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Home My WebLink About1964 KELLOGG AVE; ; CB990369; Permit~- 03/20/2000 City ofi Carlsbad Commercial/Industrial Permit Permit No: CB990369 Job Address: Permit Type: Parcel No: Valuation: Occupancy Gr.oup: Project Title: 03/20/2000 Applicant: Building Inspection Request Line (760) 602-2725 1964 KELLOGG AV CBAD Tl Sub Type: 2120930200 Lot#: $248,412.00 Construction Type: Reference #: INSTALL 6 REFRIG. AND COOLERS COMM 0 NEW CB973463 Status: Applied: Issued: Inspect Area: ISSUED 01/25/1999 Entered By: Plan Approved: 03/20/2000 DT LARSEN.RAY 816 S. WOODLAND ORANGE CA 92869 714-997-1965 _.Q.wnec~ / ~ ~KE~L -~,~ 1721 03/20/00 0002 01 (2_ l1~64 K'.6LLOpG'A~~" ~ CGP .~7 CARisaaj:)tc¥-e;on9 ;\ I V:::::!J J ·-· \..\ <.___~ Total Fees: Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge fee BTD #2 Fee BTD #3 Fee Renewal Fee .Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee I \\ _ ~h-,~~ ~\ __ $0.00 $0.00 Master Drainage Fee: Sewer Fee: Redev Parking Fee: TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1,937.43 FINAL APPROVAL Date: 6:J/tv. Clearance: _____ _ NOTICE: Plea e take N ICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, . review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy . changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any · fees/exactions of which ou have revlousl been iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 02 1429-08 PERMIT APPLICATION .CITY OF CARLSB 2075 Las Palmas (760) 43H-1t61 FOR OFFICE USE ONLY PLAN CHECK NO. (;BCJCJQ3&Cj EST. VAL. I 4-5' 4 I '2--._ Plan Ck. Deposit . 'S"O ci5 • .35 Vc(llidated Bv_,.."D--=-rt--_._ ____ --.-__ Date _____ l--+/_"2_.S-:---1-/-9_5'_ LLC.... f-ddress (include Bldg/Suite If) Business Name (at this addressf Legal Description· Lot No,, "35 ~bdivision Name/Number ~ . ~ J/o &f--'ib Assessor's Parcel # Existing Use : Name Address City State/Zip Telephone# . ~~:CONtRAC~o~A&YflA~~~-,., "-w~~-M,<A'-, ~---~·J,-~,"i_-~:----'-"~- (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure,,prjor to its issuance; also requires the applicant for such permit to file a ·signed statement ttiat he is' licensed p'ursuant to the provisions of the Contractor's License Law , [Cl:lapter 9, comro!!nding with Section 7000 of Division. 3 of the Business and Profe~sions 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 [$5001)'. '· Name Address City State/Zip .. Telephone# State License# _________ _ ,License Class. ______ .;__ __ ..a City·Business License # -~------ ·Designer Name Ad~ress City State/Zip Telt:3J)hone State pcenfie # ~'-------'-'----~- W~ .. .wo.RKl?R~:.col\iiP.~N$ATJ.Q..N. ' --. ·: .• ~ ••.. , •. : "'.,: .. .,.' · .•• ··-· .1. ....... .,.:;...~ ~;".:.:.~,,:. ~:-· : __ ,:..:.:..:..: • .x.:f.:;::,,3::,, ·:.·~·.__.:"'1-.~;. ·:;;..:::,,. .. :. Workers; Compensation Declaration: I hereby affirm· under penalty of perjury on~ of the· following declarations: · ' , D I have and will maintain a certificate of consent t9 self-insur!l for ,workers' po~pensation ·as pro~ided by Section 3700 of the Labo! Code, for the performance of the work for which this permit is issued. D I have and will maintain workers' compensation, .as. required b'y .Section 3700 of the Labor Code, for the. p,erformance .of the .work. for which this per~it is ·., issued. My worker's compensation insurance carrier and policy number are: Insurance Company _____________________ · Polfcy No.____________ Expifation Date _______ _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$'l00) OR LESS) , D CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit js 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 ($100,0001, 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 ________ _ . f.tC':?.o.iX~~!Ji.ifQJJ.PJti):,)tQ'.14j.1J.(iJQ'.rL: , : :: ~: G~ t~/.: :;::::, ·,:-,:1.':., .. ) ::.:::.::,:,y,~;,:1;i :'. ' ·1 hereby affirm that I am exempt from the Contractor's License Law for the following reason: 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 (SE!C, 7044, l;lusiness and Professions ,Code: Th!! Contractor's Licens·e 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 yea~ of completion, the owner-builder will have the.burden of proving that he did not bµild or improve tor the purpose of·sale). · '. ~ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law 'does ncit ap'ply to an owner of property who builds or improves 'thereon, and contracts for such projects with contractor(s) licensed '. P.ursuant to the Cont!actor' s License Law). · D I am exempt under Section--~---Business and Professions Code for this reason: 1. I pers~nally plan to provide the major labor and materials fpr constructjon of the proposed property improvement. D YES ONO 2; I '(have / have not) ·signed an application for a building permit for-th~ proposed w~rk. · ' 3. I have contracted:with the following persoQ (firm) to provide the proposed 9onstructi9n (include name,/ address/ phone number/ ~ontractors license number): , 4. I plan to provide portions of tlie work, but I have hired·the following person to·coordinate, superv.ise and provide the ;,;ajo; work (inciude name/ address/ phone number/ contractors license numberl=------..,.,--,--------------------------,.-----------~--,-- 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 _______ ~-----------,,..----. DAT~---,--'--------' . fcoMPLF~ffjlfs'.secootifFOB iVpivfi{gsl,{iiNftALBUILDiN,G'.PERii,iis-:-o"f(ey:,::,,, /:"::·~ _,· .. :''.::·,·:::;:, .. ~:: ~/,;?:,,T,~ .:.r;:1~·:;;::,/-;. "'} :;'. f ;:,'.;:'.5:,1.:.,~7 .. :-::·:r:;:]' ' Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risR management and prevention· program under Sections 25505, 25533 or 25534 of the Presley,Tanner Hazardous Substance Account Act? D Y.ES D NO. !s ~he applicant_ or future buildi,ng o~cupant required to obtain a permit from the air. pollution controi district or air quality management district? D YES D NO Is the facility .to· be constructed within 1,000 feet of the outer boundary of a school_ site 7 0 YES O NO IF ANY OF THE.ANSWERS ARE-YES, A FINAL CER'TIFICATE 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. . , L$w >CONU.RifeiJON;fENDING,MEtlC,Y-. • . .. .. ,.,_, __ -·-., __ _ I hereby affirm that therE! is.a ,con~truction lending agency for the per~ormance of th.a work for which this permit is issued (Sec, 3097(i) Civil Code). I certify·that I have 'read the application and state that tbe above inforrpation,is qorr!!ct and ,that,the in.formation on the plans.is /ICCljrate. I agree tQ comply•with all City ordinances and State laws relatin,g to building :construction. I hereby authorize representatives of the Citt of Carh,bacl 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. ttie Building Official urider. · provision·s of this Code .shall expire by limitation and become null and void if the building or work authorized ·by sµch permit is not commenced within 36 ays om the date of such pen:nit or if the building or work authorized by such permit is suspended or abandoned at-any time a·fter the,work is co · enced.for period 180 days (Section 106.4.4 Uniform Building Code). · .,,:\' YELLOW: Applicant PINK: Finance Inspection List Permit#: CB990369 Type: Tl COMM INSTALL 6 REFRIG. AND COOLERS Date Inspection Item Inspector Act Comments 7/28/2000 89 Final Combo RI 714/997/1965 7/28/2000 89 Final Combo TP AP 7/28/2000 89 Final Combo TP NR 7/27/2000 34 Rough Electric TP AP Tl COMP. 7/27/2000 89 Final Combo RI 7/27/2000 89 Final Combo TP WC 7/18/2000 34 Rough Electric RI EARLY AM PLEASE 7/18/2000 34 Rough Electric TP AP DISCO FLR (3) CHILLERS 7/18/2000 44 Rough/Ducts/Dampers TP AP COMB. AIR TO EQPT. RM 7/18/2000 44 Rough/Ducts/Dampers RI 7/13/2000 14 Frame/Steel/Bolting/Weldin TP NR INSP LOC, TYP? 7/13/2000 34 Rough Electric TP NR 6/26/2000 44 Rough/Ducts/Dampers TP Co MECH RM EXHST. NOT PER PLAN 6/21/2000 17 Interior Lath/Drywall TP AP 6/21/2000 39 Final Electrical TP WC 6/16/2000 14 Frame/Steel/Bolting/Weldin TP AP COOLER, SUPPORTS @ TRUSS 6/16/2000 44 Rough/Ducts/Dampers TP AP UNITS W/IN COOLER, REF., COND. 6/15/2000 14 Frame/Steel/Bolting/Weldin TP AP 6/15/2000 49 Final Mechanical TP WC 6/14/2000 14 Frame/Steel/Bolting/Weldin TP co Tuesday,August01,2000 · Page 1 of 1 CIIY orcarlsbad · Final Building lispaction Dept: Building Engineering Planning CMWD St Lite CF-ire:.:::> Plan Check#: Permit#: CB990369 Project Name: INSTALL 6 REFRIG. AND COOLERS Address: 1964 KELLOGG AV Contact Person: N/A Phone: 7604314910· Water Dist: CA Sewer Oist: CA Date: 7/27/2000 Permit Type: Tl Sub Type: COMM Lot: 0 .......................................................................................................................................................... Inspected Date b/2 ~ V Disapproved: __ By: -fl~6. Inspected: ~//(Jc} Approved: Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ Comments:---------,---,------,------------.""'-------- City of Carlsbad Bldg Inspection Request For: 7/28/2000 Perniit# C-B99036~ Inspector Assignment: TP --- Title: INSTALL 6 REFRIG. AND COOLERS Description: · Type: Tl Sub Type: COMM Phone: 7604314910 Inspector. d Job Address: · 1964 KELLOGG AV Suite: Location: APPLICANT LARSEN,RAY Owner: JORKEN .L L C Remarks: 714/997/1965 Total Time: CD Description 19 final Structural 29 Final Plumbing 39 ·· Final Electrical 49 F.inal Mechanical Lot Associated PCRs lns12e~tiQn Hi§tQQ£ Date Description 1l1a12000 34 Rough Electric 7/18/2000 44.Rough/Ducts/Danipers 7/13/2000 14 Frame/Steel/Bolting/Welding 7/13/2000 34 Rough Electric 6/26/2000 44Rough/Ducts/Dampers 6/21/2000 17 Interior Lath/Drywall Q/21/2000 39 Final Elecb'lcal 6/16/2000 14 Frame/Steel/Bolting/Welding . 6/16/2000. 44 Rough/Ducts/Dampers 6/15/2000 14 Frame/Steel/Bolting/Welding 6/15/2000 49 Final Mechanical 6i14/2000 14 Frametsieel/Bolting/Weldlng 0 Requested By: RAY Entered By:· ROBIN Act Comments _£_ _______ _ Act lnsp Comments AP TP DISCO FLR (3) CHILLERS AP tp COMB; AIR TO-EQPT. RM NR TP INSP LOC, TYP? NR TP co TP MECH RM EXHST. NOT PER PLAN AP TP WC TP AP TP COOLER, SUPPORTS @ TRUSS AP TP UNITS W/IN COOLER, REF., COND. AP TP WC TP c;:o TP EsGil Corporation 1n Partnersfiip witfi (jovernment for 'Buifaing Safety DATE: 3/15/00 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-369 PROJECT ADDRESS: 1964 Kellog Ave. PROJECT NAME: Flor Expo Cooler SET: IV ~CANT ~ D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. • The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified in Remarks below are resolved and checked by building department staff. D The plans transmitted herewith have si~nificant 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. • Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person • REMARKS: Please remove the sheets R2, R3, & R4 from the City Set I plans and insert into the City set Ill plans then change to City Set IV to match the Owner Set IV. Have the refrigeration contractor provide the State Contractor License Number and signature on all the R sheets. ,e.e.c:MJkeJ?~Qt~Ls-onf~tbJ3:B.uilcmr~fDepar-tment-will .. adJust~the-adcf.ecLa_rea of ttre-:::c;o:o:IJ! rltnlj_:-:y~a-ll_l~:!lQP.f .. ].he.:w~oil<:snowrLoii]fij_::.p.eJm tt~Jpel'ffiit-;~Jra1!Se. The City Set of the original shell is also being returned, CB97-0368. By: Mike Puckett Esgil Corporation D GA D MB D EJ D PC Enclosures: 3/3/00 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 99-369 1/24/00 VALUATION AND PLAN CHECK FEE ~ fot:. If.cf e;-U...J (£ ctJ U1 ( A.JO A'DDl'T7ut>J At-fee:s) - JURISDICTION: Carlsbad PLAN CHECK NO.: 99-369 PREPARED BY: Mike Puckett BUILDING ADDRESS: 1964 Kellog Ave. DATE: 1/24/00 BUILDING OCCL)PANCY: B/S1 TYPE OF CONSTRUCTION: IIIN BUILDING PORTION BUILDING AREA VALUATION VALUE (ft. 2) MULTIPLIER ($) Added Cooler Area 3,840 28.00 107,520.00 Air Conditioning Fire Sprinklers TOTAL VALUE 107,520.00 • 1994 USC Building Permit Fee D Sldg. Permit Fee by ordinance:$ 649.08 • 1994 UBC Plan Check Fee D Plan Check Fee by ordinance: $ 421.90 Type of Review: D Complete Review D Structural Only D Hourly D Repetitive Fee Applicable o· Other: Esgil Plan Review Fee: Comments: $ 337.52 Sheet 1 of 1 macvalue.doc 5196 EsGil Corporati.on 'l.n Partnersliip witli (jovemment for 'Builaing Safety DATE: 1/24/00 JURISDICrlON: Carlsbad PLAN CHECK NO.: 99-369 PROJECT ADDRESS: 1964 Kellog Ave. PROJECT NAME: SET: III ~ANT (q JUR_!D a PLAN REVIEWER a FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D the plans transmitted herewith will substantiglly comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff L D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. • The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D • The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person . The applicant's copy of the check list has been sent to: Ray Larsen 816 S. Woodland Orange, Ca. 92869 . • Esgil Corporation staff did not advise the applicant, except by mail, that the plan check has. been completed. · D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person D REMARKS: By: Mike Puckett Enclosures: Esgil Corporation D GA D MB D EJ D PC 1/t3/00 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 99-369 1/24/00 GENERAL PLAN COR~ECTION LIST JURISDICTION: Carlsbad PROJECTADDRESS: 1964 Kellog Ave. DATE PLAN RECEIVED BY ESGIL CORPORATION: 1/13/00 REVIEWED BY: Mike Puckett FOREWORD (PLEASE REAO): PLAN CHECK NO.: 99-369 DATE REVIEW COMPLETED: 1/24/00 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enfqrced by the Building Department. You may have other corrections based on laws and ordinan·ce$ enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will ·be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two.ways: 1. Deliver all correct~d sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans _and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitte_d directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet · has been made and return this sheet with the revised plans. Carlsbad 99-369 1/24/00 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? D Yes D No The following corrections are items not completely addressed from the previous plan review or are in response to new information provided. Item #1This plan submittal shows added cooler area. Please apply for permit application from the City of Carlsbad for the new added area. The Building Department to adjust added area and valuation at permit issuance per applicant's conversation with Mike Peterson. Item #4 Provide plans and calculations from ISP Corp. for the support of the cooler by the roof structure as proposed in the revised Engineer's calculations. Show the location on the ISP roof framing plan for the extra member detail at the hanging loads and · show the type, thickness and method of attaching the added reinforcing. Sheet 4 of Joseph F. Montagna's carculations and sheet A-6 of the plans are not consistent.A-6 shows hangers at 8'-0" o.c. Loads should be 480#/hanger not 120#. The 30K-280-160 joist designed by ISP are for one 500# load, the plans show more. Please revise the roof joist calculations to show the loads for the spacing of the cooler hangers. Please have the Architect or Engineer complete and stamp seal, sign with expiration date the attached Special Inspection Program document for the epoxy anchor system shown for the wall opening reinforcing. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, ~uite 208, San Dieg·o, California 92123; teleph_one number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Mike Puckett at Esgil Corporation. Thank you. Carlsbad 99-369 1/24/00 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: 1964 Kellogg Ave. PL.AN Ct-iECK NUMBER: 99-369 OWNER'S NAME: Florexpo I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (USC) Section 1701.1 for the construction project located at the site listed above. USC Section 106.3.5. Signed------------------------ I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by USC Section 106.3.5 for the construction project located at the site listed above. Signed ----------------------------- 1. List of work requiring special inspection: D Soils Compliance Prior to Foundation Inspection D Structural Concrete Over 2500 PSI D Prestressed Concrete D Structural Masonry D Designer Specified D Field Welding Englnee(s/Archltect's Seal & Signature Here D High Strength Bolting D Expansion/Epoxy Anchors D Sprayed-On Fireproofing D Other _____ _ 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the sp~cial inspectors for the work listed above: A. B. c. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. Carlsbad 99-369 1/24/00 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 99-369 PREPARED BY: Mike Puckett BUILDING ADDRESS: 1964 Kellog Ave. DATE: 1/24/00 BUILDING OCCUPANCY: B/81 TYPE OF CONSTRUCTION: HIN I BUILDING PORTION I BUil.DiNG AREA VALUATION VALUE (ft. 2) MULTIPLIER ($) Added Cooler Area .3,840 28.'00 107,520.00 - - Air Conditioning Fire Sprinklers TOTAL VALUE 107,520.00 • 1994 UBC Building Permit Fee O Bldg. Permit Fee by ordinance: $ 649.08 • 1994 UBC Plan Check Fee D Plan Check Fee by ordinance: $ 421.90 Type of Review: D Complete Review D Structural Only D Hourly . D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: Comments: $ 337.52 Sheet 1 of 1 macvalue.doc 5196 EsGil Corporation 1.n Partnersli.ip witli (Jovernment for '13ui{aing Safetg DATE: 9/27/99 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-369 PROJECT ADDRESS: 1964 Kellogg Ave. PROJECT NAME: Florexpo Cooler SET: II ~NT JURIS. CJ PLAN REVIEWER CJ FILE D 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. • The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. • The applicant's copy of the check list has been sent to: Ray Larsen 816 S. Woodland Orange, Ca. 92869· • Esgil Corporation staff did not advise the applicant, except by mail, that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted-: (by: ) Fax #: Mail Telephone Fax ·111 Person D REMARKS: By: Mike Puckett Enclosures: Esgil Corporation .D GA D MB D EJ D PC 9/14/99 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468_ + Fax (858) 560-1576 Carlsbad 99-369 9/27/99 GENERAL PLAN CORRl=CTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 1964 Kellogg Ave. bA rE PLAN RECEIVED BY ESGIL CORPORATION: 9/14/99 REVIEWED BY: Mike Puckett FOREWORD (PLEASE READ): PLAN CHECK NO.: 99-369 DATE REVIEW COMPLETED: 9/27/99 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have 9ther corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. · The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited Codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. Please make all corrections on the original tracings, asrequested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, correcteq sets can be submitted in one of two ways: t. Deliver all corrected sets of plans and calculations/reports directly to the City" of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-,1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. ,, Carlsbad 99-369 9/27/99 To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. Please indicate here if any changes have been made to the plans that are not a result of corrections from this· list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? D Yes ti No The following corrections are items not completely addressed from the previous plan review or are in response to new information .provided.- 1. This plan submittal shows added cooler area. Please apply for permit application from the City of Carlsbad for the new added area. 2. Please have the licensed Archit~ct or Engineer stamp seal and sign with expiration date all sheets of the plans. 3. On sheet A-6 show all the rod support locations for the entire cooler area. Eliminate from the ceiling framing plans the detail references that have been omitted. 4. Provide plans and calculations from ISP Corp. for the support of the cooler by the roof structure as proposed in the revised Engineer's calculations. 5. Please have the Engineer responsible for the openings at the exterior concrete panels provide the supporting calculations for the design proposed. Show on the plans the details for the opening reinforcing at the machinery room concrete panels as .proposed by the E;ngineer's .calculations. 6. Please provide revised Electrical and Mechanical plans for the added cooler area. 7. A complete plan review will be done when a complete set of plans and permit ~pplication have been provided. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Mike Puckett at Esgil.Corporation. Thank you. EsGil Corporation . 'l,n Partnersli.ip witli. qovemment for '.Buiufing Safety DATE: 2/8/99 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-369 PROJECT ADDRESS: 1964 Kellogg Avenue PROJECT NAME: Florexpo Cooler SET:I ~~ANT Q~~,, 0 PLAN REVIEWER 0 FILE D 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. • The check list transmitted herewith is for your informatior). The plans are being held at Esgil Corporation ui'ltil corrected plans are submitted for recheck. '0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. • The applicant's copy of the check list has l::leen sent to: Ray Larsen · 816 S. Woodland Orange, Ca. 92869 • Esgil Corporation staff did not advise the applicant, except by mail, that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person .contacted: pate contacted: (by: ) Mail Telephone . Fax In Person Telephone #: Fax.#: • REMARKS: New plan review for expired plan review 97-3463. By: Mike Puckett Esgil Corporation [j _GA [j MB O EJ 0-PC Enclosures: 1/28/99 trnsmtl.dot 9320 Chesapeake Orive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Ca.rlsbad 99-369 2./8/99 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 99-369 OCCUPANCY; B/S1 TYPE OF CONSTRUCTION: VN ALLOWABLE FLOOR AREA: SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY · -JURISDICTION: 1/25/99 DATE INITIAL PLAN REVIEW COMPLETED: 2/8/99 _ FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: Office/Warehouse ACTUAL AREA: 5,376 TI STORIES: 1 HEIGHT: OCCUPANT LOAD: 11 DATE PLANS RECEIVED BY ESGIL CORPORATION: 1/28/99 PLAN REVIEWER: Mike Puckett This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, U11iform Mechanical Code, -National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required p·rior to the issuance of a building permit. Code sections cited are based on the 1994 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1-994 Uniform Building Code, the approval of the plans does not permit the violation of any state, countx or city law. To speed up the recheck process,_ please note on this list {or a copy) where each . correction item_ has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. LiST NO, 40,. TENANT IMPROVEMENTS WITHOUT SPECIFIC ENERGY DATA OR POLICY SUPPLEMENTS (1994UBC) tiforw.dot Carlsbad 99-369 "2/8/99 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of , twoways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2 .. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Please show on the plans a 1.hr fire rated shaft to enclose the 20" x20" ventilation duct from the 1 hr ceiling penetration to the under side of the roof sheathing above. Provide a construction detail for the shaft. 3. Please show that the make up air and exhausfair are separated by a minimum of 10'-0" at the outside wall penetrations. 4. Please have the Engineer provide design and calculations for the 8'-0" x 8'-0" openings in the existing concrete tilt-up wall. . 5. Please show an approved Reduced Pressure Principal device at the makeup water supply to the condenser unit on the plumbing sheet. 6. The manufacturer's installation instructions for the Frigid Coil evaporative condensing unit when installed indoors requires the size of the louvre opening and discharge duct resistance to be calculated to prevent pressure inside the unit from blowing water out of the pan. Please provide calculations from the Engineer forthe above manufacturer's requirements. The following items are in response to the ·Engineer's calculations from the previous plan ·review corrections. 7. "Item# 10 Bearing pressure is shown as distributed over a slab area of 4'-0" x4'-0". In order to spread load over this area you must show slab reinforcing is adequate to resist flexural load. The design submitted is not clear. Assuming a bearing pressure of 775 psf as shown on sheet 30 of the calculations and using working stress design, the steel area As = 775 x 1.5' x 12"/ft = 0.215 in2/ft 24000 X .09 X3 . This is at least #4's at 1 0" o.c. E.W. Note, the original plans for the building show #3 bars-at 24" o.c. and a F;c for the slab of 250Qpsi. I Carlsbad 99-369 2/8/99 8. Item# 11 You are now using an Rw = 8 forlateral design. However, the moment distribution design includes vertical loads only. The design must include vertical DL and lateral loads to determine the maximum moment. Using the 0.99k per column, the additional moment would be 0.99 x 18' = 17.82k-tt. Redesign the frame members and connections using the combined vertica.l and lateral loads . . 9. Please have the Engineer complete and return with the corrected plans the Special Inspection Program document. The previous document was expired with the other sets of pians. To speed up the review process, note oh this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please .indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there .are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No D The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San.Diego, California 92123; teleph.one number of 619/560:..1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Mike Puckett at Esgil Corporation. Thank you. Carlsbad 99-369 2/8/99 SPECIAL INSPE;CTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: ---"---OWNER'S N,AME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible. for employing the special inspector(s) as required by Uniform Building. Code (USC) Section 1701.1 for the construction project located at the site listed above. USC Section 106.3.5. Signed----------,..----------- I, as the engineer/architect of record, certify that I have prepar~d the following special inspection program as required by USC Section 106.3.5 for the construction project located at the site listed above. Signed _________ -______ _ 1. Li~t. of work requiring $peci~I inspection: D Soils Compliance Prior to Foundation Inspection D Structural Concrete Over 2500 PSI D Prestressed Concrete D Structural Masonry 0 Designer Specified · Englneefs/Archltect's Seal & Signature Here D Field Welding D High Strength aolting D Expansion/Epoxy Anchors D Sprayed-On Fireproofing D Other --· ---- 2. Name(s} of individual(s} or firm(s} responsible for th~ special inspections li~ted above: A, B. C. 3. Duties of the special inspectors for the work listed· above: A. B. C. . . Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. . SIP4997 Carlsbad 99-369 2/8/99 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 99-369 PREPARED BY: Mike Puckett DATE: 2/8/99 BUILDING ADDRESS: 1964 Kellogg Avenue BUILD.ING OCCUPANCY: B/S1 TYPE OF CONSTRUCTION: VN BUILDING PORTION BUILDING AREA VALUATION I VALUE (ft.2) MULTIPLIER {$} · CoolerTI 5,376 City Value 145,412.00 -Air Conditioning Fir:e Sprinklers TOTAL VALUE 145,412.00 0 1'994 UBC Building Permit Fee • Bldg, Permit Fee by ordinance: $ 782.08 D 1.994 UBC Plan Check Fee •• Plan Check Fee by ordinance: $ 508.35 Type of Review: D Complete Review D Structural Only D Hourly -0 Repetitive Fee Applicable D Other: Esgil -Pl'an Review Fee: $ 406.68 Comments: Sheet 1 of 1 macvalue.doc 5196 I Carlsbad Fire Department 990030 2560 Orion Way Carlsbad, CA 92008 Plan Review Requirements Category: Fire Prevention (760) 931-2121 . Date of Report: 09/28/1999 _______ ....;.... ___ _ Building Plan Reviewed by:' Ufg, Name: RAY LARSEN Address: 816 S WOODLAND City, State: ORANGE CA 92869 Pran Checker: Job #: 990030 ------- Job Name: FLOREXPO Bldg #: CB990369 ---------------,-------------Job Address: 1964 KELLOGG AV Ste. or Bldg. No. ~ Approved D Approved Subject to D Incomplete R~view FD Job# The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. · The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install imprbvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. The item you have submitted for review is ir:icomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/ or specifications to this office for review and approval. 1st 990030 2nd FD File# 3rd Other Agency ID PLANNING/ENGINEERINC APPROVALS PERMIT NUMBER CB C/'1--f) 3 (r ADDRESS l'[b C/ -/?BUOG6 /h/eT. -RESIDENTIAL RESIDENTIAL ADDITION MINOR < < $10;000.00) DATE /-27~t/9 e-,c::.., ~TE=N=-A=N:.:..T-=IM:::P:...:.R::.::=0::..:-V=EM=E=.:.:1!!° PLAZA CAMINO ·REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING PLANNER lj._~tA---DATE_ l-27--~1 ENGINEQ-u DATE 2/;7 /17 I I DOCSIMlsfOrms/Plannlng Engineering Approvals Carlsbad Fire Department 990030 2560 Orion Way Carlstiad, CA 92008 Fire Prevention (760) 931-2121 Plan Review Requirements Category: Building Plan Reviewed by: Date of Report: 02/09/1999 ------------ Name: RAY LARSEN Address: 816 S WOODLAND City, State: ORANGE CA 92869 Plan Checker: Job #: 990030 ------- Job Name: FLOREXPO CB990369 ----------'---------------------- Job Address: 1964 KELLOGG AV Ste. or Bldg. No. ~ Approved D Approved Subject to D Incomplete Review FD Job# The item you have submitted for review has been approved. The approval is based on plans, information and I or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and I orspecifications required to indicate compliance with applicable codes and standards. The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards .. Please review carefully all comments attached. Please resubmit the necessary plans and/ or specifications to this office for review and approval. 1st 990030 2nd FD File# 3rd Other Agency ID earl~bad Fire Department 990030 2560 Orion Way Carlsbad, CA 92008 Fire Prevention (760) 931-2121 Plan. Review Requirements Category: Building Plan Reviewed by: Pate of Report: 09/22/1999 ----,..------,.-,--- Name: RAY LARSEN Address: 816 S WOODLAND . City, State: ORANGE CA 92869 Plan Checker: Job Name: FLOREXPO -----'----------------Job Address: 1964 KELLOGG AV D Approved D Approved Subject to ~ Incomplete Review · FD Job# The item you have submitte.d for review has been approved. The approval is based on plans, information and / or specifications provided ·in your submittal; therefore any .changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes arid standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to constr_uct or install improvements. The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or ~pecifications provided in yoLJr submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension ·of permit to construct or install improvements. Please resubmit to this office the necessary plans and/ or specifications required to indicate compliance with applicable codes and standards. The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/ or specifications to this office for review and approval. 1st 99'0030 2nd FD File# 3rd Other Agency ID ./ Garlsbad Fire Department 2560 Orion Way Carlsbad, CA 92008 Plan Review Date ·Of Report: 09/22/1999 ------------------- Name: RAY LARSEN Address: 816 S WOODLAND City, State: ORANGE CA 92869 Plan Checker: Job Name: FLOREXPO Job Address: 1964 KELLOGG AV Please submit a Technical Report. Reviewed by: 990030 990030 Fire Prevention (760) 931-2121 Ste. or Bldg. No. ,. .. . . · -JOSEPH F. MONTAGNA --· -.... -.... --... -·- ,"'' . -· · r -. · ·,, Consulting Engineer · , . --·-· · , --... . ... --,_ .. ____ _ .. 1315 Cordova Ave. · Glendale, California-91207 · (818) 244-0681 ,i,.__ ..... ·_ .... ---~----. . ....... ~ ·.. . ~· ,. ~ . . ' "' .... ... . • ----· .... ---. , ----1---, . ---. i • ---. ---. -~~~e'S_ 1 .... ~--'2...: -.. -· -~_';#,_v_i~-~£? ~~_\~-®~:$.~ .. ?.:?0~., .. 4;)_~~-~+ )N · -~~~--!a-~ 't~)i1~\~ tY . -~"Slsrt:2~~----tE~~~-~-. .. . ...... --..... ,' c..~~k~-~~Q f ~~-b~ 'f..Q.~~ \£\ : . ·-' -,-. fol?e N,~'\:~\,,. '+°-~ .'(,Q~ '· . ""f~~-~\'-;.~~;/. 4 ... ~,,'.'2_, __ .;....... ... . '. JOSEPH F. MONTAGNA . .. 1 , •••• ,, .. Con~ultingEngineer" -; -----. .. ... .. .................. . . .. 13i5 CordovaAve; · Glendale, California 91207 · (818) 244-0681 .: ~----··-·-· --··-. ___ .,, __ , ·. , .. -: .... L. ··;--. _. ··-_ ,-~-· i ·-:. 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' ' ..... i •• ' •• '" ........ ,. .... 1-... -~·-•" , ............... :;, •••• :,..,.. .. -:· :· •.... ..,.; , ... ~.--. f ···"1''""·· , ....... ; ' -...1, .. . . . . ·;· ., ................ ,.,.., ,,• ... .. ,. .... ,-. . -. ;·: ...... i ....... : ...... ,.: .......... ,". .. :, . . .••... ! "". --«·~ ................ ,..,_ • +••-• • -• >< ••• ., • ·.• ,... • ••• ' :" • • ~ ••• • • • • • ... ,. •• ·; .... , ·-• ; •• • ..• • . • . • . .................... , ... ,._.' ·····-.... • ......... ... .. ••• • . . '•• .•..•. , : ..• i ..... ' ,, ... , ' .. ; :. . ..•. • ...... : ..... , ........... , ...... , ...... ·-··"···· ..................... = ....... ,,.· .... , .......... . ! i : . .. . . . ...... , . . .. .. ... .. . . .~ ,•. .. . . ........ ,, . ;-.. ;< ..... •K <• • • "• • 0 • ' • •• ,_ • 0, ,_ 0 • .... ' ~.. •, • ', •., 0 • • ; •N ,.,, < • • > > • • • <a ' • ,-• ' ·: l . -. ·!· , ..•... -···--··-· .............. , .. . . . . ......... f·· ... .. . . .._. .............. -r . ··· .... -..... ,-· .. -·--... . ........ ······ ·--·····1: ....... -........ .,. .... ~ .......... -.......... :,.,,_ :·---................... -! .. _ .:.--.. -. ._ _: ' • • • • I • , ., __ • ,w•-•;•<>*"-',."l''w .... ""\.,,.,_ .,,._,.__,.,,..., ,..,.,_,, _,.,.,.,.,_._, t,.,,.., .,,,~ , ,, .. , .... _; .. ,.,.,, '• •--~ ........ · .. ,,,,,._;,_,._. L•-••" {··••••• ,.-.,. .. H,•••i, .. , ... :, ..,..,, }._,,_,.,. ___ l,. w.,,,.,,.,._,_]-,.,. t. -· , ...... -.... ~ . ,, ............... , -... _,., '. y.,,. ....,,,.,,.,.:_,. ~, .... ' ,__,, . ..,, 'PLUMP ENGINEERING, INC •. structural Engineering STRUCTURAL CALCULATIONS Client: I.C.E. ---.,------,.------------------ Project: NEW OPENING . Location: · 1964 KELLOG, CARLSBAD, CA . Building Code: 1994 U~B.C~ ------------------"--------------- Plun1p File No: 980115 By: R.P. ---Date: January 14, 1998 Revisions: These calculations not valid unless · signed and sealed in space above. --.................. .--,.~,,, .. , __ ,,.,.., ...... ,..,, ~--·~,.._.,.,..,_, _____ "" ..,,.~·------.. -~---·----.. -.. - PLUMP ENGINEERING, INC. Structural Engineering Client:.~ Title: _____________ _ File: c:r<oo f/6 By:~. Date: ___ _ Sheet: AN~u l:e:-{e-') -f~ \J1,\-\ 0_) or-z:..~1NG r f' CC' °"~" -i" ( H ~} "'-Ir ""' I ( o~'/4)( ii(\ + 3) wf ~-;; 6154 wf ~/(jl,,pL w~ v-ts(¾)(o.5°1\~J p !Co fL-1''" \J (iG--n e--r.:::. '--L-.OP_ o PL-=' \\\~r"(iEt')(~)--. 6'o5 fl-\" /_L = 1__0{61"' (I 5 ')( l ~ ~ /0 0 f ~ f" \ 6Df ::'.:>f ( 2:2_---'tJ )~ :: I e:i<:o / ll: W1r-JD ~ -ZC{?I" (-}) ~Al 1:,r .., ____ , ... ,...-...... ~ ..... ':~ ~-,.-......... ,., .. __,.., ______ ~ '~ .. ,,.., _ _,..,.,.,_ ........... ~--------- Ii!! MP I II II t-11 • PLUMP ENGINEERING, INC 13210 FLORENCE AVENUE SANTA FE SPRINGS, CA 90670 562-777-0983 FAX: 562-777-9613 Title: ICE Dsgnr: RP Description : Scope: Job# 980115 Date: Rev: 510300 User. KW-0601611, Ver 5.1.3, 22-Jun-1999, Wln32 (c) 1983-911 ENERCALC Tilt-Up Wall ·Pane·1 Design Page 1 d:\enercalc\980115.ecw:Calculations Descr1pt10n General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements ear e1g Parapet Height Thickness Bar Size Bar Spacing Bar Depth ,c Fy Phi Width I • PSI 60,900.Q psi 0.900 12.000 in e1sm1c one Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined 0.0020 0.0012 25 % 0.5900 1.4700 Max Defl. Ratio Concrete Weight 3.000 ft 8.000 in 6 10.000 in 4.000 in 150.0 145.00 pcf Using: ACI Eq. 9-7 for leff & Iterating Deflections Parapet Weight Counteracts Middle I Loads _ · Lateral.Loads Wind Load Point Load ... height ... load type Lateral Load .. ,distance to top •.. distance to bot ... load type Wall Analysis Basic Deft w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment 70.000 psf lbs ft Seismic 76.00 #/ft 24.Q00 ft 8.0()0 ft Seismic Maximum Allow Verti_cal Bar Spacing Maximum Allow Horizontal Bar Spacing or ac ore Seismic -----r917 102,447.9 68,205.9 1.569 106,068.8 18.000 in 18.000 in Vertical loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier resses Wind <U40in 59,197.5 in-# 21,749.1 in-# 0.226 in 59,612.0 in-# 385.00 #/ft 700.00 #/ft 6.000 in 1,867.00 lbs lbs Seismic --1-.326 73,177.1 36,149.4 0.502 74,012.3 1.000 1.000 Wind Cl.332 in 46,620.4 in-# 9,064.8 in-# 0.178 in 46,927.7 in-# Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 18.000 in 18.000 in 1 · ~ummary I Wall Design OK 22.00ft clear height, 3.00ft parapet, 8.00in thick with #6 bars at 10.00in on center, d= 4.00in, fc = 3,500.0psi, Using: ACI Eq. 9-7 for leff & Iterating Deflections Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 106,068.79 in-# Moment Capacity 115,215.85 in-# Mn • Phi : Moment Capacity Applied: Mu@ Mid-sr· an . Applied: Mu@Topo Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent =·0.6 • Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial ~tress = 0.04 • re Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.502 in Deflection Limit 1. 760 in Seismic Wind 115,215.85 in-# 111,821.42 in-# 106,068.79 in-# 59,612.02 in-# 22,410.35 in-# 7,245.00 in-# 0.50 in 0.18 in 526 : 1 1,485 : 1 0.0110 0.0110 0.0150 0.0150 37.56 psi 37.56 psi 140.00 psi 140.00 psi ' ·~ P MP 111 lltllC. Rev: 510300 ··--"···-----.·~ -,~·· ·~--,, . ...., .... _,.,_ ' PLUMP ENGINEERING, INC 13210 FLORENCE AVENUE SANTA FE SPRINGS, CA 90670 562-777-0983 FAX: 562-777-9613 Title: ICE Dsgnr: RP Description : Scope: User. KW-0001811, Ver 5.1.3, 22.Jun-11199, V\lln32 Tilt-Up Wall Panel Design (c) 1983-99 ENERCALC escnpt1on I Analysis Data E n =Es/ Ee Sgross Mcr=S * Fr Fr= Job# 980115 Date: Page 2 d:\enercalc\980115.ecw:Calculations Fr Multiplier for sqrt(fc) Ht/Thk Ratio 3,372,165.5 psi 8.60 5.000 33.00 Rho: Bar Reinf Pct 128.000 in3 37,862.9 In-# 295.80 psi 0.0249 Values for Mn Calculation ... As:eff= [Pu:tot + AsFyJ/Fy a : (AsFy + Pu)/(.85 fc b) C =a/ .85- lgrOSS !cracked I-eff (ACI methods only} Phi: Capacity Reduction Mn = As:eff Fy (d -a/2) I Additional Values Loads used for analysis Wall Weight Wall Wt * Wall Seismic Factor Wall Wt* Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 96.667 psf 57.033 psf 142.100 psf 2,252.00 #/ft 1,353.33 #/ft 3,605.33 #/ft Seismic · 0.612 in 1.029 in 1.210 In 512.000 ln4 48.06 in4 276.12 in4 0.900 128,017.61 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 3,152.80 1,894.67 5,047.47 Wind 0.591 in 0.993 in 1.169 In 512.00 ln4 47.13 in4 296.16 in4 0.900 124,246.03 in-# Wind 2,364.60 #/ft 1,421.00 #/ft 3,785.60 #/ft ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST .... seismic= ST * : 1.700 1.700 . 1.100 roup ac or ACI 9-3 bead Load Factor ACI 9-3 Short Term Factor 0.900 1.300 ac or UBC 1921.2.7 "0.9" Factor 0.900 • • ,_ ....... _, .... _ ... __ _ -..... -- I I I I &IM. I I I I "" I ~ -· I ~ I M II ii Q "!,c.€. Sll--I " I , II -<() II --,r - II II e 2&'-2' ,2·-·· , , . flELD '\\at,~ cf~,~~ ~i1ct-J . · .. -.. --. ._ ... E.F.JM .. ,. ..... 1 •• _ .. _ ...... ~ ... -...... -.... -------• • • " ,,,., • .,_,,_.~_,.. ,, '• ~\+•,,! • I • r-l..-,.~ • • , ,:.: ,I I •, •; • • •-I·->• ·PLUMP Cllenl: ---~-------~-------- ENGINEERING, INC. fffo: -·······--··- Structural Engineering· fly: ~. 'o, \_ ,/ ~/e,11 l~HT rt· ------- ll'P. ( '4) 5 IOl:.'5 Dole: Sheel: -~.l½L....C_-.._I __ _ --------------[,___r-_,~_ll SH f LOOf'·1 PNLL ,,~11 -~, 'f.. C,11 LG. Hole ~ &roY,'-{ ~ol.lO w/ ~111..;TI t-llT c-10.0 (c) Col\lC. WAL..\.... j ---9/ e,' Be.NT ~~ v.11 3/ 4 11 <17 .,_ c/ '-'<=1. ltlf'-10. 1\t-' c..,t·loV1<o e 1.4-11 o/G ---···---· ·-···--.. ·--4 --·-..... .._., .. ,._ ._,. .. -------~-'··-·---------. PLUMP Client: ____ . ______ .:._ _____________ _ ENGINEERING, INC. File: ________ _ Structural Engineering By: -~'13_,?_._~~----- NEW OFl:NINGs IN EXISTING. &LAB OR WALL REFER TO ARCJ..J. Du.IS. FOR D:fH'5. ~qRE 4 "it .1-10~E ·.Bf::FORE SAtOC:Ut:rlNGs OFENlt-t:r. TYF~ -4 CORNERS. LIMIT OF SAW CUT OYER CUTTiNC:r NOT PE~_ITTED ___...-1:-fAN[? Cf..11P TO ~ FOR11NEAT 1...------...... CORNER IF REQ'D. 2'' Dote: Sheet: CUTTI~. BLADE EXIST. ~ED SLA6/lUALL SECTION \0 /Shi 97101-:Z. . • ~~ .. -· -=-·-"-:-: =,,,,..,,...---4 _______ -... -~ =---=---=--:--~ ' ' I a: -- i ~ t t { I l i \ l I -_. ,,.,_"" • ,..,.....,. ~ __ ,\IJ, ..,._ ..,.._N "'-"'""'~• ,__ ,.. .,..,_ • ..,._ -~~ ~~~ • ~ ' ,.,,. •• ' ' • .,, • ,.,. • •• ............. ~M .. ,,.,._ .. ,,, .. , .. , .. , ' ........ ~, ....... ,., .. .,._ ' •' ' • _ •• _.,,~, _,, .... 0 o -•-~• -j • ~ ,,• ~ • ~ ' II Jtl • a I II d f •• • "'"' 191 . i. ' I • : L • l • 9. ;) l a • J • ~ H l ¥ N • N a • ~) l • I • H l • ! • • :t ' a :t I ii :z I ' ii a: a: %! s! ' .. • i I I , t : l : I L i I I --·--· -- 1·" --·-- ' . .. ' . . . . .,, .... , ... ,-.. . •: •. , •. _ -·-\~._.t_, __ ,_ .. ---· ---------- A0D'L (V) flil&Qf.. ---._ f'IEtlt flNL.. l!!Ll!V. CQNC.PANEL G1W6J fDUIIIL.IN w/ ----11 'NAILER P'Elllt J/&1 ------~---@ ---- I 1 f I i I I I l ~-International Structural Products Corp. PMB #328, 6001 Gateway West F-14. El Paso, TX. 79925 (915) 532-4414"' Fax (915) 532-4728 Fax Cover Sheet Co. R. Larsen Contractors Date. 02 / 10 / 2000 Attn: Ray Larsen Re: 97-0103 From: JT FlorExpo Fax ( 714) 997-0458 Pae:es cover included ( 4) ' Remarks: Ray: Attached you will find repair details requested. Girders will work fine with no reinforcement for the given loads. All three loading combinations for J 17 requit~: the same fix. All field material to be (A36). Repairs to be done by a cert;if.iitf welder with E70 electrodes. There will be an engineering charge for this revis{on,· an invoice will be sent to you shortly. Please call our office if we can be of any further assistance. ·· Sincerely Comments By Phone ( ) By Fax ( ) No Answer Required ( X ) I (' . I -~ ' ' •:: ' H . ·: ' 12'0# 1201 J16 TAG END 120# 120# RE: f"LOREXPO ISP # : 97.,.0103 . LOCATION : SAN DIEGO, CA. MARK: Jl6 2401J 120# 1201 DA TE : 02/10/2000 D\JG : JT CKD : RM 120# ,. ft ... ,r, (J 120# Jl6 RE: FLOREXPO ISP # : 97-0103 LOCATION : SAN DIEGO, CA. MARK: J16, Jl 7 DATE ·= 02/10/2000 D'w'G :. JT CKD : RM TAG END 1!~-r--""'"'7'1:~.-----· ~-,--.--,.~-.-----:~,-7'-,r;;:--T~~T-::?'\-T-::7 80# 80# 80tt 80tt 120# 120# J17 T~== ALL LOADING COMBINATIONS . ;f .,. :1 [) RE: FLDREXPO ISP t+ : 97-0103 LDCA TION : SAN DIE'GO, CA. MARK: Jl6, J17 3• @ ENDS., THE:N 2'@ 4• STAGGERED--~- BOTH SIDES. 3/16'. E70 ELECTRODES. ~ ( 3' x 1/4' (A36) -stcr. H-H C DATE : 02/10/2000 Dw'G : JT ' CKD : RM ' J:osEPH F. MONTAGNA Consulting Engineer 1315 Cordova Ave. • Glendale, California 91207 • (818) 244-0681 ~N~\~~~~}.t\:).~ '&.)J.A~U.A.'-1'{ .LON ~'F U) t,\U.~ ... 1 N G@Q.~~ TTr~ e:.M; 't~~~ !. or~ ~e.\JD~. . F.kQ ~~L-... -~~~~~ .}._<::wP\~,.dpp~t-J.,.~ .... iµe~, ,~ S . ' •Fa~ ~ .. ~~~,Q~J~~ <;.-¢,O~~~-~'f4~-! .SeP "\.~ .. N'~~f""':'. \ J \ qq_q ~~-\li-s.e;~ ~~<;,_, °' --~ \~_4'9. ' ' :t?.J~tr\~' ~a,:,&~\\~ "'?.~~~ Y.·' '.~f\b~. "B~-~-~~g ~~ ~ '?~ .......... -~t~g~ -~-~~:~~ ~TN\1\:~.tc..~..3 . .. .. · ........... L, "&t.c ~~--. t: .cDJ9 / tJ:) .. . . . . .. ., .. sb~ . .\.'?e:--. 1~ ·.O.~\"'S,. ~\P.~ .. . . -~ s 1.:L.. H·" ~ .. f.:>~N §~ . c::: a't-~ 1i) w 1)..£..L ·TH, ttt0e:~~ ,-' ~ -·-... ·-,._,, __ ... ,. -~.....;;}__, . ~ 6 ~-i~ i:;.i;t~_N4 "t~t~N~S~ -~'!_ ?.-o_; r~1! c;:~~ §½~!. G< ~ ~~4 ~~, ~~~. N\Ob, ..... ,,:,,, . ' ' ' . ' . ": ' . '" -·-, ., -. ' "" ... " ' v.~c. 4~~-b.~ ~-~~--~~~-:'- ·vc\.::. , b9 1'~f) . ~\~~I ~\-\~ ! . ........ L~ "t.-Q .' C. '"";, ~ "';, \~ ~ lK) ;.. ~ bL. +.\(H .• 1-". \ 7> f'SF I ... ---W\~·..L, r~-~"'l-0;...i "(2iS·o ·'F·,;;·,;,;·L'S_,S · · · - . ' ...... ~ .......... " --''.. . . ,. "' .... .. .... f1;,~ 11-. t~~::~'.;;,t 4'~'20 ~I « ' ./;;1 -~ ·-· ' . -.• ' ' .\ .t..,._ ·\-'5-"I· ~.... 1:~ ,.i._ L~ ~-'f' ' '"t,;,-\ .v. ~. . . \~·o . . . .. -.,r'~. ·. · -.,.~ ~nO -w,, .. -'.: ·~:10-G~ · . . : ......... !~~_:• ~t'b. . ..... ·. ' · ..... . . -I ~0 . ~) . -~ .. .-.\ .. :~"'\1$~-P-.'.1.., .. ~0k,.(g,.'1.. --~ .;. ~~! • ' \-4r ' .. . · 1:) . .' . lr G~·.;e, ·. · c, ~--. -"-· -5~5 --. , b 1):,., E·i· ~~ 'i~X \0 ~ ~\9, ~ -~ _ g,33_;x /;o t::. =-·1 , ~" 1-s . -\ ~ i ~01/, .. ~-~-r ) -rs .. ~3 )(. lo·~.'.· .... 'E,, ~~;(I (;>b . \! + 'at)"-, '2. -j, ui I :s ,<; . ) "7...0 ·, §'2· .--., ·•· ·"· '1-,-~~, 4 . -, ~ C, "'w (· ;; .,~~ ~~ ?~~ -,~ <e\~J~~ ~p.~~L. 6~ ' JOSEPH F. MONTAGNA Consulting Engineer 1315 Cordova Ave. • Glendale, California 91207 • (818) 244-0681 · , · S~l=-~T ~ Cf.f" S ~~)'-\ ~~ ~~~G:i~\?- . . . . \Jj 'f"-\ ~ ·I 7,;cJ ~,_ a,6:,0 1"·1?~ ·f . ·1 . . .. r~.: ~~.'?'~.:. 8--ZO -~~~ ..... ·· -·--~/·Oft::· ~~o;;. · ~e:,~-r ,-:,~r ·· oK... t ,..,.__...,..4. . . . . . · ~~-~Q . . . . . . . -~ /~i ·f:}· ' -~-L.~ ~-~-~-pr..~--~ -. . -·--....... , •.• , •• ·------~--·"·-----... , -····---·---· c ... -.-~ ,_ .l. ..... . . . .. -.. . ....... . . c;.~-~~t~ ~,'C;? ~)(\~~ ~ :~~~D\ ~ ~ . -~~·\Al:,-·. +~:.o . · · -f : · , .,u1:a <.. ltO c:,_;_~ ?-·-z.. 000 · ~ ·t7;-\ ,. ,, . .. -__ , ,. · .. " ~~t:, :2:: .\~ ------~ ~t..\...?-A~e.~ ..... o ~~ . . L-~~,e,~\..:.. --~~~t.:.ys,_1;:'s; _ B . . l~S -1, q~ -:.--~ ~-1.4:0 L .. X~ - 10 ~ S. -p.S:~, ~--·---. ,. -~...) 5~1(;.M1c : ,..., .~~. 4LO ... -, V.1 --;;, '\ .. " w f&~'\.J.1 -v~ ' .. i . ;,:· . . .. -. . -::. ! ·:o·;;; \/v ~ . JOSEPH F. MONTAGNA Consulting Engineer . . 1315 Cordova Ave. • Glendale, California 91207 • (818) 244-0681 .$ IJ.e\6T 3? 0~ $. , Cfa\~\~~-· ~ .. ~.· 9~ 1 , YO 1 ·1;, "~ -~ i l Cb-Z.O .1-....t~,k V¢~t..-L; !01 4.,, .• t ~ ·t.+o ;., q_4,) ~~. ·t ~ rtst= ~ 4 -i_ ~:z. ;,.I _ ____,_--;,-----,,-- .. · · · · · · ¥~ -,A~?>-1---Uo ~ '1~ ,1:,-~:¼·~~-.L.,~,S Ji ~ t.z. ~ ;z L B,5 = .. <:&,-~1~4 -~i"A.i=>-4R.t~~<oM··· .. .. : ....... \ ---~ ·_ -~~-~--~:-~--~~---~ --~-~: . \' ij 4--~ ~ · ~ , ~o · - -~% :~ :J._~i-.2.i .. ~.-~:t,,~S1· ~-I e:~- . . . .... . .. ... /(:,)_l_~ .. • ~--... ....... . . . . .... . . . .. :. .. ~-~--:di·~~ ,s~.;. :-C-®~Ti-~ -e~ -~ -~,-~,. Vi;J .. ).. ·: · ··~-"CS:· JC --t:f::,f,~'/1. · ~-~~~ ~ ~-9'-? 0 lf:~-~: 0 C . 6~s1..~; · .. ··. -·· -----.... : .... -· ·· · · v-,. --~-~ui-e--i. _'2~,z;c L~-> , . --.-~--·,--··: .. ' ' .. · .. · .... · .. _ ~-6. ~-2 :~--~-~c,-~~~-~--,~e -~~- .... . ""· .. .. . ' .......... J .. ,\:.,6 ............... --_,.... . . ... .. . .. .. . .. . . ' ' . . . .... ife~'E.~ · -~·-·o·---·=,~~~it-. t':';· :;,'l">~·,-,,,:.11~~re.: ...... """(",ttn':,, 1 ' y--· • --~~ • ~~\'Q',11 I~ ~~}'ij7l~ ' . t4--~.4).. ..... . ... .. .. .. .... X,::.. .. : .. l -... ---i·,7 ,=-. . . . ~~-----. . T .. ' . :. . . / --· ~f~>M-~;~St(i:~\t.Ji. O>G1 M'xt ¢,~ .Tht-.J'bt.... fo -~~~a:e.fi_ . . . \ . . . ' . \. -r;o·--. . . :···: .. :.:..: · ...... . . :-~~.,, .. ~c;;·--.. 3~ .. C. \-: T . . ...... . · .... ··------:-~; .. \~-~-~~~eg·_ ~1?;·4 pn:~ O~ ·. . . . , It . . I,; _-·:(~~n~-~·~·····L~--~.fJ;Ut5~-~ '2'3_--o:~G o·~ ;~ ~-~c-"<· ~-~-,y~ea c ocrt.:t! ~ 1' "?~-___ . -~P.s.~.: t --f'G ,S .... i..t 4·,-zs ?\'1=, ' ,· .. --.. 12-'• . ,.,.., . \ ...... •' ~ . . . -=. ~~-• '2-~ \ ~ -Co~-~ , 7i \ .O. _--L~-S ;,, (_.: .. ,· , .......... ··. ····-·· ···· ·· -.·· · ········ ··· ·-···---·· ··· .. ; .. · · JOSEPH F. MONTAGNA· .... _. ........... ·:·····.·-····· · i···--· · ..... r ··· · ······""··· . . . .. , .... .. . .. .... ! .. . ...... . ... . •. ~ ....• :,_ .... ...;.. Consulting Engineer ···· :"" -·· · · .: · --i ....... ; · · :: ·· ., ·· ·: ---· ·· ---· · ·, ......... · ............ · ...... 1315·CordovaAve. · Glendale, California 91207 · (818) 244-0681 .. , .... _ ...... ~ ... ; .. "" ........... -'. • • • .............•• : ••••• __ •.•. ··:-··-···.-••• • •. • .:. •. : ....... : ........... = ...... 1.. _ ······-· .( ....... ; .•.• : ......... 1 ...... : .-........ : .... ..s .. w.e~'"t~.4. i>..t;," .. $ . I ' . ! . . , . .. . · ~t:5\S!Nvlu , . . ·. . · . . · . . , . · .. · ·::-~:·.~;-:·~~\~~~.·~:~~~!.:·--., .. L~.:i . .-:~-~:.~;:_j __ ~:~ .. t \:.: ... · .. : .~::·:~.·-4. ~i.;.~.~i. .. J_·:~~1:.··., ... _ .. : __ : ·:?°" .. · ......... .. . . . . , ...... ,.'~.~\.;1,-~\.L. .· (\k.~.'~ . .'~ .. ~ .. ~:i~) .. ~ .. -~ ...... t.;~ :f.~;; . = ... ,._:_ ... 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' I , , , ; ..;.,-? , > c. ·~ ··· · ,., .• ; ........ ..: ·· -~i~~-; ·r~o=-~~· '2:?e;·t=>~F re ·i--·+~·e.riu'is:$ ···.-· · ·!"" ... ,' · .. , •. ··•• .-- . _:_. ... _"i_ .. , ... i .... : .. ·,---~ ... ,. .. ,... . .. ..). ·,--··· ;· ., .. .1 ........ :... ...... : .............. ·....... .~ ... , ...... r~ .cx;p . .3[:.3h:.9.L.?'.' .. . . . . , ·.tr ~~M. :. J..:~ .. 4 .. _(J;;?[~~~ \;~~ .. ::~~f> .:.-.~-~Q)_:9" ... 'T; ......... : .... :· _-~---· }_0:}.~4~_s_; .... ),-. · : ' ' ' • : . ' ' ; · · /ti<. /tJ r 7 / . ~(!;, ~a·~-t..~-<a·-·1 ----e·~<:;;;~.;--d-s~,:-~~-··f:P~-~--6--b-, ..... :~---. --.;;.--.r:lv .. \:i,.- . . _·, ' 1 ; ; ~':;'.) ; ( . i j ' ' : ; : : ; : ! . . : ; 't;/~ ;~ .\" · · ··. ·\~ ·-o~~,<6.,~ej:,· · "t'c-t---·~=::;tb~~T~rt · ···~"5 ... · -·~·-·--:----'.-· -~~~,~~~f\L\l .· ~~~;-1:\Q~~.,-~.:~~~ ·."~-~:··::~'~_··~~.: .. :;;i.\~p~-:::6.)~·:·--,i-: .. .. , ... I ' :L~'=\i~~L--t.:tfts;bjs .. ·;·~-gio~r Cafi\"C,J~~---· · ......... _. .. -~ ... --~... _· ......... , -4--.~~ -'-~~~1§"-~~~i:?'._i:6.. -~~i.ii-~.00-~~-.:·:_-,··'·--:--:·: .• •••••••••~•\0•¥•L•,-; .,_.,_i,¥~;..,,. ... ,, JOSEPH F. MONTAGNA Consulting Engineer ,, 1315 Cordova Ave. • Glendale, California 91207 • "(818) 244-0681 -~ l~S.~T ~ o F 5. . ~ _P-:,,JE:;;_WJ; ~~-~~½trtDN -;••• .,,,.T ~.b-=' -~,_ u;.o :, .. \' ,-j1 ~ ·w,:, :~ ,-~() ~w. -t:::/·: .. vt?/.. . ,;.., .. · · W"'P ~--·;·· .. ~ ·t % ,::,s~ -~.,.. ~ "7 ·.· ...... ..... t~>~ ~-i(i: ··,~_o .-.. ~~ ·')'~ \-~F "Z ~ _q, ,=, t='f", . l,. -. . . : ,.,. . -~-........ -.. ,-~,..,.,, ... ~-~-·.,.~-~------·"-·--·-. -ot.,,l ••••••••• , ........ ·····' ....... . . . ····· . .. . ..... '. ,.. . .. .... . . ' ... . -r----------------------------------------- 1. 2. 3. 4. 7. 12. 13. ·14, 15. 16. 17. PROJECT: ADDRESS: . FLOREXPO: 1964 KELLOG A VE . CARLSBAO, CA :-· ,-! ' ' ' 1 - SHEET__L_ OF~ REVISED DATE: August 18 1999 PROJECT NO. 97012 A. DENSITY OF FOAM CORE 1.0 PCF W/;26 GA. WHITE STEEL SKINS, BOTH SIDES OF PANEL · -B. . C. FLE;XU~L srl}EN?TI{9Fif¥~ ~A~E~ st~Tf¥ 1si 3t T~3~ PSI. ---.. ... . .... ,.. ..L .. ·--~-·,-. ---"---,-:--}·+·--'-·.--·-----...... ... . T~NSIL;E STRE:NGTJ-:I OF THE!SYSTEM Is:17 ro:21 PSI. . · . -. ' · · -r~· --1-... _. :·· · ,-· ..i,...,. ·-----r,--~ -r 0. SHEAR STRENGTH OF THE SYSTEM iS,23 TO25 PSl. 18. -E. MODULUS OF ELASTICITY I~ 25?-300 P~I. · 19. 20. 21. 22. ' • I • -• 'f -~" - . NOTE:-PANELW'G,; ~-<;OLD, 11F9 P~QVID;EJ?-TfJRA~9VE,INFORMATION. • ~ ' " ,-I •• ~ ·-·' i " ! -·!-4 ) •,. • , ,· 2. LATERAL AND VERTICAL LOADS SHALL BE IN ACCORDANCE WITH THE 1994 UNIFORM BUILDING CODE (UBC): -. . . . . . --. . . . . 23! f : _ • , :. •' : • -~ -! _. -;-;·--¾-•>. _; ~--:--: : '24, _-1,>ANELCHARACTERISTICr· i · { ·tr ,tJ·tt1L_t_~ :. ' , ., 1 25, 26. 27. 28. 29. 30. _ 31. 32. 33. 34. 35. 36. · • ' > : I j f t f i I ; i , CORE MATERIALS: .. ·1.0 LBS.DENSlrfY.EPS.POLYS'PYRENE FACE#! MATERIAL: .. 46GA: ·-'. ~--·_:: . . '-·_:· ... : FACE #2 MATERIAL: 26 GA. CORE THICKNESS: 5.0" WALLS, · 6.0"'CEILI~GS FACE#lTHICKNESS: Q.01,16.IN _1 __ : ___ _ FACE #2 THICKNESS: 0.0176 IN. i .. , - AREA FACE #I:· · 0:0'1761N"2 ·;··f ) AREA :FACE #2: , 0.0176 IN"'.Z , . · CI CFACES, : . 5.0176:IN WALLS)5.0176 IN CEILING ' ' i ' i ! ,--,_ ------ 0 I O FACES, 5.0352 IN WAL;i.,S,-~.Q352 mi CEILING . MODULUS OF ELASTiqTY PF FACE ~I-t· i ~O;O x 10('6 PSI, MODULUS OF ELASTICITY OF FACE #2: : . 30:0 x I 01'6: PSI· MODULUS OF ELASTICITY OF coREMATERIAL:.Jno;psr: MODULUS OF ELASTICITY OF SY,STEMI.19E+07 ~ --: --- SHEAR MODULUS op' THE CORE: '300 PSI: . 1 _: ' • · · • , . 1. 2. 3. 4. s.: '6. 7. 8. 9. i10, .11. 12. )'' 13._ ,14. 15; 1s: _:11; 18. 19. 20. _21. ,22.' - :23. 24. 25. 26. 27. 28 • . '29: '3Q: . 31. 32: 33. 34. 35. 36i w .' .. u P OBOX838 SAN DIMAS, CA 91773 (818) 887-4008 SHEET-1_ OF~ ' , .. __ ·,:~1;. _, 1'~11 . . -, . 'Tel . l (o .k. .. ,, 1. 2. Insulative Wall Panels Analysis: 3. 4. 5. 6. 7. 8. L := 18.0,:ft (Length of Panel) LI := I ,in u POBOX838 SAN DIMAS, CA 91773 (818) 967-4908 C SHEET_,_ OF-11_ file:wall.mcd S T 9. F2 10. Cross Section Of Panel 11. Core 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. 35, 36. C :=S·in (Core Thickness) lb E c := 300·-(Modulus of Elasticity) • 2 1D lb G c :=399·-(Shear Modulus) . 2 ID Face#l ofwall panel 6 lb E 1 :=30-10 ·-(Modulus OfEiasticity) . 2 Ill F 1 :=0.0176-in (Thickness of Face) A 1 :=F 1-L 1 (Area ofFace} v I :=0.89 (Poisson's Ratio) S :=5.0176,in (Center to CenterofFaces) T :=5.036-in (Outside to Outside of Faces) lb UL :=6.89·-(Unit Loading) :ft2 Face #2 of wall panel 6 lb E 2 := 30-10 ·-(Modulus Of Elasticity) . 2 Ill F 2 :=0.0176-in (Thickness of Face) A 2 :=F 2 ·L l (Area ofFace) V 2 :=0.89 (Possion's Ratio) E :=6.5·10 6 ,(:) (Average Thennal Coef. ofFaces) deg T d :=50-deg E 1 ·A 1 ·.S Y(=------ E 1 ·A 1 +E2·A2 EI ·A I ·T Y:----~-- E 1 ·A 1 +E2·A2 (Temperature Di.ff erences) Y f = 2.509 °i.t1 (Distance From Centerline of Face lo N.A.) Y =2.518°in (Distance From Outside Face to N.A.) 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. Panel Design co :=U 1·L I . . I M :=-·co·L2 8 Check Bending Stess M·Y fb:=- If Fb :=.6·(36000·:,) :19. Check Shear Stress Of Core 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. co c :=U 1·L 1 F v :=(EI ·E c .Q c)3 co 0 -0.5 f :=---v T Check Defle~tion !J. ·-L all.-240 5,co ·L 4 !J. max :=---- 384·E 1 ·Ir (Uniforni Loa~) 3 lb fb =3.171•10 o_ . 2 1Il 4 lb F b =2.16•10 o_ . 2 lll ·4 lb F b =2.16•10 o_ ,2 lll POBOX838 SAN DIMAS, CA 91773 (B1B) 967-4908 co =0.048)b -. ~ M =279.045 °in-lb If=0.222°in4 (Max. Bending Stress) SHEET-A:_ OF~ (Max. Allowable Bending Stess) > -1 CO C = 406.89•m 0lb 4 F v = 1.531•10 lb fv=l.026°-. 2 lll .!J. all = 0.9 °in .A max = 9,204 °in lb o_ . 2 lll < < (Max. Allowable Shear Stress of Core) 4 lb Fv=l.531•10 °_ (ok) ,2 lll (ok) 1. 2. 3. 4. 5. 6. 7. 8. ~& ~~ -5C..~WG B..011 o.c.. 9. 10. c.ou-r ·~'<="~ ~~A.~ LJ~ ---11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. ~4. 25. 26. 27. 28. 29. 30. 31 • . 32. 33. 34. 35. 36. . l I ' . I • ~ ! ; : . ,,. ~ ;--' ~, u SHEET~ OF~ · \ t,;' ·FOi: ?Tr'e<r:1..11= .eooi: Pi:w -_--·_ .-·. -·w :~<D .t:,e:-. 'Sn.-• -51q...,~ a . ' ,_; [" _~-;_~2_ )C 7.;_":l-,'i.~ · :c,~ W / *-~. ~k., ~C.f&KI~ -+--!---@1--s-~·0 11-o;·c:. . --eo-r~ \=t..lt.~~e-"" . I -: ... ~ t • ~ ,., , ... __ ,i. __ : ___ ·. -~--,. '• __ ; . ·--' .. : ' ·:' : ··!-:-i j .t ::_·_ .: -~ _' 1. 2. 3. 4. 5. :6, 7. 8. 9. 10. 11. ·12 • . 13 .. -14. '15, 16. 17. ·18. 19. 20. 21. 22 • . 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. 3~. 36. l)·. :----·l . .. -d) --· • I, . 1 1 '.J u SHEET~ OF~ I • I I i ------~~ •• L-I·- , i •• i I i -' •• J __ i --: ... -:.J l ; -! -i . -/ -I --l --i -----....... --·---. ..... , ., ...... --1--·:--: .. i ... l ... 1 -:--· .... .. 1. 2. 3. 4. 5. 6. 7. 8. 9. ;10. :11. J2. ,13. , I ,14. 15. 18. 19. 20. 21. 22~ '23: 24. 25. 26. 27. 28. 29. 30., 31. 32. 33. 3( 35. 36. u SHEET_J_ OF~ . ~ j : . . ~·· -: -·- ,. ~-' ~ -I 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. ,30. 31. 32. 33. 34. 35. 36. u POBOXB38 SAN DIMAS, CA 91773 (918) 967-4908 I ' ' I ! I I I : : J • '••: ! ... ! ~ i, -1· • ·--f ·-!··• l -;-I -••-: I ! 1 ·--'-· ·-·1 .,.. ' __ , .. ! . . : ... - ~ • i • ~-: •• ;_·_: :,l ·-f__ f -. ·1l ~-: ;_~:-... , , 1 ; I l : · 1 , ·;· r·, ' l : : ! ; ! ! I I : I l : i ! i ; I ,· • 0 ••• ; ... -·1')··-· --:-·-·1.ii;:!-(i-l··-t-·-l-·:c.1--, .... ---,-· jd · · ---·_ .: ____ •1·+ .:. ~-1---··ri-1H-H-+-: !-"---i---/ !- ' . t • ; • ~ ' ... SHEET_A_ OF --1Et_ f d~ AQ'l- ·o-~~ o.~; ('.):.~~ c. cs ~-7.0 l,tll C), lt> 0,CI o.lo o.ol \. \9 u . ......:---------~v::__~_;____:=----,-7 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. INSUL. CEIL. ----.. PANELS 4• X 4• X 18go, --, GALY. PLATE 1 1/2" X 5• X 1 1/2" 1490, CHANNEL SPLICED W/ 1490. PLATE AT JOINT POBOX838 SAN DIMAS, CA 91773 (818) 967 -4808 SHEET-9-OF~ 1 /2• ALL THREAD ROD @ a·-o· o.c. -. NUT &: WASHER 2690. G~LV. WHITE CLOSURE CAP ?F\..l~E: • De:-T~L L...::,~---.. ·······-·-.. - u . 1. 2· Instilative Ceiling Panels Analysis: 3. 4. 5. L :=20.00·ft (Length of Panel) LI := I ·in Core C :=6·in lb Ee :=300·-. 2 lll lb Ge :=399·-. 2 lll (Core Thickness) (Modulus of Elasticity) (Shear Modulus) u PO BOX838 SAN DIMAS, CA 91773 (818) 967-4908 SHEET-1.a__ OF J!i_ C S T F2 Cross Section Of Panel S :=6.0176,in T :=6.036-in lb UL:= l l.90·- ft2 (Center t? Center of Faces) (Outside to Outside of Faces) (Unit Loading) 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. Face#l Face#2 6 lb E 1 :=30-10 ·-· (Modulus OfElasticity) . 2 lll F 1 :=0.0176-in (Thickness ofFace) A I :=FI ·LI (Area ofFace) v 1 :=0.89 (Poisson'sRatio) 6 lb E 2 :=30,10 ·-. 2 lll F 2 :=0.0116-in A2 :=F 2·L I V 2 :=0.89 (Modulus Of Elasticity) (Thickness ofFace) (Area ofFace) (Passion's Ratio) 6 in E :=6.5-10 ·(in) (Average Them1al Coef. ofFaces) deg T d :=SO-deg E 1 ·A1 ·S Yr:=------ E 1 ·A 1 +E2-A2 E 1-A 1 ·T Y:=-'---~-- E 1 -A 1 + E 2 ·A 2 (Temperature Differences) Y r=3.009°in (Distance From Centerline of Face to N.A.) Y =3.018oin (Distance From Outside Face to N.A.) 1. 2. 3. Panel Design 4. I 2 . M :=-·ro.·L 8 (Uniform Load) P OBOX838 SAN DIMAS, CA 91773 (818) 967-4908 co =0.083)b in M =595°in-lb SHEET__il_ OF~ 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. If : = [ /2 ·L I ·F I 3 + A I · ( S -y r)2 + /2 ·L I ·F / + A 2 ·( y l)] Check Bending Stess M·Y fb:=- If Fb :=.6-(36000·:2) Check Shear Stress Of Core 1 F v := (E 1 ·Ec·G c)3 CO C -0.5 fv:----T 28. Check Deflection 29. 30. 31. 32. 33. 34. 35. 36. L A ·= all' 240 5-ro ,L4 Amax:~---- 384-E 1 ·Ir 3 lb f b = 5.635•10 o_ . 2 tn 4 lb F b =2.16•10 o_ . 2 tn 4 lb F b =2.16•10 o_ > . 2 tn -1 CO C = 780.84•m 0}b lb fv= 1.643°-. 2 tn A max = 0.373 °in < < (Max. Bending Stress) (Max. Allowable Bending Stess) . 3 f b = 5.635• 10 lb o_ . 2 ill (ok) (Max. Allowable Shear Stress of Core) 4 lb F v = 1.53 1•10 °-( ok) . 2 ill (ok) u SHEET-12._ OF~ L L u L SHEET~ OF~ L I -t- L. L L L u -r-: _-L_i-__ i--1--1 ! - SHEET~ OF~ \- -, ·+ I' ' II \b~ -> ' -I ! ,_ L j l ---1 _,,_ ' - I,, L .,u L- L. I ' I I ' u ! -•. 1· ! ' ·-i ' ' ' ' ' '· SHEET~ OFb_ l ~ ' - .•. I I + .1 .; : ~ i L 1 .I it]' ~ /.,,-~ _..,_ fll2 NOfmi MEY. SUITE 21!1 D. P'ASO. TX. 7H 12 Pf«lNE (800)452-4772 (0111)532-4414 (1100)4!12-44'2 P-All ('1!1)!132-47219 .,., DATE: GIRDERS BILL OF MATERIAL I 05/00/Cf7 SHEET CKD. BY. f OF/ JOB #: "17 -010) I ~): JOB NAME: °f Lof2t,Xf 0 LOCATION: CS1.N· 01e010, CA. ,, . PAINT: f2--( 0, OFFICE USE ONLY FOR: 0 . A. _W ij1fAG {l_f / HOLD·CLEAR 6. LEFT END 0Y CHE C ~-FAN k-J.//. 1 . -ALL GIRDERS TO HAVE AN ADITIONAL OF _10'.)Q_Lbs. AT ANY PANEL POINT. OT£$· "" ~, -, n ~c(o e,HtGK ~ND YANiL ~o,t,, r-- LOAD .. "---. 6.6. RIGHT END * LEFT END **RIGHT END A,. ,.{.t..l (; ;·F..otL5 ./'Jori/. f: k05 ' I KNIFE PLATE 6. 6. 6. BOTH ENDS ***BOTH ENDS ·~ t QlY DESCRIPTION MARK BASE-LENGHT SEATS TCXl "TCXR BCXL BCXR TOP-CHORD-HOLES SEAT-HOLES BDLIBDR LGTH TY LGTH TY LGTH TY LGTH TY OAL TLE ITRE I GA HLE IHRE IGN z. w 91 H 14,hr 61 541-ll'i' 010 5" ,r ( II 1)1 ... q•z~ l 0'' 2... 55'-.'?'t -I l1AI 1" Cf 'z' I '3 ., I 5 • I ! ' 4 f6C::J1Nl5.1K C:::!L . ':)-4 1-11 12 -~ I c., 0 ,, ')f I'' bF tt 1z 2 r; • Z 90 1-S't. --:-ll'f>loi' Cf'2"l5' (?41 I c,;O Gt 1 JJ I fo -?J /, 67 2 .'.J-4 1-1112 010 t)'' 'f;f t bf 112. 2 Q' t-t:>S '-0'i -I \'BI f''· .'l't' Ir,·· I~" c) I w~-o,-J14-~K 01 1:11 1-ll 1t 0 I 0 ?'' br Ill ~p Cf 12. 1... cJ ~ i, 6S'-;/i---I 11B 11' 'l't" I 5" ·I? .. \ I I . I .. I I : PANEL-LAYOUT ADDITIONAL CONCl;:NTRATED LOADS G NETG AXIAL LOAD FIXED MOMENT (D LATERAL MOMENT (D MIN REMARKS MARK A I#. I N I. B LOAD I DIST. I LOAD I DIST. . UPLIFT TC I 'BC LE I RE LE I RE 1" 0 GI r-r· 15 11?'-o·' 11'-lo'i :I I I 41.0~1 I I L/,tLJ(LL) L/z1b{tfL) C1l 11'· I' 15 l 6'-o''l1'-1o'z I I I . 141.014 . I . I .. .. 0:? 1'· I'' 10 LS',o·· 11'-tO'l. I I I k\.o'll I :1 I / .. ~ 1-11'· ,. 11 l&'~o· 1-l'~to'l I I I t,\l.ot) I I C (J '- ' ... -' I I I I I I l I I I ~ ,,A'\ o 1'-' < I~ /_"5 t Jt;;I:, ----· . ---· -. -··---· TYPE X-WELDED (SSJ OR LSJ) X-BOLTED (LSJ ONLY) X-BOLTED (SSJ ONL' D 7~ rn • . .a Cf. I A E I:I _J~ . . 7/1 .. •I' 1/-r' SUIT . 11/15'° HOU:S • ~ • oe;l'M. 25 .. 9/ttr '4(1\.CS • SI.OT • OCT'AK. :z.,. /-~~-~~~ 7/1 tr Heil.ES •. ~T • OE:T'I-IL Z -~~ "~ ~ • HO\..£ V T .!J ~ ... A DETAIL 1,1A DETAIL ·-2,2A,28 DETAIL COPED / . " • DIM A • ~ ;, ;, -I I .. ~ --1---:l""" JOIST SIZE OR I I b BcAM DEPTH -~ __/ I DIM. • o• OIFF. ----r.-~~ I ,,r X 7· I IN ELEVATION L CD I tJ ::a ::! 0 _.J!L .-1!L a I : s ·" : .:I!::: I .,._ I .. ----D ET Al L. ----.._ DIM •c-PIECES MARK ANGLE St-ZE--f)tM • A• DIM •g-DIM • / --- lh tb J._ y/{.~ I/(), to'-d'' ' ' () ' ~ \ / ) a;;:.~ ,_.~ u--rrn !/,t::JT-A1-1P/J.t... V. ~-i -rt,"\..) -(\ ,.....,i..._ / \o., \~--0 Cl 11D~ " /) I [? _,1 t~ . v/ V' V ~ {,,\(~ I ,1 A \ l y V L~-I ~ -['·1 _/, \ ( CG~ ~4. -~--~I . \ ---i))' ~ I"' ' (""\ \ \{\ ~ y ~ -·· - I ____...--;--, -- , .. ' . -- ""' / \__ . ,. -~ JOIST BILL OF MATERIAL SSR/SSC/LSJ SHEET CKO. BY. OF y1 IJos #: ,-17 -o 10? • g_? I REV, __ I PAINT: fl-/o I} mPs J_ \ ,112 N0lfflf N£M sum: 2111 JOB NAME: Fwt2.E)<PO 0. l'MO, lX. 7"12 OFFICE USE ONLY l'fa&: (800}4!12-4772 (9111)1132-4414 (1100)4!12-44'2 rNI. (91!1)!132-4728 LOCATION: FOR: 0, n, l!f' TC "'WIDTH 5" -MIN. 0 3/8" HOLES @ TC 24" 0. STAGGERED @ 12" O.C. ] ~ SPLICE "I& BAR TYP. NOT BY 1.5.P. QTY DESCRIPTION MARK .BASE -LENGHT I t4k?<rq,(C JI :?2.'-1'' B · t-4K-'f-GfttoO Jl ?J:i'-l-'1;11 2, 21t 3q 5/tcio J? . ~, , .. z~·· I t4k_ tfJDl,60 . \ "1 79 '-1.,4 ,, ) .i.~~Y17/f cro J5 ?J2.'-4'' SSB QTY: 15 1.-ALL JOIST TO HAVE AN ADITIONAL LOAD OF -~.Q_Lbs. AT ANY PANEL POINT. CHECK ECCENTRICllY * ~EFT END **RIGHT END NOTES~:----------------_...-No Tt ~ (lec/o c l.ffGt. fccEAIT~tllT * * * BOTH ENDS AT AIL Jor«.,f l"JoTJ-'. e:"105 SEATS TCXI TCXR BCXL BCXR SEAT-HOLES SLOPE HIGH BDL!IBDR LGTH ITY IGTH TY i r-TH TY Ir.TH TY OAL HLE I HRE I GA RAT!=" END 3 I.:? l" , 7f I" ,f-3t' · II" I I I I'' ~f ;J '-o!.t-" I I ~· I [" . ,F 33 '-3 4-.. I I I ,., ·l)i 3~'-34'' I I Ct' I { ~ ' "" bf l" IJf-~i·-11~ I I AOOITIO~L LOAD O TC FROM BL LE. 'NET® AXIAL ~ WIND BC LYY MARK I f'\A f"\ # LOAD ~ I OiST. I LOAD C) I DIST. I LOAD Q) I DIST. T LOAD a, .. I DIST. UPLIFT TC<3> BC <3> REMARKS ,)I 1 I I I I I I ,-51: I '71'-'\Ld ~ 'ft10(Tl I ' JL l I I . . I I I I 7-S' I j? I I 1 · I . I I I 1.'5~ I J1 I I I . I I l I j5,0tl 1.5 I I I I I I I 1. 5t. I 1 ct:> --· --- C ~ . tfll HOIITH ~ SUIT!: 21!1 ll PMO, TX. 7ffl2 PflON£ (IIOO,.a2--4772 (918)832-«14 (900)4!12-«t2 rAX (91!1)!13:t-029 00 TC ""WIDTH 5" ·MIN. JOIST BILL OF MATERIAL JOB #: 9 7 -() \0? JOB NAME: Fwa..E)(PO LOCATION: FOR: 0, n, SHEET .2,QF yJ QTY: PAINT: , -1v OFFICE USE ONLY CKO. BY. J_ .... if 3/8" HOLES @ TC 24" O.C STAGGERED @ 12" O.C. l '··, 1. -ALL JOIST TO HAVE AN ADITIONAL LOAD ! '., ·,pv, I · 1 , , \CHECK ECCENTRICITY OF -~.O_Lbs. ·AT ANY PANEL POINT. \ * LEFT END N~ ~ ]r=SPUCE "~ BAR .TYP. NOT BY I.S.P. QlY DESCRIPTION MARK ~ . ~f:._ 1.~<-lbO Jl. -4 30Ki~/,w Jl I '3l>k.. 'l <c:c-t,~o JR 4 . 'J.JOk. l<tJ0/,60 )9 ' ..2.-4 \( ie,,o tbd I Ir, SSB * * RIGHT END (.---Norr:~ * * * BOTH ENDS ~ AT BASE-LENGHl SF ATS ·Tr.XI Tr.XR BCXL BCXR SEAT-HOLES SLOPE HIGH BC BOU BDR ·1 r.TH ITY 1r.tH In' ,-r-TH ffY I f::TH ITY OAL HLE I HRE I GA RA.TE END !LYY -4&'-2 '-1. 3 0 I·" ., )\'-,4(:,1.?J'4·' I I. 401-1 12> ~(,,_ l'Z ,. I I ~- -4'7 '·-1' '2 ,, 4&'-7 1t'' -I t ~ 1 13 '~ .. I . 1&'--112:' .. ¼'-7'l ~ I I \ I .• I . ' I z 'l '-10'1·· r'D c~o l '' ~,~ ztl '-ll'"t'' I I ADDITIONAL LOAD O TC FROM BL LE. NET® AXIAL G WIND MARK I OAI) # LOAD Q> I DIST. I LOAD ~ I DIST. I LOAD 0) I DIST. I LOAD a>. I DIST. · UPLIFT TCG> BC Q> . REMARKS J {o I I I I I 1 I ,. '5 K I 'f,l.O{it)~ 'it4.olTL .J< l I I . I I I I 7.5 t I JB I I 1· I I I I 1.;; k: ·I Jq l I I I I . I I 1.-s t. ·I JIO' .1 I I I. I I I 3,5.otcl C: c) -------._ .. \ '-- . ..... JOIST BILL OF MATERIAL SSR/SSC/LSJ lsH~E~F f(J CKO. BY. IJos #= '17-o\o°? ~ JREV: --1----~· -----~ '"' N0lfflf ua,. !IUITT: 2111 JOB NAME: Fwt2..e-)(PO 0. ,.#10, TX. 7tt 12 PAINT: ,-,.._, J_ OFFICE USE ONLY NOC (ll00)452-4772 (tlll)e32-« I 4 (ll00)4!12-«92 f"AX (tl!l)!IU-47211 LOCATION: FOR: 0, n, QTY: M TC ""w,oTH 5" ·MIN. /6" 1 • u • v i1 3/8" HOLES @ TC 24" o.c/,--HECK ECCENTRICITY * LEFT END **RIGHT END 1. -ALL JOIST TO HAVE AN ADITIONAL LOAD OF -~.Q_Lbs. AT ANY PANEL POINT. STAGGERE-D @ 12" · o.c. 1 i--....,_---'--+-----'---NOTES: ]~ SPLICE "~ BAR TYP. · NOT BY I.S.P. * * * BOTH ENDS ,t\t,l JOl'.,j QTY DESCRIPTION MARK BASE-LENGHl SEATS TCXI Tf"XR BCXL BCXR SEAT-HOLES SLOPE HIGH BC · BDUIBDR LGTH TY I_GTH TY I <::TH TY I <::TH TY OAL HLE I HRE I GA RA:TE END LYY I L-1 t~lf1/110 JI) '21 1·/0 <\'' !.:> L3 , /'' L,::,f 'z_q•-fl¼-" I I 4 l-4K .?li'>/1qo Jll i,q '-S· I r -~f I" bi' Vl'-1'' I I '• .. ,.· I Z-41( Yi :i /1q(j J 13 l1 '-Z.'t., '' I . ,i, hf ,.. br1 .z,1'-~'t-~. I I ·, 2A\'.'..'.?~'5Jiqo } 14 2-~ 1-\01t' .I l'' -~ I" br z1 '-012-·· I I ', - I L 1 t-'":; /, q O , \ \ 5 ?L~'-&'i ,, co IC () r pf I u 15,-:. 'lO'-P,'t,'' I I MARK SSB # ADDITIONAL LOAD O TC FROM BL L.E. NET© A><IAL G WIND ~EMARKS I f'\.11.r'\ LOAD ~ I 01st. · I LOAD ~ DIST. I LOAD O> I DIST. I LOAD ~ •. I Disr. UPLIFT TC~ BC~ J\I I I I I . I I 1 ·"JI< I i~M (U i~Lft1d.1L Jll I I . I . I I I 1-1 ~ I Jt.7 I I 1 · . I I I I . 1.1e I . Jlt I I I I I 1 I 7.5K. I. JI~. . I I I I ~ I I · 7.~k I CD ... ----·--· ,. \._ ~ JOIST BILL OF MATERIAL SSR/SSC/LSJ DATE: CJtj CKO, BY. 'JOB#: 97-oto? -~ jREV: --1--------'''-------:----i PAINT: , ~,.._, J_ IIIZ NOftTH ~ sum; 2111 D. PA91>. 'IX. 7"12 JOB NAME: 'Fwf2_E)<P0 OFFICE USE ONLY -(1100)4$2-4772 <•111)1132-« 14 LOCATION: 7Al-l O ''"('..,/). C .i\. (1100)4!12-«U ,.~ (01!1)!132-47211 FOR: 0, n, QTY: _:tL- (!j TC •\VIDTH 5" -~IN. ri! 3/8" HOLES @ TC 24" STAGGER~D @ 12" O.C. ]~ SPLICE "~ BAR lYP. NOT BY I.S.P. r t ; ¢ : ~l CHEC~ ~~~E~:R~CITY I ~ § §. ·] * * RIGHT END • - 1 . 7 * * * BOTH ENDS 1.-ALL JOIST TO HAVE AN ADITIONAL LOAD OF _!20.Q_Lbs. AT ANY PANEL POINT. NOTE~ -------------- f2._eq'o C J-lf (.,t fc.a:AIT~I C,IT ALL JOl~f f.,<?,11-\, e-"10? QTY DESCRIPTION MARK BASE-LENGHl SEATS TCXI TCXR BCXL BCXR OAL SEAT-HOLES SLOPE HIGH BC BDUIBDR Ir.TH TY Ir.TI--~ TY I ~TH TY Ir.TH TY HLE I HRE I GA RATE END ll_YY ?G. 'jOl lpC I C.,O Jib 00'-ll'z, ) I..? ., 5'5 '-ll'L I I :} j(}fc I.E.o lbO }17 '5? '-ll'z. I ' 55 1-11 12_ t71 I 1~~, I}~ ,. ., ?;Ok... fv'.-/1( C Jl6 ?71 '-0'4" I ,u l5r a1'-'14" I I - 1 ~Of<. l 8c/te' . JI 'i 10'-04·' I I" hf 101-1 14~ I I I -~cr.7eclu.~o JZo ·-tZ'-4'¥ co ICc> ,,. b~ ..i\2-'-5'~" I I MARK SSB #. ADDITIONAL LOAD O TC FROM BL LE. NET@ AXIAL ~ WIND REMARKS tnAn LOAD ~ I DIST. I LOAD ~ DIST. LOAD ~ I DIST. I LOAD (J) • .I DIST; UPLIFT TC() BC() JI '=7 l I l r I ,.,9 K. I '/Jt,c,{ U J~ Lft40 (T 1 t.} • ·J l::, I I I I -1 1.1 K. I --- Jl5 . I -I . I I I I -z.1t I .. \ I '1 I I I I I I . 1 .1 t.. I JW l I I I I I 7.~ kl l tb .. -.. .. . -- ; ,. -. . JOIST BILL OF MATERIAL SSR/SSC/LSJ 15 H~E~F ~ DATE: CKO. BY. <Y? 1Jos #: 'l7-oto? AJpeY 1REV: __ 1-------"·-----,-------, PAINT: . 1...,, _L "" NOlffli 11!:M SUITT 2111 D. ""80. TX. 7ff 12 PJ«lN£ (1100)452-4772 (tlll)lll2-4414 (800)4!12-«12 JOB NAME: Fwt2.E)<PO OFFICE USE ONLY LOCATION: 7Al-1 Ow·t'.,(). (,-'\. rAX (t1!1)532-021! FOR: 0, n, QTY: rif TC '\VIDTH 5" MIN. 'ri 3/8" HOLES @ TC 24" STAGGERED @ 12" O.C. ][SPLICE "O! BAR TYP. NOT BY I.S.P .. I r ! twt i:HEC~ ~;~[~~~CITY ~ ~ ;:,f< * RIGHT END . . : . * * * BOTH ENDS ~ 1.-ALL JOIST TO HAVE AN AOITIONAL LOAD OF -~_Q_Lbs. AT ANY PANEL POINT. NOTE~ .-------- ALL JOf~f QTY DESCRIPTION MARK BASE-LENGHT SEATS Tr.XI TC:XR BCXL BCXR OAL SEAT-HOLES SLOPE HIGH BC BOU BDR I GTH' ITY Ir.TH .TY I ~TH TV I f:::TH TY HLE HRE GA RAT~ END LYY l · jCk I Y' [1(-C·· JZI --4-4 Lz:< '4·· 3 ) ., I'' l7r -4-1 '-'t¼·' ' 1,0(: l r--; [(;,(} J le. -4:1 '· -0'tr l '' l5f' 141'-l'B '' ,. I 90'( 1 f'c llL7 . J2 7 4tf 1-4 1A .1 u bf 41"Sl1" .. \ ~t l f'P Ibo J21 '? 1'-8!.t·' ,., ~t IS,'-1~ •I \ 3'CK t..Sc7,t~ J -ZE? . '74' -C, • cao ((J I" t,f ~~'-I'' .- MARK SSB # ADOITIOI-W.. LOAD O TC FROM Bl LE. NET@ AXIAL ~ WIND 1 nA.n LOAD,G I DIST. I LOAD G DIST. ILOAD ~ I DIST. l LOAD au DIST. UPLIFT . TC~ BC~ REMARKS J2I I I I I I I 7•'5 t.. I t/¼c:,lJ.,L) ~ L/ 7.. 4c.{1 I t-) .)tl -1 I . I I I . I c-~ t I J'l.7 l I I I I I 1--5t I 124 I I I I I I · ,,9t I \ JL9 . l I I I I I 1 .. 5t<-I J ('r) ----· -···-· ,. l '- \ . ..__ ~ ? JOIST BILL OF MATERIAL SSR/SSC/LSJ 15 Hk,E6F&-DATE: <YC) CKO·. BY. IJOB #: c:i 7 -Q\C>? 0 ,Y: jREV: --PAINT: • /'--" _L ff12 NOftTH ~ SUITE 21!1 D. PNJO, TX. 7"12 JOB NAME: Fwa.e-,cPO POONC (II00)-4S2-4772 ('111)1132-4414 LOCATION: (II00)4!12-4U2 rAX (01!1)!132-~7211 FOR: D, n, irf' TC ... WIDTH 5" MIN. fi 3/8" HOLES @ TC 24" STAGGERED @ 12" O.C. ][SPLICE "¢ BAR TYP. NOT BY 1.5.P. QlY DESCRIPTION MARK BASE-LENGHl \ ?.-'Ok l<;--<.(t(.<' . \ Zl:o '.)c'~4'' \ , ~ ft_lfC'/( C-c. 0 . . \ l ~, . ':if:$, I~ B'' SEATS BDUIBDR !J 15 ' I ? bk ieo /,<=.o \1 b <34 1-\04'' {_ 0 IC 0 I I TCXI Ir.TH lY ., OFFICE USE ONLY QTY:---2 CHECK ECCENTRICITY \ * LEFT END 1.-ALL JOIST TO HAVE AN ADITIONAL LOAD OF -~.Q_Lbs. AT ANY PANEL POINT. NOTE~ .------------\ * * RIGHT END . * * BOTH ENDS 12.eq'O C IU:(,\'... fu:E:AIT~IC,IT All JOr~r ~TA e-'-'05 TCXR BCXL BCXR SEAT-HOLES SLOPE HIGH BC IGTH ITY I ~TH ltv Ir.TH llY OAL .HLE I HRE I GA RATE iENO lLYY f' 1,F-';?(, '-5''' I I lll bf' '58' · "I'" I I -~ <· I " br 5Gf ,_ 11"4" I I I . I I I· MARK SSB # ADOITIOtw. LOAD. 0 TC FROM BL LE. · NET® AXIAL (3) WINO REMARKS I nA.n LOAD (3) I DIST. I LOAD (3) I DIST. I LOAD (3) I DIST. I LOAD (3) .J DIST. UPLIFT TC (3) BC (3) Stb I I l l l I l 1~, ti l'-fJ(C[r.L l~L(z.~ cl114 L) .. J1...1 I I I . I I l I 1.,t:I Jtt3 I I 1 · .I I I I 1-7~ I I h I I I I. I l I I . l I I I I I I I I .. . ---· -:!-' , '~ ' : . ' ,._ ·{,, '.'\, ,r·" .,~ ... i·~, ·, : .. ·, .• \, . ' -:· ... \' I _~. ',, ' - ,, . ( . ·-. . •., -, .. -.:::-' ,','':\:_.,:_·-·_.' -·--.. ,,~·:··.-,,-::: ·...., ·: ·.:-~,}-. ~ "1: .. : · .. ·.·.• _,,.·· •. _-.. ~~ ,, ., .· tntern·a#i!!iiiJ·Str-ittcitirat J't.fJdU.cis· _C(!rp •.. .-. . ~ . ' • _! ·.' '_.J--., -' ?' ... ·' ·,.' -, ~· _';..'" . .. , .. , •,1,' ' .... ~ i ~· ; >' ,,' , ~ =·· ,·. --~~\/ - .. .. ,. •• \ l... <. ) ... ---·:._, ',•·.I-;,;· . .. . • .. . , . ; ... ,._.,.. ':.',... './,•_ t·, •. • ;-•' ' '1~..... . , ... ( ,·, '., . .. ,, .. -:.' '_., • I '·, ·., -·· ... ,.' ~ ~ . :"· .. -:-. ., '·- ;.': ,·- , .. ... .... ,.. . • •• ··1 , \ .' : . ~ ·-' '·-.· ... ·,:. f '·i I '.:. . . ' . ~ :.: ·-~. •"( ·~-r .. -. "~ .. 1.· • ; ':"-: ' ;, -•• t : .... , -. _, ·r ' '"' "~ ... - .\, ,: ·" •• p-•. , ~ .-_.-:; • ~ -' 1 •• ,. .··. . ... ~ ,, ·:;. ...... .... ·,: ,--·;,._,·, :': ,/ ·-.-:--~-'-'----,.,.,-~-~---<.\ '.Jal.ijadqi~·Niltkz.,. f.£.: _ : . ,:· ;-, ,'-/: . -r:.f _:~-... ~:\ ; -~:,. :\ ,,· ••• :·, < • ,,'·. ..;1": .... ·-~-'. 1: ~ '-:· :.:--·.·· .. ~;';'.. .. ' ... '' , ~: ~-. :· ~ .· ..: .. :~ .. ._.' , l ". :,._:~ ., '....': ·,)' -~ .. ,·. , ~ ~ ~ ' r. "'. -'•. I •.,. . '• >:,,.. ,.',·~ , -;..., ~:: •, ,. ' , • .1 ·, ... ;J ~ ,,, ;~. ' .. ·,. ·'· . -~-..1 . ' ... -' , ...... / .. "' , ;,} .'·j.. ' ~: . ·~. ,, , ,i_;--:.;:. _ •.. -.. • _:. : ,.' • , ,, I . . ~ . ·, :, •', / _.,: ·';' ' -.-, '1. ~.. ' l .,.,., .. '-. ,,' .' > . } r·, . / . ';. '.. : ... : . J -~ ''\ ., r_ -'.,. ) _:.: .. '' '··' :• -~ ,• ' -'} ~ .·. . ' '"' •'·' .t • :.,·. ',t, ·:,,?,.· ,• ... ..... . ' '· ' ~ ,-""~ -:. ·1 ·-· •. : l, ':...,. .. , . ~ "- ":.·; -.. , ' >.: ,.·r, '·. i • I ' ' --. ~-... ''. ,. _,,,, J. ..1··· -: ~-. ! •• .. ,, ,,: ~ .... _,. ~-··, .. t; ;, ' . )' . • - , ,,. ·,. ·1.."1-~ :; ~-·:_ :··r·.' ~,~.-~s: ·.,, ,._ '-j,1 iJ~{e,.f:J~~41Si;~;~tPradit-itt i;{JJ'JJ; ~ ' ·. ' ,,.· _'-'.' ' . · .. -, ., ·:· ) ·: .• ~ ' ~ .,,, ' . · ·. ' ~ ,/ ... ,, .. : ~n ~--' 7 .. ' '•." • .... 1 . ' } ;: .. :, ~· , . •, .. , '. _'(, ' : , ~~: ,~-.' ., ~ l • ~:~ I : ",,' •" I._ f t· ..... ' . •,'~ :· • ·~., .~ I ,• ._;·:.:':. . -: '~. ·. ,· . ~ ~, . .-. ., ~ . . ,_··.·' ·,' ,'.• ,,' ·, · .. - ~ .,~ .• ' ... -~ : ... , ·_ \· ,_' ( -..... ' •, • '.i .'' ,, ~. '. ' . , : . ( .:-. '·.'• /." ,,:, ') :-', . • ' ~ j \, : - ,, ~ .. -.. ·' ,·.,. ,_ .. •. ._ .. ' ·,, . \ ~ ·, ' 'I : . ' " ·I ,' .--, :, -... ; I•,,• •,. '· - , ,', ~ r I I I I I 1- 1 I I I I I I -1. I I I I I ~ .... -. .. _____ .,. .. __ --·--·· -~----...... _,_., ---.. -·- J' ==-====-.l .. ------------' ---i ...-..... -~ ....... ,.. ___ ... ~ __ ._ .... ..., _ _.,_ ___ :,. __ no-.~-,.__~-- ii TJ.::·~ ... ,. . 3TR.ESS f..1i!AL YSIS -:· ,J~~ ~i I _11• !JobNtltTliJtJr. --l 1JobNa111e: !Duis Run: ·1. {97-0103 FLOR EXPO -FIX l8i02/00 !Location: I Joist Description: IMarlc I.SAN DIEGO, CA Short Span Crimp 3CU<280/160 J16A <I~=-=!. Geom.e~ ! Basa Length: Working Length: I Joist Depth: 11:fective Depth: 1 ac Panel Length: -,Shape: _ Lss-11112 55-71/2 30.00 28.71 12 Special Parallel Chords r Variable Left End Right End -5'(\ s"OO ..:t:t-t: +Sri Ci re lBC Panel 4-7 3/4 4-3 3/4 !'TC Panel ·3-1 3/4 2-9 3/4 ~\V\V\lZ\VV\V\V\V~ IFirstHalf 2-0 1-0 ! First Oiag. 6-73/4 5-3 3/4 ~Depth 30.00 30.00 Loads I Uniform Load in TC (plf) 280.00 Con.centrated Load BC@ 8-7 3/4 (lbs) I 120.00 !concentrated Load BC@16-73/4(1bs) 120.00 Concentrated ~oad BC @ 24-7 3/4 (lbs) I 240.00I I TC Axial Load (lbs) 7,500.00 Stress Analysis Summary I Int. Panel TC: 24.00 I Max Panel BC: 48.00 I RMCl/on LE: 8,108.04 j Reaction RE: 7,948.98 I Minimum Shear: 2,027.01 I Max TC Comp.: 47,045.21 I Max BC Tension 47,100.50 I I Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist I W2 0.00 16,423.54 0.00 0.00 16,323.43 0.00 60.94 0-2 ,' :; V1S 0.00 15,997.03. 0.00 0.00 0.00 1,305.83 33.89 3-1 3/4 W3 0.00 15,997.03 19,500.03 0.00 0.00 8,841.79 37.42 4-7 3/4 W4 0.00 • 24,527.05 19,500.03 0.00 7,838.21 0.00 37.42 6-7 3/4 W5 0.00 24,527.05 28,985.65 0.00 0.00 6,951.93 37.42 8-73/4 W6 0.00 32,97~.14 28,985.65 0.00 6,222.05 0.00 37.42 10-7 3/4 W7 0.00 32,976.14 36,498.53 0.00 0.00 5,492.17 37.42 12-7 3/4 : W8 0.00 39,552.81 36,498.53 · 0;00 4,762.29 0.00 37.42 14-7 3/4 W9 0.00 39,552.81 42,038.68 0.00 . 0.00 3,876.01 37.42 16-7 3/4 W10 -0.00 44,056.45 42,038.68 · 0.00 3,146.13 0.00 37.42 18-7 3/4 W11 0.00 44,056.45 45,606.11 o.oo 0.00 2,641.91 37.42 20-7 3/4 W12 0.00 46,687.66 45,606.11 0.00 2,641.91 0.00 37.42 22-7 3/4 ! W13 0.00 46,687.66 47,100.50 0.00 0.00 2,641.91 37.42 24-7 3/4 W14 0.00 47,045.21 47,100.50 0.00 0.00 2,641.91 37.42 26-7 3/4 W14 0.00 47,045.21 46,521.83 0.00 2,641.91 0.00 37.42 28-7 3/4 W13 0.00 45,530.34 46,521.83 0.00 0.00 2,641.91 37.42 30-7 3/4 W12 0.00 45,530.34 44,070.7_5 --. --0.00 2,641.91 0.00 37.42 32-7 3/4 . I J~ ..... -----£;:fr(,1 42;H3JJ5 44,070.79 0.00 0.00 3,005.70 37.42 34-7 3/4 --~v--;r-,·-... W10 0.00 42,143.05 39,747.24 0.00 3,735.58 0.00 37.42 36-7 3/4 W9 0.00 36,883.34 39,747:24 0.00 0.00 4,465.46 37.42 38-7 3/4 W8 0.00 36,883.34 33,551.32 0.00 5,1G5.34 0.00 37.42 40-7 3/4 W7 0.00 29,751,20 33,551.32 0.00 0.00 5,925.22 37.42 42-7 3/4 W6 0.00 29,751.20 25,482.97 0.00 6,655.10 0.00 37.42 44-7 3/4 W5 0.00 22,219.53 25,482.97 0.00 '0.00 6,518.26 33.49 46-7 3/4 W4 0.00 22,219.53 15,542.19 0.00 9,007.62 0.0() 42.07 48-1 W3 0.00 15,132.~0 15,542.19 0.00 0.00 7,430.86 31.12 50-7 3/4 V1S 0.00 15,132.50 0.00 0.00 0.00 1,085.51 33.89 53-1 3/4 W2 0.00 15,471.24 0.00 0.00 15,157.72 0.00 57.44 51-7 3/4 Standard Verticals Member Position Max Tension Max Comp. Length I V2 Interior 0.00 795.231 28.711 ...... ~·.. ,. -~-... ~ -.... _ .... ~-.. ---. -•\ ' .......... ~ ': ....... -... . ~_h_o_rd_P_r_,op~•,.,....rtl_e_s __ ...---~.-------,.-·------·-· ____ . ___ ----.---------r--·-----------1 : Chord · Area Rx Rz Ryy Y Ix Q Material 1 TC 1.0151 0.7748 0.4934 1.4312 0.7033 0.6093 0.9673 2C=21/2x21/2x.212 r----;-----t-------i-----i,,----;-----t----1------J-----------i !_ _ BC 0.87 42 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28 = 2 X 2 x .232 . ___ J I ! _Axlal and Bendln_1r=g_Ah_-a_l_~y·. s_l•_--.-----.-----.--------.-----~-.-------.-----~ ; : ;:oo _ I ;Kooo.oo I ;;,000.00 wn::dnerlla: I~~;~ I~;~ ':;.t::: TC: I ~1~~:c: I · Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE l i Gap Between Chords: I ; Length 35.75 42.00 24.00 30.00 31.75 :,...1_-_o_o _____ --1i · --=--------+------+------+------'+--------t---2---' I Mm Weld Len 2X: I : • Bending Load 280.00 280.00 0.00 280.00 80.00 o.sooo It-,' P.t._i_al_L_o_ad--,--_______ 1_6~,4_2_3._54-+-__ 1-'5,~9_97_.0_3 __ 4_7-"',0_4_5_.2_1 __ 1_5~, 1_32_._50-__ 1-'5,_47_1_.2--14 Max Load Fillers TC: -· l :fa 8,089.96 7,879:87 23,173.70 7,454.02 7,620.88 53,205.54 i' r----------+-----------+----'~---------+---~-----'----l;-_;__ _____ --4 !Maximum K Ur 72.45· 85.12 30.98 60.80 64.34 Max Load no Fillers TC: I 1-F_a __________ 18-,0-2-3.-77-t---17-,-66-2-.2-7-i---2-6-,2-08-.1-8-+--2-2-,0-0-7.-77-+---19-,-28-1-.8-7 r-48....;,.,4_7_1·_76 ___ --! F'e 70,137.87 50,816.66 155,626.02 99,600.64 88,923.63 :~~:: ·1 1-c_m __________ 0...,..96_54-t---'--0._9_53_5-i--__ o_.9_4_04-+-__ o_.9_T/_5-+-___ 0._97_4_3 ;::Bc=s=1ress==:======~ 1-P_a....,.net_P_oi_nt_M_o_m_e_nt __ --+-__ 3_8_06_._09-+-__ 3_8_07_.4_3+-___ o_.o"""o+--__ 2_3_9_3._24-1· ___ 2-'3_9:....3,....,.5--,0 26,939.94 Mid Panel Moment 2067.52 1991.12 0.00 631.97 1865.21 BCLJRz: Panel Pointfb 5611.45 5613.42 0.00 3528.43 3528.81 122-5166 , 1----------+-----,---+------+-----1------------;;::============: Mid Panelfb 1193.25 1149.16 0.00 364.74 1076.49 TCShearStress: ;.....F-ille-rs-------+------o-+-----o+-----o+------o-+-------lo a,015.83 1----------+------+------t------1---------t-----; BC Shear Stress: PanelPointStress 13,701.42 13,493.29 23,173:70 10,982.46 11,149.69 9,254.19 I .I Mid Panel Stress 0.4937 0.4908 0.8842 0.3520 0.4348 ~-----~ Web Design I I Member Web Tension Allow Tension Web Comp Allow Comp · Weld Qty Material ! W2 16,323.43 21,205.75 0.00 2,502.52 4.8 x 0.230 1 RM= round 1 ·1;..... -.-W-3-.----'---o-.o-o+---1-6,'-54-6-.5-3-+---8-,8-4-1.-79 ___ 7....;,.,8_0_7-'.1-0 . 4.2 x 0.143 1 21 = 2 x 2 x .143 ! I I I l,___l_w_4_-+-...,___1_._a3_0_.2_1 __ 1_0.:..,.,7_a1_.2_5 __ __,__o._o.....,o __ 4 ....... _26_2_.1_2_4_.2_x_o_.1_2_5 __ 1-+1-E_=_1 _112_x _1 _112_x_.1_2_5----1i ~ W5 o.oo 14,531.25 6,951.93 7,972.92 3.7x0.125 1 20=2x2x.125 W6 6,222.05 9,786.93 0.00 3,887.70 3.7x0.113 1 1C=11/2x11/2x.113 I W7 0.00 14,531.25 5,492.17 7,972.92 3.0x0.125 1 20=2x2x.125 we 4,762.29 6,183.57 0.00 1,072.40 2.9x0.109 1 10=1x1x.109 W9 0.00 11,848.68 3,876.01 4,661.62 2.0x.0.138 1 1G=11/2x11/2x.138 -1· +-:\RI~~,_ '· · . o:oo·· 9,786.93 2,641.91 3,887.70 2.0x0.113 1 1C= 11/2x11/2x.113 W12 2,641.91 ~.183.57 0.00 1,072.40 2.0x0.109 1 10=1x1x.109 W10 3,146.13 6,1B;3.57-· ----;0.·00· 1,072.40 2.0x0.109 1 10=1x1x.109 W13 0.00 9,786.93 2,641.9t 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 I *W14* 0.00 6,183.57 • 2,641.91 1,072.40 2.0x0.109 1 10=1x1x.109 W14 2,641.91 6,183.57 0.00 1,072.40 2.0x0.109 1 10=1x1x.109 I 1- , ____ w_1_3--1---'---o-.o-o+----9=-,7-86-.9-3+---2-,6-4_1._9-11 ____ 3..:,,8_8_7_. 1_0+--2_.o_x_o_.1_1_3--+-1-+1_c_=_1 _112_x _1 _112_x_.1_1_3 ----l W12 2,641.91 6,183.57 0.00 1,072.40 2.0x0.109 1 10=1x1x.109 W11. 0.00 9,786.93 3,005.70 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 I I -I WtO 3,735.58 6,183.57' 0.00 · ·--·· 1,072.40 2.3 X 0.109 1 10 = 1 X 1 X .109 W9 0.00 13,309.92 4,465.46 5,205.35 2.0 x 0.156 1 1J = 11/2 x 11/2 x .156 we 5,195.34 7,818.57 o.oo 2,141.74 3.2,x0.109 1 15=11/4x11/4x.109 W7 0.00 14,531.25 5,925.22 7,972.92 3.2 X 0.125 1 20 = 2 X 2 X .125 W6 6,655.10 9,786.93 0.00 3,887.70 4.0x0.113 1 1C=11/2x11/2x.113 WS 0.00 14,531.25 6,518.26 8,583.76 3.Sx0.125 1 20=2x2x.125 W4 9,007.62 13,309.92 0.00 4,118.46 3.9x0.156 1 1J=11/2x11/2x.156 W3 0.00 14,531.25 7,430.86 7,985.63 4.0x0.125 1 20=2x2x.125 I I I -1 I I I I I I I I I I -1-- 1 I I I I INTERNATIONAL STRUCTURAL PRODUCTS CORPORATION I _ 97-010_3 FlorExpo J16 W3L COMPRESSIVE CAPACITY OF SINGLE WEB ANGLE REINFORCED WITH STEEL PLATE T• TENSION C • COMPRESSION REQUIRED-INFO: ANGLE: b= 2.00 in t= 0.143 in Fy= 50 ksi Pact• 8841.79 lbs PLATE: t• 0.250 in b• 3.000 In Fy• 36.000 ksl LENGTH• 33.240 In C y~ 0.553 A• 0.552 Ix• 0.214 IX• 0.624 Sx• 0.148 Q• 0.8979 y• 0.125 A• 0.750 Ix• 0.004 rx• 0.072 Sx• 0.031 brecom• 4 in in"2 in"4 In in"3 in ln"2 ln"4 In ln"3 lz= rz • ly= ry• Sy• 0.087 in"4 0.396 in 0.563 in"4 0.866 in 0.375 ln"3 COMPO~ITE SECTION (PLATE AND ANGLE): y• ltx• rtx• ANALYSIS: 0.448 _Jn 1.302 ln"2 0.273 ln"4 0.458 In K • 1.000 kl/r • E • 29,000.00 ksi Cc • Fa• -72.61 107.00 20,450 Pact= 39.8 psi a,li42'='1bs COMPRESSION OK, 5% Overstress is allowed OK II 8-Feb-00 I I ·1 I I 1· I I I I I ' I I I I I I I ( INTERNATIONAL STRUCTURAL PRODUCTS CORPORATION 97 -0103 FlorExp0 J16 W14Q COMPRESSIVE CAPACITY OF SINGLE WEB ANGLE REINFORCED WITH STEEL PLATE T= TENSION C • COMPRESSION C REQUIRED INFO: ANGLE: b= 1.00 in y• 0.290 in t= 0.109 in A• 0.206 in"2 Fy"' 50 ksi Ix• 0.019 in"4 Pact= 2641.91 lbs rx• 0.307 in Sx• 0.027 in"3 Q• 1.0000 PLATE: t• 0.250 in y·· 0.125 in b= 3.000 in A• 0.750 ln"2 Fys 36.000 ksi Ix• 0.004 ln"4 rx • 0.072 in Sx• 0.031 ln"3 brecom• 2 LENGTHs 33.240' in COMPOSITE SECTION (PLATE AND ANGLE): y• 0.216 In At• ltx • 0.041 in"4 rtx • 0.206 in ANALYSIS: K• 1.000 1:;;,·~Ktl 0.746 ln"2 161.28 -101.ocr lz= rz = ly• fY" Sy• Fa• 5,741 psi Pallow • 4,283 lbs > Pact= % OF TOTAL CAPACITY• 81.7 2,642 lbs COMPRESSION 0.008 0.196 0.563 in"4 0.866 in 0.375 in"3 OKI! OK, 5% Overstress is allowed 8-Feb-00 ,. I I ,_...... w~~ STRESS ANALYSIS • PAGE 1 '&~. Job Number. I Job Name: Date Run: 17-0103 FLOR EXPO -FIX 8/02/00 Location: I Joist Description: I Mark: SAN DIEGO, CA Short Span Crimp 30K280/160 J16A I Geometry 1 Base Length: Worl(/ng Length: l Joist Depth: I Efectivi, Depth: I SC Pal1tll Length: I Shape: 155-111/2 55-71/2 30.00 28.71 12 Speclal Parallel Chords I:. . --· I I Variable Left End Right End Ca>"--> si=o ti: «t., t-:=:.tte:?\'<.,_ BC Panel 4-7 3/4 4-3 3/4 TC Panel 3-1 3/4 2-9 3/4 ~~ww·v~w\J/\V~r : First Half 2-0 1-0 I ! First Oiag. 6-7 3/4 5-3 3/4 ,:Depth 30.00 30.00 i I ; Loads ! ; Uniform Load in TC (plf) 280.00 Concentrated Load BC@ 8-7 3/4 (lbs) 120.00 I . l; Concentrated Load BC@ 16-7 3/4 (lbs) 120.00 Concentrated Load BC@ 24-7 3/4 (lbs) 240.00 l I · : Concentrated Load TC @ 28-7 3/4 (lbs) 500.00 Additional Shear in Webs 250.00 TC Axial Load (lbs) 7,500.00 Stress Analysis Summary I Int. Pal1tl/TC: IMaxPantllBC: I RNCtlon LE: 1 React/oil RE: I Minimum Shear: I Max TC Comp.: I Max BC Tension I 24.00 48.00 . 8,352.05 8,202.95 2,088.01 49,949.61 49,800.93 ' Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist I ! W2 0.00 16,766.14 0.00 0.00 17,371.92 0.00 60.94 0-2 ' V1S 0.00. 16,339.63 0.00 0.00 0.00 1,615.42 33.89 3-1 3/4 I W3 0.00 16,339.63 20,160.79 0.00 0.00 9,485.66 37.42 4-7 3/4 I W4 0.00 25,391.78 20,160.79 0.00 8,482.08 0.00 37.42 6-7 3/4 W5 0.00 25,391.78 30,054.35 0.00 0.00 7,595.80 37.42 8-73/4 W6 0.00 34,248.81 30,054.35 0.00 6,865.92 0.00 37.42 10-7 3/4 I W7 0.00 34,248.e1 37,975.16 0.00 0.00 6,136.04 37.42 12-7 3/4 : we 0.00 41,233.41 37,975.16 0.00 5,406.16 0.00 37.42 14-7 3/4 l W9 0.00 41,233.41 43,923.25 0.00 0.00 4,519.88 37.42 16-7 3/4 I W10 0.00 46,144.98 43,923.25 0.00 3,790.00 0.00 37.42 18-7 3/4 W11 0.00 46,144.9e 47,898.61 0.00 0.00 3,060.12 37.42 20-7 3/4 V\/12 0.00 49,184.13 47,898.61 0.00 2,721.42 0.00 37.42 22-7 3/4 11 .. W.13 0.00 49,184.13 49,e00.93 0.00 0.00 2,721.42 37.42 24-7 3/4 W14 0.00 49,949.61 49,e00.93 0.00 2,721.42 0.00 37.42 26-7 3/4 ~· ~~-\t~~------.. -o.oo. if"i';949;6f1 ·49,21:Z.25 0.00 2,721.42 0.00 37.42 28-7 3/4 I W13 0.00 4e,ooe.77 49,212.25 0.00 0.00 2,721.42 37.42 30-7 3/4 W12 0.00 48,006.77 46,333.19 0.00 2,935.31 0.00 37.42 32-7 3/4 W11 0.00 44,191.51 46,333.19 0.00 0.00 3,665.19 37,42 34-7 3/4 W10 0.00 44,191.51 41,5e1.72 0.00 4,395.07 0.00 37.42 36-7 3/4 I W9 0.00 • 3e,503.e3 41,5e1.72 0.00 0.00 5,124.95 37.42 38-7 3/4 we 0.00 3e,503.83 34,957.82 0;00 5,854.83 0.00 37.42 40-7 3/4 W7 0.00 30,943.72 34,957.82 0,00 0.00 6,584.71 37.42 42-7 3/4 I W6 0.00.,,. 30,943.72 26,461.50 0.00 7,314.Se 0.00 37.42 44-7 3/4 W5 0.00 22,950.77 26,461.50 0.00 0.00 7,108.56 33.49 46-7 3/4 W4 0.00 22,950.77 16,092:76 0.00 9,749.04 0.00 42.07 48-1 I I W3 0.00 15,465.18 16,092.76 0.00 0.00 7,979.27 31.12 50-7 3/4 V1S 0.00 15,465.18 0.00 0.00 0.00 1,395.10 33.89 53-1 3/4 W2 0.00 15,e03.92 0.00 0.00 16,170.02 0.00 57.44 51-7 3/4 I Standard Verticals Member Po!Sitlon I Max Tension Max Comp. Length I I V2 Interior I 0.00 1,559.75 28.711 ·• .. ~ 1r--·· -,.,~!Si:~ I I I I I I I I I I I I 'I I I ' .' -, !-<J ~ I ghord Properties 1 ; Chord Area i TC 1.0151 I BC 0.8742 ··-- Axlal and Bendlna Analysts ]K: JFy; .. 1.00 5~,000.00 -I: Top Chord Check l-Length I : Bending !-oad ·Axial Load :ta : Maximum K Ur iFa /F'e !cm 1 Panel Point Moment Mid Panel Moment PanelPoint fb Mid Panelfb ;Fillers . Panel Point Stress Mid Panel Stress Web Deskin I Member Web Tension ; W2 17,371.92 1 I *W3* 0.00 I W4 8,482.08 I W5 0.00 W6 -6,865.92 w, 0.00 .. .. l W8 5,406.16 I W9 0.00 i W10 3,790.00 I W11 0.00 I W12 2,721.42 W13 0.00 W14 2,721.42 W14 2,721.42 W13 0.00 W12 2,935.31 W11 0.00 W10 4,395.07 W9 0.00 W8 5,854.83 W7. 0.00 we 7,314.58 W5 0.00 W4 9,749.04 W3 0.00 . --· r ---· ••¥~--' ----.-,--· STRESS ANALYSIS -PAGE 2 ·-I Job Name: Job Number: I Date Run: 97-0103 FLOR EXPO • FIX 8/02100 Location: I Joist Dncrlptlon: 1r;:~ SAN DIEGO, CA Short Span Crimp 30K280/180 Rx Rz Ryy y Ix Q· Material 0.7748 0.4934 1.4312 0.7033 0.6093 0.9673 2C = 2 1/2 X 2 1/2 X .212 ! 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28 = 2 X 2 X .232 ' i IFb: I Mom of Inertia: ILL240: ILL240: Max Bridg TC: I Max Bridg BC: 30,000.00 775.30 252.44 . 252.44 17-31/2 24-10 7/8 End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE i : Gap Between Chords: i 35.75 42.00 24.00 30.00 31.751 1.00 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X: 0.5000 16,766.14 16,339.63 49,949.61 15,465.18 15,803.92 Max Load Fillers TC: 8,258.72 8,048.63 24,604.36 7,617.89 7,784.75 53,205.54 72.45 85.12 30.98 60.80 64.34 Max Load no Fillers TC: 18,023.77 17,662.27 26,208.18 22,007.77 19,281.87 48,471.78 70,137.87 50,816.66 155,626.02 99,600.64 88,923.63 TC OAL-Ryy: 488.3988 0.9647 0.9525 0.9368 0.9771 0.9737 BC Stress: 3806.09 3807.43 0.00 2393.24 2393.50 28,484.50 2067.52 1991.12 0.00 631.97 1865.21 BCURz: 5611.45 5613.42 0.00 3528.43 3528.81 122.5188 1193.25 1149.16 0.00 · 364.74 1076.49 TC Shear Stress: 0 0 4 0 0 8,332.04 13,870.18 13,662.05 24,604.36 11,146.33 11,313.56 BC Shear Stress: 9,547.80 0.5032 0.5005 0.9388 0.3594 0.4433 Allow Tension Web Comp Allow Comp Weld Qty Material 21,205.75 0.00 2,502.52 5.1 X 0.230 1 RM= round 1 16,546.53 9,485.66 7,807.10 4.5 x0.143 1 21 =2x2x.143 2~. 2..<{ 10,781.25 0.00 4,262.12 4.6 X 0.125 1 1E = 11/2x 11/2x .125 14,531.25 7,595.80 7,972.92 4.1 x0.125 1 20 = 2 X 2 X .125 9,786.93 0.00 3,887.70 4.1 x0.113 1 1C=11/2x11/2x.113 14,53t25 .. · _-§.13~.M. •.. 7,9-72.92 3.3x0.125 1 20 = 2 x2x .125 6,183.57 0.00 1,072.40 3.3x0.109 1 10=1x1x.109 11,848.68 4,519.88 4,661.62 2.2x0.138 1 1G = 11/2 X 1 .1/2 X .138 6,183.57 0.00 1,072.40 2.3 X 0.109 1 10=1x1x.109 9,786.93 3,060.12 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 6,183.57 0.00 1,072.40 2.0 X 0.109 1 10=1x1x.109 9,786.93 2,721.42 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 6,183.57 0.00 1,072.40 2.0x0.109 1 10 = 1 X 1 X .109 33,l1 6,183.57 0.00 1,072.40 2.0x0.109 1 10=1x1x.109 9,786.93 2,721.42 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 6,183.57 0.00 1,072.40 2.0x 0.109 1 10=1x1x.109 9,786.93 3,665.19 3,887.70 2.2x 0.113 1 1C=11/2x11/2x.113 6,183.57 0:00 1,072.40 2.7·x 0.109 1 10=1x1x.109 .13,309.92 5,124.95 5,205.35 2.2x 0.156 1 1J=11/2x11/2x.156 7,818.57 0.00 2,141.74 3.6x0.109 1 15=11/4x11/4x.109 14,531.25 6,584.71 1,si2:s2 3.5 X 0.125 1 20 = 2 X 2 X .125 9,786.93 0:00 3,887.70 4.4 X 0.113 1 1C=11/2x11/2x.113 14,531.25 7,108.56 8,583.76 3.8 x0.125 1 20 = 2 X 2 X .125 13,309.92 0.00 4,118.46 4.2x 0.156 1 1J=11/2x11/2x.156 ~ 14,531.25 7,979.27 7,985.63 4.3 x0.125 1 20 = 2 X 2 X .125 I ·- (.J~ - .,., STRESS ANALYSIS -PAGE 1 Job Numl»r. I Job Name: DeteRun: . ., . 97-4103 FLOR EXPO • FIX 9/02/00 JJlpljp. Location: I Joist DNcr/ptlon: 11;:~ SAN DIEGO, CA Short Span Crimp 30K280/180 Geometry I Base Length: Worlclng Length: l Joist Depth: I Efectlve Depth: I BC Panel Length: !Shape: 55-111/2 55-71/2 30.00 28.71 . 12 Special Parallel Chords I Variable Left End Right End ~oil¢' <l.+~eA<u I co~ 4-7 3/4 4-3 3/4 I, I I I I I I I I I I I 1:sc Panel . Ire Panel j , First Half 3-1 3/4 2-9 3/4 ~wwwW~Wwww~ 2-0 1-0 ; ! First Diag. 6-7 3/4 5-3 3/4 j!oepth 30.00 30.00 I ! Loads ; : Uniform Load in TC (plf) ii Concentrated Load BC @ 8-7 3/4 (lbs) I ! i Concentrated Load BC @ 24-7 3/4 (lbs) 11 Concentrated Load BC .C 4o;.7 3/4 (lbs) ' . I JAdditional Shear in Webs· Stress Analysis Summary I Int. Panel TC: I Max Panel SC: I R.ction LE: J24.00 48.00 8,314.09 Member TC Tension TC Compresion W2 0.00 16,811.13 V1S 0.00 16,384.62 I W3 0.00 16,384.62 ! W4 0.00 25,505.34 I W5 0.00 25,505.34 I W6 0.00 34,415.95 I W7, 0.00 34,415,95 I w0 0.00 41,454.13 1: I W9 0.00 41,454.13 r 1! W10 0.00 46,419.26 ,_ if W11 0.00 46,419.26 ,, !• W12 0.00 49,511.98 0.00 49,51_1.98 -~I- I I I I I I ji W13 :.:-r-w~ -~--" 0.00 50,531.66 l W14 0.00 50,531.66 I W13 0.00 48,843.00 ,- I W12 0,00 48,843.00 I 11 W11 0.00 45,081.32 .. W10 0.00 45,081,.32 l W9 0.00 39,447.21 w0 0.00 39,447.21 W7 0.00 31,740.05 we 0.00 31,740.05 W5 0.00 23,620.74 I W4 0.00 23,620.74 11 W3 0.00 15,735.43 V1S 6.00 15,735.43 I W2 0.00 _ 16,074.17 I L Standard Verticals Member I P08itlon I MaxTenllon V2 I Interior I 0.00 280.00 Concentrated Load TC t@. 28-7 3/4 (lbs) 500.00 120.00 C-oncentrated Load BC@ 16-7 3/4 (lbs) 120.00 120.00 Concentrated Load BC@ 32-7 3/4 (lbs) 120.00 120.00 Concentrated.Load BC @48-1 (lbs) 120.00 250.00 TC Axial Load (lbs) 7,500.00 I Reaction RE: 8,410.91 I Minimum Shear. 2,102.73 I Max TC Comp.: 50,531.88 I Max SC TSMion 50,255.88 BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist 0.00 0.00 17,439.94 0.00 60.94 0-2 0.00 0,00 0.00 1,618.33 33.89 3-1 3/4 20,247.57 0.00 0.00 9,527.43 37.42 4-73/4 20,247.57 0.00 8,523.84 0.00 37.42 6-73/4 30,194.70 0.00 0.00 7,637.56 37.42 8-73/4 30,194.70 0.00 6,907.68 0.00 37.42 10-7 3/4 -38,169.09 0.00 0.00 6,177.80 37.42 12-7 3/4 38,169.09 0.00 5,447.93 0.00 37.42 14-7 3/4 44,170.74 0.00 0.00 4,561.64 37.42 16-7 3/4 44,170.74 0.00 3,831.77 0.00 37.42 18-7 3/4 48,199.67 0.00 0.00 3,101.89 37.42 20-7 3/4 48,199.67 0.00 2,740.60 0.00 -37.42 22-7 3/4 50,255.88 ----0.00 0.00 2,740.60 37.42 24-7 3/4 50,255.88 0.00 2,740.60 0.00 37.42 26-7 3/4 49,921.39 0.00 2,740.60 0.00 37.42 28-7 3/4 49,921.39 0.00 0.00 2,740.60 37.42 30-7 3/4 47,196.21 0.00 2,893.55 0.00 37,42 32-7 3/4 47,196.21 0.00 0.00 3,623.43 37.42 '34-7 3/4 42,498.31 0:00 4,353.30 0.00 37.42 36-73/4 42,498.31 0.00 0.00 5,083.18 37.42 38-7 3/4 35,827.68 0.00 5,969.46 0.00 37.42 40-7 3/4 35,827.68 0.00 0.00 6,699.34 37.42 42-7 3/4 27,184.32 0.00 7,429.22 0.00 37.42 44-7 3/4 27,184.32 0.00 0.00 7,211.16 33.49 46-7 3/4 _ 16,540.01 0.00 10,053.75 0.00 42.07 48-1 16,540.01 0.00 o.'oo 8,204.66 31.12 50-7 3/4 0:00 0.00 0.00 1,398.01 33.89 53-1 3/4 0.00 0,00 16,586.06 0.00 57.44 51-7 3/4 Max Comp. Lenath I 1,562.66 28.711 I I I I I I I I I I I I I I I I I I I • t a-., - .@Ijp. Chord Pro~rtles I Chord Area I· TC 1.0151 BC 0.8742 I J Axial and Bendlna AnalYII• ,K: ry: L 1.00 50,000.00 ' I Top Chord Check !Length : · Bending Load : . Axial Load ha I '. Maximum K Ur Fa F'e Cm Panel Poi.nt Moment Mid Panel Moment Panel Point fb Mid Panelfb ,1Fillers I . t Panel Point Stress l Mid panel Stress .WebDeslan i Member Web Tension I I W2 17,439.94 I *W3* 0.00 I W4 8,523.84 ' .W5 0.00 I we 6,907.68 I W7 0.00 we 5,447.93 a' ;!=:...._W9_._ --·--,~------!!·Jle: W10 3,831.77 W11 0.00 ' W12 2,740.60 I W13 0.00 : ' W14 2,740.60 I W14 2,740.60 W13 · 0.00 W12 2,893:55 W11 0.00 W10 4,353.30 i W9 0.00 we 5,969.46 W7 0.00 W6 7,429.22 W5 0.00 W4 10,053.75 *W3* 0:00 ,, C STRESS ANALYSIS -PAGE 2 Job Number: I Job Name: I Date Run: 97-4103. FLOR EXPO • FIX 9/02/00 Location: I Jo/M Description: I Marie: SAN DIEGO, CA Short Span Crimp 301<280/160 J16B Rx Rz Ryy y Ix Q Material 0.7748 0.4934 1.4312 P.7033 0.6093 0.9673 2C = 2 1/2 X 2 1/2 X .212 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28 = 2 X 2 X .232 IFb: J Mom of lnerlia: ILL240: ILL240: Max Brldg TC: I Max Brldg BC: 30,000.00 775.30 252.44 252.44 17-31/2 24-10 7/8 End Panel LE First Panel LE Interior Panel First Panei RE End Panel RE Gap Between Cho<ds: 35.75 42.00 24.00 30.00 31.75 1.00 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X: 0.5000 16,811.13 16,384.62 50,531.66 15,735.43 16,074.17 . -~ Max Load Fillers TC: I 8,280.89 8,070.80 24,891.07 7,751.02 7,917.87 53,205.54 72.45 85.12 30.98 60.80 64._34 Max Load no Fillers TC: 18,023.77 17,662.27 26,208.18 22,007.77 19,281.87 48,471.76 70,137.87 50,816.66 155,626.02 9!:1,600.64 88,923.63 TCOALJRyy: 488.3988 0.9646 0.9524 0.9360 0.9767 0.9733 BCSlf8Ss: 3806.09 3*307.43 0.00 2393.24 2393.50 28,744.71 2067.52 1991.12 0.00 631.97 1865.21 BCI.IRz: 5611.45 5613.42 0.00 3528.43 3528.81 122.5188 1193.25 1149.16 0.00 364.74 1076.49 TC Sheer Stress: 0 0 6 0 0 8,325.40 -· BC Shear Stress: 13,892.34 13,684.21 24,891.07 11,279.45 11,446.68 9,538.55 0.5044 0.5018 0;9497 0.3655 0.4503 Allow Tension Web Comp Allow Comp Weld Qty Material 21,205.75 0.00 2,502.52 5.1 x0.230 1 RM= round 1 16,546.53 9,527.43 7,807.10 4.5x0.143 1 21 = 2 X 2 X .143 23,z_<-) 10,781.25 0.00 4,262.12 4.6x0.125 1 1 E = 1 1/2 X 1 1/2 X .125 14,531.25 7,637.56 7,972.92 4.1 x0.125 1 20 = 2 X 2 X .125 9,786.93 0.00 3,887.70 4.1 X 0.113 1 1C=11/2x11/2x.113 14,531.25 6,177.80 7,972.92 3.3x0.125 1 20 = 2 X 2 X .125 6,183.57 Q.00 1,072.40 3.4x0.109 1 10=1x1x.109 '!.-~ n.~&;-88:-4;561.6.:4 4;66t:62 2:2 x0.138 1 1G = 11/2x 11/2x .138 6,183.57 0.00 1,072.40 2.4 X 0.109 1 10=1x1x.109 9,786.93 3,101.89 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 6,183.57 0.00 1,072.40 2.0x0.109 1 10=1x1x.109. 9,786.93 2,740.60 . 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 6,183.57 0.00 1,072.40 2.0 X 0.109 1 10 = 1 X 1 X .109 6,183.57 0.00 1,072.40 2.0 X 0.109 1 10 = 1 X 1 X .109 9,786.93 2,740.60 .. 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 6,183.57 ' 0.00 1,072.40 2.0x0.109 1 10 = 1 X 1 X .109 9,786.93 3,623.43 3,887.70 2.2x0.113 1 1C=11/2x11/2x.113 .. 6,183.57 . 0.00 1,072.40 2.7x0.109 1 10 = 1 X 1 X .109 13,309.92 5,083.18 5,205.35 2.2 X 0.156 1 1J=11/2x11/2x.156 7,818.57 0.00 2,141.74 3.7x0.109 1 15= 11/4x11/4x.109 14,531.25 6,699.34 7,972.92 3.6 x0.125 1 20 = 2 X 2 X .125 9,786.93 0.00 3,887.70 4.4 X 0.113 1 1C=11/2x11/2x.113 14,531.25 7,211.16 8,583.76 3.9x0.125 1 20 = 2 X 2 X .125 13,309.92 0.00 4,118.46 4.3x0.156 1 1J=11/2x11/2x.156 14,531.25 8,204.66 7,985.63 4.4x0.125 1 20 = 2 X 2 X .125 '2.7.(:;</ o,.o 0 1 GS'/1 <Ju I 5,i,k O,lt:5 t<H --fOvf\<l --::i/9 I I I I I I I I I I I I --I- I- I I I I I -r·--. 'k-STRESS ANAl:-YSIS • PAGE 1 JobNl.lt'llb41r. 'Job Nome: Date Run: . ~ 97-0103 FLOR EXPO • FIX 9/02/00 ' .fJlmlp. Location: I Joist Dncrlptlon: I Mane: SAN DIEGO, CA Short Span Crimp 301(280/160 J16B "'"- Geometry j BsM Length: Worldng Length: I Joist Depth: I Efect/ve Depth: I BC Panel Length: IShspe: I t 55-111/2 55-71/2 30.00 28.71 12 Special Parallel Chords ,. I' Variable Left End Right End "51/V S'"oc:,-;#" ( t-:::, t-\-:et. CZ... !BC Panel 4-7 3/4 4-3 3/4 11TC Panel 3-1 3/4 2-9 3/4 ~w\Vw\V\V""'VWWW~\V\y I : · First Half 2-0 1-0 ! - : : First Diag. 6-73/4 5-3 3/4 i : _Depth 30.00 30.00 _j ' . Loads i i Uniform Load in TC (pit) 280.00 Concentrated Load BC @ 8-7 3/4 (lbs) 120.00 i: Concentrated Load BC@ 16-7 3/4 (lbs) 120.00 Concentrated Load BC @ 24-7 3/4 (lbs) 120.00 j l Concentrated Load BC @ 32-7 3/4 (lbs) 120.00 Concentrated Load BC @ 40-7 3/4 (lbs), 120.00 l · l Concentrated Load BC Im 48-1 (lbs) 120.00 TC Axial Load (lbs) 7,500.00 Stress Analysls Summary 1/nt.PaneiTC: 24.00 I Max Panel BC: 48.00 IReectionLc: 8,140.08 I Reection RE: 8,154.91 I Minimum Shear: 2,038.73 I Max. TC Comp.: 47,627.26 I Max. BC Tension 47,555.45 I Member TC Tension TC Compresion BC Tension _ BC Compresion Web Tension Web Comp. Web Length PP Dist. ! W2 O.QO 16,468.53 0.00 0.00 16,391.45 0.00 60.94 0-2 I V1S 0.00 16,042.02 0.00 0.00 0.00 1,308.74 33.89 3-1 3/4 l W3 0.00 16,042.02 _19,586.81 0.00 0.00 8,883.56 37.42 4-7 3/4 I i W4 ·o.oo 24,640.61 19,586.81 0.00 7,879.98 0.00 37.42 6-7 3/4 I W5 0.00 24,640.61 29,126.00 0.00 0.00 6,993.70 37.42 8-73/4 .. I W6 0.00 33,143.28 29,126.00 0.00 6;263.82 0.00 37.42 10-7 3/4 I W7 0.00 33,143.28 36,692.45 0.00 0.00 5,533.94 37.42 12-7 3/4 I W8 0.00 39,TT3.52 36,692.45 0.00 4,804.06 0.00 37.42 14-7 3/4 ! W9 · 0.00 39,TT3.52 42,286.18 0.00 0.00 3,917.78 37:42 16-7 3/4 ' W10 0.00 44,330.73 42,286.18 0.00 3,187.90 0.00 37.42 18-7 3/4 I I 0.06 44,330.73 45,907.18 0.00 0.00 2,657.19 37.42 I: W11 20-7 3/4 W12 0;00 47,015.52 45,907.18 0.00 2,657.19 0.00 37.42 22-7 3/4 L_ W13 0.00 47,015.52 47,555.45 0.00 0.00 2,657.19 37.42 24-7 3/4 \~l~4 ------_O.Q.Q 4!,62"!2fj _ 47.~55.45 0;00 2,657.19 0.00 37.42 26-7 3/4 W1.4 0.00 47,627.26 47,230.97 ---0.00 2,657.19 0.00 37.42 28-7 3/4 W13 0.00 46,366.57 47,230.97 0.00 0.00 2,657.19 37.42 30-7 3/4 W12 0.00 46,366.57 44,933.77 0.00 2,657.19 0.00 37.42 32-7 3/4 I W11 0.00 43,032.86 44,933.77 o.oo 0.00 2,963.94 37.42 34-7 3/4 ' i W10 0.00 43,032.86 40,663.84 0.00 3,693.82 0.00 37.42 36-7 3/4 W9 0.00 37,826.72 40,663.84 0.00 0.00 4,423.70 37.42 38-7 3/4 • W8 0.00 37,826.72 34,421.18 0.00 5,309.98 0.00 37.42 40-7 3/4 W7 0.00 30,547.53 -34,421.18 0.00 0.00 6,039.85 37.42 42-7 3/4 W6 0.00 30,547.53 _ 26,205.78 0.00 6,769.73 0.00 37.42 44-7 3/4 ' W5 0.00 22,796.01 26,205.78 0.00 0.00 6,620.87 33.49 46-7 3/4 W4 0.00 ' 22,796.01 15,989.44 0.00 9,312.33 0.00 42.07 48-1 W3 0.00 15,402.75 15,989.44 0.00 0.00 7,656.25 31.12 50-7 3/4 V1S 0.00 15,402.75 0.00 0.00 0.00 1,088.42 33.89 53-1 3/4 W2 0.00 15,741.49 0.00 0.00 15,573.76 0.00 57.44 51-7 3/4 Standard Vtrtlcals Member Position I Max Tension Max Comp. Length I V2 Interior I 0.00 798.14 28.711 ·f~ I :-c~lQm'uJ. Job Number: 97-0103 Location: r·· =============ii. -"'============;t STRESS ANALYSIS -PAGE 2 ' Joist D«lcrfpt/on: I DataRun: 9/02/00 ' Mark: I I SAN DIEGO, CA Short Span Crimp 301<280/180 J18B Chord ProoertlH : Chord Area Rx Rz Ryy y Ix Q Material 1 TC t.0151 0.7748 0.4934 1.4312 0.7033 0.6093 0.9673 2C = 2 1/2 X 2 1/2 X .212 BC 0.8742 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28 = 2 X 2 X .232 "-----'----'-----'-------'~--~---~---'-----'------------I ; Axlal and Bending Analy1l1 ; K: 'Fy: 'Fb: 'Momoflnertla: ILL240: ILL.240: ; 1.00 50,000.00 30,000.00 775.30 252.44 252.44 MaxBridgTC: 17-31/2 I Max Bridg BC: 24-10 7/8 I ; 1 1 ; Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: ;Length 35.75 42.00 24.00 30.00 31.75 1- 1-·0-0 --------1 ;.._._=:.;..._ __ -'----+-------t-----+------+-------t-------1 Min WeldLen2X: · Bending Load 280.00 280.00 0.00 280.00 280.00 o.sooo I : _fAxia-'--·_al_L_oa_d _____ -+--_1_6_._,4_6_8._53-+-__ 16_,,_04_2_.0_2 __ 4_7,_,6_27_.2_6-+--_1_5_._,4_0_2._75-+-__ 15_,,_7 4_1_.4---19 ;::M=ax=Load==F=il/Brs==7i=c:=====: 8,112.13 7,902.04 23,460.41 7,587.14 7,754.00 53,205.54 ---------+-----'------il------'-----+----'----+-----'------il------'------1 l-_;__--------1 '. Maximum K Ur 72.45 85, 12 30.98 60.80 64.34 Max Load no Fillers TC: I l,-F-a--------+---18-,0-2-3.-77-+---17-,-~-2-'-.2-7+_--2-6-,2-08-.1-8-+--2-2-,0-0-7.-77-+--_-1-9,-28-1-.8---171-~~14-7_1·-78 ___ ----1 I TCOALJRyy: 'iF'e 70,137.87 50,816.~ 155,626.02 99,600.64 88,923.63 ~6.3988 I i Cm 0.9653 0.9533 0.9397 0.9771 0.9738 ;::============: 1-----------+-------1-"'------+-----+---------i'-'---------1 BCStress: I Panel Point Moment 3806.09 3807.43 · 0.00 2393.24 2393.50 21,200.1& I Mid Panel Moment 2067.52 1991.12 0.00 631.97 1865.21 BCLJRz: 1: Panel Point fb 5611.45 5613.42 0.00 3528.43 3528.81 122·5188 I ll;MidPanelfb 1193.25 1149.16 0.00 364.74 1076.49 TCShearStress: • 1 Fillers O O O o o 8•060·34· I -~~~ I I !Panel Point Stress 13,723.58 13,515.45 23,460.41 11,115.58 11,282.81 9,232.93 !Mid.Panel Stress 0.4950 0.4921 0.8952 0.3580 0.4417 '-'--------' Web Design ! Member Web Tension Allow Tension Web Comp Allow Comp . Weld Qty Material i W2 16,391.45 21,205.75 0.00 2,502.52 4.8 x 0.230 1 RM= round 1 1 *W3 * 0.00 16,546.53 8,883.56 7,807.10 4.2 X 0.143 1 21 = 2 X 2 X .143 I !: W4 7,879.98 10,781.25 0.00 4,262.12 4.2~0.125 1 1E=11/2x11/2x.125 W5 0.00 14,531.25 6,993.70 7,972.92 3.8 X 0.125 1 20 = 2 X 2 X .125 l· W6 6,263.82 9,786.93 0.00 3,887.70 3.7x0.113 1 1C=11/2x11/2x.113 I ·, W7 0.00 14,531.25 _ 5,533.94 7,972.92 3.0 X 0.125-1 20 = 2 X 2 X .125 j we 4,804.06 _ ~~ ----e;-OS 1,072.40 3.0x0.109 1 10=1x1x.109 -_-, 1--r .. -.._,,..}s-------_--=----0.00 11,848.68 3,917.78 4,~1.62 2.0x0.138 1 1G=11/2x11/2x.138 W10 3,187.90 6,183.57 0.00 1,072.40 2.0x0.109 1 10=1x1x.109 I W11 0.00 9,786.93 2,657.19 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 W12 2,657.19 6,183.57 0.00 1,072.40 2.0x0.109 1 10=1x1x.109. I I 1 W13 0.00 9,786.93 2,657.19 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 t _ W14 2,657.19 6,183.57 0.00 1,072.40 2.0 X 0.109 41 1 10 = 1 X 1 X .109 W14 2,657.19 6,183.57 0.00 1,072.40 2.0x0.109 1 10=1x1x.109 W13 0.00 9,786.93 ·2,657.19 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 W12 2,657.19 6,183.57 0.00 .1,072.40 2_.0x0.109 ,,.. 1 10=1x1x.109 W11 0.00 9,786.93 2;963.94'. 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 W10 3,693.82 ' 6,183:57 0.00 1,072.40 2.3xQ.109 1 10=1x1x.109 I '1--_W_9 ______ o_.o_o+-_1_3,_,3_09_.9_2 ___ 4_._,4_2_3._7o~.-----5~,2_0_5_.3_5_2_.o_x_o_.1_5_s __ 1_+1_J_=_1_1_12_x_1_112_x_.1_56 __ _ ! we 5,309.98 7,818.57 o.oo 2,141.74 3.3x0.109 1 15=11/4x11/4x.109 W7 0.00 14,531.25 6,039.85 7,972.92 3.3 X 0.125 1 20 = 2 X 2 X .125 I WS 6,769.73 9,786.93 0.00 3,887.70 4.0x0.113 1 1C=11/2x11/2x.113 W5 0.00 14,531.25 6,620.87 8,583.76 3.6x0.125 1 20=2x2x.125 W4 9,312.33 13,309.92 0.00 4,118.46 4.0 X 0.156 1 1J = 11/2 X 11/2 X .156 I W3 <0.00 14,531.25 7,656.25 7,985.63 4.1 x0.125 1 20=2x2x.125 1. I I I I I I I I I I I I I I I I I I INTERNATIONAL STRUCTURAL PRODUCTS CORPORATION . 97-0103 FlorExpc J16 W3L COMPRESSIVE CAPACITY OF SINGLE WEB ANGLE REINFORCED WITH STEEL PLATE T• TENSION C • COMPRESSION REQUIRED INFO: ANGLE: b= 2.00 in t= 0.143 in Fy= 50 ksi Pact= 9527.43 lbs PLATE: t• 0.250 In b• 3.000 In Fy• 36.000 ksi LENGTH• 33.240 In C y• 0.553 A• 0.552 Ix• 0.214 rx• 0.624 Sx• 0.148 Q• 0.8979 y• 0.125 A• 0.750 Ix• 0.004 rx• 0.072 Sx• 0.031 brecom• 4 in in"2 in"4 In in"3 in in"2 inA4 In 1nA3 IZ"' IZ,. 0.087 in"4 0.396 in (y a 0.563 jnA4 ry• 0.866 in Sy • 0.375 in"3 COMPOSITE SECTION (PLATE AND ANGLE): y• Af.• ltx• rtx• ANALYSIS: 0.446 in 0.458 In K• 1.000 E • 29,000.00 ksl kl/r • Cc• Fa• 72.61 107.00 20,450 psi OKI! Pallow • 22,322_Jbs > Pact• 9,1527 lbs -·· .. ~-· ___ % __ . OF_-_t_o_T_AL __ C_AP ___ A_CITY __ • __ 42_.7 ____ c_OM ___ P_RE_S_S __ IO .... N _________ ~ OK, 5% Overstress ls allowed 9-Feb-00 I I I I I I I I I I I I ~,--- 1 I I -1 .I· I ( INTERNATIONAL STRUCTURA4 PRODUCTS CORPORATION 97-0103 FlorExp0 J16 W3R COMPRESSIVE CAPACITY OF SINGLE WEB ANGLE REINFORCED WITH STEEL PLATE T• TENSION C • COMPRESSION C ~ REQUIRED INFO: ANGLE: b• 2.00 in y• 0.546 in t• 0.125 in A• 0.484 jnA2 Fy= 50 ksi Ix=-0.190 jnA4 Pact= 8204.66 lbs nc• 0.626 in lz = 0.077 in"4 Sx• 0.131 jnA3 rz= 0.398 in Q• 0.8343 PLATE: t• 0.250 in y• 0.125 In b .. 3.000 in A• 0.750 inA2 Fy• 36.000 ksi Ix• 0.004 jnA4 ly " 0.563 inA4 nc• o.on in ry• 0.866 in Sx• 0.031 jnA3 Sy • 0.375 inA3 b recom • 4 LENGTH= 27.640 in COMPOSITE SECTION (PLATE AND ANGLE): y• At.• ltx• 0.426 In 0.453 in ANALYSIS: K• 1.000 E • 29,000.00 ksi -~----------- kl/r • Cc• Fa• 61.01 101.09 22,545 psi Pallow • 23,0915 Iba > Pact • 8,2015 lbs . % OF TOTAL CAPACITY• 36.15 COMPRESSION OK, 5% Overstress is allowed OK II 9-Feb-00 I I I I I I I I I I I I I -1 I I I I ' ' 1a--' ~ .. STRESS ANALYSIS-PAGE 1 Job Number. 1J«rName: IDeteRun: ;,· 97-0103 FLOR EXPO • FIX 9/02/00 .@nip. Location: ,, Joist Daer/pt/on: I Merli: SAN DIEGO, CA Short Span Crimp 301<280/160 J16C Geometry j Base Length: 'Worl(fng Length: I Joist Depth: I E:fective Dc,pth: I BC Panel Length: I Shape: 55-111/2 55-71/2 30.00 ~8.71 12 Special Parallel Chords Variable Left End Right End BC F>anel 4-7 3/4 4-3 3/4 TC Panel 3-1 3/4 2-9 3/4 ~~wwwWWWWWW\VSr First Half 2-0 1-0 First Diag. 6-7 3/4 5-3 3/4 1Depth 30.00 30.00 Loads ! Uniform Load in TC (plf) 280.00 Concentrated Load TC @ 28-7 3/4 (lbs) 500.00 Concentrated Load BC @ 8-7 3/4 (lbs) 80.00 Concentrated Load ~C@ 16-7 3/4 (lbs) 80.00 Concentrated Load BC@24-7 3/4 (Iba) 80.00 Concentrated Load BC@32-7 3/4 (lbs) 80.00 ·. Concentrated Load BC C 40-7 3/4 (Iba) 120.00 Concentrated Load BC @ 48-1 (lbs) 120.00 -Additional Shear in Webs 250.00 TC Axial Load (lbs) 7,500.00 Stress Analysis Summary I Int. F'anel TC: 24.00 I Max Panel BC: 48.00 I Reectlon LE:: 8,283.00 I Reection RE:: 8,352.00 I Minimum Sheer. 2,088.00 I Max TC Comp.: 49,930.20 ,,Max BC Tension 49,638.62 I Member TC Tension -TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00 16,669.19 0.00 0.00 17,225.37 0.00 60.94 0-2 V1S. 0.00 16,242.68 0.00 0.00 0.00 1,615.32 33.89 3-1 3/4 W3 0.00 16,242.68 19,973.81 0,00 0.00 9,395.67 37.42 4-7 3/4 W4 0.00 25,147.08 19,973.81 0.00 8,392.08 0.00 37.42 6-7 3/4 W5 0.00 25,147.08 29,785.36 0.00 0.00 7,557.94 37.42 8-73/4 W6 0.00 33,955.55 29,785.36 o:oo 6,828.06 0.00 37.42 10-7 3/4 : W7 0.00 33,955.55 37,657.61 0.00 0.00 6,098.18 37.42 12-7 3/4 I W8 0.00 40,891.59 37,657.61 0.00 5,368.30 0.00 37.42 14-7 3/4 ' I W9 0.00 40,891.59 43,590.57 0.00 0.00 4,534.15 37.42 16-7 3/4 l W10 0.00 45,821.46 43,590.57 0.00 3,804.27 0.00 37.42 18-7 3/4 W11 0.00 45,821.46 . 47,584.24 0.00 0.00 3,074.40 37.42 20-7 3/4 W12 0.00 48,878.92 47,584.24 0.00 2,721.41 0.00 37.42 22-7 3/4 W~1-3-·. --e:i---c .-.-.--.., 4!;8-'r~st --49,638.62 . .. 0.00 0.00 2,721.41 37.42 24-7 3/4 W14 0.00 49,930.20 49,638.62 0.00 2,721-.41 0.00 37.42 26-7 3/4 W14 0.00 49,930.20 49,335.73 0.00 2,721.41 0.00 37.42 28-7 3/4 W13 0.00 48,273.16 49,335.73 0.00 0.00 2,721.41 37.42 30-7 3/4 W12 0.00 48,273.16 46,675.60 0.00 2,816.77 0.00 37..42 32-7 3/4 W11 0.00 44,609.95 46,675.60 0.00 0.00 3,546.65 37.42 34-7 3/4 W10 ·o.oo 44,609.95 42,076.18 0.00 4,276.53 0.00 37.42 36-7 3/4 W9 0.00 39,074.32 42,076.18 0.00 0.00 5,006.41 37.42 38-7 3/4 W8 0.00 39,074.32 35,504.03 o.oo 5,892.69 0.00 37.42 40-7 3/4 , W7 0.00 31,465.64 35,504.03 0:00 0.00 6,622.57 37.42 42-7 3/4 W6 0.00 31,465.64 26,959.14 0.00 7,352.45 0.00 37.42 44-7 3/4 W5 0.00 23,430.96 26,959.14 0.00 0.00 7,142.44 33.49 46-7 3/4 W4 0.00 23,430.96 16,413.32 0.00 9,967.44 0.00 42.07 48-1 W3 0.00 15,658.88 16,413.32 0.00 0.00 8,140.82 31.12 50-7 3/4 V1S o.oo 15,658.88 0.00 0.00 0.00 1,395.00 33.89 53-1 3/4 W2 0.00 15,997.61 0.00 0.00 16,468.21 0.00 57.44 51-7 3/4 Standard Verticals Member Position Max Tension Max Comp. Length I I,,,,, V2 Interior 0.00 1,559.65 28.711 ' ~ ·, ~~ ':• ,' ' .-.,t.. i'· I ,.-I I I I I I I (I~ 1.~~ I I I I . Chord Properties Chord Area ! TC 1.0151 BC 0.8742 \ ! Axial and Bending Analysis I K: IFy: / 1.00 50,000.00 Top Chord Check ,. ! Length ( Bending Load ; Axial Load ; fa l 1 Maximum K Ur j.Fa i:F'e lrcm / 1 Panel Point Moment : Mid Panel Moment l Panel Point fb I Mid Panel fb (Fillers l Panel Point Stress ! Mid Panel Stress 1WebDeslgn j Member Web Tension ! W2 17,225.37 ; *W3* 0.00 : W4 · 8,392.08 I W5 0.00 I W6 6,828.06 ' ! W7 0.00 I~ ...; -{ ( -·-... _ STRESS ANALYSIS -PAGE 2 Job Number. IJobN.,,.: I Dale Run: 17-0103 FLOR EXPO • FIX 9/02/00 Location: I Jol,t Dncrlption: 1r;:~ SAN DIEGO, CA Short Span Crimp 301<280/160 Rx Rz Ryy y Ix Q Material 0.7748 0.4934 1.4312 0.7033 0.6093 0.9673 2C = 2 1/2 X 2 1/2 X .212 0.6113 0.3918 . 1.2455 0.5852 0.3266 1.0000 28 = 2 X 2 X .232 r; I Mom of Inertia: ILL240: ILL240: Max Bridg TC: I Max Bridg BC: 30,000.00 775.30 252.44 252.44 17-31/2 24-10 7/8 End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Cholds: 35.75 42.00 24.00 30.00 31.75 1.00 0.00 Min Weld Len 2X: 280.00 28.0.00 280.00 280.00 ,0.5000 16,669.19 16,242.68 49,930.20 15,658.88 15,997·611 ; Max Load Fillers TC: 8,210.97 8,000.88 24,594.80 7;713.31 7,880.16: 53,205.54 72.45 85.12 30.98 60.80 64.34 Max Load no Fillers TC: 18,023.77 17,662.27 26,208.18 22,007.77 19,281.87 48,471.76 70,137.87 50,816.66 155,626.02 99,600.64 88,923.63 TC OAL,Ryy: 466.3986 0.9649 0.952& 0.9368 0.9768 0.9734 BC Stress: 3806.09 3807.43 0.00 2393.24 2393.50 28,391.66 2067.52 1991.12 0.00 631.97 1865.21 BCURz: 5611.45 5613.42 d.00 3528.43 3528.81 122.5166 1193.25 1149.16 0.00 364.74 1076.49 TC Shear Stress: 0 0 ' 4 0 0 8,264.41 24,594.80 11,408.97 BC Shear Stress: 13,822.42 13,614.29 11,241.74 9,466.69 0.5005 0.4978 0.9384 0.3638 0.4483 Allow Tension Web Comp Allow Comp Weld Qty Material 21,205.75 0.00 2,502.52 5.0x0.230 1 RM= round 1 16,546.53 9,395.67 7,807.10 4.4x0.143 1 21 =2x2x.143 63,Z.</ 10,781.25 0.00 4,262.12 4.5x0.125 1 1 E = 1 1/2 X 1 1/2 X .125 14,531.25 7,557.94 7,972.92 4.1 x0.125 1 20 = 2 X 2 X .125 9,786.93 0.00 3,887.70 4.1 x0.113 1 1C=11/2x11!2x.113 14,531.25 6,098.18 7,972.92 3.3 X 0.125 .., 1 20 =2x2x .125 c··I .:1rr -·wts .5;36'~~-~."i~oi' ----troo ·· ·---1,072.40 3.3x0.109 1 10-1x1x.109 l· I I I· I I I 1t ,,. Ii I I I l i W9 W10 W11 W12 W13 W14 W14 W13 W12 W11 W10 W9 we W7 W6 W5 W4 *W3* 0.00 11,848.68 3,804.27 6,183.57 0.00 9,786.93 2,721.4f 6,183.57 0.00 9,786.93 2,721.41 6,183.57 2,721.41 6,183.57 0.00 9,786.93 2,816.77 6,183.57 0.00 9,786.93 4,276.53 6,183.57 0.00 13,309.92 5,892.69 7,818.57 0.00 14,531.25 7,352.45 9,786 .. 93 0.00 14,531.25 9,967.44 13309.92 0.00 14,531.25 4,534.15 4,661.62 2.2x0.138 1 1G=11/2x11/2x.138 0.00 1,072.40 2.4x 0.109 1 10 = 1 X 1 X .109 3,074.40 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 0.00 1,072.40 2.0x 0.109 1 10 = 1 X 1 X .109 . 2,721.41 3,887.70 2.0x0.113 1 1C=11/2x11!2x.113 0.00 1,072.40 2.0x0.109 1 10 = 1 X 1 X .109 0.00 1,072.40 2.0x0.109 1 10=1x1x.109 2,721.41 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 0;00 1,072.40 . 2.0 X 0.109 1 10 = 1 X 1 X .109 3,546.65 3,887,70 2.1 x0.113 1 1C=11!2x11!2x.113 o.oo· ·., 1,072.40 2.6 X 0.109 1 10=1x1x.109 5,006.41 5,205.35 2.2 X 0.156 1 1J = 1 1/2 X 11/2 X .156 0.00 2,141.74 3.6 X 0.109 1 15=11/4x11/4x.109 6,622.57 7,972.92 3.6x 0.125 1 20 = 2 X 2 X .125 0.00 3,887.70 4.4x0.113 1 1C=11/2x11/2x.113 7,142.44 8,583.76 3.8 X 0.125 1 20 = 2 X 2 X .125 O.QO 4,118.46 4.3x0.156 1 1J=11/2x11!2x.156 8,140.82 7,985.63 4.4 x0.125 1 20 = 2 X 2 X .125 j I I i l I I I I I I I I I I I I I I --1 I I I I I I r I I-' STRESS At\lAL YSIS -PAGE 1 JobNumbt!ir: IJobNerne: Dati,Run: ·. ~ 97-0103 FLOR EXPO -FIX 9/02/00 . .@nip. Location: I Joist Dtlscr/pt/on: I MIJl'k: SAN DIEGO, CA Short Span Crimp 30K280/180 J18C : Geometry 11885" Length: Working Length: I Jot,, Depth: I Efect/vi, Depth: I SC Panel Length: I Shape: ,55-111/2 55-71/2 30.00 28.71 12S1>99lal Parallel Chords I, ,. 1'. Variable Left End Right End 1BC Panel 4-73/4 4-3 3/4 Ire Panel 3-1 3/4 2-9 3/4 ~\V\V\V\V\V\V\V\V\VSVSP !First Half 2-0 1-0 1 : First Diag. 6-7 3/4 5-3 3/4 ,Depth 30.00 30.00 i Loads : . Uniform Load in TC (plf) 280.00 Concentrated Load BC@ 8-7 3/4 (lbs) 80.00 'Concentrated Load BC@ 16-7 3/4 (lbs} 80.00 Conceotrated Load BC@24-7 3/4 (lbs) 80.00 ]concentrated Load BC@32-7 3/4 (lbs} 80.00 Concentrated Load BC@40-7 3/4 (lbs} 120.00 Concentrated Load BC@48-1 (lbs) 120.00 TC Axial Load (lbs) 7,500.00 Stress Analysts Summary lint. Pa,-,,,/ TC: 24.00 IMaxPaMIBC: 48.00 IReectlonLE: 8,031.99 I RNCtfon RE: 8,098.01 I Minimum Shear. 2,024.00 I Max TC Comp.: 47,025.80 I Max BC Temion 48,938.18 I 1: Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist ,, w2 0,00 16,326.59 0.00 0.00 16,176.88 0.00 60.94 0-2 ii V1S 0.00 15,900.08 0.00 0.00 0.00 1,305.73 33.89 3-13/4 I ! . W3 0.00 15,900.08 19,313.05 0.00 0.00 8,751.80 37.42 4-73/4 W4 0.00 24,2_82.35 19,313.05 0.00 7,748.21 0.00 37.42 6-7 3/4 W5 0.00 24,282.35 28,716.66 0:00 0.00 6,914.07 37.42 8-73/4 we 0.00. 32,682.88 · . 28,716.66 0.00 6,184.19 0.00 37.42 10-7 3/4 : W7 0.00 32,682.88 36,180.98 .. O.OQ 0.00 5,454.31 37.42 12-7 3/4 W8 0.00 39,210.98 36,180.98 0.00 4,724.43 0.00 37.42 14-7 3/4 i W9 0.00 39,210.98 41,706.00 0.00 0.00 3,890.28 37.42 16-7 3/4 I W10 0.00 43,732.93 41,706.00 0.00 3,160.41 0.00 37.42 18-7 3/4 vv11 0.00 43,732.93 45,291.75 0.00 0.00 2,637.99 37.42 20-7 3/4 W12 0.00 46,382.45 45,291.75 0.00 2;637.99 0.00 37.42 22-7 3/4 W13 0.00 46,382.45 46,938.18 0.00 0.00 2,637.99 37.42 24-7 3/4 r· Jt,{J4. .. --_. _.Q,QO -47,ois.ao _46,938,16 0.00 2,637.99 0,00 37.42 26-7 3/4 W14 0.00 47,025.80 46,645.32 0.00 2,637.99 0.00 37.42 28-7 3/4 W13 0.00 45,796.72 46,645.32 0.00 0.00 2,637.99 37.42 30-7 3/4 / W12 0.00 45,796.72 44,413.16 0.00 2,637.99 0.00 37.42 32-7 3/4 ' W11 0.00 42,561.48 44,413.16 0.00 0.00 2,887.16 37,42 34-7 3/4 W10. 0.00 42,56j.48 4Q,241.71 0.00 3,617.04 0.00 37.42 36-7 3/4 W9 0.00 37,453.83 40,241.71 0.00 0.00 4,346.92 • 37.42 38-7 3/4 W8 0.00 37,453.83 34,097.53 0.00 5,233.20 0.00 37.42 40-7 3/4 W7 0.00 30,273.12 34,097.53 0.00 O.QO 5,963.08 37.42 42-7 3/4 W6 0.00 30,273.12 25,980.61 0.00 6,692.96 0.00 , 37.42 44-7 3/4 W5 0.00 22,606.23 25,980.61 0.00 0.00 6,552.15 33.49 46-7 3/4 W4 0.00 22,606.23 15,862.75 0.00 9,226.02 0.00 42.07 48-1 W3 0.00 15,326.20 15,862.75 0.00 0.00 7,592.41 31.12 50-7 3/4 V1S 0.00 15,326.20 0.00 0.00 0.00 1,085.42 33.89 53-1 3/4 W2 0.00 15,664.93 0.00 0.00 15,455.91 0.00 57.44 51-7 3/4 Standard Verticals Member Position Max Tension Max Comp. Length I V2 Interior 0.00 795.13 28.711 ,. , ,. ~ I I I I I I I I I I I I 1· - ~ in~-_Jf'gnjp. Chord Properties Chord Area TC 1.0151 BC 0.8742 ' Axlal and Bending Analysis r K· tr: 1.00 50,000.00 ' I Top Chord Check !Length f Bending Load 'Axial Load !fa Maximum KUr Fa F'e cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panelfb Fillers Panel Point Stress Mid Panel Stress WebDeslan · Member Web Tension W2 16,176.88 *W3* 0.00 W4 7,748.21 W5 0.00 W6 6,184.19 W7 0.00 W8 4,724.43 ---!:J.AJ~ ----.. o,oo. W10 3,160.41 W11 0.00 W12 2,637.99 W13 0.00 W14 2,637.99 W14 2,637.99 W13 0.00 W12 2,637.99 W11 0.00 W10 3,617.04 W9 0.00 W8 5,233.20 W7 0.00 we. 6,692.96 ( ! .. STRESS ANALYSIS -PAGE 2 JobNumbtlr. 'Joo Name: I Date Run: 17-0103 FLOR EXPO • FIX 9/02/00 Location: I Jol&IDftcrlpt/on: Ir~ SAN DIEGO, CA Short Span Crimp 301<280/160 Rx Rz Ryy y Ix Q Material 0.7748 0.4934 1.4312 0.7033 0.6093 0.9673 2C = 2 1/2 X 2 1/2 X .212 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28 = 2 X 2 X .232 tb: I Mom of Inertia: .ILL240: ILL240: Max. Bridg TC: I Max. Bridg BC: 30,000.00 775.30 252.44 252.44 17-31/2 24-10 7/8 End Panel LE First Panel LE Interior Panel . First Panel RE End Panel RE Gap Between Chords: 35.75 42.00. 24.00 30.00 31.75 1.00 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X: 0.5000 1.6,326.59 15,900.08 47,025.80 15,326.20 15,664.93 Max. Load Fillers TC. 8,042.21 7,832.12 23,164.14 7,549.43 7,716.29 53,205.54 72.45 85.12 30.98 60.80 64.34 Max. Load no Fillers TC: 18,023.77 17,662.27 26,208.18 22,007.77 19,281.87 48,471.76 70,137.87 50,816.66 155;626.02 99,600.64 88,923.63 TC OA!.IRyy: 466.3986 0.9656 0:9538 0.9405 0.9773 0.9740 BCStJess: 3806.09 3807.43 0.00 2393.24 2393.50 26,847.10 2067.52 1991.12 0.00 631.97 1865.21 BCLJRz: 5611.45 5613.42 0.00 3528.43 3528.81 122.5166 1193.25 1149.16 0.00 364.74 1076.49 TC Shear StJess: 0 0 0 0 0 7,999.34 • 13,653.66 13;445.54 23,164.14 11,077.87 11,245.10 BC Shear StJess: 9,163.08 0.4910 0.4881 0.8839 0.3563 0.4397 Allow Tension Web Comp Allow Comp Weld Qty Material 21,205.75 0.00 2,502.52 4.7x0.230 1 RM= round 1 16,546.53 8,751.80 7,807.10 4.1 x0.143 1 21 =2x2x.143 10,781.25 0.00 4,262.12 4.2x0.125 1 1E=11/2x11/2x.125 14,531.25 6,914.07. 7,972.92 3.7 x0.125 1 20 = 2 X 2 X .125 9,786.93 0.00 3,887.70 3.7 X 0.113 1 1C=11/2x11/2·x.113 14,531.25 5,454.31 7,972.92 2.9x0.125 1 20 = 2 X 2 X .125 6,183.57 . 0.00 . _...,_. t,.P72.40 2.9x0.109 1 10 = 1 X 1 X .109 --;T;848;68 3,890.28 4,661.62 2.0x0.138 1 1G=11/2x11/2x.138 6,183.57 0.00 1,072.40 2.0_x0.109 1 10 = 1 X 1 X .109 9,786.93 2,637.99 3,887.70 2.0 X 0.113 1 1C=11/2x11/2x.113 6,183.57 0.00 1,072.40 2.0x0.109 1 10=1x1x.109. 9,786.93 2,637.99 3,887.70 2.0 x0.113 1 1C=11/2x11/2x.113 6,183.57 0.00 1,072.40 2.0x0.109 1 10 = 1 X 1 X .109 6,183.57 0.00 1,072.40 2.0x0.109 1 10 = 1 X 1 X .109 9,786.93. 2,637.99 3,8&7.70 2.0x0.113 1 1C=11/2x11/2x.113 6,183.57 0.00 1,072.40 2.0 X 0.109 1 10 = 1 X 1 X .109 9,786.93 2,887.16 3,887.70 2.0 X 0.113 1 1C=11/2x11/2x.113 6,183.57 0.00 1,072.40 2.2 X 0.109 1 10 = 1 X 1 X .109 13,309;92 4,346.92 5,205.35 2.0 X 0.156 1 1J=11/2x11/2x.156 7,818.57 0.00 2,141.74 3.2 X 0.109 1 15=11/4x11/4x.109 14,531.25 . 5,963.08 7,972.92 3.2x0.125 1 20 = 2 X 2 X .125 9,786.93 0.00 3,887.70 4.0x0.113 1 1C=11/2x11/2x.113 I I I I I I I W5 0.00. 14,531.25 6,552.15 8,583.76 3.5x0.125 1 20 = 2 X 2 X .125 W4 9,226.02 13,309.92 0.00 4,118.46 4.0x0.156 1 1J=11/2x11/2x.156 W3 0.00 14,531.25 7,592.41 .7,985.63 4.1 x0.125 1 20 = 2 X 2 X .125 I I I I I I I I I I I I I I I I I -1- I I I I I I ( INTERNATIONAL STRUCTURAL PRODUCTS CORPORATION 97-0103 FlorExpo J16 W3L COMPRESSIVE CAPACITY OF SINGLE WEB ANGLE REINFORCED WITH STEEL PLATE T• TENSION C • COMPRESSION C REQUIRED INFO: ANGLE: b• 2.00 in y• 0.553 in t= 0.143 in A• 0.552 inA2 Fy= 50 ksi Ix• 0.214 inA4 Pact• 9395.67 lbs IX• 0.624 in lz = 0.087 inA4 Sx• 0.148 JnA3 rz=-0.396 in Q• 0,8979 PLATE: t• 0.250 in y• 0.125 in b• 3.000 in A• 0.750 inA2 Fy• 36.000 ksi Ix• 0.004 fnA4 fy • 0,563 fnA4 rx• 0.012 in ry• 0.866 in Sx• 0.031 JnA3 Sy • 0.375 inA3 brecom• 4 LENGTH• 33.240 In COMPOSITE SECTION (PLATE AND ANGLE): y• 0.448 in At.• 1.302 fnA2 1.092 inA2 ltx • 0.273 in"4 rtx • 0.458 in ANALYSIS: K• 1.000 kl/r • 72.61 -----e_,. __ ~ 29,00Q.OO ksl _______ Cc• 107.00 Fa • 20,459 psi Pallow • 22,322 lbs > Pact • % OF TOTAL CAPACITY• "42.1 9,396 lbs COMPRESSION OK, 5% Overstress is allowed • OKI! 9-Feb-00 I j I I I I I I I I' I 1. I --I- I I I I I I / / i i~ ' - STRESS ANALYSIS -PAGE 1 JobNumbflr. IJobName: DeteRun: 1g~-. 97-0103 FLOR EXPO • FIX 8/02/00 Jilpljp. Locellon: I Jol,t De,cr/pt/on: 1r;;~ SAN DIEGO, CA Short Span Crimp 301<280/160 - Geometry j Base Length: Worldng Length: I Jol,t Depth: I Efective Depth: I BC Panel Length: rshape: 55-101/2 55-81/2 30.00 28.71 12 Special Parallel Chords Variable Left End Right End C:Oa..., So::>:l,,, C -,-.s-\1 Qtrt BC Panel 4-71/4 4-3 1/4 TC Panel 3-11/4 2-9 1/4 ~~WYVW~'"V\V\r First Half 2-0 1-0 First Diag. 6-7 1/4 5-3 1/4 !Depth 30.00 30.00 , Loads I! Uniform Load in TC (plf) 280.00 Concentrated Load TC@ 28-7 1/4 (lbs) 500.00 I Concentrated Load BC C 8-7 1/4 (lbs) 120.00 Concentrated Load BC@ 16-7 1/4.(lbs) 120.00 I Concentrated Load BC @ 24-7 1/4 (lbs) 240.00 Additional Shear in Webs 250.00 ITC Axial Load (lbs) 7,500.00 Stress Analysis Summary . ynt. Panel TC: , 24.00 I Max Panel BC: 55.25 IReectlonLE: 8,340.49 I Reectlon RE: 8,191.17 I Minimum Shear: 2,085.12 I Max TC Comp.: 49,805.80 I Max BC Temion 49,656.81 I Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00 16,654.54 0.00 0.00 17,234.28 0.00 60.50 0-2 V1S 0.00 16,230.78 0.00 0.00 · 0:00 1,607.81 33.89 3-11/4 W3 0.00 18,230.78 20,015.76 0.00 0.00 9,485.81 37.42 4-71/4 W4 0.00 25,246.83 20,015.76 0.00 8,482.22 0.00 37.42 6-71/4 W5 0.00 25,248.83 29,909.49. 0.00 0.00 7,595.94 37.42 8-71/4 W6 0.00 34,104.04 29,909.49 0.00 6,866.06 0.00 37.42 10-71/4 I W7 0.00 34,104.04 37,830.50 0.00 0.00 6,136.18 37.42 12-71/4 II W8 0.00 41,088.83 37,830.50 0.00 . 5,406.31 0.00 37.42 14-71/4 W9 0.00 41,088.83 43,778.77 0.00 0.00 4,520.02 37.42 16-71/4 W10 0.00 45,378.76. . 43,778.77 0.00 3,464.60 0.00 33.24 18-71/4 W11 0.00 45,378.76 47,754.32 0.00 0.00 3,595.48 42.44 20-0 W12 0.00 49,039.92 47,754.32 0.00 2,717.66 0.00 37.42 22-71/4 W13 0.00 49,039.92 49,656.81 0.00 0.00 2,717.66 37.42 24-71/4 W14 0.00 49,805.80 49,656.81 .o.oo 2,717.66 0.00 37.42 26-71/4 .. W1,.f .. u:oo ·" ~--49,068.31 49;805.80 ' 0.00 2,717.66 0.00 37.42 28-71/4 W13 0.00 47,882.94 49,068.31 0.00 0.00 2,717.66 37.42 30-71/4 W12 0.00 47,882.94 46,189.46 0.00 2,935.17 0.00 37.42 32-71/4 W11 0.00 . 44,047.87 46,189.46 0.00 0.00 3,665.05 37:,42 34-71/4 W10 0.00 44,047.87 41,438.17 0.00 4,394.92 0.00 37.42 36-71/4 W9. 0.00 38,360.38 41,4~8.17 0.00 0.00 5,124.80 37.42 38-71/4 W8 0.00 38,~0.38, 34,814.46 0.00 5,854.68 0.00 37.42 40-71/4 W7 0.00 30,800.45 34,814.46 0.00 0.00 6,584.56 37.42 42-71/4 W6 o.oo. 30,800.45 26,318.33 0.00 7,314.44 0.00 37.42 44-71/4 W5 0.00 22,912.83 26,318.33 0.00 0.00 7,047.61 33.24 46-71/4 W4 0.00 22,912;83 15,949.1'7. . 0.00 9,825.26 0.00 42.44 48-0 ' W3 0.00 15,357.97 15,949.77 0.00 0.00 7,979.15 31.12 50-71/4 V1S 0.00 15,357.97 0.00 0.00 0.00 1,387.50 33.89 53-11/4 W2 0.00 15,693.97 0.00 0.00 16,036.46 0.00 57.01 51-71/4 Standard Vertlclls Member I Position I Max Tension Max Comp. Length I V2 I Interior I 0.00 1,559.03 28.711 ,' . .. ·~~,,, : I I I I I I I I I I I I I I I I ' :ia I - flgnjp. I ; Chord Properties ' Chord Area TC 1.0151 I BC 0.8742 - Axlal and Bending Analysis JK: -'Fy: :1.00 50,000.00 i Top Chord Check 1 Length ,. ! Bending Load ·;Axial Load '.fa j Maximum K Ur !Fa F'e Cm Panel Point Moment 1 Mid Panel Moment _ : Panel Point fb Mid Panelfb - Fillers Panel Point Stress Mid Panel Stress Web Design I M!,!mber Web Tension I W2 17,234.28 : *W3* 0.00 W4 8,482.22 W5 \ 0.00 W6 6,866.06 W7 0.00 w.e: ,-r, ,,-5A,06_.~~'- I W9 0.00 ,, W10 3,464.60 I, ,. I W11 0.00 W12 2,717.66 W13 0.00 W14 . 2,717.66 W14 2,717.66 W13 0.00 W12 2,935.17 W11 0.00 W10 4,394.92 W9 0.00 WB 5,e54.68 W7 0.00 W6 7,314.44 W5 0.00 W4 9,825.26 W3 0.00 N-I," ---"~. ,..,, ·-· ·--· -7 STRESS ANALYSIS -PAGE 2 Job Numtw: I Job Name: IDeteRun: 97-0103 FLOR EXPO • FIX 8/02/00 Location: I Joist Description: I Marlc: SAN DIEGO, CA Short Span Crimp 301<280/160 J17A Rx Rz Ryy y Ix Q Material 0.7748 0.4934 1.4312 0.7033 0.6093 0.9673 2C = 2 1/2 X 2 1/2 X .212 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28 = 2 X 2 X .232 tb: I Mom ol lnerlfa; ILL240: ILL240: MaxBridgTC: I Max Bricfg BC: 30,000.00 775.30 253.57 253.57 17-31/2 24·10 7/8 End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 35.25 42.00 24.00 30.00 31.25 1.00 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X: 0.5000 16,654.54 16,230.78 49,805.60 15,357.97 15,693.97 Max Load Fillers TC; 8,203.75 7,995.01 24,533.43 7,565.09 7,730.59 53,205.54 71.44 85.12 30.98 . 60.80 63.33 Max Load no Fillers TC: 18,185.43 17,662.27 26,208.18 22,007.77 19,433.48 48,471.76 72,141.70 50,816.66 155,626.02 99,600.64 91,791.95 TCOA/JRyy: 485.6998 0.9659 0.9528 0.9369 0;9772 0.9747 BCSf18ss: 3754.66 3756.02 0.00 2330.46 2330.73 28,402.07 1989.93 2006.17 0.00 636.25 1802.14 BCLIRz: 5535.62 5537.63 0.00 3435.87 3436.27 141.0218 1148.47 1157.85 0.00 367.21 1040.09 TC Shear Stress: 0 0 5 0 0 8,311.16 13,739.38 13,532.64 24,533.43 11,000.95 11,166.86 BC Shear Stress; 9,523.41 0.4942 0.4978 0.9361 0.3571 0.4359 Allow Tension Web Comp Allow Comp Weld Qty Material 21,205.75 0.00 2,539.11 5.0x0.230 1 RM= round 1 16,546.53 9,485.81 7,807.10 4.5 x0.143 1 21 =2x2x.143 '33, ,<) 11,848.68 0.00 4,661.62 4.1 x0.138 1 1G=11/2x11/2x.138 14,531.25 7,595.94 7,972.92 4.1 x0.125 1 20 = 2 X 2 X .125 9,786.93 0.00 3,887.70 4;1 x0.113 1 1C=11/2x11/2x.113 _ 14,531.25 6,136.18 1.en.92·· 3.3x 0.125 1 20=2x2x.125 ,,,-as:sr~ -0.Qb 1,072.40 3.3x0.109 1 10=1x1x.109 11,848.68 4,520.02 4,661.62 2.2x0.138 1 1G=11/2x11/2x.138 6,183.57. 0.00 1,359.14 2.1 x0.109 1 10=1x1x.109 11,848.68 . 3,595.48 3,624.77 2.0x0.138 1 1G=11/2x11/2x.138 6,183.57 0.00 1,072.40 2.0x0.109 1 10=1x1x.109 9,786.93 2,717.66 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 6,183.57 0.00 1,072.40 2.0 x0.109 1 10=1x1x.109 6,183.57 0.00 1,072.40 2.0x0.109 1 10 = 1 X 1 X .109 9,786.93 2,717.66 3,887.70 2.0 X 0.113 1 1C=11/2x11/2x.113 6,183.57 0.00 1,072.40 2.0x0.109 1 10=1x1x.109 9,786.93 3,665.05 3,887.70 2.2x0.113 1 1C=11/2x11/2x.113 6,183.57 o:oo·· 1,072.40 2.7 X 0.109 1 10=1x1x.109 13,309.92 5,124.80 5,205.35 2.2 X 0.156 1 1J = 1 1/2 X 11/2 X .156 7,818.57 0.00 2,141.74 3.6 X 0.109 1 15=11/4x11/4x.109 14,531.25 6,584.56 7,972.92 3.5x0.125 1 20 = 2x2 X .125 9,786.93 0.00 3,887.70 4.4x0.113 1 1C=11/2x11/2x.113 14,531.25 7,047,61 8,622.09 3.8xO.f25 1 20 = 2 X 2 X .125 13,309.92 0.00 4,047.57 4.2x0.156 1 1J=11/2x11/2x.156 14,531.25 7,979.15 7,985.63 4.3 x0.125 1 20=2x2x.125 . ----~---~--'-( ~11~ STRESS ANAL Yt'H8 w f>AGE 1 Job NIJnltW: 'Job Name: · 'Date Run: -~ 97-0103 FLOR EXPO -Fl~ 8/02/00 JfipljJJ. Location: JolsfDtJ:scrfpt/on: I Mark: SAN DIEGO, CA Short Span Crimp 30K280/160 J17A Geometry j Base Length: Working Length: I Joist Depth: I Efectlve Depth: I BC Panel Length: 'Shape: 55-101/2 55-61/2 30.00 · 28.71 12 Special Parallel Chords Variable Left End RiahtEnd 'SI.U S?S~ d:l ( -rs~ BC Panel 4-71/4 4-3 1/4 I I I I I I I I I I I I TC Panel First Half 3-11/4 2-0 2-9 1/4 ~\V\V\17\V\V\V\V\V\V~ 1-0 I I I I I I I First Diag. 6-71/4 5-31/4 Depth 30.00 30.00 Loads Uniform Load in TC (plf) 280.00 Concentrateq Load BC @ 8-7 1/4 (lbs) I Concentrated Load BC en 16-7 1/4 (lbs) 120.00 Concentrated Load BC @24-71/4 (lbs) I TC Axial Load (lbs) 7,500.00 Stress Analysts Summary I Int. Panel TC: 24.00 I Max Panel BC: 55.25 I Reectlon LE: l,ON.49 I Reectlon RE: 7,935.17 I Minimum Shear: 2,024.12 'Max TC Comp.: 46,905.55 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. W2 0.00 16,315.14 0.00 0.00 16,193.39 0.00 V1S 0.00 15,891.38 0.00 0.00 0.00 1,298.25 W3 0.00 15,891.38 19,359.26 0.00 0.00 8,841.95 W4 o.oo 24,386.38 19,359.26 0.00 7,838.37 0.00 W5 0.00 24,386.38 28,845.08 0.00 0.00 6,952.09 W6 0.00 32,835.67 28,845.08 0.00 6,222.21 0.00 W7 0.00 32,835.67 36,358.17 0.00 0.00 5,492.33 we 0.00 39,412.55 36,358.17 0.00 4,762.45 0.00 W9 0.00 39,412.55 41,898.52 0.00. 0.00 3,876.17 W10 0.00 43,356.16 41,898.52 0.00 2,892.68 0.00 W11 0.00 43,356.16 45,466.15 0:00 0.00 2,991.77 W12 0.00 46,547.79 45,466.15' 0.00 2,638.15 0.00 W13 0.00 46,547.79 46,960.73 0.00 0.00 2,638.15 . W14 0.00 46,905.55 46,960.73 0.00. 0.00 2,638.15 -· .-·w~~--.. ·.(;!,~ . --<4a;$~~"-, ~~a;-~6'. ·-. "" . 0.00 2,638.15 0.00 . . W13 45,390.88 0.00 46,382.26 0.00 0.00 2,638.15 W12 0.00 45,390.88 . 43,931.39 0.00 2,638.15 0.00 W11 0.00 42,003.79 43,931.39 0.00 0.00 3,005.55 W10 0.00 42,003.79 39,608.09 0.00 3,735.42 0.00 W9 0.00 36,744.29 39,608.09 0.00 0.00 4,465.30 WB • 0.00 36,744.29 33,412.37 0.00 5,195.18 0.00 W7 0.00 29,612.35 33,412.37 0.00 0.00 5,925.06 W6 0.00 29,612.35 25,344.22 0.00 6,654.94 0.00 . W5 0.00 22,191.05 25,344.22 0.00 0.00 6,461.80 W4 0.00 22,191.05 15,403.65 0.00 9,077.36 0.00 W3 0.00 15,028:62 15,403.65, .· 0.00 0.00 7,430.73 V1S 0.00 15,028:62 0.00 0.00 0.00 1,077.93 W2 0.00 15,364.62 0.00 0.00 15,031.77 0.00 Standard Verticals Member Position Max Tension Ma)(Comp. Length V2 Interior 0.00 794.53 28.71 120.001 240.ool 'Max BC Tension 46,960.73 I Web Length PP Dist 60.50 0-2 33.89 3-11/4 37.42 4-71/4 37.42 6-71/4 37.42 8-71/4 37.42 10-71/4 37.42 12-71/4 . 37.42 14-71/4 37.42 16-71/4 33.24 18-71/4 42.44 20-0 37.42 22-71/4 37.42 24-71/4 37.42 26-71/4 37.42 28-71/4 37.42 30-71/4 37.42 32-71/4 37.42 34-71/4 37..42 36-71/4 37.42 38-71/4 37.42 40-71/4 37.42 42-7 1/4 37.42 44-71/4 33.24 46-71/4 42.44 48-0 31.12 50-7 1/4 33.89 53-11/4 57.01 51-71/4 )' Ii. · . --·--·== --.. " .. "'· STRESS ANALYSIS • PAGE 2 '~-1 Job Numb«: . r I~ I I I I I I I I I I I I I I I I I I . ~ 1g C 97:-0103 I Job NttrN: FLOR EXPO • FIX 'Oa/ttRun: 8/02/00 Location: I Jo/It Dncrlp/Jon: IMark: !""-JflprJP. SAN DIEGO, CA Short Span Crimp 301<280/160 J17A Chord Pronertles Chord Area Rx Rz ' Ryy y Ix Q Material l TC 1.0151 0.7748 0.4934 1.4312 0.7033 0.6093 0.9673 2C = 2 1/2 X 2 1/2 X .212 BC 0.8742 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28 = 2 X 2 X .232 ! ~lal and Bendlna Analysis . K· IFy: r: I Mom of Inertia: ILL240: ILL240: Max Bridg TC: I Max Bridg BC: 11:00 50,000.00 30,000.00 775.30 253.57 253.57 17-31/2 24-10 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: : Length 35.25 42.00 24.00 30.00 31.25 1.00 · Bending Load 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X: 0.5000 · Axial LQad 16,315.14 15,891.38 46,905.55 15,028.62 15,364.62 Max Load Fillers TC: fa 8,036.57 7,827.83 23,104.91 7,402.85 7,568.36 53,205.54 Maximum KUr 71.44 85.12 30.98 60.80 63.33 Max Load no Fillers TC: ! Fa 18,185.43 17,662.27 26,208.18 22,007.77 19,433.48 48,471.76 I TCOAL/Ryy: ,;F'e 72,141.70 50,816.66 155,626.02 99,600.64 91,791.95 465.6998 C.m 0.9666 0.9538. 0.9406 0.9777 0.9753 BC Stress: Panel Point Moment 3754.66 3756.02 0.00 2330.46 2330.73 26,860.00 Mid Panel Moment 1989.93 2006.17 0.00 636.25 1802.14 BCLJRz: I t Panel Point fb 5535.62 5537.63 0.00 3435.87 3436.27 141.0218 i; Mid Panel fb 1148.47 1157.~5 0.00 367.21 1040.09 TC Shear Stress: 1!Fillers 0 0 1 0 0 8,055.41 '. Panel Point Stress 13,572.19 13,365.46 10,838.72 BC Sheer Stress: 23,104.91 11,004.63 9,230.36 I Mid Panel Stress 0.4850 0.4882 0.8816 0.3497 0.4275 Web Deslan I· Member Web-Tension Allow Tension ., ! Web Comp Allow Comp Weld Qty Material 1; W2 16,193.39 21,205.75 0.00 2,539.11 4.7x0.230 1 RM= round 1 *W3* 0.00 16,546.53 8,841.95 7,807.10 4.2x0.143 1 21 =2x2x.143 .,,,z.~1 I W4 7,838.37 11,848.68 O.OQ 4,661.62. 3.8 X 0.138 1 1G=11/2x11/2x.138 i W5 0.00 14,531.25 6,952.09 7,972.92 3.7x0.125 1 20 =2x2x .125 ! W6 6,222.21 9,786.93 0.00 3,887.70 3.7x0.113 1 1C=11/2x11/2x.113 W7 0.00 14,531.25 5,492.33 7,972.92 3.0x0.125 1 20 = 2 X 2 X .125 w0 4,762.45 6,183.57 0.00 1,072.40 2:9.' X 0.109 1 10=1x1x.109 W9 .MO _ .. 11,(34J.68 .3,876.17 . 4,661.62 2.0 X 0.138 1 1G=11/2x11/2x.138 ·1: W10 2,892;68 6,183.57 0.00 1,359.14 2.0x0.109 1 10=1x1x.109 •: W11 0.00 11,848.68 2,991.77 3,624.77 2.0 X 0.138 1 1G=11/2x11/2x.138 I W12 2,638.15 6,183.57 0.00 1,072.40 2.0 X 0.109 1 10=1x1x.109. I W13 0.00 9,786.93 2,638.15 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 i W14 0.00 9,786.93 2,638.15 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 t t W14 2,638.15 6,183.57 0.00 1,072.40 2.0x0.109 1 10=1x1x.109 W13 0.00 9,786.93 2,638.15 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 W12 2,638.15 6,183.57 0.00 1,072.40 2.0x0.109 1 10 = 1 X 1 X .109 W11 0.00 9,786.93 3,005.55 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 W10 3,735.42 6,1~3,57 0.00 1,072.40 2.3x0.109 1 10=1x1x.109 ,, W9 0.00 13,309.92 ' 4,465.30 5,205,35 2.0x0.156 1 1J=11/2x11/2x.156 I w0 5,195.18 7,818.57 0.00 2,141.74 3.2 X 0.109 1 15=11/4x11/4x.109 W7 0.00 14,531.25 5,925.06 7,972.92 3.2x 0.125 1 20 = 2 X 2 X .125 we 6,654.94 9,786.93 0.00 3,887.70 4.0x 0.113 1 1C=11/2x11/2x.113 W5 0.00 14,531.25 · 6,461.80 8,622.09 3.5x0.125 1 20 = 2 X 2 X .125 W4 9,077.36 13,309.92 0.00 4,047.57 3.9x0.156 1 1J=11/2x11/2x.156 W3 0.00 14,531.25 7,430.73 7,985.63 4.0x0.125 1 20 = 2X2 X .125 • • '. -~--... ·-..-,-~,, ....... i .... ,.,....,,,:,•·•-.- I : I I I I I I I I I I I I 'I I I I I I INTERNATIONAL STRUCTURAL PRODUCTS CORPORATION 97-0103 FlorExpo J17 W3L COMPRESSIVE CAPACITY OF SINGLE WEB ANGLE REINFORCED WITH STEEL PLATE T• TENSION C • COMPRESSION C REQUIRED INFO: ANGLE: b• 2.00 in y• 0.553 In t,. 0.143 in A• 0.552 in"2 Fy,. 50 ksi Ix• 0.214 ln"4 Pact=-9485.81 lbs rx• 0.624 in Sx• 0.148 in"3 Q• 0.8979 PLATE: t• 0.250 in y• 0.125 in b• 3.000 in A• 0.750 in"2 Fy• 36.000 ksi Ix• 0.004 ln"4 rx• 0.072 In Sx• 0.031 in"3 brecom• 4 LENGTH• 33.240 in COMPOSITE SECTION (PLATE AND ANGLE): y• 0.448 in At• 1.302 in"2 1.092 inA2 ltx• 0;273 inA,1 rbc• 0.458 in ANALYSIS: 1.000 ld/r • Fa• Pallow • 22,322 Iba > % OF TOTAL CAPACITY• 72.61 107.00 20,450 Pact• 42.5 lz .. rz,. ly• ry• Sy• psi 9,486 lbs COMPRESSION 0.087 0,396 0.563 0.866 0.375 OK, 5% Overstress Is allowed in"4 in in"4 in in"3 OK II 8-Feb-00 I I I I I I I I I I I I 1-- 1 I I 1· I .rr~· ~ ... ....-.......... _ ..... ---. STRESS AhfALYh:tS .. PAGE 1 in~ Job Number: IJobName: Date Run: 97-0103 FLOR EXPO • FIX 9/02/00 Location: I Joist Dacriptloil: IJn*~ SAN DIEGO, CA Short Span Crimp 301<280/160 Geometry ! Base Length: Worldng Length: I Jol,t Depth: J Efectfve Depth: I BC Panel Length: 'Shape: i55-101/2 55-81/2 30.00 28.71 12 Speclal Parallel Chords --. r Variable Left End Right End .Soo~<f. ' CO...., + Stfe°A-~. !BC Panel 4-71/4 4-31/4 TC Panel 3-1 1/4 2-9 1/4 ~'\Vw'\l/\J?W'\I?W'\l/'\l/'\l/\V~ First Half 2-0 1-0 . First Diag. 6-71/4 5-31/4 Depth 30.00 30.00 Loads l Uniform Load in TC (plf) 280.00 Concentrated Load TC@ 28-7 1/4 (lbs} 500.00 : Concentrated Load BC @ 8-7 1/4 (lbs) 120.00 Concentrated Load BC(@. 16-7 1/4 (lbs) 120.00 Concentrated Load BC@24-71/4 (lbs) 120.00 Concentrated Load BC@ 32-7 1/4 (lbs) 120.00 Concentrated Load BC C 40-7 1/4 (lbs) 120.00 Concentrated Load BC @ 48-0 (lbs) 120.00 Additional Shear in Webs 250.00 TC Axial Load (lbs) 7,500.00 Stress Analysis Summarv rt. Panel TC: 24.00 I Max Panel BC: 55.25 I Reectlon LJ:: 8,372.50 I Reectlon RE: 8,399.17 I Minimum Shear. 2,099.79 I Max TC Comp.: 50,386.59 I Max BC Tension 50,110.74 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0;00 16,699.05 0.00 0.00 17,301.71 0.00 60.50 0-2 V1S 0.00 16,275.29 0.00 0.00 0.00 1,610.72 33.89 3-11/4 I W3 0.00 16,275.29 20,101.86 0.00 0.00 9,527.52 37.42 4-71/4 I W4 0.00 25,359.69 _ 20,101.86 0.00 8,523.93 0.00 37.42 6-71/4 W5 0.00 25,359.69 30,049.10 0.00 0.00 7,637.65 37.42 8-71/4 W6 0.00 34,270.41 30,049.10 0.00 6,907.77 0.00 37.42 10-71/4 W7 0.00 34,270.41 38,023.61 0;00 0.00 6,177.90 37.42 12-71/4 I W8 0.00 41,308.70 38,023.61 0.00 5,448.02 0.00 37.42 14-71/4 i W9 0.00 41,308.70 44,025.38 0.00 0.00 4,561.74 37.42 16-71/4 I W10 0.00 45,644.04 44,025.38 0.00 3,501.65 0.00 33.24 18-71/4 ! W11 0.00 45,644.04 48,054.44 0.00 0.00 3,642.78 42.44 20-0 W12 0.00 _ 49,366.79 48,054.44 0.00 2,736.77 0.00 37.42 22-71/4 W13 0.00 · 49,366.79 50,110.74 O.OQ 0.00 2,736.77 37.42 24-71/4 I --m.f .J'. O;C01· 50,3a6;59 50;110.74 0.00 2,736.77 0.00 37.42 26-71/4 W14 0.00 50,386.59 49,776.36 0.00 2,736.77 0.00 37.42 28-71/4 W13 0.00 48,698.05 49,776.36 0.00 0.00 2,736.77 37.42 30-71/4 W12 0.00 48,698.05 47,051.32 0.00 2,893.46 0.00 37,.42 32-71/4 W11 0.00 44,936.48 47,051.32 -0.00 0.00 3,623.33 37.42 34-71/4 W10 0.00 44,936.48 42,353.54 0.00 4,353.21 0.00 "37.42 36-71/4 W9 0.00 39,302.49 42,353.54 0.00 0.00 5,083.09 37.42 38-71/4 I wa 0.00 39,302.49 35,683.02 0.00 5,969.37 0.00 37.42 40-71/4 W7 0.00 31,595.45 35,683.02 0.00 0.00 6,699.25 '37.42 42-71/4 W6 0.00 31,595.45 27,039.77 0.00 7,429.13 0.00 37.42 44-71/4 W5 0.00 23,582.93 27,03_9 . .77·: 0.00_ 0.00 7,149.49 33.24 46-71/4 W4 0.00 23,582.93 16,393.49 0.00 10,132.69 0.00 42.44 48-0 W3 0.00 15,625.56 16,393.49 0.00 0.00 8,204.59 31.12 50-71/4 V1S 0.00 15,625.56 0.00 0.00 0.00 1,390.40 33.89 53-11/4 W2 0.00 15,961.56 0.00 0.00 16,449.45 0.00 57.01 51-71/4 Standard V1rt1cals Member Position MaxTenlion Max Comp. Length I V2 Interior 0.00 1,561.93 28.711 I I I I I I I I I I I I -----. ~ lD . ;, - lQmlp. Chord Prooertles Chord Area I TC 1.0151 i ; BC 0.8742 L Axlal and Bending Analysis 'K· IFy: '1:00 50,000.00 ! Top Chord Ct,eck j Length , Bending Load : Axial Load : fa · Maximum K Ur Fa F'e Cm Panel Point Moment Mid Panel Moment · Panel Point fb Mid Panelfb Fillers Panel Point Stress ' Mid Panel Stress Web Design Member Web Tension l W2 17,301.71 ! *W3* 0.00 i W4 8,523.93 I.' W5 0.00 W6 6,907.77 ----:w=r· cc .1,c--.... J?-.00 .I I I I I I I I we W9 W10 *W11 * W12 W13 W14 W14 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 *W3* 5,448.02 0.00 3,501.65 Ml 0.00 2,736.77 0.00 2,736.77 2,736.77 0.00 2,893.46 0.00 4,353.21 0.00 5,969.37 0.00 7,429.13 0.00 10,132.69 ~ o.oo. =-::."':'~~·?: --·-.Y• ,,....,_".-..... I '-·STRESS.ANALYSIS "! PAGE 2 Job Number. IJcioName: I Date Run: 97-0103 FLOR EXPO • FIX ·-9/02/00 Location: I Joist Dncrlptlon: 1r;;~ SAN DIEGO, CA Short Span Crimp 301<280/160 Rx Rz Ryy y Ix Q Material 0.7748 0.4934 1.4312 0.7033 0.6093 0.9673 2C = 21/2 x21/2x.212 0.6113 0.3918 1.2455 O.!:i852 0.3266 1.0000 28 = 2 X 2 X .232 IFb: I Mom of /nett/a: . ILL 240: ILL240: Max Bndg TC: I Max Bridg BC: 30,000.00 775.30 253.57 253.57 17-31/2 24-10 7/8 End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 35.25 42.00 24.00 30.00 31.25 1.00 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X: 0.5000 16,699.05 16,275.29 50,386.59 15,625.56 15,961.56 Max Load Fillers TC: 8,225.68 8,016.94 24,819.61 7,696.90 7,862.40 53,205.54 71.44 85.12 30.98 60.80 63.33 Max Load no Fillers TC: 18,185.43 17,662.27 26,208.18 22,007.77 19,433.48 48,471.76 72,141.70 50,816.66 155,626.02 99,600.64 91,791.95 TCOAL,Ryy: 465.6998 0.9658 0.9527 0.9362 0.9768 0.9743 BC Stress: 3754.66 3756.02 0.00 2330.46 2330.73 28,661.70 1989.93 2006.17 0.00 636.25 1802.14 BCl.JRz: 5535.62 5537.63 0.00 3435.87 3436.27 141.0218 1148.47 1157.85 0.00 367.21 1040.09 TC Shear Stress: 0 0 7 0 0 8,305.14 '13,761.30 13,554.57 24,819.61 11,132.76 11,298.68 BC Shear Stress: 9,512.90 0.4955 0.4990 0.9470 0.3631 0.4428 Allow Tension Web Comp AllowGomp .. Weld Qty Material 21,205.75 0.00 2,539.11 5.1 x0.230 1 RM= round 1 16,546.53 9,527.52 7,807.10 4;5X0.143 1 21 =2x2x.143 ,:Z;,. Z-"j 11,848.68 0.00 4,661.62 4.2x0.138 1 1G·= 11/2 X 11/2 X .138 14,531.25 7,637.65 7,972.92 4.1 x0.125 1 20 = 2 X 2 X .125 9,786.93 0.00 3,887.70 4.1 x0.113 1 1C=11/2x11/2x.113 .· -.~,53'1.25. ----6',l77.90' · · 7,972.92 3.3x0.125 1 20 = 2 X 2 X .125 6,183.57 0.00 1,072.40 3.4x0.109 1 10 = 1 X 1 X .109 11,848.68 4,~1.74 4,661.62 2.2x0.138 1 1G=11/2x11/2x.138 6,183.57 0.00 1,359.14 2.2x 0.109 1 10=1x1x.109 11,848.68 3,642.78 3,624.77 2.0 x0.138 1 1G=11/2x11/2x.138 '67,,'f 6,183.57 0.00 1,072.40 2.0x0.109 1 10=1x1x.109 9,786.93 2,736.77 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 6,183.57 0.00 1,072.40 • 2.0x0.109 1 10=1x1x.109 6,183.57 0.00 1,072.40 2.0 X 0.109 1 10=1x1x.109 9,786.93 2,736.77 3,887.70 2.0 x0.113 1 1C=11/2x11/2x.113 6,183.57 0.00 1,072.40 2,0 X 0.109 1 10=1x1x.109 9,786.93 3,623.33 3,887.70 2.2x 0.113 1 1C=11/2x11/2x.113 6,183.57 0.00. ·: ., · 1,072.40 2.7x0.109 1 10=1x1x.109 13,309.92 5,083.09 5,205.35 2.2 x0.156 1 1J = 11/2x 11/2x .156 7,818.57 o:oo 2,141.74 3.7x0.109 1 15 = 11/4 X 11/4 X .109 14,531.25 6,699.25 7,972.92 3.6x0.125 1 20 = 2 X 2 X .125 9,786.93 0.00 3,887.70 4.4x0.113 1 1C=11/2x11/2x.113 14,531.25 7,149.49 8,622.09 3.9x0.125 · 1 20 = 2 X 2 X .125 13,309.92 0.00 4,047.57 4.4x0.156 1 1J=11/2x11/2x.156 14,531,25 8,204.59 7,985.63 4.4x0.125 1 20 = 2 X 2 X .125 ~-,1 O,CO ,~: f re H (dv-0 -:r/.' ' I I I I I I I I I I I I I I. I .. ,_;,.,_ -. .:."----IJSi~ STRESS ANALYSIS -PAGE 1 JobNumtw: !Job Name: DetDf~un: 97-0103 FLOR EXPO • FIX 9/02/00 l.ocetlon: I Joist Dtucrfptlon: 1~;~ SAN DIEGO, CA Short Span Crimp 301<280/160 Geometry I Base Length: Working Length: I Joist Depth: I EftJCtive Depth: I BC Panel Length: !Shape: 55-101/2 55-61/2 30.00 28.71 12 Speclal Parallel Chords I Variable Left End Right End BC Panel . 4-71/4 4-31/4 TC Panel . 3~1 1/4 2-9 1/4 ~wv'Wvwv"'vvw\VSr First Half 2-0 1-0 First Diag. 6-71/4 5-31/4 Depth 30.00 30.00 Loads i Uniform Load in TC (plf} 280.00 Concentrated Load BC@ 8-7 1/4 (lbs) 120.00 Concentrated Load BC@ 16-7 1/4 (lbs) 120.00 Concentrated Load BC@. 24-7 1/4 (lbs) 120.00 Concentrated Load BC @ 32-7 1/4 (lbs) 120.00 Concentrated Load BC @ 40-7 1/4 (lbs) 120.00 Concentrated Load BC a 48-0 (lbs) 120.00 TC Axial Load (lbs) 7,500.00 Stress Analysts Summary I Int. Panel TC: 24.00 I Max Panel BC: · 55.25 IReectionLE: 1,128.50 I Reection RE: 8,143.17 I Minimum Shear: 2,035.79 I Max TC Comp.: 47,486.54 I Max BC Tension 47,414.66 ·1 Member TC Tension TC Compresion BC Tension BC Compresion W~bTension Web Comp. Web Length PP Dist W2 0.00 16,359:65 0.00 0.00 16,260.82 0.00 60.50 0-2 V1S 0.00 15,935.89 0.00 0.00 0.00 1,301.15 33.89 3-11/4 W3 0.00 15,935.89 19,445.37 0:00 0.00 8,883.66 37.42 4-71/4 W4 0.00 24,499.24 19,445.37 0.00 7,880.08 0.00 37.42 6-71/4 W5 0.00 24,499.24 28,984.68 0.00 0.00 6,993.80 37.42 8-71/4 W6 0.00 33,002.03 28,984.68 0.00 6,263.92 0.00 37.42 10-71/4 W7 0.00 33,002.03 36,551.28 0.00 0.00 5,534.04 37.42 12-71/4 we 0.00 39,632.41 36,551.28 0.00 4,804.16 0.00 37.42 14-71/4 W9 0.00 39,632.41 42,145.13 0.00 0.00 3,917.88 37.42 16-71/4 W10 0.00 43,621.45 42,145.13 0.00 2,929.73 0.00 33.24 18-71/4 W11 0.00 43,621.45 45,766.27 0.00 0.00 3,009.01 42.44 20-0 W12 0.00 46,874.66 45,76.6.27 0.00 2,653.36 0.00 37.42 22-71/4 I W13 0.00 46,874.66 47,414.66 o.oo 0.00 2,653.36 37.42 24-71/4 W14 0.00 47,486.54 47,414.66 0.00 2,653.36 0.00 37.42 26-71/4 __.,. -rv,1-.;~ --·· 0.:6Q ·47;..&86'.54 47,090.31 -· two·· 2,653.36 0.00 37.42 28-71/4 W13 0.00 46,225.99 .47,090.31 0.00 0.00 2,653.36 37.42 30-71/4 W12 0.00 46,225.99 44,793.25 0.00 2,653.36 0.00 37.42 32-71/4 W11 0.00 42,892.41 44,793.25 0.00 0.00 2,963.83 37'..42 34-71/4 W1.0 0.00 42,892.41 40,523.45 0.00 3,693.71 0.00 37.42 36-71/4 W9 0.00 37,686.40 40,523.45 0.00 0.00 4,423.59 37.42 38-71/4 we 0.00 37,686.40 34,280.92 0.00 5,309.87 0.00 37.42 40-71/4 W7 0.00 30,407.35 34,280.92 0.00 0.00 6,039.75 37.42 42-71/4 W6 0.00 30,407.35 26,065.66 0.00 6,769.63 0.00 37.42 44-71/4 W5 0.00 22,758.17 26,065.66 0.00 0.00 6,563.67 33.24 46-71/4 W4 0.00 22,758.17 15,847.3.6 :, 0.00 9,384.80 0.00 42.44 48-0 W3 0.00 15,296.21 15,847.36 0.00 0.00 7,656.17 31.12 50-71/4 V1S 0.00 15,296.21 o.oo 0.00 0.00 1,080.83 33.89 53-11/4 W2 0.00 15,632.21 0.00 0.00 15,444.76 0.00 57.01 51-71/4 Standard Verticals Member P08itlon I Max Tension Max Comp. Length I V2 Interior I 0.00 797.43 28.71/ • • ----....... ~.-............ ..y .).f. '-:v""'""' ..... • • I I I I I I I I I I I I I I I I I I ( ·-\ I "·~-STRESS ANALYSIS -r»AGE 2 II§!~. JobNumbM: I Job Name: I Date Run: 97-0103 FLOR EXPO • FIX 9/02/00 Location: I Joist Deacrlpt/on: l!tra SAN DIEGO, CA Short Span Crimp 30K280/160 Chord Prooertles ' Chord Area Rx Rz Ryy y Ix Q Material ; TC 1.0151 0.7748 0.4934 1.4312 0.7033 0.6093 0.9673 2C = 2 1/2 X 2 1/2 X .212 BC 0.8742 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28 = 2 X 2 X .232 I. Axial and Bending Analysis . rK. l;Kooo~oo tb: I Mom of Inertia: ILL240: ILL240: Max Brldg TC: I Max Bridg BC: h:oo 30,000.00 775.30 253.57 253.57 17-31/2 24-10 7/8 I Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords· :Length 35.25 42.00 24.00 30.00 31.25 1.00 I.sending Load 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X: 0.5000 iAxial Load 16,359.65 15,935.89 47,486.54 15,296.21 15,632.21 Max Load Fillers TC: l ita 8,058.50 7,849.76 23,391.10 7,534.67 7,700.17 53,205.54 1 Maximum K Ur 71.44 85.12 30.98 60.80 63.33 Max Load no Fillers TC: Fa 18,185.43 17,662.27 26,208.18 22,007.77 19,433.48 48,471.76 F'e 72,141.70 50,816.66 155,626.02 99,600.64 91,791.95 TC OALIRyy: 465.6998 Cm 0.9665 0.9537 0.9399 0.9773 0.9748 BC Stress: Panel Point Moment 3754.66 3756.02 0.00 2330.46 2330.73 27,119.63 Mid Panel Moment 1989.93 2006.17 0.00 636.25 1802.14 BCI.JRz: Panel Point fb 5535.62 5537.63 0.00 3435.87 3436.27 141.0218 Mid Panelfb 1148.47 1157.85 0.00 367.21 1040.09 TC Shear Stress: Fillers 0 0 1 0 0 8,040.52 Panel Point Stress 13,594.12 13,387.39 23,391.10 _ 10,970.53 11,136.44 BC Shear Stress: 9,209.80 Mid Panel Stress 0.4862 0.4894 0.8925 0.3557 0.4344 WebDeslan Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 16,260.82 21,205.75 0.00 2,539.11 4.8x 0.230 1 RM= round 1 I *W3* 0.00 16,546.53 8,883.66 7,807.10 4.2 x0.143 1 21 =2x2x.143 I W4 7,880.08 11,848.68 0.00 4,661.62 3.8 X 0.138 1 1G=11/2x11/2x.138 ' W5 0.00 14,531.25 6,993.80 . 7,972.92 3.8x0.125 1 20 = 2x2x .125 W6 6,263.92 9,786.93 0.00 3,887.70 3.7x0.113 1 1C=11/2x11/2x.113 W7 0:00 14,531.25 5,534.04 . 7,972.92 3.0x0.125 1 20 = 2 X 2 X .125 W8 4,804.16 6,183.57 _o.oo. · 1,072.40 3.0x0.109 1 10=1x1x.109 . "W'if -. . --~---'0:trd'-·--,~~·e:a8 3,917.88 4,661.62 2.0x0.138 1 1G=11/2x11/2x.138 W10 2,929.73 6,183.57 0.00 1,359.14 2.0 X 0.109 1 10 = 1 X 1 X .109 W11 0.00 11,848.68 3,009.01 3,624.77 2.0x0.138 1 1G=11/2x11/2x.138 I' w12 2,653.36 6,183.57 0.00 1,072.40 2.0x0.109 1 10 = 1 X 1 X .109 W13 0.00 9,786.93 2,653.36 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 W14 2,653:36 6,183.57 Q.00 1,072.40 2.0·x0.109 1 10=1x1x.109 W14 2,653.36 ·6,183.57 0.00 1,072.40 2.0x0.109 1 10=1x1x.109 W13 0.00 9,786.93 2,653.36 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 W12 2,653.36 .' -6,183.57 o.oo 1,072.40 2.0x0.109 1 10=1x1x.109 W11 0.00 9,786.93 2,963.83. 3,887.70 2.0x0.113 1 1C=11/2x11/2x.113 W10 3,693.71 6,183.57 o·.oo ~ 1,072.40 2.3 x0.109 1 10=1x1x.109 W9 0.00 13,309.92 . 4,423.59 5,205.35 2.0 x0.156 1 1J=11/2x11/2x.156 W8 5,309.87 7,818.57 0.00 2,.141.74 3.3x 0.109 1 15=11/4x11/4x.109 W7 . 0.00 14,531.25 6,039.75, 7,972.92 3.3x0.125 1 20 = 2 X 2 X .125 W6 6,769.63 9,786.93 0.00 3,887.70 4.0x0.113 1 1C=11/2x11/2x.113 W5 0.00 14,531.25 6,563.67 8,622.09 3.5x0.125 1 20 = 2 X 2 X .125 W4 9,384.80 13,309.92 0.00 4,041.57 4.1 x0.156 1 1J=11/2x11/2x.156 W3 0.00 14,531.25 7,656.17 7,985.63 4.1x0.125 1 20 = 2x2x .125 I ! 7 I l l ! •/·· er,~ :;~:·:· tN~R~AribiL S~~;iili!~ -----------------------..... --llliili!i .... ~ ..... ------iiiiiiliiilliii,ii~iioiiii--------- I I I I 2 ·/: -~r·· ,, , · . .._ • , .. :.:.. ,f.);··_ ........... -:-,,.~·At· ... ':.-~~=-<>····/: .. -,. 97-0103 FlorExpo ~ ::,, .,'\,::·; ~·::H ·:JJ17. :,:;.'I, ;;W3'L·')0I ·, .-'•';t, ;. •'>" ,.;.; ~ .. \ -r-·c-·;:;-: COMPRESSIVE CAPACITY OF SINGLE WEB ~GLl!'~INFORCED WITH STEEL PLATE T• TENSION C • COMPREJIION REQUIRED INFO: ANGLE: b• 2.00 In t• 0,1,43 In Fy• 50 kll Pact• 9527.52 lbs PLATE: Y• A• Ix• IX• Sx• Q• C 0.553 O.S52 0.21,4 0.82,4 0.1-48 0.8879 lz• rz• 0.087 0.386 .. ;.:.~f:-~,}~~1j~tfrt,: ·.:;\', ':.,:;.i~:':\~~:t!,tffiJ\f. .... • .t.,. I t• 0.2!50 In " b• 3.QQO In .Fy• 38.ocx;> kll LENGTH-33.2,40 In :,\{,. A• Ix• IX• Sx• b NCOffl. f ' ~ T, .• 0,125 ;){ :: ; , ' 0.750. ; ',frlA2 .... '· . ~:)~{.,.,.i ··-•+ '. ,: ... _;i~:·•-~f jJ~~f ~;~V>~~f t~~yf ~~~ I .' 1 1- I- I- I I--·-.·---. ;!;~::::,:· .. ~ ,. I I'. ~ ' t . . _:, ' ,., ... ·; .. ,~ . ..... , ....,_. : ,:-;·~\ .. ~ o.a 1n ANALYSIS: 1.000 29,000.00 lcll ,·, ·,' -,·:·· ' \ , .. , ·.: --:~-~ OK, 5% Overstress I• allowed __ :·/;)!\:. .. ·:·':'' -:•,,: ,\. '~ . ~ . ' ~ ,· -_£·====·-~--===== STRESS ANALYSIS -PAC3'E 1 Geometry ' Base Length: 55-101/2 JobNumber. 97-0103 Location: SAN DIEGO, CA Worlclng Length: 55-61/~ ! Joist Depth: 30.00 ' Variable Left End Right E.nd ! BC Panel 4-7 1/4 4-3 1/4 · 1 Efectlve Depth: 28.71 I Jolll Oner/pt/on: Short Span Crimp 30K280/180 lac Panel Length: 12 Special ' Shape: Parallel Chords I Dltt" RIKI: 9/02/00 I I I I I -:-:-~-::- 1--!-~-1 -M--~- 1~~-~T~VWV~T~TSIZ\P ; First Diag. 6-7 1/4 5-31/4 ;Depth 30.00 30.00 Loads 'Uniform Load in TC (plf) 280.00 Concentrated Load TC @ 28-7 1/4 (lbs) ------~-----T--------i . Concentrat!,ld !,.oad BC@ 8-7 1/4 (lbs) 80.00 Concentrated Load BC@ 1!5-7 1/4 (lbs) ,-c---~~-----~~-+-------t iconcentrated Load BC @ 24-7 1/4 (lbs) 80.00 Concentrated Load BC @ 32-7 1/4 (lbs) "--------=-----'-----..-------l l Concentrated Load BC @ 40-7 1/4 (lbs) 120.00 Concentrated Load BC @ 48-0 (lbs) -------asa-----'------+--------l /Additional Shearin Webs 250.00 TC Axial Load (lbs) '----'------------'-------' Stress Analysis Summary I Int. Panel TC: !24,00 I Max Panel SC: !Reection LE: 55.25 8,271.37 I ReectionRE: 8,340.30 I Minimum Shear. 2,085.07 ' Max TC Comp.: 49,786.52 500.00 80.00 80.00 120.00 7,500.00 ' Max SC Tension 49,494.89 I ! Member ·' W2 V1S TC Tension TC Compresion 0.00 16,558.39 . 0.00 16,134.63 BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist 0.00 0.00 17,088.63 0.00 60.50 0-2 0.00 0.00 0.00 1,607.72 33.89 3-11/4 I I I I I I I I I I W3 0.00 16,134.63 19,829.78 0.00 0.00 W4 0.00 25,003.07 19,829.78 0.00 8,392.13 W5 0.00 25,003.07 29,641.39 0.00 0.00 W6 0.00 33,811.60 29,641.39 0.00 6,828.11 W7 0.00 33,811.60 37,513.71 0.00 0.00 we 0.00 40,747.70 . 37,513.71 0.00 5,368.35 W9 0.00 40,747.70 43,446.72 0.00 0.00 I W10 0.00 45,053.06 43,446.72 0.00 3,4TT.20 i W11 0.00 45,053.06 47,440.46 0.00 0.00 W12 0.00 48,735.16 47,440.46 0.00 2,717.59 W13 0.00 48,735.16 49,494.89 0.00 0.00 o.oo.: 49-,4'94.89 0.00 2,717.59 W14 0.00 49,786.52 49,192.07 0.00 2,717.59 W13 0.00 48,129.53 49,.192.07 0.00 0.00 W12 0.00 48,129.53 46,532;02 0.00 2,816.72 W11 0.00 44,466.39 46,532.02 0.00 0.00 W10 0.00 44,466.39 41,932.66 0.00 4,276.48 W9 0.00 38,930.82 41,932;66 0.00 0.00 W8 0.00 38,930.82 35,360.57 0.00 5,892.64 W7 0.00 31,322.21 35,360.57 0.00 0.00 W6 0.00 31,322.21 26,815.75 0.00 7,352.40 W5 0.00 23,393:26 26,815.75 0.00 0.00 W4 0.00 23,393.26 16,267.89 0.00 10,045.67 W3 0.00 15,549.82 16,267.89 0.00 Q.00 i V1S 0.00 15,549.82 W2 0.00 15,885.81 0.00 0.00 16,332.55 Standard Vtrtlcals Member Position Max Tenlion I Max Comp,. Lenath I V2 Interior o.ool 1,558.93 28.711 9,395.71 37.42 4-7 1/4 0.00 37.42 6-7 1/4 7,557.99 37.42 8-7 1/4 0.00 37.42 10-7 1/4 6,098.23 37.42 12-7 1/4 0.00 37.42 14-7 1/4 4,534.20 37.42 16-7 1/4 0.00 33.24 18-7 1/4 3,611.56 42.44 20-0 0.00 37.42 22-7 1/4 2,717.59 37.42 24-7 1/4 0.00 37.42 26-7 1/4 0.00 37.42 28-7 1/4 2,717.59 37.42 30-7 1/4 0.00 3T.42 32-7 114 3,546.60 37.42 34-7 1/4 0.00 37.42 36-7 1/4 5,006.36 37.42 38-7 1/4 0.00 37.42 40-7 1/4 6,622.52 37.42 42-7 1/4 0.00 37.42' 44-7 1/4 7,081.33 33.24 46-7 1/4 0.00 42.44 48-0 8,140.77 31.12 50-7 1/4 1,387.40 33.89 53-11/4 0.00 57.01 51-7 1/4 I I I I I I I I I I I I -,-~ I ·1 I I I I ( ,>~ ---·- STRESS ANi,,L YSIS ~ PAGE 2 Job Number. !Job Name: IDeteRun: • ~= 97-0103 FLOR EXPO • FIX ... 9/02100 1.oc41tlon: I Joist Description: l~;;c~ SAN DIEGO, CA Short Span Crimp 301<280/180 Chord Properties ,-. ' Chord Area RX Rz Ryy y Ix Q Material J TC 1.0151 0.7748 0.4934 1.4312 0.7033 0.6093 0.9673 2C = 2 1/2 X 2 1/2 X .212 ' L BC 0.8742 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28 = 2 X 2 X .232 Axlal and Bendlna Analysts IK: IFy: tb: I Mom of Inertia: ILL240: ILL240: MaxBrldgTC: IMaxBridgBC: :1,00 50,000.00 30,000.00 775.30 253.57. 253.57 17-31/2 24-10 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: I :Length 35.25 42.00 24.00 30.00 1.00 31.25 : Bending Load 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X: 0.5000 Axial Load 16,558.39 16,134.63 49.786.52 15,549.82 15,885.81 Max Load Fillers TC: fa 8,156.39 7,947.65 24,524.02 7,659.59 7,825.09 53,205.54 ·Maximum K Ur 71.44 85.12 30;98 60.80 63.33 Max Load no Fillers TC: Fa 18,185.43 17,662.27 26,208.18 22,007.77 19,433.48 48,471.78 F'e 72,141.70 50,816.66 155,626.02 99,600.64 91,791.95 TCOAL.JRyy: 485.8998 Cm 0.9661 0.9531 0.9370 0.9769 0.9744 BC Stress: Panel Point Moment 3754.66 3756.02 0.00 2330.46 2330.73 28,309.48 Mid Panel Moment 1989.93 2006.17 0.00 636.25 1802.14 BC/JRz: Panel Point fb 5535.62 5537.63 · 0.00 3435.87 3436.27 141.0218 Mid Panelfb 1148.47 .1157.85 0.00 367.21 1040.09 TC Shear Stress: Fillers 0 0 5 0 0 8,244.29 Panel Point Stress 13,692.02 13,485.28 24,524.02 11,095.46 11,261.37 BC Shear Stress: 9,443.19 Mid Panel Stress 0.4916 0.4951 0.9357 0.3614 0.4408 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 17,088.63 21,205.75 0.00 2,539.11 5.0x0.230 1 RM= round 1 ' *W3* 0.00 16,546.53 9,395.71 7,807.10 4.4x 0.143 1 21 = 2x2x .143 33.,2-1 W4 8,392.13 11,848.68 0.00 4,661.62 4.1 x0.138 1 1G=11/2x11/2x.138 W5 0.00 14,531.25 7,557.99 7,972.92 4.1 x0.125 1 20 = 2 X 2 X .125 W6 6,828.11 9,786.93 0.00 3,887.70 4.1 x0.113 1 1C=11/2x11/2x.113 I~~-, "';!J7 0.00 14,531.25 6,Q9~.23 7,972:9Z 3'.3xO.125 1 20 = 2x2x.125 we 5,~3.~:i---6,183.57 0.00 1,072.40 3.3x0.109 1 10 = 1 X 1 X .109 W9 0.00 11,848.68 4,534.20 4,661.62 2.2 X 0.138 1 1G=11/2x11/2x.138 W1.0 3,477.20 6,183.57 0.00 1,359.14 2.1 X 0.109 1 10 = 1 X 1 X .109 W11 0.00 11,848.68 3,611.56 3,624.77 2.0 X 0.138 1 1G = 1 1/2 X 11/2 X .138 Wt2 2,717.59 6,183.57 0.00 1,072.40 2.0x 0.109 1 10 = 1 X 1 X .109 W13 0.00 9,786.93 2,717.59 3,887.70 2.0x 0.113 1 1C=11/2x11/2x.113 W14 2,717.59 6,183.57 0.00 1,072.40 2.0 X 0.109 1 10 = 1 X 1 X .109 • W14 2,717.59 6,183.57 0.00 1,072.40 2.0x0.109 1 10=1x1x.109 W13 0.00 9,786.93 2,717.59 3,887.70 2.0x0.113 1 1C = 11/2 X 11/2 X .113 W12 2,816.72 6,183.57 0.00 1,072.40 2.oxo.109 1 10 = 1 X 1 X .109 W11 0.00 9,786.93 3,546.60 3,887.70 2.1 x0.113 1 1C=11/2x11/2x.113 W10' 4,276.48 6,183.57 0.00' 1,072.40 2.6 x0.109 1 10 = 1 X 1 X .109 W9 0.00 13,309.92 5,006.36 5,205.35 2.2 X 0.156 1 1J=11/2x11/2x.156 we 5,892.64 7,818.57 0.00 2,141.74 3.6 X 0.109 1 15=11/4x11/4x.109 W7 0.00 14,531.25 6,622.52 7,972.92 3.6 x0.125 1 20 = 2 x2x .125 W6 7,352.40 9,786.93 0.00 3,887.70 4.4 X 0.113 1 1C=11/2x11/2x.113 W5 0.00 14,531.25 7,081.33 8,622.09 3.Sx0.125 1 20 = 2 X 2 X .125 W4 10,045.67 13,309.92 0.00 4,047.57 4.3x0.156 1 1J = 11/2x 11/2x .156 *W3* {¥1.. 0.00 14,531.25 8,140.77 7,985.63 4.4x0.125 1 20 = 2 X 2 X .125 --::l --0-J _ (o...,, d Va I I i I J i I I I I -1 I I I I I I I I I I I I I I I I I I --~,,.~-.~-...,._ .. __ -"""-,I. $TRESS ANALYSfS -PAGE i : Job N:xnixx: I Job Na~: Date Run: 97-0103 FLOR EXPO-FIX 9/02/00 ' JQaijp. l.ocatiOn: ,_JC(,t Oner/pt/On: 1r;;~ SAN DIEGO, CA Short Span Crimp 30K280/160 Geometry i Base Length: Working Length: I Joi,t Depth: I Efective Depth: I BC Panel Length: I Shape: ,55-101/2 55-61/2 30.00 28.71 12 Special Parallel Chords - I Variable Left End Right End ·BC Panel 4-71/4 4-3 1/4 .TC Panel 3-1 1/4 2-9 1/4 ~w\V\Vwwwww'\VV~ 1First 1-:lalf 2-0 1-0 ! First Diag. 6-71/4 5-31/4 -Depth 30.00 30.00 Loads -; Uniform Load in TC (plf) 280.00 Concentrated Load BC@ 8-7 1/4 (lbs) 80.00 iconcentrated Load BC@ 16-7 1/4 (lbs) 80.00 Concentrated Load BC@ 24-7 1/4 (lbs) 80.00 ! Concentrated Load BC @ 32-7 1/4 (lbs) 80.00 Concentrated Load BC @ 40-7 1/4 (lbs) 120.00 j Concentrated Load BC C. 48-0 (lbs) 120.00 TC Axial Load (lbs) 7,500.00 Stress Analysis summary ! Int. Panel TC: i24.00 I Max Panel BC: 55.25 I Reaction LE: 8,027.37 I Reaction RE: 8,084.29 _ I Minimum Shear: 2,021.07 I Max TC Comp.: 48,886.47 l Max BC Tension 48,798.80 ! Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist i W2 0.00 16,218.99 6.oo 0.00 16,047.74 0.00 60.50 0-2 i V1S 0.00 15,795.23 0.00 0.00 0.00 1,298.15 33.89 3-11/4 i• I W3 0.00 15,795.23 19,173.28 0.00 0.00 8,751.86 37.42 4-71/4 i i W4 0.00 24,142.62 19,173.28 0.00 7,748.28 0.00 37.42 6-71/4 W5 0.00 24,142.62 28,576.97 0.00 0.00 6,914.13 37.42 8-71/4 W6 0.00 32,543.23 28,576.97 0.00 6,184.25 0.00 37.42 10-71/4 j W7 0.00 32,543.23 36,041.38 0.00 0.00 5,454.37 37.42 12-71/4 J W8 0.00 39,071.41 36,041.38 0.00 4,724.49 0.00 37.42 14-71/4 : W9 0.00 39,071.41 41,566.48 0.00 0.00 3,890.35 37.42 16-71/4 ' ' W10 0.00 43,030.46 41,566.48 0.00 2,905.28 0.00 33.24 18-71/4 j W11 0.00 43,030.46 45,152.29 0.00 0.00 2,987.26 42.44 20-0 i W12 0.00 46,243.03 45,152.29 0.00 2,634.18 0.00 37.42 22-71/4 W13 0.00 46,243.03 46,798.80 0.00 ·-0.00 2,634.18 37.42 24-71/4 W14 0.00 46,886.47 46,798.80 0.00 i,634':1-8 0.00 37.42 26-71/4 W14 O;QO 46,~86.47 _ 46-;~06;02 -~--0;00 2,634.18 0.00 37.42 28-71/4 'll-Vii"3 -. 0.00 -45,657.47 46,506.02 0.00, 0.00 2,634.18 37.42 30-71/4 W12 0.00 45,657.47 44,273.95 0.00 2,634.18 0.00 37.42 32-71/4 I W11 0.00 42,422.31 44,273.95 0.00 0.00 2,887.10 37.42 34-71/4 l i W10 0.00 42,422.31 40,102.57 0.00 3,616.98 0.00 37.42 36-71{4 I' I W9 0.00 · 37,314.73 40,102.57 0.00 0.00 4,346.86 37.42 38-71/4 I W8 0.00 37,314.73 33,958.47 0.00 5,233.14 0.00 37.42 40-71/4 W7 0.00 30,134.11 33,958.47 0.00 0.00 5,963.02 37.42 42-71/4 W6 0.00 30,~34.11 25,841.64 0.00 _ 6,692.90 0.00 37.42 44-71/4 W5 0.00 22,568.49 25,841.64 _ 0.00 0.00 6,495.51 33.24 46-71/4 W4 0.00 22,-568.49 15,721".ti 0.00 9,297.78 0.00 42.44 48-0 W3 0.00 15,220.47 15,721.77 0.00 0.00 7,592.36 31.12 50-71/4 V1S 0.00 15,220.47 0;00 0.00 0.00 1,077.83 33.89 53-11/4 W2 0.00 15,556.46 0.00 0.00 15,327.86 0.00 57.01 51-71/4 Standard Vtrtlcals Member Position I Max Tension . Max Comp. Lenath I V2 Interior I 0.00 794.43 28.71/ {,,-f'- 1 1;:·,r,;,=·h!D,.1=J~==_===_r,@lljp=J =_. =,.....J=ob-=N_umber:::~._:.., 1 =J-,-ob=:_N=amo_=_= .. _=:_=_=S_=T_R~E~s=:_s=:_A~N=A_=L:v_s=·_,=s:-~~P_ 1 A_G:1.:::2:::_=_=_=_-_·=·=·_· :: 1 =oa_ =_teR:un:: :::~! WI!. 97-0103 FLOR EXPO-FIX 9/02/00 Location: I Joist De,crlpt/on: I Mark: SAN DIEGO, CA Short Span Crimp 30K280/160 J17C I Chord Properties Chord Area Rx Rz Ryy y Ix Q Material TC 1.0151 0.7748 0.4934 1.4312 0.7033 0.6093 0.9673 2C = 2 1/2 X 21/2 X .212 BC 0.8742 0.6113 0.3918 1.2455 0.5852 0.3266 1.0000 28 = 2 X 2 X .232 I Axial and Bending.Analysis I f K: I Fy: IFb: 'Mom of Inertia: I i I 1.00 50,000.00 30;000.00 775.30 1' Top Chord Check End Panel LE First Panel LE j I Length 35.25 42.00 I LL 2-40: ,253;57 I LL 2-40: 253.57 Max Br/clg TC: 17-31/2 I Max Br/clg BC: 24-10 7/8 I Interior Panel First Panel RE End Panel RE Gap Between Chords: 24.oo 30.00 31.25 1- 1-·00-------1 I I I I I I I I I I I I I I i Bending Load 280.00 280.00 0.00 Min Weld Len 2X: 280.00 280.00 0.5000 f-Axi-'-_ ·_al_L_oa_d ________ 16 ___ ,2_1_8._9--191--_1 __ 5,_79_5_.2_3 __ 4_6.a....,8_86_.4_7 ___ 15 ___ ,2_2_0._47-!-__ 1 __ 5,_55_6_.4----i6 Max Load Fillers TC: fa 7,989.21 7,780.47 23,095.51 7,497.35 7,662.86 53,205.54 ---------------------------+---~--------------1------------i Maximum K Ur 71.44 85.12 30.98 60.80 63.33 Max Load no Fillers TC: .-F-a------------+----18-, 1_8_5_.4_31---1-7,-66-2-.2-7+---2-6-,2-08-.-18-+--,-22-,0-0-7-.7-71---1-9,-43_3_.4----18 1-48_,4_7_1._7& ___ _ F'e 72,141.70 50,816.QS 155,626.02 99,600.64 91,791.95 ~~~:= ..... c_m __________ o_.966_--181--__ 0._954_1+-__ o_.9_406 ____ 0_.9_77_4-+-___ 0._97_5----io :=B=c s=tress==.-======~ ;-P_a_nel_Po_in_t_M_o_m_en_t _____ 37_54_._66--1-1----3-756_.0_2 _______ 0_.0_0 ___ 23_3_0_.4--161--__ 2_33_0_.7----i3 26,767.38 Mid Panel Moment 1989.93 2006.17 0.00 636.25 1802.14 BCURz: Panel Pointfb 5535.62 5537.63 0.00 3435,87 3436.27 141-0218 1----------------11-------+------------------i:===========~ "MidPanelfb 1148.47 1157.85 0.00 367.21 1040.09 TCShearStress: f-F-ille-rs--------+----0-+-----0+-----1-+------0-+--------;0 7,979.66 1-----------+-----.:...1-------+------+-----1---------1 BC Shear Stress: PanelPoint Stress 13,524.83 13,318.10 23,095.51 10,933.22 11,099.13 9,140.09 Mid Panel Stress 0.4823 0.4855 0.8812 0.3540 0.4324 ,'-'--------' '---~-----___.._ ____ ,___ ___ __,_ ____ ___.._ ___ ___;,___ ___ ___, WebO.slan Member Web Tension Allow Tension Web Comp W2 16,047.74 21,205.75 0.00 *W3* 0.00 16,546.53 8,751.86 W4 7,748.28 11,848,68 0.00 W5 0.00 14,531.25 6,914.13 W6 6,184.25 9,786.93 0.00 W7 0.00 14,531.25 5,454.37 W8 4,724.49 6,183.57 Q;OO W11 0.00 11,848.68 2,987.26 W12 2,634.18 6,183.57 0.00 W13 0.00 9,786.93 2,634.18 W14 2,634.18 6,183.57 0.00 W14 2,634.18 6, 183.57 0;00 W13 0.00 9,786.93 2,634.18 W12 2,634.18 6,183.57 0.00 W11 0.00 9,786.93 2,887,_10. W10 3,616.98 6,183'.57 ·o.od' W9 0.00 13,309.92 4,346.86 wa 5,233.14 7,818.57 0.00 W7 0.00 14,531.25 5,963.02 -we 6,692.90 9,786.93 0.00 W5 0.00 14,531.25 6,495.51 W4 9,297.78 13,309.92 0.00 W3 0.00 14,531..25 7,592.38 Allow Comp Weld 2,539.11 4.7 X 0.230 7,807.10 4.1 X 0.143 4,661.62 3.8 X 0.138 7,972.92 3.7 X 0.125 3,887.70 3.7x0.113 7,972.92 2.9 X 0.125 . 4,661.62 2.0 X 0.138 1,359.14 2.0 X 0.109 3,624.77 2.0 X 0.138 1,072.40 2.0x0.109 3,887.70 2.0x0.113 1,072.40 2.0x0.109 1,072.40 2.0 x.0.109 3,887.70 2.0xQ.113 1,072.40 2.0 X 0.109 3,887.70 2.0x0.113 . 1,072.40 2.2 x0.109 5,205.35 2.0 X 0.156 2,141.74 3.2 X 0.109 7,972.92 3.2 X 0.125 3,887.70 4.0x0.113 8,622:09 3.5x0.125 4;047.57 4.0 X 0.156 . 7,985.63 4.1 X 0.125 Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Material RM= round 1 21 =2x2x.143 1G=11/2x11/2x.138 20=2x2x.125 1C=11/2x11/2x.113 20 = 2x2x .125 10=1x1x.109 1G= 11/2x 11/2x.138 10=1x1x.109 1G= 11/2x 11/2x.138 10 ::: 1 X 1 X .109 1C=11/2x11/2x.113 10=1x1x.109 10 = 1 X 1 X .109 1C=11J'2x1112x.113 10=1x1x.109 1C=11/2x11/2x.113 10=1x1x.109 1J=11/2x11/2x.156 15=11/4x11/4x.109 20 = 2 X 2 X .125 1C=11/2x11/2x.113 20 = 2 X 2 X .125 1J = 1112 X 11J'2X .156 20 = 2 X 2 X .125 I I I I I I I I I I I I --1---·-·· I I I I I ( INTERNATIONAL STRUCTURAL PRODUCTS CORPORATION 97-0103 FlorExpa J17 W3L COMPRESSIVE CAPACITY OF SINGLE WEB ANGLE REINFORCED WITH STEEL PLATE T• TENSION C • COMPRESSION C REQUIRED INFO: ANGLE: ba 2.00 In y• 0.553 in ta 0.143 In A• 0.552 in"2 Fys 50 ksi Ix• 0.214 in"4 Pacts 9395.67 lbs rx• 0.624 in Sx• 0.148 in"3 Q• 0.8979 PLATE: t• 0.250 In y• 0.125 In b• 3.000 In A• 0.750 in"2 Fy• 36.000 ksl Ix• 0.004 ln"4 IX• 0.072 in Sx• 0.031 in"3 b recom • 4 LENGTH• 33.240 in COMPOSITE SECTION (PLATE AND ANGI.E): y• 0.448 in At• 1.302 in"2 ltx• 0.273 in"4 rtx• 0.458 in ANALYSIS: K• 1.000 E• 29,000.00 ksl kl/r • Cc• 72.61 107.00 fz = rz = ly• 'ry• Sy• 20,450 psi Pallow • 22,322 lbs > Pact • % OF TOTAL CAPACITY• 42.1 9,396 lbs COMPRESSION 0.087 0.396 0.563 0.866 0.375 OK, 5% Overstress is allowed in"4 in in"4 in in"3 OKI! 9-Feb-00 I I I I I I I I I I I I I --.I- I I I I r' .. { l~ .'. .. ·---===;,, '-~~ STRESS ANALYSIS -PAGE 1 ta ~·--IJobNamtJ: Dsti,Run: 97-0103 FLOR EXPO • FIX 9/02/00 @llip. Location: Joist Dncrlpt/on: I~~ SAN DIEGO, CA Girder Load@ Olag 80G7N15.7K - Geometrv IBaseLqth: Working Lqth: I Joist Depth: I cfective Depth: I BC Panel Lqth: I Shape: I 54-111/2 54-71/2 80.00 57.88 8@8-0 Parallel Chords Variable Lett End Right End BC Panel 5-0 5-0 'v\VSJZ\V\V\V\V. TC Panel 5-0 5-0 First Half · 2-1 2-10 1/2 FirstDiag. 7-1 7-10 1/2 tDepth 60.00 60.00 '\,-\(\c., vi i Loads ~o Point Load at Diagonals (lbs) 15,700.00 Concentrated Load TC@ 27-1 (lbs) 1,000.00 Concentrated Load BC @ 19-1 (lbs) 480.00 Concentrated Load TC@ 39-1 (lbs) 480.00 Additional Shear in Webs 500.00 TC Axial Load (lbs) 41,000.00 Stress Analysls Summary I Int. Panel TC: I Max Panel BC: I Reectlon LE: I Reection Re: Minimum Sheer: I Max TC Comp.: I Max BC Tension I 48.00 96.00 S6,5J1.88 55,288.33 14,147.92 154,825.42 154,780.05 ·Member TC Tension TC-Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00 67,524.38 0.00 0.00 69,846.31 0.00 81.78 0-2 W3 0.00 67,524.38 70,167.23 0.00 0.00 53,671.49 62.84 5-0 W4 0.00 104,006.41 70,167.23 0.00 43,644.09 0.00 75.02 7-1 W5 0.00 104,006.41 125,183.23 0.00 0.00 43,644.10 75.02 11-1 W6 0.00 139,620.58 125,183.23. 0.00 23,215.40 0.00 75.02 15-1 W7 0.00 139,620.58 153,658.33 0.00 0.00 22,590.83 75.02 19-1 we 0.00 154,625.42 153,658.33 0.00 18,409.14 0.00 75.02 23-1 we 0.00 154,625.42 154,760.05 0.00 0.00 18,409.14 75.02 27-1 W7 0.00 141,823.97 154,760.05 0.00 0.00 20,868.94 75.02 31-1 W6 0.00 141,823.97 128,887.92 . 0.00 20,868.94 0.00 75.02 35-1 I I W5 0.00 107,611.23 128,887.92 0.00 0.00 41,922.20 75.02 39-1 l W4 0.00 107,611.23 76,075.34 0.00 41,922.19 0.00 75.02 43-1 I Ws 0.00 66,525.97 . 76,075.34 0.00 0.00 55,841.93 67.19 47-1 i I W2 0.00 66,525.97 0.00 0.00 67,969.24 0.00 81.78 49-111/2 I Standard Verticals I Member Position Max Tension Max Comp. Length V1 End Panel 0.00 3,592.51 57.66 l V2 Interior 0.00 3,592.51 57.66 --· -·----"------------4i - -·· ----' , I I I I I I I I I I I I ( I-;~ -~-.IT!pljp. -<l ~ _Chord Pro~rties I Chord Area_. I TC 3.7500 ' BC 3.3050 '-- Axial and Bendi_ng Analysis /K: IFy: i1.oo 50,000.00 I Top Chord Check : Length : Bending Load iAxial Load !fa Maximum-Kur Fa F'e ' -- Cm Panel Point Moment Mid Panel Moment Panel Point flj Mid Panelfb Fillers Panel Point Stress Mid Panel Stress WebDesign Member . Web Tension W2 . 69,846.31 I "W3" (f-V 0.00 "W4" f,)J/ 43,644.09 I W5 0.00 ! i W6 23,215.40 --1 _I W7 o.ob =;-.\/ia ---j --.~~,.;o--S.14° I I I I I I I we W7 W6 W5 W4 W3 W2 V1 V2 0.00 0.00 20,868.94 0.00 41,922.19 0.00 67,969.24 0.00 w_ 0.00 -····-~------ STRESS ANlLYSlS -PAGE 2 Job Number. I Job Name: _ I Dato Run: 97-0103 FLOR EXPO • FIX 9/02/00 Location: I Joist ()e,crfpt/on: -1Ma1*: SAN DIEGO, CA Girder Load@ Olag 80G7N15.7K G28 Rx Rz Ryy y Ix Q Material 1.2178 0.7823 2.0777 1.1833 5.5615 1.0000 46 = 4x 4x .500 1.2262 0.7847 2.0643 1.1607 4.9690 1.0000 44=4x4x.437 IFb: I Mom of Inertia: ILL240: . ILL240: Max Bridg TC: I Max Bridg BC: 30,000.00 11,890.08 4,019.15 4,019.15 29-51/4 41-31/2 End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 58.00 25.00 48.00 34.50 58.00 1.00 0.00 0.00 0.00 o.oo 0.00 Min Weld Len 2X: 1.1107 67,524.38 67,524.38 154,625.42 66,525.97 66,525.97 Max Load Fillers TC: i 9,003.25 9,003.25 20,616.72 8,870.13 8,870.13 186,982.38 l 74.14 31.96 46.21 44.10 74.14 Max Load no Fillers TC: 20,157.80 26,907.38 24,930.98 25,243.17 20,157.80 168,630.02 65,834.35 354,346.81 96,122.72 186,067.44 65,834.35 TCOALJRyy: 315.4993 0.9590 0.9924 0.9142 0.9857 0.9596 BC Stress: 0.00 0.00 0.00 0.00 0.00 23,412.80 0.00 0.00 0.00 0.00 0.00 BC /.JRz: 0.00 0.00 0.00 0.00 0.00 122.3456 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: 0 . 0 0 0 0 12,618.25 9,003.25 9,003.25 20,616.72 8,870.13 8,870.13 BC Shear Stress: 14,427.02 0.4466 0:3346 0.8270 0.3514 0.4400 Allow Tension Web Comp AllowComp Weld Qty Material 96,422.34 0.00 55,597.17 16.7 X 0.281 2 35 = 3 X 3 X .281 78,628.26 53,671.49 52,960.41 15.9x 0.227 2 31 =3x3x.227 42,781.86 0.00 14,422.33 15.7x0.187 2 25 = 2 X 2 X .187 '78,628.26 43,644.10 47,311.08 15.7 X 0.188 2 31 = 3 X 3 X .227 29,062.50 0.00 10,080.18 12.5x 0.125 2 20 = 2 X 2 X .125 54,001.86 22,590.83 _ 27,139.81 8.1 x0.187 2 2A = 2 1/2 X 2 1/2 X .187 --:i6,31S.84 --cu:,o 5,000.74 7.9x0.156 2 1J=11/2x11/2x.156 56,250.00 18,409.14 18,445.04 6.6 X 0.188 2 29 = 2 X 2 X .250 54,001.86 20,868.94 27,139.81 7.5x 0.187 2 2A=21/2x21/2x.187 29,062.50 0.00 10,080.18 11.2x0.125 2 20 = 2 X 2 X .125 78,628.26 41,922.20 47,311.08 15.1 x0.188 2 31 = 3 X 3 X .227 42,781.86 0.00 14,422.33 15.1 x0.187 2 25 = 2 X 2 X .187 a6,25b.oo 55,841.93 57,427.24 15,0 X 0.250 2 33 = 3 X 3 X .250 96,422.34 0.00 55,597.17 16.3 X 0.281 2 35 = 3 X 3 X .281 29,062.50 3,592.51 14,694.4S 2.0 x0.125 2 20 = 2 X 2 X .125 14,531.25 3,592.51 3,438.83 2.0x0.125 1 20 = 2 X2 X .125 . -~ --I I I I I I I I I I I I ·::. @nj[J. ~---... -:!."'::'- STfU:SS ANALYSIS -PAGE 1 JobNumbtll': .. l~°t6:~~PO ~'F1x' DeteRun: 67-0103 9/02/00 Location: I Joist Description: -I~~ SAN DIEGO, CA Girder Load~ Olag 60G7N15.7K -·1 I I I I I I - Geometry I Base Length: Worldng Length: I Jo/st Depth: I Efectlve Depth: I BC Panel Length: !Shape: 54-111/2 54-71/2 80.00 57.68 6@8-0 Parallel Chords Variable Left End Right End BC Panel 5-0 5-0 ~~~ TC Panel 5-0 5-0 First Half 2-1 2-10 1/'2 First Diag. 7-1 7-10 1/'2 Y.'I\( t---1-Depth 60.00 60.00 Loads ~&> Point Load at Diagonals (lbs) 15,700.00 Concentrated Load TC @27-1 (lbs) 1,000.00 Concentrated Load BC C. 49-11 1/'2 (lbs) 480.00 Concentrated Load TC@ 31-1 (lbs) 480.00 Additional Shear in Webs 500.00 TC Axial Load (lbs) 41,000.00 Stress Analysls Summary I Int. Panel TC: 48.00 I Max Panel BC: 96,00 IReectionLE: 58,390.88 I Reectlon RE: 55,489.34 I Minimu_m Shear: 14,097.88 I Max TC Comp.: 154,298.58 I Max BC Tension 154,665.45 I Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist W2 0.00 67,372.73 0.00 0.00 69,561.20 0.00 81.78 0-2 W3 0.00 e7,372.73 e9,877.86 0.00 0.00 53,452.40 62.84 5-0 W4 0.00 103,663.88 e9,877.86 0.00 43,382.55 0.00 75.02 7-1 W5 0.00 103,663.88 124,559.18 0.00 0.00 43,382.55 75.02 11-1 we 0.00 138,829.19 124,559.18 0.00 22,953.86 0.00 75.02 15-1 W7 0.00 138,829.19 153,099.22 0.00 Q.00 22,953.86 75.02 19-1 we 0.00 154,298.58 153,099.22 0.00 18,343.75 0.00 75.02 23-1 we 0;00 154,298.58 154,665.45' 0.00 0.00 18,343.75 75.02 27-1 W7 0.00 141,562.06 ., 154,6e5.45 0.00 0.00 21,130.48 75.02 31-1 ! we 0.00 141,562.06 128,458.66 0.00 21,130.48 0.00 75.02 35-1 W5 0.00 107,4e3.47 128,458.66 0.00 0.00 41,559.18 75.02 39-1 W4 0.00 107,4e3.47 76,110.60 0.00 41,559.17 0.00 75.02 43-1 W3 0.00 66,677.63 76,110.60 0.00 0.00 55,516.80 67.19 47-1 .1-::::.~=--. O.QO 66,e77.e3 o.op Q.00 68,254.36 0.00 81.78 49-111/'2 .. Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 3,585.97 57.66 V2 Interior 0.00 3,585.97 57.66 • r -. 'T-, , --.... ·---···-·· ---~---»•• ·, ------~-...... ---~-.... ~ ----.... ·---·-··---· ---· ---· ---------~ I I I I I I I I I I I ··lj"l~~-1)$: : -~~ Chord Prooerttes -·-: Chord Area ' TC 3.7500 ! I BC 3.3050 :AXlal and Bending Analysis !K: IFy: 11,00 50,000.00 I Top Chord Check ! I Length ! Bending Load I Axial Lo,ad 1fa ! Maximum K Ur Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panelfb Fillers Panel Point Stress Mid Panel Stress Web Design I Member Web Tension I W2 69,561.20 I *W3* ~ 0.00 *W4* i,dJ..._43,382.55 W5 0,00 W6 22,953.86 W7 0.00 I- I I I I I I ·---,N.e ------_:18.3"3,75 '~t-~-:-- W8 0.00 W7 0.00 W6 21,130.48. W5 0.00 W4 41,559.17 ' W3 0.00 W2 68,254.36 . V1 0.00 V2 ~' 0.00 -- STRESS ANALYSIS -PAGE 2 1 Job Number: I Joo Name: . ·-I Date Run: 97-0103 I FLOR EXPO -FIX 9/02/00 LOClltion: I Jo/!t Description: ,~~ SAN DIEGO, CA Girder Load@ Olag 80G7N15.7K -------------,. . Rx Rz Rw y Ix a Material I I 1.2178 0.7823 2.0777 1.1833 5.5615 1.0000 46 = 4 X 4 X .500 j 1.2262 0.7847 2.0643 1.1607 4.9690 1.0000 44 = 4 X 4 X .437 tb: I Mom of Inertia: ILL240: ILL240: Max Bridg TC: I Max Bridg BC: 30,000.00 11,890.08 4,019.15 4,019.15 29-51/4 41-31/2 End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE I Gap Between Chords: i 58.00 25.00 48.00 34.50 58.00 !1•00 I 0.00 0.00 0.00 0.00 I Min Weld Len 2X: 0.00 11.1084 67,372.73 67,372.73 154,298.58 66,677.63 66,677.63 Max Load Fillers TC: 8,983.03 8,983.03 20,573.14 8,890.35 8,890.35 188,982.38 74.14 31.96 46.21 44.10 74.14 Max Load no Fillers TC: 20,157.80 26,907.38 24,930.98 25,243.17 20,157.80 188,830.02 65,834.35 354,346.81 96,122.72 186,067.44 65,834.35 TC OA/.JRyy: 315.4993 0.9591 0.9924 0.9144 0.9857 0.9595 BCStnm: 0.00 0.00 0.00 0.00 0.00 23,398.49 0.00 0.00 0.00 0.00 0.00 BCLIRz: 0.00 0.00 0.00 0.00 0.00 122.3458 0.00 0.00 0.00 0.00 0.00 TC Shear Stress: 0 0 0 0 0 12,564.22 8,983.03 8,983.03 20,573.14 8,890.35 8,890.35 BC Shear Stress: 14,387.53 0.4456 0.3339 0.8252 0.3522 0.4410 Allow Tension Web Comp Allow Comp Weld Qty Material I 96,422.34 0.00 55,597.17 16.7x0.281 2 35 = 3 X 3 X .281 I 78,628.26 53,452.40 52,960.41 15.9x 0.227 2 31 = 3 X 3 X .227 42,781.86 0.00 14,422.33 15.6x0.187 2 25 = 2 X 2 X .187 78,628.26 43,382.55 47,311.08 15.6x0.188 2 31 = 3 X 3 X .227 29,062.50 0.00 10,080.18 12.4x0.125 2 20 = 2 X 2 X .125 54,001.86 22,953.86 27,139.81 8.3 X 0.187 2 2A=21/2x21/2x.187 ~~-1e,e4 .. O,Cs/ ·· ,-5;000.14· · 7:9xO.t56 2 1J=11/2x11/2x.156 .. 56,250.00 18,343:75 18,445.04 6.6 X 0.188 2 29 = 2 X 2 X .250 54,001.86 21,130.48 27,139.81 7.6 X 0.187 2 2A=21/2x21/2x.187 29,062.50 0.00 10,080.18 11.4 X 0.125 2 20=2x2x.125 78,628.26 41,559.18 . 47,311.08 14.9 X 0.188 2 31 = 3 X 3 X .227 42,781.86 0.00 14,422.33 15.0 x0.187 2 25 = 2 X 2 X .187 86,250.00 55,516.80 "57,427.24 15.0x0.250 2 33 = 3 X 3 X .250 96.422.34 0.00 55,597.17 16.4 X 0.281 2 35 = 3 X 3 X .281 29,062.50 3,585.97 14,694.49 2.0x 0.125 2 20 = 2 X 2 X .125 14,531.25 3,585.97 3.438.83 2.0x0.125 1 20 = 2 X 2 X .125 ,.. ,. "