I~~~ ~ -~----. -\'m/ CARLASBAD,CA Girder Load@ Diag 48G6N10.4K -~-..:----. . -.. -· , Geometry ___ -. ----.. ---------, Base Length :rl<1nc: Len~::·· I Joist Oeptr I Efective Dept/J: I ~C@a~~~ L~· . · :s11ape : 47-8 47-4 48.00 46.00 : Parallel Chords --------------------Variable Left End , Right End BC Panel 4-0 4-0 '. TC Panel ~"V"' ---_/~v -+-0 14-0 / First Half 3-10 3-10 I ----•• First Diag. --10 7-10 Depth __ ..!.3.00 48.00 i --. --.. Loads -------·------,--·. ---·----·-------- Point Load at Diagonals (lbsJ 10,400.00 I Concentrated Loaa 7 ::@ 23-10 (lbs) " J00.00 Concentrated Load TC @ 7-10 \lbs) I 800.00 j Concentrated Load TC @ ·15-1 O (lbs) 300.00' I I 800.00 I Additional Shear i0 vve~_ ; Concentrated Load TC @ 23-10 (lbs) 500.00i -~-----I, TC Axial Load (lbs J I 65,000.00 I : Stress Analys(s Summary__ ! Int .=-snel TC. ::·,. Pane/BC ! Reaction LE I Reaction RE· It~~;~--~ 1 /,~;,~-I Ma-< TC co,~:o-· I Max BC Tension I i 48.00 96.00 !33,305.63 32,494.37 121,839,77 103,407.15 --------I ---- BC Compresio;I 1/IJeb-Tension I . -' Member TC -:-ension !TC Compresion BC Tension Web Comp. 11/1/eb Length PP Dist i 40.455.87 I ' W2 0.00: 69,830.68 0.00 0.00 0.00: 65.05 0-2 W3 0.00, 69,830.68 56,215.15 0.00 0 00 40,455.87 65.05 4-0 W4 o.oo; 104,142.78 56,215.15 o.ooi 25.157.00 0 00 66.48 7-10 W5 0 00! 104,142.78 91,498.92 0.00 0.00 25,157.001 66.48 11-10 ' I W6 0.001 121,839.77 91,498.92 0.00 12.034.46 0.00! 66.48 15-10 I W7 o.oo! 121,839.77 103,407.15 0.00 0.00 12,034.46: 66.48 19-10 ' ' i 1/1/7 0.001 121,222.46 103,407.15 0.00 0.00 12,034.46 1 66.48 23-10 W6 0 oo: 121,222.46 89,852.75 0.00 12.034.46 0 00 66.48 27-10 !1 1/1/5 I 0.00 102,916.971 89,852.75 o.ool 0.00 25,14071 66.48 31-10 !I 1/1/4 0.00 102,916.971 54,592.51 o.ool 25,140.71 · 0 00 66.48 35-10 '1 lf\/3 0.00 69,222.191 54,592.51 o.ool 0.00! 39,308.53 65.05 39-10 !1 1/1/2 0.00 G9,222.19J 0.00 o ooj 39.308.531 0.00 65.05 43-8 ' -------·-·· ~---------· -~ -- , Standard Verticals --,- ' Member Pcsition Max Tension Max Comp. Length I ' V1 Enc Panel o.ool 8,326.41 46.00 ! V2 lr.terior 0.00 8,326.41 46.00 -----·-I ! ! I ··-· ·- I I I I I I I I I I I I I I I I I I I r ·----ir-· STRESS ANALYSIS -PAGE 2 I . ...,__:::·:--:::--· Job Number. I Job Name: ,: {it>~," I Date Run: '98-0235 ASYMTEC -ROOF 6/11/98 Location: I Joist Des-:,wuon I~~~ --:;:::,,. ----'-=---:·----. -1.._ t CARLASBAD, CA Girder Loa~@ ~iag 48G6N10.4K " ---· _g~~_rd Properties -~---. --- Chord I Area Rx Rz I Ryy ; y I --, Q Material ' I i I 1· TC ! 2.8594 1.2346 0.7876 I 2.0514 ! 1.1383 ! _, 3586 I 1.0000 I 42 = 4 X 4 X .375 i3C I 1.7747 0.9218 0.5892 I 1.6470 0.8649 :u78 / 1.0000 /37 = 3 X 3 __ ~ .312 -· I -----" I l Axial and Bending Analys~ ___ .K !F, !;:::b· I Mom of Inertia I LL 240' lLL 2-JO 11\//ax Bnclg TC I Max Bridg BC: 1._?o ____ _ j_5o.ooo.o~ :30,000.00 14,639.40 2,451.61 2,451.61 29-0 3/4 32-111/4 -------------: -------· ----.. --~------· . -·- I 7 op Chord Check . End Panel L:: First Panel LE Interior Panel = 1st Panel RE End Panel RE _; ;o Between Chords: ' i ' ' 46.::o 46.00 48.00 46.00 46.00 1.00 , Lengm ,,:m Weld Len 2X: : Bending Load 0 ::o -0.00 -0.00 0.8752 : Ax1a1 L.oad 69,830.68 -121.839.77' -69.222.19 .1-ia., Load Fillers TC: ' I. fa 12,210.83 -21,305.32 -12,104.43 142,065.83 ' 58.41 46.80 58 41 :\,lax Load no Fillers TC. 1 'Maximum K Ur -- j·F~ 22,987.49 -24,842.11 -22,987 49 128,987.67 I 107,575.59 98,797.72 107,575.59 •C OAURyy: 1.F"' --276.8783 !:cm i 0.9659 0.9137 0.9662 t --- : Panel Point Moment ac Stress: 0.00 -0.00 -0 00 29,134.42 1 Mid Panel Moment 0.00 -0.00 -0.00 BCURz i Panel Point fb 0.00 -0.00 -0.00 162.9356 : Mid Panel fb I 0.00 0.00 0 00 ~c Shear Stress: -- I. 9,685.50 1 ·Fillers ' 0 -0 -0 I ac Shear Stress: j: Panel Point Stress 12,210.83 -21,305.32 -12,104.43 15,527.05 , ; Mid Panel Stress i 0.5312 -0.8576 -0.5266 --. ---· I i Web Design -------------··--1 · -· Member l Web Tens1~i Allow Tension I Web Comp Allow Comp Weld Qty . Material I ,'/2 ! .10.455.87: 52,450.56 I 0.00 23.050 95 • l 7 XO 232 2 ! 28 = 2 X 2 X .232 !/3 0.00 1 71,250.C0 40.455.87 42.963.27 .. 9 X 0.250 2 !2F = 2 1/2 X 2 1/2 X .250 - I //4 2s.157.oo: 26,619.84 0.00 6,368.11 ··; 9 X 0.156 2 I 1 J = 1 1 /2 X 1 1 /2 X • 156 ' 'N5 0 00! 54,001.86 25. 157.00 30,795.56 :_; 1 X 0.187 2 I 2A = 2 1 /2 x 2 1 /2 x .187 ' i I ,'/6 12.034.46: 18,762.93 0.00 3,299.23 ':'Jx0163 1 123 = 2 /. 2 X 163 : ,'/7 O.OOi 29,062.50 12,034.46 12,447.01 ·; S X 0.125 2 20 = 2 X 2 X .125 I ' '//7 i 0.001 29,062.50 12.034.46 12.447.01 ·3Sx0.125 2 20 = 2 X 2 X .125 I N6 i 12.034.46 ! 18,762.93 0.00 3,299.23 ':'.Jx0.163 1 23 = 2 X 2 X 163 I ! I o ooi 54,001.86 25,140.71 · 30,795.56. ;,1x0.187 2 2A = 2 1 /2 X 2 1 /2 X .187 i NS I I 't/4 : 25.140.71 \ 26,619.84 0.00 6,368.11 ·::: 9 X 0.156 2 I 1 J = 1 1 /2 X 1 1 /2 X .156 I ; i 'l/3 i o.oo: 65,826.00 39,308.53 39,755.46 • 1 5 X 0.230 2 !2E=21/2x21/2x.230 : ! ··N2 ! 39.308.53J 52,450.56 0.00 23,050.95 0 ' 4 X 0.232 2 28 = 2 X 2 X .232 ' \/1 ! ol 23,339.25 8,326 8.478.01 ; -J X 0.188 1 \ 26 = 2 X 2 X 205 ' I :. n I . o, 23,339.25 8,326 8,478.01, ?, Jx0.188 1 ) 26_ = 2 X_ 2 X .205 I · Eccentricity Check -OK ---·- I I I I I I I i I --. I I I 1• 11 I I I I I I I I I I I I I I I I I -. --. STRESS ANALYSIS -PAGE 1 r-I tJ-~:-::::::-_ Job Number: I Job Name. I Date Run: /-~~" 98-0235 ASYMTEC -ROOF 6/11/98 Location: I Joist Oes-:ricuo,r I Mark: CARLASBAD, CA Girder Load @ [)iag 48G6N7.8K GS . ..__ . .----: . -· -· I Geometry --------12::-:Jan:?:...:::-· .• • ,::-----·-· I : Base Length: H'orlnng Len;1;:· I Joist Dec::-I Efective Deo:h 1 Sha,ce I I ~?~33/4 46-11 3/4 48.00 46.16 :s Special ! Parallel Chords -·------· -• . ----·--· -------·-i Variable Left End Right End ·BC Panel 5-0 3-10 -I :,--.~L' -"~-. , . 7V I TC Panel 5-0 3-10 I First Half 4-5 3/4 0-0 I :9-5 3/4 -------··---First Diag. 3-10 . De[?!_tl _____ :48.00 .is oo __i. ·----------. -- 'Loads ----------·-·-- ' Point Load at Diagonals (lbs; 7,800.00 Concentrated Loac -: @ 9-5 3/4 (lbs1 · '.)00.00 ; Concentrated Load TC @ 25-5 3/4 (lbs) 1,800.00/ Concentrated Loao TC@ 35-5 3/4 1lbsJ i 1 300.00 I ; Concentrated L:oad TC @ 43-5 3/4 (lbs) 800.00:. Concentrated Loao :-: @ 25-5 3/4 (lbs; I • J00.00 ' I 500.001 TC Axial Load (lbs, ' 1 ·Additional Shear in Webs I 5S 000.00 I Stress Analysis Summary ·---· 11· -I Reaction LE I Reaction Fe 1 r·;~~--; 1 ,;ea( ,M2;, -:-~ ':-omp I Max BC Tension I . Int ?3nel TC I Jvi.;., ?an'3/ BC '48.00 108.00 23,825.14 29,374.86 !97,369.05 78,282.77 --·---· !i ---i -- Member TC Tension ,TC Compresicn BC Tension !BC Compresion: 1/\teo Tension Web Comp. ·Neb Length PP Dist. ' W2 0.00 60,025.23 o.ool 0.80' 32,798.11 0.00 74.13 0-2 W3 0.00 60,025.23 48,232.921 0.00, 0 00 31.348.74 70.85 5-0 i W4 0.00 86,100.35 48,232.921 0.00, 16.770.51 0.00 66.60 9-5 3/4 W5 0.001 86,100.35 71,368.02 j 0.00! 0.00 16,770.51 66.60 13-5 3/4 W6 0.00. 97,369.05 71,368.021 0.00, 10,594.09 0.00 66.60 17-5 3/4 I W7 0.00 97,369.05 78,282.771 0.00 o.ool 10.594.09 66.60 21-5 3/4 ' 78,282.771 o.oo! ! W7 0.00 92,870.69 0.00 12 749.91 75.70 25-5 3/4 W6 0.00 92,870.E~ 59,372.39 1 0.00 12.7 49.91 i 0.00 75.70 30-5 3/4 W5 0.00 72,619.25! 59,372.39' 0.00 0 00. 25.065.08 66.60 35-5 3/4 : W4 0.00 72,619.2'.3 i 24,280.58i 0.00 25.0eS.08· 0.00 66.60 39-5 3/4 W3 0.00 72,619.8:31 24,280.58: 0.00 0.001 25.974.86 46.16 43-5 3/4 ' W2 0.00 59,460.43! 24,280.58: 0.00 '35,883.27: 0 00 63.77 43-5 3/4 -·----·------------- · Standard Verticals ! ----I ! Member Position Max Tension Max Comp. ! Length I o.ool 7,343.711 I V1 End Panel 46.16 ! V2 Interior 0.00 7,343.711 46.16 .. - I• i ! i i I I i Ii --- I I I I I I I I I I I I I I I I I I I r Tr·===· STRESS ANALYSIS -PAGE 2 'fSR--Job Number: I Job Name: I Date Run: ;,_ ----~ ---;/!' 98-0235 ASYMTEC -ROOF 6/11/98 Location: I Joist Des:uot1on I Marl<: CARLASBAD,CA Gir?_er_ Load @ Diag 48G6N7.8K G5 ... i ~~o!d Propert~~ -· ---·· i' Chord Area Rx Rz Ryy y I ,----Q ------Material I 2.2897 1 0781 0.6883 1.8487 1.0018 I TC :: -3613 1.0000 3F = 3 1/2 X 3 1/2 X .344 ! BC 1.3105 0 9336 0.5937 1.6283 0.8340 -'423 ' 0.9223 31 = 3 X 3 X .227 ... I -.. J Axial and Bendi~Analys~ -::r; 1;:1 IFb I Mom of Inertia· I LL 240: ~~92;~.04 [~';~28 ;'~{': I Max Bridg BC: I 1.00 ----· i 50.000.00 30,000.00 3,556.20 1,922.04 , 32-6 3/4 '"------------~----·----. --·---· -·--------. - Top Chord Check !=nd Panel L:: First Panel LE Interior Pane1 = ·.,,r Panel RE' Er.d Panel RE :,,~ iieMeen Chords. : . Length 58.00 53.75' 48.00 48.00 44 00 1.00 I •: 1·\/e1a Len 2X. Bending Load 0.00 -0.00 -0 ('C' vc 0.7500 i Axial Load 97,369.05 59.460 .+:; 60,025.23 --· ·a< Load F1/lers TC: 1, fa 13,107.87 -i 21,262.74 -I 12,984.53 100,111.82 I Maximum K Ur 84.26 -I 64.91 -I 63 92 'la, Load no Fillers TC: !Fa 18,146.88 I 21,861.68 22,036 68 96.106.43 -- iF'e 51,597.04 I 75,335.26 89,655.18 TC OAURyy: --304.9451 ' 0.9238 I 0.8871 0.9566 :Cm ---· -2C Stress. ! Panel Point Moment 0.00 -I 0.00 -0.00 29,868.18 i Mid Panel Moment 0.00 I 0.00 0.00 -I -.SC L/Rz i Panel Point fb 0.00 -I 0.00 -0.00 181.8979 -i Mid Panel fb 0.00 -I 0.00 -\0.00 -::; Shear Stress: '.Fillers 0 I 4 Q 8,714.33 -- : Panel Point Stress I 2C: Shear Stress: 13,107.87 -! 21,262.74 -12,984.53 15,389.10 I Mid Panel Stress 0.7223 I 0.9726 I 0.5892 ·-------· ---· -- Web Design ·----r---··-· I Member Web Tension Allow Tension Web Comp ! Allow Comp 1/\/eld .. !ow. ·r--·-·· ·-· Material I 32,798.11. 37,525.86 I 13,098.53 ": 5x0.163 i 2 J23=212x.163 i W2 o.oo: ! 31,348.74 i i2C=2 · 2x21/2x.212 W3 0.00 60,903.36 33,285.28 .. 3 XO 188 2 I W4 16.770.51 26,225.28 o.ooj 4,517.89 ·; ; X 0.188 1 i 28 = 2 l 2 X 232 ! W5 0.00 40,381.44 16,770.51 I 17,359.99 ·:.: X 0.176 2 124=2.<2x.176 I W6 10,594.09 16,546.53 o.ooi 2,917.32 : ~ X 0.143 ! 1 !21 =212x.143 I I 10,594.09 I I 20 = 2 X 2 X . 125 i W7 0.00 29,062.50 12,416.06 -x0.125 I 2 -' Ii W7 0.00 40,381.44 12,749.91 13,435.16 .: jx0.176 I 2 I 24 = 2 X 2 X .176. i W6 12,749.91, 26,225.28 0.00 3,496.24 ..: ·: X 0.188 I 1 I 28 = 2 X 2 X .232 W5 0.00' 54,001.86 25,065.08 30,747.80' ~:x0.187 I 2 I 2A = 2 • .'2 x 2 1 /2 x .187 I W4 25,065.08· 26,619.84 0.00 6,345.96 . = 8 X 0.156 j 2 I 1 J = 1 ~ . 2 X 1 1 /2 X • 156 i W3 0.00 46,678.50 25,974.86 31,086.36 ~ 5 X 0.205 I 2 26 = 2 /. 2 X .205 ! I W2 35,883.27' 46,678.50 0.00 21,526.34 . " 8 x O 205 j 2 26 = 2 X 2 X .205 I Oi 21,390.S3 7,344 7,748.64 : : l. 0.187 l 1 25 = 2 IL X .187 1· V1 l ,, V2 0 21,390.93 7,3441 7,748.64 _:: -3 X 0.187 ! 1 ! 25 = ? l. 2 X .187 I ·---·· ; ·• Eccentricity Check -OK-· · I I I I I I ! I I ' I ! 11 ,, ii i/ I jl ·! ,I I ' I ; I i I I ! ' i ! i ; i : ! I I I I I I ·1 'I I I I I l i '! I I I I I I I I I I I I I I I I I I I I I I JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA ISP Corp. JOIST NAME: 48G6N7.8K MARK: G5 END PANEL TC -"AXIAL LOAD AND BENDING". Leg= Thickness= Fy= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = Next panel length = 3.500 in. 0.344 in. 50.000 ksi 1.000 in 1.000 58.000 in 60,025.23 lbs. 4,000.00 lbs. 0.00 lbs.I ft. 6.00 in. 1.00 46.00 in. Panel point <= 0.6 Fy = fa+ fb = Mid panel<= fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb) = A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = No filler Kl/rz = Cc= Fa= F'e = Cm= ONE ANGLE 2.290 in'2 2.661 in'4 1.078 in 1.085 inA4 0.688 in 1.002 in 1.000 5.00 in 19,992.89 lbs-in. 19,992.89 lbs-in. 13,107.87 psi 9,383.73 psi 3,762.84 psi 30,000.00 psi 84.26 107.00 18, 146.88 psi 21,032.44 psi 0.81 At= ltx = rtx = Panel P. Stx = Mid Panel Stx = Kl/rx = Cc= Fa= F'e = Cm= With filler 30,000.00 Panel point<= 0.6 Fy = 24,990.66 OK fa+ fb = (9 Mid panel<= + Cm*fb/((1-fa/F'e)*Q*Fb) = G ":Ff1..i.E~ 17-Jun-98 TWO ANGLE 4.579 in'2 5.323 in'4 1.078 in 2.131 inA3 5.313 in'3 53.80 107.00 23,747.92 psi 51,597.04 psi 0.92 30,000.00 24,990.66 OK 1.00 0.79 OK I I I I I I I I I I I I I I I I I I I r.=======---===-==-=====-============--,...,-=-----:==---=---==----=====-==========::;i Tljff-=~ ~~~;,· "'-l.-__ -···· ~ -= ~~<:>_me try STRESS ANALYSIS -PAGE 1 -----~-------------. ! Job Name: JcoNumber: 98-0235 ASYMTEC -ROOF ~- 0 ~_;_ti~-~_-S_B_A_D_, _C_A ________ -~' ~_ 0;:~~~s ~~:~n @Ojag 36G5N10.4K I Date Run: 6/11/98 ! Mark: G6 ----~----' j , Base Length 35-8 Shape Parallel Chords I -: _-_ ----=-============: Variable Left End , Right End \BC Panel ; 3-10 4-0 ' iTC Panel "--I 3-1 o 4-0 / 1 First Half C-0 3-10 :-~~ / I First Oiag. I----=------- ·, . ~-10 7-10 : Oeptb_ __ _ ~-3.00 36.00 ------------' I /Loads_ _ __ __ __ _________________ _ __ ····· ! i Point Load at Diagonals (lbs, 10,400.00 Concentrated Loa.:: -:: ::: ::-, 0 tlbsj ------~-~------------;. Concentrated Loa a TC @ 19-10 (lbs) 300.00 Concentrated Loac -::: @ 27 -10 (lbs) 1 I_,...._ C-o-n-,c-en-t-ra-t-ed_L_oa_d_T_C_@~1-9---1G~ilb_s_) _____ 1_,o_o_o __ o_o_ Additional Shear 1r .. -;;cs i 300.00 300.00 500.00 · ---------=--~-------------------'- ITC Axial Load (lbs1 50,000.00, , Member I TC ~ension TC Compresicn BC Tension iBC Compresion- Stress Analysis Sum_m_a_r"""y----------,--------,---__________ _ ___ -------~ ltnt.?~ne/TC j,1·,,0 anetBC IReactionLE IReacttonRE.. 1,1._-,,._.;._ -~:-;,wa;T'::C:omp IMaxBCTension I i48.00 196.00 _ J29,713.21 24,686.79 !7.42~.30 !92,286.19 77,139.85 ·------~-=::=======---~-~~====::::;::======~ ;_ -:-c Teris1on Web Comp. 1Web Length PP Dist. i W2 0.00 61,169.84 0.001 0.00 ..cO 776.55: O.OOi 55.71 0-2 W3 0.00' 61,169.84 31,559.78! 0.00 000 25.013.211 34.18 3-10 W4 0.00: 75,193.66 31,559.781 0.00 23 2:5.77· 0 001 58.92 3-10 W5 o.oo: 75,193.66 68,956.64 J 0.00: O.OOi 23.815 77! 58.92 7-10 W6 0.001 92,286.19 68,956.64 I 0.00; ~2.807.361 0.001 58.92 11-10 W6 0.00. 92,286.19 77,139.85\ 0.00 ·J.00 12.807.36\ 58.92 15-10 w5 ! 0 00 86,099.09 77,139.85' 0.00 JOO 16011.64i 58.9219-10 I/\J4 ·'.JOO 86,099.G9 52,457.71 · 0.00 -~ =--64 o.oo! 58.92 23-10 •) 00 57, 171.ea I :JOO 57,171.eal ---- 52,457.71 r, nr. ~ _,~ 0.00 O.OG '----------~-~------------=_o_o ___ 3"_~ _5_13_._90....,1 ___ 5_7._3_1+-2_7_-1_0 __ _ --;~_ 5'3._90_· -· --~-00] _____ 5_7_.3_1__,_3_1-_8 __ _, Standard Verticals ---·-1 Member I P~sition Max Tension Max Comp. Length -----+----~-----! V1 / EncPanel 0.00 7,428.30 1 34.18 ___ \/2 I Interior __ . ____ O._O_D~ __ 7~,4_2_8_.3_0_i ___ 3_4_.1_8 I I I I I I I I I I I I I I I I I I I ! STRESS ANALYSIS -PAGE 2 ------,----------------------------~-------, Job Number: IJob Name: IDate Run: 98-0235 ASYMTEC -ROOF 6/11/98 ~ 0 A_ca_;_~_-S_B_A_D....c,_C_A _________ l'-~-;:~;;s~~:~~~ Diag 36G5N10.4K _________ l._~-~-rk-: _ ___, Chord Properties --· ---~--·--· ----r I -----Chord Area Rx Rz Ryy y I Q Material ! TC 2.0867 1.0826 0.6900 I 1.8419 0.9902 :::: ..\454 0.9854 3E = 3 1/2 X 3 1/2 X .312 I BC 1.3105 0 9336 0.5937 l 1.6283 0.8340 ------------- Axial and Bending Analysis ~.00 1~~-000.00 \Fb· 30,000.00 -. --------- --~------,---------,------. ' Mom oflnert1a. ILL 240 1,883.92 2.393.31 ----------- :-123 0 9223 31 = 3 X 3 X .227 ---.. -- TL~-:.;~ --fA~;:-E•,:;_: --: i 2.393.31 i 26-1 1 /8 ---------- j '.lax Bridg BC: 32-6 3/4 I Top Chord Check End Panel LE First Panel LE Interior Panel = ·st Pane, ~E ! End Panel K:: ;,.: 2e;:,een Chords: -__ -============~ i. Length 44.00 48.oo/ 48 oo .:s ooJ 46 c-: _1_.o_o ______ -1 ----=----------------+-----~-----------'------·:.r .\e-::;;.en 2X: ; -Bending Load 0.00 0.7500 -! 0 co ' C -- ! . Axial Load 61,169.84 -92.286.1 S I 57.171 e.1 ::;. _::;a::; =111ers TC: :fa I 14,657.38 -22,113.42 13,699 35 99,017.71 : Maximum K L/r ! 63.77 I Fa i 21,822.80 Ma, Load no Fillers TC: -----------'--------+-------+-----------!-------86,820.60 -52.12 23,726.41, 66 67 21,319.20 ----------+ F'e i 90,394.97 TC OAURyy: -------------'----+-------+----'-----------+-----'---230.1983 -75,956.89 82,705.42 Cm 0.9514 -0.8835 0.9503 ----------+------+-------+-----------!--------ac Stress l Panel Point Moment 0.00 ! Mid Panel Moment 0.00 ---------------+-------+-------------+-------_2_9,_4_32_._11 ____ _ 2CLRz -0 00 -0.00 0.00 0.00 I Panel Point fb ; 0.00 I Mid Panel fb 0.00 I Fillers 0 ---------------+-------+-----------!-------161.6870 -0.00 -0 00 -2 ------------,------+-------~~--------f-------_··-=·=========::: -:: Shesr Stress: 11,843.78 0 00 0.00 0 I 14,657.38 I Panel Point Stress I Mid Panel Stress i 0.6717 -22.113.42 -0.9320' 13,699.35 0.6426 ---------------+-------+-----------------s,: SnearStress. -----------,----'---+-------+-------------+-----'---18:978~28 -------~ Web Design ----··-! Member Web Tension i Allow Tension Web Comp Allow Comp Weld : Qty : Material i W2 40.776 55' ~2,781.86 0.00 24.080.6'] W3 0.00 42,781.86 25,013.21 33.504.53 :-Jxo.12-:-2 25=212x 187 ·- W4 23.815.77 28, 125,00 0.00 6 158.74 : 3 X 0.123 1 29 = 2 .< 2 X .250 I \/1}5 0.00; 46,678.50 ,i -.:~x0.125 1 20=21.2x.125 ! 23,815.77 24.362.77 :·:x0.188 2 '26=2.,2x.205 ,. W6 12.807.36: 14,531.25 1· I W6 o.oo: 29,062.50 i W5 0.001 33,093.06 I W4 16.011.641 18,762.93 ; W3 o.ooi 54,001.86 ----+---------'------,f-------+----------------------'------·: jx0.125 2 :20=2.,2x.125 ----+---------'------,f------'---+--------------------------1 --sx0.143 2 ;_l21=21.2x.143 ; ----+-----+----'-----ir-------1--------------,----'------------' 1 ! 23 = 2 I 2 X . 163 ! ----+------;-----'-----,f-------+---------------+-----------·21xO.187 i 2 :2A=21/2x21/2x.187 0.00 3.292.4-:- 12,807.36 14.384.51 16,011.64 16.876.11 0.00 4,199.80 33,513.90 34.417.64 =:Sx0.163 ~ i W2 33,513.90! 37,525.86 0.00 20.152.64 '':3x0.163 2 23=212x.163 I V1 01 14,531.25 7,428 7.801.7~ .: j X 0.125 1 20 = 2 I 2 X . 125 V2 -9! 14,531.25 --.--7,428 7,801.7~ .: ; x_Q.125 ___ 1 __ ,2.Q = ?-< 2_x_._12_5 _____ _ • Eccentricity Check -OK l I '. ---"-- I I I I I I I I I I I I I I I I I I I •Job Number: :98-0235 STRESS ANALYSIS -PAGE 1 ' Job Name: ASYMTEC -ROOF ' Location-I Joist Oesc110/1on: I Date Run: 6/11/98 G7 C_A_R_LA_S_B_A_D_,_C_A ________ ~_G_ir_d_er _Load @ Diag 48G6N7.8K ' Mark: ---___ ....,_ ___ ...., Geometry Base Lenai/J j\ 4 ;·,, 7 0-4rkmg ump1i; I Joist De.c:~ 'Efect,ve Oep/11 IBC Panel Lenllrr• I· ~=7-=8=-==·=~:::: ____ --===4=8.=0=0 ;:======4=6.=1=6 =======5=@=8-~ , Variable Left E-nd i Right End i -l Shape ----- -_ I Parallel Chords I BC Panel 4-0 l 4-0 I 'TC Panel 4-0 I 4-0 ,.~,~---/-----;v.,.._~-,--, -/,-/~'\-· · First Half 3-10 ! 3-10 11 -· ' IV --------,-----,-------;, "'-- First Diag. 1-;--10 -;--10 .. ------~-~---------~~~v Dep!~--_ __148.00 _ ,4_8._0_0 ____________ _ i 1 L<;>a~J_ _ ___ _ __ _ ; Point Load at Diagonals \lbsJ 7,800.00 Concentrated Load TC@ 7-10 (lbs) 2.600.00 -------=----'------------'----_C_o_n_c_e _n t_r a_t _e d_L_o a_d_T_C_@=--2_3_-_10------'-(l_bs-'-) _____ 1..:..,o_o_o_.o_o__.: Additional Shear in VVe_b_s _____ ____,_! ______ 5_00_._oo_ ~TC Axial Load (lbs) ____________ 6_5~,o_o_o_.o_o· Stress Analysis Summary Int P;;ne, TC I i\-i;,, Pane, ac I Aeaction LE 'Reaction RE: , M,;1;1;u/li · llear - 48.00 96.00 : 26,078.87 24,321.13 6.519. 72 ----~------:: ~-:.:::::::===::::;::::=======::=======---;: .:· . _::-_:_--:-:·-= ===:;======-= i Member TC Tensio~Trc Compresicn BC Tension BC Compresion Web Tension I Max TC Comp I Ma.< BC Tension I 103,373.71 76,968.71 -. Web Comp •Web Length PP Dist. I; W2 0.00 J 65,324.98 W3 o.ool 65,324.98 44,199.96 o.oo o.oo ----+------+--_.:..---+---...;_--+------+------+-----------+- 0.00 0.00 32,015.78 0.00 65.17 0-2 32.015 781 65.17 4-0 W4 0. o o 1 91,085.43 44,199.96 0.00 17,713.59 0 00 66.60 7-10 W5 0.00 91,085.43 68,694.51 0.00 0.00 17.713 59 66.60 11-10 I W6 0.00 103,373.71 68,694.51 0.00 9,405.39 0.00, 66.60 15-10 W7 0.00 103,373.71 76,968.71 0.00 0 00 9,405.39: 66.60 19-10 W7 o.oo! 102,716.90 76,968.71 o.oo o.oo 9.405.39 66.60 23-10 W6 o.oo! 102,716.90 66,943.02 o.oo 9.405 39 0 00 66.60 27-10 1 __ W_5_-1--____ o_o_o_! __ 8_9-'-, 1_1_5_.c_-lJ..,;__ __ 6__.6,_9_43_._02--+--____ o_.o_o ____ o_oo ___________ _ ; __ VV_4_-+-____ ·J_0_0_l __ 8_9..:.., 1_1_5_.C_J-ii __ 4_0..c.,_69_6_._9_7_! ____ o_.o_o+! ___ 1_8_.9_2_8_6_3-+------------+--- 0 00! 64,011.3:;i 40,696.971 0.001 0.00 , W3 I W2 18.928 63 66.60 31-10 I I 0.00 66.60 35-10 29.534 3,· 65.17 39-10 0.00 65.17 43-8 29,534.37 '---~-_.J __ oo: __ 6_4,_0_11_.2_-s~J ___ o_._oo~I o.oo j -----------·--· ----~---~ I I Standard Verticals ! · Member Po;ition I Max Tension / Max Comp. Length I ; __ v_1_--+_E_n_d _P_an_e_l -;..-! ____ o_. o_o+j __ 6--'-, 5_1_9_.7_2-+-__ 4_6_.1_6 , V2 Interior 0.00 6,519.72 46.16 1------~-------· I I I . j l I ! I ! i I I I I i I ! ' I ! I I I· I I I I I I I I I I I I I I I I I Job Number: 98-0235 STRESS ANALYSIS -PAGE 2 I JobName: ASYMTEC -ROOF I DateRun· 6/11/98 G7 ~_ 0 ;_~_ 1 ;~-~-_.S_B_A_D..:..., _C_A ________ __,_I ~_ 0 _;:~~;s~;;~n@ Diag 48G6N7.8K ! Mark: . --------'--------' : Chord Properties --Chord Are~-r-· Rx Rz Ryy Y ---- I Q Material TC 2.2897 J 1.0781 0.5883 1.8487 1.0018 ::: i.3613 1 0000 3F = 3 1/2 X 3 1/2 X .344 BC 1.3105 I O 9336 0.5937 1.6283 0.8340 :--------L------'-------'------.J_------'-----1 :423 0.9223 31 = 3 X 3 X .227 ·------ ; Axial and Bending Anal)'.~~,,------~-----~--- !< Jr'. ,::o· 1.00 ______ J~o.o_o_o.o~ _ : 30,000.00 I Mom oflnertia ILL 2J0 3,556.20 1,879.21 ---· ·---r·---- !,.._ ---j Ma., Bucio -c:; I Max Bridg BC: I 1.879.21 , 26-2 1/4 32-6 3/4 ---· -------··-· -.. .. -Top Chord Check End Panel L:: First Panel LE Interior Pane1 ;::: 1st Parei RE End Panel RE :,ap Between Chords: Length Bending Loaa 46 JO 0 :o 46.00 48 co -= ::o .'.5.00 46 00 -1·00 •Wm Weld Len 2X: -0 00 0.7500 Axial Load 65,324.~8 -103_3-;-3 -:-1 -64,011.36 ,\oiax Load Fillers TC· fa 14,265.19 -22.573 99 -13,978.33 11 o, 120.27 ' Maximum K Ur 66.83 -51 93. -66,83 Max Load no Fillers TC: ' F'e ' 21,517.98 82,028.56 -24.047 26, -75,335.26' -21,517.98 96,106.43 82,028 56 TCOAURyy: -307.2441 , Fa ,-------------"----+------+------------+---'--- i Cm ' Panel Point Moment : Mid Panel Moment 0.9478 0.00 O.CO -0.8801 -0 00 -C :::iO -0.9489 I BC Stress: -0.00 29,366.81 -0 00 2CL/Rz. I I : Panel Point fb 0.00 -0 so -0.00 161.6870 I i Mid Panel fb Fillers : Panel Point Stress Mid Panel Stress 0.00 0 : 14,265.19 0.6629 -s :o -4 -22.573.S9 -0.9387· -0 00 -TC Shear Stress: I 0 9,521.34 - I 8C Shear Stress. -13,978.33 16,820.97 -0 6496 -----1, Ii Web Design 1 : Member I Web-Tensi~-Allow Tension l ··----,---. -I Web Comp Allow Come Weid Qty i Material I W2 ' 32.015.78 40,381.4,!: ! 0.00 18.0862..! • _=. 3 X 0 ,.-:-6 2 24 = 2 X 2 X .176 : if W3 0 00 60,903.3::' 32.015.78 36.252 -; . ' .:; x C '28 2 2C = 2 1/2 X 2 1/2 X .212 :1 W4 17,713.59 26,225.22' 0.00 4.517 20 ·: -l,:, 0.138 1 '.28=2x2x.232 I I W5 I o.oo· 42,781.Sc! ! 17,713.59 18.302 ::: ': 4 XO 187 2 i25=2x2x.187 I W6 i 9,405.39 14,531.25) 0.00 2.577,45 -: 1 XO 125 1 ; 20 = 2 X 2 X . 125 i W7 I 0 00 29,062.5GI I 9,405.39 120=2x2x.125 ' 12.416.Cs ':1.<0125 2 i W7 I 0 00 29,062.5GI 9,405.39 12,416 Ci: ::., x0.125 2 , 20 = 2 x 2 x . 125 I W6 I 9.405.39· 14,531.251 0.00 2,577.45 : : XO 125 1 ! 20 = 2 X 2 X . 125 W5 I O.OOi 46,678.501 18,928.63 19,809.07 5 8 XO 188 2 ! 26 = 2 X 2 X .205 W4 18.928.63: 28,125.00! 0.00 4.829 12 5 3 X 0.188 1 ; 29 = 2 X 2 X .250 W3 o.oo: 54,001.86: 29,534.37 31,332.C2 "; 5 X 0.187 2 l 2A = ? 1 /2 X 2 1 /2 X .187 W2 29.534.37 37,525.8ci 0.00 16.835,:;; • -; 2 XO 153 2 23 = ? X 2 X . 163 V1 I 0, 18,762.93, I 6.520 6,842 :;:; --;-XO 153 1 I 23 = 2 X 2 X . 163 V2 I 0 18,762.93 I : *Eccentricity Chec:k -OK-· 6,520 6,842 2:: ---< o 1c3 1 ! 23 = 2 X 2 X . 163 .:. ·-------- ' ' ' ' \ I -. -- I I I I I I I I I I I I I I I I I I ' --DI~ STRESS ANALYSIS -PAGt: 1 Job Number: I Job Name: I Date Run: 98-0235 ASYMTEC • ROOF 6/11/98 ~ _ _ ____ ____ _ CC!prp. Location: Ji;:~;~st~';;i;~ ~iag 32G4N7.0K I Marie CARLASBAD, CA GS •.:: ~----. -.-: . ..--------- Geometry -----------------· --· Base.ength '11·.-..rr(,n(' j .:::.r--ir,~ I Joist De;:;:n I Efective Ce=:-IBC 0 -:-~ - ., 1 Snace '3·0-10"1,a ,~~--. .:, ..... -- '31-2 1/8 32.00 30.57 3@8-0 'Parallel Chords . ------------ I i Right End -- Variable Left End , I BC Panel 14-0 !4-0 _;-:.:: i -~ .. ____ --_ ... -- .·~ :TC Panel /4-0 i4.o ; First Half i3-10 3-4 1/8 !/ .. · First Diag. '7-10 ·-;-.4 1/8 .. -·------------ : Depth 32.00 32.00 I I ------.. ------------------- : Loads ----. --·· -.. -----Point Load at Diagonals (lbs) 7,000.00 Concentrated Loac -::: @ 7-10 1 lbs 1 "000.00 : I , Concentrated Load TC @ 15-10 (lbs) 1,000.00 Additional Shear 1r. ·,'iebs i 500.00 -· •------ 1 TC Axial Load (lbs 1 47,000.00 Stress Analysis Summary : Int ?are/ TC l ~l:.~~anel BC I Reaction LE 1;::;;;1=: I ;:';-:;~_;;near -! M;, ,,:: C:omp Max BC Tension 148.00 15,076.83 j 65.591.55 46,071.47 I Ire Compresion - I Member TC Tension BC Tension EC Compresion· ·/.1~0 Tension I Web Comp 1/1/eb Length PP Dist W2 I o.oo: 48,314.75 0.00 0.00 21 819.081 0.00. 55.23 0-2 ! W3 I o.ool 48,314.75 34,839.34 o.oo· o.ooj 21.819.08! 55.23 4-0 I W4 I I o.oo: 65,591.55 34,839.34 0.00 7,589.141 0.00 56.91 7-10 ' W5 0.001 65,591.55 46,071.47 0.00 o.oo: 7.589.14, 56.91 11-10 I W5 o.ool 64,594.92 46,071.47; o.oo: 0.00i 9,164.61' 56.91 15-10 i I W4 o.ooi 64,594.92 32,181.64: 0.00' 9.164.61i o.oo· 56.91 19-10 I W3 0 001 48,141.34 32,181.64 0.00. 0.00' 19.674.02 50.44 23-10 I : W2 I 0 001 48,141.34 0.00 0.00 21.541.45' 0 00 55.23 27-2 1/8 I ----· ------------------- Standard Verticals ·---. Member j Position Max Tension Max Comp. Length /, V1 Ena Panel 0.00 3,769.21 30.57 I. 11 V2 : Interior 0.00 3,769.21 30.57 -----~------. - I i I I I I I ! ' ' i I i I I I - I I I i I I ' ' I I I I I i I I I : i I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 2 Jo-:-b-:-N:-um-:b-er:-. --,IJ'.'"'.ob-:N:-:-a-m-e:-----------------------,,-0-at-e-Ru_n_: --~ 98-0235 ASYMTEC -ROOF 6/11/98 Location: 'Joist Descrwuon CA_R_L_A_S_B_A_D_,_C_A ________ _,_G_ird!:_~ L:_o~d @ Diag 32G4N7.0K ! Mark: GS ... ------~--~ _gi~rd Properties ---·-----,--------! Chord Area Rx Rz Ryy y ! I Q Material i TC 1.6070 0 9260 0.5907 1.6401 0.8536 I 1 3780 1.0000 35=3x3x.281 ! i BC 0.7780 0 6149 0.3929 1.2389 0.5755 L 0 :2942 1.0000 26 = 2 X 2 X .205 L -·- Axial and Bending Analy~_is ___________________ _ l fv/om of Inertia: ILL 2.!0 i.K ; 1.00 : 50.000.00 ----------- Fb 30,000.00 981.49 1,874.46 [f8~~~.46 -------~~E~~r~ I ~:~9a;1: BC: I --···-----========~ Top Chord Check End Panel LE First Panel LE Interior Panei '. Foist Pan:= RE ! End Panel RE -,~.o Beti~een Chords: I ;Lenath 46.00 46.ool 48001 ..:::13: 4600 1.oo ! , -0.00 i .\-i111 Weld Len 2X: 1 ! Bending Load 0.00 --! 0 00 0.7500 _ ;Axial Load 48,314.75 -65.591 55j -; 48.141 34 .Ha-·:=Lo=a=d=F,=Jte=rs=T=C-.-. ===~ !fa 15,032.23 -20,407.581 -14.978.27 73,815,.17 I Maximum K Ur 77.87 -58.53 -77 87 -,v-,a-x L-o-ad_n_o_F_ille-rs_T_C_: --, 1-F_a _________ ; __ 1_9_,4_3_3_-8-7+---_---+--2-2-,-96-6-.2-1--+----_ --+---1-9-,4-3-3-.8-7 _s_o_,2_93_._55 ____ --i F' ! 60 515 80 -55 5--88 -60 5 TC OAL/Ryy: e , · , u. · 15-80 225.6749 Cm 0.9255 -0.8531 -0.9257 -===========: f-------------+-----+------+------1------1-------BC Stress: I 1-P_a_n_el_P_o_in_t_M_o_m_e_n_t ___ : ____ 0_.0_0+-__ -_______ 0_.0_0-+-----__ ....,__ ____ 0_.0_0 29,609.86 1-M_i_d_P_a_ne_l_M_o_m_e_n_t ________ o._o_o ___ -_______ o_.0_0-'--------+! ____ o_o_o 2C L/Rz: I I Panel Point fb 0.00 -0.00 I -I o oo 244-3176 I '----------------+------+------f------------ 1 Mid Pane If b 0.00 -0.00 -i 000 TCShearStress: i !:.....F_ill_e-rs _____________ o+---_---+-----4,/ ____ --+------0 7,381.85 ! ,----------------+------t------i------+------BC Shear Stress: 1· 1-1 1P_a_n_e_l P_o_in_t_S_tr_e_ss ______ 1_5_,0_3_2_.2_3+-__ -_____ 20_,_40_7_._58-+-___ -_____ 1_4_.9_7_8_.2_7 15,187.34 1 I Mid Panel Stress i 0.7735 -0.8886 -0.7707 -------~ ---_ _,_ ______ - Web Design !:-, _M_e_m_b_e_r-+-_W_e_b_T_e_n_s_io_n_i_A_l_lo_w_T_e_n_s_io_n-+-_W_eb_C_o_m..:..p--+_A_llo_w_C_o_m..:..p-+f __ W_;_ld_--_-'-I _O...:cty__,' ___ -_·-=.-=--=-M-=--a_t-=-e-r_ia=l========:j ,--_w_2 ____ 2_1_.8_1_9_0_8_: __ 2_3_,3_3_9_.2_5-+-____ o._o_o ___ 5_.8_7_9_8_7+! _1_3_x_o_.1_3_3 ___ 1 __ ' 2_6_=_2_1._2_x_.2_0_5 ____ ____,l 1 __ ,_N_3_-+-____ o_._oo ___ 4_0~, 3_8_1_.4_4 ___ 2_1_,8_1_9_.0_8-+-__ 2_2_.8_1_9_5_1_: _~_3_x_-o_._1 -_': ___ 2 __ ._2_4_=_2_x_2_x_.1_7_6 _______ :: 1 1 \/1/4 7,589.14, 14,531.25 0.00 3.529.76! 41x012': 1 ;20=2x2x.125 :1 '; W5 0.001 23,697.36 7,589.14 7,819.88! ::.:-x0E2 2 !1G=11/2x11/2x.138 / ,.....: ----+-------,,'---I W5 0.00! L9,062.50 9,164.61 14,875.30. 49x0.125 ' 2 !20=2x2x.12-5 I W4 9,164.61, 14,531.25 0.00 3,529.761 49x012S 1 120=2x2x.125 ,..._ ----+----------'----+------t------'--------:-, --------------:, I i W3 000! 37,525.86 19,674.02 22,811.871 31 x0 163 ! 2 ;23=2x2x.163 '' 11-1 -W-2--+---2-1-.5-4-1._4_5.,_i --2-3-'-,3-3-9-.2-5+---'--o-.-o-o 1-----5..:..,8_7_9-.8-7--'-i -_-7_x_o-_ 1_8_B__,_i __ 1 _"-: 2_6_=_2_x _2_x-.2-0_5 ____ --;1 j l,--_V_1 _-+-_____ o_! ___ 9_, 7_8_6_.9_3 ____ 3_, 7_6_9+-__ 4_,4_9_9_.8_8_! _2_.2_x_0_._11_3 __ 1 _1 __ !_1_C_=_1 _1 _/2_x_1_1 /_2_x_._1 _13 ___ ,: i V2 __ _Q[ __ 9~,_7_86_._93~ ___ 3_,_76_9~ __ 4_,4_9_9_.88! 22~ _ _Q_._11l__. __ 1_ ·1C_= 11/2x11/2x.113 q • Eccentricity Check -OK i I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". END PANEL Leg= 3.000 in. Thickness= 0.281 in. Fy = 50.000 ksi Gap= 1.000 in K= 1.000 Length= 46.000 in Gravity Axial Load = 48,141.34 lbs. Lateral axial load = 47,000.00 lbs. W= 0.00 lbs./ ft. Bearing Depth = 6.00 in. Reduc. = 1.00 No filler A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Klirz = Cc= Fa= Pe= Cm= Panel point<= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= 20,291.20 OK Mid panel <= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q·Fb)) /.09= 0.78 OK JOIST NAME: 32G4N7.0K MARK: GB ONE ANGLE 1.607 in':: At= 1.378 in'4 ltx = 0.926 In rtx = 0.561 in"4 Panel P. Stx = 0.591 In Mid Panel Stx = 0.854 in 1.000 3.26 in 153,220.00 lbs-in. 153,220.00 lbs-in. 5,224.80 psi 13,037.28 psi 10,957.71 psi 30,000.00 psi 77.87 Kl/rx = 107.00 Cc= 19,433.87 psi Fa= 24,623.92 psi F'e= 0.94 Cm= With filler PROPERTIES: 9 214 in'2 38.313 in'4 2.039 in 11.752 in'3 13.983 in'3 SEE NEXT PAGE: 22.56 107.00 28,023.62 psi 293.449.55 psi 0.99 Panel point<= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= 20,291.20 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.62 OK I I I I I I I I I I I I I I I I I I I Shape; L u 3.000 H 3.000 T 0.281 X 0.000 y 6.000 IX 180.00 A 1. 607 Vbar -0. 854 Xbar -0. 854 Ix 1.378 Iy J..378 Rx 0. 926 Ry 0. 926 Rz 0.591 e 225.oo Shape: L u 3.000 H 3.000 T 0.281 X 1.000 V 6.000 IX 270.00 A 1. 607 Vbar -0. 854 Xbar 0. 854 Ix 1. 378 Iy 1. 378 Rx 0. 926 Ry 0.926 Rz 0.591 e 31s.oo 0 I I -t- I --1---- June 17, 1998 Shape: PL w 6.000 T J..000 X J..000 V -0.750 IX 90.000 IX 90.000 A 6. 000 Vbar 3.000 Xbar -0.500 Ix 18.000 Iy 0. 500 Rx 1. 732 Ry 0. 289 I 0 --------;---,--1-----------------------------ufl I 0-·- A 9. 214 Wgt 31. 328 Vbar 3. 260 Xbar 0. 500 Ix 38.313 Iy 9.145 Iw 38.313 Iz 9.145 Ixy 0. 000 Rx 2. 039 Ry 0. 996 Rz 0. 996 e 90. ooo I I I I I I I I I I I I I I I I I I I . i ~ STRESS ANALYSIS -PAGE 1 JI-~ ,ooN=-IJobName: IDateRun: '--!I '. 98-0235 ASYMTEC -ROOF 6/9/98 ------'----------.----------------L---,--------l cam·)) Location: IJ01st Desc11pt1on: I Marl<: R-----~---:-:~----:1,_ ft.. CARLASBAD, CA Short Sp~n Crimp 30K261/144 J1 ~ ..... ; .:·::· . .-.·.·.-:.:.:-.... ... ------'-----------'---- Geometry j Base Length f 4 1~1,: 7 ;~ 6 kin 3 g 14 L-;,:qtn !47-10 3/4 ,~ '=====::= ! Variable Left End Right End I i BC Panel 5-0 5-0 I I Efective Depth: 28.87 la 10 c P@an 4 e_1 0 Len;r11 -----,.-S-ha-pe____ I Parallel Chords -===::::=:========--:--::. --=======~ ,_~ ;-~-s~-~-:-~- 1 --~~-:~-1-3-,-8----!:-~-:~-1-3-/8__,:-~ ;\lZ\V'\> --<-: -----'-~_,_,,.c.., __ _ j: First Diag. 5-11 3/8 · 5-11 3/8 I 1 _Depth 30.00 ---------------------: 30.00 ---------.. ----------I I Loads --------- ; Uniform Load in TC (plf) 261.00 i Concentrated Load TC @ 23-11 3/8 (lbs) ------~'--------------1 ! Concentrated Load TC@ 23-11 3/8 (lbs) i 250.00 !Additional Shear in Webs !------------'=----'---~------1 !Additional Bending in TC (lbs) I 250.00 !Additional Bending in BC (lbs) f----------'---~------,--------1 Ire Axial Load (lbs) I 8,700.00 Stress Analysis Summary 500.00 375.00 250.QO, : Int Panel TC: I Max Panel BC i 24.00 48.00 I Reaction LE 6,581.91 I Reaction RE: 6,581.91 I Mimmum Shear IMa, TC Comp IMax BC Tension I 1,645.48 34,388.64 33,859.85 --====;::'=:=======-===:::::;::::::======: r i Member TC Tension ;TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist i l W2 0.001 15,689.82 0.00 0.00 14.491.15 o.oo: 64.79 0-2 I v1s o.ooi 15,454_59 0.00 0.00 0 00 1,782.00 31.26 4-0 ' I W3 0.00 i 15,454.59 14,005.37 0.00 0.00 6,128.97 · 31.03 5-0 i W4 o.ool 20,029.65 14,005.37 o.oo 6,745.63 0.001 37.54 5-11 3/8 ! w5 o.oo! 20,029.65 21,573.02 o.oo o.oo 6,066.781 37.54 7-11 3/8 i W6 0.00 J 25,054.38 21,573.02 0.00 5.387.92 0.00. 37.54 9-11 3/8 i,..... _W_7 ______ o_. 0_0_1 __ 2_5~,_o5_4_.3_8--+-__ 2_7,~4_04_._65-+-____ o_. o_o-t--___ o_.o_o ___ 4_. 7_0_9._o_7 ___ 3_7_.5_4+1_1_-1_1_3_/_8---; 1 W8 0.00i 29,669.46 27,404.65 0.00 4.030.21 0.00 37 54 13-11 3/8 I I W9 o.oo 29,669.46 31,500.26 o.oo o ool 3 351.36 37.54 15-11 3/8 1 1-W10 0.00 32,897.06 31,500.26 0.00 2.672.50 0.00 37.54 17-11 3/8 I!~ _w_1_1 _____ 0_0_0 ___ 32~,-89_7 __ c--6-+---33~,-85-9-.8-5-+----o-_o_o ____ o_o_o-+---2-,-13-9-_9_2 ___ 3_7_5_4+1-9--1-1_3_/8--i I ' ' j I W12 0.00: 34,388.64 33,859.85 0.00 2.139.92 0.00 37.54 21-11 3/8 W12 0.00! 34,388.64 33,859.85 0.00 2.139 92 0.00 37.54 23-11 3/8 W11 0.00 I 32,897.06 33,859.85 0.00 0.00 2,139.92. 37.54 25-11 3/8 I w10 o.ooi 32,897.06 31,500.26 o.oo 2.672.50 o.oo, 37.54 27-11 3/8 I W9 o.oo: 29,669.46 31,500.26 0.00 0.00 3,351.36 1 37.54 29-11 3/8 W8 o.oo; 29,669.46 27,404.65 o.oo 4.030.21 o.oo 37.54 31-11 3/8 W7 0.00 25,054.38 27,404.65 0.00 0 00 4.709 07 37.54 33-11 3/8 W6 0.00, 25,054.38 21,573.02 0.00 5,387.92 0.00 37.54 35-11 3/8 W5 0.00 20,029.65 21,573.02 0.00 0.00 6,066.78 37.54 37-11 3/8 W4 O 00 20,029.65 14,005.37 o.ooj 6.745.63 0.00, 37.54 39-11 3/8 W3 0.00l 15,454.59 14,005.37 0.00 0.00 6,128.97: 31.03 41-113/8 v1s o.ool 15,454.59 o.oo o.oo o.oo 1,782.00· 31.26 43-10 3/4 W2 0.00 J 15,689.82 0.00 ~. 0.00 14,491.15 0.00, . 64.79 42-10 3/4 Standard Verticals I Member Position ! Max Tension >-------+-----+--··· i V2 Interior 0.00 Max Comp. 1,818.94 Length 28.87 I I I I I I Job Number: 98-0235 STRESS ANALYSIS -PAGE 2 I JobName: ASYMTEC -ROOF Location: !Joist Oescnption C_A_R_LA_S_B_A_D_,_C_A ________ ~S_h_or_t S_pan Crimp 30K261/144 jDateRun: j 6/9/98 i Chord Properties --.-----,------.----~----___ ---.-----.-------------- 1 Chord Area / Rx Rz Ryy Y I Q Material / 1 i TC 0.7130 ! 06174 0.3938 1,2345 0.5690 0.2718 1.0000 25=2x2x.187 I : BC 0.6730 1 0.6189 0.3944 1.2318 0.5650 0 2578 0.9808 24 = 2 x 2 x .176 j ' --~-------~---~----~ -·-· I I Axial and Bending Analy_si_s _______ ~-----~----_ --.,.------------------ , K. lFJ IFb· I Mom of Inertia. ILL 2-10 ILL 2~0 ! Max Buda TC· I Max Bridg BC: I ; -~--0.:::.-0.:::.-_-_-_ ----~--5~o._o_o=o:o-?_--_-_ _:::-_3-::::...o_·_,o-::::...o_o~._o_o~~~~..::.--5-::::...7_7~.5~1~~~--~-~--..::.-_3-::::...o_o~.7 __ s_ _ _3o0.79==::;:::===I =14=·11_ _. ----=--=--=---=-2-=-4_-_7-=-5-=-ts-=--=--=--=--=-=:: Top Chord Check End Panel LE First Panel LE Interior Panel i Fust Panel RE End Panel RE 3ap Between Chords: , Length 46.00 23.38 24.001 23.38 46.00 _1_.o_o _______ '! --=--------------+-------t---------,------+------:1-im Weld Len 2X: I Bending Load 358.83 -187.50 i -358 83 0_5000 , 1 _A_x_ia_l _Lo_a_d _________ 1_5_,6_8_9_.8_2+--__ -_____ 34_._38_8_.6_4~1 ___ -_____ 1_5_,6_8_9_8_2 ,,,-=,a=x L=o=ad=i-=-i1=,e,=s=TC=:=====1 ( , fa 11,002.20 -24,114.41 -11,002 20 36,475.56 i I ! _M_a_x-im_u_m_K_L-/r-------,----'--7-4-.5-1+---_---+---3-8-.8-7-+----_ ---+-----'--7-4-.5-1 Max Load no Fillers TC: i _F_a ________ ___;,_ __ 2_0_,0_8_8_-0-5+----_---+---2-5-,-98_9 ___ 12-+----_ ---+----2-0-,0-8-8-.0-5 _3_1 •_6_72_-_o4 ____ _ ; _: F_'e ___________ 2_6'-,8_9_9._9_4+--------+---9_8_,_,_81_9_.9_3-+-----_____ 2_6...c.,8_9_9_9_4 ;~~~~;Iy: I I' Cm 0.8773 -0.9024 -0.8773 ==============~ -----------'------+-------+-------,------+------BC Stress I I'-; P_a_n_el_P_o_in_t_M_o_m_e_n_t ___ , ___ 5_9_0_0._5_4 ___ -______ -_t 5_0_. 0_0-+-----_____ 5_9_0_0_.5_4 25,155.01 Mid Panel Moment 5233.98 -375.00 -5233 98 BC URz· 1 1 I :Panel Pointfb ; 15534.02 -1974.48 -15534.02 .::::1_2_1.::::·7.::::0.::::5.::::4.::::.::::.::::.::::.::::.::::.::::.::::.=: 11 Mid Panel fb 5478.65 -392.53 -5478.65 TC S/JearStress: I I I I I I I I I I I ' F 1 6 1 9,190.34 I ; . illers 1 -------------'------+------+------;------+-------BC S/Jear Stress: I ; • Panel Point Stress , 26,536.22 -26,088.89 -26,536.22 9,758.64 1 1Mid Panel Stress 0.8188 -0.9435 -0.8188 -------~ Web Design -·,-----,---,------------, Member I Web Tension , Aliow Tension Web Comp Allow Comp I Weld Qty Material i, W2 14,491.15 21,205.75! 0.00 2.152.70 4_~_x_0_23_0~~-1-~R_M ."': r_ou_n_d_1 ______ 1! * Allowable Tensile Stress_R_e_d_u_c_e_d_1_0_% ____________ -r __ _ _______ _ ________ _ W3 0.00 14,531.251 6,128.97 7.918.68j 3.3x0.125 1 20=2x2x.125 :1 ----1---------~---r----'--~-+-------;------+----1--------------,,. W4 6,745.63' 7,818.57 0.00 2.069.25 4.2x0.109 1 15=11/4x11/4x.109 ----f---~---------t------+--------t------t----f-------------,, I W5 0.00 14,531.25 6,066.78 7.868.16 33x0.125 1 20=2x2x.125 '' W6 5,387.92 6,183.57 0.00 1,036.10 3.3x0.109 1 10=1x1x.109 W7 0.00i 13,309.92 4,709.07 5,029.17 2.0x0.156 1 1J=11/2x11/2X.156 ii ----1----------------t----'----+--------r-----+----f------------:' W8 4,030.21! 6,183.57 0.00 1,036.10 2.Sx0.109 1 10=1x1x 109 'I 1 ___ W_9 ______ o_.o_o~: __ 9~,7_8_6_.9_3+-__ 3,~3_5_1._36-+-__ 3-'-,7_5_6_.1_1+-_2._o_x_o_.1_1_3 ___ 1_+1_c_=_1_1_12_x_1_1_Q_x_._1_13 ___ ;: W10 2,672.50: 6,183.57 0.00 1.036.10 2.0x0.109 1 10=1x1x.109 W11 0.00, 8,906.25 2,139.92 2,341.41 2.0x0.125 1 18= 11/4x11/4x.125 W12 2,139.92: 6,183.57 0.00 1,036.10 2.0 X 0.109 1 10 = 1 X 1 X .109 I W12 2,139.92: 6,183.57 0.00 1.036.10 2.0 X 0.109 1 10 = 1 X 1 X .109 W11 0.00: 8,906.25 2,139.92 2,341.41 20x0.125 1 18=11/4x11/4x.125 ' W10 2,672.501 6,183.57 ! ; W9 . O.00j 9,786.93 0.00 1,036.10 20x0.109 1 10=1x1x.109 3,351.36 3,756.11 2.0x0.113 1 1C=11/2x11/2x.113 i; W8 4,030.211 6,183.57 1: W7 0.00! 13,309.92 0.00 1,036.10 2.5x0.109 1 10=1x1x.109 4,709.07 5,029.17 2.0x0.156 1 1J=11/2x11/2x.156 I' W6 5,387.921 6,183.57 0.00 1,036.10 3.3x0.109 1 10=1x1x.109 ! 1 W5 o.ool 14,531.25 I: W4 6,745.63 i 7,818.57 6,066.78 7,868.16 3.3x0.125 1 20=2x2x.125 0.00 2,069.25 4.2x0.109 1 15=11/4x11/4x.109 W3 o.ool 14,531.25 6,128.97 7,918.68 3.3x0.125 1 20=2x2x.125 W2 14,491.151 21,205.75 0.00 2,152.70 4.2 x 0.230 1 RM= round 1 V1 0 j 7,~18.57 1,782 2,983.98 2.0 X 0.109 15 = 1 1 /4 X 1 1 /4 X .109 V2 O! 6,183.57 1,645 1,752.33 ---~'------~--~-~-----~----~-----~----2.0x0.109 10 = 1 X 1 X .109 J I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL 2.000 in. 0.187 in. 50.000 ksi 1.000 in 1.000 46.000 in 15,689.82 lbs. 8,700.00 lbs. 261.00 lbs./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz= rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e= Cm= Panel point<= 0,6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= 22,156.86 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 1.01 NG JOIST NAME: 30K261/144 MARK: J1 ONE ANGLE PROPERTIES: 0.713 in'2 .A.t = 3 426 inA2 0.272 in'4 ltx = 2.371 inA4 0.617 in rtx = 0.832 in 0.111 in•4 Panel P. Stx = 1.361 inA3 0.394 in Mid Panel Stx = 1.885 inA3 0.569 in 1.000 SEE NEXT PAGE: 1.74 in 20,908.28 lbs-in. 18,391.39 lbs-in 4,579.63 ps, 15,361.54 psi 9,758.06 psi 30,000.00 psi 116.81 Kl/rx = 55.29 107.00 Cc= 107.00 10,944.92 psi Fa = 23,504.36 psi 10,944.92 psi F'e = 48,840.45 psi 0.87 Cm= 0.97 With filler Panel point<= 0.6 Fy = 30,000.00 psi ( fa + fb ) I 0.9= 22,156.86 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.60 OK I I I I I I I I I I I I I I I I I I I Shape: Shape: L L V 2.000 V 2.000 H 2.000 H 2.000 T 0.187 T 0.187 X 0.000 X 1.000 y 3.000 y 3.000 0: 180.00 0: 270.00 A 0.713 A 0.713 Ybar -0. 569 Ybar -0. 569 Xbar -0. 569 Xbar 0.569 Ix 0.272 Ix 0.272 Iy 0.272 Iy 0.272 Rx 0.617 Rx 0.617 Ry 0.617 Ry 0.617 Rz 0.394 Rz 0.394 8 225.00 8 315.00 0 Jun·e 17, 1998 Shape: PL w 2.000 T 1.000 X 1.000 y 0.250 0: 90.000 0: 90.000 A 2.000 Ybar 1.000 Xbar -0. 500 Ix ly Rx Ry I I 0.667 0.167 0.577 0.289 ----,---- 0-----------tt--- ! I I A 3.426 I Wgt 11.649 Ybar 1.742 Xbat-0.500 Ix 2.371 Iy 2.340 Iw 2,371 Iz 2.340 Ixy 0.000 Rx 0.832 Ry 0.826 Rz 0.826 8 90.000 I I I I I I I I I I I I I I I I I I I .. -~ STRESS ANALYSIS -PAGE 1 -~ Job Number: 'Job Name: • 'Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 -- ~-----------:-.~ ~ L_[{e!JP- Location: I Joist Desc11pt1on: 1r;rk: CARLASBAD, CA Short Span Crimp 30K261/144 ~-,. ··::~: ..... ·.: Geometry -------. --· -: Base Length· 1 : F:Jrkmg Lei,:::~,-I Joist Dept0 I Efective Dep:r. I~~ ~';1~··.,:· i Shape· 147-10 3/4 :47-63/4 30.00 28.87 ! Parallel Chords --------. ----Variable Left End Right End iBc Panel i5-0 5-0 !TC Panel :4-0 4-0 ,-~/~V ---~----... '\/""-'\, .. '\, '' /~'\/1\17·' / ·. 1 First Half 0-11 3/8 0-11 3/8 ' ··----· , ., First Diag. 5-11 3/8 5-11 3/8 . Depth 30.00 30.00 --· - Loads ------·-- Uniform Load 1n TC (plfi 261.00i Concentrated Loaa TC@23-11 3/8 (lbs) I 500.00 Concentrated Load TC@ 23-11 3/8 (lbs) I 250.00 :Additional Shear in vVebs I 375.00 I !Additional Bending in TC (lbs/ I 250.00 :Additional Bending 1n BC (lbs) I 250.00 · i ire Axial Load (lbs) I 8,700.00 Stress Analysis Summary I Int ::,anel TC· I ·\-la,< Panel BC I Reaction LE. I Reaction RE I 1vim11n,,·•· .,near 'Max TC Comp I Max BC Tension I 124.00 ,48.00 6,581.91 6,581.91 1,645.48 34,388.64 33,859.85 I Member TC Tension iTC Compresion BC Tension BC Compresionl VV~b Tension Web Comp. ,Web Length PP Dist. I i W2 0.00! 15,689.82 0.00 o.ool 14.491.15 0.00. 64.79 0-2 V1S 0.00! 15,454.59 0.00 o.ooi 0.00 1,782.00, 31.26 4-0 I W3 o.oo; 15,454.59 14,005.37 j o.oo! 0.00 6,128.97' 31.03 5-0 W4 o.ooi 20,029.65 14,005.37 0.001 6,745.63 0.00, 37.54 5-11 3/8 ' W5 o.ool 20,029.65 21,573.02 0.001 0.00 6,066.78' 37.54 7-11 3/8 : ! W6 0.00! 25,054.38 21,573.02 o.oo! 5,387.92 o.oo· 37.54 9-11 3/8 ' W7 o.oo: 25,054.38 27,404.65 0.00 1 0.00 4,709.07 37.54 11-11 3/8 W8 o.oo: 29,669.461 27,404.65 o.oo: 4,030.21 0.00 37.54113-11 3/8 W9 0.00 29,669.461 31,500.26 0.00 0.00 3,351.36 37.54 15-11 3/8 W10 0.00 32,897.06i 31,500.26 0.00: 2,672.50 0.00 37.54 17-11 3/8 W11 o.oo: 32,897.06/ 33,859.85 o.oo: o.ool 2,139.92 37.54 19-11 3/8 ! W12 o.oo! 34,388.64! 33,859.85 0.001 2.139.92 0.00 37.54 21-11 3/8 W12 0.00! 34,388.64 33,859.85 0.001 2.139.92/ 0.00 37.54 23-11 3/8 I W11 o.ooj 32,897.06 33,859.85 ' o.ooi 0.00 2,139.92: 37.54 25-11 3/8 I W10 0.00, 32,897.06 31,500.26 0.00! 2,672.50 0.00' 37.54 27-11 3/8 ! I W9 0.001 29,669.46 31,500.26 o.oo: 0.00 3,351.36 37.54 29-11 3/8 I i W8 o.ool 29,669.46 27,404.65 0.001 4.030.21 0.00: 37.54 31-113/8 I W7 0.00: 25,054.38 27,404.65 0.00/ 0.00 4,709.07 37.54 33-11 3/8 I I ' I W6 0 OOi 25,054.38 21,573.02 O.OOi 5,387.92 0.00 37.54 35-11 3/8 I W5 o.ool 20,029.65 21,573.02 o.ooi 0.00 6,066.78 37.54 37-11 3/8 I W4 O.OOi 20,029.65 14,005.37 O.OO! 6,745.63 0.00 37.54 39-11 3/8 I I W3 o.ooj 15,454.59 14,005.37 0.001 0.00 6,128.97: 31.03 41-113/8 V1S . o.oo/ 15,454.59 0.00 o.ool 0.00 1,782.001 31.26 43-10 3/4 W2 o.ool 15,689.82 0.00 o.ooi 14,491.15 0.00'. 64.79 42-10 3/4 -. Standard Verticals I Member Position i Max Tension Max Comp. Length i V2 Interior ! o.ooi 1,818.94 28.87 I ·- I I I I I I I I I I I I I I I I I I I --r, STRESS ANALYSIS -PAGE 2 ::--=--. DR--'Job Number: I Job Name: I Date Run: ----1 198-0235 ASYMTEC -ROOF 6/9/98 .!=---------~::-:. \_~fp. Location: I Joist Desc111>uon. J;;rk: CARLASBAD,CA Short :3pan Crimp 30K261/144 ...,__ -----· ··.·.-::: . -·- Chord Properties --·----i----·-Chord Area ! Rx Rz Ryy y I Q Material TC 0.7130 ! 0.6174 0.3938 1.2345 0.5690 I 0 :::718 l 1.0000 25 = 2 X 2 X . 187 !, BC 0.6730 ! 0.6189 0.3944 1.2318 0.5650 ,: 2578 I 0.9808 24 = 2 X 2 X .176 I -'---·-· Axial and Bending Analysis K ,~~.000.0~ IFb. I Mom of Inertia ILL 240 .l~~t~'9 I ~~~1~;,::-~--I Max Bridg BC: 1.00 30,000.00 577.51 300.79 24-7 5/8 ----·--. -' Top Chord Check End Panel '...E First Panel LE Interior Panel FH5t Pan~i RE I End Panel R.E Sap Between Chords· ' Length 46 JO 23.38' 24.00 23.381 46.00 1.00 Bending Load 358 33 187 50 ! i ;111 Weld Len 2X: -: -358 83 0.5000 , Axial Load 15,68G.32 34,388.64 15,689.82 --,\,lax Load F1//ers TC: i fa l 11,002.20 -i 24,114 41 -11,002.20 36,475.56 . Maximum K L/r ! 74.51 i 38.87; 74.51 Max Load no Fillers TC: i -- :Fa ! 20,088.05 -I 25,989.12'. 20,088.05 31,672.04 - F'e I 26,899.94 I 98,819.93: 26,899.94 TCOAURyy: I -I -462.3492 I Cm ' 0.8773 I 0.9024' 0.8773 ' -- I ! BC Stress: Panel Point Moment I 5900.54 -750.00; -5900.54 25,155.01 · Mid Panel Moment ' 5233.98 I 375.00' --5233 98 BC L/Rz ' I 121.7054 · Panel Point fb I 15534.02 -I 1974.43: -15534 02 : Mid Panel fb 5478.55 : 392.53 i 5478.65 :-c Shear Stress: ' --! ;Fillers i 1 -6· 1 9,190.34 ' - I j BC Shear Stress: / Panel Point Stress l 26,536.22 -26,088.891 -26,536.22 9,758.64 Mid Panel Stress I 0.8188 -I 0.9435! -0.8188 I ---- Web Design --.... Member Web Tension i Allow Tension I Web Comp Allow Comp Weld ! Qty I Material ,, W2 14.491 15' 21,205.751 0.00 2,152.70 ...'. 2 X 0.230 I 1 RM= round 1 I : * Allowable Tensile Stress R.e.duced 10% ---- ---· I ----·-·-. --------·------- W3 0.00 14,531.25 6,128.97 7,918 68, ~ 3 X 0.125 I 1 20 = 2 X 2 X .125 i -- W4 I 6.745.63• 7,818.57 0.001 2,069.25 <l 2 X 0.109 ! 1 15= 11/4x11/4x.109 I I 6,066.78: I ' ws ! 0.001 14,531.25 7,868.16 33x0.125 1 20 = 2 X 2 X . 125 i W6 I 5,387.92: 6,183.57 0.00! 1,036.10' 3 3 X 0.109 ; 1 10=1x1x 109 ! W7 i 0 00; 13,309.82 4,709.071 5,029.17 1 2.0x0.156 I 1 1 J = 1 1 /2 X 1 1 /2 X .156 W8 4,030.21. 6,183.57 0.00 1,036.10' 2 5 X 0.109 I 1 10 = 1 X 1 X .109 I W9 0.00: 9,786.93 3,351.36i 3,756.111 2.0x0.113 I 1 1C = 11/2x 11/2x.113 W10 2,672.50: 6,183.57 0.001 1,036.10: 2.0 XO 109 I 1 1 0 = 1 X 1 X .109 I ' 2,139.9i W11 0.00, 8,906.25 2,341.41' 2 0 X 0.125 1 18 = 1 1 /4 X 1 1 /4 X .125 I 2.139.92' I W12 6,183.57 O.OOi 1,036.10; 2.0x0.109 ' 1 10=1x1x.109 ! o.ool ,. W12 2.139.921 6,183.57 1,036.10: 20x0.109 I 1 10 = 1 X 1 X 109 : I W11 I 0.00 8,906.25 2,139.92; 2,341.41· 2 ·J X 0.125 l 1 18 = 1 1 /4 X 1 1 /4 X .125 I ! I I ! W10 2,672.50! 6,183.57 0.00 1,036.1 o I 2.0x0.109 1 10 = 1 X 1 X .109 I W9 o.ool 9,786.93 3,351.36 3,756.11 j 20x0.113 1 1C = 11/2x 11/2x.113 I I W8 4,030.211 6,183.57 0.00 1,036.101 2.5x0.109 1 10= 1 X 1 X.109 I I W7 o.ooi 13,309.92 4,709.07 5,029.171 2.0x0.156 1 1 J = 1 1 /2 X 1 1 /2 X .156 W6 5,387.92: 6,183.57 o.ooj 1,036.10! 33x0.109 I 1 10 = 1 X 1 X . 1 09 I I W5 0.00! 14,531.25 6,066.781 7,868.16 1 ~ 3 X 0.125 i 1 20 = 2 X 2 X . 125 I lE W4 6,745.63' 7,818.57 0.00 2,069.251 4 2 X 0.109 1 15=11/4x11/4x.109 W3 0.001 14,531.25 6,128.97 7,918.68 i 3.3x0.125 1 20 = 2 X 2 X .125 W2 14,491.151 21,205.75 0.00 2,152.701 4.2 X 0.230 1 RM= round 1 lowable..Iensile..stressBed1 ,~~r1 1 no,1,. I V1 ol 7,~18.57 1,782 2,983.981 2.0 X 0.109 1 15 = 1 1 /4 X 1 1 /4 X .109 i V2 oj 6:183.57 1,645 1,752.3:,[ 20x0.109 1 10 = 1 X 1 X .109 I - I I I I I I I .I I I I I .I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL 2.000 in. 0.187 in. 50.000 ksi 1.000 in 1.000 46.000 in 15,689.82 lbs. 8,700.00 lbs. 261.00 lbs./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz= Cc= Fa= F'e= Cm= Panel point<= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= 22,156.86 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 1.01 NG JOIST NAME: 30K261/144 MARK: J2 ONE ANGLE 0.713 in'".2 0.272 in'4 0.617 in 0.111 in'4 0.394 in 0.569 in 1.000 1.74 in 20,908.28 lbs-in. 18,391.39 lbs-in. 4.579.63 psi 15,361.54 psi 9,758.06 psi 30,000.00 psi 116.81 107.00 10,944.92 psi 10,944.92 psi 0,87 At= ltx = rtx = Panel P. Stx = Mid Panel Stx = Kl/rx = Cc= Fa= F'e = Cm= With filler PROPERTIES: 3.426 in'2 2.371 in'4 0.832 in 1.361 inA3 1.885 in'3 SEE NEXT PAGE: 55.29 107.00 23,504.36 psi 48.840.45 psi 0.97 Panel point <= 0.6 Fy = 30.000.00 psi (fa+ fb) / 0.9= 22,156.86 OK Mid panel <= 1.00 (fa/Fa+ Cm"fb/((1-fa/F'e)*Q*Fb)) /.09= 0.60 OK I I I I I I I I I I I I I I 1. I I June 17, 1998 Shape: Shape: Shape: L L PL u 2.000 u 2.000 w 2.000 H 2.000 H 2.000 T J..000 T O.J.87 T O.J.87 X J.,000 X 0.000 X 1..000 y 0,250 y 3.000 y 3.000 oc 90.000 cc 1.80.00 cc 270.00 oc 90.000 A 0.71.3 A 0.7J.3 A 2.000 Ybar -0. 569 Ybat--o. 569 Ybar J..000 Xbat--0. 569 Xbat-0,569 Xbar -0.500 Ix 0.272 Ix 0.272 Ix 0.667 ly 0.272 ly 0,272 Iy O.J.67 Rx 0.61.7 Rx 0.61.7 Rx 0.577 Ry 0.6J.7 Ry 0.61.7 Ry 0.289 Rz 0.394 Rz 0.394 e 225.00 e 31.5.00 0 ____ I ___ _ I / - 0------------A--- I I I I A 3. 426 Wgt 1.1.. 649 Ybar J.. 742 Xbar 0. 500 Ix 2.37J. ly 2. 340 Iw 2.37J. Iz 2. 340 lxy 0. 000 Rx O. 832 Ry 0.826 Rz 0.826 e 90. ooo I I I ·1 I I I I I I I ,, I I I I Im STRESS ANALYSIS -PAGE 1 ~.:::::::-:r-Job Number: I Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 . I =-------.(J}.E_w Location: I Joist Descnouon: ,~;rn: CARLASBAD, CA Short Sp~n Crimp 30K261/144 ~-:.~-;:.:::.cc·.--.-:::-·:=-·-· Geometry --·--I~~;':~~~,.:,:·· -: Base Length Worl(ing Lengtl' I Joist Depth. I Efective Depth· I Shape· !47-10 3/4 47-6 3/4 30.00 28.59 Parallel Chords ---! Right End Variable Left End 15-0 ·. jBC Panel 5-0 :Tc Panel 4-0 14-0 ·-~~v~----"~/~~/ -~ ---/"" ", . /'~V\V·· , ! First Half I 0-11 3/8 / ' 0-11 3/8 '· I· First Diag. 5-11 3/8 I 5-11 3/8 I , Depth 30.00 30.00 I ·------· ----- ; _Loads --------·-i: Uniform Load in TC (plf) ; 261.00 Concentrated Loaa TC@ 23-11 3/8 (lbsJ 500.001 Concentrated Load TC@ 23-11 3/8 (lbs) 250.00 Additional Shear in Webs 375.00 Additional Bending in TC (lbs) 250.00 Additional Bending in BC (lbs) 250.00! TC Axial Load (lbs) 51,000.00 Stress Analysis Summary : Int Panel TC I Max Panel BC ! Reaction LE: I Reaction RE' I Mmimu·r. Shear· 'Max TC Comp I Max BC Tension I i24.00 48.00 l6,581.91 6,581.91 1,645.48 64,288.10 34,183.63 1: ,, Member TC Tension TC Compresion BC Tension BC Compresion 1/Veb Tension Web Comp. Web Length PP Dist. II W2 0.001 47,502.46 0.00 0.00 14,602.32 0.00 64.66 0-2 I· V1S o.ooi 47,264.98 0.00 0.00 0.00 1,784.52 31.01 4-0 11 I; W3 0.00 47,264.98 14,139.30 0.00 0.00 6,136.88 30.77 5-0 I W4 0.00 51,883.79 14,139.30 0.00 6,772.07 0.00 37.33 5-11 3/8 I W5 0.00 51,883.79 21,779.31 0.00 0.00 7-11 3/8 I 6,090.56 37.33 I W6 0.00 56,956.56 21,779.31 0.00 5,409.04 ·o.oo 37.33 9-11 3/8 : W7 0.00 56,956.56 27,666.70 0.00 0.00 4.727.53 37.33 11-113/8 i j W8 0.00 60,714.88 27,666.70 o.ool 4,046.01 0.00 37 33 13-11 3/8 i W9 O.OO! 60,714.88 31,801.48 o.oo; 0.00 3,364.49 37.33 15-11 3/8 .I o.ool I '! I W10 63,158.72 31,801.48 0.00 2.682.98 0.001 37.33 17-11 3/8 i !, W11 0.00 63,158.72 34,183.63 0.00 0.00 2,148 31 37.33 19-11 3/8 I ii W12 o ooj 64,288.10 34,183.63 0.00 2,148.31 0.00 37.33 21-11 3/8 i, W12 0.00 64,288.10 34,183.63 0.00 2,148.31 0.00 37.33 23-11 3/8 I' I W11 0.00 63,158.72 34,183.63 0.00 0.00 2,148.31 37.33 25-11 3/8 ll W10 0.00 63,158.72 31,801.48 0.00 2,682.98 0.00 37.33 27-11 3/8 1! W9 I 0.00 60,714.88 31,801.48 0.00 0.00 3,364.49 37.33 29-11 3/8 ! W8 0.00 60,714.88 27,666.70 0.00 4,046.01 0.00 37.33 31-11 3/8 !· W7 0.001 56,956.56 27,666.70 0.00 0.00 4,727.53 37.33 33-11 3/8 W6 0.00 56,956.56 21,779.31 0.00 5,409.04 0 00 37.33 35-11 3/8 W5 o.ool 51,883.79 21,779.31 0.00 0.00 6,090.56 37.33 37-11 3/8 W4 0.00 51,883.79 14,139.30 0.00 6,772.07 0.00 37.33 39-11 3/8 ' W3 0.001 47,264.98 14,139.30 0.00 0.00 6,136.88 30.77 41-11 3/8 I V1S -o.ool 47,264.98 0.00 0.00 0.00 1,784.52 3~ .01 43-10 3/4 I W2 0.00 47,502.46 0.00 0.00 14,602.32 0.00 64.66 42-10 3/4 Standard Verticals Member Position Max Tension Max Comp. Length i V2 Interior 0.00 1,820.59 28.59 I I I I I I I I I I I I I I I I I I ~ STRESS ANALYSIS -PAGE 2 -~ Job Number: I Job Name: · I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 Location: I Joist Desc11ct1on: I Mark: -~-----~--:-:--}2!:P. CARLASBAD, CA Short Span Crimp 30K261/144 J3 ....::;,.__ ~·. --: _-_·: -· . .::.---. Chord Properties -I . ---Chord I Area I Rx Rz Ryy y I Q Material TC ! 1 4375 i 0 9304 0.5924 1.6333 0.8424 l 1 .:::442 0.9607 33 = 3 X 3 X .250 BC J 0.6, 30 I 0.6189 0.3944 1.2318 0.5650 0 .::578 0.9808 24 = 2 X 2 X .176 I ---I j Axial and Bendi~g Analysis . g 1= IFb: I Mom of Inertia: I LL 240 I LL 240 I /11/ax Bndg TC I Max Bridg BC: : . j30,000.00 I l 1.00 : 50.000.00 751.03 391.16 ·391.16 J 19-8 7/8_ 24-7 5/8 --- First Panel LE ; -, -· Top Chord Cneck End Panel LE Interior Panel I F,,;;r Panel RE End Panel RE 3 ap Between Chords. · Ler,gth 46.00 23.38i 24.ool 23.38 46.00 1.00 Bending Load 358.83 187.501 ,\,Im Weld Len 2X: -' -358.83 0.5000 · Axial Load 47,502.46 -: 64.288.10; -47,502.46 Max Load Fillers TC: . fa 16,522.59 -22,361.08 I -16,522.59 76,188.71 ; . Maximum K L/r 49.44 -25.80 -49.44 ,Wax Loa·d no Fillers TC: 1 Fa 23,622.33 -26,627.12 -23,622.33 71,122.84 I F'e 61,084.59 224,401.04 61,084.59 TCOAURyy: --349.4522 I ·cm 0.9189 -0.9601 -0.9189 BC Stress· · Panel Point Moment 5900.54 -750.00 -5900.54 25,395.55 Mid Panel Moment 5233.98 -375.00 -5233.98 BCURz· Panel Point fb 5116.00 -i 650 28 j -5116.00 121.7054 : Mid Panel fb 1771.79 -126.941 -1771.79 TC Shear Stress: ; Fiilers 1 -o! 1 4,587.11 -i Panel Point Stress BC Shear Stress: : 21,638.60 -23,011.36 -21,638 60 9,778.91 , Mid Panel Stress I 0.7769 -0.84451 -0.7769 I I : Web Design Member i Web Tension Allow Tension I Web Comp I Allow Comp -,---Weld Qty Material \/'.f2 '4,602.32 21,205.751 0.001 2.293.051 c: 3 x_0.2~0 1 RM= round 1 * .A.ilcwable Tensue ·stress Reduced 10% 14,531.251 6,136.88 I 8.142.85f. ---- 'f./3 0.00 3 3 X 0.125 1 I 20 = 2 X 2 X 125 '•/1/4 5,772.07 7,818.57 0.00 2.220.661 4 2 X 0.109 1 !15= 11/4x11/4x.109 \/1/5 ' 0.00 14,531.25 6,090.56 8,079.991 33x0125 1 120 = 2 X 2 X .125 -./1/6 5.409.04 6,183.57 0.00 1.111.91 I 33x0.109 1 10=1x1x.109 ·,Ni I 0.00 11,848.68 4,727.53 4,833.39j 2.3x0.138 1 1 G = 1 1 /2 X 1 1 /2 X .138 I I 1/1/8 ; 4,046.01 6,183.57 0.00 1.111.911 25x0.109 1 10 = 1 X 1 X .109 : W9 I 0.00 9,786.93 3,364.49 4.027.87 2.Cix0.113 1 1C=11/2x11/2x.113 ; I '/1/10 2.682.98 6,183.57 0.00 1,111.91 2Jx0.109 1 1 0 = 1 X 1 X .109 N11 0.00 7,818.57 2,148.31 2,220.66 2.:x0.109 I 1 I 15 = 1 1 /4 x 1 1 /4 x .109 '/1/12 2,148.31 6,183.57 0.00 1.111.91 2 J XO 109 I 1 10 = 1 X 1 X .109 I I -/1/12 ' 2.148.31' 6,183.57 0.00 1.111.91 2:; XO 109 1 i 10 = 1 X 1 X .109 '/1/11 : 0.00 7,818.57 2,148.31 2,220.66 2..:x0.109 I 1 15=11/4x11/4x.109 i 1/1/10 I 2,682.98. 6,183.57 0.00 1,111.91 2.0x0.109 1 10 = 1 X 1 X .109 I. I W9 I . o.oo: 9,786.93 3,364.49 4,027.87 2 0 X 0.113 1 1C = 11/2x 11/2x.113 1, W8 i 4,046.01 i 6,183.57 0.00 1,111.91 2.5 X 0.109 1 10 = 1 X 1 X 109 I W7 I o.oo, 11,848.68 4,727.53 4,833.39 2.3x0.138 1 1G=11/2x11/2x.138 i ! \/1/6 : 5.409.04 6,183.57 0.00 1,111.91 3 3 X 0.109 1 I 10 = 1 X 1 X .109 I• W5 I 0.00· 14,531.25 ! I 6,090.56 8,079.99 3 3 X 0.125 1 20 = 2 X 2 X .125 ' Vl/4 I 5,772.07 7,818.57 0.00 2,220.66 42x0.109 1 15=11/4x11/4x.109 f i, W3 I o.ooi 14,531.25 6,136.88 8,142.85 3.3x0.125 1 20 = 2 X 2 X .125 : W2 I 14,602.321 21,205.75 0.00 2,293.05 4 3 X 0.230 1 RM= round 1 * Clllowable Ieosile Stress !ied1 iced j 0% ·-: V1 I o! 7,818.57 1,785 3,218.36 2.0 X 0.109 1 15=11/4x11/4x.109 ' V2 ! ol 6,183.571 1,6451 1,895.321 2.Q X 0.109 I 1 110 = 1 X 1 X .109 I I I I I ISP Corp. I JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA I "AXIAL LOAD AND BENDING". I I I I I I I I I I I I I I I Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL[! 3.000 in. 0.250 in. 50.000 ksi 1.000 in 1.000 46.000 in 47,502.46 lbs. 51,000.00 lbs. 261.00 lbs./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e = Cm= Panel point<= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= 5.951.54 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.33 OK JOIST NAME: 301<261/144 MARK: J3 ONE ANGLE 1.438 in·'2 1.244 in'4 0.930 in 0.504 in'4 0.592 in 0.842 in 0.961 0.02 in 6,925.88 lbs-in. 4,408.99 lbs-in. 5.352.39 psi 4.00 psi 329.23 psi 30.000.00 psi 77.65 109.16 19,001.15 psi 24.764.44 psi 0.94 Panel point <= 0.6 Fy = ( fa + fb ) / 0 .9= PROPERTIES: At= 8.875 in'2 ltx = 39.868 in'4 rtx = 2.119 in Panel P. Stx = 1,733.391 inA3 Mid Panel Stx = 13.392 in'3 SEE NEXT PAGE: Kl/rx = 21. 70 Cc= 109.16 Fa= 27.057.22 psi F'e = 317.023.59 psi Cm= 0.99 With filler 30,000.00 psi 5,951.54 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.23 OK I I I I I I I I I I I I I I I I I Shape: L U 3.000 H 3.000 T 0.250 X 0.000 Y 3.000 cc .180. 00 A .1. 438 Ybar--0. 842 Xbar -0. 842 Ix .1.244 Iy .1. 244 Rx 0.930 Ry 0. 930 Rz O. 592 8 225. 00 I ti Shape: L U 3 .000 H 3. 000 T 0.250 X .1. 000 Y 3. 000 cc 270. 00 A .1. 438 Ybar -0. 842 Xbar 0. 842 Ix .1. 244 Iy .1. 244 Rx O. 930 Ry O. 930 Rz O. 592 8 3.15. 00 0. I I I I L..J_ I I I I I I I 19-- June 17, 1998 Shape: PL W 6.000 T .1. 000 X .1.000 V -4.000 cc 90. 000 cc 90. 000 A 6.000 Ybar 3.000 Xbar -0.500 Ix .18. 000 Iy O. 500 Rx l.. 732 Ry O. 289 I Id A 8. 875 Wgt 30. l. 75 Ybar 0. 023 Xbar 0.500 Ix 39.868 Iy 8,1.69 Iw 39,868 Iz 8.l.69 Ixy 0. 000 Rx 2 .1.1.9 Ry 0. 959 Rz 0.959 8 90. 000 I I I I I I I I I I I I I I I I I I I -:-i--=::..."::::...:-==, STRESS ANALYSIS -PAGE 1 ~ Job Number: I Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 {. ----) -----(y'm;p. Location: I Joist Oescnouon: 1r:rk: CARLASBAD,CA Short ~pan Crimp 30K232/128 ""-:'.:::-.~:-;· .. ·.·.: -: . --~ Geometry ---------I~~ ;,;~f,-,,:,. ·---Base Length . 1·\·or'Kmg Leng:,· I Joist Oep;r I Efective Depth I Shape . 47-10 3/4 :47_5 3/4 30.00 28.87 Parallel Chords ----1....------------------. ------· Variable Left End Right End ! BC Panel 15-0 5-0 I 4-0 4-0 -'"---..---·-: TC Panel ,S~-~-:\V . /\; / ' ... '·,, ·--,/\v; : First Half 0-11 3/8 0-11 3/8 ·,l '\.:c::· -.. ----·---····- First Diag. 5-11 3/8 S-11 3/8 _Qepth 30.00 30 00 -------------- Loads -----. -·-· -------- Uniform Load in TC (plfi 232.00. Concentrated Load TC @ 23-11 3/8 (lbs) ' 500.00 : Concentrated Load TC @ 23-11 3/8 (lbs) ! 250.00 Additional Shear in Webs ' 375.00, ! ! :Additional Bending in TC (lbs1 ' 250.00 :Additional Bending 1n BC (lbs) I I I 250.00; 1 ·rc Axial Load (lbs) I i 7,700.00 i Stress Analysis Summary -' , ,111in11m,,•, -ollear I Int Panel TC , .',ia, Panel BC ; Reaction LE. I Reaction RE I Max TC Comp I Max BC Tension . 24.00 :48.00 iS,892.25 5,892.25 1.473.06 30,970.25 30,465.72 ---' 1TC CompresionJ ·-j, Member TC Tension BC Tension BC Compresion Web Tension Web Comp. ;web Length PP Dist. W2 o.oo: 13,981.821 0.00 0.00 13,064 89 o.ool 64.79 0-2 V1S 0.00 13,772.79! 0.00 0.00 0.00 1.595.21 I 31.27 4-0 I W3 o.oo' 13,772.791 12,545.57 0.00 0.00 5,537.31 ! 31.03 5-0 r W4 0.00! 17,876.56j 12,545.57 0.00 6,103.74 0.00/ 37.55 5-11 3/8 i W5 ; o.ooi 17,876.561 19,339.60 0.00 0.00 5.500.39j 37.55 7-11 3/8 : W6 o.oo: 22,393.591 19,339.60 0.00 4,897.04 o oo! 37.55 9-11 3/8 : W7 0.00 22,393.591 24,590.97 0.00 0 00 4.293 681 37.55 11-11 3/8 1/1/8 0.00 26,638.1c 24,590.971 0.00 3.690.33 o oo· 37.55 13-11 3/8 W9 0.00 26,638.1c 28,299.681 0.001 0.00 3.086.98 37.55 15-11 3/8 V\/10 0.00 29,575.53: 28,299.68 0.00 2.483.63 0.00 37.55 17-11 3/8 W11 o.oo: 29,575.53: 30,465.72 0.00 0.00 1.915.46 37.55 19-11 3/8 V\/12 o.oo: 30,970.25. 30,465.72 0.00 1.915 46 0 00 37.55 21-113/8 W12 0.00' 30,970.25: 30,465.72 0.00 1.915.46 0.00 37.55 23-11 3/8 W 11 o.oo: 29,575.531 30,465.72 0.00 0.00 1.915.46; 37.55 25-11 3/8 i 0 001 29,575.53: 28,299.68 2,483.63 37.55 27-11 3/8 W10 : 0.00 o.oo: ' V\/9 i 0.001 26,638.16: 28,299.68 0.00 0.00 3,086.98! 37.55 29-11 3/8 I o.oo: ; W8 26,638.161 24,590.97 0.00 3,690.33 0.00 37.55 31-11 3/8 W7 0.00 22,393.59 24,590.97 0.00 0.00 4 293.68• 37.55 33-11 3/8 V\/6 0.00'. 22,393.59, 19,339.60 0.00 4,897.04 0.00: 37.55 35-11 3/8 1/1/5 o.oo· 17,876.56 19,339.60 0.00 0.00 5,50039' 37.55 37-11 3/8 W4 0.001 17,876.56 12,545.57 0.00 6,103.74 0.00; 37.55 39-11 3/8 : W3 i 0.00! 13,772.791 12,545.57 0.00 0.00 5,537.31 i 31.03 41-11 3/8 V1S I 0.001 13,772.79! 0.00 0.00 0.00 1.595.21 I 31.27 43-10 3/4 i W2 i o.ool 13,981.82'. 0.0Q 0.00 13,064.89 0.001 64.79 42-10 3/4 Standard Verticals Member I Position Max Tension Max Comp. Length ' I i V2 ' Interior 0.00· 1,743.85 28.87 i -- I I i ! I Ii - I I I I I I I I I I I I I I I I I I I -~ STRESS ANALYSIS -PAGE 2 Job Number: I Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 Location: I ~o~s~~e;;:~0 ~rimp 30K232/128 'Mark: CARLASBAD, CA J4 Chord Properties ----·--! Chord I Area Rx ~z Ryy y : i Q r---Material I I TC I 0.6730 0.6189 0 .3944 1.2318 0.5650 I : ::578 0.9808 l24=2x2x.176 I I l BC ! 0.6254 G 6208 0 3951 1.2286 0.5603 ~ .::..i 10 0.9522 !23=-~-~2x.163 --·-- Axial and Bending Analysis ----!K· I ~~.000.0_~ IFb: I Mom of Inertia: ILL 240· 1 LL 240 : Max B11c:a ~:::-I Max Bridg BC: 1_1.00 30,000.00 541.07 281.80 I 281.80 14-10 5/8 24-6 7/8 ·--.. ---· . -. ----------• -- ; Top Chord Check End Panel L.:: First Panel LE : Interior Panel :: st Panel RE i End Panel RE :?-:1p Ben·,een Chords: I Length 46 :o 23.38 24.00 23.381 46 00 1.00 l Bending Load i I Mm Weld Len 2X: 329 33 -187.50 -I 329.83 0.5000 ' iAxial Load 13,981 :2 -i 30,970.25 -13,981.82 ,:,;,,x Load =:l!ers TC: fa 10,387.31 -23,008.28 -10,387.31 33,819.45 Maximum K L/r 74.22 -38.78' -74.32 Max Load no Fillers TC: iFa 19,871.c8 -25,554.36: -19,871 68 29,443.46 F'e 27,033.81 99,311 69 27,033.81 TC OAL/Ryy: --463.3568 Cm 0.8847 -0.9073 -0.8847 I ac Stress Panel Point Moment 5423.c7 -750 00 -5423 67 24,355.78 Mid Panel Moment 4810.S8 -375.00 -4810 98 BC L!Rz Panel Point fb 15094.42 -2087.30 -15094.42 121.4796 Mid Panel fb 5271.57 -410.90 -5271.57 TC Shear Stress: Fillers 1 6 1 8.740.64 -- BC Shear Stress: I Panel Point Stress 25,481.73 -25,095.58· -25,481 73 9,430.84 Mid Panel Stress 0.7801 -0.9169' -0.7801 -·-- Web Design I I ·-. ----I .. Member Web Tens:on Allow Tensior. Web Comp Allow Comp Neid Oty Material i W2 13.0e.:: 8S 21,205.:: o.ooi 2,153.74 : : X 0.230 I 1 RM= round 1 I -·-----. ... -__ , ----·------· , * Allowable Tensile Stress Reduced 10% ·---!.-·-----.. ---,-----------Ii W3 ~ QC 14,531.2: 5,537.31 I 7,918.93 : X 0.125 I 1 20 = 2 X 2 X .125 I i W4 6,10'.;.74 6, 183.5-o.ool 1,036.36 ; :. X 0.109 I 1 10 = 1 X 1 X 109 I I V\/5 '.; cc 14,531.2: 5,500.39 7,868.92 : : X 0.125 I 1 20 = 2 X 2 X .125 i W6 4,8s:-04 6,183.5-0.00 1,036.36 : :x0.109 1 10 = 1 X 1 X .109 I I W7 S.00 11,848.68 4,293.68 4,504.95: ::.0 x0.138 1 ' 1 G = 1 1 /2 X 1 1 /2 X .138 I W8 3,690.33 6, 183.5:-0,00 1,036.36 1 ;::_; X 0.109 1 : 10 = 1 X 1 X .109 W9 0.00 9,786.93 3,086.98 3,757.04: ;:::;x0.113 1 1C=11/2x11/2x.113 I W10 2.483.63 6,183.57 0.00 1,036.361 :::_ :; X 0.109 1 , 10 = 1 X 1 X .109 I W11 '.: oc 7,818.57 1,915.46 2,069.76. ::. :;,<0,109 1 15 = 1 1 /4 X 1 1 /4 X .109 I I I W12 1,91S45 6, 183.5-0.00 1,036.36 ::.:x0.109 ; 1 0 = 1 X 1 X .109 ! W12 1,9E 4e 6, 183.5:-0.00 1,036.36. ::. :; ,< 0.109 1 10 = 1 X 1 X .109 1 V\/11 :: 00 7,818.5-:-1,915.46 2,069.76: ::_:;,<0.109 1 15 = 1 1 /4 X 1 1 /4 X .109 W10 2,483 63 6,183.57 0.00 1,036.36 1 ;::_:; X 0.109 1 ; 1 0 = 1 X 1 X . 109 V\/9 i -0 00 9,786.93: 3,086.98 3,757.04! L '.: X 0.113 1 :1C=11/2x11/2x.113 I W8 ' 3,690,33 6,183.57. 0.00 1,036.36 i ;:::;x0.109 1 : 10 = 1 X 1 X .109 I W7 ' 0.00 11,848.68 4,293.68 4,504.95! = ' X 0.138 1 1 G = 1 1 /2 X 1 1 /2 X • 138 I W6 4,897 04 6,183.57 0,00 1,036.36: :: ::x0.109 1 1 0 = 1 X 1 X .109 W5 0.00 14,531.25 5,500.39 7,868.92: : '.: X 0.125 1 20 = 2 X 2 X .125 V\/4 i 6,103.74 6,183.57 0.00 1,036.36 i '.:~x0.109 1 10 = 1 X 1 X .109 W3 i G.00· 14,531.25 5,537.31 7,918.93 ! ::::x0.125 1 20 = 2 X 2 X .125 I W2 I 13,064.89 21,205.75i 0.00 2,153.74: : 3 X 0.230 1 RM= round 1 * Allowable..Iensile..Strec:s !ieduc.e.d 1 no1,, .. I i --. V1 0, 7,811}.57; 1,595 2,984.241 ::CJx0.109 1 15=11/4x11/4x.109 V2 I 0 6,1'83.57'. _11473 1,752.33) ::::ix0.109 1 10 = 1 X 1 X .109 - : ,, I I I I I I ! I I I, I I I I ' ii I I !! I. :, ,: ·! l, ji 1: .. ' ,, 1, ,I 1' 1! 11 ,, Ii ;1 I •' ! I I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL 2.000 in. 0.176 in. 50.000 ksi 1.000 in 1.000 46.000 in 13,981.82 lbs. 7,700.00 lbs. 232.00 lbs./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e = Cm= Panel point<= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9= 19,924.00 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.90 OK JOIST NAME: 30K232/128 MARK: J4 ONE ANGLE 0.673 in·: At= 0.258 in··..1 ltx = 0.619 In rtx = 0.105 in'4 Panel P. Stx = 0.394 in Mid Panel Stx = 0.565 in 0.981 1.73 In 18,411.57 lbs-in. 16,174.34 lbs-in. 4,178.67 psi 13,752.93 psi 8,905.68 psi 30,000.00 psi 116.63 Kl/rx = 108.04 Cc= 10,977.36 psi Fa= 10,977 36 psi F'e = 0.89 Cm= With filler PROPERTIES: 3 346 in·'2 2.312 in·'4 0.831 in 1.339 in'3 1.816 in'3 SEE NEXT PAGE: 55.34 108.04 23.132.09 psi 48.763.78 psi 0.97 Panel point <= 0.6 Fy = { fa + fb ) / 0.9= 30,000.00 psi 19.924.00 OK Mid panel<= 1.00 ( fa/Fa + cm·fb/((1-fa/F'e)*Q*Fb) ) /.09= 0,56 OK I I June 17, 1998 I I Shape: Shape: Shape: L L PL u 2.000 u 2.000 w 2.000 H 2.000 H 2.000 T J..000 T O.J.76 T O.J.76 X J..000 I X 0.000 X 1.000 y 0.250 y 3.000 y 3.000 ex 90.000 ex 180.00 ex 270.00 ex 90.000 A 0,673 A 0.673 A 2.000 I Ybat--0. 565 Ybar -0. 565 Ybar J..000 Xbar -0. 565 Xbat-0.565 Xbar -0.500 Ix 0.258 Ix 0.258 Ix 0.667 Iy 0.258 Iy 0.258 Iy O.J.67 Rx 0.61.9 Rx 0.61.9 Rx 0.577 I Ry 0.619 Ry 0.61.9 Ry 0.289 Rz 0.394 Rz 0.394 e 225,00 e 315.00 0 I A 3. 346 Wgt 1.1.377 Ybat-1..727 Xbar 0.500 Ix 2.31.2 I ly 2.209 Iw 2.31.2 Iz 2.209 lxy 0.000 Rx 0.831. I ------------------____ T ____ ----------------------------------Ry 0.813 Rz 0.81.3 e 90.000 I I I 0------------A--- I I I I I I I STRESS ANALYSIS -PAGE 1 .:co Number: 98-0235 ' Job Name: ---------------~----~ ' Date Run: ASYMTEC -ROOF 6/9/98 cl __ ~_t~_:S_B_A_D_._C_A _________ J....l~_o~s-~-~-;~ p~~c,~ri_mp 30K232/12~ _ ' Mark: J5 I I I I I I I I I I I J01st Der;:" 30.00 1 Efect1ve Cec:" -----------, I St1ape 28.87 Parallel Chords I . -~_-:_ ·-===========~ t ~:ght End BC Panel j s-o :-J ! I TC Panel :4-0 ----.-------·-_J __ ---l. -~ ............ First Half 10-11 1/4 =-111/4 / \ ' ... ----~ ~-~-------· ,_,,l\/7<': First O1ag '5-111/4 :-· 1 1/4 Depth 30.00 -::: 00 ----~----------·--------- Loads ------------------ Uniform L:a::: 1n TC (plf1 232.00 Concentrated Loac -~@ 2~-11 1/4 !lbs) 500 00 ---------'-'--------------Con cent rate a Load TC@ 23-· • 1/4 (lbs) 250.00, Additional Shear 1n .. ebs 375.00 --------=------'--'-----------, Additional Eending 1n TC (lbs 250.00! Additional Bending " 3~J!.1?_s_1 ______ __ _ _2_50_00_ TC Axial Lead (lbsj ___________ 7~,7_0_0_.0_____,0! Stress Analysis Summary ! ~~.:aar,ei a:: ;~;;~~~t I~~;~~~;;= j ~'.'~'; 2_ 18 · e_:· --~ 1 / ;--t-:·9-;~--~--oin;J · · --~,~-,~-:4-~c-8_-~e-;-s1o_n __ _,I =--=-=======:....==-----=======:;::==================== -. TC Te-n-s10~-·-= :ompresion! BC Tension iBC Compresio~i-Web Comp. Web Length PP Dist. I Int .=-.sre, ,:: 24.00 Member . -I ',. -;-:) Tension W2 V1S o.oo 13,976.231 o.ooj o.oo: o.oo 64.79 0-2 i. ------------'---------+--------------------------,' I 0.0C 13,767.58; 0.00; 0.00 1 594 25 31.27 4-0 13 055_57; J 001 W3 0.0C 13,767.58 12,516.97! o.oo; 0.001 5,526.50 30,99 5-0 W4 0,00 17,854.31: 12,516,97 o.ooi 5.102.061 0.00 37,55 5-11 1/4 W5 0.00 17,854.31 l 19,308.86 o.ooi o.ooj 5,498.71 37.55 7-111/4 I 0 00 37.55 13-111/4 W6 W7 W8 0.00 22,369.73, 19,308.86 0.00i 0.00 22,369.73 24,558.08 _ 0.001 0 oc 26,604.2C 24,558.081 0.00 4,895.36: '.) 00' 3 623 65 ----------'------~--+--------------0_.0_0 ___ 3_7_.5_5+-9_-_11_1/_4__, i 4,292.01 37.55 11-111/4 ,-----------------------------------------+---- 1 3.085.30 37.55 15-11 1/4 0 00 37.55 17-11 1/4 · · '------'---------'--'-----'---------+-- 191431 37.55 19-111/4 ,, V\/9 W1'J W11 0 oc 26,604.2C 28,264,65 0 OG ) oc 29,539.43 28,264.651 0.00 O.OC 29,539.43 30,428.54 / 0 00 : 00 - 2.4f:, 95 : 00 '-------------'-------'-----'-----------------------+------, 0 oc 0 00 , 914 31 0.00. 37,55 21-11 1/4 I ! -----------~---~~---,---------------0_.0_0 ___ 3_7_.5_5+-2_3_-1_1_1_/4--:· - 1,914.31 37,55 25-111/4 1: V\/12 W12 W11 30.932.0C 30,428.541 0 oc 30,932.0C 30,426.401 0.00 0.00 29,535.14 30,426.40 0.00, 1 914 31 0 00! --------------------+-----~---------------+------,; t W10 0 00 o.oo, 2 485.30' 0.00 37.55 27-11 1/4 ! · I 3,088.66 37.55 29-11 1/4 Ji 0 00 37.55 31-11 1/4 i' W9 W8 29,535.14 28,258.21 0.00 26,595.62 28,258.21 0.00' 0.00 26,595.62 24,547.36 0.00' J 00: 3 %2 01 •-----------------~---;----------------------+------, W7 0 00 22,360.07 24,547.36 0 00. := 00 4,295.36 37.55 33-111/4 I ' 0,00 37,55 35-11 1/4 I !---------------------;----------------------+----5 502 07 37,55 37-111/4 ; V\/6 W5 0.00 22,360.07 19,293.84 J 0 001 0 00 17,841.44 19,293.84 0.00: 4 893 71 :: 00 I--------------------+----------------------+----~ - W4 0,00 17,841.44 0 00 5 105 42 0 00 37,55 39-11 1/4 I W3 V1S 12,497.661 0.00 13,752.70 12,497,66 o.oo: 0.00 13,752.70 0,00 0.00 J 00 J 00 I 5.527 97 1.591.81 30,99 41-11 1/4 31.22 43-10 3/8 I I I W2 0.00 13,958.81 0.00 0.00 --·--··- Standard Verticals --· Member Position Vsx Tension Max Comp. Length ---------·----------'-+----=---V2 Interior 0.00 1,743,66 28.87 -------------- 13 034 40 0 00· 64,68 42-10 1/2 .. ---------. --------'-------' I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 2 -,• T1[1~:-.:_::::----., I t]---. ...=:::::·:····-=--- I -J '"L t ~nl? Job Number: 98-0235 I JobName: ASYMTEC -ROOF I DateRun: 6/9/98 -tl.,_-. -.· • Location. CARLASBAD,CA lrt--------'-------' ,·-· l I --- I R>. Rz Ryy y I Q i Chord Properties / ,' Chord ·-Area -Ma_t_e_ria-,---~/ 1----+-----;------t-----+---'---'------,,------------,-------1------------l 0 6189 0 3944 I 1.2318 I 0 5650 ;: ::?578 ' i 0.9808 1 TC 0.6730 24=.=,2x.176 J '----+----.......... -----t-----+--------------------1------------! : 0 6208 0 3951 i 1.2286 ! 0.5603 ·, :::<-110 0 9522 ·-... -------· : _§_C ___ ~.o~625_4_ 3I =:::, =~_.1_6_3 _____ ....J, ! I Axial_ and_ Bending Analysis : ~:oo ]~.000.00 1;~,000.00 I ~:;.~terr1a l~s~~~6 ILL::~:-!Ma.( 611.-.·. I Max Bridg BC I 1282.36 114-105/8 24-6 7/8 -· ·-------. t_ ____ • -··· L -. .. ·--------·-. ------··--· .. ii Top Chord Check End Panel'...:: First Panel LE Interior Pare =-rst Panel RE end Panel R:: -= ,p Beiween Chords 4c JO 23.25 --f -.... ';'1 '1 ~ 4"' --1.00 11 Length L..:.:. .... -.:...-..i ...... V ~ • ii · ·,11 V\/el.:J Len 2X: Bending Load 329 33 -1 ~-.:; --329 ::: 0.5000 . Axial Load 13,976 23 -30 S32 ::: . 13,958: · -. ··;.,Load ;:illers TC: . fa 10,383.16 -22_9-;-9 se -10,370_:::-33,819.45 i!: Maximum K Ur 74.32 -38.75 -74.32 '-13.x Load no Fillers TC. Ii.Fa 19,871.68 -25.554 3'3 -19,871 68 29,443.46 Ii F' 27,033 81 99,311 ::9 27,033.81 ·coAURyy: . e --463.0524 Cm 0.8848 -0.9C -1 -0.8840 ' =!C Stress· j · Panel Point Moment 5424.86 -75C :·: -5426.1:: 24,326.06. 4810.49 < -4809 9s =!CURZ , 'Mid Panel Moment --.JI__,..,..,, -I Panel Point fb 15097.73 208, ~:; 15101 2': 121.4796 ' --. ' ' Mid Panel fb 5271.J4 -41r :.-l.., -.., -5270C ·,:; Shear Stress: : Fillers 1 8,734.69 ---' ::C Shear Stress· I!: Panel Point Stress 25,480.89 -25.06, ~e -25,471 42 9,424.42 : Mid Panel Stress 0.7798 -0.915: -o_n;c ------· ----- 1 ~eb Design .. --· . ... , ·----·· --·-1··-· ! · Member I Web Tension Allow Tensic:i Web Comp Allow Corne Weld Qty i Material : W2 j 13.056 57 [RM= ·:: .. nd 1_ :..::.:._.;_.:..:..::....:.._....:.._____:_ _ ___:____:____:_+-------'----------..........:....-+------------i' 21,205.-:-5 0.00 ________ __,_.1.__ -----• ' • Allowable Tensile Stre?sJ3.~d_uced 10% ---------, ---- W3 I 0.00 14,531.25 5.526.50 W4 I 6,102.06 6,183.57 0.00 I W5 I 0.00 14,531.25 5.498.71 W6 I 4,895 36 6,183.57 0.00 I ' W7 0.00 11,848.68 4.292.01 i W8 3,688 65 6,183.57 0.00 I 1 W9 0 00 9,786.93 3.085.30 ' ,· ' W10 2.481,95 6,183.57 0.00 ! W11 I 0 00 7,818.57 1.914.31 W12 I 1,914.31 6,183.57 0.00 ! I ! W12 1,914.31 6,183.57 0.00 W11 0 00 7,818.57 1.914.31 W10 2.485.30 6,183.57 0.00 W9 0.00· 9,786.93 3,088.66 I W8 3,692.01, 6,183.57 0.00 I W7 0.00 11,848.68 4,295.36 I i W6 4.898.71 6,183.57 0.00 I i W5 0 00 14,531.25 5.502.07 : W4 6,105.42 6,183.57 0.00 ; I: W3 0.00 14,531.25 5,527.97 j j W2 13,034.40 i 21,205.75 0.00 · * Allo.wable..Ieosile Stress.Reducer! 1 no1,, .. V1 o/ 7.(.318.57 1,592, V2 o: 6,183.57 1,472: 2 1.c:-:: -• I -_, ._ ·: 3 X 0.230 1 -· -. 7 G2-:-:-:-Jx0.125 1.035 35 : 3 X 0.109 1 -,..,...,., ,--. :Jx0125 I -~CC::.:.... i 1 c-,-:;;::: -:;::: : 'J X 0.109 1 4.504.~:: :.__ i X 0.138 1 1 n-::::: -:::::: v._,,.,,; ...,.., ::_ 3 X 0.109 1 3.757 c..1 2.0x0.113 1 1 036 3': ::::oxo.109 1 I 2 r.:::c -;::: ::.ox0.109 1 1 036 35 --;_0 X 0.109 1 1 n-::::: -:::::: ..,..; ... --::::Jx0.109 1 2 r.;:::c -;::: ...,,,.,,;,J -.:. 'J X 0.109 1 1.03635 :::ox0.109 1 3.757.Cl 20x0.113 1 1.036.35 :: 3 X 0.109 1 4.504 9-S 21x0.138 1 1.03C.3~ 3Jx0.109 1 7.86e.~2 30x0.125 ,. 1 1 03e_3~ : 3 X 0.109 , 7.927.3-:.-'Jx0.125 1 2.161.2C 3 8 X 0.230 1 -- . 2.993.38 .2.0 X 0.109 1 1,752.33 :20x0.109 1 ·--- r ---· I 20 = ;_;_ • :::_ X . 125 ! 10 = ~ • , X 109 !20==-· 2.x.125_ i 10 = ,. , 1 X .109 I 1G = -, 2 X 1 1 /2 X .138 110 = ' , 1 X . 109 1 C = 1 ' :2 X 1 1 /2 X .113 10=~.,•x.109 15=, '4x11/4x.109 10 = 1 ' ' X .109 10 = 1 ' , X .109 J 15 = 1 ' 4 X 1 1 /4 X .109 110 = ,. t : X .109 1c=··2x11/2x.113 10 = 1 1 1 X .109 1 G = ,. , 12 X 1 1 /2 X .138 10= ~I, X.109 20 = -; • ; X .125 10 = ~ , ' X .1 09 20 =-; / 7 X. 125 RM= rc,md 1 . --- ---. j15~-1 -:4x11/4x.109 _jJ_O_= 1 1.1 x .109 I I l I I I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL 2.000 in. 0.176 in. 50.000 ksi 1.000 in 1.000 46.000 in 13,976.23 lbs. 7,700.00 lbs. 232.00 lbs./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e = Cm= Panel point <= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9= 19.922.14 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)'Q*Fb)) /.09= 0.90 OK JOIST NAME: 30K232/128 MARK: J5 ONE ANGLE 0.673 in'2 ,l.t = 0.258 in'4 ltx = 0.619 in rtx = 0.105 in'4 Panel P. Stx = 0.394 in Mid Panel Stx = 0.565 In 0.981 1.73 in 18,411.57 lbs-in. 16,174 34 lbs-in. 4,177.00 psi 13,752.93 psi 8,905.68 psi 30,000.00 psi 116.63 Kl,rx = 108.04 Cc= 10,977.36 psi Fa= 10,977.36 psi F'e = 0.89 Cm= With filler PROPERTIES: 3.346 in'2 :::!.312 in'4 0.831 in 1 339 iri'3 1.816 in'3 SEE NEXT PAGE: 55.34 108.04 23,132.09 psi 48. 763. 78 psi 0.97 Panel point <= 0.6 Fy = 30,000.00 psi (fa+fb)/0.9= 19,922.14 OK Mid panel<= 1.00 (fa/Fa+ cm·fb/((1-fa/F'e)*Q*Fb)) /.09= 0 56 OK I I I I I I I I I I I I I I I I I I I June 17, 1998 Shape: Shape: Shape: L L PL u 2.000 u 2.000 w 2.000 H 2.000 H 2.000 T 1.000 T 0.176 T 0.176 X 1.000 X 0.000 X 1..000 V 0.250 y 3.000 y 3.000 0: 90.000 0: 1.80. 00I 0: 270.00 0: 90.000 A 0.673'. A 0.673 A 2.000 't'bar -0. 565 ! 't'bar -0.565 Vbar 1,000 Xbat--0. 565! Xbar 0.565 Xbar -0. 500 Ix 0.258 Ix 0.258 Ix 0.667 ly 0.258 ly 0.258 Iy 0.J.67 Rx 0.6J.9 Rx 0.61.9 Rx 0.577 Ry 0.61.9 Ry 0.61.9 Ry 0.289 Rz 0.394 Rz 0.394 e 225.00 e 315.00 ~ 0 I ----r-----~--------------------------------- - 0-------------- 1 I I A 3.346 Wgt 11..377 Ybar-1.727 Xbat-0.500 Ix 2.312 Iy 2.209 Iw 2.312 Iz 2.209 lxy 0.000 Rx 0.831 Ry 0.813 Rz 0.813 e 90.000 I I I I I I I I I I I I I I I I I I I .. .. ---111-~---STRESS ANALYSIS -PAGE 1 Job Number: I Job Name --I Date Run: ' sSP:;, 98-0235 ASYMTEC -ROOF 6/9/98 Location: I ~o~:;e;-~~~~~~imp 30K232/128 )~;rk: •:j~------~----.-.:---·;.." CARLASBAD,CA ·-.. ' ~eometry --· --------I ,·----· , Base Leng;/' . \ .Jrkmg Ler9:1• I Joist De,c:~ I Efective Dec:·· .::-:.: =>ant:'! L~· . · !Shape Ii -48-0 3/4 4 7 -8 3/4 30.00 28.87 10 @4-0 ; Parallel Chords 1/ 1--------·-----·---------- t ----· ·---· . -·-. I Variable Left End Right End 1 i 5-0 I BC Panel 5-0 I TC Panel 4-0 4-0 :·,'-", -. ----·---------------------------I /v;:7·,'1 ''\/ ' I First Half 1-0 3/8 1-0 3/8 ' .. ----------- First Diag. ':-0 3/8 6-0 3/8 1: , . . , : . Dept~ ___ .:J.00 30 00 ' ' ' ----. . ----- : · Loads -. --------------I Uniform Loaa in , C (plfi 232.00 Conce:1,·ated Loaa . -~ .24-0 3/8 (lbs ' 500 00 -I ; ·. Concentrated Loaa TC @ 24-0 3/8 (lbs) 250.00 Additional Shear in -;_ sos I 375.00 I I I Additional Bending in TC (lbsI 250.00 Additional Bendi~g '!" 3C_tibs1 I 250.00 ________ I ··-- 'TC Axial Load (lbsJ 7.700.00 I ' ! ·stress Analysis Sul'!lma~y ---•·. ... ---i Int Panel T':.: ··-=-· ?ar":'1 BC I Reaction LE ; Reaction F=. I J\,i111111~_. -?-::r ,~ir1;~-~~np j i\,i::i.r BC Tension I I 24.00 ·48.00 15,911.58 !5,911.58 J 1.~~7.90 !30.670.12 1 ·=:.;· ---------.. --· ------... --- j Member TC Tension ·re Compresion BC Tension ·BC Compresioni V:-:-o Tension Web Comp. Web Length PP Dist. !I ! o.oo! i. W2 0 00 14,010.94 o.oo: ~ 3.108 27 0.00 64.79 0-2 II ! V1S Cl.DO 13,798.90 0.00 0.00! 0.00 1 600 44 31.27 4-0 II ; :I I' o.ool i. W3 0 00 13,798.90 12,749.97: 0.00 5,615.69. 31.41 5-0 I I W4 0 00 18,029.86 12,749.97! 0.001 e 103 74 0 00' 37.55 6-0 3/8 I I i W5 0 00 18,029.86 19,544.00 J o.ool 0.00 5.500 39: 37.55 8-0 3/8 I !· W6 0.00 22,546.89 19.544.00. o.oo: 4,397.04 0.00 37.55 10-0 3/8 :1 ! I W7 0.00 22,546.89 24.795.37· 0.00 1 0 00 4 293.68 37.55 I 12-0 3/8 '· i W8 Q 00 26,842.56 24.795.37 o oo'. 3 590.33 0 00 37.55114-0 3/8 W9 0 00 26,842.56! 28.504.08 0 00 J.00j 3 086.98 37 55I16-0 3/8 W10 J.00 29,779.931 28.504.08 0.00, L 483 63 0.00 37.55 18-0 3/8 I I ' W11 '.J 00 29,779.931 30.670.12 0.00' J 00 : 921.75 37.55 20-0 3/8 ' W12 'J 00 31,174.64 30.670.12 0.00 ' :i2.1.75 o.oo, 37_55 22-0 3/8 i W12 '.: 00 31,174.641 30.670.12 0.00. ~.:i21 75 0.00 37.55124-0 3/8 W11 0.00 29,779.931 30.670.12 0.00, 0 00 -; 921.75' 37.55 26-0 3/8 ! W10 0.00 29,779.931 28.504.08 o oo·, 2. L2,3 63 0.00' 37.55 28-0 3/8 W9 0 00 26,842.561 28,504.08 0 00i 0 00 3 086.98: 37 55 30-0 3/8 W8 0 00 26,842.561 24.795.37. 0.00: 3 '::00 33 0 00. 37.55 32-0 3/8 : W7 0.00 22,546.89j 24.795.37 'J 00 ·J ooj L 293.68: 37.55 34-0 3/8 i ' W6 'J 00 22,546.891 19.544.00 0 00 . ;;'.;.-041 -..J..JI 0 00 37.55 36-0 3/8 ' 18,029.86! :; ooj ! W5 0 00 19.544.00 Cl.00 : 500 39 37 55 38-0 3/8 i W4 0.00 18,029.86/ 12.749.97 0 00 ::, ,r,") 74' -'J J. I 0 00. 37.55 40-0 3/8 I· W3 'J.00 13,798.90 12.749.97 0.00 '.J 00 :615.69: 31.41142-0 3/8 1· I 13,798.901 o.oo' o.oo'. 3_1.27 I 44-0 3/4 V1S 0 00· J 00 ~.S00 44: W2 0.00 14,010.941 0.00· 0.001 '3108.27 0 00! 64.79\43-0 3/4 ---·--. ---------·-~ ~ ... Standard Verticals ----· I Member Pcs1tion Max Tension I Max Comp. Lengm -----o.ooi ' V2 lr.~erior 1,744.87 23 87 i ···------ I L -.. I I I I I STRESS ANALYSIS -PAGE 2 -----.------------··--------------.---------, Job Number: 'Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 Location: CARLASBAD,CA ' Mark: J6 -___ _.__ __ __, Chord Properties ----I -----,------,-----·,---- Chord Area i Rx Rz Ryy Y -------- Q Material I TC O 6730 ! 0 6189 0.3944 1.2318 0.5650 . ~:S78 0 9808 . 24 = 2 X 2 X 176 ! 8~---_ 9.:.?:25_t!_ i_ 0.6_2_08_~_0_.3_9_51_~_1_.2_28_6_~_0._5_60_3_ _-110 0.9522 23=2x2x.163 I -----_______ __, ~Xi<:1l_and Bending Analys~ • ~.00 I~.000.00 ,;::b ;30,000.00 ' Mom of Inertia 541.07 ,~~~~;6 .278~86 ~J~1~'~';s--·-1;:~s8;1gac T;pChordL~h~'Zk End Panel LE I First Panel LE '. Interior Pane -;: Par-= ~~·Er::: =::mel RE :-.,: ~-e:.:-~l'=.e=e=n=Ch=o=,d=s.====i : _L_e_n-gt-h--=-----------4-6-.0-o+l----2-4.-3-8 ____ 2.1_:::_::: _ ---_--_-. :::_-8 ____ 4_R_O_l~ -1-·o_o _______ · 11 I ·· , I 'eld Len 2X , , : Bending Load 329.83 416.62 18-:-:': ____ -_· _··:_E_2 ____ 3_2_9_.8_3 o.sooo ===========-= ; _A_x_ia_l _Lo_a_d ______ ...,....... __ 1_4_,0_1_0_.9_4-t--__ 1_3_,7_9_8._9_0_; __ 3_1,_1_74_':-_' ___ 1 :::_, -_~_-3_9_0 ___ -_4_. 0_1_0_9_4 . ·;,, Load Fillers TC: !'fa ! 10,408.95 10,251.421 23,160.13 10 251.42 1 10.408.95 33,819.45 I I ,,_---------,-------t-------,--1----------~-------------~ !:Maximum K L/r ! 74.32 61.80 38.:-3 ':1 80/ 74 32 ,·;,LoadnoFillersTC , : Fa , 19,871.68 22,078.52 j 251554 35 22.o:-a.s2: 19.871.68 _z_9_.4_43_._45 _____ : ----------,-,--~---t----~---;-1 --~--------------:; C!AL!Ryy: I ;Fe , 27,033.81 96,279.451 99,311.59 96.2:-9.451 27.033.81 464_9805 1-cm 0.8845 0.9681 ! 0.90c-:-c ~581: 0.8845 :·::·======::::: I ;.,._P_a_n-el_P_o-in_t_M_o_m_e_n_t __ __,...! ___ 5_4_1_7-.0-3+----6-8_4_1 _-3_6.,...i ---75_0 ___ 00 ____ 68_'-_' 1-. 3_6...,.i ___ 5_4_1_7-.0-3 ~~.~~-;~~:9 'I 1!Mid Panel Moment ! 4813.68 35.21 ! 375 'JO 35.21' 4813.68 2':L'Rz. i I /,Panel Pointfb ' 15075.94 19039.951 2087.30 19C39.95: 15075.94 _1_2=1=·4=7=96=====-=--=--=--=--=·1 1,-----------,--, -----+--------;-, -----------'------- ! -Mid Panel fb ! 5274.53 38.58 410S0 :3.58 5274.53 --:shearStress· ;Fillers , 1 oi " O· 1 8•771 ·66 f--------------,-------+-------;-----------------.:: -: Shear Stress: 1 Panel Point Stress ' 25,484.89 29,291.37 I 25,247 t3 29.291 .37: 25.484.89 9.464.31 i : 0.7816 0.4657i 0.9228 G 4657i 0.7816 ------------------''-------'------- I I Mid Panel Stress I ; Web Design , ' Member ·1webTens1on I AllowTension I Web Comp I Allow Comp ,Vela ----Ct; ----M--at-e-ria_l ____ :; 1----1-1----------,,----~~,----~-------_-'--------------1 , .. VV_]: ____ .L __ ~3.]_08.~; _2_1~,_20_5_.7_5_; ____ 0_.0_0_; 2,153.:-..: : .< S 23'.:____ RM= rour.d _1 _______ ! I • Allov,able Tensile 3tress Reduced 10% : i/1/3 ---r ---0001 14,531.25: 5,615.691 7,844C': .<G '2: ___ ' 20=2x2x 125 ______ 1 Vl/4 6,103.741 6,183.57! 0.00j 1,0363~ ":::.<0."'.:S , 10=1x1x 109 I Vl/5 0.00I 14,531.25: 5,500.39j 7,868.S:.: ·: . , ·J • =: , 20 = 2-' 2. 1. 125 , Vl/6 4,897.04! 6,183.57! 0.00 1 1,036.3~ .. <o~::s -10=1x1-<109 ; Vl/7 0.00 11,848.68j 4,293.68 4,504.95 ::. · .<O 132 1 1G = 11/2x 11/2x.138 i' ------+---------1r------,--------i-------------------------- l ! Vl/8 3.690.33 6,183.57j 0.00 1,036.3:.: .:. : .< 0 °::s 1 10 = 1x11. 109 1, \N9 o.oo 9,786.93i 3,086.98, 3,757.04 =.-:xo1--3 1 1C=11/2x11/2x.113 • w10 2.48363 6,183.57! o.ool 1,0363<: :...10::::~ • 10=11.11109 I I I I I 1----1-------,---------------,----'-----------------------' W11 '..,.00\ 7,818.57; 1,921.75! 2,0697': _ . .<G~::; : 15=11/4.<11/4x.109 1 W12 1,921.75: 6,183.57! 0.00! 1,0363': :.. . .<0.1::s , 10=1x1x.109 , ;--w-12---+----1-_-92---,.7-5_; ___ 6~,-18_3_.5_7_: ____ o __ o-o~i---1~,o-3-5-_3-:_:--:..-~-_,-o-.-~--~s---1--1-0_=_1_x_1_1._1_0_9 ______ , I Vl/11 0.00I 7,818.57! 1,921.75 2,069.7': ::.:1.01:::9 1 15=11/4x11/4x.109 W10 2,483.63 6,183.571 0.00 1,036.3::S :. : .< 0 1C9 1 10 = 1 x 1 x 109 f-------!-------,-.-----,-------+----'-----------------------1 ' W9 .0.00 9,786.931 3,086.98 3,757.G.1 ::.~.<0.1"3 1 1C=11/2x11/2x.113 : W8 3,690.33 6,183.571 0.00 1,036.3:: ::.";x01C9 1 10=1x1x.109 :! '-----..-------+------'------;1------+----'-------.-n--~-;:,---------------1 ~-Vl/_7_-+-____ o._0_0 ___ 11...:.,_84_8_.6_8 ......... __ 4'-,2_9_3._6_8~ __ 4..:..,5_0_4_S_: __ -_1._J_1 .:_J ___ 1 __ 1_G_=_1 _1_12_x_1_1 /_2_x_._13_8 ___ 1 • W6 4.897.041 6,183.571, 0.00 1,036.3': ,1.01:::s , 10=1x1x.109 ----r-------,-.-----,-------------------------------:' ,: W5 0.00! 14,531.251 5,500.39 7,868.92 :<,<(J.~25 1 20=2x2x.125 : W4 :S,103.74 6,183.57{ 0.00 1,036.35 ~:xo.1:; 1 10=1x1x.109 j, W3 0.00 14,531.251 5,615.691 7,844.06 ~ ~.<0.125 1 20=2x2x 125 'I 11 W2 13,108.27 21,205.751 0.00 2,153.74 ::x0.230 1 RM=round1 :! G::Allowable...Iensile. S1ress . .Red_u_c_ed~10-0-~-~-------'--~---___ ---• ----------· ----------' i V1 0 7,818,571 1,600 2,984.24 2 ~XO 109 15 = 1 1 /4 X 1 1 /4 X .109 I V2 0 6,183.571 1,478 1,752.33 ='.::XO 109 1 0 = 1 X 1 X .109 -- I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL 2.000 ,:- 0.176 ;r 50.000 ksi 1.000 in 1.000 46.000 in 14,010.94 lbs. 7,700.00 lbs. 232.00 lbs./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e = Cm= Panel point<= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9= ~9.933.67 OK Mid panel<= 1.00 {fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.91 OK JOIST NAME: 30K232/128 MARK: J6 ONE ANGLE 0.673 in··: At= 0.258 in "·4 ltx = 0.619 in rtx = 0.105 in'"4 Panel P. Stx = 0.394 in Mid Panel Stx = 0.565 in 0.981 1.73 in 18,411.57 lbs-in. 16,174.34 lbs-in. 4,187.37 psi 13,752.93 psi 8,905.68 psi 30,000.00 psi 116.63 Kl/rx = 108.04 Cc= 10,977.36 psi Fa= 10,977.36 psi F'e = 0.89 Cm= With filler PROPERTIES: 3 346 In•2 2.312 in°4 0.831 in 1.339 in°3 1.816 ir:i"3 SEE NEXT PAGE: 55.34 108.04 23.132.09 psi 48. 763. 78 psi 0.97 Panel point<= 0.6 Fy = 30.000.00 psi ( fa + fb ) / 0.9= 19,933.67 OK Mid panel<= 1.00 {fa/Fa+ Cm"fb/((1-fa/F'e)*Q*Fb)) /.09= 0 56 OK I I I I I I I I I I I I I I I I I I I June 17, 1998 Shape: Shape: Shape: L L PL u 2.000 u 2.000 w 2,000 H 2.000 H 2.000 T 1..000 T 0.1.76 T 0,1.76 X 1..000 X 0.000 X 1..000 y 0,250 y 3.000 y 3.000 0:: 90,000 0:: 1.80,00 0:: 270.00 0:: 90,000 A 0.673 A 0.673 A 2.000 Ybar -o. 565 Ybar -0. 565 Ybar 1..000 Xbar -0. 565 Xbar 0.565 Xbar -0. 500 Ix 0.258 Ix 0.258 Ix 0.667 Iy 0.258 ly 0.258 Iy 0.1.67 Rx 0.61.9 Rx 0.61.9 Rx 0.577 Ry 0.61.9 Ry 0,61.9 Ry 0.289 Rz 0.394 Rz 0.394 e 225.00 e 31.5.00 0 ----r---- - 0------------A--- 1 I I A 3.346 I Wgt 1.1..377 Ybat-1..727 Xbat-0.500 Ix 2,31.2 ly 2.209 lw 2.31.2 Iz 2. 209 Ixy 0.000 Rx 0.831. Ry 0.81.3 Rz 0.81.3 e 90.000 I I I I I I I I I I I I I I I I I I I Geometry \ i:~~~1 ·--]~tfnX,t:J,·· STRESS ANALYSIS -PAGE 1 -----~----------· -- I JobName: Job Number: 98-0235 Location: CARLASBAD,CA ASYMTEC -ROOF i Efective Dec :n I 28.87 , BC Pan/:"_,,_, __ ·10@4-0 Parallel Chords ----,------- I DateRun: 6/9/98 ir:;: ·---~--~ I Ir ---·-·----·- ; Variable Left End i 'BC Panel 5-0 Rig~t End 5-0 i _T_C_P_an_e_l __ +4_-_0 ____ 4-_0 ___ --~~ , First Half 1-0 1/4 1-0 1/4 ----··- .· .. ~.··~. --~,,I First Diag. 6-0 1 /4 0-0 1/4 I: Depth . ___ __30.0q_ 3J 00 /; ------', Loads --·--·-----~ -------~,- Uniform Load 1n TC (plf1 232.00 Concentrated Loa::: -.:: @ 2..:-0 1/4 1os1 ; Concentrated Load TC@ 24-0 1/4 (lbs) 500.00 Additional Shear 1r . :i=DS J 1--------~-----------: Additional Bending in TC (lbs) 250.00; Additional Bending -3C (lbs, __ l_ . I TC Axial Load (lbs) 7,700.00i I Stress Analysis Summary : Int P3nel TC IM~, Pan,;;/ EC . 'Reaction LE IR5,e9a0ct810.no4RE· !;1!·'_,4,.,7,._.7.01 . .,,_;_, ; ~~~o 4s.oo --=~=5_,_9=0_1_.=8-8 __ -~-_-_-_-_-_-_~ _-_-_-_-_-_-_-_-_-_-_-_--:.._~ __ 1 Member j TC Tension TC Compres;on · ------·- · ·;, -: '::om:: 31.136.27 - BC Tension IBC Compres1on .. "'D Tension ·Neb Comp. 1 W2 0.00; 14,005.36 o.ooj 0 00 0.00 13,099.95. 0 oc ::; 00, 1.599.48 ; , V1S O 00' 13,793.-0 250.00 375.00 250.00 -·[IWa.< BC Tension I 130,632.82 ·---===:::;::===:::: _:.1eb Length PP Dist. 64.79 0-2 31.27 4-0 o.oo: 12,721.241 ' ---+------,------------------------- W4 0.00 18,007.51 0.00 12,721.24 0.00: J 00 5,604 21 31.37 5-0 6.102 06' 0.0C 37.55 6-0 1/4 1 i W3 0.oo: 13,793.-:-0 W5 0 00 18,007.51 19,513.13 0.00i 0 00 5.498.71 37.55 8-0 1/4 W6 0 00'. 22,522.93 W7 0.00 22,522.93 W8 ' 0 00 26,808.L7 ! 19,513.13 0.00 24,762.351 0.00 24.762.35: 0 00 4 895 36 0.0D 37.55 10-0 1/4 iJ 00 4.292.01 37.55 12-0 1/4 ...... ,....,..,.,..,, r-r-0 oc 37 55 14-0 1/4 .j c;,::,~ ':):) 11-----if----------'----+----'----,-----------------------+------i !-----i,----------'----+------,----------------------+------1 W9 ·J 00 26,808.L?I 28.468.921 0.00 :: 00 3.085.3C 37.55 16-0 1/4 W10 J GOG 29,743.-'J 28.468.92: 0.0G 2 . ..::2 .. 95 0.0'.: 37.55118-01/4 W11 Q,00 29,743.-:-J 30 632.82; 0.00 :: 00 1 920.5C I I 37 55120-0 1/4 I -------+------,-----------------------+------ii W12 I 0 00 31,136.27 ' W12 i 0 00 31,136 27 30,632.821 0.00 30,630.671 0.00' 1 920 60 0.0C 37.55 22-0 1/4 1 92S 50 0.00 37.55 24-0 1/4 I --------+------,----------------------+------I W11 I 0 00 29,739.t.1 I 30,630.67 0.00 :: 00 1,920.60 37'.55 26-0 1/4 W10 ! 0 00 29,739.41 W9 I 0 00 26,799.89 W8 I 0.00 26,799.B:3 I W7 ! 0.00 22,513.23 J W6 i 0.00 22,513.23 W5 I 0 00 17,994.E4 I 28,462.48 0 00 28,462.48 0.00 24,751.631 0.00 24.751.63 I 0.00 19.498.12! 0.00 19.498.121 0 00 2 . .185 30 0 00 37.55 28-0 1/4 G.00 3.088.Ge 37.55 30-0 1/4 3 '392 01 0 oc 37 55 32-0 1/4 ~ nn 4.295.3~ 37.55 34-0 1/4 , J~ .1 39(! 71 0 oc 37.55 36-0 1/4 -:: '.;Q S 502.0-:-37.55 38-0 1/4 I I ,----'----------'-----t---'---+---------------------+-------l 1----------------+------,..----------------------+-------i I -----------+-------,----------------------4-------11 ---------'----r---------------------------+----~1 W4 I 0.00 17,994.E4 12.701.941 0.00 ::.1'.:542 0.00 37.55 40-0 1/4 0.00 13,778.73 12,701.94\ 42-0 1/4 :----,-------------+------,..----------------------+-------I W3 0.00 :: JO 5.605 70 31.37 ! ____ t--------------+------+-----------------------+-------1 V1S 0.00· 13,778.73 W2 0.00 13,987.87 0.00 0.00 0.00 0.00. IJ 00 1.597.04 31.22 44-0 3/8 :3.07; 70 0.00 64.68 43-0 1/2 I j-_ --------+-----;----~--------+-----i ----------. ---- I ! Standard Verticals ; ·-Member I P;sition_· _· __ M_a_x_T_e_ns_io_n_J _M_a_x_C_o_m __ p_. ____ l _L_e_ng""t_h_ : V2 i Interior o.coj 1.744.681 28.87 '. -. --· -------~-------'------ I I I I I I I I I I I I I I I I I I I I I I . - STRESS ANALYSIS -PAGE 2 ~.:::.:······---,,l5:P~;,· -----~-----------------------------~ Job Number: IJob Name: I Date Run: ~ __ . ..,_ 98-0235 ASYMTEC -ROOF 6/9/98 Location: CARLASBAD,CA J6X 1~-:-·. . - ' Mark: -.. ___ __,__ ___ _, Chord Properties Chord-T Area-)-Rx Rz Ryy y ------. r ••. -----~ Q i Material TC ! 0.6130 I 0 6189 0.3944 1.2318 0.5650 j '.; :::578 0.9808 124=2x2x.176 0.9522 l23=2.,.2.x.163 _ BC _ _j_ 0.6?5~ 1_o.~_20_8_~_0_.3_9_5_1_~_1_.2_2_86_~_0_._56_0_3_ !__ :· _-110 . _______ ___, Axial and Bending Analysis " T=---- 1.00 I 50,000,Q0 ·-· ------L ·-·- -op Chord Check Lengrr Bena1ng Load Ax:a: :...oad Fb ,30,000.00 IJ\1/om of Inertia· 541.07 End Panel LE First Panel LE 46.00 24.25 329.83 417.57 187 50 ..\'.8.53! 14,005.36 13,793.70 31,136.27; 13.:--3.78 fa 10,404.80 10,247.55 23,131.621 10.236.47 13.98, 3~ ~, :.oao =· iers TC: 10,391.81 33.819.45 1 Max1mumKL/r 74.32 61.49 38.78j 61.17 7432 ··s,Loadr.oFillersTC i Fa : 19,871.68 22,131.54 25,554.36 j 22.184.43 19.871.68 _z_9._.4_43_._45 ____ -i : F'e i 27,033.81 97,274.58 99,311.691 98,285.22 27,033 81 ~~:~~;r ! Cm : 0.8845 0.9684 0.9068 I 0.9688 o 8847 ======~ ---------~-----+------t------------+------3C Sttess 1 Panel Point Moment 5417.58 6857.68 750.00 i 687 4.26 5418 21 24,489.36 ---------~------+-------------------1------ l Mid Panel Moment 4813.45 28.63 375.ooi 22.29 4813.20 ::3':i..-Pz Panel Pointfb 15077.48 19085.36 2087.30[ 19131.52 15079.23 1=21=·4=7=9=6=====: , MidPanelfb 5274.28 31.37 41090 1 14.42 527400 --:3re5rs:ress: I , ---------~------t-------t------------i------8,765.71 ! ; . Fillers : 1 0 6: 0 1 --------; : _P_a_n-el_P_o-in_t_S_tr-e-ss-------,-! __ 2_5_,4_8_2-.2-8+---2-9,-3-32 ___ 9_1 +---25-,-2-18-.-92-;-i __ 2_9 ___ 36-7-.9-9-+---2-5_.4_7_1-.0-4 ~--~-~-;-~;-~_s,_re-ss_· __ __,I /_f':'lJ~ Panel Stress __ .__' ___ 0._7_8_14~ ___ 0_._4_64_2~ ___ 0_._92_1_7I __ 0.4623 0.7805 , Web Design I ' ---,-----------------,-· , Memoer : Web Tension i Allow Tension I Web Comp Allow Comp I Neid ! Qty Material W2 13.099 95J 21,205.75! 0.00 2.153.74: if Allo-v,aoleiensile Stress Reduced 10°/o : : x 0.23'.) ' 1 RM= rs.,rd 1 -· __ ,_ ____ - ·-----· --· -, -------------------------··N3 ·J.00' 14,531.25! 5,604.21 7,853.75: ; ~:<0.125 • 1 20=2,:2x.125 VV4 6.102.061 6,183.571 0.00 1,036.361 '.:::x0.109 1 10=11~1.109 W5 0.00; 14,531.251 5,498.71 7,868.92! ·;~X0.125 1 20=2121..125 1/1/s 4.895.36i 6,183.57\ 0.00 1,036.361 :. J X 0.109 i 1 10 = 1 /. 1 /. 109 i \f\/~ o.oo: 11,848.681 4,292.01 4,504.951 ::.·x0138 i 1 ,·JG=11/2x11/2x.138 1/1/E 3.688.65! 6,183.571 0.00 1,036.361 23x0.109 I 1 10=1x1x 109 \/1/9 o.ooi 9,786.931 3,085.30 3,757.041 2::xo.113 I 1 ·1c=1112x1112x.113 ! \f\/1':-, 2.481951 6,183.57j 0.00 1.036.361 2~x0.109' 1 10=1x 1 x.109 w1· 0.001 7,818.57j 1,920.60 2.069.76; 2::1.0109 1 15=11141.11/4x.109 W12 1.920.601 6,183.571 0.00 1,036.36! 2 ~XO 109 ' 1 10 = 1 /., X 109 '·/1/12 1,920.60 1 6,183.57! 0.00 1,036.36! 2 ~,: 0 109 1 10 = 1;. 1,: .109 W1.~ 0.00 7,818.57! 1,920.60 2,069.76: ::.::x01Q9 1 15=11/4,:11/4x.109 ' i VV1Q 1 2,485.301 6,183.57! 0.00 1,036.36! ::Jx0.109 1 10=1x1t.109 I l W9 : _o.ooi 9,786.931 3,088.66 3.757.04; 2::xo.113 1 1 ·1c=1112x1112x.113 i I -~~--''----~-.....l----'------'-----'---+--------i---------------------:, I' W8 1 3,692.01! 6,183.571 0.00 1,036.36j 23x0.109 ! 1 '10=1x1x.109 ! i -----i---i-~----+----'------+1-----------+-,-----~, --------------;! 1 W7 1 0.001 11,848.68 4,295.36 4,504.95 1 2:1.0138' 1 1G=11/2x11/2x.138 -----i------,----'------+--~------'------'--------------------! __ ,_N_6 __ : ___ 4_, 8_9_8_. 7_1~1 ___ 6~, 1_8_3_. 5_7~1 ____ o_. o_o ___ 1 ~, 0_3_6_. 3_6_1 _3 _::_, x_0_._10_9 __ ! _1 __ 1_0_=_1 _x _1 _1._10_9 _____ ~i 1 __ W_5 __ , ____ o_.o_o~! __ 1_4~,5_3_1_.2_5~1 ___ 5~,5_0_2_.0_7 ___ 7~,8_6_8_.9_2_i_3_~_x_o_12_s ___ 1 __ 2_0_=_2_x_2_x_12_5 ______ '; 1/1/4 , 6,105.42j 6,183.57! 0.00 1,036.36! 3~x0.109 1 10=1.<L<.109 :------,----'----+---...:,_---'------+----'----------------------~ ! W3 i 0.001 14,531.251 5,605.70 7,853.75I 3Jx0.125 i 1 ·20=2x2x.125 I I· W2 I 13,077.701 21,205.751 0.00 2,161.201 '33x0.230 I 1 ~RM=round1 I ~Allowablaiensile Stress-B.e=-'-d-u.c-.~-,-r11~n...,..o1.-~-----~----~ -----~-----··· : _-------~ 1 V1 j ol 7,818.57! 1,597 2,993.3af2.-i-xo.10·9 j 1 ,15=11/4x11/4x.109 V2 I __ ol_ __ 6,1s:i57I 1,477 1,752.33L 2.J:q:10_9---'-! __ 1_ :10=1x1 __ x_._10_9 ______ : __ ___. I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". END PANEL Leg= 2.000 n. Thickness= 0.176 n. Fy = 50.000 ~si Gap= 1.000 in K= 1.000 Length= 46.000 in Gravity Axial Load = 14,005.36 lbs. Lateral axial load = 7,700.00 lbs. W= 232.00 lbs./ ft. Bearing Depth = 3.00 in. Reduc. = 1.00 No filler A.= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Klfrz = Cc= Fa= F'e = Cm= Panel point<= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= • 9,931.81 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)'Q*Fb)) /.09= 0.91 OK JOIST NAME: 30K232/128 MARK: J6X ONE ANGLE PROPERTIES: 0.673 in·'~ At = 3.346 in'2 0.258 in·'4 O 619 in 0.105 in'4 0.394 in 0.565 in 0.981 1.73 In 18.411.57 lbs-in. 16,174.34 lbs-in. 4,185.70 psi 13,752.93 psi 8,905.68 psi 30,000.00 psi 116.63 108.04 10,977 36 psi 10,977.36 psi 0.89 Panel point <= 0.6 Fy = ltx = rtx = Panel P. Stx = Mid Panel Stx = Kl/rx = Cc= Fa= F'e = Cm= With filler 30,000.00 psi 2.312 0.831 1.339 1.816 SEE NEXT PAGE: 55.34 108.04 23,132.09 psi 48.763.78 psi 0.97 ( fa + fb ) I 0.9= 19,931.81 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.56 OK I I I I I I I I I I I I I I I I I I I June 17, 1998 Shape: Shape: Shape: L L PL u 2.000 u 2.000 w 2.000 H 2.000 H 2.000 T .1.000 T 0,176 T 0.176 X 1.000 X 0.000 X 1.000 y 0,250 y 3.000 y 3.000 cc 90,000 cc .180.00 cc 270.00 cc 90,000 A 0,673 A 0.673 A 2.000 Ybar -0. 565 Ybar -0. 565 Ybar 1.000 Xbar -0.565 Xbar 0.565 Xbar -0. 500 Ix 0.258 Ix 0.258 Ix 0.667 Iy 0.258 Iy 0,258 Iy 0 • .167 Rx 0.619 Rx 0.6.19 Rx 0.5?? Ry 0.619 Ry 0.619 Ry 0.289 Rz 0.394 Rz 0.394 e 225.00 e 315.00 0 ----r---- 0-----------+-+---- 1 I I - A 3,346 I Wgt 11. 37? Ybar 1.72? Xbar 0.500 Ix 2,3.12 ly 2 .209 Iw 2.312 Iz 2.209 lxy 0.000 Rx 0.831 Ry 0,813 Rz 0.813 e 90.000 I I I I I I I I I I I I- I I I I I I I STRESS ANALYSIS -PAGE 1 -----,-------------·· -----------,------~ Job Number: IJob Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 ,Geometry . · Base :..e--g,h· j _48-0 3/4 ;scPanel l5-0 5-0 I J01st Dep:r 30.00 I Efective Cec:·· 28.85 lac ==,-~ ' ~ .. ' ............. 10 @4-0 I " Vanable 7 Left E;d Right End j i'-T_C_P_a_n_e_l ----;i_4_-0 ____ 4-_0 __ --i .. ~ \J__~~ /~ i; First Half j 1-0 3/8 1-0 3/8 ~ ---~ "'---~' ---"- First Ciag. · 6-0 3/8 ' 6-0 3/8 · __ Depth _ ·····-_:_ 30_. 00 _ : 30.00 Loads ---1---·-------lShaoe : Parallel Chords ! Mark: J7 -------'-----' -----------] I ·:-~_:-::_ =====:==:==:==::::;I ---· -,---------....,,-----;o<\1/-r--~= ----·· _·_'_·, ________ -----'·_,_/_~~ ,) --·-~-------' ii Uniform Load in TC (plf) 232.00 Concentrated Loac TC@ 24-0 3/8 (lbs, --------'-'------------500.00 375.00 250.00 ; Concentrated Load TC@ 24-0 3/8 (lbs) 250.00 Additional Shear 1n Webs I '. _A_d_d-iti-on_a_l _B_en-d-in_g_i_n_T~C~(-lb-s)---~----2-50-_-oo--Additional Bendi~Q ·n BC (lbs) I ;Tc Axial Load (lbs) , 14,000.00 , Stress Analysis Summary -------~------~-___ _ _________________ _ j:;l,;~re TC 1::::aane!BC 1;~;;~~;t ,~~;;~~~:= i~::;;~-~o_c,near ,~';:9~~-~~np :~i;:s~~.zton I I=====::::::;:======..:==;=========:::;:::===================-==-====··==::;::::========:_::-:_:·=====::::::;::======~ 1 Member TC Tension TC Compresion BC Tension BC Compresion, 1,\Jeb Tension Web Comp. Web Length PP Dist. ! \/1/2 0.00 18,743.56 0.00 o.oo· 13,117.99 0 00 64.78 0-2 V1S 0.00 18,531.32 0.00 0.00 0.00 1,600.66 31.24 4-0 \/1/3 0.00 18,531.32 12,761.76· 0.00, 0.00 5.616.49 31 39 5-0 0.00 22,766.20 12,761.76: 0.00' 6,106.05 0.00 22,766.20 19,562.07! o.oo, 0.00 0.00, 37.53 6-0 3/8 5.502.47 37.53 8-0 3/8 I, \/1/4 l-----+-----+------+---'----'------------+---------+------1 i W5 1-----+-------~---+---"------'------------;---------+-------! \/1/6 0.00 27,287.40 19,562.07 0.00 4.898.89 0.00 37.53 10-0 3/8 W7 0.00 27,287.40 24,818.30 0.00 0.00 4.295.31 37.53 12-0 3/8 \f i;l. o.ool 30,650.53 24,818.30 0.00 3,691.73 0 00 37.53 14-0 3/8 0.00'. 30,650.53 28,530.44 0.00 0.00 3.088.15 37.53 16-0 3/8 o.ooi 32,855.60 28,530.44 0.00 2.484.57 o.ool 32,855.60 30,698.48 0 00 o.ooj 0.00 37.53 18-0 3/8 1.922.48 37.53 20-0 3/8 ------+---'--------------+----------+------;I I o ooi 33,902.61 30,698.48 0.00 1.922.481 0 00 37._53 22-0 3/8 I 0.001 33,902.61 30,698.48 0.00 1.922.481 0.00 37.53 24-0 3/8 I I \/1/~ 1 32,855.60 0.00 0.00 1.922.48 37.53 26-0 3/8 O.OO! 30,698.48 -----+-----+-------+---'----------------1-------------w 10 0 001 32,855.60 28,530.44 0.00' 2.484 57 0.00 37.53 28-0 3/8 W9 o.ool 30,650.53 28,530.44 0.00 0.00 3.088.15 37.53 30-0 3/8 wa 0.00\ 30,650.53 24,818.30 0 00 3,691.73 0.00 37 53 32-0 3/8 \f'/7 o.ooi 27,287.40 24,818.30 0 00 o.ooi 4.295.31 37.53 34-0 3/8 \f'/S 0.00/ 27,287.40 19,562.07 0.00 4.898.89! 0 00 37 53 36-0 3/8 I 22,766.20 19,562.07 0.00 0 OO: 0.001 0.00 22,766.20 12,761.76 0.00 6,106.051 0.00 18,531.32 12,761.76 0.00 0.001 5.502.47 37.53 38-0 3/8 0.00 37.53 40-0 3/8 5.616.49 31.39 42-0 3/8 . ,, ·-v /'J 1------+-----.,-----'----+---'----------------i---------+-------! W4 :----+-----+-------t---'----------------1----------t-----"1 W3 V1S 0.00 18,531.32 0.00: 0.00 o ooj 1.600.66 31.24 44-0 3/4 0.00 18,743.56 0.00 0.00 13,117 991 -·--W2 ,-----'-------~-~--~---------0 00 64.78 43-0 3/4 . ·- Standard Verticals -----,-------·, -· ----,..---------- Member Position I Max Tension Max Comp. Length '----------~-----1-----'----..a:c--\/2 Interior , 0.00 1,745.02 28.85 i .. ··---~-----· ----~--------- I I I I I I I I I I I I I I I I I I I ~ 1~~-;i. 1"" .:_~--. .. ... . .• / Chord Properties __ ! Chord Area TC 0.9375 STRESS ANALYSIS -PAGE 2 job Number: 98-0235 l jobName: ASYMTEC -ROOF I DateRun: 6/9/98 Location: CARLASBAD. CA I J01st Oescnotlon· Short_Span Crimp 30K232/128 -------------~--!rt--_____ _,__ __ __, Rx Rz Ryy y 0 5089 C.3911 1.2500 0.5917 I · ···-: Q -i ·· ······Material 0 3476 ! 1.0000 i29 = 2 x 2 x .250 I (1 2410__ 0.9522 JE..'."' ~_x_2_x_.1_6_3 _____ -'j 1 BC 0.6254 '.; 5208 ! ---------------~---~-----'----- 0.3951 1.2286 0.5603 I 1 Ift{;2 ___ ---r ~':~ 8~~1 TC-. --,-, N-,a-x -8,.,-"d-g a-c----, :,i _ .-.::::-..::::-..::: __:.:.:.'.._:.:-..:: : _ --=-='=2=4-=6=7=/8=== i ~xial and Bendi~~-'Analys~--~,,,r:-1,------,~N-lom-or-,n-e-rt,-a--l~L-L-24_0_· · 1.00 '50,000.00 ! 30,000.00 625.01 322.12 Top Chord Check =nd Panel-= First Panel LE Interior Panel : F11st Panel RE End Panel RE Gap Be:,-.een Chords. 1 4 I 38 1.00 Ii -Length 4e JO 24.38 2 oo• _4_ 46.00 -------_____,. , -----"--------------1------------------t------f\.1111 We•:; _en 2X: 1· BendingLoad 32933 416.62 187.501 416.62 329.83 o.sooo ' ----=------------1------------------t------. ! i _A_x_ia_l L_o_a_d _________ 1-'8,'-7_4::;_-_56-+-__ 1_8..;.,_53_1_.3_2 ___ 3_3..:..,9_0_2_.6_1-+i __ 1_8_5_3_1_.3_2-t-__ 1_8_. 7_4_3_. 5_6 Max Loac Fillers TC: 1·fa 9,996.57 9,883.37 18,081.39 9.883.37 9,996.57 47,959.16 : Maximum K L/r 75.55 62.32 39.42 62.32 75.55 fVlax Load no Fillers TC: :Fa 19,888.15 22,317.78 25,913.89 22.317.78 19,888.15 _4_1_,6_28_·_18 ____ ---1 TCOAL'Ryy: F'e 26,165.73 93,187.86· 96,122.73 93.187.86 26.165.73 458.2000 Cm 0.8854 0.9682 0.9248 0.9682 0.8854 --=========: I · · BC Stress· j :Panel Point Moment 5417 03 6841.36· 750.00 6841.36 5417.03 24,541.86 ; Mid Panel Moment 481358 35.21 375.00 35.21 4813.68 BCL!Rz j Panel Pointfb 10974.07 13859.55: 1519.39 13859.55 10974.07 ..::1=21=·=47=9=6====::::'. j:MidPanelfb 4096.90 29.97, 319.16j 29.97 4096.90 TCShearStress: i . Fillers 1 0. 0 0 1 6,203.08 I BC Shear Stress: · Panel Point Stress 20,970.64 23,742.92 19,600.78 23.7 42.92 20,970 64 · 9,466.19 -------~ 1 : _ M_i_d_P_a_ne_l_S_tr_e_ss __________ o_._69_8_3_,_ ___ 0_.4_4_3_9-'--___ o_. 7_0_9_9~ ___ o 4_4_3_9~ ___ 0_.6~82_ I i yv_e_b_De_s~ig~n _______ ------,-------------,--__ --r----,---_ ----------, Member I Web Tension -"llow Tensicn Web Comp Allow Comp Weld Qty ! Material I 'f./2 L 1311-:-99 21,205-5\ 0.00 2,150.56\ 33x_023~ __ L __ 1 __ ~R.M=rou_n_~ __ 1_ 1.i * A11c·11able Tensile Stress R;·=-~-ce_d_1-'--0-0A_o_-'-----------'--------~, ··-·N3 I -c·oc-14,53125 5,616.49 7,843.17.i :,Jxo12s·-··-1 ;20=2x2·~~12s I: I ' 11. ··N4 ~101;0: 6,18357 o.oo 1,035.57i ·nxo.109 1 \10=1x1x.109 ------,----------'------+--------''-------,------1-----,------------;· I W5 ! CGG 14.53125 5,502.47 7,866.591 30x0.125 1 /20=2x2x.1·2s 'i , W6 I 4 898 89 6,183 57 0.00 1,035.57 3 0 x O 109 1 110 = 1 x 1 x .109 ------i'--------------+--------''------i------1------'------------; 1 __ 1A_l_7_-+-___ u_n __ o_c __ 1_1-'-,8_4_8_.S_-8+--__ 4-',_29_5_.3_1_: ___ 4.;_,5_0_1._5_5+-j _2_._1 _x_o_.1_3_8 ___ 1 _.,...' 1_G_=_1_1_12_x_1 _1_12_x_._13_8 __ _ 1,· __ ,_N_8_-+-__ 3_.6_9_1_7_3 ___ 6-'-,1_8_3_5_7+-____ 0_.0_0~! __ ~1,~0_35_._5_7_? ___ 3_x_0_.1_0_9 ___ 1_~l_1_0_=_1_x_1_x_._10_9 _____ ~ 11 Vl/9 000 9,78693 3,088.151 3,754.20 2.0x0.113 1 ;1C=11/2x11/2x.113 , __ V_J_10_-+-__ 2_.4_8_4_.5_7 ___ 6_,1_8_3_5_7-+-____ 0_.0_0_· ___ 1,_0_35_._5_7-.-_?_0_x_0_.1_0_9_+-_1_~1_1_0_=_1_x_1_x_.1_0_9 _____ ~1 , W11 I OOC 7,818.57 1,922.48 2,068.20! ?Ox0109 1 /15=11/4x11/4x.109 1 ,--V-v-12--+---1-_9_2_2_.4_8 ___ 6~,1-8_3_5_7+---'--o-.o-o-----'1,'-0-35 ___ 5_7+-!-2_o_x_o __ 1_0_9-1--1-~!-1_0_=_1_x_1_x ___ 10-9-----~! : I : w12 192248 6,18357 o.oo· 1,035.57I 2oxo109 1 i10=1x1x.109 1 ------i----------'------+--------'----i------t-----+------------;, , W11 COO 7,818.57 1,922.48. 2,068.20 2.0x0109 1 )15=11/4x11/4x.109 I, ----1-----------'------t-----'----., ---'----+-------+----ili----------------1 W10 2.484.57 6,18357 0.00: 1,035.57 2.Qx0.109 1 ,10=1x1x.109 'N9 ooo 9,786.93 3,088.15! 3,754.20 20x0.113 1 !1c=11/2x11/2x.113 W8 3.691.73 6,183.57 o.oo/ 1,035.57 23x0109 1 j10=1x1x.109 W7 O.OC 11,84868 4,295.31! 4,501.55 21 x0.138 1 !1G= 11/2x11/2x.138 1N6 4898.89 6,183.57 0.00 1 1,035.57 30x0.109 1 i10=1x1x109 ! 1NS 000 14,53125 5,502.47: 7,866.59j 30x0125 1 i20=2x2x.125 ! 1----1-----------'----+----'----,----~---;------t------------------i 1 \/1/4 6.106.05 6,183.57 o.ooi 1,035.57 3.8x0.109 1 i10=1x1x.109 I',... -W-3-+-----0.-00 ___ 1_;4,-53_1_.2_5+---5-,6-1_6_.4_9-f-i --7~,8-43-.-17-t--3-0_x_0_.1_2_5-+-1--+-J-20_=_2_x_2_x_.1_2_5--------1 j __ w_2_~ __ 13_._11_7_.9_9 __ 2_1~,2_0_5_.7_5~ ___ 0_.o_o~l __ 2_,_1 s_o_.5_6~_ ~-3 _x_o_.2_30_~_1_~1R_M_=_ ro __ u_n_d.....:1 _____ ___, LA!Jowable..Iensile...Stress..Reduc~r-1 1 n°1° V1 0 7Jl1?.57 1,601j 2,983.43 2.Ci-x0.109 1 /15= 11/4x11/4x.109 \/? I G 6183.571 1.478I 1,752.33) 2.0x0109 I 1 L10=1x1x.109 ----~ I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: . .;SYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL 2.000 !n. 0.250 ,n. 50.000 ksi 1.000 in 1.000 46.000 in 18,743.56 lbs. 14,000.00 lbs. 232.00 lbs./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e = Cm= Panel point<= 0.6 Fy = 30,000.00 psi ( fa+ fb} / 0.9= 5,135.77 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)'Q*Fb)} /.09= 0.46 OK JOIST NAME: 30K232/128 MARK: J7 ONE ANGLE 0.938 in'·~ At= 0 348 In·'4 ltx = 0.609 in rtx = 0.143 in"4 Panel P. Stx = 0.391 in Mid Panel Stx = 0.592 in 1.000 0.94 in 18.259.67 lbs-in. 16.022.44 lbs-in. 3,190.39 psi 1.431.80 psi 2.757.60 psi 30.000.00 psi 117.61 Kl/rx = 107.00 Cc= 10.796.61 psi Fa= 10.796.61 psi F'e = 0.91 Cm= With filler PROPERTIES: 5.875 In•2 11 975 in"4 1.428 in 12.753 In°3 5.810 in°3 SEE NEXT PAGE: 32.22 107.00 26.87 4.1 O psi 143.847.77 psi 0.99 Panel point <= 0.6 Fy = 30.000.00 psi ( fa + fb ) / 0.9= 5.135.77 OK Mid panel <= 1.00 (fa/Fa+ Cm'fb/((1-fa/F'e)*Q*Fb)) /.09= 0 24 OK I I I I I I I I I I I I I I I I I I I Shape: L u 2.000 H 2.000 T 0.250 X 0,000 y 3,000 cc J.80.00 A 0,938 Ybar -0. 592 Xbar -0.592 Ix 0.348 Iy 0.348 Rx 0.609 Ry 0.609 Rz 0.39J. e 225,00 Shape: L u 2,000 H 2.000 T 0.250 X J..000 y 3.000 cc 270.00 A 0.938 Ybar -0. 592 Xbar Ix Iy Rx Ry Rz e 0 I I 0.592 0.348 0,348 0.609 0,609 0.39J. 31.5.00 June 17, 1998 Shape: PL w 4,000 T J..000 X J..000 y -J.,750 cc 90.000 cc 90,000 A 4,000 Ybar 2.000 Xbar -0. 500 Ix 5.333 Iy 0,333 Rx J.. J.55 Ry 0,289 I _________ ......... ___ ~----------------------------------------------~~ I 0-------1----1--+---------------------------nu I (IJ--- A 5. 875 Wgt .19. 975 Ybar 0. 939 Xba,-0,500 Ix .1.1.975 Iy 3. 263 Iw .1.1.975 Iz 3.263 Ixy 0. 000 Rx .1, 428 Ry 0. 745 Rz 0. 745 e 90. ooo I I I I I I I I I I I I I I I I I I I =-1·~------ 1 •.. ~;,, -.:: : -. . - STRESS ANALYSIS -PAGE 1 -------r-----------·-. ·-·-·---------~----~ Job Number I Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/10/98 Location: 'Joist Dc1sc11p/lon. CA_R_LA_S_B_A_D_;_,_C_A ________ _._S_hor_t Span Cri":JP 18K264/160 Geometry___ _. Ease Leng/11 . '. J1/(//lf' Lengu: 'Joist Dep:· 'Efec;tive Dept/1 'BC Pane?/ Le?, .m 3!~ 1_0_3_/8 ____ ~ z-_6_318_ _ ·-=--=-~-=-1_8_.-=.o_o~ ____ -_-_-_-:_~_1-=-1-=-. o-=-a-=--=--=--=--=--=--=--'.::..5-=.@-=--=4~0 ----------·- Snape Parallel Chords ·------~ ! ! . -·-==:-::=======~ Variable Left End Right End BC Panel 3-0 3-0 TC Panel 2-0 2-0 ---~,.v~-First Half 0-5 1/4 0-5 1/4 F•rst Diag. 3-5 1/.1 3-5 1/4 Cepth 13.00 18.00 --. ·-· ·-· -- Loads -----·----------. ---------- Uniform Load in TC (plf1 264.00 Concentrated Loaa TC: @ 11-5 1/4 (lbs) 500.00 Concentrated Load TC@ 11-5 1/4 (lbs) 250.00 Additional Shear 1n Webs 375.00 Additional Bending 1n TC (lbsJ 250.00 Additional Bending 1n BC (lbs) 250.'00 ··- TC Axial Load (lbs) 7,700.00 Stress Analysis Summarx__ . Ir: :;anel TC 1 i,:;. ?an71 BC I Reac;tion Li= I Reac;t1on RE. I~;;;\;' ;l)e~ :Ma, TC Comp I Max BC Tension I I 24.00 '48.00 ,3,348.95 3,349.30 __ i 1~:..~~..:.70 _ 14,783.40 : -----· -. -. -----·· ---------I Member I TC Tension TC Compresion BC Tension BC Compresiorn Web Tension ! Web Comp. Web Length PP Dist. I I VV2 I 0.00: 10,427.84 0.00 o.ooi 7,775 75/ 0.00 38.03 0-2 V1S 0.001 10, 199.e4 0.00 o.ooi o ooi 1,056.38i 20.83 2-0 W3 o.ool 10,199.64 6,724.34 o.ooi o ooi 3,191.89: 17.82 3-0 W4 o.oo! 13,166.55 6,724.34 o.ool 4.487 131 o.oo: 29.43 3-5 1/4 W5 0.001 13,166.55 12,242.27 o.ool 0.00\ 3,574 65: 29.43 5-5 1/4 W6 0.00; 16,188.70 12,242.27 o.ool 2,662.17: 0.00 1 29.43 7-5 1/4 W7 i 0.00 16,188.70 14,783.40 0.00, 'J 00 1,74970 29.43 9-5 1/4 I W7 ! 0.00 16,185.43 14,783.40! 0.00 C: 00 1.755.05 29.43 11-5 1/4 i W6 0.00 16, 185.t.3 12,233.54i 0.00 2.66T 53 0 00 29.43 13-5 1/4 'j W5 i 0 00 13,156.73 12,233.54/ 0.00. 0 co 3,580.00 29.43 15-5 1/4 :1 I! W4 0 00 13,156.73 6,706.881 o.oo· 4.4Si2 48 0.00 29 43 17-5 1/4 !1 ,N3 0 00 10,186.15 6,706.881 0.00 0 00 3,193 69 17.82 19-5 1/4 ii ii V1S I 0.00 10,18615 o.ool o.oo· '.J 00 1,051.31: ·20.76 20-10 3/8 ;I ' W2 I o.oo: 10,411.25 0.00 o.oo, 7,753 67 0 00 37.91 19-10 1/2 ------· --·• -I Standard Verticals I ---·-i Member I Position Max Tension Max Comp. I Length V2 ' Interior 0.00 972.42 1 17.03 ·-----· I ! ' I I -... .. I - I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 2 -----.----------------------------,------Job Number: 'Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/10/98 Location· CARLASBAD, CA Chord Properties . -------: -, __ -i-Rx Rz Ryy y ! Chord 1 ...... "'a ' -·o f rvi~terial TC I 0 ..1844 ! 0 6262 ' 0.3975 1.2195 0.5464 C' 1900 0.8343 l20='.2x2x.125 BC ! Q:_20~_L o:4634 0.2955 1.0354 0.4259 C ..:848 --.. 0.9964\ 1G = 1 1/2 !_ 1 1/2 X .138 Axial and Bending Analys~ __ ------~-------- ;~,000.00 I ~-;;_ltema ! ~~ ~~14 ::-==:::::::::::==:==:=::::==:==:=-.:.::::==..- Top Che-::: .:: ·,eek ::r.d Panel L:: ! First Panel LE ·nterior Panel Length 22.CO! 17.25 24.00 J\llm Weld Len 2X: Bending Loac 468.55 -187 50 -468 55 o.5000 -A-x-1a-l -Lo-=-a-d _________ 1_0_4_2_7_8_4+----_-----1-6-. 1_8_8_7_0 ____ ---+---1-0_4_1_1 _2_5 -===========::::::: -------------''-----+-------------,------+----' --1\tlax Load Fillers TC. _fa ___________ 1_0'--,7_64_._2_3 f-----_____ 16_.-_r 1_0 __ 9_·2~! ___ -__ -1-__ 1_0_;_,7_4_7_1_0 _2_0,_89_1_.3_7 ____ _ Maximum K L/r 55.34 -38.32 j -55 34 Iv/ax Load no Fillers TC: _F_a ___________ 1_8-,2-1-9.-4-'9 r----_____ 2_2 ___ 11-8-.8-8-+l---_---1---1-8-,2-1_9_.4_9 _1_8,_54_9_·7_8 ____ -; 1.00 = 50.000.00 -·---- . -. -----,--·--! Ma,: B, 1:-k: T(' I 14-8 7/8 . I ---. --------.::-:;:Pane! RE End Panel RE G.;p Between Chords: 22.00 -1-·0-0-------1 619.44 '.-:-.13 ----------!Max Bridg BC: I 20-8 112 I ---=-============: TCOAL/Ryy: F'e 120,998.85 -101.672 641 -120,998.85 221.7184 Cm 0.9733 -0.9343 i 0 9734 ---------------+-----------------,-------BC Stress: _P_a_n_el_P_o_in_t_M_o_r"'_e_n_t ______ 1_6_76_._8_1 t---_-______ 7_5_0_. o_o_· ___ -__ -+-___ 1_6_7_1 _. 7_6 18,715.25 Mid Panel Momert 1598.24 -375.00. -1600.32 BCL/Rz. Panel Point fc 6415.78 -2869.64, -6396.46 162.4500 -------------------------------+--------=--============~ MidPanelfb 2298.49 -539.30; -2301.47 TCShearStress: -F-ill-e-rs _____________ 01----_--------0-;---_---+------0 6,990.36 ---------------1--------------,------+-------BC Shear Stress: Panel Point Stress 17,180.00 -19.580.56 i -17,143 56 8,470.02 Mid Panel Stress 0.6889 -0.77961 -0.6881 -------~ ------· ________ __, ___________ _ ·-·-·---~-----. - 'We~ Design Member ',f.Je::, Tension Allow Tension ! Web Comp W2 -_775 75 16,235.65 0.00 * .t.llowable Terse 3tress Reauced 10% 4 098 06' ::. _: .<. ~ 215 __ J 1 '.RH= round !!_8 _____ ~1 ---------·------------------., W3 IJOO 6,183.57i 3,191.8S 3365.0s ~=1C:1J9 ! 1 1 0 = ·J X 1 X . 1 09 W4 ..i.487.13 6,183.57i 0.00 1886.47 ::.::1-0,109 1 ; 1 0 = 1 X 1 X .109 W5 0.00 7,818.57; 3,574.65 3717.74' ::.::.x0109 1 J15=11/4x11/4x.109 W6 2.662.17 6,183.57i 0.00 1.886.47 ::_ : .<. 0.109 1 j 1 0 = 1 X 1 X .109 W7 0.00 6,183.571 1,749.70 1.886.47 1 ::.'.::x0109 1 \ 10 = 1 X 1 X , 109 W7 0.00 6,183.571 1,755.05 1.886.47: 2 Jx0.109 1 ! 10 = 1 X 1 X .109 W6 2.667.53 6,183,571 0.00 1 i 10 = 1 X 1 X .109 ws 0.00 7,818.57! 3,580.00 3,717 74 ::. ::. d 109 1 / 15 = 1 1 /4 X 1 1 /4 X .109 W4 -l.492.48 6,183.57i 0.00 1886.4:-· =-~.<0109 l 1 ' 10 = 1 X 1 X .109 W3 0.00 6,183.571 3,193.69 1 i 10 = 1 X 1 X . 109 W2 :-.753.67 16,235.65\ 0.00 4122.25 ::..:.<'.i215 J_ 1 __ ;RH= round_7/~------~ • Allowable T2~s e 3tress Reduced 10% V-1 ----0 --6-, 1-83-.-57-,---1-,0-5_1_ 3.486 25; 2 :; ,( 0 1097--1 11· 0 = 1 X 1 X ~109 I V2 0 __ 6~1_18_3_.5_7~1 ____ 97_2 ___ 4_._16_3_.97: ;;: ::; 1-_Q.109__l_J_ __ L'...9_= 1 x 1_ x_._1_09 ____ ~1 ;; Eccentricity ChecK ~K-· ) I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". END PANEL JOIST NAME: 18K2641160 MARK: J8 ONE ANGLE PROPERTIES: Leg= Thickness= Fy = Gap= K= Length= 2.000 ir. 0.125 1r .. 50.000 ksi 1.000 in 1.000 22.000 in A= 0 . .!3-1 ~·2 At= : 525 in"2 Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc.= 10,427.84 lbs. 7,700.00 lbs. 264.00 lbs./ ft. 3.00 in. 1.00 No filler Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= Fe= Cm= Panel point<= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= 9,886.92 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.51 OK O.E,C -· ..1 0.626 ::'"· 0.077 1n\.1 0.398 in 0.546 1n 0.834 1.30 1r. 11,310.20 lbs-in. 10,727.89 ibs-1n. 4,129.84 CS! 4,768.39 psi 5,946.75 :s1 30,000 00 CS! 55.34 117.14 20,243.88 csi 48,760 98 CS! 0,9;' ltx = rtx = Panel P. Stx = Mid Panel Stx = Kl/rx = Cc= 3 :74 in"4 1 103 in 2.372 in"3 1 804 in"3 SEE NEXT PAGE: 19.94 117.14 Fa= 23.764.47 psi F'e = 375.519.62 psi Cm= 1.00 With filler Panel point <= 0.6 Fy = ( fa + fb ) / 0.9= 30.000.00 psi 9.886.92 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= G.46 OK I I June 17, 1998 I I Shape: Shape: Shape: Shape: L L L L u 2.000 u 2.000 u 2.000 u 2.000 H 2.000 H 2.000 H 2.000 H 2.000 I T 0.J.25 T 0.J.25 T 0,205 T 0,205 X 0.000 X J..000 X -0.J.25 X J.. J.25 y 3.000 y 3.000 y 0.000 y 0.000 C( J.80.00 C( 270.00 C( 90,000 C( 0.000 I A 0.484 A 0.484 A 0.778 A 0.778 Ybar -0. 546 Ybar -0. 546 Ybar 0.575 Ybar 0.575 Xbar -0. 546 Xbat-o. 546 Xbar -0. 575 Xbar 0.575 Ix 0.J.90 Ix 0.190 Ix 0.294 Ix 0.294 Iy 0.J.90 Iy 0,J.90 Iy 0.294 Iy 0,294 I Rx 0.626 Rx 0.626 Rx 0,6J.5 Rx 0.6J.5 Ry 0.626 Ry 0.626 Ry 0.615 Ry 0.6J.5 Rz 0.398 Rz 0.398 Rz 0.393 Rz 0.393 e 225.00 e 315.00 e 135.00 e 45.000 I 0 I I A 2.525 Wgt 8,584 Ybat-.1.296 Xbar 0.500 I Ix 3.074 ly 4.271 Iw 4.271 Iz 3.074 --lxy 0.000 I ----4-------------------------------------. Rx .1.103 Ry .1.301 Rz .1.103 e 0.000 I I I- I I n I I I I I I I I I I I I I I I I I I I I I I I I I I --Tim STRESS ANALYSIS -PAGE 1 -- I :::::--Job Number: 'Job Name: I Date Run: i ~ ·-98-0235 ASYMTEC -ROOF 6/9/98 I J 'V Location: I Joist Desc,wt1on. /Mark: f. ~ \ ... jir:i -.F;---.------·.----·:--:.,_ CARLASBAD.CA Shor_t Span~~n,p 18K264/160 J9 Ge_ometry ]' \ 'y/nr ~.: ,-,-,----·-j Base Lerg:1• 1 Joist Dec:· I E{;~~v; Cec:·-I ~c;~~ L~,,.,., S/1ape I ._.,,, -· ---..... J 18.00· 22-10 3/8 22-6 3/8 Parallel Chords C-. -------,---------.. ---------•·- Variable Left End 1 Right End iBC Panel 3-0 3-0 :Tc Panel 2-0 '2-0 .. ·, \ /~ ,,,..----::: --------. ---~~ ~\: . / . First Half i0-5 1/4 · 0-5 1/4 , ·----: I --------------- ' First Oiag ' : 3-5 1,..: 3-5 1/4 ' ~~et!1_ ___ ; 18.0C 18.00 I ------------. ---·-. -- j Loads ____ ---.. .. ------- , Uniform Load in TC ( pif 264.00 Concentrated Load TC@ 11-5 1/4 (lbs) 500.00 i Concentrated Load TC @ 11-5 1/4 (lbs) 250.00 Additional Shear in Webs 375.00 · Additional Bending ,n TC , lbs l 250.00 Additional Bending in BC (lbs) 250.00 --- iTC Axial Load (lbsJ 7,700.00 ·- Stress Analysis Summary ·--- 1: Int Pare· "\"":: 1;,?a:·-c=.:::-I Reaction LE I React1cn ;; = !M;;;,nun: ./,ear I 1vlax TC Comp I Max BC Tension I : i24.00 8.00 3,348.95 3,349.30 837.32 16,188.70 14,783.40 --· -------. I Member TC Tension ,TC Gumpresicn BC Tension :BC Compresion Web Tension Web Comp. 'Web Length PP Dist. 1, 1. W2 0 00 10,427.84 O.OOi 0.00 7,775.75 o ooi 38.03 0-2 !i V1S :::.oo 10,199.E4 o.oo: 0.00 0.00 1,05638\ 20.83 2-0 I• I W3 0 oo, 10, 199.E4 6,724.34! 0.00 0.00 3,191.89: 17.82 3-0 I. W4 i G.00 13,166.55 6,724.341 0.00 4,487.13 o.oo\ 29.43 3-5 1/4 I· I. W5 '.J.00 13,166.55 12,242.2?! 0.00 0.00 3,574.651 29.43 5-5 1/4 I 16,188.70 12,242.27, 0.00 ' 7-5 1/4 I V\/6 ::: 00 2.662.17 o oo; 29.43 I I 1/V7 ' ::: JO 16,188.-:"'.l 14,783.40: 0.00 0.00 1.749.70 1 29.43 9-5 1/4 w, -~.n 16, 185.L3 14,783.40 0.00 0 00 1.755.05 29.43 11-51/4 " ~~ IJ'/5 = :o 16, 185 . ..'.3 12,233.54 0.00 2,667 53 o oo· 29 43 13-5 1/4 I ' I ' V\/5 : JO 13,156-3 12,233.54 0.00 0.00 3.5so.oo: 29.43 15-5 1/4 i, lfl/4 :: 00 13, 156.-:"3 6,706.88 0.00 4,492.48 o.oo! 29.43 17-5 1/4 / 1/1/3 :: JO 10,186.~5 6,706.88 0.00 0.00 3,193.69i 17.82 19-5 1/4 I V1S :: 00 10,186. ~ 5 0.00 0.00 0.00 1,051.31 i 20.76 20-10 3/8 1/1/2 :: 00 10,411.25 0.00 0 00 7.753.67 O:~O) 37.91 19-10 1/2 -----~---·-- Standard Verticals ---- l Member Positior Max Tensior Max Comp. Length -- i V2 Interior O.'.:O 972.42 17.03 ·--------- ; ' : : I l I I --- I I I I I I I I I I I I I I I I I I I -----er:~~ STRESS ANALYSIS -PAGE 2 ·-= -Job Number: I Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 ) ~Om") Location: I ~o~s~~e;:~~:~rimp 18K264/160 I Mark: ..:::\---·------~-----'-:-;_.{' CARLASBAD. CA J9 C_!l_ord Properties --1-· -- Chord Area I Rx ~z Ryy y ------------r··--- Material ! ' Q ' TC 0 4844 I 0 6262 0.3975 1.2195 I 0.5464 ' '900 0.8343 l20=2x2x.125 - BC 0.3950 i 0.4634 0 2955 1.0354 0.4259 : ~348 0.9964 i1G = 1 1 /2 X 1 1 /2 X .138 ----. Axial and Bending Analys~ ·-----------·--,K ----,.:-IFb. I Mom oi Inertia ILL 240 ,..._ l..:_· .\.la., Bu,::: -_-I Max Bndg BC. ' 1.00 : 50,000.00 !30,000.00 126.43 619.44 619.44 14-8 7/8 20-8 1/2 ··-·· ------··--------------------------------------End Panel L:: I First Panel LE Top Chord Check Interior Pane· -s: PaneI ;:;.::: Ena ?anel RE ~ ,IJ Be?rween Chords· - Length 22 :J/ 17.25 24 :::::: .,-., ..... 22.C'.:· 1.00 ' .) i 468 :51 • ·111 Weld Len 2X: : Bending Load -187.:J -468 55 0.5000 : Axial Load 10,427.:.+ -16,188.:-::: -~a.411:::1:: ·:,·<Load Fillers TC: I fa ' 10,764.23 -16,710 S2 -10,747 10 20,891.37 I I Maximum K Ur 55.34 -38.32 -55.34 ,.;3,, Load no Fillers TC. ! .Fa I 18,219.49 -22,118.88 -I 18,219.49 18,549.78 ;F'e 120,998.55 101,672.64 120,998 85 TCOAL/Ryy: --221.7184 .Cm : 0.9733 0.9343 0.9734 -- : ec Stress. Panel Point Moment 1676.E1 -750.00 -1671.76 18,715.25 : Mid Panel Moment 1598.24 -375 cc -1600.32 2CURz· Panel Point fb 6415 -;-3 -2869.64 -6396.46 162.4500 - · Mid Panel fb : 2298 . .:!9 539.30 2301.47 TC Shear Stress: -- :Fillers i 0 Q Q 6,990.36 -- 'Panel Point Stress I ec Shear Stress. ! 17,180.C0 -19,580.56 -17,14356 8.470.02 l Mid Panel Stress i 0.6889 -0.7795 -! 0.6881 - Web Design ------· ·--Member I Web Tension · Allow Tensio,~ j Web Comp Allow Comp Neid Qty Material W2 ' 7.775.75 16,235.::5; 0.00 4,098.C::: ::. ..: -< 0 2~: 1 RH= roJnd 7/8 --·--. ---. --• Allowable Tensile Stress Reduced 10% ----------___ , -----·---W3 Q.00 6,183.:-: 3,191.89 3,365.Cs ::. ,.<0.1C9 1 10 = , 1-1 X .1 09 1/1/4 4.487 13 6,183.:::-1 0.00 1,886.4; ::_ ~ X 0.1 G9 1 10 = 1 X 1 X . 1 09 W5 ! 0.00 7,818.:-: 3,574.65 3,717.-:..: .::..::x.0.1C9 1 ' 15 = 1 ~ /4 X 1 1 /4 X .109 I W6 ' 2.662.17, 6,183.:7 1 0.00 1,886_4-_::. = X 0.109 I I 1 1 0 = 1 / 1 X .109 I W7 ' o.oo: 6,183.5:'i 1,749.70 1,886.4-::.:.<0.10S 1 1 0 = 1 ,< 1 X .109 I I I ' IJ\17 I 0.00' 6,183.57 1,755.05 1,886.4-.::.:xo1os 1 10 = i I 1 X . 109 I : \f\/6 : 2,667.53; 6,183.57 I 0.00 1,886.4; ::.:xo.1os 1 1 0 = 1 /. 1 X .109 W5 ' o.oo: 7,818.:7 3,580.00 3,717.7.<: .::..::.x01C9 1 15 = 1 '!4 X 1 1 /4 X .109 W4 I 4.492.48. 6,183.:7 1 0.00 1,8864:-.::. ~ x 0.1C·9 1 10 = 1 / 1 X . 1 09 ' W3 : 0.00 6,183.:'I 3,193.69 3,365.C:: ::. :x0.1C9 i 1 0 = 1 , 1 x .109 I VV2 7.753.67• 16,235.::Sj 0.00 4,1222: ::. ..: -< 0 21: 1 RH= round 7/8 : • f..llowable Tensile StressReduced 10% -.. ----· ------ ---·-----I V1 I 0' 6,183.571 1,051 3,486.25 ;:_-:; x 0.1 OS 1 : 10 = 1 ,< 1 X .109 ! V2 I Qi 6,183.57 972 4,163.9; ::_ '.; X 0.10S 1 j 10 = ~ X 1 X .1 09 • Eccentricity Check -OK --- : ' I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". END PANEL ===p Leg= 2.000 in. Thickness= 0.125 In. Fy = 50.000 ksi Gap= 1.000 in K= 1.000 Length= 22.000 in Gravity Axial Load = 10,427.84 lbs. Lateral axial load = 7,700.00 lbs. W= 264.00 lbs.I ft. Bearing Depth = 3.00 in. Reduc. = 1.00 No filler I A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kltrz = Cc= Fa= F"e= Cm= Panel point <= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= 9,886.92 OK Mid panel<= 1.00 (fa/Fa+ cm•fb/((1-fa/F'e)"Q·Fb)) /.09= 0.51 OK JOIST NAME: 18K264/160 MARK: J9 ONE ANGLE 0.484 in·: 0.190 in·.i 0.626 in 0.077 in·'4 0.398 in 0.546 in 0.834 1.30 In 11,310.20 lbs-,r, 10,727.89 lbs-,,;, 4,129.84 psi 4,768.39 psi 5,946.75 psi 30,000.00 psi 55.34 117.14 20,243.88 psi 48,760.98 psi 0.97 Panel point<= 0.6 Fy = ( fa + fb ) / 0.9= PROPERTIES: At = 2.525 in·'2 ltx = 3 07 4 in-'.! rtx = Panel P. Stx = Mid Panel Stx = 1. 103 2.372 1.804 In in'3 iri'3 With filler Kl/rx = Cc= SEE NEXT PAGE: 19.94 117.14 Fa= 23.764.47 psi F'e = 375.619.62 psi Cm= 1.00 30.000.00 psi 9.886 92 OK Mid panel<= 1.00 (fa/Fa+ cm·fb/((1-fa/F'e)*Q*Fb)) /.09= 0.46 OK I I June 17, 1998 I I Shape: Shape: Shape: Shape: L L L L u 2.000 u 2.000 u 2,000 u 2,000 H 2.000 H 2.000 H 2,000 H 2.000 I T 0.125 T 0.125 T 0,205 T 0.205 X 0.000 X 1.000 X -0.125 X 1.125 y 3.000 y 3.000 y 0.000 V 0.000 C( 180.00 0: 270.00 0: 90.000 0: 0.000 I A 0.484 A 0.484 A 0,778 A 0.778 Ybar -0. 546 Ybar -0. 546 Ybar 0.575 Ybar 0.575 Xbar -0. 546 Xbar 0.546 Xbar -0. 575 Xbat· 0.575 Ix 0.190 Ix 0 . .t90 Ix 0,294 Ix 0.294 I ly 0.190 Iy 0.190 Iy 0.294 Iy 0,294 Rx 0.626 Rx 0.626 Rx 0,615 Rx 0,6.t5 Ry 0.626 Ry 0.626 Ry 0.615 Ry 0.615 Rz 0.398 Rz 0.398 Rz 0,393 Rz 0.393 e 225.00 e 3.t5.00 e .t35.00 e 45.000 I 0 I I A 2.525 Wgt 8,584 Ybar 1.296 Xbar 0.500 I Ix 3. 074 Iy 4.271 Iw 4.271 Iz 3.074 -Ixy 0.000 I Rx .t. 103 Ry 1. 301 Rz 1.103 e 0.000 ----4----1 ,I -- I I n I I I I I I I I I I I I I I I I I I I I I I I I I I ==========-------:--::=:-:. -:--==- STRESS ANALYSIS -PAGE 1 -----~-----------· I JobName: ------------~----~ I Date Run: Job Number: 98-0235 ; · BC Panel l3-0 ! 3-0 / i TC Panel 12-0 2-0 I ' First Half \ 0-5 0-5 ! ASYMTEC -ROOF !BC 0 =··~ -' >.J • ~- 5 @4-0 ~ .\J_~ ___ ,_/_,.,,_ 6/9/98 I Mark: J10 _____ ,__ __ ____, Parallel Chords . ------- -----========~' . ---------- I First Diag. . 3-5 3-5 Depth _____ 18.00 __ . _1_8_.o_o ____________ _ Loads . ----~j ·----------------------------Uniform Load in TC (plf1 264.00 C:ncentrated l.-ca: -=@ 11-5 t!bs) -------~-------------Concentrated Load TC@ 11-5 1lbs) 250.00 A:::ditional Shear ir .. ;;os --------~--~--------Addition a I Bending in TC (lbs1 250.00 A:Jditional Bending -3C (lbsJ I ------"'-----'----------------------·-'-·- 500.00 375.00. 250.00 !. TC Axial Load (lbsJ ___________ 7~,7_0_0_.o_o I 1 Stress Analysis Summary I : : Int ~ar:e, TC J 1W;.~ ?are! ac ~00 148.~ ------·· F,eactton Li= -3,345.00 Member i TC Tension :TC Compresicn W2 i 0.001 10,421.S3 V1S i o.oo: 10,195.~3 W3 I 0 00: 10,195.13 I W4 i 0.00! 13,134.CQ W5 I 0.001 13,134.CQ I W6 ! 0.001 16,159.43 \fV7 ' Cl.OD. 16,159.L3I W7 0.00 16,159.L3! \f\/6 C.00 16,159.~3! \/1/5 J 00 13,134.C'J! W4 0 00 13,134.C'J I/\J3 0.00 10,195.'3 \/1S 0 00 10,195.,3 W2 o.oo· 10,421.S3j -----· Standard Verticals I Reac/tcr == 3,345.00 .. , .. ,. ; 836.25 ------··-s:sr ,1,1;,.. :-: :omp 116,159.43 14,746.55 l fvlax BC Tension I =-=~-=-:. -------· ---.----=:'.===::;:===~ BC Tension =~ Compresion : . .;,:::, Tension , Web Comp ,Web Length PP Dist. o.oo o.oo 7,766.92! o.oo! 38.03 0-2 0.00 0.0G 0.00 1.052.82'. 20.83 2-0 6,678.76 0.00 0.00 3.17773: 17.75 3-0 6,678.76 0.00 4.489.81 I 0.001 29.43 3-5 12,201.05 0.00 0 001 3,577.33; 29.43 5-5 12,201.05 0.00 2,664.85 0 OOi 29.43 7-5 14,746.55 0 r,r -~-C 00 1752371 29.43 9-5 14,746.55 0 oc 'J 00 1 752.37' 29.43 11-5 12,201.05 0 r, 2.664 85 0 00: 29.43 13-5 12,201.05 0 oc 0 00 3 577_33: 29.43 15-5 6,678.76 0.0C 4.489 81 0.001 29.43 17-5 6,678.76 0 cc 0 00 3.177.73' 17:75 19-5 0.00 0.0C GOO 1.05282i 20.83 20-10 0.00 0 OG 7.766 92 O.OO! 38.03 19-10 ·-· ----··· --. ----'-----' Member Pos-it-io-r. -·-Max Tens1or / Max Comp. Length \/2 Interior O C'JI 972.23 17.03 ---------· I I I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 2 -------,----------·-Job Number: 'Job Name: 98-0235 ASYMTEC -ROOF Location: I .. :01.s: Oe$:1,tJt1on: CARLASBAD, CA ! Short Span Crimp 18K264/160 ---------------' Date Run: 6/9/98 C_hord Properti~_ _ __ _ Chord Area ! Rx Rz Ryy y . ------,-----· --·-------, Q , Material TC 0.4844 ! 0.6262 0.3975 1.2195 0.5464 .' 1900 0.8343 !20 = :2 \ = X .125 BC 0.3950 i 0.4634 --·--'--· ---·----~---~----~---0.2955 1.0354 0.4259 .•848 09964 ___JJ_G= 1 • 2x 11/2x.138 ' Axial and Bending Analysis '.:-K-~,; -- I Mom of lnet11a r· ----·· -------,-------- 1 Max Bndg BC I I 1.00 '50.000.00 ,c:b. 30,000.00 1 LL 2-': Mas Bn;:: -: 126.43 1622.03 14-8 718 -------- Top Chord Check t:'°'J Panel LE First Panel LE I Interior Pcire-:::. ·st Pane, RE · ·--·----... . - Er'.J 0 anel RE _i 20-8 1/2 --=--=======~ : :.:; 2~n·,een Chords .-00 22C: 1.00 -Length 22.00 17.00/ 24 :::; , · · .. :·l'e·d Len 2X: _B_e_n_d_in_;:g_L_o_a_d _________ 4_6_8_5_5+-__ -__ __,, ____ 18_-:-_:_· J------,--------o.5000 468.5: - : Axial Load 10,421.93 -i 16.159.:3 --:;-=,:-=Lo=,=d==i/=,e=rs -~0.421 s:: i1 fa 10,758.12 -16.680./Q 20.891.37 ----------+-, --~--+---------------------'---------I 10,758 12 I I 1 Maximum K L/r 55.34 -38.32 .. ,, Load no F1lle l:Fa 18,219.49 -22,118.88 ~~·!;~_-;:y--55 34 I -i 18,219 49 I !.F'e 120,998.85 101,672.64 ~-------------"----!--------+----'---------------221.4109 -: 120,998 8: 1, Cm 0.9733 -0.9344 --======= ----------------+------+-------------,------=: Stress· I 0.9733 - : Panel Point Moment 1666.83 -750 00 18,668.60 -I 1666.83 Mid Panel Moment 1602.34 -3-;"5.'J0 =: :..Rz I 1602.34 -I ----------------+------+-----------------162.4500 · Panel Point fb 6377.60 -2869.C4 I 6377.60 - 1, Mid Panel fb 2304.39 -539.30 - i · Fillers O -'.) !:Panel Point Stress 17,135.72 -19,55034 - -I; Mid Panel Stress ___ ; ___ 0_._6_88_8~------~---0_.7_78~_ - I : Web Design ',.__ r--·---------------------! Member I Web Tension ,\llow Tension Web Comp Allow Comp Wela 1 W2 _L __ -:-766.~_ 16,235.65 0.00 = .: X 0.2':: '* Allowable Tensile Stress Reduced 10% . -· -----,-------'-'--~---------- J I I 2304,39 C: 17,135.72 0 6888 - -: Shear Stress: 6.981.47 = ': S/Jear Stress· 8.459.24 Material I RH = --, -'.l 7 /8 I _____ __, W3 , o oo 6,183.57 3,177.73 3.382 S3 ::. :j x 0.1::s • 10 = 1 , • ,(. 109 1----+-----------'----+----'----i----------------------------1 W4 i 4.48981 6,183.57 o.oo 1.8aer =~xo.10s ' 10=1,·1109 W5 i :J.00 7,818.57 31577.33 3.71-:-;.:.. __ 2.x0.1G9' .. 15=1~~t11/4x.109 W6 i 2,664.85 6,183.57 0.00 1.8854-=Jx01'.::9 ' 10=0 ,·_, 109 1----+------------'----+------i----------------------------1 I W7 0.00, 6,183.57 1,752.37 1.885 4-;-= J x 0.109 , 10 = 1 , ·-< 109 I 1 -. -W-7--+-----o-.o-o--:i---6-'-, 1-8-3-.5-7+---1.;_,7_5_2 __ 3-7+---1-,8-a_e_-4_-;-___ :-_'.)_x_o-_ 1_0_9 ___ 1--, -1 o-=-1-,-.-.< _1_0_9------1 __ W_6 ____ 2_.6_6_4._8_5.,....; __ 6_, 1_8_3_.5_7-r-___ 0_._00-+-__ 1_.8_8_6_4_7_2_, _'.)_x_0_.1_0_9_1 __ 1 _,_1_0_=_1_._' _· _x _.1_0_9 ____ ___, I W5 o.ooi 7,818.57 3,577.33 3.717.74 ::.:=x0.1J9 • 15=,-.:.l.11/4x.109 ,----+------------+----'----+----------------------------1 1 W4 4.48981 6,183.57 o.oo 1.8854-=::xo.1cs ~ 10=1 ·.1109 1-----'------------'----+------+----------------------------1 W3 l 0.00 61183.57 3.177.73 3.382.C'2 __ x01C9 .. 10=~.J~i..109 ___ W2 I _ :-.766.92_ 16,235.65 0.00 4,098'.:":_ =~x_Q.2'~---~-. _RH=r:,_:-~_-_7/_8 ____ ___, * Allowable Tensile Stress Reduced 10% -----'-'---'-'--~---------- V1 0 6,183.57 1,053 3.472.41 ---------~------= '.) X 0.109 ' 1 ' 1 0 = 1 I ' X 109 I V2 0 6,183.57 972 4.163.97 ::CJ x 0 1'J9 * Eccentricity Check -OK-· -----'----~-------'----------1 1 10 = _1 ~ :_x_._1_0_9 _____ ~1 I l_ I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL 2.000 ir.. 0.125 in. 50.000 ksi 1.000 in 1.000 22.000 in 10,421.93 lbs. 7,700.00 lbs. 264.00 lbs./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e = Cm= Panel point <= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= 9,884.31 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.51 OK JOIST NAME: 18K264/160 MARK: J10 ONE ANGLE PROPERTIES: 0.484 in"2 At = 2.525 in'2 0.190 in·'4 ltx = 3 074 in'4 0.626 in rtx = 1.103 in 0.077 in'4 Panel P. Stx = 2.372 .in"3 0.398 in Mid Panel Stx = 1.804 in'3 0.546 in 0.834 SEE NEXT PAGE: 1.30 in 11,310.20 lbs-in. 10,727.89 lbs-in. 4,127.50 psi 4,768.39 psi 5,946.75 psi 30,000.00 psi 55.34 Kl/rx = 19.94 117.14 Cc= 117.14 20,243.88 psi Fa= 23.764.47 psi 48,760.98 psi F'e = 375.619.62 psi 0.97 Cm= 1.00 With filler Panel point<= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= 9,884.31 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.46 OK I I June 17, 1998 I I Shape: Shape: Shape: Shape: L L L L u 2.000 u 2.000 u 2.000 u 2.000 H 2.000 H 2.000 H 2.000 H 2.000 I T 0.125 T 0,125 T 0.205 T 0.205 X 0.000 X 1.000 X -0.125 X 1.125 y 3.000 y 3.000 y 0.000 y 0.000 (X 180.00 (X 270.00 (X 90.000 (X 0,000 I A 0.484 A 0.484 A 0.778 A 0,778 Yba1· -0. 546 Ybar -0. 546 Ybar 0,575 Ybar 0.575 Xbar -0. 546 Xbar o. 546 Xbar -0.575 Xbar 0.575 Ix 0.190 Ix 0.190 Ix 0.294 Ix 0.294 Iy 0.190 Iy 0.190 Iy 0.294 Iy 0.294 I Rx 0.626 Rx 0.626 Rx 0.615 Rx 0.615 Ry 0.626 Ry 0.626 Ry 0,615 R!:f 0.615 Rz 0.398 Rz 0.398 Rz 0.393 Rz 0.393 e 225.00 e 315.00 e 135.00 8 45.000 0 I I I A 2.525 Wgt 8.584 Ybar 1.296 Xba1· 0.500 I Ix 3.074 Iy 4,271 Iw 4,271 Iz 3.074 Ixy 0.000 I Rx 1.103 Ry 1.301 Rz 1.103 e 0.000 ----4--M ----------------------------------· I I I n I I I I I I I I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 1 -----~-----------·--------------,------ Job Number: I Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/10/98 I I ;~:~~~:1!:;: -11 \ 01~mg :~a:r J 22-7 1/8 --_t_22-3 1/8 I --------, -- Variable i Left End i BC Panel I 3-0 I Jf;~f;=:n: I Efective Dec:•, 16.98 2::: ::;an::-, L...::' .:· 5@4-0 ---------------Right End 3-0 'Shape 'Parallel Chords ~T_C_P_a_n_el ___ i 2_-_0 ___ 2_-0 ___ ·-~ /~ :First Half 0-31/2 0-31/2 I · I • -· ----------- ! : First Oiag 3-3 1/2 2-3 1/2 , _O_eet~ ____ 18~ '8.00 · Loads !------·----! Uniform Load in TC 1plf) i: Concentrated Load TC @ 11-3 1 /2 (lbs) i ;Additional Bending in TC (lbs1 /TC Axial Load (lbsJ Stress Analysis Sumrriary i I Int ?are! TC J M;, ,=>anel BC I Reaction L=.. : 24.00 ;48.00 3,313.55 ----·--- Member : TC Tension TC Compresion I W2 0.00: ' V1S ' o.oo: ' ' o.ooi I W3 W4 I o.ooj ! I W5 I o.ool I !: W6 0 00 i 1/1/7 o.oo' I 1/\/7 0.00 W6 0 00 i/\/5 0 00 : 1/\/4 0.00 W3 0.00 I I V1S 0.00 I W2 0.00 ' ! ---I I Standard Verticals ! I I I --- Member Position \/2 Interior -----------. 23,362.10 23,143.49 23,143.49 25,912.35 25,912.35 28,949.12 28,949.12 28,952.41 28,952.41 25,922 21 25,922.21 23,156.90 23,156.90 23,378.52 Max Tension 0.00 ----. .. 264.00 Concentrated Load T.::: ~ : :-3 1/2 (lbs1 250.00 Additional Shear in Webs I 250.00 Additional Bending in BC .lbs) ! ' --· --· 25,000.00 -----·• 'Reaction ;:;i=. ' .~ ·.,~1:7 -· ~-··-=-=-· I 1via., -::; Comp-- 3,313.20 : 828.39 28,952.41 --.. --- BC Tension :BC Compres1oni \i'J;:,o Tension Web Comp. o.oo! 0.00! 7-13.11 0 00 0.00. o.oo: 0 00 1.032.28. 6,406.00 i 0.001 0.00 3.097.82 5,406.001 0.001 4.500.46 0.00• 11,947.41! o.ool 0.00 3.586.36 11,947.41 i 0.00 2 572.26 0.00 14,504.08 0.00 'J.00 1.758.17 14,504.08 'J.00 'J 00 1 .752.80 11,956.17 : GO 2 -:-:5.90 0.00 11,956.17 'J.00 "J.00 3.580.99 6,423.53 0.00 L .:.sS.09 0.00 6,423.53 'J.00 '.J 00 3.096 05 0.00 0 00 0 00 1.037 32 0.00, 0 00 7 735.02 0.00 --------- Max Comp. Length 971.02 1"' c;i. .J -~ I Mark: J11 ~-========'. -~ ____ Jy; + --- 500.0G 375.00 250.00 --- , :. ·=·· :!C Tension I • 14.504.08 '!Veb Length PP Dist 38.01 0-2 2079 2-0 17.34 3-0 29.40 3-3 1/2 29.40 5-3 1/2 29 40 7-3 1/2 29 40 9-3 1/2 29 40 11-3 1/2 2S 40 13-3 1/2 29 40 15-3 1/2 29 40 17-3 1/2 17 34 19-3 1/2 20.87 20-7 1/8 38 12 19-7 I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 2 ------,---------------------------,-----~ ' Job Name: I Date Run: I Job Number: 98-0235 ASYMTEC -ROOF 6/10/98 I Location: CARLASBAD,CA 1r;r I ------~--- Chord Properties ---Chord ·Area-i-Rx ~z -----. --------Ryy y I Q Material TC 0 9375 / 0 6089 0.3911 1.2500 0.5917 0 3476 : 1 0000 29::: 2 X 2 X .250 BC 0.39~ L_O 4_6_3_4~_0_.2_9_55_~--~---1.0354 0.4259 :) 0848 0.9964 1G = 1 1 /2 X 1 1 /2 X .138 ... ----· -------- Axial and Bending Analys~ : K I =i 1.00 50.000.00 --I ;~,000.00 I Iv/om oi Inertia· l~~i~io ltL2~::,--., ,,;1~·; 811r::: -~ I Max Bridg BC: 160.72 I 816.50 !15-11/4 20-8 1/2 --------.. -·-----·--------- Top Chord Check End Panel L:: Length 22.:0 Bending Load 468 SS First Panel LE ! Interior Panel : F11st Panel RE End Panel RE .=;c Bei\'.een Chords. 15,50 24 00 15.63 22.00 1.00 I · ··r 1,\/eld Len 2X: -18; 50 -468 55 0.5000 --Axial Load 23,362.'0 28.952 .:.! 1 -i -23,378.52 · ·3., Load Fillers TC: 15,441.29 ' --' i fa 12,459.78 1------------~--------+--------,------;----12,468.55 47,959.16 I I: Maximum K Ur ' 56.25 ; Fa i 21,013.05 i F'e ; 114,393.99 39.421 56.25 Hax Lo9d no Fillers TC: --i 25,913.89 j i 21,013.05 41.628.18 -- 96,122.73 i i 114,393.99 TC:OAURyy: --213.7000 :cm 0.9673 : · Panel Point Moment 1617.31 i · Mid Panel Moment ! 1622.80 0.9357' ' 0.9673 --.ec: Stress -750.00i -1620.75 18,361.64 -375.00 -1621.37 ::.':: L,Rz ,----------------r--------+-----------------162.4500 1. Panel Point fb 3276.42 -151939' iMidPanelfb 1381.16 -319 16 /·Fillers I 0 -0 : Panel Point Stress i 15,736.21 -16,960.67' , Mid Panel Stress : 0.6429 -0.6077' ------~----~----~------- I Web Design ________________ _ ! ' Member J Web Tension ; Allow Tensior ! I Web Comp Allow Comp o.ool 4,080 54 . W2 j 7,713.11 16,235.e:! * AIIO\J/able Tensile StresSRed-uc_e_d_1_0_0/c-o------~ ·------r---------------------~---- W3 1 0.00 6, 183.5-, 3,097.82 3.466.34 W4 4,500.46 6, 183.5:! 0.00 1,879.79 W5 0.00 7,818.57 3,586.36 3,707.18 ! W6 2,672.26. 6,183.57: 0.00 1,879.79 ' ' W7 0.00: 6,183.57! 1,758.17 1,879.79 I V\/7 0.00 6,183.57! 1,752.80 1,879 79 I W6 2,666.90i 6,183.57! 0.00 1,879.79 l V\/5 0.00, 7,818.57: 3,580.99 3,707 18 :-W4 : 4,495.09 · 6,183.57: 0.00 1,879.79 I W3 i 0.00: 6,183.57; ! I-----;--------------,------+----~- W2 i 7.735.02. !. _________ ! ·-16,235.6:, 3,096.05 3,466.34 0.00 4,05c n .. • Allowable Tensile Stress Reduced 10% --·-,, ___ --·· -----------r-----·- i V1 I 0 6,183.57 1,037 3,454.81 971 4,163.9, i v2 I 01 6,183.57 i ;;·-Eccentricity Check -OK •· -----~----~---- 1 ' ... -3283.40 -1379.94 --::; Shear Stress· 0 3.484.33 -=~ Shear Stress: -15,751.94 8.384.01 -0.6433 ------ ------7---. - Weld Qty ! Material ~.1x0215 1 ·RH= round 7/8 ·--, ___ -. ·-· -.,. -- =Jx0.109 1 '10 = 1 ;_ 1 ;_ 109 :~x0.109 1 10=1x1x 109 ::_ :.2 X 0.109 1 .15=11/4x11/4x.109 2.'Jx0.109 1 : 10 ::: 1 X 1 X . 109 2 J X 0.109 1 ! 10 = 1 X 1 X .109 2. 0 X 0.109 1 j 10 ::: 1 X 1 X .109 21Jx0.109 ' 1 110 ::: 1 X 1 X .109 22x0.109 1 :15= 11/4x11/4x.109 :3x0.109 1 10=1x1x.109 2.'.Jx0.109 1 ,10=1x1x 109 ::..:xo215 1 , RH= round 7/8 ------------ -----. -----· ~ J XO 109 1 10 ::: 1 X 1 X .109 L::x0.109 1 ' 1 0 ::: 1 X 1 X . 1 09 ------.. ·- i; j· ,. I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL 2.000 ir 0.250 ir. 50.000 ks1 1.000 in 1.000 22.000 in 23,362.10 lbs. 25,000.00 lbs. 264.00 lbs./ ft. 3.00 in. 1.00 No filler 1rn11 A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e= Cm= Panel point<= 0.6 Fy = 30.000.00 psi ( fa + fb ) / 0.9= ~ 579.61 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q'Fb)) /.09= 0.35 OK JOIST NAME: 18K264/160 MARK: J11 ONE ANGLE 0.938 in··: At= 0.348 in"·..! ltx = 0.609 in rtx = 0.143 in-'4 Panel P. Stx = 0.391 in Mid Panel Stx = 0.592 in 1.000 0.94 in 24,806.00 lbs-in. 24,223.69 lbs-in. 3,976.53 psi 1,945.12 psi 4,169.10 psi 30,000.00 psi 56.25 Kl/rx = 107.00 Cc= 23,347.83 psi Fa= 47,201.72 psi F'e = 0.97 Cm= With filler PROPERTIES: 5.875 in'2 11.975 in'4 1.428 in 12.753 in'3 5.810 in'3 SEE NEXT PAGE: 15.41 107.00 28. 763.30 psi 628.888.20 psi 1.00 Panel point <= 0.6 Fy = 30,000.00 psi ( fa + fb ) I 0.9= 6,579.61 OK Mid panel<= 1.00 (fa/Fa+ cm·fb/((1-fa/F'e)*Q*Fb)) /.09= 0.31 OK I I I I I I I I I I I I I I I I I I I June 17, 1998 Shape: Shape: Shape: L L PL u 2.000 u 2.000 w 4,000 H 2.000 H 2.000 T 1..000 T 0.250 T 0.250 X 1..000 X 0.000 X 1..000 V -1..750 V 3.000 V 3.000 ()( 90.000 ()( 1.80.00 ()( 270.00 ()( 90.000 A 0.938 A 0.938 A 4.000 Ybar -0. 592 Ybat--0. 592 Ybar 2,000 Xbar -0. 592 Xbar 0.592 Xbar -0.500 Ix 0.348 Ix 0.348 Ix 5,333 ly 0.348 Iy 0.348 ly 0.333 Rx 0.609 Rx 0.609 Rx 1..1.55 Ry 0.609 Ry 0.609 Ry 0.289 Rz 0.391. Rz 0.391. e 225.00 e 31.5.00 '----- 0 I I -------------~--l:""=---------------------------------------------1 0 -------1----+--+----------------------------Un 1!1-- A 5. 875 Wgt 1.9. 975 Vbar 0. 939 Xbar 0. 500 Ix 1.1.975 Iy 3.263 Iw 1.1. 975 Iz 3. 263 lxy o. 000 Rx 1.. 428 Ry 0. 745 Rz 0. 745 e 90. ooo I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 1 ------,-------------------------- ' Job Name: Geo~try __ _ 25se Length 14-7 1/2 Variable BC Panel · TC Panel First Half First Oiag. D_er:i!~--- Loads Job Number. 98-0235 ~:xat1on- CARLASBAD, CA ASYMTEC -ROOF I --·-; t \ 'orkmg Lenc:1 _:14-31/2_ -~ --·-- i Left End . Right End i 3-0 3-0 ,\ i?-0 '2-0 -----._______, ~ 1- I 0-3 3/4 i0-3 3/4 3-3 3/4 3-3 3/4 18.00 :8.00 ---- ·------------------------- ' Joist Oes,:ucr1on Short Span Crimp 18K264/160 -. --· -···- Sllape Parallel Chords '--- Uniform Load 1n TC (plfJ 264.00 Concentrated Loaa --:; @ r-2 3/4 (lbs --------'-'--------------; _C_o_n_c_e_nt_ra_t_ed_L_o_ad_T_C_@=--7_-_3_3_/4__,_(lb_s_,_) _____ 2_5_0_. o_o_, Additional Shear in vv ebs ; _A_d_d_it_io_n_al_B_e_n_d_in_g_i_n_T_C_(lb_s_J ________ 2_5_0_.o_o_: Additional Bend~n_g_1n B_C __ (_lb_s __ 1 _______ _ i TC Axial Load (lbs) 8,700.00: ' Stress Analysis Summary 'Int ;:,ane/TC· :,\,i;1Pane/BC-· --!React1onLi: : -~4.00 _J_48.~ --_ i 2,261.50 ----,· -=-============='=============== --. jA-iu;;:. · ---I,. ---'Reaction RE. ··e:;t ,.· :2, -~o:np 2,261.50 156_~.38 110.826.16 ·------· -·- Member TC Tension ITC Compresicn BC Tension BC Compresionj V\iP:o Tension Wee Comp. : W2 0.00\ 9,547.71 0.00 o oo\ 5,345.01 0.00 V1S 0.00: 9,328.34 0,00 o.ool 0 00 995.28 W3 o.oo: 9,328.34 4,090.90 0.001 :J 001 2.026.63 W4 0.001 10,826.16 4,090.90 0 001 2.663.90/ 0.00 W5 o.ool 10,826.15 6,635.04 o.ool 0.00 , 751.75 ws o.ool 10,826.15 6,635.04 o.oo! CJ ooi ' 751.75 W4 o.oo! 10,826.:5 4,090.90 o.oo: 2.663.90i O.OG W3 0.001 9,328.34 4,090.90 o.ooi coo! 2 '.)26.62 V1S 0.00 9,328.~4 o.ool 0 00 ·= '.)Qi j95 22 W2 ___ .____ __ 0.00 9,547.711 ---· o.oo\ 0.00 1 5.34': '.J1 · O.OC _, .........--1_ -- Standard Verticals -- Member Position Max Tensior / Max Comp. I Length ____ V2 _J_ _Jnterior .... O.CQ 931.67 ! ------'-------'------17.04 I ' ' ' ' i I I I ' L ----· --- ' Date Run: 6/10/98 _ _____ j II ~--===========: 1; -------'1 ~00.00 375.00 250.00 . -- ; Max BC Tension ,6,635.04 -- Neb Length PP Dist. 38.03 0-2 20.84 2-0 17.44 3-0 29.43 3-3 3/4 29.43 5-3 3/4 29.43 7-3 3/4 29.43 9-3 3/4 17 44 11-3 3/4 20.84 12-7 1/2 38.03 11-7 1/2 I I I I I I I I I I I I I I I I I I I I I I I lj.--_-.~.) __ :.___"'_~_s_:_-_J_ -_m.2:-_. ·'1'' --~-::-~-1!-~-be_r: __ ~1_:_:_;_~-~-e~_c_-_R_o_o_S_F _T_R_E_S_S_A_N_-A_L_Y:S:I_S~_-:P __ A ___ G~_E ___ 2=======----_-_-_-_-....1~1~=;1-1_~~/~I-MJ-~1-a_:2~-k-:===~~ _ 111\J -,_ CARLASBAD, CA l~0 ~:~t;~;~~~rim~ 18K26~/~-~~-' . . -___ .......,___ ___ __, I · C_ho~~r~e_~i1:_s --- Chord Area i Rx Rz Ryy I y I ' 0 6262 C.3975 1.2195 I 0.5464 1900 TC 0.4844 i I -I---·-·- -t------t---'-"--f---------+-1 __ 0_---1 ____ ....:.M....:.a:...:t...:...er:..:..:ia...:...I ___ ~:; ! 0.8343 20 = 2 X 2 X. 125 I: BC 0.3262 0.4669 C.2969 1.0289 I 0.4168 · :111 --------·----i 0.9204 1C= 11/2x11/2x.113 ll -------'----···-------~. ! Axial and Bending_Analysis r--------J--------;K = IFb· I Mom of Inertia ILL 2.:0 LL 240 Max Bock: -:: I Max Bridg BC • 1.00 50.000.00 30,000.00 113.42 2,177.45 .2.177.45 14-8 7/8 20-6 7/8 ----· -------' -----------. -------------------------- ! --.::=========== ! Top Chord Cl1eck End Panel~~ First Panel LE · Interior Pane! = ·--:.t Panel RE End Panel RE .; ,c aetween Chords Length 22 JO 15.75 24.C0 15.75 22.00 1.00 " ," \•\/eld Len 2X: Bending Load 468 55 -187 50 -468.55 0.5000 1: ,, ,, Ax1a1 Load 9,54, -1 -10,826. ;5 -I 9,547.,1 I ·.;,,, Load Fillers TC: :..=========::=:;, fa 9,855 70 -; 11,175.39 -9,855 70 20,891.37 i Maximum K L/r 55.34 -I 38.32 -55 34 · :a., Load no Fillers TC· I Fa 18,219.49 -I 22,118.88 -18,219.49 18,549.78 I 120,998.85 i 101,672.64 120,998.85. -:::OAURyy: ' F'e --140.6369 / Cm 0.9756 -i 0.9560 -0.9756 I 2':' Stress· i Panel Point Moment 1624 32 -! 750 00 -1624.32 10,169.24 ' ! Mid Panel Moment 1619.90 -375.00 -1619.90 a--: L,Rz Panel Point fb 6214.95 -i 2869 64 -6214.95 161.6702 ! Mid Panel fb 2329 53 ' 539.30 2329.63 -::; Shear Stress: -- I ' 4.543.18 Fillers 0 -I 0 -0 i a--: S/1ear Stress: Panel Point Stress 16,070.65 -14,045.03 -16,070.65 6.710.25 Mid Panel Stress 0.6398 -! 0.5284 -0.6398 ---------·-- ! Web Design 1 Member I Web Tens1~ -Allow Tensior. J I "-·· --·-I r----·- Web Comp i Allow Comp Weld Qty Material W2 I 5.345.01 16,235.c:ij • Allo·Nable Tensne StressRedu-ce_d_1~0,_o/c-o-~----- o.oo: 4.101.5!: ::_ -: X 0.180 _l 1 j RH= round 7[~ - : -:i:1i--T --o.oo __ 6'--,1_8_3_=_--i-i---'----+-----'-----------l-----+----------- 1 °t14 I 2.663.90 6,1835"! ' ____ 4--_______ ......;.. __ -+-------"---------------l-----i------------ 0.00 6,183.5-: ! 'NS i ' ! ---r· 2,026.63j 3,454 8'J ::_ : X 0.109 1 [10=1x11. 109 o.ool 1,8878; ::_-::XO 109 1 10=1x11. 109 1,751.751 1,88781 .:.:x0109 1 j 10 = 1 X 1 X . 1 09 ' W5 ' 0.00 6,183.S-:"l 1,751.75 1,887.81 ::. ~x0.109 1 11 Q = 1 X 1 X . 1 09 ' i '/\/4 2,663.90 6,183.5:-! 0.00 1,887.81 ::.:x0109 1 : 10 = 1 X 1 X .109 ! 'N3 I ' W2 0.00 6,183.57! 5,345.01 16,235.65i 2,026.63 3,454.80 ::.:x0109 1 ;10=1x'1x 109 0,00 4,101.5~_ ::. :; x_Q. _1 8 (2__ __ 1_ . _ _ lf3.!-' = ro u r, d_Zf 8 • Allo•11able Tensile Stress Reduced 10% ·--------------,-------! \/1 0 6,183.57; 9951 3,473.12 ::_ : X 0.109j_1 ___ ;·1-Q = 1 X 1 ;··.109 9321 4,163.97 ::_ -:: X 0.109 _ _j 1 : 10 = 1 X 1 /.. .109 --~----\/2 i 0 6,183.57' I • ___ .....1.... ---• ----'-------------'-; * Eccentricity ChecK -OK I I ! I I I I I I I l ' ----' I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL 2.000 in. 0.250 in. 50.000 ksi 1.000 in 1.000 22.000 in 9,547.71 lbs. 8,700.00 lbs. 264.00 lbs./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl1rz = Cc= Fa= F'e = Cm= Panel point <= 0.6 Fy = 30,000.00 psi ( fa + fb ) I 0.9= 18,254.45 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)'Q*Fb)) /.09= 0.57 OK JOIST NAME: 18K264/160 MARK: J12 ONE ANGLE 0.938 in·: 0.348 in'·.i 0.609 In 0.143 in·'4 0.391 in 0.592 in 1.000 1.64 in 15,625.10 lbs-in 15.042. 79 lbs-ir, 3.541.44 psi 12.887.57 psi 10.247.52 psi 30.000.00 psi 56.25 107.00 23.347.83 psi 47.201.72 psi 0.98 At= ltx = rtx = Panel P. Stx = Mid Panel Stx = With filler Kl/rx = Cc= Fa= F'e = Cm= PROPERTIES: 2 696 in•2 1 992 in•4 0.860 in 1.212 inh3 1.468 in•3· SEE NEXT PAGE: 25.59 107.00 27.680.42 psi 227.968.71 psi 1.00 Panel point<= O.S Fy = 30.000.00 psi (fa+ fb J / 0.9= 18.254 45 OK Mid panel<= 1.00 ( fa/Fa + Cm'fb/((1-fa/F'e)*Q*Fb) ) /.09= 0.53 OK I I I I I I I I I I I I I I I I I I I June 17, 1998 Shape: Shape: Shape: L L PL V 2.000 V 2.000 w 2.000 H 2.000 H 2.000 T 1..000 T 0.1.25 T 0.1.25 X 1..000 X 0.000 X 1..000 y 0.250 y 3.000 y 3.000 0:: 90.000 0:: .180.00 0:: 270.00 0:: 90.000 A 0.484 A 0.484 A 2.000 Ybar -0. 546 Ybar -0. 546 'Ybar 1..000 Xbar--0. 546 Xbar o. 546 Xbar -0. 500 Ix 0,1.90 Ix 0 . .190 Ix 0.667 ly 0 . .190 ly 0 . .190 Iy 0.1.67 Rx 0.626 Rx 0.626 Rx 0.577 Ry 0.626 Ry 0.626 Ry 0.289 Rz 0.398 Rz 0.398 e 225.00 e 31.5.00 ~ 0 ----r---- 0------------A--- I I A 2,969 I Wgt 1.0.094 Ybar-.1.643 Xbat-0.500 Ix .1.992 ly .1.607 Iw .1.992 Iz .1.607 Ixy 0.000 Rx 0.81.9 Ry 0,736 Rz 0.736 e 90.000 I I I I I I I I .I I I I I I I I I I I ~· STRESS ANALYSIS -PAGE 1 ;~~ Job Number: 'Job Name. I Date Run: 98-0235 ASYMTEC -ROOF 6/17/98 Location. I Joist Descnpr,orr 'Mark: CARLASBAD, CA Short Span Crimp 18K264/160 J13 --.:::~ : •• ·::·:..::·.--.-:.::--------:=-,.. - . Geometry ----·---. --------. - , Ease Length l I ·orkmg Le,,g:•· I Joist Dep:" ! Efective Depth I BC Panel Lene://' : Shape I 6-7 7/8 · 6-3 7/8 18.00 ; 17.04 3@1-91!4 · Parallel Chords I ------·--------------- Variable Left End Right End ·\ ·\ \ ·-------. ---·-· -~-. --7 \ ' ' ·BC Panel ,1-4 i1-4 \ , \ 1TC Panel ; 0-10 5/8 ! 0-10 5/8 \ \ I \ First Half 0-2 5/8 0-2 5/8 \ -~ \ , First Diag. 1-6 5/8 1-6 5/8 / Depth 18.00 18 00 I I '· ---· ·---__ ._ -----__ ,: Loads -·---------.------ Uniform Load in TC (plf) 264.001 Concentrated Load TC @ 3-3 7/8 (lbsJ I 500.00 , Concentrated Load TC@ 3-3 7/8 (lbs) 250.00j · Additional Shear in Webs i 375.00 : Additional Bending in TC (lbs) 250.00! I Additional Bending in BC (lbs'! I 250.00 ; 'TC Axial Load (lbs) 8,700.001 I ! Stress Analysis Summary : /rt Panel TC ! Ma., Panel BC . Reaction LE I Reaction RE. I Mimmwn Shear ltvlax TC Comp I tvlax BC Tension ; 10.63 ;21.25 1,210.24 1,209.01 302.56 7,619.10 1,764.31 Member j TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 ! o.oo· 7,212.42 0.00 0.00 1,929.02 0.00 22.05 0-2 V1S I 0.00. 7,169.14 0.00 0.00 0.00 592.27 17.86 0-10 5/8 ' I I W3 I 0.00 7,169.14 1,002.53 0.00 0.00 1.322.92 17.24 1-4 : W4 I o.oo: 7,617.23 1,002.53 0.00 1.299.47 0.00 20.08 1-6 5/8 ! I. I ,: W5 I 0.001 7,617.23 1.764.31 0.00 0.00 1.023.99 20.08 2-5 1/4 : I W5 I 0.00 7,619.10 1,764.31 0.00 0.00 1.019.29 20.08 3-3 7/8 W4 ; 0.00 7,619.101 1.007.51 0.00 1 294 77 0.00 20.08 4-2 1/2 W3 0.00 7,173.171 1.007.51 0.00 0 00 1.320.28 17.24 5-1 1/8 V1S 0.00 7,173.17"! 0.00 0.00 0.00 594.961 17 90 5-9 1/4 W2 0.00 7,217.781 0.00 0.00 _1_J342?_ _______ o_.:goj ___ 22.13 5-3 3/4 -------.. Standard Verticals Member ! Position Max Tension ' I Max Comp. I Length V2 Interior 0.001 616.041 17.04 - ' i ' ! I I I I I I I I I I I I I I I I I I I I I I --· -~ STRESS ANALYSIS -PAGE 2 , Job Number: I Job Name: I Date Run: b-It? 98-0235 ASYMTEC -ROOF 6/17/98 Location: I Joist Desrnpt1on: 1r;t CARLASBAD,CA Short Span Crimp 18K264/160 ~---------------:-:::-7 ;::;: .. - Chord Properties r -----;-I Chord Area Rx ~z Ryy y I i Q Material ! TC 0.48.1.1 0.6262 0.3975 1.2195 0.5464 0 1900 I 0.8343 20 = 2 X 2 X . 125 l ; BC 0.3262 0.4669 0 2969 1.0289 0.4168 0.0711 : 0.9204 1 C = 1 1/2 X 1 1/2 X .113 ----- Axial and Bending Analysis .. ------ ;;K -,Fb. I Mom of Inertia I LL 240 ~~14.53 ! Max Bn;;~ -~ I ;~~SB;1: BC: 1 ·1.00 50.000.00 '30,000.00 113.42 25,144.53 ; 14-8 7/8 ' ---· ----·---·---.. -• ---- End Panel L:: I First Panel LE -------------· --Top Chord Che:::;< Interior Panel First Panel RE End Panel RE ::sc 3e:\·,een Chords: 8 :3 8.00 10.63 1.00 Length 8.13 8.63 ! , Bending Load ·. · r . \ e.:: :..en 2X. 735-4 -423 53 -785.,4 0.5000 ' Axial Load 7.212.~2 7,619.10 7,217 78 --· · 3, Lc;;d Fillers TC: ,, I ,fa I 7,445.C7 -7,864.88 -' 7,450.62 22,023-.81 1 Maximum K L/r ! 21.,0 -29.52, -: 21 70 •.;5, Lead no Fillers TC: !Fa I 21,263.23 22,959.29· i 21,263.23 22,260.70 ; -- JF'e I I -::: CALRyy. ' 787,242.24 -I 518,762.67' -787,242.24 62.2206 icm i i 0.9972 -0.9939 -0.9972 ~-::: Stress ! Panel Point Moment I 455.75 -I 332.03' ! 461.25 2,704.09 - ! Mid Panel Moment 402.32 -I 166.02 -400.09 ~-: LRz ! Panel Point fb ' 1743.78 i 71.5728 ' -1270.41 -: 1764.82 J 1 Mid Panel fb 578.59 I 238.75 ; 575.38 --:; Shear Stress: -- I: Fillers 0 0 0 2,278.70 --i !, ' 3C: Shear Stress: I: Panel Point Stress ' 9,188.85 -9,135.29: -I 9,215.43 3,361.89 I ' ' i ! I' Mid Panel Stress 0.3734 -0.3522' -i 0.3735 l Web Design -' Member I Web Ter.s1on Allow T ensior ! Web Comp I Allow Comp Weld Qty I Material I W2 I 1 929.02 16,235.6: o.ool 10,720.8~--2 J X 0.065 1 i RH= round 7/8 , • Allowable Tensile· S:•ess Reduced 10% ------ ---~ ----·------------.--···-- ' W3 J 00 6,183.5-1.322.92 3,502.63 2.Jx0.109 1 : 10 = 1 X 1 X .109 I i W4 ! 1 299 47 6,183.5-:-0.00 3,618.08 2'.Jx0.109 1 J 1 0 = 1 X 1 X . 1 09 ' i W5 I J.00 6,183.5"'." 1.023.99 3,618.08 20x0.109 1 J 10 = 1 X 1 X . 1 09 I i W5 J.00 6,183.5-: 1.019.29 3,618.08 29x0.109 1 ;10=1x1x.109 I ' ,, ' W4 i 1 294.77 6,183.57: 0.00 3,618.08 2 0 X 0.109 1 I 10 = 1 X 1 X . 1 09 W3 I '.J 00 6,183.571 1,320.28 3,502.63 2.0x0.109 1 ; 10 = 1 X 1 X .109 i W2 I 1.934 37 16,235.651 0.00 10,681.92 2 0 X 0.065 1 IRH = round 7/8 ---* Allowable Tensile Stress Reduced 10% I 595j ------------· --· I. V1 0 6, 183.5-:-4,014.02 2 J XO 109 1 10=1x1x 109 I ! ,, I 0 6, 183.5-:-616j ,: V2 I 4,163.97 2: XO 109 1 10 = 1 X 1 X .109 ----------' --i * Eccentricity Check -::: i( I ? I ' i I I I II :, ! i ' I i I ' ! i I i ! : I I : ! : i ' : I i I I ; ! I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING", Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL 2.000 ir: 0.250 ir: 50.000 ksi 1.000 in 1.000 8.630 in 6,687.42 lbs. 8,700.00 lbs. 264.00 lbs./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Pariel P. fb = Mid Panel fb = Fb = Kl,rz = Cc= Fa= F'e = Cm= Panel point<= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9= 15.043.54 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)'Q*Fb)) /.09= 0.46 OK JOIST NAME: 18K264/160 MARK: J13 ONE ANGLE PROPERTIES: 0.938 in·'::: 0.348 In'·4 0.609 in 0.143 in'4 0.391 in 0.592 in 1.000 1.64 In 14.498.91 lbs-in. 14.409.31 lbs-in. 2,480.50 psi 11.958.69 psi 9,815.98 psi 30.000.00 psi 22.06 107.00 .A,t = ltx = rtx = Panel P. Six= Mid Panel Stx = Kl/rx = Cc= 2.696 in·'2 1.992 in·'4 0.860 In 1.212 in'3 1.468 in'3 SEE NEXT PAGE: 10.04 107.00 28,077.91 psi 306,747.88 psi Fa = 29.252.18 psi F'e = ########## psi 1.00 Cm= 1.00 With filler Panel point <= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= 16,043.54 OK Mid panel<= 1.00 (fa/Fa+ cm·fb/((1-fa/F'e)*Q*Fb) ) /.09= 0.46 OK I I I I I I I I I I I I I I I I I I I Shape: Shape: L L u 2.000 u 2.000 H 2.000 H 2.000 T 0.1.25 T 0.1.25 X 0.000 X .1..000 y 3.000 y 3.000 oc: .1.80.00 oc: 270.00 A 0.484 A 0.484 Ybar -0. 546 Ybar -0. 546 Xbar -0. 546 Xbar 0.546 Ix 0.1.90 Ix 0 . .1.90 ly 0 . .1.90 ly 0.1.90 Rx 0.626 Rx 0.626 Ry 0.626 Ry 0.626 Rz 0.398 Rz 0.398 e 225.00 e 3.15.00 0 June 17, 1998 Shape: PL w 2.000 T 1..000 X 1..000 y 0.250 oc: 90.000 oc: 90.000 A 2.000 Ybar 1..000 Xbar -0.500 Ix ly Rx Ry I I I 0.667 0.1.67 0.577 0.289 ----r---- 0------------R---- A 2.969 I Wgt 1.0.094 Ybat-J..643 Xbat-0.500 Ix .1. .992 Iy J..607 Iw .t.. 992 Iz .t..607 Ixy 0.000 Rx 0.81.9 Ry 0.736 Rz 0.736 e 90.000 I I I I I I I I I I I I I I I I I I I ~YJ--i~= STRESS ANALYSIS -PAGE 1 ! -d""':---------.":;,-.. Geometry , Base 1..-2··;;:·· 23-5 5/8 23-1 5/8 ======~=-:: == --=---· .:cbNumber: 98-0235 I Job Name: ASYMTEC -ROOF L:;:.3/ion. CARLASBAD,CA I J01st Dep,.- 18.00 I Efective Oec:- 17.02 Variable ' Left End Right End 1 ;:;~ ::;=,-~ ~-.. !s-@4~o --. i :Bc Panel ; 3-0 3-0 ! ·re Panel ' First Half ___ 2_-0 __ 2-_0 ---I,.~.,~~\-./--,,,~---· 0-8 3/4 0-8 3/4 ·-\. / ~------ First OIag 3-8 3/4 3-8 3/4 _Qepth 18.00 18.00 -----. ------'------------- Loads Shape . Parallel Chords ~--~------. -------- ------·---- -----...-- Uniform Lcaa in TC (plfl 297.00 · Concentrated Loac -;-C @ 11-8 3/4 (lbs) -------"--------------; _: C_o_n_c_en_t_ra_te_d_L_o_a_d_T_C---=@'--11_-_8_3_/4_(,__lb_s..:...) ____ 2_5_0._0_0' Additional Shear In 'J'vebs i Additional Bending in TC (lbsi 250.00: Additional Bending ,r, BC (lbsJ I: -T-C-Ax.-ia_l_L_o_aa-(lb-s=-J---'-----------'- 1 ---8-,7-0-0.-0---;0; --· --------~ : Stress Analysis Summary I Date Run: 6/9/98 ! Mark. J14 ----------1 ·:: :.·::·--==========:!I ~--~--------\Y-"i: !: ,. 1: Ii ----------'1 500.00 375.00 250.00 ; r Int ~sre -:-: ... --·-I Ma-< TC Comp -··- ',!=.:.<. Par-2-! e:: Reaction LE I Reaction = = ,. ,. ~-··e.:s,- I 24.00 48.00 3,810.78 3,810.44 952.69 I I Max ac Tension 18,616.71 17,067.39 ----------: TC Compresioni Member TC Tension BC Tension _EC Compresion -/.:eo Tension ; 11,826.18/ o .. oo· W2 0.00 0.00 8.742.20 Web Comp. Web Length! PP Dist. 11 0.00 38.0210-2 ii ' I V1S 0.00 11,546.461 0.00 0.00 0.00 1,186 72 20.83 2-0 1: W3 0.00 11,546.40I 8,242.35 0.00 0.00 3,805.51 19.14 3-0 I W4 0.00 15,303.691 8,242.35: 0.00 4,893.22 0.00 29.42 3-8 3/4 : ! I W5 0.00 15,303.69j 14,329.96! o.oo· 0 00 ' I 18,613.08! 14,329.961 W6 0.00 0.00 2,839.63 3,866.43 29.42 5-8 3/4 i 0 00 29.4217-8 3/4 i \ \/1/7 0.00 18,613.08: 17,067.39: 0 00 0.00 1,812.83 29.42 9-8 3/4 \j\j: 0.00 18,616.71 17,067.39 0 00 0 001 1.806901 29.42111-8 3/4 IJ'/s ·J oc 18,616.7~ 14,339.63 G.C::: 2.833.70! o.ool 29.42113-8 3/4 W5 0.00 15,314.58 14,339.63 0 00 0.001 3.860.49 29.42 15-8 3/4 W4 0 00 15,314.58 8,261.70 0.00 4.887.29! 0.00 29.42 17-8 3/4 \/1/3 0.00 11,561.70• 8,261.70 0.00 0 00 3,803.39 19.14 19-8 3/4 V1S 0.00 11,561.70 0.00 0.00 o ooi 1,192.46 20.90j21-5 5/8 W2 0.00 11,845.16: O.OOi 0.00 8.7__67.151 -----·----0.00 38.13120-51/2 Standard Verticals ----- Member Position ~/lax Tension : Max Comp. : Length V2 :nterior 0.00 1,049.61 17.02 ... ---·. I I I I I I I I I I I I I I I I I I I Chord Properties _ _ __ Joo Number. 98-0235 STRESS ANALYSIS -PAGE 2 ' Job Name: ASYMTEC -ROOF ~o-;a_;_~_:S_BA_D_._C_A _________ ,_~"-~~s~;e;;~~0 ~rimp 18K297/180 ·- ' Date Run: 6/9/98 ---------, , Chord Area Rx ~z Ryy I y I I Q Material I TC 0.4844 0 6262 0.3975 1.2195 I 0.5464 0, 1900 ! 0.8343 20=2x2x.125 0 2946 1,0401 I 0.4324 Cl 0942 -----· / BC 0.4437 0 4609 I ~;=;~:d~~ ~nalys:-___ --=b-'--------'-----~----___ _ : : ~-~O _=.-::-..: ____ ]~,O_O_O~O~= .. -::=30='=00=0=·=00==:::;:=::::I=~=~;=··=;~=· /n=e=rt,=a====:::l~=~=~=~i=o ~i-{5_0 __ -----__ -___ -_-_-__ ... ,_~--:-}~;8 ::::-::~ =· =' ~=;=~=9B=it=i=B=C=· ==:::: Top Chord Check End Panel!.:: I First Panel LE Interior Panel i=11-st Pare ~= End Panel R:: .:;o Between Chords: 1.0000 1J=11:2x11/2x.156 501.:51 - 11,826.'3 - 1·Length 22.:J! 20.75 2.:20 =:38' 222::: -1-·0-0-------J , · ·m Weld Len 2X _B_e_n_d_in-=g_L_o_a_d __________ __,_ _________ 1_8_-_:3_0 ____ -______ 5_0_1 _:5_: 0,5000 j j ,Axial Load 18 5~5 -1 -11,845 1-:: .. :=,-=1..=~a=d=F=ill=e,=s=rc=_====='. 12,207E" -, 1fa 19.217 25 -! 121227.2:-20.891.37 55.34 - I _______ ___, 1MaximumKL/r 38.32, -i 5534 ·,;a,,LoadnoF1/lersTC. 18,219.49 - 120,998.85 - :Fa 22.118.88j -l 18,219.49 _1_3_,5_4_9._78 ____ _ ,-, ---------------'---+------;. 1 ,-------;,------1----'----:: OAL/Ryy-! F'e 101.672.64! -120,998.85 227.6637 0.9697 - 1998.36 - 1628.'5 - 7646. •. 'J - 2341.:1 - J - 19,853,'7 - 0.77C9 - I. Cm • 0.9244 ! -' 0.969, -==============:::; '------------------+------------:------------a::stress· I:_ P_~_n_e_l _P_oi_n_t M_o_m_e_n_t ---------+------------15_0_.o_o_; ___ -______ 2_0_0_7_.4_6 19,234.59 i, Mid Panel Moment 37: 00 -1624 SC a:: URz· I ,....i P_a_n_e_l P_oi_nt_f_b ___________________ 2_8_6_9_.6_4_· ___ -___ : ___ 7_6_8_0_.9_1 =1=62=·=93=5=6=========:::'. j j Mid Panel fb 539 30' -1 2336.25 -:: Shear Stress: I,....,----------------+-----------------~: ----- 0 7,967.40 , , Fillers 4 . -i, ac; S/Jear Stress: I; Panel Point Stress : 22.085.39: -i 19,908.17 8..c,_55_1_._86 _____ ....J I Mid Panel Stress 1 0.8934, -0.7718 ----~------ Web Design --------------~------- ... Member ,I Web Tension Allow Tensior Web Comp Allow Carro W;IC ____ Q_t_y~I-Material I i __:.:..:..::..:~:_:__..i....,.:..:...:..::......:,...:...c._...:...c. ___ ...:...c. __ __:, __ .........! ______________ =---.+-------------!! ,. W2 i 8,742.20 __ 1_6-'-,2_3_5_.E_: _____ 0._0_0_· __ 4_0_95_:5 2 ;-x 0.2·: ____ 1 _ j_f3_H = r:;_-;~_7 __ /_8 _____ ~ 4,893.22 6,183.5- i ·-~~_owable Tensile Stres? RE§g:u __ ce_d_10_o/c_o____________ _ ___ .. 1 : W3, 0.00 7,818.5-3.805.51, 4.921--24xo.·::; 1 [1s=1-;x11/4x.109 , -----'----------'-----------------------------------W 4 0.00; 1.88551 30xo1:; 1 !10=1,'x.109 ! 0.00 8,906.2: ! 3.866.43'. 4.22":"25 21x0:2: 1 /18=1'.'"x11/4x.125 j i' 2,839.63 6, 183.5-o.oo, 1,88551 2oxo1::; 1 j10=11·x.109 0.00 6,183.57 0.00 6, 183.5- 2,833.70, 6,183.57 0.00 8,906.2: 4,887.29 6, 183.5- 1.812.83, 1.88551 2.oxo.1:; 1 ;10=1}.--x.109 : --'-------------------------+--------------; 1,806.90; 1.885:: 2.0x0.1'.:9 1 !10=11·x.109 i --'------------------------+-.I-------------;, 0.00 1 1.88551 20x0.1C9 1 10=11'x.109 : --'------------'---------------+, ------------:, 3.860.49; 4.227.25 21x0125 1 118=1'.<!x11/4x.125 , I: W4 I 0.00' 1,88551 30x0.1C9 1 110=11'.<.109 ' 0.00 7,818.5-1' W3 I 3.803.39: 4.92'~'3 2'3x0.1'.:; 1 '.15=~'L,,:11/4x.109 ,i l-------'-----------'---------------'--------------'------------ 1: W2 ! 8,767.15 16,235.6: 0.00 4.07: : · 2 7 x 0 2,: 1 1 RH = r: _ r ci 7 /8 i • Allowable Tensile Stress Reduced 10% -----,----------'---'----'--_---------- : V1 I o 6,183.5, 1,192; 3.457 ;2 --------------------------- --------r---. __ 2.0 x0.109 1 !10=1,,::x.109 ~ V2 I 0 6,183.57 1,0501 4,163 "::7 2.0x0.1C9 1 l10=1x:x.109 • Eccentricity Check -OK I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1.000 22.000 in 11,845.16 lbs. 7,700.00 lbs. 297.00 lbs./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e = Cm= Panel point<= 0.6 Fy = 30,000.00 psi (fa+ fb) I 0.9= 10.588.54 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.54 OK JOIST NAME: 18K297/180 MARK: J14 ONE ANGLE PROPERTIES: 0.484 in•2 At= 2.525 in•2 0.190 in·'4 ltx = 3 074 in•4 0.626 in rtx = 1 103 in 0.077 in•4 Panel P. Stx = 2.372 inA3 0.398 in Mid Panel Stx = 1.804 inh3 0.546 in 0.834 SEE NEXT PAGE: 1.30 in 11,476.58 lbs-in 10,821.47 lbs-in. 4,691.15 psi 4,838.53 psi 5,998.63 psi Kl!rx = 19.94 Cc= 117.14 30,000.00 psi 55.34 117.14 20,243.88 psi 48,760.98 psi 0.97 Fa= 23.764.47 psi Fe= 375.619.62 psi Cm= 1.00 With filler Panel point<= 0.6 Fy = 30.000.00 psi (fa+ fb) I 0.9= 10.588.54 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.49 OK I I I June 17, 1998 I Shape: Shape: Shape: Shape: L L L L u 2.000 u 2.000 u 2.000 u 2.000 H 2.000 H 2.000 H 2.000 H 2.000 I T 0 . .125 T 0 . .125 T 0.205 T 0.205 X 0.000 X .1.000 X -0 . .125 X 1.. 1.25 y 3.000 y 3.000 y 0.000 y 0.000 0( 1.80,00 0( 270.00 0( 90.000 (X 0.000 I A 0.484 A 0.484 A 0.778 A 0.778 Ybar -0. 546 Ybar -0. 546 Ybar 0.575 Vbar 0.575 Xbar -0.546 Xbat-0.546 Xbar -o. 575 Xbar 0.575 Ix 0 . .190 Ix 0.1.90 Ix 0.294 Ix 0,294 I Iy 0.1.90 Iy 0,1.90 Iy 0,294 ly 0.294 Rx 0.626 Rx 0.626 Rx 0,61.5 Rx 0.61.5 Ry 0.626 Ry 0.626 Ry 0.61.5 Ry 0.61.5 Rz 0.398 Rz 0.398 Rz 0.393 Rz 0.393 e 225.00 e 31.5.00 e 1.35.00 e 45.000 I 0 I I A 2.525 Wgt 8.584 Ybar 1..296 Xbat-0.500 I Ix 3.074 Iy 4.27.1 Iw 4.27.1 Iz 3.074 I I ----------------r 1-- -----'----I Ixy 0.000 Rx 1.. 1.03 Ry .1. 30.1 Rz 1. . .103 e 0,000 I rl I _n I I I I I I I I I I I I I I I I I I I I I I I I I I . -1i:-.,=---STRESS ANALYSIS -PAGE 1 msr-Job Number I Job Name: 98-0235 ASYMTEC -ROOF COv.r:1• Locallon: I Joist Oesr,1u;1101r CARLASBAD.CA Short Span Crimp 18K264/160 -:£.::.:,----_. -:~--:--· -~· --· ---· Geometry -· ----------; Base Length. t • \ ork,r--· ~r-·•T IJ;;~t;p,-· ::'ecttve Oepm !=:~ =anel L~n:-::1 l Shape t33-5 5/8 _l ~3-1 5/8-, ... i 17.03 :5 @4-0 -: Parallel Chor~s ---------· ... ----------' / Variable I Left End ! Right End ! BC Panel 13-0 i 3-0 I ITC Panel :2-0 2-0 1 ••• ~' --... --- I "----\!First Half i 0-8 3/4 0-8 3/4 i - -·-------· I First Oiag. , 3-8 3/J 3-8 3/4 ; Depth 18.00 18.00 1--· ·-·--------·----. l Loads ---.. -------------! ---·---·--'. Urnform Load In TC (plf1 254.00 Concentrated Load TC@ 11-8 3/4 (lbs1 ! Concentrated Load TC @ 11-8 3/4 (lbs) 250.00 Additional Shear in Webs ;Additional Bending in TC (lbs) 250.00 :Additional Bending in BC (lbs) - :Tc Axial Load (lbs) 7.700.00 Stress Analysis Summary ------- : Int 0anel TC ! M.::~ Par:::1 BC ~eactton LE . Reaction RE ,,\,/mun,,,, ··e-sr ,~,t7;~-~~r,c \ 24.00 148.00 3,429.04 . 3,428.71 857.26 -1-----------· -. ,, I j: Member I TC Tension :TC Compresicn BC Tension BC Compresion WF:b Tension Web Comp ' W2 I 0.00: 10,547.7:l 0.00 0.00 7.954.60 0 00 V1S o.oo: 10,299.24 0.00 0.00 0.00 1.107.09 I W3 0.001 10,299.24 7.428.39 0.00 0.00 3.476.12 I W4 o.ool 13,697.86 7,428.39 0.00 4,492.47 0.00 W5 o.ool 13,697.86 12,955.03 0.00 0.00 3.580 00 1, W6 0.00! 16,726.54 12.955.03 0.00 2.667.52 0 oc I ! W7 I IJ.00, 16,726.:4 15.504.88 0.00 0 00 1 755.GL ' W7 :; oo· 16,729.s1 I 15.504.88 0.00 o.ool 1 749 -::: W6 : 00 16,729.211 12963.74/ 0.00 2.662.18 ------! W5 ·J.00 13,707 :SI 12.963.74 0.00 iJ 00: 3 57 4 cc ' W4 ! '.J.00. 13.707.cS 7.445.80 0.00 4.487.14! 0 --- I W3 G.00 10,312.SS ! 7.445.80 0.00 IJ.00! 34741~ I! V1S ' J 00, 10,312.~5 0.00 0 00 0.001 1112 ::::- W2 I 0.00; 10,564.83 0.00 0.00 7.9J7 24j n ~-: : u ·---· -. - Standard Verticals Member ' Position Max Tensior Max Comp. Length I ' V2 ' Interior O.C".l 976.03 17.03 ' ' - ! ; ' ' I I I I i ' I i I -- I Date Run: 6/9/98 /Mark: J15 ---- I --. - ---y --·- -- ---- :00.00 375.00 :250.00 --- I Max BC Tension 15,504.88 I ,·,/eb Length PP Dist 38.03 0-2 20.83 2-0 19.14 3-0 29.43 3-8 3/4 29.43 5-8 3/4 29.43 7-8 3/4 29.43 9-8 3/4 29.43 11-8 3/4 29.43 13-8 3/4 29.43 ! 15-8 3/4 29.43:17-8 3/4 19 14 I 19-8 3/4 20.90i21-5 5/8 38.14\20-51/2 I I I I I I I I I I I I I I I I I I I ------L7-a---STRESS ANALYSIS -PAGE 2 ,.~ ---Job Number: I Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 ~ ~----___ (qa11p. Location: !;~:~~~;-~~~0 ~rimp 18K264/160 Ir;;: CARLASBAD, CA ' --~ ::----_ . . ------· - l ; Chord Properties _ _ ---------i' Chord Area I Rx Rz Ryy ! y I Q Material I TC 0.4844 I 0 6262 0 3975 1.2195 I 0.5464 C :goo 0.8343 20 = '.? , 2 X .125 I j. BC o.39_~ _l_g_ ~634 0.2955 1.0354 0.4259 ,, 0848 0 9964 1 G = 1 ' '2 X 1 1 /2 X .138 I'-------' J Axial and Bending Analysis IK ----r:;---- j;~,000.00 I Mom of Inertia· I ~7~~; 7 ru.::~_-I ~:~BE~/~ -: I Max Bridg BC. ! ' . 1.00 i 50,000.00 126.43 I 572.17 20-8 1/2 ------------------------------------------------ Top Chord Check End Panel L!:: First Panel LE Interior Pane, ;: ''it Panel KE End Panel Re -:cSp BeMesn Chords· ' Length 22 JO 20.75 .... -1 ,.. -:::: 88 .............. -1.00 I L..:... -..\J / -· ·,n Mtefd !...en 2.'<: Bending Load 468 55 -1 q--~ -468 :: 0.5000 ,_. / :·' ..... · Axial Load 10,547.:-9 -16 :-29.81 -10,564 83 · l.3x Load ;::,,Jers TC: ' I ;fa 10,888 04 -17.269.48 -; 10,905.63 20,891.37 ; Maximum K Ur 55.34 -38 32 -I 55.3-l .\,/ax Load r,o Fillers TC: !Fa 18,219.49 -22.118.88 -l 18,219.49 18,549.78 i'.F'e 120,998.85 101.672.64 i 120,998.85 TOAURyy. --227.6637 j!Cm 0.9730 0.9321 I 0.973C --' I 3C Stress· ! , Panel Point Moment 1866.87 -750.00 -1875 T 19,628:62 : , Mid Panel Moment 1521.02 -: 375 00 -1517 :::: 3CURz ! , Panel Point fb 7143.01 -2869.64 -7175 ::: 162.4500 I -- l Mid Panel fb 2187.44 -I 539 30 -2182.:.C: -::; Shear Stress: ,: : Fillers 0 ' n -7,175.34 ---3C Shear Stress: : Panel Point Stress 18,031.05 -i 20.139.12 -' 18,081.E 8,694.31 'Mid Panel Stress 0.6911 -! 0.8050 -0.6915 -------- Web Design --. -·-----· Member Web Tension Allow T ensicn Web Comp I Allov, Comp Weld Qty -i---Material ! I _l~_H = -: .. nd 7/8 W2 7,954.60 16,235.65 0.00 1 4 SS8.06 ::5x02': 1 . •Aiiowable T enstle StressReduced 10% --------- -· ·-------------- W3 0.00 7,818 57 3,476.12: 4.922 1: :_ '. X 0.1 '.:9 1 15 = . • 4x 11/4x.109 i I 4,492.47 6,183 57 0.00: 1 886.4-:_ -3 XO 1 '.:9 1 10 =, • 1 X .109 W4 W5 0.00 7,818.57 3,580.00: 3 717.7_:1 ::.:x0.1'.::9 1 15 = • '4x11/4x.109 ' W6 2,667.52 6,183.57 0.001 ~ 886 4:-::_ Q XO 1'.:9 1 10 = • 1 1 X .109 W7 0.00 6,183.57 1,755.04( i 886_4-;-2.0x0.109 1 10 = ~ , 1 X .1 09 : W7 0.00 6,183 57 1,749.70I : 886.4~ 2.'Jx01'J9 1 10 = 1 1 1 X .109 i-W6 2,662.18 6,183.57 0.001 1 886.47 2 0 X 0.109 1 1 0 = 1 l 1 X .109 ! ' W5 0.00 7,818.57 3,574.661 37177:. 2 2 X 0.109 1 15 = -''4x11/4x.109 W4 4,487 14 6,183 57 o.ooi i 885.4-:-2 '.l X 0.1 S9 1 10 = • , 1 X .109 ' 3,474.19: W3 0.00 7,818.57 4 922.E :_ 1 X 0.1 '.:9 1 15=' • 4x11/4x.109 ' W2 7,977 24 16,235 65 0.00 4 S7 4_0-::.Sx02~: 1 RH= ·:Jnd 7/8 *ATiowable Tensile StressReciuced 10% --------- ·---------2.Jx01C9 1 f10=·.,1x.109 i V1 0 6,183.57 1,112 ! 3 458 44 i V2 0 6,183.57 9761 4.163 97 2 J X 0.109 1 10 = ' -' 1 X .109 i .. ----I * Eccentricity Check -OK I I I i I ! I ----- I I I I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1.000 22.000 in 10,564.83 lbs. 7,700.00 lbs. 264.00 lbs./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e = Cm= Panel point<= 0.6 Fy = 30,000.00 psi ( fa+ fb) / 0.9= 9,947.20 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.51 OK JOIST NAME: 18K264/160 MARK: J15 ONE ANGLE PROPERTIES: 0.484 in'2 O 190 In'4 0.626 in 0.077 in'4 0.398 in 0.546 in 0.834 1.30 in 11,310.20 lbs-in. 10,727.89 lbs-in. 4,184.09 psi 4. 768.39 psi 5,946.75 psi 30,000.00 psi 55.34 117.14 20,243.88 psi 48,760.98 psi 0.97 At= 2.525 in'2 ltx = 3.074 in'4 rtx = 1.103 in Panel P. Stx = 2.372 inh3 Mid Panel Stx = 1.804 in'3 SEE NEXT PAGE: Kl/rx = 19.94 Cc= 117.14 Fa= 23.764 47 psi F'e = 375.619.62 psi Cm= 1.00 With filler Panel point<= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= 9,947.20 OK Mid panel<= 1.00 (fa/Fa+ Cm'fb/((1-fa/F'e)*Q*Fb)) /.09= 0.46 OK I I I I I I I I I I I I I I I I I Shape! L u 2.000 H 2.000 T 0.1.25 X 0.000 y 3.000 C( 1.80.00 A 0.484 Ybar -0. 546 Xbar -0. 546 Ix 0.1.90 I !:f 0.1.90 Rx 0.626 R!:f 0.626 Rz 0.398 8 225.00 June 17, 1998 Shape! Shape: Shape: L L L u 2.000 u 2.000 u 2.000 H 2.000 H 2.000 H 2.000 T 0.1.25 T 0.205 T 0.205 X 1..000 X -0.1.25 X 1. . 1.25 y 3.000 y 0.000 y 0.000 C( 270.00 C( 90.000 C( 0.000 A 0.484 A 0.??8 A 0.??8 Ybar -0. 546 Ybar 0.5?5 Ybar 0.5?5 Xbar o. 546 Xbar -o. 575 Xbar 0.5?5 Ix 0.1.90 Ix 0.294 Ix 0.294 I !:f 0.1.90 I!:f 0.294 I!:f 0.294 Rx 0.626 Rx 0,61.5 Rx 0.61.5 Ry 0,626 Ry 0.61.5 Ry 0.61.5 Rz 0.398 Rz 0,393 Rz 0.393 8 31.5.00 8 1.35.00 8 45,000 0 A 2.525 I Wgt 8.584 Ybar l..296 Xbar 0.500 Ix 3.074 Iy 4.2?1. Iw 4.271. Iz 3.074 -Ixy 0.000 Rx 1.. 1.03 R!:f 1..301. Rz J.. J.03 8 0.000 ----4-------------------------------------~ - I n I I. :1, I I· I I I I I I I 1, '• ' STRESS ANALYSIS -PAGE 1 ,, Y-i --:·-:::---_ l,'~ ~~=----. , mGwi' -----~-------------------------.------~ Job Number: 'Job Name: I Date Run: ~ --1 98-0235 ASYMTEC -ROOF 6/10/98 ' -) ,. Location: :---: • :_ -• -• A CARLASBAD,CA I i"C ::::,-~ -., .... ~---1s @4-o i Geometry , __ ]_~1ttt,~~-,,-,.. IJ;;~ir· IE;;~;; Ce~·-· j , Base Lengt/1 ! ,_23-5 5/8 S!;ace , Parallel Chords I~-----· ---,, Variable Left End Right End ! 3-0 i BC Panel 3-0 : TC Panel 2-0 2-0 ··-----..______ .. -~. I I -~ .. ,• First Half ! 0-8 3/4 0-8 3/4 / , I First Oiag. : 3-8 3/4 3-8 3/4 O_ep!~ I 18.00 ; ' ---__ [18~9 .. ' ---- Loads -·------------------------·---- Uniform Load in TC (plf) 297.00 CJncentrated :...:2: -: @ 11-8 3/4 (lbs) j · Concentrated Load TC@ 11-8 3/4 (lbs) 250.00 Additional Shear ir :Vebs i · Additional Bending in TC (lbs1 250.00 Additional Ben?1~g ~ B~(l_b_s_) ____ ~_ :TC Axial Load (lbs) 77,000.00 Stress Analysis Summary ----------.----------. ·-· --------Int. Panel TC IM.;,Pane!BC ,Reaction LE 1React1or:== ·· .. •·. · ,I,ear :·;;, TC Comp ' 24.oo 4~:o_o_ -_-:_..=::::'.3=,8=1=0=.7=8==;:::=====3=,s=10=.=44==========95:..:5s :...--=~-·===7=o=.o=5=-5.=7=2 _: , Member TC Tension ,TC Compresion BC Tension BC Compres,on .. eb Tension Web Comp 1 W2 0.00' 63,145.01 0.00 0 00 8,866.14 0.00 V1S 0.00! 62,860.33 0.00 0.00 0.00· 1.194.69 1 W3 0.00, 62,860.33 8,388.23 0.GC 0 00. 3,819 69 W4 ' 0.00i 66,684.07 8,388.23 O.OC 4,951.02: 0.00 ' W5 I 0.001 0.00 ! Mark: J16 -------~ I I i I --------~ :JO.OD ~-:-5.00 2.:i0.00 \ Max BC Tension :17,369.46 .:. eb Length PP Dist. 37.89 0-2 20.58 2-0 18.88 3-0 29.25 3-8 3/4 29.25 5-8 3/4 I 66,684.07 14,583.58 o.ooi 3,912.09 ,-------------'-----+--~--------------'-----'---------+-----, W6 0.00 70,052.03 14,583.58 O.OC 2,873.16 0 OG 29.25 7-8 3/4 W7 0.00, 70,052.03 17,369.46 0 O'.:i 0.00 1.834.2c 29.25 9-8 3/4 W7 0.00 70,055.72 17,369.46 (', ,... ,,.. 0 00 1.828.2L 29.25 11-8 3/4 I W6 0.00 70,055.72 14,593.43 r • -2,867 16 0 oc 29.25 13-8 3/4 --- W5 0.00 66,695.15 14,593.43 G ~-0 00 3,906.09 29.25 15-8 3/4 W4 0.00 66,695.15 8,407.93 G •• 4,945.01. 0.0C 29.25 17-8 3/4 W3 0.00 62,875.84 8,407.93 0 "r' 0.00 3.817.Se 18.88 19-8 3/4 V1S 0.00' 62,875.84 0.00 C GC 0.00 1,200.55 20.66 21-5 5/8 I W2 0.00 63,164.33 0.00 0 00 8,891.62' 0.00 38.00 20-5 1/2 ,--------·-·· -~---- 1 Standard Verticals , Member Position-~/lax Tension I Max Comp. Length ! .. __ Y.2_ ___ _Jnterior --· ____ o_.c_o__,_I __ ---'----1,077.03 16.73 I I I 'I I I I I I I I I I I I I: I I I STRESS ANALYSIS -PAGE 2 ------,-----------· -- ! Job Name: JobNumber- 98-0235 Locat1on- CARLASBAD, CA ASYMTEC -ROOF I DateRun: 6/10/98 ' Mark: J16 ' Chord Properties : ----r ' ' Chord Area 1 Rx Rz I Ryy y I I I . ----------- Q i Material ' TC 1.4375 I 0 9304 0 5924 I 1.6333 0.8424 I 1 2442 0.9607 l33 = 3 X 3 X .250 BC 0.4437 I_ o 4609 0.2946 I 1.0401 0.4324 I ·.: C942 -____ ...._ ' ·-· _ 1.0000 --~J= 1_ l:2x11/2x.156 ' . Axial and Bending Analysis H r =·. 1.00 ! 50,000.00 -· ---l. - ,~b I /'vl:;"1 of Inertia 10,000.00 191.01 1~~!~t1 ·-· -':..~ _ _;~· ',\.J_.;, =· .: .. -- ; 864.41 '19-8 7/8 · · --I Max Bridg BC: 20-9 5/8 I -----=-· ============· I .. Top Chord Check Interior Panel i Frrst Panel RE End Panel R:: .,,;o Between Chords: ', Length 24.00 i 20 88 ...,..., ~ -1 ·00 ! ! End Panel LE First Panel LE Bending Load 187.501. -5;~ ---.-.11-111-\/e-,d-L-en_2_X_: ______ l 1 1 ---=------------+-------+------,-----------=-= 0.5338 _A_x_ia_l L_o_a_d ___________ -+-_______ -_I o_._05_5_.-_/ 2~1 ___ -_____ 6_3_.1_6_4_3_3 . :s-=.,=Lo=a=d=F,=l/e=rs=T=c:====~ 22 00 20.75 501 55 - 63,145 01 - ; fa 24.367.21 -! 21,970.20 76,188.71 I 21,963.48 - Maximum K L/r 37.14 -25.80 -i 37 14 -,,-1.s-x L-o-ad_n_o_F_il/e-rs_T_C_· ---! ;-F-a--------~------t--------+---26-.-62_7 ___ 12-+----_---,l--2-2_,7_6_2 __ 3-2 _7_1,_1_22_·_84 ____ ----i 1 TC:OAURyy: i i 22,762.82 - • F'e 224.401.04 -! 267.055 79 169.9810 '.. -c-m---------------i-------+----o_-9-56-6--i----_ --...,.,---0-.9-,-5-3 --~--~~~~.:::.:::.:::.:::.:::==::::: I 267,055.79 - 0.9753 -----------------t--------+------,------------ac Stress . . Panel Point Moment ' 750.00 I -200, .is 19,575.02 1998.36 - Mid Panel Moment 375.00 I -1624 5:: s:::: URz l ------------,-------t--------+------,------------56 1628.15 - : Panel Pointfb 650.28 -1 1740 54 ...:1=62=·=93=======~ l MidPanelfb ! 126.94 -1 549.92 TCShearStress: 1732.66 - 551.16 -: -F-ill-e-rs _______ --;..:-----+--------+------0-+----_--...,!-----.' 2,672.11 0 -i -----------+-----+--------+------t-, ------;-----SC Shear Stress: :-Pane!PointStress I 25.017.491 -i 23,71074 8._585.15 23,696.14 -1------------~--;---------+------1-------------- 0.9852 ! Mid Panel Stress ____ i 0.919~ __ ----~i ___ 0_.9_~5-~ ------~ ' - ~~b Design _ -· _ ----~----------Member I Web Tension i Allow Tension Web Comp Allow Comp r ,/V-eld ---Qty____ Material I 1/1/2 i 8,866.14 16,235.::5 0.00 4.593611 :=.::x0215 ___ 1 ,_R_H=·:_;nd!!8 !. * All0\Nabi8TenSiTe Stress-REduced 10% -----~/ --W3 -T ·-·· -0 OOi 7,818.57 5.175.581 .. ' -. '. 3.819.69 ~Jx0.109 1 15=' ·:4x11/4x.109 W4 I W5 W6 W7 W7 W6 4,951.02: 6,183.57 0.00 2 124.70 '.:. 1 X 0.109 < '10 = ; / 1 X .109 I O.OOi 2,873.161 ii ___ -,--__ 7_,8_1_8_.5_7-t--------+~----.-------------------.....,· I ------'---~--6~, 1_8_3_.5_7-t--------+------t----------------------: ! ___ -,-__ 6_, 1_8_3_.5_7+------+-------+----------------------;:11 3,912.09 4.053.831 :2 4 XO 109 1 15= 1 '!4x11/4x.109 0.00 2.124.70 2.'.J X 0.109 1 1 0 = , , 1 x . 109 0.001 1,834.24 2.124.70 2 1J X 0.109 1 10 = 1 , 1 X . 109 o.ool 6,183.57 1.828.24 2.124.70 20x0.109 1 10='r1x 109 0.00 2'.Jx0.109 1 ' 1 0 = ' I 1 X . 109 2,867.16i W5 o.ooi 2124.701 3,906.09 4.053.83 2 4 X 0.109 1 15=' '14x11/4x.109 6,183.57 ii ----'--------'---,---~-----1------+--------i-----------------------,, I -----1-------'---7-'--,8_1_8_.5_7-+--------+--------------------------,' i W4 4,945.01 i 0.00 2.124.70i :, 1 XO 109 1 10 = ' , 1 X . 1 09 ----1----'-----i---6-'-,_18_3_.5_7-+-------+-~-----,-------------------: j 3.817.56 5.175.581 2 .<l XO 109 1 15 = ' "4 X 1 1 /4 X .109 0.00 4 566.52i ::_ ~ X 0.2~5 ' RH= ·:Jnd 7/8 ·--------~ --- __ I_N_3_-+--____ 0_.0_0--;! ___ 7-'--,8_1_8_.5_7+--------+-----.--------------------,' / _ ~2:_ _ _j_ __ 8,891.62; __ 16_,2_3_5_.6_5~----~ ! • Allowable Tensile Stress Reduced 10% I ------------ 1,201 3.709.081 2'Jx0.109 1 ' 10 = 1 .( 1 X . 109 .-----v1 -T---ci!°--6-,1-8-3-.5-7-----~----- I-----I---------'-----+-------'--+------+---------------------; 1,077 4,360.68 20x0.109 : 1 I 10 = 1 X 1 X .109 -·-· -. .. : V2 I __ _2J ____ 6_,1_83_.5_7~---~----· I ' • Eccentricity Check -OK 1. I I I I ·1 ·1 I I I I I I I I 1, I I -----... m~ STRESS ANALYSIS -PAGE 1 -----==--Job Number I Job Name· I Date Run: ~ ---~ _{ii?QB 98-0235 ASYMTEC -ROOF 6/9/98 :..ocat1on-I Joist Desc11p11on-1r;r CARLASBAD. CA Short Spa~ Cri':".P 30K232/128 --=: __ . -·-- Geometry -·-------r--------- l Base Ler ;:r I 1101k··; _,: .. "· I Joist Oep:· I Efective Dep;,· ,~~~,:~t :·· ,s11ape ! ' :47-11 3/4 _L47-7 314_ 30.00 28.87 \ Parallel Chords I --------. -----· -----• ---------. ------------------Variable ' Left :::1::: Right End '• I ! BC Panel l5-o 5-0 1, I• 1, '.TC Panel ;4.0 4-0 ----.. -----. -•--.;:---•---·-· -----!! -~-,\L\[? ,:\ ,\,zsv···': ! i First Half '. 0-11 -3 J-11 7/8 , '-, ,, ' -----------_..._,__ ~---- I First Oiag. 5-11 -5 :-11 7/8 : i 30.0C 32.00 I ,,Depth ____ -----------------· I , Loads -----·-----------------.. ----- : 'Uniform Load in TC (p:f 232.00 Concentrated Loaa TC@ 23-11 7/8 (lbsi 500.00 I: Concentrated Load TC § 23-11 7 /8 (lbs) 250.001 Additional Shear in Webs 375.00 ; i !Additional Bending 1n T: :cs1 250.001 Additional Bending in BC (lbs) 250.00. I J !re Axial Load (lbs) 7,700.001 ' ' I i I I I _stress Analysis Summary I I 'Int Par.· -r j 1;-P··· · = -Reaction LE I Reaction P.2. j Minurit.:•n "'i'hear I Max TC: C:omp 1111/ax BC Tension JI ; ,e .... ,_,-::1,,, c: --:-__ ii . 24.00 ~8.~ _ 5,901.92 5,901.92 i1,475.48 ----_ 31,072.36 30,567.84 l .. ------' -----... ' Member TC Tens1:n TC Compresicni BC Tension BC Compresionl Web Tension Web Comp jWeb Length PP Dist. !, I W2 = :c 13,996.38 0.00 o.ooj 13,086.58 o.ool 64.79 0-2 ii V1S --,-. 13,785.851 0.00 o.ool 0.00 1.597.82i 31.27 4-0 ' V V• ,. ' W3 : cc 13,785.851 12,647.68 0.00 0.00 5,575 86 31.22 5-0 !; W4 i -"r 17,953.15 12,647.68 0.00 6,103.74 0.00 37.55 5-11 7/8 I .;_i.;_ I W5 ::; oc 17,953.15 19,441.72 0.00 5.500.39 37.55 7-11 7/8 'i ! 0.00 ---o.ool ' : W6 22,470.13 19,441.72 4,897.04 0 00 37.55 9-11 7/8 ' ... W7 ---22,470.1 B 24,693.09 0.00; 0.00 4.293.681 37.55 11-11 7/8 i -.. W8 ---26,740.T: 24,693.09 1 0.00 3,690.33 0.00 1 37.55 13-11 7/8 .. - W9 ---26,740.2-. 28,401.79. 0.00 0.00 3.086.981 37.55 15-117/8 -. -! 29,677.es: o 00 1 I W10 ---28,401.79; 0.00 2,483.63 37.55 17-11 7/8 -. -I ,, W11 ---29,677.65 30,567.84! 0.00j 0.00 1 918 61 j 37.55 19-11 7/8 ! -·-,' :, W12 ---31,072.25\ 30,567.84! 0.00 1,918.61 0 00 37.55 21-11 7/8 -. - I W12 ---31,072.251 30,567.841 0.00! 1.91861 0.001 37.55 23-11 7/8 ,I ... !, W11 ---29,677.c5I 30,567.84j o.ooi 0.00 1,91861\ 37.55 25-11 7/8 -.. : ,. W10 29,677.65 28,401.79 I o.ooi 2,483.63 o.oo! 37.55 27-117/8 I --· ' ,, W9 -rr 26,740.27\ 28,401.79 I 0 00; 0.00 3,086.98 37.55 29-11 7/8 ,1 ,, -. -!, W8 ---26,740.rj 24,693.091 o.oo· 3,690 33 o.ool 37.55 31-11 7/8 --- W"'i ---22,470.131 24,693.09! 0.00· 0.00 4.293.68i 37.55 33-11 7/8 ' --- Ws ---22,470.1BI 19,441.72 ! o.oo: 4,897.04 o.ool 37.55 35-11 7/8 --- W5 ---17,953.1:i! 19,441.72 0.00 0 00 5.500.39! 37.55 37-11 7/8 --- W4 ---17,953.151 12,647.68: 0.00 6,103.74 0.00 37.55 39-11 7/8 i --- 1, W3 ---13,785.85 12,647.681 0.00 0.00 5.575.861 31.22 41-11 7/8 I I. --r 13,785.85\ o.ool 0 00 0 00 1.597.82 43-11 3/4 ., 1; V1S . .. 31.27 , . I: W2 r rr 13,996.381 o.oo! 0.00 !l.9_~6.58 o.ool 64.79 42-11 3/4 : --------J i : Standard Verticals _,. ____ !; Member Positicr Max Tensior, Max Comp. I Length ,. V2 Interior O.GO 1,744.361 28.87 1: -- I I ' I I I I I I I I I I I I I I I -.. ~~--STRESS ANALYSIS -PAGE 2 I -. ' Job Number: 'Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 L~--------::-·.:--.r~,p. Lxat,on: I ~v~>~;-s·~;~~rir:n p 30 K232/128 I Mark: CARLASBAD,CA J17 -· I • • ! Chord Properties -... I I ,-·-----.---,...... .. -- ! Chord Area Rx Rz Ryy y I Q Material TC I 0.6:-30 i 0 6189 0 3944 1.2318 0.5650 .' 2578 0.9808 24 =: 2 X 2 X .176 ' I 0.6254 i O 6208 0.3951 1.2286 0.5603 BC I .. :410 0 9522 23 = 2 X 2 X .163 --·----L_ . ---- : Axjal _and Bending Analys~_ ----·- l~s~~g3 : ---,;~;;;, 2· .. !Max Bn'dg BC ;.; = =b I Mom of Iner.= 'LL 2-·--- 1.00 50,000.00 30,000.00 541.07 I I 1_4-10 s,s 124-6 7/8 '280.33 -----· ------.. ----.. ------·-· -------- Top Chord C~eck =.nd Panel L:: First Panel L:: .nterior Par.s = · 3[ Panei RE End Panel R:: :;ap BeMeen Chords: Length 46 JO 23.2: 2"1 ~ = 23 88 46 c:: 1.00 Bending Load 329 33 187 == Mm Weld Len 2X. --329 32 0.5000 Axial Load 13,996 38 31.072.2·: --13,996 '.E - Max Load Fillers TC: fa 10,398.13 -23.084. '...l -10,398.13 33,819.45 . Maximum K L/r 74.32 -38.78 -74.32 111/ax Load no Fillers TC: ' .Fa ' 19,871.68 -25,554 36 29,443.46 -i 19,871.68 ,F'e 27,033.81 99.311.69 27,033 81 TCOAL/Ryy---464.1686 ! Cm 0.8846 0.907C 0.884': --BC Stress Panel Point Moment 5419.71 -750.C:::: -5419 7' 24,437.42 Mid Panel Moment 4812.59 -375.:: -4812 5~ BC L/Rz ! Panel Point fb 15083.41 -2087.2::: -15083.41 121.4796 Mid Panel fb 5273.33 -410 ~J -5273 33 TC Shear Stress: ! Fillers 1 1 8,756.15 ---' BC Shear Stress: I i Panel Point Stress 25,481.54 -25.171.44 -25,481 5,1 9,447.57 i Mid Panel Stress 0.7809 -0.9198 -0.7809 ----------' i Web Design . ·----------- Member ! Web.Tensi;;:;-· P..llow Tension Web Comp A.llow Comp 'Neid Qty I Material W2 13 086.58 21,205.751 O.OC 2.153.:-..: ·. "ix 0.230 1 !RM= ·:und 1 ----·-----.I... ... * Allowable Tensile Stress Reduced 10% --------· ---. . -· T -- W3 0.00 14,531.25 5,575.8E 7.882.2..'. : .1X0.125 1 l20=212x.125 W4 ~ 103.74 6,183.57 O.OC 1.036.3': :?-x0.109 1 10=~11x.109 W5 : 0 00 14,531.25 5,500.% 7.868 92 ·: J X 0.125 1 \20=2.i2X.125 W6 : 4.897 04 6,183.57 O.OC 1.036.3': : Jx0.109 1 10 = • -' 1 X .109 W7 ; 0 00 11,848.68 4,293.68 4.504.95 ;: 1 XO 138 1 1 G = 1 1 /2 X 1 1 /2 X .138 W8 I 3.690.33 6,183.57 O.OC 1,036.35 ::.Jx0.109 1 10=111x.109 I o.oo: 9,786.93 3,086.98 3.757.04 20x0113 1C = 1 1/2x 11/2x.113 W9 i 1 ! W10 I 2.483.63 6,183.57 O.OC 1.036 3': ;: '.) X 0.109 1 10 = 1 I 1 X .109 I W11 0.00 7,818.57 1,918.6~ 2.069 r-: :: Jx0.109 1 15=1 ''4x11/4x.109 W12 1.918.61 6,183.57 O.OC 1.036.3-: ::.Jx0.109 1 1 0 = ~ / 1 X .109 : . W12 1 918.61 6,183.57 O.OC 1.036 3-: ::_ = X 0.109 1 10 = • / 1 X .109 W11 0.00 7,818.57 1,918.61 2.069.7-: ::.]x0.109 1 15 = 1 ~ /4 X 1 1 /4 X .109 i W10 ! 2.483.63 6,183.57 0.00 1.036.3-: ::.:.;x0.109 1 10 = 1 X 1 X .1 09 ' W9 I 0.00• 9,786.93 3,086.98 3,757.04 2 'J X 0.113 1 1C = 11/2x 11/2x.113 W8 I 3.690.33: 6,183.57 0.00 1,036.3': 2 3 X 0.109 1 10 = 1 /.. 1 X . 1'09 I W7 i o.oo; 11,848.68 4,293.68 4,504.95 2 1 XO 138 1 1 G = 1 1 /2 X 1 1 /2 X .138 I W6 4.897.04 I 6,183.57 O.OC 1.036.3s :Jx0.109 1 10 = 1 / 1 X .109 ' W5 0 00' 14,531.25 5,500.39 7.868.92 : J X 0.125 1 20 = 2 I 2 X . 125 I :· W4 ! 6.103.74· 6,183.57 0.00 1,036.3e :3x0.109 1 10 = 1 / 1 X . 109 i W3 I o.oo: 14,531.25 5,575.86 7,882.24 : J X 0.125 1 20 = 2 I 2 X .125 I ! I W2 i 13.086.58! 21,205.75 0.00 2,153.74 : 3 X 0.230 1 RM= round 1 I I * Allo.wable..Iensile.Stt:ess..Reduced j 0% -. I oi -·- V1 7,~18.F 1,598 2,984.24 2'Jx0.109 ' 1 15=11/4x11/4x.109 V2 i o: 6,183.57I 1.475 1.752.33 2Jx0.109 1 11 0 = 1 X 1 X .109 I I! 11 I I I I i I I I ' I i i I :' I I i I I I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 1 -------.--------------··-------------.------~ Job Number: 'Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 Location: CARLASBAD,CA J18 ' Mark: ------~--~ I Geometry __ ___ --· __ ·--~------------- :. Base _,mgth j \ \ ,J1kmg Leng ti' 'Joist Dec:h: 1Efect1ve Dec:,, I c 1 -v 0 "' "'@an 4 _"'_1 0 L"'' .:·· Parallel Chords I-~?-~: . __ t11_-1_ _ 30.00 28.81 ----------, -· -----·- II ----· -·-·-=--=--=------=-----_-_-:_-:_,~ , Variable I Left End · Right End : \. BC Panel · 5-0 : 5-0 ··TC Panel 4-0 : 4-0 '::-::::___ __ i------+--------...... I First Half 0-111/2 ,0-11 1/2 ----~·---,/,,--\---,-/7~~.,, I ··-'/ ,1/ t ! First Diag. ! 5-11 1 /2 5-11 1 /2 !, ii i Depth ______ :30:00 _ 3_0_.0_0 ____________ _ .. -------~': : Loads ----------------------------- : Uniform Load 1n TC (plfJ , 232.00 Concentrated Loaa -2 @ 23-11 1/2 :lbsi -------"----------,--------:Con cent rated Load TC@ 23-11 1/2 (lbs) 250.00 Additional Shear in Webs I ~--------=-----~~------:Addition a I Bending in TC (lbs) 250.00 Additional Bending 1n BC tlbsi I -------'-----~-----+-------, ---------'-· -- :Tc Axial Load (lbsJ 7,700.00 1 Stress Analysis Summary : Int 0 s,,el re· J;", Panel BC :24.00 8.00 '====:;::::::::.'::: --·--! Reaction LE· !Reaction iZE ! ,1.,,;;;;-; __ ; ·,:~,,, --.-_.=-· ----_ C_o_m_o • - :.:.::.-5_,=8_9_4=.6=7==:;:.=====".:.5=,8=9=4=.6=7========1=1._~3, 6 7 ----=--=--=--_3_0::::.9::::9=5 ·=7_6-:__· - 500.00 375.00 250.00 I Max BC Tension 30,491.24 I 1/1/eb Comp. Web Length PP Dist. w2 o.ool 13,985.46 0.001 0.001 13.070.31 0 00 64.79 0-2 v1s 0.001 13,776.06 0.00 1 o oo! :; oo 1.595 Se 31.27 4-0 i-· _,_;v_3 ______ 0_.o_o+--__ 13_,7_7_6_.0_6 ___ 1_2~,5_7_1._0_8;-! ____ o_.o_o-+-: ____ o_o_o_. ___ 5_.5_46_8_3 ___ 3_1_.0_8+5_-_o __ --1 W4 o.oo 17,895.70 12,571.08! o.ool 6.103 74. o.oo 37.55 5-11112 W5 o.oo 17,895.70 19,365.12/ o.ooi o.oo 5.500.39 37.55 7-11112 W6 0.00 22,412.72 19,365.1i 0.00 1 4.89:-04 0 00 37.55 9-111/2 I~· -----+---------~----;---~-~--------------------+------! i W7 O.OO! 22,412.72 24,616.48· 0.00' :; 00 4 293 68 37.55 11-111/2 1----1--------+----'-----t-----'-------------------------+-----1 W8 o.ool 26,663.67 24,616.48 o.oo 3 ssc 33 o.oo 37.55 13-11112 I W9 o.oo i 26,663.67 28,325.19 o.oo :: '.Jo 3.os6 98 37.55 15-11 112 ----1-------"----'-----t----'-------------------------+-------' I VV10 0.001 29,601.05 28,325.19 0.00 2 .133 53 0 00 37.55 17-111/2 '------'1-----------'----+----'-------------------------+-----1 /' vv11 o.oo! 29,601.05 30,491.24; o.oo ::oo 191525 37.5519-11112 i-----,t-------+--------i---------------------------+-----1 1/1/12 O.OOj 30,995.76 30,491.24 0.00 1 S'': 25 0 00 37.55 21-111/2 ,------'f--------_,;___---'-----t----'------------------------f-------: 1/\/12 0.001 30,995.76 30,491.24. 0.00, 1 S~': 25 0 00 -37.55 23-111/2 VV11 0.00 I 29,601.05 30,491.24; 0.00, 0 00 1 916.25 37.55 25-11 1/2 w10 o.oo 29,601.05 28,325.19! o.oo· 2.483 63 o.oo 37.55 27-11112 1/1/9 0.00 26,663.67 28,325.19: 0.00, Cl 00 3 086.98 37.55 29-111/2 j-' ----+-------,t---~------'------------------------+-----; 1 __ ,_/1/_8_--+-____ 0_.0_0-'---_2_6--'-,6_6_3_.6_7--+-__ 2_4,~6_16_._4_8 _: ____ 0_.0_0 ___ 3_,.._::::9_C_· 3_3 ____ 0_00_· ___ 3_7_.5_5+3_1_-1_1_1_/2----; VV7 o.ooi 22,412.72 24,616.48: o.oo :; so 4.293.68 37.55 33-11112 - __ ,1,_1_6_+-___ o_o_o~l __ 22""",_41_2_.7_2-+-__ 19""",_36_5_.1_2_· ____ o_.o_o_. __ 4_s_s_-;_o_4 ____ o_.o_o ___ 3_7_.5_5+3_5_-1_1_1_I2-; I ! 1/\/5 o.ooi 17,895.70 19,365.12 o oo :: oo s.500.39 37.55 37-11112 1 W4 O.OOi 17,895.70 12,571.08 1 0.00 S.1C3.74 0.00 37.55 39-111/2 VV3 0.00 13,776.06 12,571.08! 0.00 ::.00 5.546.83 31.08 41-111/2 v1s ooo 13,776.06 o.ool o.oo '.J.OO 1.595.86 31.2743-11 .. 1/1/2 0.00 13,985.46 0.00 ! 0.00' 13.07C.31 0.00 .64.79 42-11 ----''----------'---~--~------'------------· ------------'~--~ Standard Verticals , Member Po.sh -j Max Tension Max Comp. Length --------+------=----___;..-1: V2 lnterior_J_ 0.00 1,743.98: 28.87 L_ _____._____,_______ I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 2 -------------------,-------------~------, Jo::: Number: 'Job Name: ' I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 L.xalion: CARLASBAD,CA 1rrr ---. ---~------' Chord Properties.. __ i Chord ; Area ~x Rz Ryy Y , 1 1 ·--0---Ma-te-ri-al-----,i / __ T_c __ ! _0_.6_7_3_0 __ o_,_3 _18 __ 9_t--_c _3_94_4_+--_1_.2_3_18_+-_o_.5_6_5_o~i-__ , __ ~5_7_8_l,--_o._9_80_8_+-2_4_=_2 _x-=2_x....:. __ 17_6 ____ ----'I ! __ 9 s:::_o_8__,__c_39_5_1 _ _,___1_.2_2_8_6____,_o_._5_60_3__ _ .· .=4~--i _o_.9_5_2_2__,__2_3 = 2 x 2 __ x_._1_63 _____ _,I BC 0.6254 1.00 . 50,000.00 ' Iv/om of Inertia: 30,000.00 541.07 ILL 240: 281.43 Top Chcrd Check ::'ld Panel-= First Panel LE Interior Panel Length 45 JO 23.50' 24 00 ,, ;i [~~f~~:-=~J~t1~1ils-: __ : /;:~68;1gac: . . --r-;::· ---------! -= · ;t Panel RE I End Panel RE :::;e B;m·.-een C/Jords· .. 23.sol 46.00 -1-·o_o _______ · · ' · ·.1, Weld Len 2X: Bending Loaa 32~ 33 -187 SO -1 329.83 0.5000 I : ---=------------+-------------- j -=======: _A_x_1a_l L_o_a_d _________ 1_3,'-9_8_5_4_6+--__ -_____ 3_0-'-,_99_5_.-_, 6 ____ ----1• __ 1_3_.9_8_5_4_6 . -~. Load Fillers TC. fa 10,390.J2 -j 23,027.23, -10,390.02 33,819.45 Maximum K L/r 74.32 -I 38.78 -74.32 -,.-;3,-x L-o-ad_n_o_F_ille-rs_T_c_· --1 _F_a ___________ 1-9,-8-7-1.-6-8+----_---;-I, --2-5-,-55-4-.3-6-.---_ ----+---1-9-.8-7-1-.6-8 _2_9_,4_4_3._45 ____ _ --:; OAURyy: F'e 27,033.81 -I 99,311.69: -27,033 81 463_5598 Cm 0.8847 -! 0.9073 -0.8847 -=======~ =P=a=n=el=P=o=in=t=rv=,o=m=e=n=t ===========5=4=22=·=5=6 ======-=====:; =====7=5=0=. O=O=======-==========5=4=2=2=. 5=6 ~~,~~~~; 8 j Mid Panel Moment 4811.43 -I 375.00 -4811 43 s-: L!Rz I Panel Pointfb 15091.34 -I 2087.30 -15091.34 1_=2=1·=4=79=6======::; Mid Panel fb 5272 06 -: 410.90 -! 5272.06 --:; S/Jear Stress: ! -F-ill-e-rs _____________ 1 +----_---+-/ _____ 6 _____ ---+------1 8.744.51 : ---------------+-------r- 1 -----------J-----Sc: S/JearStress: j _P_a_n_el_P_o_in_t_S_tr_e_ss ______ 2_5c_,4_8_1._3_5+--__ -_____ 2_5-'-,_1 _14_._53_. ___ ----+---2_5~,4_8_1_. 3_5 9,435.02 11 Mid Panel Stress , 0.7803 -I 0.9176: -0.7803 ______ ____, W __ e_b_D_e_si=gn ___ ----------~------------ Member Web Tens;on A.low Tensic:1 Web Comp Allow Comp vv~id I Qty i .. Material W2 13.07: 31 21,205 -5 0.00 2,153.74 ~ : x 0.23q_J ___ 1 ___ ;_F3M = roun_::! ~------ • .l._llowable Te'ls1le Stress Reaused 10% . ------·------------·----- W3 = :o 14,531 25 --.T ' -· 5,546.83 7,909.90 : Jx0.1:25 I 1 120=212x 125 W4 0.10:::-4 6,183=7 0.00 1,036.36 : : X 0.109 ! 1 ! 10 = 1 .< 1 X 109 ws ~ '.;0 14,531 25 i 5,500.39 7,868.92 ,x0.125 i 1 '20=2.<2x.125 W6 4.89-J4 6,18357 0.00 1,036.36 --)x0.109 i 1 110=1x1x109 ., -------------'-----+------+---'---------~--------------' W7 ::oo 11,848.c8 4,293.68 4,504.95: ::.:x0.138 I 1 i1G=11t2x11/2x.138 ,! -------------'-----+---'----+---'------:...-----+-----,-----------i W8 3.69033 6,183.57 0.00 1,036.36, ::::3x0.109 i 1 l10=1x1x.109 1/ -------------'-----+------+---'---------+-------'-----------, W9 , ::oo: 9,786.93 3,086.98 3,757.041 ::::Jx0.113 1 l1C=11/2x11/2x.113 1: -------------'----t----'---+---'----,--------+------!------------' W10 2.48'.:53 6,183.57 0.00 1,036.36' ::-Jx0.109 i 1 !10=1x1x 109 ----------------+------+----------------,-----------' W11 :JO 7,81857 1,916.25 2,069.76 :::,x0.109 1 ;15=11i4X11/4x.109 W12 1.9E25 6,183.=:.7 0.00 1,036.36 :::x0.109 i 1 110=1.<"x.109 : W12 1.91-:25 6,183=:.7 0.00 1,036.36 ::jx0.109 1 1 110=1.<1.<.109 W11 ::oo 7,818.57 1,916.25 2,069.76' ::Jx0.109 1 115=11/4x11/4x.109 W10 2,48363 6,183.57 0.00 1,036.36:. :::x0109 1 l110=1x1x.109 ;; --------'-------'----+------+---'------:...-----+-----,-------------i; I W9 ::oo 9,786.93 3,086.98 3,757.04, ::Jx0.113 1 l1C=11/2x11/2x.113 ;: -------------'----+---'---+---'-----"-------+-----'------------'I W8 3.69033 6,183.57 0.00 1,036.36 1 ::::3 1x0.109 1 /10=1x1x.109 '' __ W_7_.....,.1 ____ ::_0_0 __ 1_1~,8_4_8_.6_·8+-----'4,'-2_93_._6_8 t----4-'-,5_0_4_.9_5-+i _::c_,_x_o_. 1_3_8~,---1-+1_G_=_1_1_/2_x _1 _1_/2_x_._1_38 ___ : '. W6 4.89-04 6,183.57 0.00 1,036.36i 3 J x 0.109 1 I 10 = 1 x 1 x .109 W5 ::oo, 14,531.25 5,500.39 7,868.92! :·Jx0.125 1 20=2x2x.125 !, -------------'----+----'----+---'----,---------,-----J------------,, I W4 6.10374 6,183.57 0.00 1,036.36; 33x0.109 1 10=1x1x.109 ;i I Ii W3 i 0.00· 14,531.25 5,546.83 7,909.90 :::Jx0125 1 20=2x2x.125 ii ' I ii W2 · 13,07'.;_·.3_1_· __ 2_1..:...,2_0_5_.7_5....__ ____ o_.o_o....__ __ 2'-,1_5_3._7'::_::: 3 _x_o_.2_3_0__,_ __ 1 _ _.,__R_M_ = round 1 1, *_Allo:wable...I.ensdes.tcess..Redur"'d 10% __ .: ~ -------~1 V1 i 0 7,@1 ~-?7 1,596 2,984.24 i :?. ,J x 0.109 I 15=11/4x11/4x.109 V2 ! 0 6, 183.57J 1,4741 1,752.331 :::}xo.109 I 10 = 1 X 1 X .109 I _J I I I I I I I I I I I I I I I I I I I ISlr STRESS ANALYSIS -PAGE 1 -----1 Job Number. 'Job Name. I Date Run: ' 98-0235 ASYMTEC -ROOF 6/9/98 I ' I ~o~s~~e;;~~0 ~rimp 30K232/128 ,~;:: Tnr:1• Location: ...1-..::;.~----------:.--.-;_' CARLASBAD.CA "'---.... --·:· . . --···-- Geometry -------·---Base Length / ;-\ ::;rr, ··;· Ler;;~•-I Joist Dep:· :='ective Dec:·· ,~~ ;';~~-~-":--·Shape 47-11 3/4 147-73/4 30.00 : 28.85 i Parallel Chords --· ----·---· ----· ------.. Variable i Left End Right End -BC Panel i5-0 5-0 'TC Panel 14_0 4-C ------· -· , .. ---._ ./\/7'' ~ \,L/ "' ' ! · First Half i 0-11 -; /8 0-11 7/8 '-t ----· . " -- ' First Oiag. 5-11 -18 5-11 7/8 : Depth 30 00 3C JO ------------ . Loads I ----. ---------- ! Uniform Load in TC (plf 232.00 Concentrated Loaa T:= @ 23-11 7/8 (lbs) 500.00 ' Concentrated Load TC @ 23-11 7/8 (lbs) 250.00. Additional Shear in Webs 375.00· :Additional Bending in TC (lbs) I 250.001 Additional Bendinfi in ~C (lbs) 250.00 1 . TC Axial Load (lbs) l 14.ooo.oo: I Stress Analysis Summary --I I ~-1:~1;~_-'.~B :.e5r I 11.,Ja,( TC Comp I Max BC Tension I ! . int Panel TC 11\-';, =-;,•·-;1 BC "'eact1on LE "eact1on Fi= ! : 24.00 48.00 5,901.92 5,901.92 133,825.82 30,596.11 i TC Compresionj isc Compresionj Weo Tension I Member i TC Tension BC Tension Web Comp. Web Length PP Dist. ,. W2 I ·J.00 18,728.991 o.ooj 0.00 13,096.281 0.00 64.78 0-2 I ,. V1S ! J 00 18,518.2ei 0.00; 0.00 0.00 1.598.04 31.24 4-0 ! I I W3 J.00 18,518.261 12.659.38 I 0.00 0.00 5,576.60 31.20 5-0 ! W4 0.00i 22,689.411 12,659.38 0.00 6,106.05 0.00 37.53 5-11 7/8 ; W5 o.oo• 22,689.41 ! 19.459.70 0.00 0.00 5,502.47 37.53 7-11 7/8 i W6 I J.00 27,210.621 19.459.70 0.00 4.898.89 0.00 37.53 9-11 7/8 l I W7 i J 00 27,210.62 24.715.92 I o.ooi o.ool 4.295.31 ! 37.53 11-11 7/8 11 ' ' o oo! 13-11 7/8 ·I W8 :: 00 30,573.7: 24 715.92 0.00! 3,691 73' 37.53 W9 :: 00 30,573.7: 28 428.06 0.00 o.oo; 3,088.15! 37.53 15-11 7/8 i ,1 W10 : J.00 32,778.82 28.428.06 0.001 2.484.571 0.00 37.53 17-11 7/8 i W11 ::.oo 32,778.82, 30.596.11 ! o.oo! o.ooj 1.919.33 37.53 19-11 7/8 I i W12 :: 00 33,825.82 30.596.111 0.00! 1.919.33! 0.00 37.53 21-11 7/8 i W12 i '.J 00 33,825.82, 30.596.11 ! o.ool 1,919.33j ,· 0.00 37.53 23-11 7/8 I ' i I W11 ! '.J 00 32,778.82 30.596.11 j 0.001 0.00 1,919.33 37.53 25-11 7/8 I ! I 28.428.06\ o.ooJ I I W10 '.J 00 32,778.82 2.484.57 0.00 37.53 27-11 7/8 I ' 28.428.06 I o.ooi ,, W9 J.00 30,573.75 0.00 3.088.15 37.53 29-11 7/8 ! !' I W8 '.J 00 30,573.75 24.715.92 ! o.ooi 3.691.731 o.oo! 37.53 31-11 7/8 W7 I :: 00 27,210.62 24.715.92; 0.00i 0 oo: 4.295.31 ! 37.53 33-11 7/8 : W6 ::.oo 27,210.62 19.459.70 i 0 00! 4.898 89; 0 00! 37.53 35-11 7/8 : W5 ' :: 00 22,689.41 19.459.70! 0.00 0.00' 5,502.471 37.53 37-117/8 ' ' W4 I ::.oo 22,689.41 12,659.38i 0.00 6,106.05: 0.00 37.53 39-11 7/8 ! I W3 I ::.oo 18,518.26 12.659.38 l o.oo: o.oo! 5,576.60 31.20 41-11 7/8 i I V1S J 00 18,518.26 0.001 Q.00i o.ooi 1,598 04 31.24 43-11 3/4 I W2 I J.00 18,728.99' o.ooj o.ooi 1~_96.281 0.00 64.78 42-11 3/4 I I ----- : Standard Verticals --I• Member I Positior. Max Tension Max Comp. I Length i I I ! Interior 0.00 1.744.51 i 28.85 I V2 ' ' I I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 2 -------r--------------------------,------- Job Number 'Job Name: I Date Run: 98-0235 ASYMTEC • ROOF 6/9/98 ! Mark: J19 ----'-------' Chord Properties ,---Chord -Are;;;-·1-·R ---x--.---~-z--...---R-yy--.-. --y--' --------- Q Material TC 0.9375 I 0.6089 C 3911 1.2500 0.5917 1.000!; 29 = ? X 2 X 250 '-: _B_C _ __.___0_.62~ [_ Q_6_2_0_8_~_C_3_95_1_~_1_.2_2_86 __ ' _0_.5_6_0_3 _____ _ 0.9522 23=2x2x.163 -----------------' Axial and Bending Analysis ;K j;::,' ___ _ 1~.0-~ ____ 1so.ooo.oo _ I ;~:,000.00 I ~~;-~;lnema I ~~~~i2 . ~z/;2==~----~~~~:~/{t~--~----,-;~-a~-68-;-·;~-B-C-: --1 --------------============: Top Chord Check End Panel L.:: First Panel LE Interior Panel = :;: =ar.e1 RE E ... ::: =anel RE -.;;: ::a:,·.aan Chords: / ;·Length 46 :o 23.88 24.00 :::3 88'. 46 oo -1-·o_o ______ __,, ' · ,-. l a::; i..an 2X: I i, Bending Load 329 33 -187.50 -329.83 o.sooo 1j !,..A_x_ia_l_Lo_a_d _________ 1_8-'--17_2_8_~_9+--__ -_____ 3_3-'-,_82_5_.8_2 ____ ----+-: __ -_3_,_2_8_9_9 .. ;--,=.=~====:"l=Ye=rs=T=c=: ====== ;fa I 9,988 i9 . 18,040.44 " 9.988.79 47,959,16 ;------------,----'---+-----------'----------+------! Maximum K L/r , 75.55 -39.42 -75 55 ,1,i.5., uad l)O Fillers TC. :-i F-a-----------'-, --1-9-,8-8_8 __ ,-5+----_-----2-5-,9-1-3-_8_9 _____ --+---~-9_8_8_8_-1-5 _4_1_,6_2_8·_18 ____ ~ TC: c:.LRyy: 1JFe 26,165.73 -96,122.73. -25.165.73 457.4000 j Cm 0.8855 -0.9249 -0.8855 ~ . .-:.: =============: ,-----------------+------------------;-------E':: Stress ~i P_a_n_el_P_o_in_t_M~_o_m_e_n_t ______ 5_4_1_9_. -_1-1--__ -______ 7_5_0_. 0_0 ___ -___ ! ___ 5_4_1 _9._7_1 24.460.02 !Mid Panel Moment 4812.:9 -375.00 -i 4812.59 _s_s_L_=_z-------1 !Panel Pointfb 10979.:1 -1519.39 -I '0979.51 121 .4796 ~--------------+-----------------+.,-------===============1 iMidPanelfb 4095.97 -319.16 -, 4095.97 TSSraarStress: I-----------------+-----------------------6.192.11 ! Fillers 1 -0 -I 1 ------------1-----------------+------------------+------ac Sr=:ar Stress: 1 I Panel Point Stress 20,968.30 -19,559.82 · -2'.J.968 30 9.449.45 I ~I M_i_d_P_a_ne_l_S_tr_es_s __________ 0_.6_9_7_8~ __ -______ o_._70_8_3~ _-__ -~I ___ 0._6_~7-~ ---------' ~eb Design _____________________ _ I Member Web Tension Allow Tensio... Web Comp Allow Comp :Jeia C:_. Material i W2 13 096.28 21,205 7: 0.00 2 150 5e ·: :. 1::: 2.30 · ~M = round 1 , .. Allowable Tensile StressRedu_c_e_d_1..c.O_o/c_o---------~·--· -. ------·-------------·-------.----------·-----------------! V\/3 0.00 14,531.25 5,576.60 7,881.42. : :x:~25 --20=2x2x 125 1---->----------'------'---------''-------------------------,t I. W4 5.106.05 6,183_5-0.00 1,035.57 ;:1S1S9' ~ 10=1x1x.109 _. ----+-------------------'----------------------- i. W5 000 14,531.2: 5,502.47 7,866.59 :::.1'.::25 • 20=2x2x.125 W6 4,898.89 6,183_5-I 0.00 11035.57 ~: t. G 109 ~ 10 = 1 x 1 x .109 I W7 o.oo 11,848.53: 4,295.31 4,501.55 :;:·is.138 1 1G=11/2x11/2x.138 ~---!------------'---------'-------'-----------------------; j W8 3.691 73! 6,183.5;· 0.00 1,035.57, ;_;_;IO 109 : 1 10 = 1 x 1 X 109 W9 o.ool 9,786.93: 3,088.15 3,754.20: 2:::10113 i 1 1c=1112x1112x.113 I W11 0.00. 7,818.5-1,919.33 2,068.20 ::.=1:::·:;9 " '.5=11/4111/4x.109 W12 1,919.33• 6,183.5: 0.00 1,035.57 ::_=/.:::.'.'JS 1 :0 = 1 X 1 X .109 W12 1.919.33, 6,183.5: 0.00 1,035.57 ::_ = /. 0 1 'J9 'i 10 = 1 x 1 X .109 W11 0.00. 71818.5:-11919.33 2,068.20. 2:xO109 ; 15=11/4x11/4x.1O9 >-----f------------'---------'-------'---------'---------------; W10 2,484.57i 6,183.57, 0.00 1,035.57: ::_::: I 0.109 1 10 = 1 X 1 X 109 W9 o.ooj 9,786.93 3,088.15' 3,754.20: 2.:::xo.113 I 1 1C=11/2x11/2x.113 l W8 3,691.73! 6,183.57 0.00' 1,035.571 2::1.0.109 1 10=1x1x.109 ! W7 o.oo! 11,848.68 4,295.31 4,501.55; 2.·xo.138: 1 1G=1112x1112x.138 I W6 4,898.89: 6,183.57 0.00 1,035.57. ?:::10109 1 1 10=1x1x.109 I W5 ooo· 14,531.25 5,502.47 7,866.59: ::::,<:J,25 1 20=2x2x.125 i W4 5,106.05 6,183.57 0.00 1,035.57: ';:,<0 109 1 10=1x1x.109 . 1--__:_:.....:.__j__ _ ___: _____ _,__ __________ ;,__ _____________________ , 5,576.60 7,881.421 '.: :::,<0.125 1 20=2x2x.125 1 i W3 0.00i 14,531.25. j W2 13,096.28 I 21,205.75 • Allowabla.Iensile.Stcess-1:<educe,.., 1 noL 0.00I 2,150.561_?: _,<_0_.2_3_0__,_ __ 1 __ R_M_=_r_o_un_d_1 ________ !J I i V1 0! 7,818.57' 1,598 4,983.431 2 :; X 0.109 1 15 = 1 1 /4 X 1 1 /4 X .109 \ __ V2 I oi 6 183.57 1 475 1 752.33 I 2. :; XO 109 1 10 = 1 X 1 X .109 I I I I I I I ~eometry . Bas:=-_:?·~qth 47-11 3/4 ···---------·· ·--------. Variable ,BC Panel TC Panel STRESS ANALYSIS -PAGE 1 Job Number: 98-0235 ' Job Name: ASYMTEC -ROOF _j ~11'.~;"J~t10111 __ -_~I J=;-~_·s~=to~e,c=:·=====-~jE=;e-8_:=;;=e=De=.c=:··====j ~_-_g=~~a,;~t :··· --'-~-:~_:e_lle.!_ '?_h~-rds -r Left E~d · Right End ---·---· /5-0 :5-0 ! 4-0 : 4-0 --· ''------1 /"'-. i , --. --------··-.. ------i:..-o--1-1-7--18--0--1-1_7_/8___, ',,_,1_1_~"-L----~-_ _ __ :_,· _____ _ , First half I ---------------, ' First S'Iag. ' ;5-11 7/8 5-11 7/8 ,_Deptr ______ (30.00 __ 30_•.0_0 __ ~! _________ _ ' 1 Lo~ds ___________________ _ ; Uniform Load In TC (plf) 232.00' Concentrated Loaa T-:::@ 23-11 7/8 (lbs) ) Concentrated Load TC@ 23-11 7/8 (lbs) • 250.00 !Additional Shear in 1/Vebs 1 , i Additional Bending in TC (lbs) 250.00 'Additional Bending In BC (lbs_) ____ ! ___ _ ; TC Axial Load (lbs) 25,000.00 ! Date Run: 6/9/98 -·----------, I ---~-========~ :: ___ -~ 500.00 375.00 250.00 . I Stress Analysis Summary 11 ; ;~,;~re· TC I :1;_:(t=' ac_ ;~;~~~;t I~~;~~~;;= I ~-;:;fi.~s_ ,,-ea-, -~~;:'.:::1-::;=:-1=;-~:.c=6-c9=,-n~:---_--: ~-~,-/-;~-.;-e;-s-ion--~, I I I I 1, -··-------- J Member TC Tension TC Compresion BC Tension BC Compresio~rl/Veb-To~sion Web Comp. .\/1/eb Length! PP Dist. W2 0.00 27,014.92 o.oo o.ool 13.142.15 o.oo: 64.7210-2 V1S 0.00 26,803.27 o.oo o.oo o.oo 1.599.oi 31.13I4-0 W3 0.00 26,803.27 12,714.67 0.00 0.00 5,580.14 31.0815-0 W4 0.00 30,992.65 12,714.67 0.00 6,116.97 0 00-37.4315-11 7/8 W5 0.00 30,992.65 19,544.68 0.00 0.00 5,512.31 37.4317-117/8 W6 0.00 35,533.60 w-:-0.00 35,533.601 19,544.68 o.ooi 4,907.65 24,823.86 o.oo! 0.00 0.00 37.4319-11 7/8 ------------+--------,-------t-------------4.302. 99 37.43 11-11 7/8 Ii V\i';; 0.00 38,911.421 V'·!:: 0.00 38,911.42 I 1/V 1 J Q.00I 41,126.121 24,823.86 o.ooi 3.698 33 28,552.21 0.00; 0 00 28,552.21 0.00! 2.489.01 0.00 3743.13-117/8 i! ------~-----+-----------------------~·, 3.093 67° 37°.43 15-11 7/8 ; I -----'------------,------------t-------------: i 0.00 37 43 17-11 7/8 ,! w1 1 o.ool 41,126.12i 30,729.73 0.00j 0 00 1-1.922 77 37.43 19-11 7/8 i: ----+-----+------'------'-----+------'-------t---------------i,' W12 o oo! 42,177.691 1/V 12 0.00 42,177.69! 41,126.121 30,729.73 0.Q0i 1.922.77 30,729.73 0.00, 1,922.77 I O 00 37 43 21-11 7/8 0.00 37.43 23-11 7/8 i; i 1.92277 37_43:25-117/8 1 1 W11 0.00 30,729.73 0.00 0 00 W10 0.00 41,126.121 W9 0.00 38,911.421 38,911.421 28,552.21 0.00 2.489.01 28,552.21 0.00 0 00 o.oo! 3,698.331 I I; 0 00 37.43;27-11 7/8 I : I 3,093.67 37.43 29-11 7/8 • : ' 0 00 37 43 31-11 7/8 We 0.00 24,823.86 vr 0.00 35,533.60'. VI/>; 0.00 35,533.60! 24,823.86 0.00 o.ooi 19,544.68 0.00: 4,907.65 o.oo: o ooj I 4,302.99 37.43 33-11 7/8 : 000 37.4335-117/8 ! 5.512 31 37.43 37-117/8 \/1/5 0.00 30,992.65; 19,544.68 Wt. o.ool 30,992.65! \/1/3 0.00 26,803.271 26,803.27] 12,714.67 o.oo: 6.116.97 12,714.67 o.ooi 0.00 0.00 o.ooJ I I , · 0.00 37.43 39-11 7/8 i. 1,' --+----+-----'---+----'---+------'-----+----'------+-------; ,--5,580.14 31.08;41-117/8 ;, 1,599 07' 31.:13:43-11 3/4 ;i I I I V1S 0.00 W2 0.00 27,014.92: 0.00 Standard Verticals Max Comp. 1,745.18 : Member Po~b ---[ ··Max Tension i ;1 __ V2 Interior 1_-_---0-.-00-:---~- ! I 0.00 0.00] 13,142.15 ---0.00 64.72i42-11 3/4 ;i ---L------·. Length 28.72 I I I I I I I I I I I I I I I I I !---STRESS ANALYSIS -PAGE 2 ',:_JlS>; ------,-------------··--------- ' JobName. -·--.-----~ ' Job Number: 98-0235 ASYMTEC -ROOF ' Date Run: 6/9/98 Location I Jo,sr Desr. upt,off CA_R_LA_S_B_A_D_._C_A ________ .._L...S_ho:~-~pan Cr!':!1~ 30K232/128 _ _ ~~?.rd Properties Chord Area Rx I -----~z Ryy y I I ' Q ---------Material TC 1.1875 ! 0.7695 0 ..+915 1.4400 0.7171 0 7031 I 1.0000 2F=21/2x21/2x.250 ____ c __ c _ __,__o_.6~~ Lq._6_2_08 _____ _,_ ___ ____,_ ___ _ 0.3951 1.2286 0.5603 0 2410 I 0.9522 i -I 23 = 2 X 2 X . 163 ·------------' ~.x!al and Bending ~nalysis . -I=. =b I Mom o; Inertia ,~~~~;o /LL .. ,.-, r -I 1\tlax Bridg BC: ._•,L j 1\1/a,, Buu~: , ~ 1.00 , 50,000.00 30,000.00 676.89 1350.70 . 117-4 3/4 24-6 718 ------' .. ---~ ---------·-I ---· ------ -:-op Chord Cneck I End Panel L:: First Panel LE Interior Panel , First Panel RE End Panel RE ; s:: Between Chords: L:=-9th 46.'.:0 23.88 24.00; 23.88 46.00 1.00 I I 329.83 187 50: ,; ·,n l'\leld Len 2X: Es-,::i1ng Load I . -329.83 0.5000 l 'I ·.='.::::========::: I ii Ax ai :...oad ! 27.014.~2 -42.177 69: -27,014.92 ,\,;5x Load Fillers TC: fa I 11,374.70 . ' 17,759.031 -11,374.70 63,675.04 Maximum K Ur I 93.eO : 31. 19/ 93.60 Ma-< Load no Fillers TC. I . I - Fa 14,538.02 . 27,004.531 -14,538 02 57,848.39 I F's-41,787.37 153,510.53! 41,78737 TCOAL!Ryy: . I . 397.0615 Cm 0.9183 -j 0.9537 I -0.9183 750.00j ac Stress: Panel Point Moment 5419.71 . -5419.71 24,566.84 M:::i :::anel Moment 4812.:9 I 375.00/ 4812.59 . -EC: L/Rz. ________ , ,, Pa-e! Point fb I 6871.~4 -950.85 I -6871.14 121.4796 I - M:::i Panel fb 2454.08 -191.22/ -2454.08 TC: Shear Stress: Fiilers 0 Oi 0 4,943.94 . - ' ===============\ ·1 :• --------1 18,709.881 BC: Shear Stress: Par.el Point Stress 18,245.84 . -18,245.84 9,458.36 1i ,, Mia Panel Stress 0.8856 ' 0.6645! 0.8856 . I -i --·-· ·-.. ··-I Web Design i -------------I ' ,----·-. ---. -'/ernber Web Tension i Allow Tension Web Comp ' Allow Comp VVeld . Qty ! Material -------- ,'/2 I -~1 1~15' 21,205.7: 0.00, 2,220.14 3 3 X Q._23~]_ ____ 1 !RM= round 1 ----~.:. _:_.c.:_l ·-";.: ,-,able Tensile Stress Red-uced 10% , __ ---T -------. ---- .'/3 I -::: DOI 14,531 2: 5,580.14 7,995 19 3 0 X 0.125 1 I 20 = 2 X 2 X .125 I ,'/4 I '3 11-S.97 6,183.57 0.001 1.072 , 4 38x0.109 1 j 10 = 1 X 1 X .109 ,, I ------,-------------~--------...---------------j I -::: 001 5,512.31 ! l20=2x2x //5 I 14,531.2: 7,973 88· 30x0.125 1 125 ,•r 4.9C:-65 6,183.57 0.001 1,072.74, I I 1 0 = 1 X 1 X . 1 09 I J'J '.;.0 X 0.109 I 1 ------;------,---------------------~...-----------------, //7 J.00 11,848.68 4,302.99! 4,663.11 ! 2.1 X 0.138 1 1 G = 1 1 /2 X 1 1 /2 X .138 i'/8 3.693.33 6,183.57 o.ool 1,072.74 I 2.3x0.109 1 10 = 1 X 1 X .109 i'/9 J 00 9,786.93 3,093.671 3,888.95, 2.0 X 0.113 1 1C = 1 1/2 X 11/2x .113 i -----t------t----'-----------:---------'---------jf------+-----------1 ,'/10 2 48~.01 6,183.57 o.oo! 1,072.74 20x0.109 1 i 1 0 = 1 X 1 X . 1 09 .-. ~ 1 i = ool 7,818.57 1,922.77: 2,142.43 .2 J X 0.109 I 1 !15= 11/4x11/4x.109 I I 1.922 77j 6,183.57 O.OO! 1,072.74 2 iJ X 0.109 i10=1x1x • l . L. I 1 109 ,"; 12 i 1 922.77/ 6,183.5, o.ooi 1,072 74; 20x0.109 1 I 10 = 1 X 1 X .109 I ' ------;----------------;;------,------------ :': "'I 1 ! -:::.oo 7,818.57 1,922.??i 2, 142.43-2.0x0.109 1 I 15 = 1 1 /4 X 1 1 /4 X .109 :'/10 2.48i01 6,183.57 o.ool 1,072.74: 2.0 X 0.109 1 i10=1x1x 109 /'/9 0.00 9,786.93 3,093.671 3,88~.95: 20x0.113 1 !1C=11/2x11/2x.113 -------,,-----------------+-----------1-------;-----------1 i --------Jf----------...:.......--------:---------,------+-------;--------------:! l --------Jf----------...:.......------'---+---'--'-...:.......------+-------;-----------· i NB 3.698.33 6, 183.57· 0.00 1,072.74 2.3 X 0.109 1 j 10 = 1 X 1 X .109 ,I t-17 J.00 11,848.68 4,302.99 4,663.11: 21x0.138 1 J 1 G = 1 1 /2 x 1 1 /2 x .138 I ------;'-------+---...:.......------'----!----'-----------+-------!----------- t-15 4.907 .65 6,183.57 0.00 1,072 74 3 0 X 0.109 1 : 10 = 1 X 1 X .109 //5 :; 00 14,531.25 5,512.31 7,973.88 30x0.125 1 ; 20 = 2 X 2 X .125 N4 '3.11-S 97 6,183.57 0.00 1,072.74 38x0.109 1 ! 1 0 = 1 X 1 X . 1 09 N3 J.00 14,531.25. 5,580.14 7,995.19; 3 0 X 0.125 1 j20=2x2x.125 N2 I 13,142.15 21,205.75. 0.00 2,220.14 i 3 8 X 0.230 1 RM= round 1 '• All"wab!.e...Iensile Stcec:s RedJJced 10% -· --- ,, I ------,,-----------------+-----------1-------,-----------1 -----i,---------...:.......-------+-----------+------;-----------1; ., -------~·j ------ V1 0 7,818.57, 1,999 3,097.571 2.0 X 0.109 1 15=11/4x11/4x.109 \/2 I ol 6,183.57, 1.475 I ·1.821 72: 2.0x0.109 I 1 l10=1x1x 109 I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 1 Job Number: 98-0235 ' Job Name: ASYMTEC -ROOF ..·c,si Di:::s. ::: .;r ;_=,~a/ion. CARLASBAD,CA Short Span Crimp 30K232/128 ------- Geometry E~-~::::t::::e~=j~=h==];\;~;":fti;~~; .. i Variable Left End Right End 11 BC Panel 5-0 5-0 I! TC Panel 4-0 4 0 _-o 11 718 _...,... __ ~~-. -_'""'"·_\_~::/~------~-_-:_-_-~-- j '.~F_ir_st_H_a_lf __ --+-l 0_-_1 _1 _7_/8 ____ ----J • \__ First Diag. i 5-11 7 /8 5-11 7 /8 : ~~~---· Depth·----130.00 __ 30 00 I , _L~~.9s _ _ ___ _ _________________ _ i Uniform Load 1n TC (plfJ 232.00 Concenn,:ea Loaa -;-: .@ 2'.:-11 7/8 (lbs1 j, Concentrated Load TC@ 23-11 7/8 (lbs) 250.00! Additiona, Snear in Vvebs : ·Additional Bending in TC (lbsJ 250.00! Additional ::ending 1n 2C t!bs1 ' Date Run: 6/9/98 ,~;:: ------__ ..__ __ __, ------------~ I ------------' 500.00 375.00 · 250.00 ------------ 1 TC Axial Load (lbs) 8,700.001 Stress Analysis Summary --: Int. Panel TC I Ma.< Panel BC .=leact1onLE I Reaction RE ·.·mun:.,·~· ··-:=· j;';:o;~~=t I Max BC Tension I :24.00 48.00 5,901.92 5,901.92 1,475.48 30,567.84 ----------I I I: Member I TC Tension TC Compresion BC Tension BC Corr.~~esionl 1/vec Ter.s,on Web Comp jWeb Length PP Dist. ,· I i; W2 : 0.00 14,746.38 0.00 J.ool 13 G8S 58 o.ooi 64.79 0-2 I Ii V1S ' 0.00 14,535.85 0.00 :::.ooi :::.oo 1.597 821 31.27 4-0 I I W3 j 0.00 14,535.85 12,647.68 J.00 0 00 5.575.86 31.22 5-0 I' I I! W4 I 0.00 18,703.15 12,647.68 J.00 6.103.74 0.00 37.55 5-11 7/8 W5 I 0.00 18,703.15 19,441.72 ::.oo 0.00 5.500.39 37.55 7-11 7/8 ' 1: W6 I 0.00 23,220.18 19,441.72 ::: 00 4 2S7".04 0.00 37.55 9-11 7/8 I !' = 'Jo: J W7 : 0.00 23,220.18 24,693.09 '.:: 00 4 293.68 37.55 11-11 7/8 I· I ,, I : W8 0 00 26,740.27 24.693.09 = :o 3 ~~= 33 O.OOi 37.55 13-11 7/8 W9 0.00 26,740.27 28,401.791 = :::o = '.)O 3 G86 98i 37.55 15-11 7/8 ,. W10 0.00 29,677.651 28,401.791 : '.::O· 2 Lf?. 63 o.oo: 37.55 17-11 7/8 I .. W11 0.00 29,677.65! 30,567.841 : JO. : :JO 1.~1861 . 37.55 19-117/8 W12 0.00 31,072.361 30,567.84j : J01 A ~-3 51 0 OOi 37.55 21-11 7/8 ! W12 0.00 31,072.36! 30,567.84! = ::o: ; ~--2 61 0.00! 37.55 23-11 7/8 ' 29,677.651 30,5.67.84 I : ClO! 1.918.61 j I: ,, W11 0.00 ::: 00 37.55 25-11 7/8 ' :, : .JQ) o.ool : ; I W10 i 0.00 29,677.65 28,401.79 2..<!23 63 37.55 27-11 7/8 1, ,, W9 I 0.00 26,740.27/ 28,401.79 :: ~Q: :: 00 3 086 981 37.55 29-11 7/8 I, i I I •i W8 0.00 26,740.27! 24,693.09. = :;o. 3 ~~= 331 o.oo: 37.55 31-11 7/8 I• I' 23,220.18! 24,693.091 ,I :• W7 0.00 : '.:O ::: ·JOI 4 293.68I 37.55 33-11 7/8 ' i W6 0 00 23,220.18! 19,441.721 : JO e ::~-04I 0 oo: 37.55 35-11 7/8 : I, W5 : 0.00 18,703.15: 19,441.72! : :'J = Joi 5.SC0.391 37.55 37-11 7/8 ,. I I ! W4 0.00 18,703.151 12,647.68 = :::o ~-:374 0 00! 37.55 39-11 7/8 I I W3 0.00 14,535.85 12,647.68 :; JO. : 00 5.575.86i 31.22 41-11 7/8 I, I 1, I V1S I 0.00 14,535.85 0.00 : :;o: 31.-27 43-11 3/4 ! ; ::: 00 1 597 82 I W2 I 0.00 14,746.38 o.ool :: :;o . --3:2-558 0 001 64.79 42-11 3/4 I --- Standard Verticals I I ---i I ' 1: Member ! Position Max Tension Max Comp. Lengtr --·--I V2 Interior o.ooj 1.744.36! 28 3- I '--· -I I I ·- I I STRESS ANALYSIS -PAGE 2 -----~-----------· ------------~------ ' Job Name: I Date Run: ASYMTEC -ROOF 6/9/98 Job Number. 98-0235 ' Mark: J21 -----'-----' I Q Maten al 0]578 09808 :24=:\2X 176 : TC 0.6730 06189 0.3944 1.2318 0.5650 I i: BC O 62_54 __ ?·6_2_0_8~_0_.3_9_5_1~_1_.2_2_8_6~_0_.5_6_0_3 .. I ~~ial and Bendin~ Analysis _ ·-·--------------- 02410 09522 :23=2,2x.163 --. ---·-··---. _______ __, 1 j: K lh 'rb: 'Mom of fnettia I LL 2.::; ; L?o _10.000.0~---=3=0=,o=o=o=.o=o==;::==5=4=1=.0=1==-==2=s=o.=3=3 , Top Chord Check End Panel LE First Panel LE ! Interior Panei :::,r;;t Panel RE End Panel Re. I 1.· • Length 46 CO 23.88: 24.CC · · •• 1·\·eid Len 2X: Bending Load 329.83 -i 187 :0 -329.2~ 0.5000 1 _.A_x_1a_l _Lo_a_d _________ 1_4.;....,7_4_6_.3_8+-__ -___ ! __ 3_1._o-_12_._36 ____ -_____ 1_4_. 7_4_6_.3_E. . -.,--,-L=oa=d===,lle=rs=r=c=.-====.; 23.:38 1.00 I I I I I I I I I I I I I ;fa 10,955.32 -23,084 14 -i 10.955.32 33,819.45 I I ' . --------,Maximum KL/ r , 74.32 -38.'7'8. -' 74.32 "a<LoadnoFillersTC: i e-i F-a-----------'-i--1-9-,8-7-1-.6-8+---_----+---25-,-55_4 ___ 36-,---_ ---;-:--1-9-,8-7-1-.6-8 _2__;9,_44_3_·4_6 ____ __ e-i F_'e _________ , __ 2_7.;....,0_3_3_.8_1+-__ -_____ 99-',_3_11_._69_, ___ -___ ' __ 2_7.:....,0_3_3_8_1 ~~:1r:r ; I i Cm 0.8784 -0.9070' -0.8784 ===============: / 1--· ---------------+-----+-----------------::::: Stress 11 ,_ P_a_n_e_l P_o_in_t_M_o_m_e_n_t ______ 5_4_1_9_.7_1+-__ -__ -.:.... ___ 75_0_._oo ____ -_____ 5_4_1_9_.,_~ 24,437.42 1 I ,:MidPanelMoment 4812.59 -: 375.00 -4812:~· =.-::uRz !Panel Pointfb 15083.41 -I 2087.30 -15083 4~ =1=21=.4=7=9=6=========' ;M1dPanelfb 5273.33 -; 410.90 -5273.33 ·::shearStress: : : Fillers 1 -6 -• 8· 7 56· 15 , ::::: Shear Stress: 1PanelPointStress , 26,038.73 -25.171.44 -26.038.73 9.447.57 ;Mid Panel Stress i 0.8160 -0.9198 -0 816C' _______ __, ----------- Web Design , Member I Web Tension ! Allo~ Tension ' Web Comp ! Allow Comp --Weld -------·· : W2 j 13,086.58_ 21,205.75 o.ooj 2.153.74 --------, Qty Material , 1 ~ ~XO 230 1 RM=·:.-'.J1 -------, i *Allowable Tensile Stress Reduced 10% 1 ,. \N3 J --0~6~. ----1'-4--',5-3-1-.2-5-----5-,5-7-5-.8-6~--7-_-8-82.2L! : J x 0.125------1 ----2() = :Z • : ; -1-25 ______ : : , W4 ! 6.103.74: 6,183.57' 0.00 1.036 35 : 3 x 0.109 1 10 =, , , 1-109 I W5 1 ooo· 14,531.25 5,500.39 7.868.92 ~'.Jx0.125 1 20=2,2.c125 W6 I 4.89704 6,183.57 0.00 1.036.35 ~'.)x0.109 1 10=','1109 j:===W==7===========0.=0=0=1===1=1~,8=4=8=.6=8=,=====4,=2=93=·=68======4=,5=0=4=.9=5==-=;=1=x=0=.1=3=8=====1===1=G====1 =-=2=x=1=1=/=2=x=.1=3=8=====! , W8 3,690.33! 6,183.57! 0.00 1,036.36 23x0.109 1 ·10=1x'x.109 l!~_W:..:....:.9_-1-____ o._o_o,._i __ g....:.,7_8_6_.9_3~: __ ~3,'-0_86_._98-1---3~,7_5_7_.0_4_2_._o_x_o_.1_1_3 ___ 1_:_1_c_=_,_-_2_x_1_1_12_x_.1_1_3 ___ ! J :--..:.w __ 1 o;__~ ___ ?....:.,4_8_3..:..6_3..:.: ___ 6-'-, 1_8_3_.5_7....:.: ____ o_.0_0-1-__ 1 ,._, o_3_6._3_6 __ 2 _J_x_o_1_0_9 ___ 1 __ 10_=_1_,_-_1-_1_0_9 ____ _ I W11 I 0.00 7,818.57' 1,918.61 2.069.75 :::.Jx0.109 1 15=·-~1-11/4x.109 : ·===w==12===;=====1=,9=1=8=.6=1=1=====6=, 1=8=3=.5=7=·========0=.0=0======1 =·0=3=6-=3=6===2 ='.l=x=o=.1=0=9=====1====1 o====·=·=-==-< =· 1=0=9========== , __ ,/1...:.1_12=---!...i __ 1...: __ 9_1 s_._6_1 · ___ 6....:.,_18_3_.5_7 _____ 0_.o_o+-__ 1_.0_3_6_3_e __ 2_·J_x_o_._10_9 ___ 1 __ 1_0_=_·_, _-_1_1_0_9 ____ _ ,_..:.~..:.1_11--~: ____ o_.0_0 ___ 7....:.,_81_8_.5_7 ___ 1,._,9_1_8._6_1+-__ 2~,o_s_s_,_s __ :_J_x_o_1_0_9 ___ 1 __ 1_s_=_·_-_~_1-_1_1_~_x_.1_0_9 ___ 1 j _ _:_w __ 10.:.._-4--l ___ ?~,_48_3_._63_!;_ __ 6....:.,_18_3_.5_7~•----o_.o_o+-__ 1~,0_3_6_3_6 __ :_J_x_0_._10_9 ___ 1 __ 1_0_=_-_,_,_-_1-_1_0_9 _____ 1 1 W9 o.oo: 9,786.931 3,086.98 3,757.04 2.'Jx0113 1 1C=1'2.x11/2x.113 I _ _:__:....::___j__ ___ ::..:...:....:...;__ ___ ~-----'----'-----.+----'----------------------- \/\j8 3,690.33! 6,183.57! 0.00 1,036.3S 2 3 XO 109 1 10 = 1 <, X 109 W7 0.001 11,848.68: 4,293.68 4,504.95 2.1x0.138 1 1G=1'2x11/2x.138 \ W6 4,897.04: 6,183.57' 0.00 1,036.36 '.: 'J x 0.109 1 10 = 1 1 , 1-109 j! __ W_5_-'--___ o_.o_o_i __ 14~,_53_1_.2_5_. __ ~5,_5o_o_.3_9-+-__ 7_._86_8_.9_2 __ 3_J_x_o_.1_2_5 __ 1 __ 20_=_2_,_2_1-_._12_5 _____ , ~ ,. W4 6,103.74: 6,183.57i 0.00 1,036.36 ~Bx0.109 1 10=1;.'1-.109 W3 0.001 14,531.251 5,575.86 7,882.24 30x0125 1 20=21-2x.125 I I W2 13,086.581 21,205.751 0.00 2,153.74 38x0.230 1 1RM=ro"r:d1 ! ------~----·--------1 Allowable..Iensile..stress.Reduced 10% i V1 I 01 7,818.571 1,598 2,984.24 20x0.109 1 :15=11/4x11/4x.109 ;_v_2 __ I ___ QL 6,183.571 1,475 I 1,752.33 2'.Jx0.109 1 10 = 1 I. ~ X .109 I I I I I I I I I I I I I I I I I I I ·-- Jr-STRESS ANALYSIS -PAGE 1 L. ~ ·····:::::----_ -:m .. · Job Number: I Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/10/98 Location-I Joist Desc11pt1on l~;;k: f.. \ ~ t. CARLASBAD,CA Shor_t Span C::_i:-i_mp 30K232/12~-----~-:------::---=--~----:-:.._ ----·- Geometry I -,------------I : Base, ~--~,r. ]' \ ~,wir" ~,-····· I Joist De,c:· I Efective Deptn I~~ ;';~ti:,:,. Is11ape. !1 ' ....... ~-. ' -~ . '':.' _ ....... : 46-8 1 /2 ~6.±_!/~--30.00 28.87 I Parallel Chords --. ,, .. --------- ~',.JV7·1: I Variable Left End Right End I iBC Panel 5-0 5-0 iTc Panel 4-0 4-0 ------------· .. ..:-.. .·\V\ ,/\v· -............, ·, ' , First Half 0-4 1 /4 0-4 1/4 . . . --------- 1 , First Diag. 5-4 1/4 S-..11/4 ' I 30.00 3C.OO i ., .Depth ___ ,. -·------... •: I I I Loads i 1------· ----· -----------I 1 Uniform Load in TC (plf1 232.00 · Concentrated Load TC@ 23-4 1/4 (lbs/ 500.00 , Concentrated Load TC@ 23-4 1/4 (lbs) 250.00 iAdditional Shear in Webs I 375.0CJ \Additional Bending in TC (lbs/ 250.00 !Additional Bending in BC (lbs) ! 250.00 I Ire Axial Load (lbs/ 8)00.00 Stress Analysis Summary I tnt Psre1 ";"'C I M,; < Pare/ BC i'leact1onLE I Reaction RE: I Mmrm;;m ~Ilea, I Max TC 2omp I Max BC Tension I 124.00 48.00 5,754.50 5,754.50 1,438.63 29,533.30 29,028.77 !; ··---·--· ----.... I Member TC Tension TC Compresionl BC Tension BC Compresion Web Tension Web Comp iWeb Length PP Dist. .. I ' ' W2 0.00 14,524.301 0.00 0.00 12,755.80 o.ooi 64.79 0-2 .! I j V1S 0.00 14,336.741 0.00 0.00 0.00 1.557.91! 31.27 4-0 ' ' I W3 0.00, 14,336.74 11,108.62 0.00 0.00 5.137.85j 29.19 5-0 ., W4 0 00 17,548.85 11,108.62 0.00 6,103.74 o.ool 37.55 5-4 1/4 : I : i W5 0.00, 17,548.85 17,902.65 0.00 0.00 5.500.391 37.55 7-4 1/4 i W6 0.00 22,065.88 17,902.65 0.00 4,897.04 o.oo! 37.55 9-41/4 ! W7 I 0.00 22,065.881 23,154.02 0.00 0.00 4.293.68! 37.55 11-41/4 W8 ! 0 00 25,425.9' 23,154.02 0.00 3,690 33 o.oo: 37.55 13-4 1/4 W9 0 00 25,425.9" 26,862.73 0.00 0.00 3 086.98: 37.55 15-41/4 W10 I 0.00 28,138.58 26,862.73 0 00 2,483.63 0.00 37.55 17-4 1/4 V\/11 0.00 28,138.58: 29,028.77 0.00 0 00 1.880.27' 37.55 19-4 1/4 V\/12 : Q 00 29,533.3Ci 29,028.77 0.00 1.870.68 0.00· 37.55 21-4 1/4 I W12 ; 0.00 29,533.30: 29,028.77 0.00 1,870 68 o.oo: 37.55 23-41/4 I V\/11 ' 0.00 28, 138.58j 29,028.77 0.00 0.00 1.880.271 37.55 25-4 1/4 I W10 ! 0.00 28,138.58! 26,862.73 0.00 2.483.63 o.oo: 37.55 27-4 1/4 I W9 i 0.00 25,425.91 · 26,862.73 0.00 0.00 3.086.98i 37.55 29-4 1/4 ; W8 ! 0.00 25,425.9~ · 23,154.02 0.00 3.690.33 0 00 37.55 31-4 1/4 i 1/1/7 ' 0.00 22,065.88 23,154.02 0.00 o.ooj 4 293.68 37.55 33-4 1/4 I I I W6 i 0 00 22,065.88· 17,902.65 0.00 4.897.041 0.00 37.55 35-4 1/4 j: 1/1/5 0 00 17,548.85 17,902.65 ! 0.00 o.ool 5 500.39 37.55 37-4 1/4 V\/4 ' 0.00 17,548.85 11,108.62 0.00 6.103.74 0.00 37.55 39-4 1/4 ' W3 i 0.00 14,336.74; 11,108.62 0.00 0.00 s.137.85; 29.19 41-4 1/4 I V1S ! ' 0 00 14,336.74! 0.00 0.00 0 00 1 557.91 3'1.27 42-8 1/2 i W2 I 0.00 14,524.301 0.00 0.00 12,755.80 0.00! 64.79 41-8 1/2 I : .. -- ' Standard Verticals -·- i Member Position Max Tension I Max Comp. Length : V2 Interior 0.001 1,736.67 28.87 : .. I I I I I I I I I I I I I I I I I I I 1-;1-'..~~~ : _ ~/or:1 STRESS ANALYSIS -PAGE 2 Job Number: 98-0235 I JobName: ASYMTEC -ROOF Localton CARLASBAD,CA [ Date Run: 6/10/98 1_,.; ____ ------_-_ -----, .. 1::r ----------'-----' Chord Prop~rties _ _ . __ Chord , Area Ryy I . --------· .. . . ·-------~ Rx Rz y Q Material TC : 0.6,30 0 6189 C 3944 1.2318 I 0.5650 0 :2578 0.9808 24 = 2 X 2 X .176 0.6254 0 6208 -----~---------· BC C 3951 1.2286 I 0.5603 _ 0 2410 0.9522 23 = 2 X 2 X .163 Axial and Bending Analy_!i~ ---------~-----~-- I Fb· I Mom of Iner.= I" 2" 30,000.00 541.07 304~01 1.00 = 50.000.00 -~----·----- Top Chcrd Check End Panel _f: First Panel LE Interior Pane, Fust Panel RE End Panel RE Sap Between Chords. -L--t-h_,__ __________ 4_c_J_o ____ 16-2:c-_____ 2_4_c_o----,-6-.2-5-r-----4-6_o_o -1-·0-0--------1 eng ,um Weld Len 2X: Bending Loaa 329 33 -18-:-::: -329 83 o.5000 -Ax-ia-1 -Lo=a-d _________ 1_4_,5_2_4_3_0+----_-----2-9-. 5-3-3-.:--=---_---.!--1-4-.5-2-4-.3-0 M.,---=-<=L=oa=d=F 1 = 1 ,e=,s=T=c.=· === · fa 10,790 33 -21,940.-:-5 -10,790.33 33,819.45 -------------'---+-----------------+----------------' MaximumKL/r 7432 -38.18 -74.32 MaxLoadnoFillersTC· _F_a ___________ 1_9-,8-7-1.-6-8+----_-----2-5-,5-5_4_3_6 ______ --t---1-9-,8-7-1-.6-8 _2_9.:....•4_4_3._4_5 ____ --1 TC OAL/Ryy: F'e 27,033.91 -99,311 69 -27,033.81 451.7881 Cm 0.8803 -0.9116 -0.8803 ===============:::'. ---------------+-----------------+------BC Stress. Panel Point Moment 5622.45 -750.Q0 -5622.45 23,207.02 ---------------+------------------r------- M id Panel Moment 4730 .d.6 -375.C:0 -4730.46 BC L/Rz. PanelPointfb 1564733 -2087.30 -15647.63 121 .4796 ---------------+-----------------+-------=============== Mid Panel fb 5183 35 -410.90 -5183.35 TC Shear Stress: -F-il-le-rs-------------1+----_--------L---_----r------1 8•519·62 BC Shear Stress: Panel Point Stress 26,437 96 -24,028 05 -26,437 96 9,192.36 '---------' Mid Panel Stress 0.8011 0.8749 0.8011 ---------~---------------~------- ~eb Design ____________________ _ Member Web Tension A.llow Tensic'1 Web Comp Allow Comp ·-· ~--,---·. ···---Weld I Qty I Material 0.00 2.153.-:-~ W2 12 755.8C 21,205 -51 • Allowable Tensile Stress Reduced 10% 3 7 x 0 230 : 1 'RM = round 1 -----____ .!___ ---------' ...:C..:....:C....:.-"-'-''--~--------- W 3 000 -11,848.:3j W4 e.103 74 6,183.:71 W5 0 oc 14,531 251 W6 4.897.04 6,183 :7 W7 0.00 11,848.:8 W8 3.690 33 6,183.57 W9 0 00 9,786.93 W10 2 483 63 6,183.57 W11 0.0C 7,818.57 W12 1.870.68 6,183.:7 W12 1 870.68 6,183.57 W11 0 oc 7,818.:7 W10 2.483 63 6,183.57. W9 0.00 9,786.93 W8 3 690.33 6,183.57 W7 0.00 11,848.68 \f\/6 4 897.04 6,183.57 W5 0.00 14,531.25 W4 6.103.74 6,183.57 W3 0.00 11,848.68 5,137.85 5.177 2: 0.00 1.036.35 5,500.39 7.868 92' 0.00 1.036 35 4,293.68 4.504.9S 0.00 1.036.35 3,086.98 3.757.04 0.00 1.036.35 1,880.27 2.069 ~5 0.00 1 035 35 0.00 1.035 35 1,880.27 2 O~~ --. C':1 i": 0.00 1.036.35 3,086.98 0.00 1.036 35 4,293.68 4.504.95 0.00 1.036.35 2 5 X 0.138 I 3 8 X 0.109 , 3Jx0125 ! ' :'.:Dx0.109: ;::, 1 x 0 138 l 2.3xo.109 I 2oxo.113 I 2oxo.109 I 2 0 X 0.109 ! 2.oxo.109 I ~:J X 0.109 1 2Jx0109 i :2.0x0.109 2'Jxo.113 I 23x0.109 i 2.1 x 0.138 / 3'Jx0.109 l 5,500.39 7.868.92 3 J X 0.125 : o.oo 1.0363e 38x0.109 I 5,137.85 5.177.20 2.5x0.138 I 21,205.75 o.oo 2,153.74 37xo.230 I ----'------------'-----'--------~'-----W2 12.755.80 ~ lo. wa ble.Ie osile. S tces s.Re.d 11 c e d 10% V1 I o 7,818.57 1,558. 2,984.24 2oxo.109 I V2 l 0 6,183.S?j 1,439 1,752.33 2'Jx0.109 l i 1G = 1 1 /2 X 1 1 /2 X .138 !10=1x1x.109 :20=2x2x.125 ' i 10 = 1 X 1 X .109 1 G = 1 1 /2 X 1 1 /2 X .138 1 0 = 1 X 1 X .109 1C=11/2x11/2x.113 I 1 0 = 1 X 1 X .1 09 ! 15 = 1 1 /4 X 1 1 /4 X .109 j 10 = 1 X 1 X .109 · 10 = 1 X 1 X .109 ; 15 = 1 1 /4 X 1 1 /4 X .109 : 10 = 1 X 1 X .1 09 ;1c = 11/2x 11/2x.113 : 10 = 1 X 1 X .109 : 1 G = 1 1 /2 X 1 1 /2 X .138 '. 10 = 1 X 1 X .1 09 :20=2x2x.125 ' 10 = 1 X 1 X .1 09 11 G = 1 1 /2 X 1 1 /2 X .138 I RM = r_o_un_d_1 _____ -""" I 15 = 1 -1 /4 X 1 1 /4 X .109 I 10 = 1 X 1 X .109 I I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL 2.000 in 0.176 in. 50.000 ks, 1.000 in 1.000 46.000 in 14,524.30 lbs. 8,700.00 lbs. 232.00 lbs., ft. 3.00 in 1.00 No filler A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e = Cm= Panel point<= 0.6 Fy = 30.000.00 psi ( fa + fb ) / 0.9= 2· .537.50 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.98 OK JOIST NAME: 301<232/128 MARK: J22 ONE ANGLE 0.673 in'·::: 0.258 1n'·4 0.619 in 0,105 in'4 0.394 in 0.565 in 0.981 1.73 in 20.138.57 lbs-in. 17,901.34 lbs-in. 4,340.79 psi 15,042.95 psi 9.856.58 psi 30,000.00 psi 116.63 108.04 10,977.36 psi 10,977.36 psi 0.88 .l.,t = itx = rtx = Panel P. Stx = Mid Panel Stx = With filler Kl rx = Cc= Fa= Fe= Cm= PROPERTIES: 3 3.!5 in'2 ~ 3~: in'4 o c31 in 1 339 in'3 1 816 in'3 SEE NEXT PAGE: ::5.34 '.08.04 23.132.09 psi 4& -:-s3. 78 psi 0 97 Panel point<= 0.6 Fy = 30.000.00 psi (fa+ fb) / 0.9= 2i.537 ::0 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= C 51 OK I I June 17, 1998 I I Shape: Shape: Shape: L L PL u 2.000 u 2.000 w 2.000 H 2.000 H 2.000 T 1.000 I T 0.1.76 T 0.1.76 X 1.000 X 0.000 X 1..000 y 0.250 y 3.000 y 3.000 oc: 90.000 oc: 1.80.00 oc: 270.00 oc: 90.000 I A 0.673 A 0.673 A 2,000 Yhar -0. 565 Ybar -0. 565 Ybar 1..000 Xbar -0. 565 Xbat· 0.565 Xbar -0. 500 Ix 0.258 Ix 0.258 Ix 0.667 Iy 0.258 Iy 0.258 Iy 0,1.67 I Rx 0.619 Rx 0.61.9 Rx 0.577 Ry 0.61.9 Ry 0.61.9 Ry 0.289 Rz 0.394 Rz 0.394 e 225.00 e 31.5,00 I 0 A 3.346 Wgt 1.1..377 Ybar 1..727 Xbar 0.500 I Ix 2.31.2 Iy 2.209 Iw 2.31.2 Iz 2.209 Ixy 0.000 I ---------------------1-------------------------------------· Rx 0.831. Ry 0.813 Rz 0,81.3 e 90.000 I -- I ' 0------------A--- I I I I I I I I I I I I I I I I I I I I I I I : I I i I ' r ~ ..... STRESS ANALYSIS -PAGE 1 -----,-----------·--··--·------ ' Job Name: Geometry-·-_ ==s~ _;:,·g:n 1 .1 .1rkmf: L::r.:·• 3~_:-8 7!.!_ __ . _!38-4 7/8··- ----------·----· Variable I Left End BC Panel !4-4 TC Panel 3-4 First Half .1-0 1/2 First Diag. 5-4 1 /2 Depth 26.00 ·-----· -- Loads .Jee Number. 98-0235 CARLASBAD.CA R:ght End. 4-4 i 3-4 1-8 1/2 ::-4 1/2 25.00 ASYMTEC -ROOF : Eiective De::::·· ; 24.89 =::-:Par-... ~ 8@4-0 ------------------------------ ,---------!Sllape I Parallel Chords ·---·-~---~ _. Uniform Load in TC (plf) 248.00 Concentrated Loaa T,::@ 19-4 1/2 (lbs) --------'-'---'------------Con cent rated Load TC@ 19-4 1/2 (lbs) 250.00 Additional Shear in vVebs --------~---~-------, Additional Bending in TC (lbs) 250.00I Additional Bending 1n ac (lbs) _T_C_Ax.-ia_l_L_oa_d_(_lb-s~J-----------8,-7-00-.-o-,o! --------~-· -· -----~------------'------' . --~----. -, I Date Run: 6/10/98 J23 ' Mark: ·-----'------' ·-· ·------- 1 ······=======:==: 500.00 375.00 250.00, M~mber I TC Tension TC Compresion BC Tension :sc Compresion, V'!eo Tension Web Comp. •Web Length PP Dist. VV2 i 0.00 13,674.29 o.ooi 0.00: 11.489.47 0 00; 55.85 0-2 \/1 S ! 0.00 13,440 73 o.oo: o.oo· 0.00 1,425 88. 27.63 3-4 •/1/3 o.oo: 13,440.73 11,279.68 j 0 oo. 0.00 5.006 39; 27.85 4-4 VV4 o.oo: 17,586.82 11,279.68 i o.ooj 5,518.93 0 00 34.57 5-4 1/2 \/VS o.oo: 17,586.82 17,740.19; 0.00, 0.00 4,829.86: 34.57 7-4 1/2 V\/6 0.00; 21,714.71 17,740.19! o.oo; 4.140.80 0.00 34.57 9-4 1/2 '/1/7 0.00' 21,714.71 22,287.39' o.oo· 0.00 3,451.73 34.57 11-4 1/2 NB 0 00 24,407 521 22,287.39 0.00 2.762 66 0.00 34.57 13-4 1/2 /'/9 0.00 24,407.521 24.921.28 0.00 0.00 2,073 60 34.57 15-4 1/2 ,'/10 0.00 25,665.:51 24,921.28 0.00 1,784.30 0.00 34.57 17-41/2 t/10 0.00 25.665.:51 24,918.59 0.00 1 784.30 0 00 34.57 19-4 1/2 -N9 , 0 00 24,403.531 24,918.59 0.00 0.00 2,077.47 34.57 21-4 1/2 NB 0.00 24,403.53 22,279.32 0.00 2.766 54 0.00 ~4.57 23-4 1/2 '/V7 0.00 21,706.65 22,279.32 0.00 0.00 3,455.60 34.57 25-41/2 '·/1/6 o.oo· 21,706.65 17,726.751 0 00 4.144 67 0.00 34.57 27-4 1/2 o.oo· 17,574.73 17,726.75' 0 00 0.00 4,833.73. 34.57 29-4 1/2 1/1/4 0.00 17,574.73 11,260.87' 0.00 5 522.80 0.00. 34.57 31-4 1/2 N3 0.00 13,426 C3 11,260.87 0 00 0.00 5,008.06' 27.85 33-4 1/2 /1S 0.00 13,426 C3 0.00 0.00 0.00 1,423.09 27.57 35-4 7/8 //2 0 00 13,656.72 0.00 0 00 ; 1.466.91 0.00 55.74 34-5 -------·------- Standard Verticals ----- Member i Position Max Tension Max Comp. Ler.gth '•/2 i -------~---------·· ·-----~--~------Interior 0.00 1,748.60 24.89 I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 2 -----~-------------------- I JobName: ----------~ Job Number: 98-0235 ASYMTEC -ROOF Location: CARLASBAD. CA Chord Properties --Chord I Area----. ------~--------- Rx Rz ' Ryy y TC i 0.6254 0 6208 C 3951 1.2286 0.5603 BC i 0.5516 J 6236 C 3963 i 1.2238 0.5530 Axial and Bending_ Analys~~ K 1~· 1 ·b I ;;;~~Inertia I LL 240 1.00 50,000.00 ;0,000.00 359.58 ------_j_ ---------------- Top Chord Check End Panel :..:: First Panel LE Interior Pane, Length 38 JO 24.5C 24.C:: Bending Load 366 .:!2 431.67 435.5:: Axial Load 13,674 29 13,440.72 25,665.5: fa 10,931 89 10,745.17 20,518.29 Maximum K L/r 61.22 62.01 38.6e Fa 21,674.22 21,548.89 24,896.40 F'e 39,849.64 95,864.87 99,900.85 Cm 0.9177 0.9664 0.9178 Panel Point Moment 4091 91 4819.90 1742.00 Mid Panel Moment 3655.50 161.82 871 00 Panel Point fb 12222.52 14397.00 5203.3~ Mid Panel fb 4248.99 188.09 1012.41 Fillers 1 0 ,, Panel Point Stress 23,154.42 25,142.18 25,721.64 Mid Panel Stress 0.6925 0.5058 0.8651 ---· --· . Web Design ____ ----~---------- Member Web Tension Allow Tensicn Web Comp Allow Comp W2 11.489.4-;-16,235.::5 ----~--~---------0.00 1.762.7' • Allowable Tensile Stress Reauce'-d_1_0_o/c_o_~---------·w3------,::-oc -10.781 251 5,006.39 5.254.Ll': W4 5.518.93 6,183.:7 0.00 1,268.1 1 W5 O.OC 10,781.25 4.829.86 4.985.7C: W6 4.140.80 6,183.57 0.00 1,268.1' W7 '.:J.00 9,786.93 3,451.73 4,501.54 W8 2.762 66 6,183.57 0.00 1,268.11 W9 0.00 7,818.57 2,073.60 2,532.61 W10 1.784 30 6,18357 0.00 1.268.1: W10 1.784.30 6,183.57 0.00 1,268.1" W9 O.OC 7,818.57 2.077.47 2.532.6' W8 2,766.54 6,183.57 0.00 1,268.1' W7 0.00 9,786.S3 3.455.60 4,501.5t W6 4,144.67 6,183.57 0.00 1,268.1 '1 W5 ' 0.00 10,781.25 4,833.73 4,9~5.70 W4 5.522.80 6,183.57 0.00 1,268.11 W3 0.00 10,781.25 5,008.06 5,254.46 W2 11.466.91 16,235.65 0.00 1,769.70 * Allowable Tensile StressReauced 10% -----. --------------- V1 0 6,183.57 1,423 1,993.5-:- V2 : _____ 0 ___ 6'-, 1_8_3._5_7~ __ ......:1,_2_84 ___ 2..c..,4_4_7_.4_7_ • Eccentricity Check -OK I DateRun: 6/10/98 J23 --l fvlark: ------~--~ ------. I Q Material :"' 2410 :: 9522 23=::.·,2x 163 · _ ..:145 : 8979 21 = ::_ , 2 X 143 -------------------~ I ---------jLL ::-. -l ~':}~ ~is-::-----1 ;;\a;fl ac: : 3_59:58 ---------------~---~----··--- =-rst Pane. =s.::: End Panel R:: 33p Between Chords· --38 == 1.00 ----'-im Weld Len 2X: 4:_:2_ ~2. 366 ...:;: 0.5000 13 4:': : ': 13,656 -= -Max Load Fillers TC: 10_733 .. 1..1 10,917 8: 29,830.57 51 ~~ 61 22 ,\J/ax Load no Fillers TC: 21.599 22 21,67422 26,088.62 96.850.':2 39,849 s..1 TC OAL/Ryy: 375.1185 0 c:::::::;; 0.9F3 --.J_, _ _, acstress· 482"7" 2: 4089 2...: 22,592.00 14-=-:: 3656 :: ac L!Rz 144,8 ~: 12214 :...: 121.1055 ... 1--...::: 4250 2: T Shear Stress: -8,214.22 -9.C Shear Stress: 25,152 .c.: 23,132.3~· 9,352.63 0.:J\-.:: 0.69;: ----------- Weld ---Qty-f--Material I ; ':, X 0.2': 1 :RH= ·:_,nd 7/8 ----. ------~ 1 I 10 = -, 1 x 109 ::.'.3x012: 1 ! 1 E = -''2 X 1 1/2 X .125 :._:~xO.~C~ 1 ::.1x0.1;3 1 ::..Jxo.1:s 1 2.Jxo1:s 1 ::.Jx0.1'.:S 1 ::.:x0.1:3 1 ::.5x0.1CS 1 25x0.125 1 3 4 x 0.1 OS 1 _.x0.125 1 2.Jx0.1CS J 1 0 = , ' 1 X . 1 09 . j1c=· •12x11/2x.113 110 = ~ , 1 X .109 ! 15 = ' ' L1 X 1 1 /4 X .109 ! 10 = ' • 1 X .109 i 1 0 = ~ • ; X . 109 / 15 = ' ''4 X 1 1 /4 X .109 i 10 = ~ -' ' X .109 : 1 C = ' -'2 X 1 1 /2 X .113 ! 1 0 = ' • 1 X .1 09 I 1 E = --2 x 1 1 /2 x .125 j 10 = ~ .< 1 X .109 l 1 E = ~ .. 12 X 1 1 /2 X .125 iRH = --::~nd7/8 ··---------' .ZJx010S 1 ) 10 = 1 ! 1 X .109 ----------' I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYl'v1TEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". END PANEL Leg= 2.000 in. Thickness= 0.163 in. Fy = 50.000 ksi Gap= 1.000 in K= 1.000 Length= 38.000 in Gravity Axial Load = 13,674.29 lbs. Lateral axial load = 8,700.00 lbs. W= 248.00 lbs./ ft. Bearing Depth = 3.00 in. Reduc. = 1.00 No filler A= Ix= rx = lz= rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e= Cm= Panel point <= 0.6 Fy = 30,000.00 psi {fa+ fb) / 0.9= 20,437.41 OK Mid panel <= 1.00 {fa/Fa+ cm·fb/((1-fa/F'e)·Q·Fb)) /.09= 0.78 OK JOIST NAME: 26K248/144 MARK: J23 ONE ANGLE 0.625 ir·: :..r = 0.241 In·.1 1t:< = 0.621 in rtx = 0.098 in·'4 Panel P Stx = 0.395 in Mid Panel Stx = 0.560 in 0.952 1. 71 in 18,589.93 lbs-•n 16,957.91 11:;S-'"· 4,206.18 psi 14,187.49 psi 9,789.82 ps: 30,000.00 ps. 96.17 Kl r.( = 109.65 Cc= 15,329.37 psi Fa= 16,145.81 i;sI =·e = 0.92 Cm= With filler PROPERTIES: 3 251 in'2 2.238 In"4 0.830 in 1.310 in'3 1.732 in'3 SEE NEXT PAGE: 45.80 109.65 23.953.42 psi 71.191.32 psi 0.98 Panel point<= 0.6 Fy = 30.000.00 psi { fa + fb) / 0.9= 20.437 .!1 OK Mid panel<= 1.00 (fa/Fa+ cm·fb/((1-fa/F'e)*Q*Fb)) /.09= 0.59 OK I I I I I I I I I I I I I I I I I I I June 17, 1998 Shape: Shape: Shape: L L PL u 2.000 u 2.000 w 2.000 H 2.000 H 2.000 T 1..000 T 0.1.63 T 0.1.63 X 1..000 X 0.000 X 1..000 y 0.250 y 3.000 y 3.000 0: 90.000 0: 1.80.00 (X 270.00 0: 90.000 A 0.625 A 0.625 A 2.000 Ybar -0. 560 Ybar -0. 560 Ybar 1..000 Xbar -0.560 Xbar 0.560 Xba r -0. 5 00 Ix 0.241. Ix 0.241. Ix 0.667 I y 0.241. Iy o. 241. Iy 0.1.67 Rx 0.621. Rx 0.621. Rx 0.577 Ry 0.621. Ry 0.621. Ry 0.289 Rz 0.395 Rz 0.395 8 225.00 8 31.5.00 0 I ---------------------~--------------------------------------- -- ! 0-----------e--- A 3. 251. Wgt 1.1.. 053 Ybar-1.. 708 Xbar 0. 500 Ix 2. 238 Iy 2.055 Iw 2. 238 Iz 2.055 Ixy O. 000 Rx 0. 830 Ry O. 795 Rz 0. 795 8 90. 000 I I I I I I I I I I I I I I I I I I i ~-- --·--I -2e, __ STRESS ANALYSIS -PAGE 1 ---.. ,_, ~q>;• Job Number: !Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 Location: I ~o~s~~t;·p~~0 ~ri!!IP 30K232/128 'Mark: CARLASBAD. CA J24 - Geometry ___ -----Es.::-: _21--gth -t \ .,-;:: . , ~;., ..... IJ;;~i;p:-IE;;~~~ Ce::·· ,~g ~-;.Q-rs;:-6;; ! . ' ~-........ .... . --;;:11 47-5 3/4 47-1 3/4 · Parallel Chords ·---··----------------------· .. --------- Variable Left End i Right End 1 BC Panel 5-0 5-0 I TC Panel 4-0 4-0 ! .:c--........__ . ---· ~------------- -~·\\> ,/~ ··.v/~ First Half 0-8 7/8 0-8 7/8 I ...._ l ----. -----~------· I Firs! D1ag. 5-81/8 5-8 7/8 I ' Depth 30.00 30.00 I ---· -· -------. ----- Loads -··--· ----~------- Uniform Load in TC tplfl 232.00 Concentrated Loa.: -.:: @ 23-8 7/8 ilbsl 600.00 Concentrated Load TC@ 23-8 7/8 (lbs) 500.00 Concentrated Loa::: -.:: @ 23-8 7 /8 (lbs) 250.00 · Additional Shear in Webs 675.00 Additional Bend1r:;; -TC (lbs) 250.00· Additional Bending in BC (lbs) 250.00 TC Axial Load tlbs 7,700.00' -- Stress Analysis Summary --·--Jr: ::;,,~el TC J;~.·O~s1>:I BC I Reaction L= 1;~1a~;~;;= .. .. -··ear ·: 'a, T~ Comp I Max BC Tension I 24.00 ;6,143.92 1.535.98 I 33,406.64 32,652.64 •----· ----· ---· Member TC Tension ,TC Compres1on BC Tension BC Compres1or. . . -c-O Tension Web Comp. Web Length PP Dist W2 0 oo: 14,362.36 0.00 O.OC 14,304.61, o.oo, 64.79 0-2 V1S 0.00 1 14.160.83 0.00 0.0C 0.00 1,663.38 31.26 4-0 lfl/3 0.001 14,160.83 12,734.40 0 oc 0.00' 5.992.33 30.20 5-0 W4 0.001 18,205.67 12,734.40 0.0C 6,884.40 o.oo: 37.54 5-8 718 W5 o ooi 18,205.57 20,028.33 0.00 0.00 6,281.01· 37.54 7-8 7/8 W6 0.001 23,097.53 '.?0,028.33 0.0C 5,677.61 0.00' 37.54 9-8 7/8 W7 0.00' 23,097.53 25,779.35 0.0':: 0.00 5,074.22 37.54 11-8 7/8 ·NS 0.00 28.076.27 25,779.35 ,'l ,,..,,. ... " --4,470.83 0.00 37.54 13-8 7/8 N9 I '.}_00 28.076 27 29,987.45 o.c:: 0 00 3,867.43 37.54 15-8 7/8 ! I -N10 I 0.00 31512~1 29,987.45 0 r,r 3.264.04 0.00 37.54 17-8 7/8 N11 I 0.00 31.512~1 32,652.64 o.o: 0 00 2,660.65 37.54 19-8 7/8 'N12 0.00 33.406.54 32,652.64 0 GC 2,057 26 0.00 37.54 21-8 7/8 N12 0.00 33.406.54 32,652.64 0 c: 2,057.26 0 00 37:54 23-8 7/8 '11/11 0.00 31,512.91 32,652.64 0 c: 0 00 2,660.65 37.54 25-8 7/8 N10 0 oo: 31,512.91 29,987.45 0.0C 3,264.04 0.00 37.54 27-8 7/8 'N9 o oo· 28,076.27 29,987.45 0 nr U-0.00 3,867 43 37.54 29-8 7/8 NB 0 00 28.076 27 25,779.35 o.c: 4.470.83 0.00 37.54 31-8 7/8 'N7 0.00 23.097 53 25,779.35 0 r..-~-0 00 5,074.22 37.54 33-8 7/8 N6 I 0 00 23.097 53 20,028.33 n ,-.-u ·--5,677 61 0.00 37.54 35-8 7/8 NS I 0.00 18,205 57 20,028.33 0 r-0 00 6,281.01 37.54 37-8 7/8 ·N4 0.00 18.205 S7 12,734.40 0 c: 6,884 40 0.00 37.54 39-8 7/8 11/3 0.00 14,160.33 12,734.40 (', r,,-J,v ... 0.00 5,992.33 30.20 41-8 7/8 '/1S 0.00· 14,160.83 0.00 0 rr 0 00 1,663.38 31.26 43-5 3/4 .. W2 0.00 14.362.36 0.00 0 C: 14,304 61 0 00 64.79 42-5 3/4 --~--. -------- Standard Verticals ·---- Member Position Max Tension Max Comp. Length --· ----· \/2 Interior Q_IJO 2,656.03 28.87 -. I I I STRESS ANALYSIS -PAGE 2 -------r------------- l JobName, S:hord Properties _ __ Job Number: 98-0235 Chord Area Rx r<.Z ASYMTEC -ROOF ; Ryy y ---------·-----.-----~ ' Date Run: 6/9/98 ' Mark: J24 ___ " ___ .,__ __ __, ----·-.. Q · M-a-t-er-ia_l ____ ! I I TC 0.6:-30 0 6189 i BC 0.6730 06189 I . -----------'----~--- 0.2944 1.2318 0.5650 : 0.3944 1.2318 0.5650 '.::578 0.9808 ,: .::S78 0.9808 ---·- , 24 = 2 , .:: X 176 i24=2 ,2x.176 I I I I -----------~ . Axial and Bending Analysis I 1 {~o :=-----== · )o.ooo.o~~-=v 30,000.00 l,Wom of lnert1:; 561.47 11.. .... 2.10 1300.25 ' .. ----- ._._ ::..;: 300.25 -·-------... 1·i,., Bu::.: -: I Ma~ Bndg BC . 14-10 5/8 24-7 5/8 -.. ---~ -- I I I I I I I I I I I I I I Top Chord Check ::nd Panel LE ; First Panel LE interior Panel ;: ,~, Panel RE: Length 46.CJ: 20.88 24 00 .::o 88I ' Bending Load 329.83 1 187.50 - 1 Axial Load 14,362.33 33.406.64 -' fa 10,670.02 24,818.31 · - Maximum K Ur 7 4.32 38.78! - J Fa 19,871.68 25,554.36! - 99,311.69 i - Ena ?anel RE 46.CC 329 8'.: 14.362.3E 10,670 02 74.32 19,871.68 27,033.81 -: ~.; .3etweer Chords. 1.00 '' .. , \leld Ler-2X: ! I I ' ,, 'I !• 0.5000 --==========·: · · s, Load F1/lers TC: ' 33.819.45 · ·=, Load no Fillers TC: 29.443.46 -:: ::JAURyy: 459.2976 1 , F'e 27,033.81 Cm 0.8815 -I 1,~P_a_n_el_P_o_in_t_M_o_m_e_n_t ______ 5_4_6_2._7_7..-__ ---------------,---------------~!\ 0.9000 1 -0 881£ =:: Stress· 750 00: 5462_:--24.258.15 - ; Mid Panel Moment 4795.C3 -: 1 375.00 -! 4795.C::: .:: :: _ Rz ! Panel Point fb 15203.2.S -·=============~' 1 1--------------------------------,--------i Mid Panel fb 5254.1 S 2087.30' i 15203.2: 121.7054 - 410.901 -I 5254.1: -:: Shear Stress. Panel Point Stress ,: Fillers 1 25,873.2.8 6 I . 9,144.76 - I = : Snear Stress: 26.905 61 -25,873 2:: 9.144.76 0.9880: -I 0.797'.: I -·------Mid Panel Stress 0.7970 !:------------------'----------- Ii ~_eb Design _ _ ! Member i Web Tension Allow Tensior Web Comp Allow Comp ···-----.----· ·----------- Neid i Qty '. Material I W2 \ 14.304.61 21,205.7: ' * /..llov-,ableYens1le Stress Reau_c_e_d_1~0-%_o __________ _ 0.00 2 153.18 ..: ::. x 0.230 ___ ~ 1_ RM= -:_-'J 1 / 0/3-;-· ----0.0-0 14,531.2.: 5,992.33 8 079.75 : ::_XO 125 ____ . --1 -20 =:::: •:::: / -.12_5 ______ 11\ ---'------~----'-------'------------------------ii W4 1 '3,884.40 7,818.5-0.00 2.069.48 ..: ·; x O 109 1 15 = • -..: 111/4 x .109 W5 0.00 14,531.2.5 6,281.01 7868.51 :..:xo125 1 20=2..::.., 125 I W6 ! 5,677.61 6,183.5-· 0.00 1036.22 :-;:x0109 1 1 10=· ,·l 109 J if\/7 I 0.00 14,531.2.: ! ! 5,074.22 786851 _ x0.125 i 1 .20=2..::::x.125 W8 I 4,470.83 6,183.571 W9 I 0.00 10,781.25: 0.00 1.036.22:::.~x0.109! 1 .10=".,'x109 --~-----'--------------------,-----------------1 3,867.43 4.118.33: L'X0.125 j 1 1E=··2x11/2x.125 W10 3,264.04 6, 183.5:< 0.00 1.036.22 ::: = XO 109 1 10 = ' , , / . 109 ' 0.00 9,786.93i W11 I 1/\/12 i 2,057.26 6,183.57 '. I 2,660.65 3.756.54 ::::J..0113 1 1c=··2111I2x.113 --------'------'--------------------------------; 0.00 1 036.22 ::_ = XO 109 1 10 = , , / 109 --~-----'-----------------------------------1 \/1/12 ' 2,057 26 6,183.57 ' ·/1/11 : 0.00 9,786 93. 0.00 1 036.22 ::. : x O 109 1 10 = , -.1 109 I --~------"---------------------,-----------------1 2,660.65 3.756.54 =~x0113 1 1c=--;::1.11/2x.113 I W10 I 3,264.04 6,183.57: 0.00 1.036.22 ::: J X0.109 1 10 =•,•I 109 : W9 I 0.00 10,781.251 3,867.43 4.118.33 2"x0.125, 1 '.1E='.'2x11/2x.125 i I I W8 ! 4,470.83 6,183.57, 0.00 1 036.22 · ::: ~ X 0.109 : 1 '10 = • , • / .109 : 'N7 ! 0.00 14,531.25\ 5,074.22 7.868.51 ..:-x0.125 1 20=2•2J...125 l W6 I 5,677.61 6,183.571 0.00 1.036.22' ';:x0109 i 1 10=~.,·x.109 i W5 ! 0.00 14,531.251 6,281.01 7.868.51 :..'.x0.125 1 20=212x.125 ' W4 6,884.40 7,818.57\ 0.00 2.069.48 . ..:Jx0.109 1 '15=~·t.x11/4x.109 W3 0.00 14,531.25j 5,992.33 8.079.75 '.) J x 0.125 j 1 I 20 = 2 1 2 x .125 W2 14,304 61 21,205.75I lowablaiensile~Sti:ess..Red1 iced 10% 0.00 2.153.18; ..12x0.23_o_i __ 1_~:R_M_= r:;_.,_n_,d_1 ______ ~ -· V1 0 7,818.S?j 1,663 2.984.10 l 2'Jx0.109 I 1 i15=, ·4x11/4x.109 1,536 1.752.33; ::.Jx0.109 I 1 --i '. 10 = ; l ~ X .109 -------------------~ I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL 2.000 In. 0.176 in. 50.000 ksi 1.000 1n 1,000 46.000 in 14,362.36 lbs. 7,700.00 lbs. 232.00 !bs./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e = Cm= Panel point<= 0.6 Fy = 30,000.00 psi (fa+ fb) I 0.9= 12,684.93 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)'Q*Fb)) /.09= 0.86 OK JOIST NAME: 30K232/128 MARK: J24 ONE ANGLE 0.673 1n'·2 At= 0.258 in'4 ltx = 0.619 in rtx = 0.105 in·'4 Panel P. Six= 0.394 in Mid Panel Six = 0.565 in 0.981 1.44 in 16,186.27 lbs-in. 13,949.04 lbs-in 4,949.12 psi 6,467.31 psi 6,054.01 psi 30,000.00 psi 116.63 Kl/rx = 108.04 Cc= 10,977.36 psi Fa= 10,977.36 psi F'e = 0.86 Cm= With filler PROPERTIES: 2 902 in'2 3.599 in'4 1.114 in 2.503 in'3 2.304 in'3 SEE NEXT PAGE: 41.31 108.04 25.211.07 psi 87.522.54 psi 0.98 Panel point<= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9= 12,684.93 OK Mid panel<= 1.00 (fa/Fa+ Cm'fb/((1-fa/F'e)*Q*Fb)) /.09= 0 46 OK I I June 17, 1998 I I Shape: Shape: Shape: Shape: L L L L u 2.000 u 2.000 u 2.000 u 2.000 H 2.000 H 2.000 H 2.000 H 2.000 T 0 . .176 T 0 . .176 T 0.205 T 0.205 I X 0.000 X .1.000 X -0 . .176 X .1 • .1 76 y 3.000 y 3.000 y 0.000 y 0.000 C( .180.00 C( 270.00 0:: 90.000 0:: 0.000 A 0.673 A 0.673 A 0.778 A 0.778 I Ybar -0. 565 Ybar -0. 565 Ybar 0.575 Ybar 0.575 Xbar -0. 565 Xba,· 0.565 Xbar -0. 575 Xbar 0.575 Ix 0.258 Ix 0.258 Ix 0.294 Ix 0.294 Iy 0.258 Iy 0.258 Iy 0.294 Iy 0.294 Rx 0.6.19 Rx 0.6.19 Rx 0.61.5 Rx 0.6.15 I Ry 0.6.19 Ry 0.6.19 Ry 0.6.15 Ry 0.6.15 Rz 0.394 Rz 0.394 Rz 0.393 Rz 0.393 8 225.00 8 3.15.00 8 .135.00 8 45.000 0 I I I A 2.902 Wgt 9,867 Ybar .1.438 Xbar 0.500 Ix 3.599 I Iy 5.068 Iw 5.068 Iz 3.599 Ixy 0.000 Rx .1 . .1.14 I ----r------------------------------------- Ry .1. 32.1 Rz .1 . .1.14 e 0.000 I I n I I I I I I I I I I I I I I I I I I I I I I I I I I -. r----'ISH--STRESS ANALYSIS -PAGE 1 --"·ooNumber: I Job Name: I Date Run: \.._J -98-0235 ASYMTEC -ROOF 6/9/98 ' J :..:;cation· I ~o~s~-~e;p~~o~!!mp 30K232/128 I r.' 'T) I Mark: I ,. ':Q'm!i • CARLASBAD,CA J25 ·""~----------=-----;:.,. --. Geometry ---· --·• -·-------- Ease Ler.gt/1 . i ::;rl(,ng Ler.~:·· I Joist Dec:• I Efective Dec:11 l BC Pane, L=-· . ·· :shape 47-5 3/8 47-1 3/8 30.00 28.87 !10 @4-_o ! Parallel Chords ------· ----------.. -------------- Variable Left End Right End BC Panel 5-0 5-0 ! TC Panel 4-0 -1-0 :-~\/\1. -·------· -. -·\,,/\/7' First Half 0-8 3/4 Cl-8 3/4 ./ . ,,.' V '\, ___ .. First Diag. S-8 3/LI 5-8 3/4 Depth 30 00 '.:J.00 --------------------·--- Loads ------· ---·----.. --- Uniform Load 1n TC (plf) 232.00 Concentrated Loac -: @ 23-8 3/4 \lbsJ :300.00, Concentrated Load TC @ 23-8 3/4 (lbs) 500.001 Concentrated Loaa T:@ 23-8 3/4 (lbs) 250.00: Additional Shear in Webs 675.00i Additional Bending,,. TC (lbsJ 250.00 , Additional Bending in BC (lbs, 250.oo; TC Axial Load (lbsi --00.00· .. Stress Analysis Summary ---Ir: :::;ane/ TC 't3. ~ Panel BC iReactJon LE I Reaction PE. \ J\,:,rn,r _. -:.-· ··esr J ,~.~3.-' TC Comp ; Max BC Tension I 24.00 48.00 i6,140.14 6,140.44 /1,535.11 : 33.366.75 :32,613.88 ---•· Member 7 : Tension TC Compresion BC Tension iBc Compresioni 'i'. -=O Tension i Web Comp ·:'ieb Length PP Dist. \fl/2 0.00 14,356.c8 o.ooj o.ooi 14.296.14! 0.00 64.79 0-2 V1S 0.00 14,155.52 0.00! o.ooi 0.001 1,662.44 31.26 4-0 W3 0.00 14,155.52 12,704.67 I o.ooi o.ool 5,982.41 30.17 5-0 W4 I 0.00 18,182.53 12,704.671 O.OOj 6,882.631 0.00 37.54 5-8 3/4 l W5 i 0.00 18,182.53 19,996.341 o.ool o.ooi 6.279.24 37.54 7-8 3/4 W6 0.00 23,072.69 19,996.34 i o.oo: 5.675 851 0 OG 37.54 9-8 3/4 W7 0.00 23,072.c9 25,745.10! o.oo: 0 001 5.072.45 37.54 11-8 3/4 W8 0.00 28,040.89 25,745.10: 0.00 4 469.06 0 OC 37.54 13-8 3/4 \fl/9 0 00 28,040.89 29,950.95 ~.00 0.00 3,865 57 37.54 15-8 3/4 V\/10 0.00 31,475_2.s I 29,950.95: 0.00 3.262.28 O.OC 37.54 17-8 3/4 W11 0.00 31,475.2.a I 32,613.88; 0.00 0 00 2.658.SE 37.54 19-8 3/4 \f\/12 0.00 33,366.7:ii 32,613.881 0.00 2.055.49 0 OG ~7.54 21-8 3/4 W12 0.00 33,366.75 32,611.62'. 0.00, 2.059 02 O.OC 37.54 23-8 3/4 W11 0.00 31,470.75 32,611.621 0.00; 0.00; 2,662.41 37.54 25-8 3/4 W10 0.00 31,470.75 29,944.18! o.oo: 3,265.81: 0.00 37.54 27-8 3/4 W9 0 00 28,031.86 29,944.18i 0.00 0.001 3.869.20 37.54 29-8 3/4 W8 0.00 28,031.86 25,733.82: 0 00 4 472.59 0 oc 37.54 31-8 3/4 W7 0.00 23,062.53 25,733.82 0.00 1 0 00 5,075 99 37.54 33-8 3/4 \f\/6 0.00 23,062.53 19,980.54 i 0.00, 5.679.38 O.OG 37.54 35-8 3/4 W5 0.00 18,168.98 19,980.54 0.00 0.00 s 282.r 37.54 37-8 3/4 1/\14 0.00 18,168.98 12,684.35: 0 00 5.886.16 O.OC 37.54 39-8 3/4 W3 0.00 14,139.95 12,684.35; 0.00 o.oo: 5,983.92 30.17 41-8 3/4 V1S 0.00 14,139.95 o.ooi 0.00 o.oo: 1.659.90 31.22 43-5 3/8 W2 0.00 14,338.63 o.ool o.ooi ,4.272.13: 0.00 64.68 42-5 1/2 Standard Verticals ·-I Member :::'.lsition ,,1ax Tension Max Comp. Length V2 r:terior 0.001 2,655.83 28.87 --·- - I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 2 --------.--------------__________ __;'----,,------~ Job Number: 'Job Name: IDate Run: 98-0235 ASYMTEC -ROOF 6/9/98 Ir;;: -___ ....._ __ ____, Chord Properties 1 Chord i Area-\ ~ 1 Rz Ryy Y I -· -·--o-----· Material \ :. TC I 0.6730: 0.6189 ! C3944 1.2318 0.5650 c.::578 0.9808 24=2,2x.176 ! '. ---BC I 0.67~L _ _9.6_1_8_9_.L,: _C_3_9_4_4__,__1_._23_1_8_.,___o_.5_6_5_0_ ·-2 .::57_8 ____ 0_.9_8_0_8~_24 __ ".'_ 2 x _2_x_._17_6 _____ _jl Axial and Bending Analysis -----------,---------.---- i~.00 I ~~.ooo._qo ,~~.000.00 I ~~;-~;inertia: I ~~~~~5 l~~~5 G:~18 ~ 1~,s-~ I ~:~8~1~ ac· l I ===--;,-::_ =======:::::;:=========::;=======-~--:: ----=========-~ ~=============' 1 Top Chord Check , End Panel LE First Panel LE Interior Panel ~ ,s, Panel RE End Panel RE =3P Between Chords· ! Lenath ' 4c '.JO 20.75 24.00 .::o 63 46 oc -1-·0-0-------. ; ---"'-----------------+-----t------------------'-'m Weld Len 2X: '! Bending Load 329 83 -187 50 -329.8:5 o.5000 -----"'--------;-------+------+---------------=============' : ~A_x_ia_l L_o_a_d ______ +i __ 1_4_. 3_5_c_5_8+---------+--3_3--',_36_6_. -_i 5 ____ -_____ 1_4.:...., 3_3_8_.6_3 .\.fax Load Fillers TC: I :...:f_a ________ --+ __ 1_0"--,6_6_5_.s_o+-__ -_____ 24--'._7_88_._68_.:,__-___ ----'· __ 1_0"--.6_5_2_.3_9 _3_3_,8_1_9._45 ____ ---- i Maximum K L/r 74.32 -3878: -i 74.32 MaxLoadnoFillersTC: i,_ F-a---------+--1-9-,8-7-1-.6-8+---_---+---25-,-55_4 ___ 36_i ____ ---1--1-9-,8-7-1-.6-8 _2_9;_,4_43_._45 ____ ---- : I ' re OAURyy. F'e 27,033.81 -99,311.69· -, 27,033.81 458_9932 1, 1cm i 0.8816 -0.9002 -0.8818 =============== f--------------,.-----+------+-----------------acstress i Panel Point Moment I 5465.58 -750.00 · -5468.4, 24,229.36 "-----------~-----+----------------------!: Mid Panel Moment l 4793 94 -375.00 -4792.T ac uRz : _; P_a_n_e_l P_o_in_t_fb ______ , __ 1_5_2_1_1 __ 0_7+-__ -______ 2_08_7_.,_"0 ____ -_____ 1_5_2_1_9_. 1_2 1 _-2.::::1_·_7.::::0_5_4.::::.::::.::::.::::.::::.::::.::::.::::== l·MidPanelfb ! 5252.90 -410.90 -525162 ~r:;s11earStress: -----------+,-----+------+-----------------9,138.70 1 Fillers 1 -6 -: ---------' as Shear Stress: 25,876.87 -26,875.98• -25,871.51 9,138.70 0.7967 -0.9868: -0.7958 _;_ ______ _ ··---------- ! Panel Point Stress ! I Mid Panel Stress 1 __ W_e_b_D_e_s__,,ig'---n ___________________________ _ I Member I Web Tension ' Allow Tension Web Comp Allow Comp I w2 : 1 ~,296.J..f ____ 2_1,:_2_05_. -_. s__,__ ___ o_.o_o__,__ __ 2._1_53_.12 _ , • Allowable Tensile Stress Reduced 10% I·= ===W=3=======--=--=o_-__ o=o-~ ~===14=·=53=1=.L=-s:=====5=,9=s=2=.4=1:=====8=.0=8=-6_s_o_-· _?_2_-x_--0_12_-5==----_1_··_-_,-r_2_0_=_2_._, _i_x_-.1_2_5 _______ \ __ W____:4 _ _;_• ___ 6'--,8_8_2._6_3 ___ 7_,_,8_1_8_.~_7+-___ o_._oo--+-__ 2_.0_6_9_.4_8_-_· _3_x_0_1_0_9 ___ ~ ---,:,_1_5_=_1_, _'.._4_x_1_1_/4_x_.1_0_9 ___ , W5 o.oo· 14.531.2.5 6,279.24 7.868.51 :-:xo.125 1 120=2.,2x.125 I -----------------1------1--------------------------W 6 5,675.85 6,183.57 0.00 1.036.22 :: '5 x 0.109 1 ! 10 = 1 1 1 x .109 11 '----------'-------'-----+-----+---------------+------------, W7 j 0.00 14,531.25 5,072.45 7.868.51 2~x0.125 1 20=2x2x.125 -----------Neid Qty I Material ~2x0.23Q i 1RM=:--:~.nd1 -------~--1___ -------- WB 1 4,469.06: 61183.57 0.00 1:036.22 2.8x0109 1 10=1x1x.109 W9 I 0.00' 10,781.25 3,865.67 4,118.33 21x0.125 i 1 1E=11/2x11/2x.125 W10 i 3,262.28: 6,183.57 0.00 1.036.22 2.Jx0.109 1 10=1x1x.109 :.....' _w_11 __ 1 ____ 0_. o_o ___ 9_,_, 7_8_6_.9_3-+-_--'2,'---6_58_._8_8 1----3_.7_5_6_. 5_4 __ 2_::_x_0_.1_1_3 ___ 1 _,_I 1_c_=_1 _~_;2_x_1_1 /_2_x_.1_1_3 __ --,: I '1· W12 , 2,055.49 6,183.57 0.00 1.036.22 2.Jx0.109 1 110=1,~x.109 , -, ____:W....:....:...12=---_;_ _ ____:2...:.,-0-59 ___ 02 ___ 6_,_,_18_3 __ --:7-+-----0-.0-0+---1-. 0-3-6-_2_2 __ ;:__::_1._0_10-9-. --,---,-;-1 _0_=_1_;_; -x-.1-0_9 ______ ·. '~-------'------'-------l------t----------------1-----------w11: o.oo 9,78693 2,662.41 3.75654 2.Jx0.113 1 11C=1~:2x11/2x.113 ,'-----, ----------'-----l----'-----+--------------,1-----------i l W10 I 3,265.81; 6,183.57 0.00 1.036.22 2::x0.109 1 110=1x1x.109 ! W9 i 000; 10,781.25 3,869.20 4,118.33. 2~x0.125 1 !1E=11;2x11/2x.125 :! '------'----------'-------l--~------'--------------1--------------.., W8 I 4,472.59· 6,183.57 0.00 1,036.22 23x0.109 1 J10=1,;:1x 109 ·1 ___ _._ ______ ---=----4------+------------+------------,I : W? ! o.oo: 14,531.25 5,075.99 7186851 2:-xo.125 1 !20=2x2x.125 ----'----------'-------1--~---t----'-------------------------i 1 W6 I 5,679.38' 6,183.57 0.00 1,036.22 :-.5 X 0.109 1 j 10 = 1 X ~ X 109 1 ; W5 ! 0.00: 14,531.25 6,282.77 7,868.51 34x0.125 1 ,20=2x2.<.125 , W4 i 6,886.16: 7,818.57 0.00 2,069.48 43x0.109 1 l15=11t4x11/4x.109 I W3 j 0.00! 14,531.25 5,983.98 8,086.80· 3.2x0.125 1 l20=2x2x.125 ! W2 I 14,272.13; 21,205.75 0.00 2,160.64i 4.2_x_0._23_0 ___ 1 _ _,_IR_M_=_ro_u_·n_d_1 _____ __;:[ * llllowablaiensilaStr:ess.Reduced 10% V1 I 0 7,818.57 1,660 2,993.24i 2~0x0.109 , 1 j15=11/4x11/4x.109 ,____V_2 _ _,_l _____ o.,_ __ 6...a.,_18_3_.5_7__,__ ___ 1,_,5_3_5 ,__ __ 1-'-,7_5_2_.3_3_,_, 2 O _x_0 __ .1 __ 0_9 ___ 1 _:_1_0_=_1_.< 1 x .109 I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL 2.000 :'. 0.176 .n. 50.000 ksi 1.000 in 1.000 46.000 in 14,338.63 I1:s. 7,700.00 I1:s. 232.00 I1:s./ ft. 3.00 ir.. 1.00 No filler mn A= Ix= rx = lz= rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e = Cm= Panel point<= 0.6 Fy = 30.000.00 psi ( fa+ fb) / 0.9= ,2.675.84 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.86 OK JOIST NAME: 30K232/128 MARK: J25 ONE ANGLE PROPERTIES: 0.673 in'2 At= 2.902 in'2 0.258 in'4 ltx = 3.599 in'4 0.619 in rtx = 1.114 in 0.105 in'4 Panel P. Stx = 2.503 in'3 0.394 in Mid Panel Stx = 2.304 in'3 0.565 in 0.981 SEE NEXT PAGE: 1.44 in 16,186 27 lbs-in. 13.949.04 lbs-in. 4,940.95 psi 6,467.31 psi 6,054.01 psi 30,000.00 psi 116.63 Kl/rx = 41.31 108.04 Cc= 108.04 10,977.36 psi Fa = 25,211.07 psi 10.977.36 psi F'e = 87,522.54 psi 0.86 Cm= 0.98 With filler Panel point<= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= 12,675.84 OK Mid panel <= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.46 OK I I June 17, 1998 I I Shape: Shape: Shape: Shape: L L L L u 2.000 u 2.000 u 2.000 u 2.000 H 2.000 H 2.000 H 2,000 H 2.000 T 0.176 T 0.1.76 T 0,205 T 0,205 I X 0.000 X 1..000 X -0,176 X 1.. l. 76 y 3,000 y 3.000 y 0.000 V 0.000 I C( 1.80,00 C( 270.00 C( 90.000 C( 0.000 A 0.673 A 0.673 A 0.778 A 0.??8 I Ybar -0. 565 Ybar -0. 565 Ybar 0.575 Ybar 0.575 Xbar -0. 565 Xbar 0.565 Xbar -0,5?5 Xbar 0,5?5 ' Ix 0.258 Ix 0.258 Ix 0.294 Ix 0.294 ly 0.258 Iy 0.258 Iy 0.294 Iy 0.294 Rx 0.619 Rx 0.619 Rx 0.6.15 Rx 0.6.15 I Ry 0.6.19 Ry 0.6.19 Ry 0.6.15 Ry 0.6.15 Rz 0.394 Rz 0.394 Rz 0.393 Rz 0.393 e 225.00 e 315.00 e .135,00 e 45.000 0 I I I A 2. 902 Wgt 9.867 Ybat-1..438 Xbar 0,500 Ix 3.599 I - Iy 5. 068 Iw 5.068 Iz 3.599 Ixy 0.000 Rx 1. • 1.1.4 I ----r---- Ry 1.. 321. Rz 1.. 1.1.4 e 0.000 -I I I n I I I I I I I I I I I I I I I I I I I I I I I I I I I I ... -·----,._ im--STRESS ANALYSIS -PAGE 1 Joe Number: I Job Name: I Date Run: 1s, ----__ , __ ;p. 98-0235 ASYMTEC -ROOF 6/9/98 ~..;=atlon I Joist Oeswc11on I Marie CARLASBAD,CA Shor:!_ Spa_n Crim_p 30K232/128 J26 ----. . -: ----~:-.:::.. . Geometry 7 ~ttJ~trg:,--· IJ;;~~e=:-I ~g ~';}~, ,:, -------, Base Length. I Efective Dei;:r Snape I ,47.5 3/4 28.85 Parallel Chords ---------------------Variable Left End Right End 1 BC Panel 5-0 -5-0 ' ITC Panel 4-0 4-0 --. -----:---~, .... \V·' /\ ·\.\_,,/~ , First Half 0-8 718 0-8 718 / .. ------ : First Oiag. 5-8 7/8 5-8 7/8 1; 30.00 . 3C.00 , O~pth I ---·· --------· . -- Loads ------. --.. --------, Uniform Load in TC (plfi 232.00 :Concentrated Loaa -:-c@ 23-8 7/8 (lbsi I 500.00 I Concentrated Load TC@ 23-8 7/8 (lbs) 250.00 /Additional Shear in Webs I 375.00 Additional Bending in TC (lbs) 250.00 )Additional Bending ~n B_C (lbs1 I 250.00 TC Axial Load (lbs) 14,000.00 Stress Analysis Summary i Int Psr.et re· I Ma, Panel BC .=ieact1on LE I Reaction RE ; /,:m,:r:_ .. ~--1·aa1 ! ,l,i.s.c r:::; ~omp 11\//ax BC Tension I 124.00 48.00 5,843.92 5,843.92 1.460,98 ! 33,367.77 29,985.37 -------------l Member TC Tension !TC Compresiori BC Tension BC Compresion1 W8b Tension I Web Comp Web Length PP Dist. I W2 0 oo: 18,641.53 0.00 0.00i 12.966.04! 0.00, 64.78 0-2 I ! V1S o.ooi 18,439.85 0.00 o.oo: 0.001 1.582.34: 31.24 4-0 : W3 o.ooi 18,439.85 12,048.64 0.00\ 0 00 5,364.97\ 30.18 5-0 W4 o.ool 22,231.36 12,048.64 0.001 6.106.05 0.00! 37.53 5-8 7/8 W5 0.00i 22,231.3c 18,848.95 o.ooi 0.00 5,502.47: 37.53 7-8 7/8 I W6 o.oo: 26,752.551 18,848.95 o.ool 4.898 89 0.00 37.53 9-8 7/8 :1 ' 26,752 55: 'i ' W7 0.00 24,105.18 0 00. Q 00 4.295.31 37.53 11-8 7/8 I I W8 0.00' 30,115.5::' 24,105.18 0.00 3.69 1 73 o.oo· 37.53 13-8 7/8 ,. 1/1/9 0.00 30.115.6:: 27,817.32 0 Q0 ::: '.}0 3 088.15 37.53 15-8 718 I \/1/10 0.00, 32,320.7: 27,817.32 0 00 2.484 57 0.00 37.53 17-8 7/8 I W11 0.00 32,320.751 29,985.37 0 00' 0 00 1 900.47' 37.53 19-8 7/8 ij : 'i I 1/1/12 0.00 33,367.r, 29,985.37 0 00 1 900 47 0.00 37.53 21-8 7/8 !, : ,, I / W12 0.00 33,367.T 29,985.37 0 00 1.90G 47 0.00 37.53 23-8 7/8 ;! W11 0.00. 32,320.7c, 29,985.37 0.00, 0 00 1.900 47 37.53 25-8 7/8 I ! W10 0.00· 32,320.7ei 27,817.32 o.ooj 2,484.57 o.oo. 37.53 27-8 7/8 I ,, W9 0.00i 30, 115_59: 27,817.32 o.oo\ 0.00' 3.088.15· 37.53 29-8 7/8 I ' W8 0.001 30,115.69 24,105.18 o.oo; 3.691.73 0.00 37.53 31-8 7/8 I 1/1/7 0.00, 26,752.5c 24,105.18 0.001 0 00 4 295 31 37.53 33-8 7/8 I ! 1/1/6 0.00 26,752.5: 18,848.95 0.00, 4 8&8.39 0.00 37.53 35-8 7/8 ' ws 0.00 22,231.3c 18,848.95 0.00 IJ 'JO 5 502.47 37.53 37-8 7/8 ; \f\/4 0.00 22,231.3e 12,048.64 0 00, 6.106 05 0.00 37.53 39-8 7/8 '.! W3 o.oo· 18,439.85 12,048.64 0.00: 0.00 5.364.97· 30.18 41-8 7/8 i V1S 0.00, 18,439.85 0.00 o.oo: 0 00 1.582.34. 31.24 43-5 3/4 W2 0.00, 18,641.53 0.00 a.co· 12.966.04 0.00 64.78 42-5 3/4 ,I ------··-·· ·---11 i Standard Verticals i ----I Member Position Max Tension Max Comp. Length L I V2 Interior 0.0C 1,741.45 28.85 i ---------· ! I ! I I I· - I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 2 ------,--------------·--------------,-------, Job Number IJob Name: 'Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 Location: CARLASBAD,CA I Jo,sr Desc, 1p11011 Jsho!:_f:_span Cri!flP 30K232/128 I Mark: J26 G_~ord Properties_ _ __ . _ J Chord Area : Rx Rz Ryy Y I : ·--Q --·-· -M-at-e-ria-,-----,1, ----t-----,---r-----t-~-t---------;-1-----+----------;11 TC 0.9375 0 6089 0.3911 1.2500 0.5917 0 3476 1 0000 29 = 2 x 2 x .250 BC 0.6254 1 0.6208 0.3951 1.2286 0.5603 0 _::410 0.9522 23 = 2 x 2 x .163 j I----~---_~---4 ----·--------'---··--------~ I ; Axial and Bending Analysis i /< I c:, · -IFb 1/vlom of Inertia: 1~ 3 , :. 34 24_· 2 0 3 : 1.00 so .o_o_o.o~~ =--==3=0=,o=o=o=.o=o:::::;==::::6=2=s.=0=1 ==::=:;========- Top Chord Check · End Panel LE First Panel LE Interior Panel . First Panel RE End Panel RE G3p Beiween Chords: : -L-e-ng_t_h--'------------4-6.-0-0+------20-.-8-8+------2-4-.0-0 ____ 2_0_.8_8-+----4-6_0_0 -1-·0-0-------1 Mm Weld Len 2X: ' Bending Load 329.83 -187.50' -329.83 o.5000 ----+------+------------------·============~ : _A_x_ia_l L_o_a_d _________ 1_8~,6_4_1._5_3 ___ -_____ 3_3_._36_.7_-_, 7_· ___ ----+---1_8..c.,6_4_1_. 5_3 ,\4ax Load Fillers TC. i fa I 9,942.15 -17,796.141 -9,942.15 47,959.16 Maximum K Ur ! 75.55 -39.42 I -75.55 _M_a_x L-o-ad_n_o_F_ille-rs_T_C_: ---< Fa 1 19,888.15 -25,913.89 I -19,888.15 _4_1_,6_28_·_18 ____ ---1 TCOAURyy: ! F'e 26,165.73 -96:122.731 -26.165.73 452.6000 1 Cm 0.8860 -0.9259 l -0.8860 ==============~ ---------------+---------,-------------;------BC Stress. : _P_a_n_el_P_o_in_t_M_o_m_e_n_t ______ 5_4_6_2_. 7_7+-------t----75_0_._00_· ___ ----+----54_6_2_. -_r7 23,971.76 1 Mid Panel Moment 4795.08 -375.00. -4795.08 BC L!Rz : Panel Pointfb 11066.74 -1519.391 -11066.74 =12=1=.4=7=9=6 ========::::::: Mid Panel fb 4081.07 -319.161 -4081.07 TC Shear Stress: :-F-ill-e-rs-------------1+-----_---t------O-,---_ ----;------1 6,126.30 ---------------+--------t-------------;------BC Shear Stress: Panel Point Stress 21,008.89 -19,315.53· -21,008 89 9,349.02 ! . Mid Panel Stress ____ : ___ o_.6_9_4_3_,__ __ -__ ~ ___ 0_.6_988J_ __ -__ -~ ___ o_.6_9j} -------~ I Web Design . ____ ------,------,------· __ Member Web Tension Allow Tension Web Comp Allow Comp weld I Qty ,-. Material I W2 12.966.04 21,205.75 0.00 2.150.56 .. 3 8 x_ 0.230_L_ 1 _ _j_Fs_M = round_ 1 I *Ailowable Tensile· StressRed-u-:e_d_10-%-a-~----~-----------~ -· W3 I ---000· 13.30992 5,364.97! 539601 ..: 3~0.156·-·· 1 i1J=11/2~11/2x.156 --------,1--------;------------t---+--------------1 W4 5106.05 6,183.57 0.00 1.035.57" '38x0.109 1 10=1x1x.109 1/1/5 0.00. 14,531.25 5,502.47 7.866.59 30x0.125 1 l20=2x2x.125 W6 4.898.89 6,18357 0.00 1.03557" 3.0x0.109 1 10=1x1x.109 1 1/1/7 0.00· 11,848.68 4,295.31 4.501.55: 2.1x0.138 1 1G=11/2x11/2x.138 1-----<J-------------+------+---------------<-------------1 ,1 W8 3.691.73, 6,183.57 0.00 1.035.57 2.3x0.109 1 10=1x1x.109 :-----,f----------'---+-----+------------t-----,f-------------1 I W9 o.oo: 9,786.93 3,088.15 3,754.20 20x0.113 1 1C=11/2x11/2x.113 !-----,'----------'---+-----'---+----'---------t-----,f-------------f W10 2.484.57, 6,183.57 0.00 103557 2.0x0109 1 10=1x1x.109 1 __ 1/1_/_11_-+--____ 0_0_0 ___ 7_,8_1_8_. 5_7 ___ 1_, 9_0_0_.4_7-+-__ 2_0_6_8_.2_0 __ 2_Cl_x_0_._10_9 ___ 1_-+--1_5_=_1_1 /_4_x_1_1/_4_x_._10_9 __ ---; W12 1900.47 6,183.57 0.00 1.035.S, L.0x0.109 1 10=1x1x.109 1 \/,/12 1900.47 61183.57 0.00 1035.57 :20x0.109 1 10=1x1x.109 1 1------IJ------------+------+-----------t-------lr-------------, W11 0.00 7,818.57 1,900.47 2.068.2G 2.0x0.109 1 15=11/4x11/4x.109 W10 2.484 57 6,183.57 0.00 1.035.57 2.0 X 0.109 1 10 = 1 X 1 X .109 W9 0.00 9,786.93 3,088.15 3,754.20 2.0x0.113 1 1C= 11/2x11/2x.113 I' W8 3.691.73 6,183.57 0.00 1.035.57 2.3x0.109 1 10=1x1x.109 W7 0.00· 11,848.68 4,295.31 4.5d1.55 21x0.138 1 1G=11/2x11/2x.138 I -----,f----------'---+-----'---+------------t-----,f--------------;I I __ ,/1_/_6 ____ 4_,8_9_8._8_9_' __ 6~, 1_8_3_.5_7-t-___ o_._oo ___ 1_0_3_5_. 5_7_· _3 _0_x_0_.1_0_9--t __ 1_+-1_0_=_1_x_1_x_._10_9 ____ _ i __ lJ\_/_5_-+-____ 0._0_0 __ 1_4~,5_3_1_.2_5-+-__ 5,_5_02_._47-+-__ 7_.8_6_6_.5_9 __ 3._0_x_0_.1_2_5--+ __ 1_+-2_0_=_2_x_2_x_._12_5 ____ _ W4 5.106.05 6,183.57 0.00 1.035.57 38x0.109 1 10=1x1x.109 W3 0.00: 13,309.92 5,364.97 5,396.01 2.3x0.156 1 1J=11/2x11/2x.156 : W2 12,966.041 21,205.75 0.00 2,150.56i 3.8x0.230 1 RM=round1 '--------'J-------'---~--~-~-----~--~-~ ---~--~--• A"-_ .... le.Ieosila.stress.Redr reed 10% V1 0l 7,818.~7 1,582 2,983.43 I 2 0 X 0.109 1 715 =··1 1/4 X 1 1/4 X .109 I V2 o: 6,183.57 1,4611 -1.752.33, 2.oxo.109 I 1 110 = 1 X 1 X . 109 I I .I I 1, I I I I I I I I I I I . ---' ""----STRESS ANALYSIS -PAGE 1 1-:-_ -----· ---:---_ Joe Number: 'Job Name· 'Date Run: L_ --"-J i 98-0235 ASYMTEC -ROOF 6/9/98 _. ~Llill"1 L:::=ation: ,~c~:~e;~~~~~rimp 30K232/128 'Mark: -~~----------::.· ·--:-· .,,,_./ CARLASBAD, CA J27 - 1 ~<:Jmetry ·-------------· IJ;i:i;-c:-I E;ective Depth· ---: Base _e,~g:r ' ! l orl<m9 Ler:::--EC :;3r::>r Let·.::·-Shape I I 47-11_ 3/4 __ ·47.7 3/4 28.87 .10 @4-0 Parallel Chords -· ---· ------------' ·----· -------------. -· I Variable Left End Right End ! 1; 5-0 · BC Panel :5-0 I TC Panel ,4-0 4-0 -------· ------~ \V. / ",<zv;:7~ 1 ; First Half :0-11 7/8 0-11 7/8 \/ ' '· .. \, ,· -. ----I I First Oiag. 5-11 , /8 5-117/8 ; I _Q':f)th 30 00 3C 00 I I ----·-... ---------· -·-: : Loads ------------.. ·----------- ·. Uniform Loaa in TC (plf1 232.001 Concentrated Loa a TC @ :3-11 7 /8 (lbs 1 500.00. ! 375.00 ! i, Concentrated Load TC@ 23-11 7/8 (lbs) 250.00 ;Additional Shear in Webs j Additional Bending in TC (lbs1 250.00 !Additional Bending i_'2 BC :it:s1 250.00: -- ', TC Axial Load (lbs) 7,700.00 Stress Analysis Summary --.. - ! Int =::re, :-~ I ,\.:;, Panel BC Reaction LE I Reaction RE \,:1r11m1_.,1: --r==:·· I ~1;:o;~-~~t; I Max BC Tension I 24.00 !48.00 5,901.92 5,901.92 1.475.48 30,567.84 ------------- I Member TC Tension TC Compresion BC Tension BC Compresion1 VVsb Tsns,on Web Comp Web Length PP Dist. i· W2 0.00 13,996.38 0.00 o.ooj 13.086 58 0 00' 64.79 0-2 : V1S 0.00 13,785.8:S 0.00 0.001 J 00 1 597.82 31.27 4-0 I W3 0.00 13,785.8:S 12,647.68 0.001 J.00 5.575.86' 31.22 5-0 W4 0.00 17,953.15 12,647.68 o.ooi 6 1G3.74 0.00 37.55 5-11 7/8 W5 0.00 17,953.15 19,441.72 o.oo! J.00 5.500.39 37.55 7-11 7/8 1/1/6 0.00 22,470.18 19,441.72 o.ool 4_39-;-04 ., 0 00. 37.55 9-11 7/8 if\/7 0.00 22,470.13 24.693.09 o.oo! '.: 00 4 293 68 37.55 11-11 7/8 1[\/3 0 00 26,740.T1 24.693.09 0 oo: ----331 _j -; :: J 0 00 37.55 13-11 7/8 t/9 0.00 26,740.T 28.401.79 O.'.JO' : ooi 3 J86.98 37.55 15-11 7/8 ' W10 0 00 29,677.e:, 28.401.79 0.00 ! 2.'123 63i 0 00 · 37.55 17-11 7/8 ·i'/11 0.00 29,677.es1 30,567.84 o oo; :.ool 1 918.61 37.55 19-11 7/8 VV12 0.00 31,072.35 30.567.84 0 oo: 19'261: 0.00 37.55 21-11 7/8 I/12 0 00 31,072.35 30,567.84 0 00, ,9'261; 0 00 37.55 23-11 7/8 : lf\/11 0.00 29,677.6:: 30,567.84 O.OO: : 00 1.918.61' 37.55 25-11 7/8 W 10 0.00 29,677.651 28,401.79 o.ooi 2.423.63 0 00 37.55 27-11 7/8 i 1/\/9 0.00 26,740.27; 28,401.79 o.ool J 00 3 086.98 37.55 29-11 7/8 i 1/\/8 0.00 26,740.271 24.693.09 0.00: 35~'.:33! 0 00 37.55 31-11 7/8 t/7 0.00 22,470.13'. 24.693.09 o.oo: : oo: 4 293 58 37.55 33-11 7/8 115 0.00 22,470.13, 19.441.72 0 oo: 4 29-04: 0 00 37.55 35-11 7/8 ·115 0.00 17,953.1: 19.441.72 0 '.}Q : 00. 5 5,:0 39 37.55 37-11 7/8 'f',/4 0.00 17,953.15 12.647.68 0.00: e·:374' 0.00 37.55 39-11 7/8 I W3 0.00 13,785.85: 12.647.68 o.ooi '.: OOi 5 575 86 31.22 41-11 7/8 V1S 0.00 13,785.85: 0.00 0 00 J.00! 1.597 82 31.27 43-11 3/4 ' W2 0.00 13,996.381 0.00 0.00 13 025.58: 0 00 64.79 42-11 3/4 i ----------. ----· ------------· \ Standard Verticals ---! Member Position Max Tension : Max Comp. Length V2 Interior O.OC 1 1,744.36 28.87 1- I ' ' I I -. ------- I I I I I I I I I I I I I I I I I I I : Chord Properties ------,----Chord Area I ' ' TC I 0.6730 ' ! I I 0 6'.254 I BC I l ·-----_,_ ' I Axial and Bendin~ Analysis ' K 1.-•, 1.00 : 50.000,00 Top Chcrd Check Length STRESS ANALYSIS -PAGE 2 .:ob Number: 98-0235 I Job Name: ASYMTEC -ROOF ~x ;z Ryy I y :: ·3189 0.3944 1.2318 I 0.5650 I : 5208 0.3951 1.2286 I 0.5603 --. =b· I Mom of Inertia ILL 240 30,000.00 541.07 280.33 i:nd Panel L:: j First Panel LE Interior Pane! 46.cJ/ 23.88 24.00 - --------- I : :::578 :: .::410 ---- ILL::~:., 1280.33 Q 0.9808 0 9522 I OateRun: 6/9/98 Material ! 23 = 2 X .2 X .163 I _ ________ ___, ----,------~ Max 811cc: ·:: I Max Bridg BC: ! 14-10 5/8 I 24-6 7/8 ----------------~--------=--=--=--=--=--=--= F•rst Panel RE ; End Panel RE =o:: Eerween Chords: 23.88: 46.0C -1-·o_o _______ , 329.E3 -187 50 · ... \/e!d Len 2X: ' Bending Loaa -329 82 0_5000 --~------------r-----------------------======== 13,996.33 -31,072.36 10,398.'3 -23,084.14 _A_x_ia_l L_o_a_d ___________ -+--------~------------,----1_3._9_96_._3_8 : -~. Load Fillers TC: '. fa -! 10.398.13 33,819.45 74.32 -38.78 19,871.eB -25,554.36. 27,033.81 -99,311.69 0.88.!5 -0.9070 5419.71 -750.00 4812.s~I -375 00 15083.l; -2087.30 5273.33 -410.90 1 -5 I '; Maximum K L/r -! 7 4 32 -.-,;;-, L-o-ad_n_o_F_ille-rs_r;_c_: --i -, F-a--------------,-------,----------_----,---1-9-,8-7-1-.6-8 _2_9,_4_43_._45 ____ ~i 1 : !, -:: OAL/Ryy: I_· F_'e ___________ ~--t---------~---------+--2_7_,0_3_3_.8_1 464.1686 ! i ,Cm -0.8846 ,! ---------------t-----------------+1-----='.: Stress: ~! P_a_n_el_P_o_in_t_M_o_m_e_n_t ________ ,--_____________ -___ , ___ 5_4_1_9._7_1 24,437.42 Mid Panel Moment -, 4812.59 =:: URz: j '--P_a_n-el_P_o_in-t-fb-----------;--------------_---: __ 1_5_0_8_3_4_1 =~2=1=·4=7=96===== ; · Mid Panel fb -5273 33 -:: Shear Stress: : . Fillers -1 8.756.15 ---------------t-----------------+, -----::::: Shear Stress: 25.481.54 -25,171.44 0.78C9 -0.9198 ,PanelPointStress -I 25.481.54 9.447.57 : Mid Panel Stress -i O 7809 -------- . -----------~---------------------- . Web Design ' Member I 'Neb Tens1~-.:.11ow Tensior Web Comp Allow Comp Weld ----------- Qty Material W2 I 13,086 52 21,205.7: 0.00 2.153.74 :: ~ x 0.230 1 RM= rc~-d 1 ---'--------------···---------·----------• Allowable Tensile Stress R~:::.iced 10% ··----~ -----------_----------- W3 1 O.OC 14,531.2: 5,575.86 .)x0125 1 20=2,<2.< 125 •- 7,882.24 W4 6,10374 6, 183_5-, 00 : 3 X O.: 09 1 1 0 = 1 ' . < 1 09 1,036.35 W5 O.OC 14,531.2: 7,868.92 ,500.39, ; J X 0.125 1 20 = 2 XL I. .125 W6 4,897.04 6, 183.5-1,036.35 ; J X 0.109 1 10 = 1 ' . / .109 I W7 0 OC 11,848.62 ,293.68· ::.1x0.138 1 1G=1~2-<11/2x.138 W8 3,690.33 6, 183.5";' ' :::3x0.109 1 10=1x~.<.109 4,504 95 1,036.36 Ii· II i W9 0.00 9,786.93 ,086.98: 2·Jx0113 ! 1 1C=1Vi.x11/2x.113 W10 2.483.63 6, 183.5-:-2Jx0.109 1 10=1.<'.< 109 W11 0 OC 7,818.5-:-1,918.61 3,757.04 1,036 35 2,069.75 ' I W12 1,918.61 6,183.5-0.00 1,036.35 ! ! W12 1,918.61 _6.....:,_1_83_5-_____ 0_.0_0 ___ .,__ ___ 2_J_x_0_10_9 ___ 1 __ 1_0_=_1_x _' _1._1_0_9 _____ _ 1,036.36 W11 I O.OC 7,818.5-:-1,918.61 20x0.109 1 15=11 1lx11/4x.109 2,069.75 I I I W10 2.483.63 6,183.57 0.00 '. W9 0.00 9,786.93 3,086.98: 1,036.35 3,757.04 I I ' W8 3,690.33 6,183.57 0.00: 1,036.36 I I ! I W7 000 11,848.68 4,293.68, 21x0.138 1 1G=1112x11/2x.138 ___ ___,JI----------'--------'-------'----------------------,! W6 4,897.04 6.183.57 o.oo! ::oxo.109 1 10=1x1A109 1· 4,504.95 1,036.35 I ! W5 O.OC 14,531.25 5,500.39' 7,868.92 l W4 6,103.74 6,183.57 O.oo; '33x0.109 1 10=1x1x. 1,036.36 W3 0.00 14,531.25 5,575.86I 30x0125 : 1 :20=2x2x. 7,882.24. W2 13,086.58 21,205.75 0.00 J 3.3 x 0.230 : 1 ·RM= round 1 2,153.74 .. -------lowable Tensile Stress Rcci1 ired 10% __ V1 O 7,818.57. 1,598j 2,984.24: 1 !15=11/4x11/4x.109 v2 __ o ____ 6~,1_8_3._57_-·: ___ -_1-_.4_75~j~ __ 1_,7_52._3X __ 2 o_x 0.109 1 10 = 1 X 1 X . 1 09 I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 1 .. .Joo Number: I .Job Name: ----------------.-------, ' Date Run: 98-0235 ASYMTEC -ROOF 6/10/98 ~ 0 A_c~-tiL_ 0 ~_.-S_B_A_D_._C_A ________ ~l_t_~s~;e;~~~0 ~n~p 30K232/128 i Geometry j Base Length I t,1-o,l(m9 Ler.1:1· 'Joist De::r 'Efective Cec:: II c: 1 ·c 0 .,@·a;. 4 ,,,_~--"'' ::,, -----------, ·Shape I _47-11 -~7i__ __ 30.00 28.87 I :.-======= -------=====================:::::::::::::=:. I Parallel Chords Variable Left End Right End . 1 BC Panel 5-0 5-0 i ITC Panel 4-0 4-0 ;-~~~-J\k-· ,\ ---,. / ' First Half 0-11 1 /2 0-11 1/2 '-l... \.._ ., .. -----·--.\" \, -. ---,."' l\v'' '\. ' "-,, _, ----·· -~..-'. ... First Diag. '5-11 1 /2 5-11 1/2 Depth ;30.00 --30.00 I Loads -------------------------~--~·- i_U_n_1f_or_m_Lo_a_d_i_n_T_C_(,.,_P__;lfJ'--_________ 2_3_2_.o_o Concentrated Loaa TC@ 23-11 1/2 (lbs) 500.00 375.00. 250.00 · Concentrated Load TC @ 23-11 1/2 (lbs) 250.00 Additional Shear in Webs ---------=-----'-----'-------:Addition a I Bending in TC (lbsJ 250.00· Additional Bending In BC (lbsJ ---,-------'-------'------·re Axial Load (lbs) 1 7,700.00~ Stress Analysis Summary . .. Member TC Tension TC Compresion W2 0.00; 13,985.46 ! Int Panel TC: I Ma.< Panel BC ! Reaction L:: 'Reaction ,::.c I•' ·_,,,.,:_.·n Shear I Ma, TC Comp ! 24.00 48.00 ; 5,894.67 5,894.67 '1.473.67 30,995.76 ==::::::=======;::===================::'.:=== ----=-·-==:;:=======--Ii· Web Comp. Web Length PP Dist. I I!--------~-------~-------~--~--_____, Ii, 0.00. 64.79 0-2 I i----1---------------1----------------+----------t------, ------------, I Mat BC Tension I 30,491.24 BC Tension BC Compresioni Web Tension o.oo, 0.00 13,070.31 V1S 0.00. 13,776.06 o.oo· 0.00 0 00 1,595.86 31.27 4-0 W3 0.00: 13,776.06 12,571.08: 0.00. 0 00 5,546.83' 31.08 5-0 W4 o.oo: 17,895.70 12,571.08: 0.00 6,103.74 0.00, 37.55 5-111/2 W5 0 00: 17,895.70 19,365.12: 0.00, 0.00 5,500.39. 37.55 7-11 1/2 I W6 0.00, 22,412.72 W7 0.00 22,412.72 19,365.12 0.00 4,897 04 24,616.48 0 00 0.00 o.oo: 37.55 9-11 1/2 ii 4,293.68 37.55 11-111/2 1· ---+------'-----+------'--~--------'-------+----' I ;, W8 0.00 26,663.c7 24,616.48 0.00 3,690.33 ,: 0.00 37.55 13-11 1/2 !----i-----------'--------'---------------1-----'--------+---- ' ' W9 0.00 0 00 0 00 3,086.98 37.55 15-11 1/2 ,. 26,663.67 28,325.19 1----1---------------1----------------+----------t----W10 0.00 29,601.05 28,325.19 0.00 2,483.63 0.00 37.55 17-111/2 : ' i ___ __,,-----------'--------'--------------1-----------i----- W11 0.00 29,601.05 30,491.24 0.00 0.00 1,91625 37.55 19-111/2 ,, .. ,-----,,--------------+----------------+----~-------+----W12 0 00 30,995.75 30,491.24 O.OC 1,91625 0.00 37.-55 21-11 1/2 ' W12 0.00 30,995.75 30,491.24 0 00 1,916 25 0 OC 37.55 23-11 1/2 I, W11 0.00 29,601.05 30,491.24· 0.00 0.00 1,91625 37.55125-111/2 W10 0.00. 29,601.05 28,325.19: 0.00 2,483 63 0.00 37.55 27-111/2 W9 0 00 26,663.67 28,325.19: 0.00 0 00 3,086 98 37.55 29-111/2 W8 0.00 26,663.67 24,616.48 0.00 3,690.33 0.00 37.55 31-11 1/2 I I W7 0.00 22,412.72 24,616.48 0 00 0.00 4,293.68 37.55j33-111/2 ' W6 0.00 22,412.72 19,365.12 0.00 4,897.04 0 00 37.55135-11 1/2 1: W5 0.00 17,895.70 W4 0.00 17,895.70 19,365.12 0.00 0 00 12,571.08 0.00 6,103.741 5.500.39 37.55l37-111/2 0 00 37.55 39-11 1/2 i I ' 1-----,,-----------'-----+----'---------------------------- W3 0.00 13,776.06 V1S 0.00 13,776.06 12,571.08 0.00 0.00 o.oo· Q.00 0.00 5,546.83 31.08 41-111/2 ' : 1.595.86 31.27 43-11 i I-----'----'-------+--------- W2 0.00; 13,985.46 0.00' 0.00 13,070.31 0.00 64.79 42-11 ' --- Standard Verticals I , ______ -------------------- i Member Position Max Tension Max Comp. Length 1-----11---------------------''------"'---I V2 l_,nterioc 0.00 1,743.98 28.87 ' I i I I I I I I I I I I I I I I I I I I I I I·-- . -E:.:..~~-::::::--------~ S" --T -=--) ,-1, ___ s~qn,p ,-..:.," . - STRESS ANALYSIS -PAGE 2 -----,--------------.. Job Number. 'Job Name: 98-0235 ASYMTEC • ROOF --------------,------, I Date Run: 6/10/98 La~a/lon: CARLASBAD. CA I Jo,st Ces-.,wtlon Short Span Crimp 30K232/128 -------------~. ----. ----- ' Mark: J28 ------~--~ Chord Properties -----T----chord Area Rx ~z I Ryy Y ! --Q ' -· ·: -Ma-t-er-ia_l ___ ____,j ! TC I 0.6730 0 6189 o.3944 I 1.2318 o.5650 ! 0 2578 I I 0.9808 i24=2x2x.176 :! o_"C _ __,_j _ ~25~ _ 0 6_2_08_~_0_3_9_5_1 ~1_1_.2_2_8_6 __ 0_._56_0_3_ C 2410 , ~-2_2_ -~2i = 2 x 2 _ _:_:_'._6_3 ____ ~i · Axial and Bending Analysis K I=, --· --=b-----,-M-om_o_f_ln-ert-,a--~,L-L-2-40---- 1. O? ___ .,___ 1 50. ooo. oo -=-=--3_0_,_o __ o_o-:::.._o_o-:::.-:::.-;:..-:::..-::..-5_4-:::.1-:::.. o-=-1-=--=--=--=--=--=--=-"::'.:.-2_8-:::..1-=-.4-=3 ~~~~%3 -------~:~1~'~r;;c j ;:~6B;fg Bc: ! --------· --------·------:=-::=========~ Top Chord Check , End Panel L:: First Panel LE Interior Panel i=,rst Panel RE i End Panel RE Gap Between Chords: J Length 46.00 23.50 24.00 23.501 46.00 -1-·o_o ______ ..... , Mm Weld Len 2X: ' Bending Load 329.83 -187.50 -329.83 o.5000 I Axial Load I 13,985.46 -30,995 76 -! 13.985 46 Max Load Fillers TC: ' . fa i 10,390.02 -23,027.23: -10,390 02 33,819.45 --------: MaximumKL/r 1 74.32 -3878: -74.32 MaxLoadnoFtllersTC: '-F-a----------+i --1-9,-8-7-1._6_8 _________ 2_5_,5_5_4-.3-6-ri---_ ---+---1-9-,8-7-1-.6-8 _2_9_,4_4_3._45 ____ _ , TC OAL/Ryy: ! F'e 27,033.81 • 99,311.69! -27,033.81 463.5598 '-----------+, ------------------:------------=============~ Cm i 0.8847 -0.9073! -0.8847 , -------------------------------.------BC Stress· _P_a_ne_l_P_o_1n_t _M_o_m_e_nt __ ........:.; ___ 5_4_22_._56-+-~---______ 75_0_o_o_: ___ -___ 1 ___ 54_2_2_.5_6 24,376.18 Mid Panel Moment ' 4811.43 -375.00 -J 4811.43 BCL!Rz: . Mid Panel Stress _P_a_ne_l_P_o_in_t f_b _____ 1 __ 1_5_0_9_1._34-+-----_____ 2_08_7_.3_0_: ___ -__ ~I __ 1_50_9_1_.3_4 -=1=21=·=47=9=6========~ MidPanelfb 5272.06 -410.90• -! 5272.06 TCShearStress: -------------,------1+-----------~--------;-l-----1 8,744.51 Fillers -o : --------------,-1-----+-----------------+I-----BCS/JearStress: Panel Point Stress 25,481.35 -25,114.53' -25,481.35 9,435.02 o.78o3 -o.9176: -I 07303 -------~ ------'-------. ------- I I ---· Web Design -------,-------· ----~,-------------,· Member ! Web Tension i Allow Tensior, ! Web Comp Allow Comp : I --------·---·---------------! Weld Qty Material . _ '/1/2 ; _ --13.070.31 [ _ 21,205.75 0.00 2.153.7 4 ·--:, 3 X 0.230 --·-RM= round 1 .. ·----------* A.llov1aole Tensile Stress Reduced 10% .. ·-------, -----------------• ------·· ·--. ------- 'f./3 0.00; 14,531.25 5.546.83 7,909.90 ·:·Jx0.125 1 20=2x2x 125 W4 1 6.103.74! 6,183.57. 0.00 1.036.36, '.;3x0.109 1 10=1x1x.109 'N5 o.ooi 14,531.25: 5,500.39 7,868.92! 3'Jx0.125 1 20=2x2x.125 4.897_04i 6,183.5:1 0.00 1,036.36' '.":.Jx0.109 1 10=1x1x.109 lf,/7 O.OOj 11,848.68: 4,293.68. 4,504.95: :=1x0.138' 1 1G=11/2x11/2x.138 W8 3.690.33 6,183.57: 0.00 1,036.361 23x0.109 ! 1 10=1x1x.109 \f,/9 0.00 9,786.931 3,086.98' 3,757.04 i 2 0 X 0.113 ! 1 1 C = 1 1/2 X 1 1/2 X .113 W10 2.483.63 6,183.57! 0.00-1.036.361 20x0.109 1 10=1x1x.109 W11 o.ooj 7,818.57 1,916.25 2,069.76: ~-·Jx0109 1 15=11/4x11/4x.109 W12 1.916.251 6,183.57: 0.00 1,036.36: 2-Jx0.109 1 10=1x1x.109 \/1/12 1.916.25! 6,183.57: 0.00 1,036.36' 2·Jx0.109 1 10=1x1x.109 W11 o.oo! 7,818.57 1,916.25 2,069.76: ::.·Jx0.109 1 15=11/4x11/4x.109 W10 2,483.631 6,183.57 0.00 1,036.361 2. J X 0.109 1 10 = 1 X 1 X .109 lf,/9 o.oo! 9,786.93! 3,086.98: 3,757.04 1 2'.Jx0.113 1 ·1c= 1112x1112x.113 lf,/8 3,690.33 6,183.57: 0.00! 1,036.361 23x0.109 , 1 10=1x1x 109 W7 4.897.04 6,183.57, o.ooi 1,036.36! 30x0.109 1 10=1x1x.109 il -----''-------+----'------------=------,-, -------------------. i W5 ' 0.00 14,531.25. 5,500.39i 7,868.92: ;0x0.125 1 20=2x2x.125 , ----------+----'-------'------=------,--------------------1 W4 1 5.103.74 6,183.57,_: 0.001 1,036.361 '38x0.109 1 1 10=1x1x.109 ,1 -----~·-------------1---..:.._---'" _____ ~--'------,-----------'------------;,; : W3 I 0.00 14,531.25j 5,546.83! 7,909.90! ;.0x0.125 1 20=2x2x.125 ii ,----,lf------+----'----+1---'---+1---'---~------;--------------i __ W_2_-c,,--___,,-1-,,3_,0_7_0.--=3=-1 ~-2..,...1..,.,,2=-=o..,..5_. 7_5~ ___ 0_._00~ __ 2_, 1_5_3_. 7 ~L 3 8 x 0.230 1 ! RM = r_o_u_n_d_1 _____ ~: : * Allowable Te11Sile.Str:essRed1 iced 10% 000 11,848.68: 4,293.681 4,504.95\ 21x0.138 1 1G=11/2x11/2x.138 ,1 INS v1 I oi 7,818.57i 1,5961 2,984.24 j 2 0 X 0.109 1 ! 15 = 1 1 /4 X 1 1 /4 X .109 v2 I ol 6,183.'57\ 1,474\ 1,752.33\ 2.J X 0.109 1 ! 10 = 1 x_1_x_._1 _0_9 __________ ~~-- I I I I I I I I I I I I I I I I I I I ---------STRESS ANALYSIS -PAGE 1 'l;:c-:::::-----·------Job Number I Job Name: I Date Run: (_J I -98-0235 ASYMTEC -ROOF 6/9/98 ,=.;; ) -' _:fil?c:n, :..:;:ation: I ',...,sr llr-"S' lf''r1on I Mark: CARLASBAD. CA 1Short Sp,m Crimp 30K232/128 J29 -~. . . ------- 1~eo_!Tl_~!}'__ ---.. I : C :.5.;. _.:.1igrJ7 . :,.,.. ·· .. -=-· -~· I Joist Dec:-I E;:~~v; Cec:n 2:: =~··:-... .-· Snape . 47-11 3/4 47-7 3/4 i10@_4-0 Parallel Chords I :, 30.00 I· -------·-···-··--I ' --------------· --I Variable Left i::na Right End; i' I BC Panel , 5-0 5-0 i ;4.0 1-~\.,\i· I 1 TC Panel 4-0 /'· ·--. ----------· -------l\L __ /,'! ' I First Half : 0-11 :-18 0-11 7/8 . / I l -._,.· ~/ 'I --·---------··---"~ : ' I First D1ag. ·s-11 :-·s 5-11 7/8 i i I I ' I Depth 30.00 30 00 i ------------·-- i · Loads ---------· ------ Uniform Load in TC tplf 232.00 Concentrated Load T,::;@ 23-11 7/8 ilbsi 500.00 : Concentrated Load TC@ 23-11 7/8 (lbs) 250.00 Additional Shear In Webs 375.00 Additional Bending in TC tlbs1 250.00· Additional Benrn~g 1n BC tlb~1 250.00 TC Axial Load (lbs) 14,000.00 Stress Analysis Summary -----I I · Irr =-5nel TC /,1.;=,, ?sr-: 2-.: , Reaction LE I Reaction ?.E .. •·:,1;_,:r r-?5-r I Ma,-::: ~omp I ,via.< BC Tension 124.00 I 148.00 5,901.92 5,901.92 1.475.48 33,825.82 :30,596.11 I I ---------.... ------... ----------.. -' ! Member TC Tension TC Compres1cn BC Tension BC Compres1on, VVeb Tension ' Web Comp. ·Web Length PP Dist. I I I W2 ~ oc 18,728.S9 0.001 0.00 13.oss.28 ! 0.00 64.78 0-2 i i I V1S :: oc 18,518.25 o.oo; 0 co J ooi 1.598 04' 31.24 4-0 i I coo; ' W3 :: oc 18,518.25 12,659.38'. O.O·J 5 576.60 31.20 5-0 i 11 12,659.38 I 6.105051 37.53 5-11 7/8 I 1,. I/\J4 :: 00 22,689.41 0.00· 0 oo: II W5 J 00 22,689.41 19,459.70; 0.00 o.ooj 5.502.47, 37.53 7-11 7/8 I '/\J6 = oc 27,210.E:2 19,459.70'. O.CO 4.898 89i 0.00 37.53 9-11 7/8 ! W7 : JG 27,210.62 24,715.92: 0.CG :: 00' 4.295.31 37.53 11-11 7/8 ; '/\JS : 'JC 30,573.:-: 24,715.92 0 :; 3 69~ 73· 0 00 37.53 13-11 7/8 ' ' f\J9 = JC 30,573.7:1 28,428.06 C :: : JO '.; 088.15 37.53 15-11 718 : N10 ::.JC 32,778.82! 28.428.06. r --...) _,,.) 2.42.4 57 0.00 37.53 17-11 7/8 /1/11 :: 00 32,778 22! 30,596.11 0 C:Q ':: 'JO :,91933 37 53 19-11 7/8 i /1/12 : JC 33,825.821 30,596.11 0 r-1 91 ~ 33 0.00 37.53 21-11 7/8 : ' /1/12 ~ QC 33,825.82! 30,596.11 0 c:c 1 919 33 0 00 37.53 23-11 7/8 I 32,778.82 30,596.11 'IV11 = so 0 ,..r ~v ' C.00, 1 919.33. 37.53 25-11 7/8 ' •/1/10 : QC 32,778.82 28,428.06 1 0 rr. 2.484 57 1 o.oo· 37.53 27-11 7/8 l W9 :: 00 30,573.75 28,428.06 ! O.C:O o ool 3.088.15; 37.53 29-11 7/8 I ! 'N8 : OG 30,573.751 24,715.92, O.~: 3591.73: o.oo· 37.53 31-11 7/8 I i I ,f\J7 :: 'JC 27,210.62! 24,715.92 o.::c C 00' 4.295.31 37.53 33-11 7/8 : ' I I /\J6 :: oc :?7,210.62; 19,459.70 n r-4.898 39· 0 00 37.53 35-11 7/8 ! ! :.J -J 'NS : JC 22,689.4' i 19,459.70 n ~-C 00 : 502.47 37.53 37-11 7/8 I I 22,689.4~ I ! ! N4 i = oc 12,659.38 n ~~ 5 10:S.05 0.00 37.53 39-11 7/8 J.·--i /1/3 '"''70 18,518.261 12,659.38' o.c:: Joo: 5 576 60 31.20 41-11 7/8 ' I ·/1 S :: QC 18,518.261 0.00 0 ,-,,-, o.ooj , 598.04 31.24 43-11 3/4 ! ,• v.J ,I 18,728.99! 13 096.28. ,I 'f\J2 ~ nn 0.00 0 00 0.00 64.78 42-11 3/4 'I -_u I ------------------·----------------i ! Standard Verticals I -----' Member I Pcsitior ~Aax Tension ! Max Comp. Length I --- O.OGj : \/2 Interior 1,744.51: 28.85 -----I I I I I I -- I I I I I I I I I I I I I I I I I I I .. ------·---lSi?: STRESS ANALYSIS -PAGE 2 ----Job Number: I Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 Location. I Joist Des(r1t't101~ 'Mark: CARLASBAD, CA jshort Span Crimp 30K232/12~--J29 . ~ : ----... --.. I C::~ord Properti_es -l --I. -----.. --' Chord Area I Rx Rz Ryy y Q Material I TC 0.9375 l 0 6089 0.3911 1.2500 0 5917 I (1 '-l7"6 1.0000 '29 = 2 X 2 X . 250 I BC 0.625~_ i ___ 0 6208 0.3951 1.2286 0.5603 ! --ti _:41c 0.9522 ~23~ 2 X 2 X .163 ----. - ~~!al and Bending Analys~ _ . -- I< I c~ IFb: I Mom of Inertia !'--2.;,_;--.. ' :iax Bnda TC ! Hax Bridg BC: ----- 1.00 50,000.00 30,000.00 625.01 I 323.82 323.82 ,15-11/4 124-6 7/8 ---·--.. ----· -------r ----. -Top Chord Check End Panel LE First Panel LE lntenor Panel I F11st Parei RE End Panel RE Gap Be:\':een Chords: , Length 46.00 23.88 24_001 :::3.88 46.00 1.00 329.83 187.50! Jl.lm li\/ei.'.1 Len 2X. : Bending Load --329.83 0.5000 Axial Load 18,728.99 33.825.82/ 18.728 99 --Max Lcac ,=t11ers TC: 1fa 9,988.79 -18.040.44 -9.988 79 47,9/i9.16 1 Maximum K Ur 75.55 -39.42 -75.55 Max Load no Fillers TC· ,Fa 19,888.15 -25.913.89 -19,888.15 41,628.18 :F'e 26,165.73 96.122.731 26.165.73 TCOAURyy: --457.4000 ·cm 0.8855 -0.92491 -0.8855 BC Stress ! Panel Point Moment 5419.71 -750 oo I -5419.71 24,460.02 1 Mid Panel Moment 4812.59 -375.00 j -4812.59 BCLtRz Panel Point fb 10979.51 -1519.391 -10979 51 121.4796 ·•· 319.16j ; Mid Panel fb 4095.97 --4095.97 TC Shear Stress: I 6,192.11 ;Fillers 1 -Qi -1 19.559.82! BC S/;e;;r Stress: i Panel Point Stress 20,968.30 --20.968 30 9,449.45 l Mid Panel Stress 0.6978 0.7083 I 0.6978 ·-----· ----. Web Design -----,---· ---------I I I Member Web Tension Allow Tension Web Comp Allow Comp I 1Nelc Qty Material , W2 13,096.28 21,205.75 0.00 2 150.561 ~SxC2.3J 1 RM = round 1 ! * Allowable Tensile StressReduced 10% -------·-----. 1 · ----·---· - 5,576.601 -,. 'J XO '25·7·---1··· 20 = 2 X 2 X .125 I W3 0.00 14,531.25 ,281.421 i W4 •J, 106.05 6,183.57 0.00 "1 035.57 ! :; ,C; XO ''.:9 1 10 = 1 X 1 X . 109 W5 0.00 14,531.25 5,502.47 /86659~ 3'Jx0'::.5 1 20 = 2 X 2 X .125 i W6 4,898.89 6,183.57 0.00 1 035.57 i 3 0 XO'. '.:9 1 10 = 1 X 1 X . 109 : W7 0.00 11,848.68 4,295.31 4501.55! 21x0"33 1 1 G = 1 1 /2 X 1 1 /2 X .138 W8 3,691.73 6,183.57 0.00 1 035.571 2.3 x 0. °C9 1 10=1x1x.109 I W9 0.00 9,786.93 3,088.15 3 754.20! 2'.),<0."3 1 1C = 11/2x 11/2x.113 I ' W10 2.484.57 6,183.57 0.00 1 035.571 20t.0:::9 1 10=1t.1x.109 I W11 0 00 7,818.57 1,919.33 2 'J58.20 i 2.Qx0''.:9 1 15= 11/4x11/4x.109 1/1/12 1,919.33 6,183.57 0.00 1 035.571 20x0''.:9 I 1 1 0 = 1 X 1 X . 109 I W12 1,919.33 6,183.57 0.00 .. ,..,_,,.,,-,,__, :-: : ,( 0,. =~ I 1 10=1x1x 109 I l ..,.j":.)_"::)/ I I W11 0.00 7,818.57 1,919.33 2.'.:68.20: 2Clx0"'.:9 ! 1 15 = 1 1 /4 X 1 1 /4 X .109 I W10 2,484.57 6,183.57 0.00 1 035.57\ 2 0 XO E9 1 1 0 = 1 X 1 X . 1 09 I ! W9 0.00 9,786.93 3,088.15 -:i --4 20 I '-! l':J . t 2.0xo.-~3 1 1C = 11/2x 11/2x.113 I W8 3,691.73 6,183.57 0.00 1.035.57 j 2.3x0.1::9 1 10 = 1 X 1 X . 109 ! W7 0.00 11,848.68 4,295.31 4501.55: 2 1 XO ~ 38 1 1G= 11/2x11/2x.138 I W6 4,898.89 6,183.57 0.00 1 ·J35.57I :, ,J X Q 1 '.:9 1 10 = 1 X 1 X .1 09 ! W5 0.00 14,531.25 5,502.47 7 866.59: )fJx0.!25 1 20 = 2 X 2 X .125 I W4 6,106.05 6,183.57 0.00 1.035.57; 3.8 XO 1'.:9 1 1 0 = 1 X 1 X . 109 I ! W3 o.oo: 14,531.25 5,576.60 7.881.421 3.0x0.125 1 20 = 2 X 2 X .125 I I W2 13,096.28! 21,205.75 0.00 2.150.561 3 8 X 0.230 1 RM= round 1 • AUo.wable-Toosile..StJ:ess..Re.dJJced l 0% -- I 2.983.43 I -I --· V1 01 7,818.57 1,598 2.0x0.109 1 15 = 1 1 /4 X 1 1 /4 X .109 I V2 0 6,183.57 1,4751 1752331 2 0 XO 109 I 1 . 10 = 1 X 1 X 109 -- I I I / I ' I I ·1 11 I I 'I I, ·1 l! ,I ,, :I ,. •l :i 11 !· ! i I I ! I : !i i ' i i i I I I I I I I I I I I I I I I I I I I , Geometry ' Ease _engt/1 ' 47-11 3/4 --I : 1 :1nw;:: ... e·~~::" •47-7 3/4 ! Variable Left End Right End , 1 BC Panel / 5-0 5-0 ! I Efect,ve Oept/J· 28.72 ; ;~s~~:~ 1 i~~~17/8 ~~~1 7/8 ;---~-. \ll. \V\~- FirstOiag. ,5-117/8 5-117/8' · _Q_e~pt_h ____ j3o.oo __ 3_0_.o_o ____________ _ · Loads --------------------~ ----- Parallel Chords ______ ...._ - -----·- : Uniform Load in TC (plf1 232.00; Concentrated Load TC@23-11 -;'/8 (lbs) i Concentrated Load TC@ 23-11 7/8 (lbs) I 250.00j ,Additional Shear in Webs : Additional Bending in TC (lbs) ; 250.00j I Additional Bending in BC (lbsi ,TC Axial Load (lbs) i 25,000.00j · -------~- Member TC Tension TC Compres1on BC Tension BC Compresion1 Web Tension Web Comp W2 0,00 27,014.92 0.00 o.oo: 13,142.15 0 00' : 0.00: ' V1S 0,00 26,803.27 0.00 '.:: 00 1,599 07' W3 0,00 26,803,27 12,714.67 0,00: C 00 5,580.141 W4 0.00' 30,992.65 12,714.67 0.001 6,11e97 0 00, W5 o.oo' 30,992.65 19,544.68 o.ooi 0.00 5,512.31' W6 0.00 35,533.60 19,544.68 o.oo! 4,907.es 0.00 W7 0 00 35,533.60 24,823.86 0,00 r, ,'"':' 4,302 99' --- ·/\/8 0 00 38,911.42 24,823.86 0.00 3,698 33 0.00 f\19 '; 00 38,911.42 28,552.21 0.00 -~~ 3,093.67 --- f./10 J 00 41.126.12 28,552.21 0.00 2.48~ G~ 0 00 //11 '.} 00 41,126,12 30,729.73 0.00 ::: :c 1.922 77 /\/12 0 00 42.177.69 30,729.73 0.00 1.922.r 0,00 /\!12 0 00 42,177.69 30,729.73 0.00: 1.922 77 0.00 W11 '.) 00 41,126.12 30,729.73 o.oo: 0 GC: 1,922.77' : 1/\/10 0.00 41,126.12 28,552.21 0.001 2.489.01 0.00 W9 ' 0.00 38,911.42 28,552.21 o.oo: 0 00 3,093.67 if\18 G.00 38,911.42 24,823.86 0.00, 3,6S8 33 0.00 '/1/7 G 00 35,533.60 24,823.86 0.00 ~ ~~ 4,302.99 N6 0.00 35,533.60 _ 19,544.68 0.00, 4.907 es 0 00 N5 C 00 30,992.65 19,544.68 0.00 ~ CG 5,512.31 l/4 'J 00 30,992.65 12,714.67 0.00 6,11597 0.00, /\/3 0.00 26,803.27 12,714.67 0.00, ~ ~~ 5,580.14 V .._,'-..., V1S 0 00 26,803.27 0.00 0.00' 0.00 1.599.071 \/\/2 0.00 27,014.92 0.00 O.OOi 13,142.15 0 00 ------· --·-------- : Standard Verticals 1 Member± Position_=:. _M_a_x_T_e_n_si_on-_M_a_x_C_o_m_p"-.--t-L_e_n __ g_th_ 1/2 Interior 0.00 1,745.18 28.72 ... ------·------~--~--~---- I DateRun: 6/9/98 IJ;;: . -·· _____ ..........,_ ___ _, -------~ I . -========~ -. ·--·-----~ 500,00 375.00 250,00 Web Length 64.72 31,13 31,08 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 31.08 31.13 '64.72 PP Dist. 0-2 4-0 5-0 5-11 7/8 7-11 7/8 9-11 7/8 11-117/8 13-11 7/8 15-11 7/8 17-117./8 19-11 7/8 21-117/8 23-11 7/8 25-11 7/8 27-11 7/8 29-11 7/8 31-11 7/8 33-11 7/8 35-11 7/8 37-11 7/8 39-11 7/8 41-11 7/8 43-11 3/4 42-11 3/4 I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 2 ------,,-------------- !ob Number: !Job Name: 98-0235 ASYMTEC -ROOF :__.;cation: CARLASBAD.CA ' Mark: J30 ---------~---~ Chord Properties -------i Chord Area ' Rx Rz I Ryy ! y Q : Material I I : TC 1.18,5 ' 0 -:-595 0.4915 I 1.4400 I 0.7171 . -031 !2F=:21/2x21/'.2x.250 I' ! 1.0000 I' BC : 0.6254 . 0 5208 0 3951 I 1.2286 ! 0.5603 . .:: ..i 10 0 9522 J 23 .= 2 X 2_ X .163 -·------------ I f\~ial and Bendin~ Analys~ --.. -----I( ,-, 1Fb I iv/om of Inertia I LL 240: .. i Max B11c:u TC · '.' ax Bridg BC: I ... _ --- I 1.00 50,000.00 !30,000.00 676.89 350.70 350.70 ___ i_1713/4 24-6 7/8 ··-----------)~------·--. -- I'. Top Chord Ct1eck !::nd Panel LE First Panel LE Interior Panel =·:st Panel RE End Panel RE Gap Be,:.e-en Chords· ; Length 46 00 23.88 24 00 23.88 46.00 1.00 ! : Bending Loaa 329 83 Mm We·c _en 2X: -187.50 . 329 83 0.5000 j 'Axial Load 27,014.92 42,177 69 27,014.92 -. Max Lo2.::: =11/ers TC: !fa 11,374.70 -17,759.03 . 11,374.70 63,675.04 I Maximum K Ur 93.60 -31.19 . 93.60 Max Loao ~o Fillers TC: !Fa 14,538.02 -27,004.53 . 14,538.02 57,848.39 IF'e 41,787.37 153,510.53 41,787 37 TC OAL F._; y· -. 397.0615 ;cm 0.9183 0.9537 0.9183 -. BC Stress j Panel Point Moment 5419.71 -750.00 . 5419.71 24,566.84 j; Mid Panel Moment 4812.59 -375.00 . 4812.59 BCL!Rz ; Panel Point fb 6871.14 -950.85 . 6871.14 121.4796 ! Mid Panel fb 2454.08 -191.22 . 2454 08 TC Shear 3:ress: !Fillers 0 0 0 4,943.94 -. i Panel Point Stress BC Shear 3:ress: 18,245.84 -18,709.88 . 18,245.84 9,458.36 j Mid Panel Stress 0.8856 -0.6645 . 0.8856 --· ---------· W_eb Design Member 11\/eb Tension --.:iJow Tension ! Web Comp Allow Comp · !V.e.!d -,--Qty · · -M_a_t_e~-ia-1-----,j '----------------+----~--------------,,--~-------------1 ' W2 ,3 142.15 21,205.75 0.00 2.220.1<1 . 1. C 23'.} i 1 RM= round 1 I 1 ·_Allo~,:~~~l~_I_en~Le S,,ess Re-::~c:_e_d_1_0_%_______ ____ 1 __ /' IJV3 :oc 14.5312.5 5,580.14 7,995.19 ~1.C'.25 I 1 20=2x2x.125 --------, , W4 611697 6,183.57 0.00 1.072.74 :'3x01'J9 1 10=1x1x.109 ·-------------'-----+-------------------,----'-------------1 I' WS '.::.00 14,531.2.5 5,512.31 7.973.88 ::xG,25 1 20=2x2x.125 ;-------------'-----+---'-----------------,--------------' V\/6 4907"65 6,183.57 0.00 1,072.74 °-:xlJ1G9 1 10=1x1x.109 ,~. -----------~--+---------'----------+---------------! , W7 000 11,848.e8 4,302.99 4,663.11 :::.1x0138 1 1G=11/2x11/2x.138 i W8 3 598.33 6,183.57 0.00 1,072.74 ::_ 3 XO :09 1 10 = 1 X 1 X 109 V\/9 a.oo 9,786.93 3,093.67 3.888.95 ::.Jx0113 1 ·1c=1112x1112x.113 W10 248901 6,183.57 0.00 1.072.74 =::1..C:'::9 1 10=1x1x.109 \/1/11 'JOO 7,818.57 1,922.77 2.142.43 =..::1..G1'.:9 i 1 15=11/4x11i4x.109 : W12 192277 6,183.57 0.00 1.072.74 =:1..Ci'.:9 J 1 10=11.1x.10S ~-l/\_/_12----,-9-2_2_7_7 ___ 6-'-, 1_8_3 __ 5-7+-----0-.0-0 ___ 1 _-0-72 ___ 7_,1_=_:_1._s_·_, C:-9---:!--1--10-=_1_x __ -1 -x-.1-0-9------i 1/1/11 :::.oo 7,818.57 1,922.77 2,142.43 =:1.c1::9 I 1 15=11/4x11/4x.109 W10 2.48901 6,183.57 0.00 1.07274· :::0x0109 ! 1 10=1x1x.109 I W9 '.:l.00 9,786.93 3,093.67 3,888.95; 2.:1.0113 I 1 1C=11/2x11/2x.113 W8 3.698.33 6,183.57 0.00 1,072.74 23x011J9 ! 1 10=1x1x.109 1/1/7 000 11,848.68 4,302.99 4.663.11· ::.1x0138 ! 1 1G=11/2x11/2x.138 i: ~ _W_6 ____ 4_9_0_7-_6_5 ___ 6_, 1-8-3-.5-7+---~-0-.0-0 ___ 1 _-0_72 ___ 7_4 ___ ; _.J_J._0_1_,:;_9____,,--1--10_=_1_1.._1 -x-.1-0-9------i ~ V\/5 0 00 14,531.25 5,512.31 7,973.88 ";:;. 0 '!25 I 1 20 = 2;. 2 x 125 V\/4 6.11697 6,183.57 0.00 1,072.74 -::~x0~09 I 1 10=111x.109 1/1/3 0.00 14,531.25 5,580.14' 7,995.19: ~=x0125 I 1 .20=2x2x.125 W2 13.142.15 21,205.75 0.00 2,220.14.l. ';3x_Q.23u_1 :RM=round1 llowable..Iensile.Stress.Bed-,-1c_e_d_1_0_%_~----------..... ---_-_--------~ I V1 1 --0 7,818.57 1,599 3,097.57; 2'Jx0.109 1 l15=1-1/4x11/4x.109 l V2 0 6,183~57 ·-1,475 1,821.72'. :Jx0.109 1 l10=1x1x.109 I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 1 -------r-------------- I JobName: ---------. ------~----- I DateRun: Job Number: 98-0235 ASYMTEC -ROOF 6/9/98 ~ 0 A_c~-ti-~~-· S_B_A_D_._C_A ________ _,_,_~ 0~:~,,;·~,~~~£r~mp 30K232/128 1r;r ---------~--~ I Joist Dep:- 30.00 I BC .=::.•·,;; _,,. ·· _10@4-0 Srace Parallel Chords ---·. --------------- Left End Right End ! Vanable -BC Panel 5-0 ·5-0 TC Panel 4-0 '4-0 ~--. \/ .,/\ .. . -~---·---· '. First Half I 0-11 718 : 0-11 7/8 ..... ~_ ----- , First Diag 15-11 718 5-11 7/8 Depth !30.00 30.00 -------·-·------- Loads r·· ------------r--- , Uniform Load in TC (plfJ 232.00 Concentrated L::a::: :C@ 23-11 7/8 (lbs) ; Concentrated Load TC@ 23-11 7/8 (lbs) 250.00 Additional Shear :-:Vebs !Additional Bending in TC (lbs) 250.00 Additional Bencing_,n ~C (lbsJ '.TC Axial Load (lbs) 8,700.00 I Stress Analysis Summary 1;~;i~~~;= .. 1 ! Int ?sr:el TC J_;i.;, Pans1I BC I Reaction LE -. .naat ·,;~, TC Comp J: 24.00 48.00 5,901.92 1.475.48 31.072.36 1_ --=-:=--·. ---.. -!• Member TC Tension TC Compresicri! BC Tension ::C Compres1c:-'-'O Tension Web Comp W2 : 0.00; 14,746.33'. 0.00 o.c: 13,086.58 0 00 I V1S 0.00! 14,535.8: 0.00 o.::: 0.00 1,597 82 W3 0.00! 14,535.85: 12,647.68 O.C: 0 00 5,575.86 W4 I 0.00/ 18,703.15! 12,647.68 o.c::: 6,103.74 0.00 ! .. I 1s,7o3.1::I ,, W5 0.00/ 19,441.72 0.G'.: 0.00 5,500.39 I W6 0.00: 23,220.13: 19,441.72 0 C: 4,897.04 0.00 i ! 23,220.1 c 24,693.09 o.:::: G.00 W7 0.00: 4,293 68 W8 0 00· 26,740.r 24.693.09 0 r • 3,690.33 0 00 IJ\/9 0 00 26,740.T 28.401.79 0 --0.CO 3,086.98 VV10 0.00 29,677 E: 28,401.79 0 --2.483.63 0.00 W11 G.00 29,677.E: 30,567.84 0 --0.00 1,918.61 i W12 0.00 31,072.3~ 30,567.84 0 r-1.91861 0.00 W12 0 00 31,072.3~ 30,567.84 0 ::= 1,91861 0.00 W11 o oo· 29,677.6: 30,567.84 0 ,-0 00 1,918.61 I• W10 O.OOi 29,677.65 28,401.79 o.c: 2,483 63 0.00· I i I W9 0.001 26,740.27 28,401.79 o.c: o.oo· 3,086.98 I W8 0 oo: 26,740.2-;" 24,693.09 0 r· 3,690 33 0.00 i : W7 0.00. 23,220.E 24.693.09 0 --0 00 4,293.68 ' W6 0 00, 23,220.12 19,441.72 0 ,-4,897 04 0 00 !• : \f\/5 0.00 18,703.1: 19.441.72 0 --0 00 5.500.39 \f,/4 0.00 18,703.1: 12.647.68 0 r -6.10374 0 00 i \f\/3 0 00: 14,535.85 12,647.68 n ,--u --0.00 5,575.86 I V1S 0.001 14,535.85 0.00 0 c::: 0.00 1,597.82: ! W2 0.00i 14,746.32 0.00 0.C: 13,086 58 0.00 ------------•" ___ Standard Verticals ---· I Member Position I Max Tension Max Comp. Length _____ , i V2 Interior 0.0C 1,744.36 28.87 !-·----------·- i i ! L__ __ -- I I ------ ._,/\/7·' I - --.,~-- :20.00 3-5 00 250.00 ·.;,l BC Tension I 30,567.84 ! -;_ ,;o Length PP Dist I 64.79 0-2 I 31.27 4-0 I i 31.22 5-0 I 37.55 5-11 7/8 ! I 37.55 7-11 7/8 I 37.55 9-11 7/8 37 55 11-11 7/8 ·1 37.55 13-11 7/8 i 37.55 15-11 7 /8 I 37.55 17-11 7/8 37.55 19-11 7/8 ' ' 37.55 21-11 7/8 ' 37.55 23-11 7/8 37.55 25-11 7/8 37.55 27-11 7/8 37.55 29-11 7/8 I 37.55 31-11 7/8 ! 37.55 33-11 7/8 37.55 35-11 7/8 I I 37.55 37-11 7/8 37.55 39-11 7/8 ' I 31.22 41-11 7/8 '1 31.27 43-11 3/4 : 6_4.79 42-11 3/4 -· I ! I i I I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 2 --------.------------· I Job Name: Job Number: 98-0235 Location CARLASBAD,CA ASYMTEC -ROOF I Date Run: 6/9/98 ! Mark. J31 . ~_hard Pr~~ti~ _ j . Rx ' Chord Area Rz Ryy Y i Q Material TC 0.6730 i 0.6189 0.3944 1.2318 0.5650 r:::578 09808 24=2,2x.176 •----t------+-----+------1----+--------------it--------------a i . _ §~--___ 0.625_4 _ I_ o_:?_2_0_8 _ _,___o_.3_9_51 _ _,___1_.2_2_8_6---'-_o_.5_6_o_3_ ;: .::4!9 _____ o_.9_5_2_2~2_3_".'_; ·:?~_.1_6_3 ____ ___, I Axial and Bending Analysis 'K If½ --· · IFb. 11\tlomoflnertia· ILL2J0 iLi:.-2~: l, 1 w 4 a~ 1 s 0 r:: 5 ,.- 1 . 8 -::__ 1/vlaxBridgBC· ; -~:o_~---___ E·o.~.o<:_ ·, =3=0=,o=o=o=.o=o==;::::==s=4=1=.0=1======:::'.:2=8=0=.3=-3 l~_0.33 _ _ 24-6 7/8 Top Chord Check • End Panel LE First Panel LE i Interior Panel F·1st P~el RE j End Panel RE. s~p Between Chords· , Length 46.00 23.88 1 24.00 :::3 881 46 c·: -1-·o_o _____ _ --=--------------+-------------------.------'-Im Weld Len 2X: : Bending Load 329.83 -187.50 -i 329.83 o.sooo I I Axial Load 14,746.38 -, 31,072.36 -'1 14 746 ----------------'-----+------;------------;------'-'--.:;::,_ 1,/ax Load Fillers TC: i fa I 10,955.32 -! 23,084.14 -10,955.32 33,819.45 ; Maximum K L/r 1 7 4.32 -I 38.78 -7 4 32 -,1,-1ax_L_o-ad_n_o_F._ille-rs_T_C_: --l ,-F-a---------+i--1-9-,8-7-1.-6-8+----_---+,--2-5,-5-54 ___ 36-----_ --+---19-,-8--t 1-.6-8 _2_9,_44_3_.4_5 ____ _., TC OAL/Ryy. ,Fe , 27,033.81 -I 99,311.69 -27,033.81 464.1686 · Cm ! 0.8784 -I 0.9070 -O 8784 ======~ ----------,-------i---------;-------------t------BC Stress. _P_a_n_el_P_o_in_t_M_o_m_e_n_t ___ i ___ 5_4_1_9_.7_1+-__ -__ -'-1 ___ 75_0_._oo ____ ----+---5_4_1_9_7_" 24,437.42 Mid Panel Moment 4812.59 -i 375.00 -! 4812.50 2-:;uRz :_P_a_n_el_P_o_in_t_fb _____ ...c..: __ 1_5_0_8_3_.4_1+-__ -___ , ___ 2_08_7_._30 ____ ----+---15_0_8_3_.4_, 12~1_·_4..::::7_9_6.::::::::::::::::======: : , Mid Panel fb ' 5273.33 -410.90 -! 5273. 3'.: -,; Shear Stress: 1'------------:-i-----1+------'-------------,-1-----. 8,756.15 il · Fillers , -5 - 1,----------,-1-----+-----.......,....-----------+------acshearStress: 1'PanelPointStress : 26,038.73 -25.171.44--26,038.73 9,447.57 I Mid Panel Stress ___ i ___ 0_._8_16_0~-----~---0_.9_1_98__ -------~---0_.8_1_6_0 _______ __, I Web Design _ ___________________ _ __________ _ r · Member Web Tension : Allow Tension Web Comp Allow Comp Weld I Qty Material I :· ___ VJ2 __ 13.086.~~; __ 2_1_,2_0_5_.7_5~j ____ 0_.0_0 ___ 2_.1_5_3 74 _ : 3 x_~:T3J_J ___ '!__ j_R_~ = -:~n~_1 _____ ___,I * Allowable Tensile Stress Reduced 10% -····---.---------· ----~-----------------·r---- \f\/3 0.00 :4,531.25 5,575.86: 7.882.2.1 .. Jx0125 1 120=::.,2.x.125 --~----~----------:,--------+--------------\ \f\/4 6.103.74' 6,183.57 0.001 1,036.36 :::ix0.1C9 1 1 !10=1,,x.109 ---~--+------,-..-------------------------, \f\/5 0.00: 14,531.25 5,500.39/ 7,868.92 :.Jx0.125 ' 1 l20=2,2x 125 ' , \f\/6 4.897.04i 6,183.57 0.00 1.036.35 :·)x0.1G9 I 1 10=111x.109 1----1---------~--------+-----------+-------il------------ i __ W_7_+-___ o_. o_o ..... ! __ 1-'1,_84_8_.6_8-+-__ 4,_2_93_.6_8-t-__ 4,_50_4_.9_5 __ 2._1_x_o_. 1_3_8---+/ __ 1 --1-1_G_=_"_, _-.-_2_x_1_1_12_x_._13_8 __ -j W8 3.690.33i 6,183.57 0.00 1,036.36 23x0.109 i 1 10=1_,,x.109 \f\/9 O.OOj 9,786.93 3,086.98 3.757.04 2Jx0.113 i 1 1C=1 ':2x11/2x.113 W10 2.483.63! 6,183.57 0.00 1,036.35 ::..'Jx0.109 1 10=1,·x.109 i W11 0.00i 7,818.57 1,918.61 2,069.76 :::.Jx0.1C9 1 !15=1·.1x11/4x.109 1----t-------'----...:...,_---!---..!..---+-----'-------------i+-------------1 1 W12 1,91861: 6,183.57 0.001 1,036.36 2'Jx01C9 ! 1 10=1,;x.109 \f\/12 1.918.61 1 6,183.57 0.00 1,036.36 ::.CJx0.109 1 110=11'.x.109 i----------------,-------------------.---------------1 , \f\/11 0.00! 7,818.57 1,918.61 2,069.71:: ::.'.Jx0.1G9 1 15=1'.:!x11/4x.109 \f\/10 2.483.63 6,183.57 0.00 1.036.36 ::.Jx0.109 1 10=11'x.109 W9 o.oo 9,786.93 3,086.98 3,757.04 2Jx0113' 1 1c=1·:2x11/2x.113 W8 3.690.33 6,183.57 0.00 1.036.36 23x0109 ! 1 10=111x.109 \f\/7 o.ool 11,848.68 4,293.68 4.504.95 21 x0.138 i 1 1G= 1 ~12x1112x.138 I \f\/6 4.897.041 6,183.57 0.00 1,036.36 :.1Jx0109 : 1 10=111x.109 , \f\/5 0.001 14,531.25 5,500.39 7.86892 '.:'Jx0.125 i 1 20=212x.125 1 · \f\/4 6,103.74 ! ___ 6,_1_83_._57-t-____ o_.o_o+-__ 1,_03_6_.3_6 __ :._.B_x_o_._10_9 __ ! _1_-+-10_=_1_1_·_x_._1 _09 _____ -; ~ W3 0.00I 14,531.25 5,575.86 7.882.24 :.Ox0.125 i 1 20=2x2x.125 W2 13,086.58 21,205.75 0.00 2,153.74 3 3 x 0.230 I 1 RM= round 1 Allo.wablaieosile Str:ess...Red-,-u_c_e--,d-1~0-%,--~-----~----'---~_ ---~---'----_ ; V1 ol 7,81~.57 1,598j 2,984.24-~--20x0109 I 1 115::::·11.'4x11/4x.109 I V2 oL __ 6 ..... ,_18_3_.5_7~ ___ 1_,4_7_5~ __ 1_,7_5_2.33. 2·Jx0.109 i 1 110= 1 x, x.109 I I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 1 ------------------------------~-----~ ' Job Name I Date Run: Job Number. 98-0235 :..ocatlon: CARLASBAD, CA ASYMTEC -ROOF 6/9/98 J32 ' Mark: ----~-----' : Geometry ____ _ : -~i~~--=~"=-7~-~:~-·~---_ -=}9,=~~_,_'~t,-~:·_· -...:::::'=Jf=;=~i=;:;:p=::-======'E=;;=~t=~~=e =De=p=;11==='=:c::::®:::..:=~~~ L~· . ·· I Shape.-----··· I Parallel C~ords Variable Left End Right End ' BC Panel 3-0 3-0 I :re Panel '---------------1 :. First Half --~~"--------2-0 2-0 0-8 3/4 / / 0-8 3/4 --~ ~,.,---·-·-· ---. First Oiag. 3-8 3/4 3-8 3/4 ; _o_e_,__p_th ____ 18_.o_o ____ 1o_~ __ o_o_~-----------________ _, . Loads . _U_n_if_or_m_Lo_a_d_I_n _T_c_,· -("---p-=-lfJ===================2=6_4-_=o-10~1 i Concentrated Lo~a TC @--9~8-3-/4_(_1b_s_) ---· ·- : Concentrated Load TC @ 9-8 3/4 (lbs) 250.00 \ Additional Shear in Webs 500.00 375.00 250.00 '---------~--~--------1 'Additional Bending in TC (lbsJ : 250.00 /Additional Bendingm BC (lbs) -------'----------------1 · ------~------ ! :re Axial Load (lbs) ' 7,700.00 Stress Analysis Summary , Int Pane! TC ' 24.00 Member TC Tension TC Compresion BC Tension BC Compresion; W2 0.00 9,755.00 0.00 0.00 ! V1S 0.00 9,506.58 0.00 0.00 1 - W3 0.00 9,506.58 6,099.61 0.00, W4 0.00 12,142.21 6,099.61 0.00; W5 0.00. 12,142.21 10,135.80 0.00: W6 0.00 14,053.65 10,135.80 o.ooi W6 0 00 14,053.65 10,140.25 0.00. W5 S 00 12,148.88 10,140.25 0.00 W4 0 00 12,148.88 6,112.96 0,00 W3 0 00 9,517.23 6,112.96 0.00 V1S 0.00 9,517.28 0.00 0.00 W2 0.00 9,769.02 0.00 0.00 ----·- Standard Verticals --- Member Position Max Tension Max Comp. Length V2 Interior 0.00 1,708.19 17.04 v'l/eb Tension Web Comp. !Web Length 6,772.68 I 0.00! 38,03 0.00 1,089.07 · 20.84 0.00 2,882.20i 19.15 3,578.79 O.OOj 29.43 0.00 2,666.63i 29.43 1,754.48 o.oo: 29.43 1,749.02 0.00' 29.43 0.00 2.66118' 29.43 3.573 33 0.00 29.43 0.00 2,880.20 19 15 0.00 1,094 34· 20.91 6,791.68 0 00 38.14 ------------ PP Dist. 0-2 2-0 3-0 3-8 3/4 5-8 3/4 7-8 3/4 9-8 3/4 I , 11-8 3/4 i1 13-8 3/4 15-8 3/4 :1 17-5 5/8 I 16-5 1/2 I I I I I I I I I I I I I I I I I I I I IBP;~ ,--.,::;__ . . . ·:-· .. STRESS ANALYSIS -PAGE 2 ---------r---------------------------.------, Job Number: I Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 ~ 0 _l_~-;~_;_S_B_A_D_. C_A _________ ~l~_0~~~0e;:~;~0 ~rim_p 18K264/160 ' Mark: J32 ---·--'----'------' ~herd Properties _ __ ________________ __ __ _____ __ _ ---------~ 1 Chord Area Rx I Rz ! Ryy Y I Q Material i----+---------+------;----'-~--+-------------+-------------1 1 TC 0.4844 0.6262 I : 3975 I 1.2195 0.5464 0 1900 0.8343 20 = 2 x 2 x .125 BC 0.3262 0.4669 j C2969 i 1.0289 0.4168 .~0711 0.9204 1C=11/2x11/2x.113 ----~--_______ ...,__ ___ __,_ ____ ,.__ ____ , --------'---_________ __, Axial and Bending Analysis K IF, IFb IMom of Inertia: : 1.00 s·o,000.00 30,000.00 113.42 -==-========:::'.::· =--:===--==--= ==".::.=======::,==':'.:.========-;::.==::=====--- : ___ T_,op'---C_h_o_rd_C_he_c_k __ '--! _E_n_d_P_a_n_el ___ E-+_F_ir_st_P_a_n_e_l L_E-t-------------,f------- i 22 '.JO 20.75 , Length 1 Bending Load I 468 55 I LL 240 lu 2~: I ~,:~s8;;f -~ I Max Bridg BC: I 907.16 lli7,16 20-6 7/8 ----.. Interior Panel First Panel RE i End Panel RE Sap Between Chords: 24.00 20.88 22.00 1.00 i Wm 1,vetd Len 2X: 187.50 -, 468.55 0.5000 : Axial Load ·fa I 9.755 '.JO ! 10,06968 I 14,053.65 -i 9,769.02 I ,Wax Load Fillers TC: 14,506.99 -I 10,084.15 20,891.37 Maximum K Ur i 55 34 38 32 -55.34 Max Load no Fillers TC: Fa i 18,219.49 22,118.88 -18,219 49 18,549.78 .F'e ! 120.998.85 101,672.64 120,998 85 :COAURyy: -188.3018 Cm 0.9:50 Panel Point Moment 1866 37 0.9429 -0 9750 ! 2C Stress: 750.00 -1875.37 15,541.52 Mid Panel Moment 152: '.l2 375.00 -; 1517.62 2CURz ! Panel Point fb 7143 '.)1 2869.64 -I 7175.53 161.6702 i Mid Pane! fb 2187 44 539.30 -2182.54 -,:; She3r Stress: I F' I' 1llers i 0 I• Panel Point Stress ! 17,212.59 j I Mid Panel Stress --'--! ___ 0_.6_L_.5_6...__ __ -__ __,_ ______ _ i Web Design -··-------.------,-----· _ ; Member ! Web Tension Allow Tensic1 Web Comp 0 ! 0 5,985.71 - I ac Shear Stress: 17,376.63 -17,259.68 8,840.93 0.6796 -: 0.6462 ---· ' - Allow Comp ... -------,----,----. - : oty I Weld Material I vv2 I s 772 68 16.235 :.:5 * Allov,abie Tensile Stress Redu-ce-d..,...,..10-=--0:--:-1/o-~------'------· - 0.00 4.101 55 21 x0.215 1 , RH = rcund 7/8 I ·----·--------~ -· -----· ---------r-------,------ \/1/3 ! J.00 6.1 ~3 :7 -r-· ---· ,882.20 '. 10 = 1 X 1 X .109 --- 3.045.02 2.0x0.109 1 I/V4 3.578.79 6,183:7 0.00 I 10 = 1 1. 1 x .109 1.887 81 2 2 X 0.109 ' 1 ' \/1/5 'J 00 7.818:7 ,666.63 ! 15 = 1 1/4 X 1 1/4 X .109 3.719.85 2.0x0.109 1 W5 1 754.48 6,183 :7 1.74902 6,183:7 0 00. 7,818.:7 0.00 : 10 = 1 X 1 X .109 · ---'-----+------+----'--------------,--------------i __ ..:___-+ ____ o ._o_o +------'------------;..i _10_=_1_1._1_x_.1_0_9 ____ ---i 2.661.18 )15=11/4x11/4x.109 1,887.81 2 '.) X 0.109 1 1,887.81 2 0 X 0.109 1 3,719.85 2.Clx0.109 I 1 Vl/4 ! 3 573 33 6,183.:7 1.887.81 22x0.109 i 1 : 1 0 = 1 X 1 X . 109 \/1/3 Q 00 6,183.:7 3.045.02 2.0x0.109 1 ,880.20 :10=11.1x.109 4.077.55 21x02~5 1 I --·· ·----· : V\/2 . 6.791 68 16,235.:5 1 * Allowable Tensile Stress Red_u_c_e_d_1-'-0-o/c-o _...,__ ____ __,_ ____ _ 1---Vi i -0· 6.183 :71 1,094! 3.459.1-:- 0.00 ·RH= r-:;.md 7/8 2 iJ X 0.1S9 ---. --~-------~ -----· -·----1 . 10 = 1 / 1 X . 1 09 ----------, I , V2 ; G 6.183 :7 i ;.·Eccentricity Check -::-Or<--------'------~----958 4.16397 ::.Jx01S9 1 1 0 = 1 l 1 X . 1 09 --------~ I 1 I L_ I I I I I I I I 1. I I I ·I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL 2.000 ,n. 0.125 :n. 50.000 ksi 1.000 in 1.000 22.000 in 10,084.15 lbs. 7,700.00 lbs. 264.00 lbs./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e = Cm= Panel point <= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9= 3,735.68 OK Mid panel <= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.50 OK JOIST NAME: 18K294/160 MARK: J32 ONE ANGLE PROPERTIES: 0.484 in'·2 At= 2.525 in'2 0.190 in'·4 ltx = 3.074 in'4 0.626 in rtx = 1.103 in 0.077 in·'4 Panel P. Six= 2.372 in'3 0.398 in Mid Panel Six = 1.804 in'3 0.546 in 0.834 SEE NEXT PAGE: 1.30 in 11,310.20 lbs-in. 10,727.89 lbs-in. 3,993.72 psi 4, 768.39 psi 5,946.75 psi 30,000.00 psi 55.34 Kl:rx = 19.94 117.14 Cc= 117.14 20,243.88 psi Fa= 23.764.47 psi 48,760 98 psi F'e = 375,619.62 psi 0.98 Cm= 1.00 With filler Panel point<= 0.6 Fy = 30.000.00 psi ( fa + fb ) / 0.9= 9,735.68 OK Mid panel<= 1.00 ( fa/Fa + cm·fb/((1-fa/F'e)*Q*Fb) ) /.09= 0.45 OK I I. I I .I I I I I I I I I I I I I June 17, 1998 Shape: Shape: Shape: Shape: L L L L u 2.000 u 2.000 u 2.000 u 2.000· H 2.000 H 2.000 H 2.000 H 2.000 T 0.125 T 0.125 T 0.205 T 0,205 X 0.000 X 1,000 X -0.125 X 1.125 y 3,000 y 3.000 y 0.000 y 0.000 C( 180,00 C( 270.00 C: 90.000 C: 0.000 A 0,484 A 0.484 A 0.?78 A 0.??8 Ybar -0. 546 Yba1--0. 546 Ybar 0.575 'Ybar 0.575 Xbar -0, 546 Xbar 0.546 Xbar -0,575 Xbar 0,5?5 Ix 0,190 Ix 0.190 Ix 0.294 Ix 0.294 ly 0.190 ly 0.190 Iy 0.294 ly 0.294 Rx 0.626 Rx 0.626 Rx 0,615 Rx 0.615 Ry 0.626 Ry 0.626 Ry 0,615 Ry 0.615 Rz 0,398 Rz 0.398 Rz 0.393 Rz 0.393 e 225.00 e 315.00 e 135.00 e 45.000 0 I I - ---------------------4--------------------------------------1 I n A Wgt Ybar Xbar Ix ly Iw Iz lxy Rx Ry Rz e 2,525 8.584 1,296 0,500 3.074 4,271 4.271 3.074 0.000 1,103 1.301 1.103 0.000 I I I I I ,. I I I I I I I I I I I I. I ----·----STRESS ANALYSIS -PAGE 1 :tsH-----.. Job Number: I Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 I -) .. :..ocat1on. I ~o~s~~e;;~·~o,~~:TIP 18 K294/160 I~:._ _jJ __ :_ .---I~r.'. I Mark. CARLASBAD.CA J33 -· - . Geometry _____ . ------------.. -2 3se Lengt/1 ; :·\ .:,rf<1rg Ler.::·· I Joist De::::-i Efective Ce=:·· i EC Pan~;· L::11 ~::· Shape I 19-5 5/8 i 19-1 5/8 18.00 I 17.04 14@4-0 Parallel Chords I _,_ ----.. ----.· ---..... ·-... --------- Variable : Left End Right End : BC Panel ;3 .. 0 3-0 ' '.2-0 --'~-.... --· --··--·\y· TC Panel 2-0 , I First Half 10-8 3/4 0-8 3/4 ,'v_ -~_,, ; 3-8 3/4 3-8 3/4 i ~---.. First Diag. / . _Q_epth '18.00 18.00 I -·-' --·----· Loads ------· -r-·· Uniform Load In TC (plf1 294.00 Concentrated Load TC @ 9-8 3/4 (lbs) I 500.00' i Concentrated Load TC @ 9~8 3/4 (lbs) 250.00 Additional Shear in Webs I 375.00.! : Additional Bending in TC (lbs1 250.00 Additional Bending In BC (lbs) I 250.00: I I TC Axial Load (lbsl ____ 7,700.00, : Stress Analysis Summary --· - · tr: =-~net TC ! 1,7::,, ?ar~ 2::: "<eaction L:: I Reaction = = /J\·lmnn,~--··e;, I Ma., ,~ '::omp I Max BC Tension I · 24.00 48.00 3,188.11 3,187.70 , 79_!._.~3 14,779.02 111,065.38 -------------.. ----------: Member ! TC Tension TC Compresicn BC Tension BC Compresion Web Tension Web Comp Web Length PP Dist. W2 ! 0.00 10, 143.<!'3 0.00 0.00 7.352.01 0.00 38.03 0-2 I V1S i 0.00 9,866 81 0.00 0.00 0.00 1.159 27 20.84 2-0 W3 I 0.00 9,866.81 6,685.76 0.00 0.00 3,113.89 19.15 3-0 I W4 0.00 12,740.47 6,685.76 0.00 3,838.19 0 00 29.43 3-8 3/4 W5 0.00 12,740.47 11,060.49 0.00 0.00 2,822.38' 29.43 5-8 3/4 W6 0.00 14,779.C2 11,060.49 0.00 1.806.57 0.00 29.43 7-8 3/4 W6 ' 0.00 14,779.C2 11,065.38 0.00, 1.800 58 0 00 29.43 9-8 3/4 W5 0 oc 12,747 cJ 11,065.38 0.00\ 0 001 2 816.39 29.43 11-8 3/4 W4 ::: oc 12,747 cJ! 6,700.43 o.oo: 3.832 19 O.OG 29.43 13-8 3/4 W3 ::: oc 9,878 ::'3 6,700.43 0.001 0.00 3111.71 19.15 15-8 3/4 V1S :.oc 9,878.55 0.00 o.ool 0 00 1.164.95 20.91 17-5 5/8 W2 G.OG 10,158fJ 0.00 O.OO! r 372.71 0.00 38.14 16-5 1/2 --------· ------·· Standard Verticals I ----I Member I Position Max Tensior Max Comp. Length I \/2 ; Interior ---· a.col 1,773.03 17.04 -- I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 2 -------------------- I JobName: Job Number: 98-0235 ASYMTEC -ROOF Location: I Jo,s: Ct:s ·: .. --,~ CARLASBAD, CA ! Short Span Crimp 18K294/160 I Date Run: 6/9/98 J33 -----'----------~ ! Mark: _____ _____,_ ___ ____, '. Chord Properties ; -Chord----Are~ 1--Rx Rz Ryy Y ----------- / TC 0.4844 I O 6262 C 3975 1.2195 O 5464 . _ BC ___ .Ql26~ l __ o 4_6_6_9___,_o_,_29_6_9 _ _..___1_.0_2_8_9____,_o_._41_6_8_ Axial and Bending Analysis 'K ! "v ----IFb· I Mom of Inertia / __ 2..:c, 1.00 !50,000.0~_ 30,000.00 113.42 1907.16 ----==---====::::;:::::==========-= Q : · ?00 0.8343 0.9204 907.16 Material 20 = 2 X 2 X .125 1C = 11/2x 11/2x.113 I -· ------------' lMax Buda T~ ; 14-8 7/8 ·.::.:.::. ===;:::====:=:-..: ' Max Bfldg BC· I 20-6 7/8 --=======::: Top Chord Check End Panel LE First Panel LE · Interior Panel ;:: ·3, Panel RE End Panel RE Gap Between Chords: _L_e_n-gt_h_,_ __________ 2_2-.o-o+-----20 ___ 7_5_' ___ 2_4 __ 0_0 ____ 2_0 __ 8-8+----2-2-.0-0 -1-·0-0-----~ ·' im Weld Len 2X: 1 Bending Load 498 55 -187.50 -498 55 o.5000 1 _A_x_ia_l _L_oa_d _________ 1_0-'--, 1_4_3_4_6-+-----_____ 1_. 4_. -_17_9_.0_2 ____ ----+---10-',_1_5_8._9_0 ,,, =a=, L=o=ad=~=-,,=,e=rs=T=c:===:::::: I :fa 10,470.67 -' 15.255.76 -10,486.61 _2_0_,8_9_1._37 ____ --1 • 1 Maximum K Ur 55.34 -, 38.32 · -55 34 Max Load no Fillers TC !-F-a-----------1-8-,2-1-9.-4-9+----_ ---,-l--22 ___ 11-8-.8-8--,,---_---+---1-8-,2-1_9_.4_9 _1_3_,5_49_-7_8 ____ _, TCOAURyy: 1F'e 120,998.85 -1 101.672.64· -120,998.85 188_3018 '. Cm 0.97 40 -0.9400 -0.97 40 --=============='. '-----------------+-----------------1------BC Stress· i _P_a_n_e_l P_o_i_nt_M_o_m_e_nt ______ 1_9_8_6_4_1-+--__ -______ 7_5_0_. o_o ____ ----+----1_9_9_5._4_5 16,959.42 1 1 :Mid Panel Moment 1618.41 -375.00 -1614.79 acLRz I :_ P_a_n_e_l P_o_i_nt_f_b ________ 7_6_0_0_.3_6-+-----______ 28_6_9_.6_4 ____ -__ -+-___ 7_6_3_4._9_6 161 -6702 1 Mid Panel fb 2327.50 -539.30 -2322.29 TC Shear Stress: I· -F-il-le-rs ______________ 0-+----_--------0----_---+------0 6,570.02 I ~~~ :Panel Point Stress 18,071.03 -18.125.41 -18,121.57 9,703.96 • i -'-------~ : Mid Panel Stress 0.6739 -0.7135 _-_ 0.671~. Web Design ______ ------,c------------__ _ 1'_M_e~m~be~r-1-_W~e_b_T_e_n_si_o_n_t_.l_lo_w_T_e_n_s_ic_n--+-_W_e_b_C_o_m_p,__A_l_lo_v_1C_8m--'-p ___ .'_J&_i_t_-1-l_o_t~1-,-!_-_· ___ M_a_t_e_ria_l ____ l ... W2 _ _l __ 7,352.~ __ 1_6-'-12_3_5_5_5-'--____ 0_.0_0 ____ 4_·_::::_1 5c ::: : -<::: 21 5 __ J __ 1 ___ ~_Rf:-1 = round 7__1~ _____ __,I , • Allowable Tensile Stress Reduced 10% ' ----------· -----. -'-'--'---'-'------------ ! W3 0.0G 7,81857 3,113.89 4::22.5; __ 1:::~:;9 1 15=11/4x11/4x.109 i o.oo, -,.... n9 · 09 I : _· _1_N_4_-+ ___ 3.,_,8_3_8_.1_9 ___ 6....:.,_18_3_._:7-+-------'----1 _8_8_1._8_1 __ ::: _ __:_1_~_' '_~ -+--1-.,..: 1_0_=_1_x_1_x_.1 ______ -; ! __ ,.c..N_5_--+-____ o_._oo ___ 7....:.,8_1_8_5_7+-__ 2.:....,8_2_2_.3_8 ___ 3_7_19_._8_5 _:::_: _1._'.:_'_, CJ_9---1 __ 1 __ : _15_=_1_'_, /4_x_1_1_/4_x_.1_0_9 __ --;! ----------i t : W6 1,806.57 6,18357 0.00 ~887.81 ::::1:::''J9 1 10=1x1x.109 , W6 1,800.58 6,18357 0.001 1.887.81 ::: . ..:0109 1 :10=1x1x.109 1---+----=-------'---l------,---------+-------------1 I W5 0.00 7,818.57 2,816.39i 3719.85 ::::..:::::~'J9 1 '15=11/4x11/4x.109 __ W~4--i-__ 3....:.,_83_2_._19 ___ 6....:., 1_8_3_.5_7+-____ 0_.0_0+! ___ 1 _8_8-_1._8_1 _::: _ __:_1._0_.1_0_9---1 __ 1_+' _10_=_1_x_1_x_.1_0_9 ____ --; 1/1/3 0.00 7,81857 3,111.71: 4922.59 ::::1::::1'.J9 1 ·15=11/4x11/4x.109 1 11 _ ____:_:....:....._.J__ _______ __:_ __ -I----'---------------+----'-------------;! W2 7,372 71 16,235 -55 0.00: l 077 55 :. : 1 '.J 2~5 ______ 1_ _RH= round !_I_B _____ --1i -~_A_l_l_owable Tensile Stres~_B~'J_·u_c_e_d_1_0_°/4_o ___________ _ V1 0 6,183.57 1,165'. 3 459.1-:- V2 0 __ 6-'-, 1_8_3_5_7_,___ ___ 1....:.10_2_3 ___ 4_'_15_3_9-;- ;Eccentricity Check--:OK-. - ::: : 1:::: ·09 I_ 1 _. 10 = 1..: 1 __ x_1_0_9 _____ ~i L I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc.= END PANEL 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1.000 22.000 in 10,158.90 lbs. 7,700.00 lbs. 264.00 lbs./ ft. 3.00 1n. 1.00 No filler mw A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz= Cc= Fa= F'e= Cm= Panel point<= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9= 9.768.57 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)'Q*Fb)) /.09= 0.50 OK JOIST NAME: 18K294/160 MARK: J33 ONE ANGLE PROPERTIES: 0.484 in·'2 At= :.::::25 in'2 0.190 in-'4 ltx = 3.G:-4 in'4 0.626 in rtx = 1.103 in 0.077 in'4 Panel P. Six= 2.372 .in'3 0.398 in Mid Panel Six = 1.804 in'3 0.546 in 0.834 SEE NEXT PAGE: 1.30 in 11,310.20 lbs-in. 10,727.89 lbs-in. 4,023.33 psi 4,768.39 psi 5,946.75 psi 30,000.00 psi 55.34 Kl/rx = 19.94 117.14 Cc= 117.14 20,243.88 psi Fa= 23.764.47 psi 48,760.98 psi F'e = 375.519.62 psi 0.98 Cm= 1.00 With filler Panel point<= 0.6 Fy = 30,000.00 psi ( fa + fb ) I 0.9= 9.768.57 OK Mid panel<= 1.00 ( fa/Fa+ cm·fb/((1-fa/F'e)*Q*Fb) ) /.09= OK I I June 17, 1998 I I Shape: Shape: Sha,pe: Shape: L L L L u 2.000 u 2.000 u 2.000 u 2.000 H 2.000 H 2.000 H 2.000 H 2.000 I T 0 . .125 T 0 . .125 T 0.205 T 0.205 X 0.000 X .l..000 X -0 . .125 X .l. . .125 y 3.000 y 3.000 y 0.000 y 0.000 IX 180,00 IX 270.00 IX 90.000 IX 0.000 I A 0.484 A 0.484 A 0.778 A 0.778 Ybar -0. 546 Ybar -0, 546 Ybar 0.575 Ybar 0.575 Xbar -0. 546 Xbar 0,546 Xbar -o. 575 Xbar 0.575 Ix 0 . .190 Ix 0.190 Ix 0.294 Ix 0.294 I !J 0,.190 l!J 0.190 Iy 0.294 Iy 0.294 I Rx 0.626 Rx 0.626 Rx 0,6.15 Rx 0.6.15 R!J 0,626 Ry 0.626 Ry 0,615 Ry 0.6.15 Rz 0.398 Rz 0.398 Rz 0,393 Rz 0.393 e 225,00 e 315,00 e 135,00 e 45.000 I 0 I A 2.525 Wgt 8.584 Ybar-1.296 Xbat-0.500 I Ix 3.074 Iy 4.271 Iw 4.271 Iz 3. 074 IX!J 0.000 I Rx 1.103 Ry 1.301 Rz 1.103 e 0.000 ----~--------------------------------------' I I cl 0 I _n I I I I I I I I I I I I I I I I I I I I I I I I I --~ )SR: STRESS ANALYSIS -PAGE 1 -----------Job Number: 98-0235 I Job Name: ASYMTEC -ROOF !...~cation: CARLASBAD.CA Short Span Crimp 18K294/160 I Date Run: 6/9/98 -.::;';_----------·-.---::----------------·• ---------- ' Mark. J34 -------'------' ! Geometry ·-. _ _ __ i Base Length ,1, .. 19.~-1-or1,114Lere:·· I J1o,8s.t0o0e::-I=~==·-~ ~---.-,, --------~ I -------... Parallel Chords j :~ ~~s_1_14 __ -=::-==-_ _ ; __ V_a_ri_ab_l_e __ i;__L_eft_E_n_d __ R....,ig'--h_t _E_n_d 4@4-0_ ---=-============~ BC Panel I 3-0 3-0 _T_C_P_an_e_l ----1---2_-0 ___ 2-_0_~:_:,-~ \ 11 ,' "'- First Half 0-8 5/8 0-8 5/8 ~-"" ---------- ----------.. 1. First Diag. L 3-8 5/8 3-8 5/8 I----=---'~--------! Depth i18.00 18.00 1---~-----L ---·------------------------! : ~~ads __ _ ----- 1 _U_n_1f_o_rm_L_o_a_d_in_T_C_('-pl_f1 __________ 2_9_4_._oo_ Concentrate::: _:)aa re @ G-3 5/8 (lbs) 500 00 Concentrated Load TC @ 9-8 5/8 (lbs) 250.00 Additional Shear ;n Webs ---------='------'---'---------375.00 _. A_d_d_it_io_n_a_l B_e_n_d_in_,g,_i_n_T_C-'-(lb_s_J ________ 2_5_0_._00_ Additional Benrnng In ~_C_(_lb_s_, ---~~-250.00 -TC Axial Load (lbs/ _________ 7_,7_0_0_.0_0 _s_tr_e_ss_A_na_l.<...ys_i_s_S_u_m_m_a_r~y---------~---------________ _ ! , ;~_~;nel TC: I :~_ .. _o_~a_,._.,,-_._l:l_-_'.::-:-_,-=._-_ r::.1a_s_o~='~_;_1_L_E========'-'=;-~_1a=;-~_'~=;_1_;;-c--=======--;_;~:~3 nea, ---====~·=:=: 7=~~=~=7;=/1)~ . · -I Max BC Tension 11,027.88 1' Member TC Tension ·re Compresicn BC Tension BC Compres,c:~, :1eb Tension Web Comp. Neb Length PP Dist. ' W2 0.00 10, 136 . .23 0.00 '.: == 7,34: 30 0 00 38.03 0-2 V1S 0.00 9,860.L.4 0.00 r -----'.;_C)Q 1,157.22 20.84 2-0 W3 0 00 9,860.L.4 6,658.04 r ,...r, ---'.; 00 3,101.00 19.10 3-0 W4 0 00 12,717.24 6,658.04 Q rc--3,835.19 0 00 29.43 3-8 5/8 W5 o.oo· 12,717.24 11,027.88' c:.:e; coo· 2,81938 29.43 5-85/8 W6 0.00 14,752.73 11,027.88 C :: ------'----+---'-----------1_80_3_5_8 ____ 0_0_0 ___ 2_9_.4_3+-7_-_8_5/_8 __ W6 0.00 14,752.73 W5 J 00 12,711.2.:11 11,027.88 r ----- 11,027.88 ------ -----'-----'-------'-----------1 _.8_G_3_5_8 __________ +------, : '.:O 0 cc 29.43 9-8 5/8 2.819.38 29.43 11-8 5/8 W4 ~ 00 12,717.:/ 6,658.04 ------Q -r 29.43 13-8 5/8 W3 J 00 ------3.101CC 19 10 15-8 5/8 I 9,860 . ..'..11 6,658.04 -----'------~--------------------------l----V1S S OG W2 !J 00 ------_1-,. -------· I Standard Verticals __ _ Member Position V2 Interior I --- 1 I 9,860.L..ii 0.00 10,136.23 I 0.00 .. Max Tensior. I Max Comp. O.C·JI 1,772.85 ------1.157 22 20.84 17-5 1/4 ------0 c:: 38.03 16-5 1/4 Length 17.C~ I I I rt~~: .~~-~ -----. . . . . . ------r-------------·· Job Number: 'Job Name: 98-0235 ASYMTEC -ROOF STRESS ANALYSIS -PAGE 2 ------------------ I DateRun: 6/9/98 ,~;;------~----' I 1 1 ,C:h~rd Pr~~i~ _ _ i Chord Area Rx Rz ---------- 1 TC 0.4844 0.6262 0.3975 20 = :? , :? x .125 ',-, ----+----+-----+----+-----~--------------------------, ' ----- Ryy I y I Q 1.2195 I ! ' I 0.5464 0 1900 0 8343 I !: __ BC 0.326_2_ ~2_.4_6_69 _ _.___o_.2_9_6_9_~---~---__ :S:_= 1 • =~ __ 1_112x.113 l Axial and Bending Analysis . _ __ ______ _____ __ _ ___________ _ 1.0289 ! 0.4168 C· 07"11 0.9204 ~ -... '· K IF,· I Fb I Mom of Inertia ILL 240 jLL ::_;c, ~-=· ~-.. --'Max Bndg BC I I :~1..:~o ____ ~'.000.0~_ =1=3=0·,=o=oo=·=oo=::::;::::::=1=1=3·=4=2====9=1=1=.s=2= _ j911.62 ____ 1_4-_8 7/8 _ -:::· ==20=-=6=7=/8===:::::::; --Top Cho~d Check --, End Panel LE First Panel LE Interior Panel-; F1rst--;;;,;IREjE~~ RE -~~o Between Chords: I I I I I I I I I I 1 • O I 1.00 : 1 Length 1 22.00 20.63 24 00, 2 .63 "'-.:. ~----------1 I · · ·· Weld Len 2X: i~:B_e_n_d_1n~g~L_o_a_d _____ +-___ 4_9_8_.5_5 ____ -______ 18_7_._s_o_i ___ -__ -,-___ 4_9_8_:_5 Oj_~o=o=o========= 1• Axial Load j 10, 136.28 -14,752. /3 '. 10.136.25 i fa 10,463.25 -151228.62 • j Maximum K Ur 55.34 -38.32 10.463.25 55.34 18.219 49 · ·;;, Load Fillers TC: 20,891.37 ':ax Load no Fillers TC. 18,549.78 1 Fa 18,219.49 -1 22,118.88 1-----------+-----~---,i---------~--+-------t---- ; F'e 120,998.85 -: 101,672.641 -::; OAL/Ryy: 187.9943 120 998.85 0.974: , !Cm j 0.9741 -1 0.9401 j I'--'-----------+------+-----------------+---- ;· Panel Point Moment ! 1977.49 -750.00 l ='.:: Stress· 16,901.94 ; , Mid Panel Moment I 1621.99 375.00: I i i Panel Point fb I ; , Mid Panel fb / 7566.24 2869.641 2332.65 539.30 i ! I ; . Fillers i 1 '--' -----------+------+-----------------; i Panel Point Stress I 0 18,029.49 18,0~8.27i I ' I I I Ii Mid Panel Stress _____ j 1-· 0.6737 0.712~.L_ I I Web Design ! Memb~ Web Tension I Allow Tension : .. . - Web Comp I Allow Comp 'Neid ----·-·- i Qty 1/1/21_ __ 7.341.301 , __ 1_6~,2_3_5_.6_5 _________ _ 0.00 1 4,101.56: ·-:::. 3x0.215 ·-·r••• * Allo,Nable Tensile Stress Reduce_d_10_0_1/o ____________ _ v~J3-~ -----o.Ooj ---7.818.57· 3,101.00; 4,934.28 ----= _;XO 1 Q9 1 W4 3.835 19 6,183.57; 0.00! 1,88781 :: J XO 109 1 V'/5 0.00 7,818.57 2,819.38i 3,719.85 :C :, XO 109 1 ws 1,803.58 6,183.57. 0.00! 1,88781 = '.;XO 109 1 I ' W6 1,803.58 6,183.57. o.oo; 1,887.81 , 2 J X 0.109 ; 1 I I• W5 0 00 7,818.571 2,819.38 3,719.851 2 CJ X 0.109 ; 1 !, W4 3,835.19 6,183.571 0.00 1,887.811 2.4 X 0.109 I 1 !! W3 0 00 7,818.571 3,101.00 4.934.28! 2'Jx0109 ! 1 W2 7,34130 __ 16~,_23_5_.6_5 _____ ~--~- * Allov,able Tensile Stress Reduced 10% O.OOj 4,101.56' 23x0215 1 -· 1977.4~- ... ,_,, 1 ICL, :,1~· 1566.24 ='.:: URz: 161.6702 2332 cS -:: Shear Stress. 6,555.08 -, - 18 029 4~ ;;:: S/JearStress: 9.681 .81 0_573-;----- ----- Material ~_; = --::--::i 7/8 --.. : = -.:. .(_ 1 1/4x.109 1c; = < .. -X .109 ~: = ~ ' ·L X 1 1/4x.109 '::: = 1 -I X 109 1 Q = 1 /, < X .109 1: = 1 0 14 X 1 1/4x.109 1 C) = 1 X O X .109 -!C: -.. ' ..... -. ''.<! X 1 1/4x.109 =:::-= --::,-,'J 7/8 ------ I I : I ; ' i I ! I ... \/1_1_ -or ·--6-,1-83-.5-7-, ----~---.. --·------------ 1, 157i 3,473.12 ,;: J 1. 0 109 1 ': -' , , 1. 109 I I ! 1,0231 4,163 97' _Yl__ _ _l_ _____ . -_91 -_6-'-,_18_3_.5_7_' -----'-~-~-= 'J x_0 109__ 1 ''.: = • , , 1 .1_0_9 _____ _;:. I * Eccentricity Check -OK I ' ! I I l I I I ' I : I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: .A.SYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". END PANEL JOIST NAME: 18K294/160 MARK: J34 ONE ANGLE PROPERTIES: Leg= Thickness= Fy = Gap= K= Length= 2.000 n. 0.125 in. 50.000 ksi 1.000 in 1.000 22.000 in A= 0.484 in'2 At = 2 525 in'2 Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = 10,136.28 I1::s. 7,700.00 lt:s. 264.00 lbs./ ft. 3.00 ir.. 1.00 No filler Ix= rx = lz= rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e = Cm= Panel point<= 0,6 Fy = 30,000.00 psi {fa+ fb) / 0.9= ;,758.62 OK Mid panel<= 1.00 {fa/Fa+ Cm*fb/((1-fa/F'e}'Q*Fb) )/.09= 0.50 OK 0.190 in'4 ltx = 3.074 in'4 0.626 in rtx = 1.103 in 0.077 in'4 Panel P. Stx = 2.372 in'3 0.398 in Mid Panel Stx = 1.804 in'3 0.546 in 0.834 SEE NEXT PAGE: 1.30 in 11.310.20 lbs-in. 10.727.89 lbs-in. 4.014.37 psi 4,768.39 psi 5.946. 75 psi 30.000.00 psi 55.34 Kl/rx = 19.94 117.14 Cc= 117.14 20.243.88 psi Fa= 23,764.47 psi 48.760.98 psi F'e = 375,619.62 psi 0.98 Cm= 1.00 With filler Panel point<= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= 9,758.62 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0 45 OK I I June 17, 1998 I I Shape: Shape: Shape: Shape: L L L L u 2.000 u 2.000 u 2.000 u 2.000 H 2.000 H 2.000 H 2.000 H 2.000 I T 0,J.25 T 0.J.25 T 0.205 T 0.205 X 0.000 X J..000 X -0.J.25 X J.. J.25 y 3.000 y 3.000 y 0.000 y 0.000 0:: J.80.00 0:: 270.00 0:: 90.000 0:: 0.000 I A 0,484 A 0.484 A 0.778 A 0,778 Ybar -0. 546 Ybar -0. 546 Ybar 0.575 Ybar 0,575 Xbar -0. 546 Xbar 0.546 Xbar -0.575 Xbar 0.575 Ix 0.J.90 Ix 0.J.90 Ix 0.294 Ix 0,294 Iy o. J.90 Iy 0.J.90 Iy 0.294 Iy 0,294 I Rx 0.626 Rx 0.626 Rx 0.61.5 Rx 0.6J.5 Ry 0.626 Ry 0,626 Ry 0.61.5 Ry 0.6J.5 Rz 0.398 Rz 0.398 Rz 0.393 Rz 0,393 8 225.00 8 31.5.00 8 J.35.00 8 45.000 0 I I I A 2.525 Wgt 8.584 Ybat-J..296 Xbat-0.500 I Ix 3.074 Iy 4.27J. Iw 4.27J. Iz 3.074 -Ixy 0.000 I Rx 1.. J.03 Ry 1.. 301. Rz 1..1.03 8 0.000 ----4----1 I - I I n I I I I I I I I I I I I I I I I I I I I I I I I I I G_~metry i Base Ler•gt/1. i 19-5 5/8 ~ Variable Left End BC Panel 3-0 STRESS ANALYSIS -PAGE 1 Jc:: Number: 98-0235 Lc:ation: ' Job Name: ASYMTEC -ROOF CARLASBAD,CA ) 3-0 ------------ l ..... ,-::. ,--.=i.-::.·111,t,on· j S-h-~;!· s·p;n -~~imp 18 K264/~ ~~-- Sh.see Parallel Chords ------------------- ---~----- I Date Run: 6/10/98 ' Mark: J35 ___ ___. ___ __, I TC Panel First Half =======2-0===1:2-0===·-s,--~--\.,-------/--,._s::::::-"'---__ --- 0-8 3/4 I 0-8 3/4 ~ "'- 3-8 3/4 '3-8 3/4 ·---------- ---· · --------·· ------~,;- ' First Diag. i_!:lepth ·-18_.0_0 _ ! 18 00 Loads ------~-------~ ! Uniform Load in TC (plf) 264.00 Concentrated Loaa TC@ 9-8 3/4 des, I '---------'-'--------------! Concentrated Load TC @ 9-8 3/4 (lbs) I 250.00 Additional Shear in Webs I --------~---~~----------, I i Additional Bending in TC (lbs) I 250.001 :Additional Bending_ in B_C_(lb_s_) ____ _,_!_ _TC Axial Load (lbs) _______ ~l __ 1_4~,0_0_0_.0~0i Stress Analysis Summary -_________ _, 500.00 I 375.oo! 250.00!. Jint. Pare! re. 'Ms, ,::,are/BC· _'<_e_a-c/1-·on_L_E----,-Re_a_ct-io-n-RE-----.. ;::;T_ o :ne_a_r -------=---_:;_::_o_m_o ----I Max BC Tension I ; 24.oo 4~.o_o __ = -:....=:=2=,9=0=1=.0=8==::;======2=,=90=0=.6:;:7=========7:.:2=s.21 = :-: _:.:::. ===1=8=.8=0=0~. 1==2= _ _ ..=::::'.::: 1=0=, 1=6=7::;:.2=9======:::::: 1 Member TC Tension TC C:ompresion BC Tension BC Compres:on ,·:eb Tension /. eo Comp .'. eb Length PP Dist. W2 o.oo 14,490.61 o.ool o c:o 6,787.12 o oo 38.01 0-2 I! V1S 0.00 0.00 1.090.13 20.80 2-0 ; W3 0.00 0.00 2.883.81 19.11 3-0 ,------i-------+-----'----+-----'----+-----------------------+------i 14,241.53 0.00 0 c:c 14,241.53 6,115.87 0 GG \ W4 0.00 3,585.13. 000 29.41 3-83/4 16,884.18 6,115.87 o.-::o I W5 0.00 0 00 2.671.36 29.41 5-8 3/4 16,884.18 10,162.82 O.'.JO W6 0.00 1,757.59 0.00 29.41 7-8 3/4 18,800.72 10,162.82 0 JO 11 W6 0 00 1,75212 0 OC 29.41 9-8 3/4 , j=·===W=5============0=.0=0===========================================G=0=0======2=.6=6=5=.8=9======2=9=.4=1==1=1-=8=3=~===J1 18,800.72 10,167.29 C ::c 16,890.871 10,167.29 C :: 1/1/4 J.oo: 3.57967 oc:c 29.41 13-83/4 ·i 16,890.87! 6,129.26i ~ ---, , ~ ---, , W3 o.oo! ::; oo 2 881.2c 19.11 15-8 3/4 14,252.26: 6,129.26 14,252.251 ,-----i------------,---~--+-----------------------+-----0.00 ~ -~ -, , 14,504.671 : __ v_1_s_-+-____ o._o_o_,_1 ----------r----------0_0_0 ___ 1._0_95_._42 ___ 2_0._8_7+-1_7_-5_5_/_8_ vv2 o.ooi 6.806.18 ooc 38.12 16-51/2 0.00 ~ ~r ---I' I ---' ------~~----~---- ! Standard Verticals i Member Position·-·, Max Tension I Max Comp. \ Length I: V2 Interior _ _L o.ool 1,708.341 16.% i I I I I I I I I I I I I I I I I I I I I r»~: -------- STRESS ANALYSIS -PAGE 2 -·-·· ----_·;;:: Number: I Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/10/98 -~-=ation: I ~o~s~~<';:~~~ 0 ~rimp 18K264/160 ,~;;--CARLASBAD,CA ,___,:·:-_ --~-~-:--~ ---.. --- i Chord Properties ----j ·--·---' I \ ------------ Chord Area ! ~x Rz Ryy y i I Q Material 1, TC 0 9375 I 0 6089 0.3911 1.2500 0.5917 I 0 3476 i 1.0000 29 = 2 X 2 X .250 • BC 0.3:262 t_ C 4669 0.2969 1.0289 0.4168 I l1 ~711 0.9204 1C = 11/2x 11/2x.113 ! -----~------------ I '. Ax_!.~I and Bending Analysis l }{ != =b I Mom of Inertia: ILL 240· fi:1.-2.1c, 1~1/ax811Ct9 r::; I Max Bridg BC: 1.00 . 50.000.00 30,000.00 140.16 1,121.02 i1.121.02 15-11/4 20-6 7/8 --------L.. ------·------• ' ---· ---- F,1st P;~~I RE I End Pan~! R-E r Top Chord Cneck i::nd Panel U: First Panel LE Interior Panel Gap Be,ween Chords: i Length 22.00 20.75 24.00 20 88/ 22.00 1.00 I Bending Load 468 55 187.50 I ,\,Im V\/e/d Len 2X: --I 468.55 0.5000 I i Axial Load 14,490.51 -18,800.72 -14,504.67 Max Load Fillers TC: I :fa 7,728.33 -10,027.051 -7,735.82 47,959.16 / Maximum K Ur 56.25 -39.42) -56.25 Max Load no Fillers TC· 21,013.05 25,913.89 i 41,628.18 i Fa --21.013.05 l,F'e 114,393.99 96,122.73! 114,393.99 TC OAL,Ryy---183.7000 !;cm 0.9797 0.95831 I 0.9797 --I I ac Stress i Panel Point Moment 1866.87 -750.00 -I 1875.37 15,582.95 I Mid Panel Moment 1521 :2 -375.00 ; -151762 a:::uRz 1 , Panel Point fb 3782.00 1519.39 I 3799.22 161.6702 --I · Mid Panel fb 1294.54 -319.16 -I 1291.64 TC Shear Stress: 3,015.95 ,Fillers 0 -0 -0 BC Shear Stress: Panel Point Stress 11,510.33 -11,546.43 1 -11,535.04 8,845.96 1 Mid Panel Stress 0.4131 -0.3983: -0.4134 ----------- I Web Design --r-----i Member I Web Tens1~ f:.-:ow Tensior. I Web Comp Allow Comp Neid i Qty Material -, W2 _ _l 0 787 12 16,235.e5 0.00 4,084.14 ::_.XO 215 1 ·RH= round 7/8 --·-·-• _!._. ··-• Allowable Tensile 3tress Rea-_,:ed 10% -----,-----.. -··-- W3 0.00 6, 183_5-2,883.81 3,042.38. .::_ =XO 109 1 10=1x1x 109 W4 3 585.13 6, 183.5:-, 0.00 1,881.131 22x0109 1 1 10 = 1 x 1 x .109 W5 CJ 00 7,818.57 2,671.36 3,709.30: .::_ = X 0.109 1 . 15 = 1 1 /4 X 1 1 /4 X .109 W6 1 757 59 6,183.57 0.00 1,881.131 .::_ J X 0.109 1 ' 10 = 1 X 1 X .1 09 i W6 1.752.12 6,183.57: 0.00 1,881.13[ 2Jx0.109 i 1 : 10 = 1 X 1 X . 109 I ' W5 0.00 7,818.57i 2,665.89 3,709.30[ 2 '.}XO 109 l 1 ' 15 = 1 1 /4 x 1 1 /4 x .109 ; i. 3,579.67 6,183.57'. 0.00 1,881.131 22x0.109 ' : I W4 ' 1 1 0 = 1 X 1 X .109 I : W3 0 00 6,183.57: 2,881.80 3,042.381 2 J XO 109 I 1 110=1x1x 109 W2 S.805.18 16,235.65 0.00 4,060.20; 2'x0215 1 RH= round 7/8 '. Allowable Tens1ls Stress.Reouced 10% --~ ---.. - ·v1T ___ ·-------. --.. ----- 0 6,183.57 1,095 3,455.54 I ;:_ '.J-< 0 109 1 10=1-<1x.109 _ V2 l_ ___ 0 6,183.57 958 4,163 97· .::_ = X 0.109 1 10 = 1.,,: 1 X .109 ------·----! * Eccentricity ChecK -OV.: ! i I i ---... .. I :1 ! I I i 11 ;1 'I !I :! I i ' I ii II 11 •I i I : : ! ' I I I I I I I I I I I I I. I I I I I I -------Dl:~ STRESS ANALYSIS -PAGE 1 -Job Number: I Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 Location: , ,,,.,,,. C-=.:::.·, -~·,;:;n ,~;:--.Jv -• ...... '· •' CARLASBAD. CA JSh_o:! ~pan_ Crin,p 26K248/144 -.-;:: -:-... ·: . --. -... -- : Geometry ·------· / · Base Length --~::~";£~~er;~·-,a~=-,-~-~--.. --1Jo1stOec::-I Efective Dep,11 '-' ,::z .... L.-. •• , s.-5::e I j .39-10 1/2 26.00 24.89 8 @4-0 __ Parallel Chords ----1, ---------------- Variable Left End , Right End i :Be Panel 4-4 !4-4 TC Panel 3-4 3-4 ------··-,,_//\_V;. -~1~. 7~ ',, ; First Half 1-7 1/4 1-7 1/4 ' , . First Diag. 5-11 1/4 5-111/4 I Depth 26.00 26.00 I ----. .. i _!:_?ads -------- l Uniform Load in TC (plfJ 248.00 Concentrated Load -;-:::, @ 1 ~-11 1 /4 , lbs J soo.oo: I; Concentrated Load TC @ 19-11 1 /4 (lbs) 250.00 Additional Shear in Webs 375.00' ;Additional Bending in TC (lbs) ,250.00 Additional Bending rn SC (lbsJ 250.00: ire Axial Load (lbs) 8,700.00 i Stress Analysis Summary --i Int Panel TC I Max Par.e. BC I Reaction Li= I Reaction RE : ',:Fri;..,.. ... ~-_ --ear · ·s, -~ Comp I Max BC Tension I 24.00 48.00 5,278.17 5,278.17 1.319.54 26.946.31 26,345.51 -------.. ---.. ·- I Member I TC Tension TC Compresicn BC Tension !BC Compresion '/',1:so Tension 1/.i:sb Comp. 'IVeb Length PP Dist. W2 l 0 00 13,886.:9 0.001 0.00 11.805.67 0.00 55.85 0-2 i i i V1S i 0 00 13,627 E1 0.001 0.00 '.} 80 1.464.93 27.63 3-4 : W3 i 0.00 13,627.31 12,695.85 0.00 0 00 5,745.87 31.46 4-4 W4 i 0.00 18,649.f5 12,695.85 0.00 5.520 86 0.00 34.57 5-111/4 W5 ! 0 00 18,649.83 19,159.04 0.00 0 00 4,831 80 34.57 7-111/4 I W6 ! 0.00 22,779.25 19,159.04 i O.OQ 4 142 73 0.00 34.57 9-111/4 '• W7 0 00 22,779.25 23,708.93! 0.00 'J 00 3.453 67 34.57 11-111/4 W8 '.} 00 25,474 -3 23,708.93 J 00 2.:-~.1 ~Q 0.00 34.57 13-111/4 W9 G 00 25,474 -3 26,345.51 · " r:n V ..Jv J ~·tJ 2 075.53 34.57 15-111/4 W10 0 00 26,946.'.:1 26,345.51 O.OC 1 833 17" 0 00 34.57 17-111/4 W10 0.00 26,946.21 26,345.51 ! 0 00 12331, 0.00 34.57 19-111/4 W9 0.00 25,474.-:-3 26,345.51 j 0.00 0 00 2,075.53 34.57 21-11 1/4 W8 0.00 25,474 -:-;i 23,708.93: 0 00 2.75.1 SC· 0 00 34.57 23-11 1/4 W7 ; 0.00 22,779.25 23,708.931 0 00 '.} 00 3.453 67 34.57 25-111/4 ' W6 0.00 22,779.25 19,159.04! 0.00 4 142 73 0.00 34.57 27-11 1/4 i W5 i 0 00 18,649.S-3 19,159.04 I 0 00 '.)_00 4.831.80 34.57 29-11 1/4 W4 0 00 18,649.S-3 12,695.85: 0.00 s :2: ae 0.00 34.57 31-11 1/4 W3 0 00 13,627 21 12,695.85 i 0 00 ': GC S.745 87 31.46 33-11 1/4 V1S 0 00 13,627.21 o.oo; 0 OS -rr 1.464.93 27.63 36-6 1/2 V Vv W2 0 00 13,886.:3 0.00 0 OS ~12cs~-0 00 55.85 35-6 1/2 -------~-----·- · Standard Verticals ' -----·-I ' Member ' Position Max Tensior Max Comp. I Length I V2 : Interior o.col 1,755.73: 24.89 i I I -- I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 2 -----.--------------------------------~ Job Number: /Job Name: l 6 o 1 a 9 te 19 R 8 un: 98-0235 ASYMTEC -ROOF ! Mark: J36 -----~---~ ~:::cation: CARLASBAD, CA ' Joist Desc{lo/lon Short -~pan Crimp 26K248/144 ! Chord Properties 1 1 Chord Ar~a----Rx Rz Ryy I Y I 1 ---·r a ----------M-at-e-ria_l ____ 1; I>~, -------j---------t----t--------i---..a...a'-------t-1------,1,--------+----'-------+----__:.:..:..::.:..~::.:__---...J TC 0.6254 0 6208 0.3951 1.2286 1 0.5603 . 0.2410 j 0.9522 23 = 2 x 2 x .163 I I , ===-s_c==-=-:-=--__ o-_=5-5:=_16~--t-e;-._6-=_2-=_3-6_-_-_:-:_-o_-__ 3-9_-6_3-=_-=_:-=_-=_1-=_.2-=_2-=_3-=_8-=_-=_r,_-_-o_-__ 5-=_5-3_-o:_-+J)_-:J-2-! 4-5-_-~+-l_-_-o~.8~9~7~9~~:2~1~=~-2-_x~-2~x~._1-4~3~~~~~~~~~~~1 i ! I Axial and Bending Analysis __ ----------------_ 1'K /-=v !Fb 'Mom of Inertia. ILL240 ~ --- J Max Bndq TC 114-10 1/8 i 1.00 . 50,000.00 130,000.00 363.50 329.48 i -------==-==-·=========:;==================--=-~-- LL 2-iO 329.48 I A1:< Bridg BC: 24-5 3/4 I I Top Chord Check End Panel LE First Panel LE : Interior Panel : First Panel RE End Panel RE Gap Betweer Chords: 1 Length 38.00 31.25' 24.001 31.25 38.00 -1-·0-0-------i , Mm Weld-=-" 2X: : ' Bending Load 366.42 392.00 435.50' 392.00 366.42 0.5000 I ,_A_x_ia_lL_o_a_d _________ 1_3~,8_8_6._5_9+-__ 13~1~6_27_._8_1 __ 2_6 ..... ,_94_6_._31_· __ 1_3~16_2_7_.8_1-+-__ 1_3_,8_8_6_.5_9 ~M=ax=L=oa=c===e=~=r=c=.-====:/ i fa 11,101.62 10,894.73i 21,542.191 10,894.73 11.101.62 29,830.57 i:MaximumKUr 61.22 79.091 38.66/ 79.09 61.22 -M-a-xL_o_ad---c-.=-itie-rs_T_C_:_-i I 1,,-F-a-----~-----2-1-,6-7 4-_-22-+---1-8-,6-3-5-.4-1 ..... i--24-,-8-96-_-40-ijc---1-8-,6-3_5_.4_1+---21-,-6--t 4-2-2 _2_6,_0_88_·6_2 ____ -i , TCOAUR_._. 1 _F_'e __________ 3_9_, 8_4_9._64-t-__ 5_8_, 9_2_3._9_2_1 __ 9_9_,9_0_0._8_5 t-l __ 5_8_,9_2_3_.9_2+--_3_9_.8_4_9_.6_4 386.2082 !,·Cm 0.9164 0.9445 1 0.9137! 09445 0.9164 ==============::::'.'\ ---------------+--------:------------+------BC Stress : _P_a_n_e_l P_o_in_t_M_o_m_e_n_t ______ 4_3_6_4_.9_7+--__ 4_6_6_9._7_3_, ___ 1_7_42_._o_o _: ___ 4_66_9_. 7_3--1-___ 43_6_4_.9_7 23,883.11 ; Mid Panel Moment 3545.15 989.18 871.00 989.18 3545.15 BC URz ! _P_a_ne_l_P_o_in_t f_b _______ 1_3_0_3_8._14-+-__ 13_9_4_8_.4_4--,--__ 5_2_03_._34_: ___ 13_9_4_8_.4_4+--__ 1_3_03_8_. _14 =1=21=·=10=5=5========::::'. i _M_i_d_P_a_ne_l_fb _________ 4_1_2_0_. 7_3+--__ 1_1_4_9._7_9_' ___ 1_0_12_._4_1 _, ___ 1 _14_9_.7_9-+-__ 4_1_2_0_7_3 8 rc 4 s 5 h 8 e0 1 ·r 4 s:·ess: J ,. 1 F'II 1 0 , 2 0 1 ' . 1i I ers BC Shear s:·ess: 1 • 'i. Panel Point Stress 24,139.75 24,843.18 26,745.54' 24,843.18 24.139 75 _9,_6_30_.3_6 ____ ~/ / Mid Panel Stress 0.6955 0.6313 0.9066; 0.6313 0.6955 ----------------'------~-------'-- Web Design --------,------.. ·--------Member i 1/\/eb Tension ,.;!low Tension Web Comp Allow Comp Weld Qty Mate:-al 1/\/2 ' _11_,805 __ 61 ___ 16,235.55 0.00 1,762.71 :~x0.215 1 RH=round7/8 .-Allowable Tensile Stress Rea-u-ce-d-,--1~0,....,%...,...o-~----~--~-------__________ ,...________ -------- -----.-------------. -r---·------·--------------- 1/\/3 0.00 14,531.25 5,745.87• 7,947.52 :1x0.125 1 20=2x2x.125 __ 1_/\/_4_-':'--__ 5~, 5_2_0_.8_c ___ 6~, 1_8_3_.5_7 _____ 0_.o_o...,.· ___ 1~,2_6_8_.1_1 __ 3_4_x_' o_._10_9 ___ 1 __ 1_0_=_1_x _1 _x_. _10_9 _____ --', , W5 I 0.00 10,781.25 4,831.801 4,985.70 26x0.125 1 1E=11/2x11/2.<.125 !: -------------'------+-----'--------'----------+-----------------', \f\/6 4,142.73 6,183.57 0.00 1,268.11. 25x0.109 1 10=1x1x.109 \f\/7 I 0.00 9,786.93 3,453.67! 4,501.54: :?.·Jx0.113 1 1C=11/2x11/2x.113 !; '---~·--------~-------'----,-----'-----''-------+-------------- \f\18 2,764.60 6,183.57 o.ooJ 1,268.111 2oxo.109 1 10=1x1x.109 ., --W-9-+----'---o_-0_0 ___ 7~,8-1-8-.5-7+---2,-0-75-_-5-3 f---1 __ 2..:,..,5_3_2-.6-1-;--! -2._a_x_o __ 1_0_9----1--1---1_5_=_1 -1 /_4_x_1_1 /_4_x-_ 1_0_9 __ ___,i. __ w_1_0_-+---1-, 8-3-3._1_7 ___ 6_, 1-8-3-.5-7+----o-_-o-o ,.....i --1-,2-6_8 __ 1_1 __ 2_0_x_o __ 1_0_9 ___ 1 __ 1_0_=_1 _x_1_x ___ 10-9-------,: \f\/10 ; 1,833.1, 6,183.57 o.oo! 1,268.11 ~:Jx0.109 1 10=1x1x.109 \N9 1 0.00 7,818.57 2,075.53' 2,532.61 20x0109 1 15=11/4x11/Ax.109 , __ W;...:....:...8_~1 __ ...:.2'--, 7_6_4._6_0 ___ 6--'-, 1_8_3_.5_7+-___ o_._o_o _: __ 1..:,..,2_6_8_.1_1_· _2_o_x_o_.1_0_9----1 __ 1 __ 1_0_=_1 _x_1_x_. _1 o_9 ____ _ 1/\/7 ! 0.00 9,786.93 3,453.67, 4,501.54 21x0.113 1 1C=11/2x11/2x.113 ! __ 1.:....:/\/...:.6_~!'---__ 4..;_, 1_4_2_. -_/ 3 ___ 6.:.., 1_8_3_.5_7+--____ o_.o_o-+1 ___ 1.:....,,2_6_8_.1_1..,...i _2_.5_x_0_._10_9_+--_1_~1_0_=_1_x_1 _x_.1_0_9 _____ -:' / I \f\/5 \ 000 10,781.25 4,831.80\ 4,985.70! 25x0.125 1 :1E=11/2x11/2x.125 !; i--W-4-~l---5-,5-2-0.-8-6 ___ 6~,1-8-3-.5-7+---'--o-_-o-o~i--1~,2-6-8-.1-1~!-3._4_x_o_1_0_9 ___ 1_~1-0_=_1_x_1_x ___ 10~9------,!; ,--W-3-~;---'---0-.0-0 ___ 14~,5-3-1-.2-5+---5-,7_4_5-.8-7~1--7 ..... ,-94_7 __ 5-2~1-3_1_x_0_.1_2_5-+--1--2-0_=_2_x_2_x ___ 12_5 _____ \1 \f\/2 1 11,805.67 16,235.65 o.ool 1,762.71~ :;;-x_Q.~15 1 RH=ro_u_n_d_7_/_8 ______ i; : * Allowable Tensile Stress Reauced 10% , v1 c 6,183.57 1,465i 1,985.77 ·2.oxo.109 I 1 10 = 1 X 1 X .109 1 _ V2 j 0 6,183.57 1,3201 2,447.47! 2.0x0.109 1 ; 10 = 1 X 1 X .109 ; * Eccentricity Check -OK I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy = Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc.= END PANEL 2.000 In. 0.163 !Ii. 50.000 ksi 1.000 in 1.000 38.000 in 13,886.59 lt:s. 8,700.00 lbs. 248.00 lt:s./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kltrz = Cc= Fa= F'e= Cm= Panel point <= 0.6 Fy = 30.000.00 psi ( fa + fb ) / 0.9= '2.662.62 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.69 OK JOIST NAME: 26K248/160 MARK: J36 ONE ANGLE PROPERTIES: 0.625 in'2 At= 2 807 inh2 0.241 in"4 ltx = 3.480 inA4 0.621 1n rtx = 1.113 in 0.098 in'4 Panel P. Stx = 2.475 inh3 0.395 in Mid Panel Stx = 2.183 inA3 0.560 in 0.952 SEE NEXT PAGE: 1.41 1n 15,962.53 lbs-in 14,330.51 lbs-in. 4,947.13 psi 6,449.23 psi 6,564.03 psi Kl/rx = 34.13 Cc= 109.65 30,000.00 psi 96.17 109.65 15,329.37 psi 16,145.81 PSI 0.91 Fa = 25.456.58 psi F'e = 128.209.67 psi Cm= 0.99 With filler Panel point<= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= 12,662.62 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0 48 OK I I June 17, 1998 I I Shape: Shape: Shape: Shape: L L L L u 2.000 u 2,000 u 2.000 u 2.000 H 2.000 H 2,000 H 2,000 H 2.000 I T 0.1.63 T 0,1.63 T 0.205 T 0.205 X 0.000 X 1..000 X -0.1.63 X 1. .1.63 y 3.000 y 3,000 y 0.000 y 0.000 cc 1.80.00 cc 270.00 cc 90.000 cc: 0.000 I A 0.625 A 0.625 A 0.778 A 0.778 Ybar -0. 560 Ybar -0. 560 Ybar 0.575 Ybar 0.575 Xbar -0.560 Xbar o.560 Xbar -0, 575 Xbar 0,575 Ix 0.241. Ix 0,241. Ix 0,294 Ix 0.294 Iy 0.241. Iy 0.241. Iy 0.294 Iy 0.294 I Rx 0.621. Rx 0.621. Rx 0.61.5 Rx 0.61.5 Ry 0.621. Ry 0.621. Ry 0.61.5 Ry 0.61.5 Rz 0.395 Rz 0,395 Rz 0.393 Rz 0.393 e 225.00 e 31.5.00 e 1.35.00 8 45.000 -0 I I I A 2.807 Wgt 9.543 Ybat-1..406 Xbar 0.500 Ix 3,480 I Iy 4,863 Iw 4.863 Iz 3.480 -Ixy 0.000 Rx 1.. 1.1.4 I I --,-----1----- Ry 1.. 31.6 Rz 1.. 1.1.4 e 0.000 I - I n I I I I I I I I I I I I I I I I I I I I I I I I I I -~; STRESS ANALYSIS -PAGE 1 -Job Number: I Job Name: 98-0235 ASYMTEC -ROOF Location: ,~o~~~e~;p-~~ 0 ;rimp 26K248/144 CARLASBAD,CA ~-... . .... ·.· Geometry Base Lengt/1 I Workmg. Lengri1 I Joist Oec:h: I Efective Depth: I :c:~~~ Le• ~:-· 'Shape 39-10 1/8 I 39-6 1/8 26.00 24.89 . Parallel Chords Variable I Left End i Right End j ! BC Panel 14-4 I , 14-4 I TC Panel !3-4 i3-4 :-~/~!//~;/. ' /'\ " I 1-7 ' ' First Half : 1-7 I First Diag. ! 5-11 : 5-11 i 1 Depth !2_6.00 :26.00 ! I -- : Loads -----· i ·-; Uniform Load 1n TC (plf) 248.00 :concentrated Loaa T:@ 19-11 (lbs) 1. Concentrated Load TC @ 19-11 (lbs) I 250.00 !Additional Shear in Webs :Additional Bending in TC (lbs) I 250.00 !Additional Bending ,n BC (lbs) . TC Axial Load (lbs) I 8,700.00 I Stress Analysis Summary -I · lr.t =-3ne/ TC M,H Pane/BC 'Reaction LE I Reaction RE: I ~-~;';;_;rear I Mat TC Comp i 24.00 ,48.00 5,274.39 5,274.19 26,906.56 I -- i Member TC Tension ·re Compresion BC Tension BC Compresion 1h20 Tension Web Comp. I W2 o.oo: 13,880.90 0.00 o.oo. 11,797.19 0.00 I ; V1S 0.00 13,623.05 0.00 0.00 0.00 1,463.88 ' W3 0.001 13,623.05 12,646.71 0.00, 0.00 5.716.55 ' ! W4 0.00: 18,614.11 12,646.71 0.00, 5,522.80 0.00 I I W5 0.001 18,614.11 19,112.59 o.oo· 0.00 4,833.73 I W6 0 oo: 22,746.02 19,112.59 0.00 4.144.66 0.00 W7 0 00 22,746.02 23,665.15 0.00 0.00 3.455.60 '/1/8 0.00 25,442.96 23,665.15 0.00 2.766 53 0 OG W9 i 0.00 25,442.96 26,304.42 O.OC '.l 00! 2.077 47 ' ' '/1/10 0.00 26,906.56 26,304.42 0.00 1.831.86 0 00 1/1/10 0.00 26,906.56 26,307.10 0.00 1 831.86 0.00 : W9 0.00 25,446.98 26,307.10 0.00 0.00 2.073 60 I I W8 0.00 25,446.98 23,673.20 0.00 2.762.67 0.00 ' W7 0.00! 22,754.07 23,673.20 0.00 0.00 3,451.73 ' W6 0.00: 22,754.07 I 19,126.00 0.00 4,140 80 0 00 I W5 0.00' 18,626.18 19,126.00 0.00 0.00 4.829.87 I W4 0.00 18,626.18 12,665.49 0.00 5,518.93 0 00 I W3 0.00 13,637.99 12,665.49 0.00 0.00 5.714.68 \/1S 0.00 13,637.99 0.00 0.00 0 OOj 1.466.77 ' 13,898.99 I : W2 0.00 0.00 0 00 11.820.39j 0.00 ---------- I I Standard Verticals --- ' Member Position Max Tension Max Comp. Length V2 Interior 0.00 1,755.53 24.89 Ii ---- Ii I I I I I I Date Run: 6/9/98 Ir;;-- I _ _/7\v~- :00.00 375.00 250.00 lvlax BC Tension I .26,307.10 'v', sb Length PP Dist. 55.85 0-2 27.63 3-4 31.31 4-4 34.57 5-11 34.57 7-11 34.57 9-11 34.57 11-11 34.57 13-11 34.57 15-11 34.57 17-11 34.57 19-11 34.57 21-11 34.57 23-11 34.57 25-11 34.57 27-11 34.57 29-11 34.57 31-11 31.31 33-11 27.68 36-6 1/8 55.96 35-6 I I I I I I I I I I I I I I I I I I I ---STRESS ANALYSIS -PAGE 2 BB~ Job Number.· I Job Name: I Date Run: 98-0235 ASYMTEC -ROOF 6/9/98 J C[;n] .... , Location· I Joist Desc11pt1011 I~;;: ~ ~ . . CARLASBAD,CA Short se_an Crimp 26K248/144 ,t;---------:-::::---:-:---:;. ' . ~: :·::: .. --· Chord Properties ----. ---·-- Chord Area : Rx Rz Ryy y I Q Material I TC 0.6254 ! 0 6208 0.3951 1.2286 0.5603 0.2410 0.9522 23 = 2 X 2 X .163 I 0.5516 I 0.6236 0.3963 ' BC I 1.2238 0.5530 0.2145 0.8979 21 = 2 X 2 X .143 ·--·-· Axial and Bending Analysis :K. IFy /;~,000.00 I Mom of lnettia: I LL 240. ILL 240' /\!lax B,wg ,..C I Max Bridg BC: 11.00 50,000.00 363.50 330.27 330.27 14-10 1/8 24-5 3/4 --··-- I i End Panel LE . --- i Top Chord Check First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 1Length i 38.00 31.00 24.00 31.12 38 00 1.00 ' : Bending Load Min Weld Len 2X: 366.42 393.16 435.50 392.58 366.42 0.5000 13,637.99 ;Axial Load 13,880.90 13,623.05 26,906.56 13,898 99 Max Load Fillers TC: ifa 11,097.07 10,890.93 21,510.41 10,902.87 11,111.53 29,830.57 l Maximum K L/r 61.22 78.46 38.66 78.77 61.22 Max Load no Fillers TC: I !Fa 21,674.22 18,750.20 24,896.40 18,692.87 21,674.22 26,088.62 1!F'e : 39,849.64 59,878.13 99,900.85 59,398.15 39,849 64 TCOAURyy: i 385.9030 icm I 0.9165 0.9454 0.9139 0.9449 0.9163 , BC Stress: Panel Point Moment ! 4350.41 4667.90 1742.00 4668.75 4357.65 23,848.29 . , Mid Panel Moment ; 3551.00 957.15 871.00 973.16 3548.09 BC L/Rz· ! 121.1055 I Panel Point fb I 12994.64 13943.00 5203.34 13945.53 13016.26 I I Mid Panel fb I 4127.52 1112.55 1012.41 1131.16 4124.15 TC Shear Stress: I !Fillers I 1 0 2 0 1 8,455.81 I ' Panel Point Stress I BC Shear Stress: 24,091.70 24,833.93 26,713.76 24,848.40 24,127.79 9,627.67 '. Mid Panel Stress I 0.6955 0.6259 0.9053 0.6291 0.6961 Web Design i Member ! Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 i 11,797.19 16,235.55 0.00 1,762.71 3.7x0.215 1 RH = ,:,und 7/8 .. .. . . • Allowable Tensile Stress Reduced 10% ---. . --------· ----r---------. -......... ---.. ! W3 '.: 00 14,531.25 5,716.55 7,976.74! 31x0.125 1 20 = ~ / 2 X 125 ' W4 5.522 80, 6,183.57 0.00 1,268.11 l 3 4 X 0.109 1 10=1x1x.109 I I 10,781.25 4,833.73 4,985.70 2.6 X 0.125 1 E = 1 1 /2 X 1 1 /2 X .125 i W5 I 0.00 1 I· i '· W6 4,144.66. 6,183.57 0.00 1,268.11 2.6 X 0.109 1 10 = 1 X 1 X .109 W7 ! o.oo; 9,786.93 3,455.60 4,501.54 2.1 X 0.113 1 1C=: 1/2x11/2x.113 W8 i 2,766.53! 6,183.57 0.00 1,268.11 2.0 X 0.109 1 10 = 1 X 1 X .109 W9 I O.OOi 7,818.57 2,077.47 2,532.61 2.0x0.109 1 . 15=11/4x11/4x.109 I' W10 i 1,831.861 6,183.57 0.00 1,268.11 2.0x0.109 1 1 0 = 1 X 1 X .109 , i' W10 1,831 86· 6,183.57 0.00 1,268.11 20x0.109 1 10=1x1x.109 I ,, W9 ! '.}_00' 7,818.57 2,073.60 2,532.61 2.0x0.109 1 15=11/4x11/4x.109 i ,. I/V8 : 2.762.67. 6,183.57 0.00 1,268.11 I 2.0 X 0.109 1 10 = 1 J. 1 X .109 W7 i '.J.00 9,786 93 3,451.73 4,501.54 I 2.1x0.113 1 1C = 1 ~/2 X 11/2x .113 i I• W6 I 4,140.80; 6,183.57 0.00 1,268.11 2.6 X 0.109 1 10 = 1 X 1 X .109 I: W5 0.00; 10,781.25 4,829.87 4,985,70 2.6 X 0.125 1 1 E = 1 1 /2 X 1 1 /2 X .125 W4 I 5.518.93! 6,183.57 0.00 I 1,268 11 3.4 X 0.109 1 10=1x1x.109 W3 0.00! 14,531.25 5,714.68 7,976.74 3.1 x0.125 1 20 = 2 X 2 X .125 W2 11,820.39! 16,235.65 0.00 1,755.67 3 7 X 0.215 1 RH= round 7/8 -• • Allowable Tensile Stress Reduced 10% I V1 I 0, 6,183.57 1,467 1,977.96 2.0x0.109 1 10 = 1 X 1 X .109 i V2 I oi 6,183.57 1,319 2,447.47 2.0x0.109 1 10 = 1 X 1 X .109 • Eccentricity Check -OK - I I I I I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 98-0235 JOB NAME: ASYMTEK LOCATION: CARLSBAD CA "AXIAL LOAD AND BENDING". END PANEL 1111mm11mmm JOIST NAME: 26K248/160 MARK: J37 ONE ANGLE PROPERTIES: Leg= Thickness= Fy = Gap= K= Length= 2.000 in. 0.163 in. 50.000 ksi 1.000 in 1.000 38.000 in A= 0.625 in.-·2 At= 2.807 in'2 Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = 13,898.99 lbs. 8,700.00 lbs. 248.00 lbs./ ft. 3.00 in. 1.00 No filler Ix= rx = lz= rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e = Cm= Panel point<= 0,6 Fy = 30,000.00 psi (fa+ fb) / 0.9= 12,667.53 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.69 OK 0.241 in'.! ltx = 3.480 in'4 0.621 in rtx = 1.113 in 0.098 in·'4 Panel P. Stx = 2.475 in'3 0.395 in Mid Panel Six = 2.183 ,in'3 0.560 in 0.952 SEE NEXT PAGE: 1.41 in 15,962.53 lbs-in. 14,330.51 lbs-in. 4,951.55 ps, 6,449.23 psi 6,564.03 psi 30,000.00 psi 96.17 Kl/rx = 34.13 109.65 Cc= 109.65 15,329.37 ps, Fa= 25,456.58 psi 16,145.81 ps, F'e= 128,209.67 psi 0.91 Cm= 0.99 With filler Panel point<= 0,6 Fy = 30,000.00 psi (fa+ fb) / 0.9= 12,667.53 OK Mid panel<= 1.00 (fa/Fa+ cm·fb/((1-fa/F'e)*Q*Fb)) /.09= 0.48 OK 1- I June 17, 1998 I I Shape: Shape: Shape: Shape: L L L L u 2.000 u 2.000 u 2.000 u 2.000 H 2.000 H 2.000 H 2.000 H 2,000 I T 0.1.63 T 0.1.63 T 0.205 T 0.205 X 0.000 X 1..000 X -o. 1.63. X 1.. 1.63 V 3.000 V 3.000 V 0.000 V 0.000 IX 1.80.00 IX 270.00 IX 90.000 cc 0.000 I A 0.625 A 0.625 A 0.778 A 0.778 Ybar -0.560 Ybar -0. 560 Ybar 0.575 Ybar 0.575 Xbar -0.560 Xbar 0.560 Xbar -0.575 Xbar 0.575 Ix 0.241. Ix o. 241. Ix 0.294 Ix 0.294 Iy 0.241. Iy 0.241. Iy 0.294 ly 0.294 I Rx 0.621. Rx 0.621. Rx 0.61.5 Rx 0.61.5 Ry 0.621. Ry 0.621. Ry 0.61.5 Ry 0.61.5 Rz 0.395 Rz 0.395 Rz 0.393 Rz 0.393 e 225.00 e 31.5.00 e 1.35.00 e 45.000 0 I I I A 2.807 Wgt 9.543 Ybat-.1.406 Xbar 0.500 Ix 3.480 I Iy 4.863 Iw 4.863 Iz 3.480 -Ixy 0.000 Rx .1. 1.1.4 I I ' ------------------------~----~--------------------------------- Ry .1. 3.16 Rz .1 . .11.4 e 0.000 I - I n I I I I I I I I I I I I I I I I I I I I I I I I I I Geometry Base Length 47-11 3/4 Variable BC Panel Job Number: 98-0235 ,-rt, STRESS ANALYSIS -PAGE 1 I JobName: ASYMTEC -ROOF I Date Run: 6/10/98 Location: IJo,st Oeswcuon: C_A_R_L_A_S_BA_D---',_C_A ________ ...1...S_h_o_rt ~_pan Crimp 30K232/128 Workmg Lengf/1 47-7 3/4 I Joist De1=:'1. 30.00 Left End ! Right End 5-0 i5-0 1 Efect1ve Depth 28.74 IBC Panel Le, ,ff I Shape. I 10 @4-~_ Parallel Chords . =::-::'.::========:-::. ===========~ , -;-~-s~-~-:-;- I --1-~-:~-1_7_/_8_;-~-:~-1-7-/8--l~~v\V\ ·'\l\l( '· I------+-----'------! ; First Diag. 5-11 7/8 5-11 7/8 I. Depth 30.00 30.00 I I--'-------'-----~--~--------------·-----------------~ ! ;Loads ·-··-_. ______________ _ i Uniform Load in TC (plf) 232.00! Concentrated Load TC@ 23-11 7/8 (lbs) I' Concentrated Load TC@ 23-11 7/8 (lbs) l 750.00 l Concentrated Load TC@ 23-11 7/8 (lbs) Additional Shear in Webs I 750.00 1.Additional Bending in TC (lbs) Additional Bending in BC (lbs) : 250.00 !TC Axial Load (lbs) --------"'-----'--'-------'-------' 500.00 250.00 1,000.00 8,700.00· I Stress Analysis Summary ____ ··-------~-----~ / Int ,:::,anel TC. IMax Panel BC !Reaction LE !Reaction RE 1, 1 w,, 5 111 6 m 9 ,c_. 2 " 3 ,_,near lfvla/4 TC Comp /Max BC Tension I i 24.00 48.00 6,276.92 6,276.92 34,947.18 34,127.17 ·=======;::================~=======::;======~~ ---=====::;=======-~=====:::;=====~ i Member TC Tension ,TC Compresion BC Tension BC Compresion Web Tension Web Comp. !Web Length PP Dist. I w2 0.001 15,352.27 o.oo o.oo 14,824.65 o.oo/ 64.73 0-2 ;-----+-----------r------+-------i-------+---------+-----1 ! V1S O.OOi 15,140.76 0.00 0.00 0.00 1,719 451 31.15 4-0 -----+-----,--------r------+-------i-------+---------+-----1 W3 o.ool 15,140.76 13,618.34 0.00 0.00 6,391.12! 31.10 5-0 j-----+-----+-----'----r------'---+------,-------t--~------+-----1 W4 o.ool 19,678.55 13,618.34 o.oo 7,092.49 o.ool 37.44 5-117/8 : __ W_5_4--___ o_. o_o_,_I __ 19-',_67_8_.5_5 ___ 21-',_07_0_.3_2 ____ 0_.o_o ____ o_. o_o ___ o"""~ ,_48_7_.9_8...-',1 __ 3_7_.4_4-+7_-_1 _1 _7!_8--1 W6 o.oo! 24,686.34 21,070.32 o.oo 5,883 48 o.ooi 37.44 9-11 7/8 W7 o.oo: 24,686.34 26,972.46 0.00 0.00 5,278.98: 37.44 11-11 7/8 W8 o.oo 29,342.33 26,972.46 o.ooi 4,674.47 o oo 37.44I13-1'.I 7/8 W9 0.00 .:.9,342.33 31,324.74 0.00/ 0.00 4.069.97 37.44 15-117/8 :: w10 o.oo 32,919 58 31,324.74 o.ooj 3,465.47 o oo 37.44 17-11 7/8. !! ----+---------'----f---'----+------i---'----+---------+----,: W11 0.00 32,919.J:8 34,127.17 0.00 0.00 2.860.97, 37.44 19-117/8 , ----+---------'---+----'---+-------'------+----------1------1, j __ w_1_2_f--___ o_._00 ___ 34""",_94_7_.'_i 8+-_3_4-'-, 1_2_7_.1_7 ____ 0_._00-'I __ 2-'-,_25_6_.4_6+-___ o_. o_o ___ 37_._44--21_-_11_7_/_8 --ii, 'N12 o.oo 34,947.~8 34,127.17 0.001 2,256.46 o.oo· 37 44 23-117/B i: W11 0.00. 32,919.68 34,127.17 0.00 0.00 2,860.97· 37'.44 25-117/8 W10 O.OOi 32,919.68 31,324.74 0.00 3,465.47 O.oo: 37.44 27~117/8 i __ w_g_-1--___ o_.0_0_1 __ 29-',_34_2_.:_·3 ___ 31-',_32_4_.7_4 ____ o_.o_o ____ o_.o_o ___ 4---',_o6_9_. 9_7_: __ 3_7_.4_4-+2_9_-_11_7_/_a __, W8 0.00· 29,342.33 26,972.46 0.00 4,674.47 0.00. 37.44 31-11 7/8 '----+---------'---+---'-----+------,----'----t---------+------11 W7 0.00 24,686.34 26,972.46 O 00 i 0.00 5.278.98 37.44 33-11 7/8 W6 0.00 24,686.34 21,070.32 0.00 i 5,883.48 0.00 37.44 35-11 7/8 ! : __ w_5 _+--___ o_.o_o_· __ 19_,6_7_a_.5_5+-_2_1~,0_7_o_.3_2+-___ o_o_o..,..I ____ 0_0_0+-__ 6_.4_8_7_9_8 ___ 3_7_.4_4+3_7_-1_1_7_/8~! ! 1 W4 0.00 19,678.55 13,618.34 0.001 7,092.49 0.00: 37.44 39-117/8 Ii --+-----------'--------------1------;,1 i W3 o oo· 15,140.76 13,618.34 O.OOj 0.00 6,391.12: 31.10 41-11 7/8 I, j v1s o.oo: 15,140.76 o.oo o.ooi o.oo 1,719.451 31.15 43-11 3/4 ii ! __ w_2_-4-___ o ___ oo-,--1"""s,-35_2_.2_7+----o-.o-o+----o-.-oo~l_-_--14-.-82_4 __ 6-5+----'--o-.o-o-,--a4-_-73-+--42---11_3_M_!J I! : Standard Verticals -----,-------------~-----~---Member Position Max Tension Max Comp. Length I V2 Interior 0.00 2,888.74 ---~------------'-----'---"-----28.74· i j 1! l I ·1 I I I ·1 I I I I I I I I I I I I I STRESS ANALYSIS -PAGE 2 Joo Number. 98-0235 I JobName: -----------------~ I Date Run: ASYMTEC -ROOF 6/10/98 L:xation· IJ01sr Oescoprion C_A_R_LA_S_B_A_D_,_C_A ________ _._S_h_o_rt Span Cr~mp 30K232/128 ' Mark: J31X Chord Properties ___ ......,___,,-----~---~---~--------,- Chord Area i Rx Rz Ryy Y J -------~-------------- 1 Q Material i TC 0.9000 i O 7783 0.4949 1.4255 0.6942 ! 0.5452 0.9174 2A=21/2x21/2x.187 1 BC 0.6730 : 0.6189 0.3944 1.2318 0.5650 I 0.2578 09808 24=2x2x.176 ·---------'---··--------~ Axial and Bending Analysis ; K. I Fv IFb· I Mom of Inertia ILL 240. i 1.00 so:=oo=o=.0-=o==~:-_;:3=0=,o=o=o=.o=o==;::::=:::6=3=6=.9=7=======:::3=3=0=.0=2=-.:.·, jLL]~_j I lviax Bnci.arc I IV/ax Bridg BC: I J_:l3~.02 _ 17-2 3/4 _ 24-7 5/8 . -------~-----::.:.::-. -================: : Top Chord Check End Panel LE First Panel LE i Interior Panel ! Fust Panel RE End Panel RE Gap Between Chords: I Length 46.00 23.88 ! 24.00 I 23.88 46.00 -1-·o_o _____ -----1 /Vim Weld Len 2X: I Bending Load 623.30 -750.00 ! -623.30 o.5000 :Axial Load 15,352.27 -34,947.18: -15,352.27 IVl=a=x=L=oa=d=F1=.11e=rs=T<=c:==~ !ta 8,528.75 -I 19,414.431 -8,528.75 43,2os.11 i Maximum K L/r 92.94 -j 30.84 I -92.94 -fv-la-x L-o-ad_n_o_F_ille-rs_T<_C_: _~ !Fa ' 14,158.03 -I 24,963.581 -14,158.03 ~3_9,_54_5_.4_7 ___ ---1 ' I I . TC OAL/Ryy: IF'e 42,753.06 -157,058.111 -42,753.06 :401.0955 :cm 0.9402 -0.9506/ -o.9402 -==============~ ~--------------t-----~----------+-------BC Stress: ! l Panel Point Moment 10242.15 -3000.00 i -10242.15 25,353.60 !'.Mid Panel Moment 9094.81 -1500.00I -9094.81 _B_C_Ll_'R_z ______ _, 1: Panel Point fb 16960.46 -I 4967.841 -16960.46 :::.1=2=1 ·=7=05=4==========: ! Mid Panel fb 5789.88 -, 954.92 ! -5789.88 TC Shear Stress: !Fillers O -! o: -O 7,042.51 ,----------------+-------,-, ------,------+------BC Shear Stress: I: Panel Point Stress 25,489.21 -, 24,382.27 i -25.489.21 9,367.28 J!MidPanelStress __ 0.8495 -I 0.81~3J_ -----~---0._84~5-------~ j Web Design ; Member ; Web Tension Allow Tension Web Comp I Allow Comp ! Wei;:; I Qty --T-· Material I 1----------------+----~+----~.......,....-----1-~-------------1 W2 14,824.65 21,205.75 0.00 I 2.222.39: ..i 3 x 0.23_0_ _ 1_ _; ~M = rou_!l~ 1 I : * Allowable Tensile Stress Red_u_c-ed~10-0,._,.1/o-~----~----------~ •·. . --·-··-·----T.·-· - ' W3 :.oo 14,531.25 6,391.12'. 7.995.74 34x0125 1 120=2x2x.125 W4 7.092.49 7,818.57 0.00, 2.143.54 44x0.109 1 \15=11/4x11/4x.109 ! __ W_5_-'-, ____ : _o_o __ 1_4-'-,5_3_1_.2_5 ___ 6""',_4_87_._98_,i'--__ 7_.9_7_5._4_4_'_.:i _5_x_0_1_2_5--+ __ 1 _+--2_0_=_2_x _2_x_.1_2_5 ____ ~ W6 ' 5,883.48 6,183.57 0.00! 1.073.30: 36x0.109 1 10=1x1x.109 W7 , G.00 14,531.25 5,278.98 7,975.44; 2.8x0125 1 20=2x2x.125 W8 i 4,674.47 6,183.57 0.00 1,073.30! 29x0.109 1 10=1x1x.109 W9 1 000 10,781.25 4,069.97 4,265.71 1 22x0.125 1 1E=11/2x11/2x.125 1/1/10 3,465.47 6,183.57 0.00 1.073.30 i 2. 1 X 0.109 1 110 = 1 X 1 X .109 1----------------+-----+------------,--f-----+------------1 i W11 J.00 9,786.93 2,860.97 3.890.97' 2.0x0.113 1 1C=11/2x11/2x.113 i•,.... -----------~---+----'------+-----------+----+,------------1 ' W12 2.255.46 6,183.57 0.00 1.073.30 20x01G9 1 !10=1x1x.109 J------~----------+----'--------1 W12 2,25546 6,183.57 0.00 1.07330 .?0x0.109 1 !10=1x1x.109 W11 :oo 9,786.93 2,860.97 3.890.97 2.0x0113 1 1C=11/2x11/2x.113 i, V\/10 j: W9 3,46547 6,183.57 0.00 1,073.30: 21x0.109 1 10=1x1x.109 0.00 10,781.25 4,069.97 4,295.71: 2.2x0.125 1 1E=11/2x11/2x.125 1 W8 4,674.47 6,183.57 0.00 1,073.30: 2.9 X 0.109 1 10 = 1 X 1 X 109 W7 0.00 14,531.25 5,278.98 7.975.44 2.8x0.125 1 20=2x2x.125 i W6 5,88348 6,183.57 0.00 1,073301 36x0.109 1 !10=1x1x.109 i W5 0.00 14,531.25 6,487.98 7,975.44i 35x0.125 1 l20=2x2x.125 ~ : W4 · 7,092.49 7,818.57 0.00 2,143.54' 44x0.109 1 15=11/4x11/4x.109 W3 ! 0.00 14,531.25 6,391.12 7,995.74! 34x0.125 1 20=2x2x.125 W2 I 14,824.65 · 21,205.75 0.00 2,222.39 i 4 3 x 0.230 1 RM = round 1 ...,..A..,...llo_w_a..,...b.,...le-=r==-e-n-s,,..ile..-S=""t-ce_s_s-=R=-e....,d_uc_e_d.,...1-='-=o=-=%-=--~-----~--'----_.~__ ----'-----'-----------~ ---I V1 I o: 7,818.!;;7 1,719 3,098.161 2.0x0.109 1 15=11/4x11/4x.109 '_i _V_2_~1 _____ o_: __ 6_,1~~-3_.5_7~ ___ 1_,5_6_9~ __ 1_)!_2_·1_.7_2~1. ?.:o_x_o_.1_0_9~_1_~10_= 1 x 1 x.10 __ 9 _____ ~ !·' ' • ' ' -$--· -$--· -$-· -~ . 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SEE S EW 3A r-- 1 a <t 7 1. 1'-0' 2 ~ ~ ~ \__ ---·-· -·---·-·-·-·-----·---·-·--·-· -·-·-·---·-·-·.;_ ----·-·-·-·-·-·-•-·-·-·-·-·--·-· ------·-·---·-·--·--- ... I .., I I I! -!<.-4 .... . -. --. -. -. -·.-. -. -. -. -. -. -. ""N -. -. -··.:n===-=':::;;;;:::,~=-====~~~,~~~===-*===I=:==:':£-. -. -. -. -. -. --. --·-·----·-·-·-· -·--------·-~-----·-· , ... -:=•=:=:=:=:-=== =-~ -·==-''= --~~---~: ~ 1i· ~ --=-7-0K232/1: 9-J4 / 30'-10' I, , 2 1/2" 2 1/2" HOLD CLEAR PATTERN NOT. SCALE -·--· . .----! i N~~:, fi':tc:::.T>i'z:;:,,rn.iiie;~ []tNt-~1Blt,'.:4~~~Mi'tf j l 0~1r=-:;r20 [];pmHSM/AS~R?.£-GY.ai j 1, ! ~ t¢-Z, <R<L!i<,m;,~ $ I [ ,!,,.,__ = ,tl,,rr",J ·• . > d·'I ·• , ~ __ ,.t.~.s n:-i::::7'i"l~r;ts m:tdb tin fMe ·str-~p :u:~~i_i\,,s ' -.:..r_ n~ ; . '-L"":"'· ~~1~E'ti1:~~JI~~';;1:~i]g~;i;;l!i;!~i~i~ , - \ e' 0 0:, I .... 40'-9~" , I, ' cc.,~1;t of t;~:._, r;r-r.::;s,;t ~r,j 11::nH~",;1 ·MY1'i(;i;_,:o:n~e \".1t~ _t~--- in!V:'1710/"':::,;n <·."::en L, ~h0 -Cef1~:?.I:{ CotA!i"r.i:>htg_. T-h~ ~ .. '.3C,!bt -is-~s;;,::nr;tt\; .tel': _0;-;;:r:i.:-:iring ;:lli. ~~eta!!~ _ :a~-. ~1JantrtlM and dlrnen~t-0,is: srl.;ct,ng ,.,,,br.G_n5.lV~ prccet"f:t'e~ _:anq technk{;.1ca oi c.cnstrvctlon; ooort±na~n-g ~is Wo'tk Wini m~t ~di an other trades; and psrfOrming tns wotk tn a lafe a-n satisfactory manner. FIELD.USE 10' 1,,2 SPA O 8-0·=16·-o· I, iO' , 1.3 SPA O e·-o·.,._,04' o· l,f----'--"'---,,f-'-'-...:....::...:,--=---'-=-,,f-'--'-"-----,i'-,---+----t----t----+...:.::..:::.:.;____:_+:...:.::.....:..::..:.-t--=,-----l----+---+---+----l-----+----ol<·-,,l,j.-3,-sl · , ,/ 4 TYP. U.N.O. ROOF JOIST PLACING PLAN NOT. SCALE z!;:, C C> 'F, C""' l &c f • ) ., > C,..P ,,.oc ro-e: t fj,... TH!S ORAMNC IS SEAl.£0 IS TO THE JOIST ik CIRO[II DESICN.l'TION N,~ l.lARK NUI.IB£RS CORRESPONOING TO Tl1£: CO DRAWNG NOfE:S: JOIST GIRDER TAG ENO TO LEFT OF DWG. UNLESS NOTED OTHERWISE. JOIST TAG END BOTTOM OF DWG. UNLESS NOTED OTHERWISE BY DENOTES # ROWS OF TT-BRACE DENOTES KNEE BRACE ..................................................................................... . R 2 H ENGINEERING, INC. ~UN 15 1998 RECEIVED -®- 0 --"- . ; l )\ '· . r-- PHONf: (915) 532 4414 PRINTS 6t SROC OM.Y. HO 01HER PRODUCTS OR omn£S /IR( COl,£R£D B'I lHS SE:AL ISP .NX£P1'S NOR UJPl.£S AH'I' RESPONS/8!1.flY FOR PROOVC1S OTl-£R THAN JOCSJ. JOIST GIRD!RS al: BROG. FURNISHED BJ ISP, H /1CCORDANC£ wm-1 SJI. ABBREVIATIONS DRAWN BY NBISP= NOT E1f IWTL. STR'UC. PRODUCTS. BL "" BASE LENGTH TCX • TOP CHORD EXTENSION DATE ex-= CEILING £X1£NS/ON .-----l-=0=4/0='/9=·=~ BCX • BOTTOM CHORD EXTENSION SS = SHORT SPAN JOIST LS -WNG SPAN JOIST GA"" GAGE BM.-BEAM U. N.O.,,,. UNLESS NOTED OTHERWISE HORZ-HORtZON1AL BRDG= BRIDGING DAT[ OL!l/08/98 JOB No. FAJt. (915) 532-4728 r-14 BASSaT ctr. St.111£ I J2B 6001 ~TEWAJ' WE51'. fi PASO, TX. 7992' 1 • ' \ ' 1/2' l'tcx BL ANG. 5"x5"x5 8'" NOT BY I.S.P SECTION 1 NOT SCALED 1/2' 1/4' tcx 5 3/4' BL PLATE 1 x1 2 N.B.I.S.P. 2 -13/16" X 1 1/2" SLOTS 5" GA. GIRDER 7 314 ,;-°", . ...____>_: c_, ~_"_~_,_"_-_· P_._ l ~ l /2' l ,r 7 SECTION B KB @ MID. SPAN SHOWN ON PLANS. SEE PLAN f'OR LOCATION BY I.S.P. l/4' SECTION SOT SCALED l/ 4' 10 NOT. SCALE TIE PLATE NOT BY I.S.P. ·-· . 7' tl BL ANG. 5'"x5 .. x5 8" NOT BY 1.S.P SECTION 1A I 5 l/4' J l /2' I NOT SCALED tcx 5 3/4" 2 -13/16" X 1 1/2" SLOTS 5" GA. N.9.LS.P. PLATE i--1-',~~, I GIRDER I.S.P. SECTION BA NOT SCALED 5/8' 5/8' TIE PLATE NOT BY I.S.P. BL BL -,,--, 1 3/8' K =3 4"X3"x16" NOT BY I.S.P. 0: w 0 0: i3 1- (/) I~ SECTION 10A NOT. SCALE I 112· I 5 1/4' l'"tcx BL TIE PLATE NOT BY I.S.P @ SEC 1C ONLY ANG. 5"x5"x5 8'" NOT BY 1.S.P SECTION 1B & lC NOT SCALED 5 112· GIRDER PLATE 6 BEARING _,;,,eels_' N.B.I.S.P. ' ,L __,, 5 112·'~ NOT BY I.S.P. SECTION BB NOT SCALED 'I I I I I I I I I I I I I 112· l /2' 1 1/8' I 1/8' 12 1/2' 12· BL .ANG. 5"'x5"x5 s• NOT BY 1.S.P. SECTION lE NOT SCALED 5 1/4' 1· L 9 u2· l / ) K =3 4"X6"x12" NOT BY 1.S.P. tcx 5 1/2' \ r-J,B.I.S.P. \l::'..lcATE 12x12· i\iOt CJY i.S.P. SECTION BC NOT SCALED SEE SKEW 3A 3 3/S'tcx BL ANG. 6"x4'"x3 4"' NOT BY I.S.P. SECTION 3 NOT SCALED 11 1/4' SEE SKEW 8E BL 1/2' 1/2' GIRDER P'LATE 6i BEARING 1' NOT BY I.S.P. 12 1/4' r-;QT BY 1.5.P. SECTION BE NOT SCALED '-0 Ul -I c,· o-if-c; SKEW 3A NOT SCALED FULL SKEW LEFT SIDE NEAR SIDE -----·· 5 1/4' GIRDEC:: .· ' ' ,_ _____ .,......;._ ... ~:. ___ J SKE\'1 BE' NOT SCALED "'· FULL SKEW RIGHT SIDE NEAR SIDE FIELD. USE ONLY @ 12B 2 -13 /16" HOLES 4" GA. ONLY 0 SEC 128 ONLY 0 SEC 12B 2 -13/16" X 1 1/2" SLOTS 5" GA. 2 -13 /16" HOLES 4" GA. l l/2'tcx l l/2'tcx GIRDER K =3 4"X3"x16" NOT BY I.S.P. 1 l/2'tcx · 6' 1' ill Iii ':--..111 :/< ... ';;"ill ~--;v,·· >-Cl £. SECTION 1 l/2'tcx BL 1--- I' 4• 6' PLATE 16"x12"x1" NOT BY I.S.P. NOT BY 1.S.P. 12A & 12B NOT SCALED GIRDER GIRDER K =3 4"x3··x16" NOT BY I.S.P. 1 1 1/8' 2 -13/16" X 1 1/2" SLOTS 5" GA. GIRDER 6' PLATE !' .--::~~I 1" 16"x12"x1" ft::':_~ NOT BY 1.5.P. 31 a <..lj L-..-.., ,:I 4 1/2' SECTION 4 1/2' 12 NOT SCALED ™IS QIY,WINC IS Sr.-.t.£0 AS TO TME J0!5T • GIIWOI 0£S~TlON ~ w.RI( NUMBERS CORA£SPOt,O!NQ 10 THE CONTRACT DRAWING NOT BY I.S.P. • BROG OM.Y. HO O»fER M:lOUC1S DR £MlJl£S IIR£ C(MROJ BY THS SE'At.. ISP AtX;£PrS NOR IMPUfS Nf'f R£SPOHSIBIUTY FOR PRQOUCTS OTHER 1HN4 JOIST, .JOIST QRO£RS .Ir SRDC. FlJRWISHED 11'1 tSP. IN ICCORDAJJCE Mnl S.,. ABBR[VIATIONS DRAWN BY NB/SP"" NOT 8Y INTL STRUC. PRODUCTS. Bl-BASE LENGTH TCX= TOP COORD EXTENSION DATE PHON£ (915) 5J2 4414 FAX (915) 5J2-472B l'-14 8'\SSITT Cir. sum: I J28 6001 GATEWAY WEST. a FWXJ, TX. 79g2s PRINTS , "'" ex-CHUNG fXT(NSION o4/0J/9s 2' E CAJ C 92021 BCX-BOTTOM CHORD EXTENSION r-----1~===-~l-.:CAT~~2P~.0~.~~8~0~X~~2~054~~-~~L~~t~~OjN~. t~A~-=~s~t~~~t==t=j SS • SHORT SPAN JOIST SHIP TO C::: ,..C..,. R L..... Si E3.,,,::,.... C) • C::: .-A.. • LS-LONG SPAN JOIST CH[CK£D BY CHfCKfD BY ASY!.ITEK 06/05/96 GA-G-'Gf 12/J\ E.O. t..::JO::Bc.__.:.==::.:...--------~---t--+----1 BM.-BfAM AT CARLSBAD, CA. ;, U.N.O.= UNLESS NOTED OTHERWISE DA1r DATE HORZ• HORIZO/>ITAL ~ /11 ['JS BRDG= BR1DG1n:; --JOB No. 98-D235 DRWN No. 2 OF. 2