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Home My WebLink About1940 CAMINO VIDA ROBLE; ; PCR01184; Permit• Mpyv 08-28-2001 rCt City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR01184 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: 1940 CAMINO VIDA ROBLE CBAD PCR Lot#: 0 $0.00 Construction Type: NEW CB004837 MV TECHNICAL-DEFERRED ROOF & FLOOR SYSTEM Status: ISSUED Applied: 08/14/2001 Entered By: RMA Plan Approved: 08/28/2001 Issued: 08/28/2001 Inspect Area: Applicant HAMANN CONST. 475 W. BRADLEY AV EL CAJON, CA 92020 Owner; 8S58 06/28/01 0002 01 02 CGP 300-00 Total Fees: $300.00 Total Payments To Date:$0.00 Balance Due: $300.00 Plan Check Revision Fee Additional Fees $300.00 $0.00 Inspector. FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the 'Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions," You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32,030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and 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 you have previouslyjieen given a NOTICE similar to mis, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 FaradayAve., Carlsbad, CA92008 1. PROJECT INFORMATION 1*140 FOR OFFICE USE O PLAN CHECK EST. VAL. Plan Ck. Deposit Validated By Date Address (include Bldg/Suite #}Business Name (at this address) Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total * of units Assessor's. Parcel #Existing Use Proposed Use of Bathrooms 2. CONTACT PERSON (if different from applicant) Name Address City s3, APPLICANT Q Contractor Q Agent for Contractor OQwner Q Agent for Owner State/Zip I (LfLMr^ State/ZipJ Telephone #Fax # Name 4, PROPERTYOWNER Address Telephone # Name Address City State/Zip Telephone * - COMPANY NAME (Sec. 7031 .5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031 .5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). Name State License f Address License Class City State/Zip City Business License # Telephone It Designer Name Address City Stele/Zip Telephone State License f 6. WORKERS'COMPENSATION . .. ;. . . '.'. •, . ••'.-'•-=• -'•,.-.-:, ••.:;.::'.:>'^ /..".. ' - >..'"•-,-,;•.; " '' . Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued, My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) Q CERTIRCATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to wcure workers' companution coverage i> unlawful, and chal subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE 7; OWNER-BUILDER DECLARATION ^ ;' : ^l 1 hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). Q I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I em exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / heve not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): . PROPERTY OWNER SIGNATURE DATE COMPLETE THISiSECTIONFOR NOIMESIDENTIAL BUILDING reRMITSpNtY::v „,;;;. ; : V il ^ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? O YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? O Y^S Q NO Is the facility to be constructed within 1 ,OOO feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8. CONSTRUCTION LENDING AGENCY , : V h i:!; I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS 9. APPLICANT CERTIFICATION ! -; ; ; I certify that I have read the application and state that the above information is correct end that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN 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 end demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation In tPartnersfap witfi. (fotfermrunt for $ui(t£ing Safety DATE: 8/24/01 JURISDICTION: Carlsbad olTOTREVIEWER a FILE PLAN CHECK NO.: 00-4837 rev(PCROl 184) SET: I PROJECT ADDRESS: 1940 Camino Vida Roble PROJECT NAME: MV Technical Truss Detail and Calculation The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: David Yao Enclosures: Esgil Corporation D GA D MB D EJ D PC 8/16 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 Carlsbad OO-4837 rev(PCR01184) 8/S4/O1 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad rev(PCRO1184) PLAN CHECK NO.: 00-4837 DATE: 8/24/01PREPARED BY: David Yao BUILDING ADDRESS: 1940 Camino Vida Roble BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION truss calculations Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) cb Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) 1994 UBC Plan Check Fee $300.00 Type of Review: EH Repetitive FeeRepeats D Complete Review D Other [7i—Hourly 2.5 Structural Only Hours * Esgll Plan Review Fee $240.00 * Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc £V) o UJ o XIQ(TO XOIQ.O f- O BCXRc oCD c: c J c r>CD O o: O H 0- o:o01UJ Q o \!\ r- \ c Ht CsJ r ; t 1*11^j ..',! •^ > N \: * 1 # 1?5 •*&• -H J fl -*- e et Q.Z "~ CD a: J* •i *vn Kl t-1 -t-' w d * a : Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and genera) compliance with the information given In the contract documents. The contractor is responsible for: confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with thet of all other trades; and performing his work In a safe and satisfactory manner. Date. RtH Engineering, Inc By GO Q gin aOQ CO ftjbqQ ^ 0 sa: 0r™ 6 GQ O 5 h Z LU mO i *-s5 O ^i t-? D a: Q Q z tO ? P O 5 °- -, u LJ O |Vj *i« *- <Ifi <n LJQ £ O _j u.< O ||ll Q_ h- j- ., uj y o^£- _t o; QD <^ ^ ALLLJTT TT -7V O v in u H t m o UJ_ii ZOI-Q_ o:o UJ Q ® Pi U tP * 0 •^j- in j ^- lr 0 J 4- ^s 1 ^ a: LJ o ef bi CD (Z < C4 0a; XsJ c^ 6- o\ rs.N v: rj * a ^ ^ 0- Ol 9 jt(N* ui w -*J ^h 5 7T T m o £ QUJ O u \H O B CO 6QQ KO 0 CL 0r~ 6 o =te CD O ^ c±d L^ > Z mo o « LJ Q_ z uUJ vEifex _j o; CD O v V V O •)f *!o: < Q o t Q Ld ii U_i cc m 0<I U UJ u o: o 4- N V vA tO xJto X* ^J P- t<\ 1p et CD xi Ci 0 rsl C A. &1« c4 CS3 n 5 r^ -^ \ Q °r-*^ < \0 * -f •^ ~J k UJ 0r LJ 00o o o 0 tn z Q. 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TMU PHONE «00}4M-»772 (MO)4al-4<IM BRIDGING WORKSHEET JOB #:-0n0 JOB NAME: K V LOCATION; FOR: T>. A , DATE S SHEET ' OF DWG: CKt>. E PAINT: 6^g*4j MILS '_?- < OFFICE USE ONLY TYPE X-WELDED (SSJ OR LSJ)X-BOLTED (LSJ ONLY)X-BOLTED (SSJ ONLY] D E It/16" HOLES * SLOT O DETAIL SB 9/16" HOLES ft SLOT • DETAIL 2A 7/16" HOLES * SLOT • DETAIL 2 HOLE ! 1/2' SLOT.OT-,HOLE '™™™i''™™a™"°™!""i"mwtmrflfl DETAIL 1,1A DETAIL 2,2A,2B DETAIL COPED •¥-DIM A 1 L S ^ ^k JOIST SIZE OR BEAM DEPTH DIM "D" ,DIFF.IN ELEVATION PIECES MARK ANGLE SIZE DETAIL-DIM DIM "B DIM "C DIM "D1 1& 33^ rr 3**-- 5ze0 / HOLD WEBS CLEAR FOR SPRINKLER JOB NAME: LOCATION: FOR: DATE: REV:-Z. SHEET OWGt PAINT: omce use ONLY CKD. BY. DIST. FROM TAG END ( BL) J44.141 2 1/2 NAILER U 0 VARIES BRANCHCLIN (MQMO-4IM HOLD WEBS CLEAR FOR SPRINKLER JOB f: - JOB NAME: HV/ LOCATION: FOR: -p. DATE: REV: - SHEET/ or DWG:CKD. BY PAINT;pips USE ONLY DIST. FROM TAG END ( BL) J4. ?•J 2 1/2 NAILER VARIES BRANCH International Structural Products Corp. REFERENCE:MV TECHNICAL. OPEN WEB STEEL JOIST CALCULATIONS ISP JOB # D1-D1 VO - CARLSBAD, CA. JULY 3D, 2DD1 fr,H ENGINEERING iNC SAN DIEGO AUG 0 3 2001 RECEIVED TO WHOM IT MAY CONCERN: PLEASE FIND ATTACHED THE FINAL CALCULATIONS FOR THE ABOVE REFERENCE JOB. THIS IS TO CERTIFY THAT INTERNATIONAL STRUCTURAL PRODUCTS CORP. DESIBN AND FABRICATES ACCORDING TO THE LATEST ADOPTION OF THE STEEL JOIST INSTITUTE'S SPECIFICATIONS. IF YOU HAVE ANY QUESTIONS, PLEASE CALL OUR OFFICE. RESPECTFULLY, SALVADOR NUNEZ, P D) R AUG 8 2001 2H ENGINEERING, INC. p\ i y) F-14 Bassett Center Suite 328 • 6001 Gateway West • £1 Paso, Texas 79925 Phone (915) 532-4414 * Fax (915) 532-4728 ; 3) ,*• P « 9 _ iiiSlliH*7J<0°Pfe'!Sia> (V ? *J- «MM . Job Number:W C* Y% 01-0170 STRESS ANALYSIS Job Name: MV TECHNICAL - BLDG1 • *_"^B ^ Location: \ Joist Description: A» li^J- CARLSBAD, CA Girder Load @ D Geometry Base Length: Working Length: I Joist Depth: Efective Depth: • BC Panel Length: Sh 37-4 1/2 37-0 1/2 ] 44.00 42.11 '4 Special PJ Variable Left End .Right End i BC Panel 2-8 |3- TC Panel 2-8 ;3- 11 1 • - PAGE 1 Date Run: 7/24/01 Mark: ag 44G5N6.9K G1 ape: irallel Chords FirstHalf 2-8 ,3-11 . First Diag. :5-4 7-10 ! - Depth 44.00 :44.00 ' Loads Point Load at Diagonals (Ibs) Cone. Load TC @ 21-6 1/2 {+,-) (Ibs) Additional Bending in BC (Ibs Stress Analysis Summary Int. Panel TC: , Max Panel BC: 48.00 '96.00 Member TC Tension tc C 6,900.00 Add Load any PP (Ibs)2,250.00 1 ,520.00 Additional Bending in TC (Ibs) 250.00! ) 250.00 TC Axial Load (Ibs) Reaction LE: Reaction RE: Minimum Shear: 19,910.46 18,359.54 4,977.61 ^ompresior BC Tension BC Compresior Web Tension W2 343.47 146,044.36 W3 343.47 146,044.36 W4 1,273.71 163,810.48 W5 1,273.71' 163,810.48 W6 2,387.14 174,470.19 WG 2,387.14] 174,470.19 W5 2,186.90 168,525.17 W4 2,186.90 168,525.17 'W3 702.93I 149,198.64 W2 702.93 149,198.64 Standard Verticals Member Position Max Tension V1 End Panel V2 ! Interior 0.00 0.00 0.00 24,233.37 24,233.37 46,594.57 l~ 46,594.57 50,829.36 50,829.36 32,571.11 32,571.11 0.00 Max Comp. 4,614.40 4,614.40 0.00 21,591.20 709.84 605.56 709.84 16,441.87 1,837.58 741.91 1,837.58 7,547.45 2,936.69 731.09 2,936.69 997.47 1,437.11 13,850.52 1,437.11 985.78 0.00 23,466.32 Length 42.11 42.11 183,000.00; Max TC Comp.: Max BC Tension 174,470.19 50,829.36 Web Comp. Web LengtH PP Dist. 591.99 51.71 0-2 22,086.23 52.89 2-8 741.91 64.805-4 <J 16,441.87 64.809-51/4 731.09 63.86 13-61/2 7,547.45 63.86 17-61/2 13,850.51 63.8621-61/2 997.47 63.86 25-6 1/2 24,027.95 63.11 29-61/2 962.74 61.63 33-51/2 ffa Of <7P fcfa ^ LAJ ^ ^j ?) STRESS ANALYSIS - PAGE 2 *WM Job Number: Job Name: W C^V\ 01-0170 MV TECHNICAL -BLDG1 Date Run: 7/24/01 B ^"M r* Location: \ Joist Description: ,JL H^-1 CARLSBAD, CA : Girder Load @ Diag 44G5N6.9K Chord Properties Chord Area Rx : Rz Ryy Y Ix Q Material TC 3.7500 1.2178 0.7823 2.0777 ' 1.1833 5.5615 1.0000 BC : 1.0151 0.7748 i 0.4934 1.4312 j 0.7033 : Axial and Bending Analysis K: Fy: i Fb: Mom of Inertia: ! Li 240: 1 .00 50,000.00 1 30,000.00 2,839.67 13,131 .03 Top Chord Check :End Panel LE First Panel LE Interior Panel Length , 30.00 Bending Load , 150.00 Axial Load : 146,044.36 32.00 140.63 48.00 93.75 146,044.36 174,470.19 fa i 19,472.58 19,472.58I Maximum K L/r 38.35 Fa 26,061.39 F'e 246,074.17 Cm 0.9763 Panel Point Moment 1013.73 Mid Panel Moment 945.06 Panel Point fb 256.71 Mid Panel fb 100.54 Fillers 0 Panel Point Stress _!_ 19,729.29 Mid Panel Stress 0.7507 Web Design Member Web Tension lAllow Tension W2 21,591.20 23,339.25 W3 605.56 40,381.44 W4 ! 16,441.87 23,339.25 W5 741.91 37,525.86 W6 7,547.45 14,531.25 W6 731.09 29,062.50 W5 997.47 33,093.06 W4 '. 13,850.52i 18,762.93 W3 985.78 52,450.56 40.91 25,704.24 216,276.13 0.9730 949.50 158.57 240,44 23,262.69 47.41 24,749.31 96,122.72 0.9032 1500.00 750.00 379.85 16.87 79.79 1 0 4 19,713.03 0.7582 Web Comp 591.99 22,086.23 741.91 16,441.87 731.09 7,547.45 13,850.51 997.47 24,027.95 W2 23,466.32 23,697.36 962.74 V1 0.00 14,531.25 V2 , 0.00! 14,531.25 4.614.407 4,614.40 23,642.54 0.9431 Allow Comp 6,709.10 23,856.50 4,271.63 16,998.42 2,803.51 13,137.80 15,240.21 3,576.09 24,384.93 6,667.13 6,242.31 0.6093 0.9673 LL 240: [3,131.03 First Pane! RE|End P 47.00 95.74 t~ 149,198.64 19,893.15 60.08 22,703.55 |~ 100,256.57 0.9405 1749.67 619.39 443.07 65.90 0 20,336.22 0,8788 Weld 7.8x0.188 8.5x0.176 5.9x0.188 6.8x0.163 4.1 x 0.125 4.1 x 0.125 6.5x0.143 5.7x0.163 8,6x0.188 11.5x0.138 2.5x0.125 6,242.31 2.5x0.125 Mark: G1 46 = 4 x 4 x .500 2C = 21/2x21/2x.212 Max Bridg TC: Max Bridg BC: 29-51/4 28-71/2 anel RE! Gap Between Chords: ^.-u -00 100.00 '1.2533 149,198.64; „ , _ 19,893.15 185,023.8 57.52, .Max Load no 23135.47 168,099.6' 109,366.30: ^-?££f 0.9454 •ion? CT DC Stress.1827.57 29.460.71 1294.55 BCUFtz: 462.80, 194.5536 T2X: lers TC: 3 Filters TC: » ---' " 137.72 TC Shear Stress: 0 4,188.71 9fl •*«« QS 6C S/iear SUoss:zu.jDo.ya <i5.7a5.nn Qty 1 2 1 2 •] 2 2 1 2 _2__] 1 1 0.8652 ; ' Material 26 = 2 x 2 x .205 24 = 2x2x.176 26 = 2 x 2 x .205 23 = 2x2x.163 20 = 2x2x.125 20 = 2x2x.125 21 =2x2x.143 23 = 2x2x.163 28 = 2 x 2 X .232 1G = 1 1/2x1 1/2 x. 138 20 = 2x2 x. 125 20 = 2x2x.125 IS? Geometry Job Number: 01-0170 STRESS ANALYSIS Job Name: MV TECHNICAL -BLDG1 - PAGE 1 Date Run: 7/6/01 Location: \ Joist Description: CARLSBAD, CA JGirder Load @ Diag 44G7N9.6K Base Length: Working Length: Joist Depth: 1 Efective Depth: BC Panel Length: Sh 55-8 55-4 44.00 | 41.79 6 @ 8-0 P; Variable Left End Right End BC Panel 3-11 TCPane! .3-11 First Half 13-11 First Diag. 7-10 Depth ;44.00 Loads Point Load at Diagonals Cone. LoadTC @ 15-10 ape: arallel Chords r_ -: -_: .."-- i Marie; [G2 3-11 3-11 " " " ' 7"-. 3-11 . . ' . . ' \X 7-10 44.00 (Ibs)9,600.00 Add Load any PP (Ibs) (+,-) (Ibs) 750.00 Additional Bending in TC (Ibs) Additional Bending in BC (Ibs Stress Analysis Summary Int. Panel TC: ' Max Panel BC: 48.00 : 96.00 Member TC Tension f C C W2 ! 434.22 434.22 W4 1,350.89 ! W5 1,350.89 W6 I 1,631.12 W7 H 1,631.12 W8 1,265.26 W8 I 1,265.26 W7 899.41 W6 899.41 W5 f 533.55 W4 533.55 W3 171.50 W2 171.50 Standard Verticals Member Position V1 , End Panel _j V2 interior ' >) Reaction LE: 35,262.65 yompresior BC Te 121,727.13 121,727.13 165,394.95 165,394.95 192,423.42 192,423.42 202,265.83 202,265.83 191,691.70 191,691.70 164,577.61 164,577.61 121,464.41 121,464.41 Max Tension 0.00 250.00 TC Axial Reaction RE: 34,937.34 nsion BC Compre 0.00 67,063.57 67,063.57 114,989.64 114,989.64 139,139.48 139,139.48 138,651.67 138,651.67 113,526.20 113,526.20 66,347.41 66,347.41 0.00 Max Comp. 5,170.32 0.00 5,170.32 0. 887 887. 1,814. 1,814. 1,448. 1,448. Load (Ibs) Minimum Shear: 8,815.66 sior Web Tension 00 73 73 05 05 19 19 1,082.33 1,082.33 716.48 716.48 350.62 350.62 0.00 Length 41.79 41.79 46,419.27 606.86 l~ 33,485.56 614.10 17,723.28 0.00 13,425.60 13,425.60 242.54 18,370.06 242.54 32,990.16 239.68 45,941.23 Max TC Comp,: 202,265.83 Web Comp. 592.57 47,538.16 614.10 33,485.56 0.00 17,723.28 0.00 242.54 18,370.06 242.54 32,990.16 242.54 47,048.59 234.04 2,250 OcT 250.00! 129,500.00! ! Max BC Tension 139,139.48 WebLengtri P'PDist. ; 61 62 63 41 89 64 63.64 63 63 64 64 63.64 63.64 63.64 63.64 63.64 63.64 62.89 61 41 0-2 3-11 : 7-10 11-10 15-10 19-10 23-10 27-10 31-10 35-10 39-10 43-10 47-10 ; 51-9 / ISP Chord Properties Chord , Area TC : 4.7500 , Job Number: 01-0170 STRESS ANALYSIS - PAGE 2 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Rx Rz Ryy ! Y Joist Description: Girder Load (S Ix .1143 i 1.1143 1.8508 1.1974 5.8983 BC 2.4844 1 .0739 , 0.6869 1 .8553 1 .0130 2.86 Axial and Bending Analysis K: . Fy: \ Fb: Mom of Inertia: ' LL 240: 1 .00 50,000.00 j 30,000.00 5,706.1 7 j 1 ,887.45 Top Chord Check End Panel LE First Panel LE Interior Panel First Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Member ! Web Tension W2 46,419.271 W3 606.86 W4 33,485.56 W5 614.10 W6 17,723.28 W7 0.00 W8 | 13,425.60 W8 T 1 3,425. 60f W7 ; 242.54 W6 18,370.06 W5 242.54 W4 32,990.16 W3 239.68 W2 45,941.23 V1 0.00 V2 0.00. 1 45.00 l 100.00 121,727.13 13,616.01 40.38 25,778.29 91,571.30 ' 0.9554 1827.57 1294.55 47.00 48.00 95.74 121,727.13 13,616.01 42.18 25,522.82 83,943.81 0.9513 1749.67 619.39 434.19 415.69 131.40 0 14,050.20 0.5331 Allow Tension 46,678.50 78,628.26 37,525.86 60,903.36 19,573.86 40,381 .44 19,573.86 19,573.86 40,381.44 19,573.86 60,903.36 33,093.06 78,628.26 46,678.50 14,531.25 62.87 0 14,031.70 0.5359 Web Comp 592.57 47,538.16 614.10 33,485.56 0.00 17,723.28 0.00 242.54 18,370.06 242.54 32,990.16 242.54 47,048.59 234.04 5,170.32 93.75 Date Run: 7/6/01 & Diag 44G7N9.6K Q Material 1.0000 51 1.0000 LL 240: 1,887.45 Panel RE End P 47.00 95.74 202,265.83 121,464.41 22,624.81 13,586.62 51.87 42.18 24,056.61 25,522.82 80,482.59 83,943.81 0.8876 1500.00 750.00 356.37 76.13 6 0.9514 1749.67 619.39 415.69 62.87 0 22,981.18 14,002.31 0.9436 0.5347 Allow Comp Weld 22,928.45 52,938.76 17,503.71 37,023.89 5,243.63 18,850.19 5,243.63 5,243.63 18,850.19 5,243.63 37,023.89 15,312.73 52,938.76 22,928.45 6,310.05 15.2x0.205 14.1 x 0.227 ,^3.8x0.1 63 12.0x0.188 10.6x0.113 6.8x0.176 8.0 x 0.113 r8.OxO.113 7.0 x 0.176 10.9x0.1 13 11.8x0.188 15.5x0.143 14.0x0.227 16.5x0.188 2.8 x 15,637.14 5,170.32 6,674.04 3.2 x 0.125 0.1C 9 P1 =4 3H = 3 Max Brid 26-2 5lt anel RE 45.00 100.00 121,464.41 13,586.62 40.38 25,778.29 91,571.30 0.9555 1827.57 1294.55 434.19 131.40 0 14,020.82 Qty 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1 2 0.5320 x 0.500 w 2 1/2x3 jTC: GapBt - 1.00 Mark: G2 PL 1/2x.375 Max Bridg BC: 37-1 1/4 itween Chords: Min Weld Len 2X: 1.4529 Max Lo 214,3 ad Fillers TC: 81.34 i Max Load no Fillers TC: 214,381.34 TOO A ,358.7 \BCStn 29,30 iBCL/R 139.7 TCShe 7,808 iBCShe 12,06 Mat JRyy: 649 3SS.1 5.00 z: 588 ar Stress: 90 ar Stress: 5.15 erial 26 = 2 x 2 x .205 31=3x3x.227 23 = 2x2 x. 163 : 2C = 2 1C = 1 1/2x2 1/2x1 1/2 x. 212 1/2X.113 : 24 = 2x2x.176 1C = 1 1C = 1 1/2x1 1/2x1 1/2X.113 1/2 x. 113 24 = 2x2x.176 1C = 1 2C = 2 1/2x1 1/2x2 1/2X.113 1/2 x. 212 21 =2x2x.143 31 = 3 x 3 x .227 26 = 2 x 2 x .205 20 = 2x2 x. 125 15 = 1 1/4x1 1/4 x .109 i STRESS ANALYSIS • PAGE 1 Job Number: 01-0170 Job Name: MV TECHNICAL-BLDG1 Date Run: 7/6/01 Geometry fiase Length: 50-0 5/8 Variable BC Panel TC Panel" FirsfHair " First Diag. Depth Location: CARLSBAD, CA Working Length: '• Joist Depth: 49-8 5/8 | 44.00 Le_ft ?"JL R'ghtEndi| '3~r\~ : 2-2 5/8 : 3-11 2-25/8 | "3-iT ;o-o "^ 7-10 ,2-25/8 ""> Joist Description: Girder Load \ Elective Depth: \ BC Panel Length: 42.01 6@8-0 Diag 44G7N5.2K Shape: Parallel Chords Mark: G3 44.00 44.00 Loads Point Load at Diagonals (Ibs) Add LoadaTiy PP (Ibs)"" Cone: Load TC @ 47-10Y+r[ (Ibs) Additional Bending in BC (Ibs) Stress Analysis Summary Int. Panel TC: i Max Panel BC: \ Reaction LE: 48.00 196.00 '23,145.89 MemberW2~"" W3 W4 W5~" "" W6 W7 W8 W8 " W7~ W6L W5W4"~"" W3^" " VV2 I I I 2,250.00 Cone. Load TC @ 39-10 (+,-) (Ibs) 750.00 Additional Bending in TC (Ibs) 250.00 TC Axial Load (Ibs) 900.00 250.00 83,300.00 Reaction RE: 27,893.37 Minimum Shear: 6,973.34 Max TC Comp.: 125,088.39 Max BC Tension 85,972.30 171.061 171" 061 532.19 j 532" 19] 897.12"i " 897.12J 1,262". 05; 1,262705j_ 1,626"9llJ 1,626^98 T,220.63 "1^20763 1j220.~63" 63"i"8'T C Compresior BC Tension BC Compresior Web Tension 78,656.55 78,656.55 106,224.20 106,224.20 122,270.08 122,270.08 125,088.39 125,088,39 113,529.25 113,529.25 89,324.54 89,324.54 89,324.54 73,497.74 0.00 43,183.29 43,183.29 72,494.00 72,494.00 85,972.30 85,972.30 79,242.91 79,242.91 55,914.53 55,914.53 14,696.99 14,696.99 0.00 0.00 349.72 349.72 714.65 714.65 1,079.58 1,079.58 1,444.51 1,444.51 1,809.44 1,809.44 631 .81 631.81 0.00 31,163.92 404.34 21,839.37 409.15 11,319.70 409.15 0.00 10,588.52 0.00 17,864.48 782.47 29,750.74 1,077.81 30,365.94 Web Comp. Web Length) PP Dist. 394.87 30,669.01 409.15 20,527.45 409.15 10,588.52 10,588.52 0.00 16,552.56 0.00 28,438.82 782.47 26,196.74 1,249.35 61.56 63.04 63.79 63.79 63.79 63.79 63.79 63.79 63.79 63.79 63.79 63.79 42.01 48.69 0-2 3-11 7-10 11-10 15-10 19-10 23-10 27-10 31-10 35-10 39-10 43-10 47-10 47-10 Standard Verticals Member Position i Max Tension End Panel ' Max Comp. ! Length V1 \/2~ "i" interior O.OO 1,953.00 42.01 0.00 2,659.90 42.01 ISP Chord Properties Chord Area TC : 2.8594 STRESS ANALYSIS • PAGE 2 Job Number: {Job Name: 01-0170 MV TECHNICAL -BLDG1 Location: I Joist Description: CARLSBAD, CA I Girder Load gj Rx i Rz Ryy Y Ix 1.2346 0,7876 2.0514 1.1383 j 4.3586 Date Run: 7/6/01 Marie: 5 Diag 44G7N5.2K G3 Q Material 1.0000 42 = 4x4x.375 BC 1.6070 0.9260 [ 0.5907 1.6401 ! 0.8536 1.3780 1.0000 Axial and Bending Analysis K: Fy: \Fb: Mom of Inertia: ILL 240: LL 240: 1 .00 50,000.00 j 30,000.00 3,636.79 ! 1 ,658.25 1 ,658.25 Top Chord Check i End Panel LE First Panel LE Interior Panel First Panel RE End P Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment ' 45.00 47.00 48.0C 316.00 311.74 ; 78,656.55 13,754.15 57.14 ' 23,200.07 112,409.85 0.9633 5775.13 4090.79 Panel Point fb T 1895.85 Mid Panel fb 534.18 Fillers Panel Point Stress Mid Panel Stress Web Design Member Web Tension W2 T 31,163.92 W3 404.34" W4 21,839.3r W5 409.151 W6 ; 11,319.70 W7 _j 409.15_j W8 0.00 W8 10, 588. 521 W7 0.00 W6 17,864,48 W5 ; 782,47 W4 ^ 29,750.74 W3 1,077.8V W2 30,365.94i vi ~t o.oo4 V2 : 0.00 78,656.55 13,754.15 59.68 22,772.53 103,046.61 0.9600 5696.92 2016.74 1870.17 263.35 ! 0 0 15,650.00 ; 0.6124i Allow Tension 37,525.86 54,001.86 23,697.36 46,678.50 16,546.53 29,062.50 29,062.50 14,531.25 15,624.32 0.6137 Web Comp 394.87 30,669.01 409.15 20,527.45 409.15 10,588.52 10,588.52 0.00 309.75 125,088.39 21,873.38 46.80 24,842.11 98,797.73 0.9114 4956.00 2478.00 1626.95 323.58 0 23,500.32 0.8931 Allow Comp 18,395.53 32,191.45 6,224.46 21,519.07 3,180.08 13,155.80 13,155.80 2,809.61 37,525.86 16,552.56| 17,441.41 26,225.28 54,001.86 33,093.06 40,381.44 37,525.86 9,786.93 10,781.25 0.00 4,924.81 28,438.82 31,891.57 782.47 26,196.74 1,249.35 1,953.00 2,659.90 15,263.86 28,315.46 23,456.87 2,433.52 2,667.89 48.00 93.75 0.00 13,574.08 42.18 25,522.82 83,943.81 0.9515 1749.67 619.39 415.69 62.87 0 13,989.77 0.5342 Weld 12.9x0.163 11.0x0.187 10.7x0.138 7.4x0.188 5.3x0.143 5.7x0.125 5.7x0.125 5.7x0.125 6.8x0.163 6.4x0.188 10.2x0.187 14.0x0.143 10.0x0.176 12.5x0.163 2.0x0.113 2.0x0.125 35 = 3 x 3 x .281 Max Bridg TC: Max Bridg BC: 29-03/4 j 32-9 5/8i anel RE Gap Between Chords: ^ OJ -00 ono -i A IV"" vvk 398.74,, o.898 73,497.74 .. - 12,852.06,, 140,2" 31.27 MaxLo 26.994.77 l27-3 375.385.00 !.&rt 0.9897 !: 4944.70 i 29.08 653.04 BCUR 1623.24 162.5 85.28 TCShe 0 8,357. •\ A A~iz. on BC She14,4/5.30. 1dR7, Qty 2 2 2 2 1 2 2 1 2 1 0.4790 ' Mat Id Len 2X: 5 ad Fillers TC: 29.95 ad no Fillers TC: 53.48 JRyy: 319 >ss; 1.99 z: • 213 ar Stress: 25 ar Stress: ).55 srial 23 = 2 x 2 x. 163 2A = 2 1/2x2 1G = 1 1/2x1 1/2 x. 187 1/2 x. 138 26 = 2 x 2 x .205 21 =2x2x.143 20 = 2x2x.125 20 = 2x2x.125 20 = 2 x 2 x. 125 23 = 2x2x.163 28 = 2 x 2 x .232 2 |2A = 21/2x2 2 2 2 1 1 1/2 X. 187 ; 21 =2x2x.143 24 = 2x2x.176 23 = 2x2 x. 163 1C = 1 1/2x1 1E = 1 1/2x1 1/2 x. 113 1/2 x. 125 i EP 6-JuMD1 JOB NUMBER: Ot-0170 JOB NAME: MV TECHNICAL LOCATION: CARLSBAD. CA JOIST NAME: 44G7N.5.2K MARK : G3 END PANEL TC - "AXIAL LOAD AND BENDING" 4.000 in 0.375 in 50.000 ksi 1.000 in 1.000 24.630 in 2.859 in'2 4.359 in"4 1.235 in 1 774 m"4 0 788 in 1.138 in 1 000 TWO ANGLE At= 5.719 in'2 ltx= 8.717 in*4 rlx= 1.235 In Pane! P. Six = 3.046 in"3 Mid Panel Sti = 7.658 ln"3 Gr;ivily Anal Load - L.ileisl analloatl = Bei nil iicj Load = Bearing Depth = Reriuc = FirM Panel length = inlcnnr panel length* 73.487.74 Ibs. 7,500.00 Ibs. 398.74 Ibs/fl. 6.00 in 1.00 48.00 in 48.00 in. Eccentricity = Moment Pp = Moment Mp = ta = Panel P fb = Mid Pane* fb a Fb = Kl/rz = Cc = Fa = Fe = Cm = 4.86 in 41.407.48 lb&-in. 37,116.37 IbS-in. 12,852.06 psi 13,593.17 psi 4,846 75 psi 30.000.00 psi 31.27 107.00 26,993.97 psi 152,687.20 psi 0.97 No filler Pane! point « 0.6 Fy - 30,000.00 fa * fb " 26,445.23 OK fa- F'e = With filler Panel point « 0.6 Fy = fa * fb = 19.95 107.00 28,304 96 psi 375.232.61 psi 0.99 30,000.00 26,445.23 OK Mid panel <• la/Fa + Cm'fb;((1-fa/F'e]'0'Fb|« 1.00 065 OK Mid panel <• talfa + Cm'fb/HI-fa/F'el'Q'Fb)' 1.00 0.62 OK • Page 1 TC Panel 3-10 13-81/2 First Half 3-10 1 3-8 3/8 I First Diag. 7-8 ! 7-4 7/8 , Depth 44.00 ; 44.00 : Loads Point Load at Diagonals (Ibs) 5,200.00 Uniform Load in TC (plf) Add Load any PP (Ibs) , 2,250.00 Additional Bending in TC (Ibs) Additional Bending in BC (Ibs) ; 250.( Stress Analysis Summary Int. Panel TC: \ Max Panel BC: Reaction LE: Reactk 48.06 96.13 21,705.01 21,84 Member TC Tension TC Compresior BC Tension W2 . 0.00 56,716.57 O.OC W3 0.00 56,716.57 39,047.94 W4 0.00 81,493.03 39,047.94 W5 0.00 81 ,493.03 65,080.74 W6 , 0.00 95,093.30 65,080.74 W7 0.00 95,093.30 75,231.95 W7 | 0.00 94,858.95 75,231 .95 W6 0.00 94,858.95 64,539.20 W5 ; 0.00 80,91 5.06 64,539.20 W4 0.00| 80,915.06 38,048.23 W3 0.00 56,337.04 38,048.23 W2 ! 0.00 56,337.04 0.00 Standard Verticals Member I Position Max Tension Max Comp. V1 ! End Panel 0.00 1,935.00 V2 Interior 0.00 2,063.27 )0 TC Axial ->n RE: 9.74 BC Compre 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Load (Ibs) Minimum Shear: Max TC 5,462.44 95,09: sior Web Tension Web C 00 28,665.52 00 0.00 28, 00 19,677.63 00 0.00 18,; 00 9,169.33 00 0.00 8,; oo o.oo a,; 00 9,474.08 00 0.00 18,( 00 19,982.38 00 0.00 27,* 0.00 28,385.02 Length 42.17 42.17 216.00 250.00 56,100.00 Comp. : Max BC Tension t.30 75,231.95 ;omp. Web Length' PP Dist. 0.00 60.94 0-2 153.22 62.40 3-10 0.00 63.94 7-8 365.84 63.94 11-8 0.00 63.94 15-81/8 ! 282.66 63.94 19-81/8 282.66 63.94 23-8 1/4 0.00 63.94 27-8 3/8 570.59 63.9431-83/8 • 0.00 63.94 35-8 1/2 387.77 61.21 39-81/2 0.00 59.87 43-4 7/8 1 ISP Chord Properties Chord Area TC 2.Q867 : STRESS ANALYSIS - PAGE 2 Job Number: Job Name: Date Run: 01-0170 j MV TECHNICAL -BLDG1 7/6/01 Location: Joist Description: CARLSBAD, CA Girder Load @ Diag 44G Rx . Rz Ryy j Y Ix Q 1.0826 0,6900 1.8419 0.9902 BC , 1.4375 0.9304 0.5924" 1.6333 j 0.8424 Axial and Bending Analysis K: Fy: ; Fb: \ Mom of Inertia: \ LL 240: 1 .00 50,000.00 j 30,000.00 j 3,030.52 1 ,658.80 Top Chord Check ;End Panel LE First Panel LE Interior Pane Length Bending Load Axial Load fa Maximum K L/r Fa Fe Cm Panel Point Moment 44.00 46.00 48.06 318.27 56,716.57 13,590.30 63.77 21,822.80 90,394.97 0.9549 5534.35 Mid Panel Moment 3949.57 Panel Point fb \ 2840,07 Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Member Web Tension W2 : 28,665.52 W3 ~" 6.00 W4 19,677.63 799.62"i" " 0 313.83 309.63 56,716.57 95,093.30 13,590.30) 22,786.05 66.67 21,319.21 82,705.41 0.9507 5456.47 1900.60 2800.11 384.79 0 16.430.38j 16,390.41 0.6532 Allow Tension 33,093.06 54,001.86 28,125.00 W5 O.OOf 40,381.44 W6 9,169.33 14,531.25 W7 0.00 W7 0.00 W6 9,474.08 W5 i 0.00 W4 ! i9.982.381 W3 0.00 W2 28,385.02 V1 i 0.00 V2 ! 0.00 u 29,062.50 29,062.50 14,531.25 40,381 .44 28,125.00 54,001 .86 33,093.06 | 0.6523 Web Comp 0.00 28,153.22 0.00 18,365.84 0.00 8,282.66 8,282.66 0.00 18,670.59 0.00 27,887.77 0.00 9,786.93 1,935.00 9,786.93 2,063.27 52.19 23,715.89 75,759.47 0.8797 4966.96 2483.48 2548.91 502.80 4 25,334.95 0.9822 Allow Comp 16,216.96 32,443.82 5,239.06 18,703.40 2,796.27 13,116.35 13,116.35 2,796.27 18,703.40 5,239.06 32,912.41 16,569.28 2,415.15 2,415.15 2,4454 0.9854 1.2442 0.9607 LL 240: 1,658.80 First Panel RElEnd P 44.38 317.41 56,337.04 13,499.36 64.31 21,729.28 88,873.63 0.9544 5095.58 1711.64 2614.91 346.53 0 16,114.27 0.6344 Weld 13.5x0.143 10.1 xO.187 7.1 x 0.188 7.0x0.176 4.9x0.125 4.5x0.125 4.5x0.125 5.1 x 0.125 7.1 x 0.176 7.2x0.188 10.0x0.187 13.4x0.143 2.0x0.113 2.0x0.113 Mark: 6N5.2K G4 Material 3E = 31/2x31/2x.312 33 = 3 x 3 x .250 Max Bridg TC: Max Bridg BC: 26-1 1/8 32-8 anel RE Gap Between Chords: ^ -u <0° 004 QQ """' *"c'u *-w" '-*"321.88 0.7500 56,337.04; Ma^ Lcad Fillers TC- 13,499.36, 96,844.48 61.60 Max Load no Fillers TC: 22,192.71, 84,951.84 %ooo on TC OAL/Ryy:,888.39 sndTiwfi7 0.9582: --—••- i C -ICQ -1C U(-' °IreSS-5168.15 ,28.772.14 3747.82' sci/Rz: 2652.15 162.2706 758.78 TC Shear Stress: 0 8,934.22 •IR ic-t ci ' JBC Shear Stress: i10,10 1.01 i3.no5.fifi Qty 2 2 1 2 1 2 2 1 2 1 2 2 1 1 0.6369; ' Material 21 =2x2x.143 2A = 21/2x21/2x.187 29 = 2 x 2 x .250 24 = 2x2x.176 20 = 2x2x.125 20 = 2x2x.125 20 = 2x2x.125 20 = 2x2x.125 24 = 2 x 2 x. 176 29 = 2 x 2 x .250 2A = 21/2x21/2x.187 21 =2x2x.143 1C = 1 1/2x1 1/2 x. 113 1C = 1 1/2x1 1/2 x. 113 6-Jui-oi JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARLSBAD, CA JOIST NAME: 44G6N5.2K MARK: G4 'AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 3.500 in. 0.312 in 50.000 ksi 1.000 in 1 000 42.500 in REINFORCEMENT: 2 Width = 4.000 in. Thickness = 1.000 in. h = 0.500 in. PLATE CTR. PROPERTIES: At= 8.173 in*2 ltx= 14.880 in*4 rtx= 1.349 in Panel P Stx= 3.484 m"3 Mid Panel Stx = 8.606 in"3 Gravity Axial Load = 56.337.04 Ibs. Lateral axial load = 7,500.00 Ibs. Bending Load = 321.88 Ibs./ ft. Bearing Depth = 6.00 in. Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Fe = Cm = 4 271 in 38,088.09 Ibs-in. 35,438.50 Ibs-m. 6,892.80 psi 10,932.26 psi 4,118.04 psi 30,000,00 psi 61.60 107.79 22,192.71 psi 39,358.51 psi 0.95 No filler Panel point <= 0.6 Fy = 30,000.00 psi fa+fb= 17,825.07 OK Cc = Cm = With filler Panel point <= 0.6 Fy = fa + fb« 31.50 107.79 26,601.24 psi 150,513.52 psi 0.99 3o.ooo.oo psi 17,825.07 OK Mid panel <= 1.00 fa/Fa + Cm-fb/((1-fa/Fe)"Q*Fb) = 0 47 OK Mid panel <• fa/Fa + Cm*fb/((1-fa/F'e}"Q*Fb)' 1.00 0.40 OK 15? STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 • Job Name: !MV TECHNICAL-BLDG1 Date Run: 7/6/01 Location: CARLSBAD, CA Geometry Base Length: 17-61/2 Variable BC Panel TC Panel"" First Half First Diag. "Depth , Working Length: , Joist Depth: 17-21/2 | 20.00 Left End iRightEnd; "l-8"l/2 ,3-11 Efective Depth: 17.75 I Joist Description: 'Girder Load £ - SC Panel Length: !2@8-0 Diag 20G3N6.9K j Shape: Parallel Chords Mark: G5 13-11 1-8 1/2 ;0-0 "_^ 1-8 1/2"_ 7-10 16.66 120.00 Loads Point Load at Diagonals (Ibs) Cone. Load TC @ 1-8 1/2 (Ibs) Additional Bending in TC (Ibs) TC Axial Load {Ibs) 6,900.00 Add Load any PP (Ibs) 320.00 Cone. Load TC @ 9-8 1/2 (Ibs) 250.00 Additional Bending in BC (Ibs) 367,200.00 2,250.00 320.00 250.00, Stress Analysis Summary Int. Panel TC: \ Max Panel BC: \ Reaction LE: 48.00 95.00 j 14,364.83 Member W2 " W3 W4 W4" W3 W2 Standard Verticals Member j Position Vl"pP"End"Panel V2~""~i Interior Reaction RE: 9,225.17 j Minimum Shear: 3,591.21 Max TC Comp.; 291,429.16 Max SC Tension 29,939.61 TC Tension TC Compresior BC Tension BC Compresior Web Tension 0.00 0.00 o.oo" 0.00 0.00 0.00 283,933.81 283,933,81 291,429.16 291,429.16 286,383.28 286,383.28 0.00 11,378.43 11,378.43 29,939.61 29,939.61 0.00 0.00 0.00 0.00 0.00 0.00! 0.00 17,392.25 0.00 13,899.12 Q.OO 0.00 18,808.53 Web Comp. Web Length' PP Dist. 0.00 12,039.83 0.00 12,378.40 19,534.04 0.00 25.64 17.75 51.18 51.18 50.24 48.37 0-2 1-8 1/2 1-81/2 5-8 1/2 9-8 1/2 13-71/2 Max Tension 0.00 0.00 Max Comp. 6,953.58 1,652.34 Length 17.75 17.75 STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 • Job Name: \ MV TECHNICAL -BLDG1 ! Date Run: 7/6/01 Location: CARLSBAD, CA Joist Description: Girder Load (£Diag 20G3N6.9K I Mark: JG5 Chord Properties Chord Area TC ; 5.7500 Rx ; Rz Ryy ; Y 1.8607 j 1.1847 i 2.8698 I 1.6848 BC 0.71 30 0.61 74 . 0.3938 1 .2345 ! 0.5690 Axial and Bending Analysis i K: Fy: i Fb: Mom of Inertia: ' LL 240: 1.00 50,000.00 |30,000.00 419.74 |4,615.89 Top Chord Check : End Panel LE First Panel LE Interior Panel Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb 18.50 48.00 1 243.24 93.75 283,933.81 0.00 i 24,689.90 15.62 27,642.79 ' 1,510,650.00 0.9951 2961.14 18.57 320.93 0.79 Fillers j 0 Panel Point Stress Mid Panel Stress Web Design Member j Web Tension W2 17,392.25 W3 ~\ 6.00 W4 • 13,899.12 W4~ ; 0.00 W3 • 0.00 W2 ": 18,808.53 V1 i 0.00, V2 , b.OCT 25,010.82 0.8932 Allow Tension 18,762.93 18,762.93 14,531.25 29,062.50 33,093.06 20,190.72 9,786.93 6,183.57 48.00 93.75 291,429.16 13,590.30 25,341.67 66.67 21,319.21 82,705.41 0.9507 5456.47 1900.60 33.45 25,748.28 224,401 .03 0.9548 1500.00 1~~ 750.00 2800.111 162.57 384.79 0 16,390.41 0.6523 Web Comp 0.00 12,039.83 0.00 12,378.40 19,534.04 0.00 6,953.58 1,652.34 31.74 2 25,504.24 0.9854 Allow Comp 13,187.65 14,257.84 4,364.91 16,214.52 19,547.21 6,681.00 6,956.00 3,470.76 Ix Q Material 1 9.9078 0.9607 63 = 6 x 6 x .500 0.2718 1.0000 25 = 2x2x.1 LL240: MaxBridgTC: 4,615.89 40-77/8 First Panel RE End Panel RE Gap Bt 47.00 95.74 286,383.28 24,902.89 39.67 24,966.60 234,051.59 0.9681 1749.67 619.39 189.63 26.21 0 25,092.52 0.9984 Weld 7.2x0.163 5.0x0.163 7.5x0.125 6.7x0.125 9.2x0.143 7.2x0.176 4.1 x 0.113 2.0x0.109 45 nn »•"" i nn nn Mm Wl 100.00 2.093 286,383.28 „ , 24,902.89 295,7 37.98 MaxLc 25,184.62 285'5 255,318.50 £fjJ2 0.9707 " 87 Max BrJdg BC: 24-8 1/4 »hveen Chords: >W Len 2X: 4 ad Filters TC: 53.84 ad no Fillers TC: 05.75 L/Ryy: 73 1827.57 . 28,81 (L27 1294.55 BCL/R 198.07 241.2 54.78: 7CS/76 0 1,885 25,100.97 f^fy 0.9909: ' Qty Mat z: 321 ar S(ress: 21 ar Stress: 7.55 erial 1 23 = 2x2x.163 1 23 = 2x2 x. 163 1 20 = 2x2x.125 2 20 = 2x2x.125 2 21 =2x2x.143 : 1 24 = 2x2x.176 1 1C = 11/2x1 1/2 x. 113 1 10 = 1 x1x. 109 STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Date Run; 7/6/01 Location: CARLSBAD, CA j Joist Description: Girder Load @ Diag 28G4N1 0.1 K Mark: G6 Geometry Base Length: Working Length: ,' Joist Depth: Efective Depth: j fiC Panel Length: J Shape: 31-8 31-4 .28.00 25.53 ,3@8-0 [Parallel Chords Variable Left End Right Endj BC Panel 3-11 TC Panel 3-11 First Half 3-11 First Diag. 7-10 Depth 28.00 Loads Point Load at Diagonals 3-11 ! .3-11 ,3-11 7-10 1 28.00 ""; (Ibs) Cone. Load TC @ 7-10 (Ibs) Cone. Load TC @ 7-1 0(+.-) Additional Bending in BC (Ibs Stress Analysis Summary Int. Panel TC: \ Max Panel BC: 48.00 95.00 Member TC Tension tC C W2 749.00 W3 749.00 W4 1,272.48 W5 ! 1,272.48 W5 754.86 W4 | 754.86 W3 242.63 W2 242.63 Standard Verticals Member Position VI _j End Pane! Vi2 Interior (Ibs) ^__ 10,100.00 Add Load any PP (Ibs) 320.00 Cone. Load TC @ Q-2 (+,-) (Ibs) 750.00 Additional Bending in TC (Ibs) ) 250.00 TC Axial Reaction LE: Reaction RE: 22,353.19 21,586.81 iompresior BC Tension BC Compre 270,987.09 270,987.09 302,917.59 302,917.59 302,179.13 302,179,13 270,264.69 270,264.69 Max Tension 0.00, 0.00 0.00 61,570.74 61,570.74 83,809.52 83,809.52 59,601.48 59,601.48 0.00 Max Comp. 7,183.35 7,183.35 0 1,531 1,531 1,013 1,013 496. 496 0. Length 25.53 25.53 Load (Ibs) Minimum Shear: 5,588.30 sior Web Tens ion 00 29 29 67 67 05 05 00 36,904.061 890.22 14,989.93 0.00 314.07 16,105.13 308.99 35,796.66 i Max TC Comp.: 302,917.59 Web Comp. 861.11 38,151.46 0.00 14,989.93 16,105.13 314.07 37,006.63 298.88 2,250 220 250 00 00 00' 331, 200.00 i Max BC Tension 83,809.52 Web Length PP Dist. 51.74 53.48 54.37 54.37 54.37 54.37 53.48 51.74 0-2 3-11 7-10 11-10 15-10 19-10 23-10 27-9 ISP Chord Properties Chord ' Area TC 6.7500 STRESS ANALYSIS - PAGE 2 Job Number: Job Name: 01-0170 MV TECHNICAL - BLDG1 Location: . Joist Description: CARLSBAD, CA j Girder Load (c Rx Rz Ryy . Y ! Ix 1.7385 . 1.7385 2.6510 ; 1.6204 20.4022 BC 1.6070 0.9260 •, 0.5907 1.6401 j 0.8536 Axial and Bending Analysis K: Fy; \ Fb: Mom of Inertia: , LL 240: 1.00 50,000.00 130,000.00 1,713.28 J3.121.05 Top Chord Check End Panel LE [First Panel LE Interior Panel Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Member Web Tension W2 ! 36,904.06 W3 ~|~ 890.22 W4 I 14,989.93 i 45.00 47.00 48.00 Date Run: 7/6/01 Mark: &Diag28G4N10.1K G6 Q Material 1 .0000 1.3780 1.0000 LL 240: 3,121.05 First Panel RE End P 47.00 100.00! 95.74 93.75! 95.74 , 270,987.09 i 20,941.82 25.88 i 27,646.79 ! 222,894.50 ! 0.9718 1827.57 1 1294.55 270,987.09 302,917.59 20,941.82 27.03 27,511.75 204,328.36 0.9693 1749.67 619.39 196.161 187.80 1 51.41 0 i 21,137.97 ! 0.7593 Allow Tension 37,525.86 60,903.36 15,637.14 W5 i 0.00 29,062.50 W5 I 314.07 W4 ; 16,105.13 W3 ! 308.99 W2 i 35,796.66 V1 ; 0.00, V2 j 0.00 33,093.06 17,812.50 60,903.36 37,525.86 13,309.92 12,367.14 24.60 0 21,129.61 0.7621 Web Comp 861.11 38,151.46 0.00 14,989.93 16,105.13 314.07 37,006.63 298.88 7,183.35 7,183.35 I 23,409.40 36.21 26,351.81 195,903.38 0.9522 1500.00 750.00 161.00 29.78 4 23,570.40 0.8894 Allow Comp 22,327.33 41,874.88 3,943.59 15,479.75 18,310.49 4,440.81 41,874.88 22,327.33 7,830.82 7,565.54 270,264.69 20,885.99 27.03 27,511.75 204,328.36 0.9693 1749.67 619.39 187.80 24.60 0 21,073.78 0.7601 Weld 15.2x0.163 13.7x0.188 9.3x0.109 8.1 x 0.125 7.6x0.143 8.7x0.125 13.3x0.188 14.8x0.163 3.1 x 0.156 4.4x0.109 270 20 27 222 P5 = 6x0.500w2PL 35 = 3 x 3 x .2 Max Bridg TC: 37-6 5/8 anel RE: Gap Be HOI..J -°° •t nn An Mm W6 100.00. 2 176 ,264.69 AX , 885.99 340,6" 25.88 MaxLo 646.79, 340'6 QC\A cn ' 7~C OA894.50 141R 0.9719 1827.57 28.41 1294.55 BCUR 21 Qty 2 2 2 2 2 2 2 2 1 2 196.16 160.8 51.41 TCShe 0 3,076 noo -i c °C Slit082.15 11?fi 0.7573 Mat 81 Max Bridg BC: 32-9 5/8 tween Chords: Id Len 2X: 0 ad Fillers TC: 22.28 ad no Fillers TC: 22.28 L/Ryy: 335 ass: 2.08 z: 284 ar Stress: 32 ar Stress: 2.07 erial 23 = 2x2x.163 2C = 21/2x2 15 = 1 1/4x1 1/2 x. 212 1/4 x.109 20 = 2x2x.125 21 =2x2x.143 18 = 1 1/4x1 2C = 21/2x2 1/4 x. 125 1/2 x. 21 2 23 = 2 x 2 x. 163 1J = 1 1/2x1 1/2 x. 156 10 = 1 x 1 x.109 T~Job Number: 01-0170 STRESS Job Name: iMV TECHNICAL -BLDG1 ANALYSIS - PAGE 1 Date Run: 7/6/01 • ' v_^B • Location: ; joist Description: ^L. V^-l CARLSBAD, CA Girder Load @ Diag 48G6N9.6K Geometry Base Length: Working Length: ' Joist Depth: Efective Depth: i BC Panel Length: Shape: 47-8 47-4 48.00 44.37 5 Special ; Parallel Chords . Variable Left End .Right End; BC Panel 3-9 3/4 TC Panel 3-9 3/4 First Half' ": 3-9 3/4 First Diag. 7-7 1/2 Depth 48.00 Loads Point Load at Diagonals Additional Bending in TC Mark: G7 4-01/4 '.4-0 1/4 i • ' ~ :3-9 3/4 "; ,7-10 : ' v "^48.00 . (Ibs) -(ibs) r TC Axial Load (Ibs) Stress Analysis Summary Int. Panel TC: i Max Panel BC: 48.00 '97.25 Member j TC Tension TC C W2 ; o.oo W3 i 6.00 W4 ! 6.00 W5 , 0.00 W6 ' " 0.00 W7 ; o.oo W7 , 0.00 W6 O.OO] W5 ] O.OQl W4 | 0.00 w"3 1 o.bo W2 i 0.00 9,600.00 Add Load any PP (Ibs) 250.00 Additional Bending in BC (Ibs) 275,900.00 Reaction LE: Reaction RE: 30,009.51 29,840.49 ^ompresior BC Tension BC Compre r 225,568.34 225,568.34 257,729.17 257,729.17 275,397.31 [ 275,397.311 r 275,661.44 275,661.44 258,394.53 258,394.53 226,501.55 226,501.55 0.00 0. 50,851.96 0 50,851.96 0 84,625.82 0. 84,625.82 0. 97,967.03 0. 97,967.03 0. 85,330.12 0. 85,330.12 0. 51,921.95 0. 51,921.95 0. Minimum Shear: 7,502.38 sior Web Tension 00 00 00 00 00 00 00 00 00 00 00 0.00 0.00 36,983.74 0.00 24,653.57 0.00 11,208.76 0.00 0.00 11,052.63 0.00 24,404.57 0.00 37,796.11 Max TC Con 275,661.4 Web Com 0. 37,826. 0. 24,653. 2,250.00 250.00: p.: Max BC Tension 4 97,967.03 D. Web LengtK PP Dist. 00 65 00 57 0.00 11,208.76 11,052.63 0.00 24,404.57 0.00 37,583.88 0.00 62 63 65 65 66 66 65 31 .73 37 37 29 29 37 65.37 65 65 37 37 63.73 64.09 0-2 3-9 3/4 7-7 1/2 11-71/2 15-7 1/2 PT9-8 3/4 23-10 27-10 31-10 35-10 39-10 43-7 3/4 Standard Verticals Member ! Position VI Hind" Panel V2 r Inferior™ Max Tension i Max Comp. j Length 0.00 0.00 6,638.23 6,638.23 44.37 44.37 r ISP Chord Properties Chord , Area STRESS ANALYSIS - PAGE 2 Job Number: j Job Name: 01 -01 70 j MV TECHNICAL - BLDG1 Location: j Joist Description: CARLSBAD, CA j Girder Load <§ Rx Rz Ryy Y Ix TC 7.7500 2.4123 2.4123 1.4600 2.7661 BC 1.7747 0.9218 0.5892 1.6470 : 0.8649 Axial and Bending Analysis K: Fy: '• Fb: Mom of Inertia: \ LL 240: 1 .00 50,000.00 1 30,000.00 5,731 .94 3,028.95 Top Chord Check End Panel LE First Panel LE Interior Panel Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Member Web Tension W2 36,983.74] W3 ; 0.00 W4 24,653.57 W5 0.00; W6 7 11.208.761 W7 0.00 W7 J~ O.OOJ W6 T 11,052.63 W5 O.Otf W4 24,404.57 W3 0.00 W2 37,796. fn V1 : 0.00 V2 0.00 43.75 : 102.86 i 225,568.34 17,011.19 18.14 28,492.78 45.75 48.00 98.36 93.75 225,568.34 275,661.44 17,011.19 18.97 28,407.65 ; 453,983.91 L 415,158.91 0.9888 1766.75 1262.53 24.17 l 38.72 1 17,035.36 0.5984 Allow Tension 42,781.86 65,826.00 26,619.84 54,001.86 17,812.50 29,062.50 29,062.50 17,812.50 54,001.86 26,619.84 65,826.00 42,781.86 17,812.50 17,812.50 0.9877 1689.33 586.72 23.11 17.99 20,788.95 67.46 21,402.89 377,150.00 0.9780 1500.00 750.00 20.52 23.00 11 8 17,034.30 20,809.47 0.5994 Web Comp 0.00 37,826.65 0.00 24,653.57 0.00 [ 0.9721 Allow Comp 20,664.74 40,519.43 6,587.36 31,252.61 2,986.95 11,208.76 12,498.27 11,052.63 0.00 24,404.57 0.00 37,583.88 0.00 6,638.23 6,638.23 12,742.94 3,071.93 31,252.61 6,587.36 40,519.43 19,696.30 6,667.22 6,667.22 45.0969 Date Run: 7/6/01 I Mark: I Diag 48G6N9.6K [_<37 Q Material 1 .0000 1.5078 1.0000 LL 240: 3,028.95 First Panel RE End P 45.75 98.36 226,501.55 17,081.56 18.97 28,407.65 415,158.91 0.9877 1821.21 54 .38 24.91 16.60 1 17,106.48 0.6019 Weld 13.3x0.187 13.6x0.188 10.6x0.156 8.9x0.187 P4 = 4x0.500w8 PL 37 = 3x3x,3 Max Bridg TC: 20-8 1/4 anel RE Gap BE ,00 1 1 ' Mt07 -an """' l"":9730 1.980 226,501.55 ., , 17,081.56' 283~5" 19.17!:MaxLc 28.386.161 283>5 406,231.03 £icPn 0.9874: 12 Max Bridg BC: 32-11 1/4 '/ween Chords: jld Len 2X: 2 ad Fillers TC: 76.84 ad no Fillers TC: 76.84 URyy: 301 1801.73. ,29,753.45 1360.69 BCUR 24.65 165.0 41.73i'.7C" S/w 1 ! 6,353 17 *1 Aft 01 o^ oniW.IUD.^I 1^Q1 Qty 2 2 2 2 6.0x0.125 2 6.0x0.125 6.0x0.125 6.0x0.125 8.8x0.187 10.5x0.156 13.5x0.188 13.6x0.187 3.6x0.125 3.6x0.125 2 2 2 2 2 2 2 2 2 0.6032 Mat z: 571 ar Stress: 18 jar Stress: 4.46 erial 25 = 2x2 x. 187 2E = 2 1/2x2 1J = 1 1/2x1 2A = 21/2x2 18 = 1 1/4x1 1/2x.230 1/2 x. 156 1/2 x. 187 1/4 x. 125 ! 20 = 2x2 x. 125 20 = 2x2x.125 •; 18 = 1 1/4x1 2A = 21/2x2 1J = 1 1/2x1 2E = 2 1/2x2 1/4 x. 125 1/2 x. 187 1/2 x. 156 1/2 x .230 | 25 = 2x2x.187 18 = 1 1/4x1 18 = 1 1/4x1 1/4 x. 125 1/4 x. 125 _^ Job Number: E^*r\ 01-0170 STRESS '. Job Name: iMV TECHNICAL -BLDG1 • V_^B r" Location: ^L. W^-* CARLSBAD, CA Geometry Base Length: Working Length: : Joist Depth: \ Efective Depth: i BC 55-8 55-4 48.00 j 44.90 !6( Variable Left End Right End : BC Panel f C Panel First Halfi First Diag 3-11 '3-11 ; 3-11 3-11 3-11 3-11 7-10 ~"J-TO Depth 48.00 48.00 ! Loads Point Load at Diagonals (Ibs) Cone. Load TC @ 31-10 (Ibs) Cone. Load TC@ 47-10 (Ibs) Additional Bending in TC (Ibs) ANALYSIS Joist Description: Girder Load @ Panel Length: §8-0 •PAGE1 Date Run: 7/6/01 Diag 48G7N9.6K Shape: Parallel Chords 9,600.00 Add Load any PP (Ibs) 420.00 Cone. Load 420.00 Cone. Load TC@ 39-10 (Ibs) TC @ 55-6(Ibs) 250.00 Additional Bending in BC (Ibs) TC Axial Load (Ibs) 19C Stress Analysis Summary Int. Panel TC: \ Max Panel BC: ! Reaction LE: 48.00 ,96.00 35,081.75 Member TC Tension TC Compresior BC Te W2 W3 W4 W5 W6 W7 W8 W8 W7 W6 W5 W4 W3 i 0.00 167,588.73 0.00 167,588.73 O.OOl 207,947.78 0.00 1 207,947.78 0.00 233,417.22 0.00 233,417.22 0.00 243,491.22 O.OO! 243,491.22 0.00! 234,224.66 0.00 234,224.66 0.00 208,889.13 0.00; 208,889.13 0.00 167,999.56 W2 0.00! 167,999.56 Standard Verticals Member Position Max Tension V1 V2 End Panel 0.00 Interior 0.00 J,1 00.00 Reaction RE: 35,848.25 nsion BC Compre 0.00 62,052.24 62,052.24 106,275.16 106,275.16 129,970.78 129,970.78 130,733.59 130,733.59 107,665.52 107,665.52 63,172.13 63,172.13 0.00 Max Comp. 5,994.82 5,994.82 0 0 0 0. 0- 0. 0. 0. 0. 0. 0. 0. 0. Minimum Shear: 8,962.06 siorWeb Tension 00 00 00 00 00 00 00 00 00 00 00 00 00 0.00 Length 44,467.14 0.00 31,923.14 0.00 17,869.60 0.00 13,119.66 13,119.66 0.00 17,439.95 0.00 32,108.34 0.00 45,240.90 Max TCComp.: 243,491.22 Web Comp. \ 0.00 45,468.31 0.00 31,923.14 0.00 17,869.60 0.00 0.00 17,439.95 0.00 32,108.34 0.00 46,259.50 0.00 Mark: G8 2,250.00 420 220 00 ! 00! 250.00 Max BC Tension 130,733.59 Neb LengtH PP Dist. , 63.57 65.00 65.72 65.72 65.72 65.72 65.72 65.72 65.72 65.72 65.72 65.72 65.00 63.57 0-2 3-11 7-10 11-10 15-10 19-10 23-10 27-10 31-10 35-10 39-10 43-10 47-10 51-9 44.90 44.90 IS? Chord Properties Chord ^ Area TC 6.7500 STRESS ANALYSIS - PAGE 2 Job Number: i Job Name: 01 -01 70 | MV TECHNICAL - BLDG1 Location: Joist Description: CARLSBAD, CA Girder Load (E Rx ! Rz Ryy Y Ix 1.7922 i 1.7922 1.5605 2.1019 21.6800 Date Run: ,7/6/01 I Mark: $ Diag 48G7N9.6K G8 Q [ Material 1 .0000 P3 = 4 x 0.500 w 6 PL BC i 2.2897 1.0781 ; 0.6883 1.8487 1.0018 | 2.6613 1.0000 3F = 3 1/2 x 3 1/2 x .344 Axial and Bending Analysis K: ,Fy: Fb: Mom of Inertia: HL240: LL240: MaxBridgTC: \MaxBridgBC: 1.00 50,000.00 30,000.00 6,916.82 12,287.90 2,287.90 22-11/4 36-115/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gapjietween chords: Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb 45.00 47.00 48.00 47.00 100.00 167,588.73 14,178.40 ' 25.11 T 27,736.34 j 236,854.27 0.9820 ! 1827.57 I 1294.55 ! 80.00 62.75 Fillers 0 Panel Point Stress Mid Panel Stress Web Design Member [Web Tension W2 i 44,467.14 W3 I 0.00 VV4 | 31,923~.14 W5 0.00 W6 ! 17,869.60 W7 | 0.00 W8 i 13,119.66 W8 1 13,119.66 W7 n 0.00 W6 ! 17,439.9"5J W5 ~|~ 6.00 W4 ' 32,108.34H W3 0.00 W2 ! 45.240.90J VI ! 0.00 V2 0.00 ! 14,258.41 i 0.5134 Allow Tension 46,678.50 78,628.26 33,093.06 60,903.36 19,573.86 42,781.86 19,573.86 19,573.86 40,381.44 19,573.86 95.74 93.75 167,588.73 243,491 .22 14,178.40 20,599.93 26.23 27,606.94 217,125.34 0.9804 1749.67 619.39 61.52 22,456.62 208,172.70 0.9604 1500.00 750.00 76.59 65.66 30.02 0 14,255.00 0.5146 Web Comp 0.00 45,468.31 0.00 31,923.14 0.00 17,869.60: 0.00 0.00 17,439.95 0.00 60,903.36 32,108.34 33,093.06 78,628.26 46,678.50 16,546.53 17,812.50 36.36 10 20,665.60 0.9186 Allow Comp 21,651.22 52,001.00 14,596.59 35,970.24 4,916.72 18,789.32 4,916.72 4,916.72 17,805.58 4,916.72 35,970.24 0.00] 14,596.59 46,259.50 0.00 5,994.82 5,994.82 52,001.00 21,651.22 6,419.03 95.74 167,999.56 14,213.16 26.23 27,606.94 217,125.34 0.9804 1749.67 619.39 76.59 30.02 0 14,289.76 0.5159 Weld 16.0x0.188 16.3x0.188 15.0x0.143 11.5x0.188 10.6x0.113 6,4x0.187 7.8x0.113 7.8x0.113 6.7x0.176 10.4x0.113 11.5x0.188 15.1x0.143 13.7x0.227 16.2x0.188 2.8x0.143 A* on; '-w 100.00 :["749 167'9"-56 -Aferir 14,213.161 ,265,0" 25.11 MaxLo 27,736.34 265,0 236.854.27i J^ 0.9820 1 1DOV C7, |UU °OT 1827.57 29.95 1294.55 BCUR 80.00 139-4 62.75 TCSheQ /,/yy — -_ — 14 2Q3 17 !°u Mlb Qty 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1 0.5146 Mat Id Len 2X: 1 ad Fillers TC: 92.31 ad no Fillers TC: ' 92.31 JRyy: 025 >ss: 5.70 z: 578 ar Stress: 20 ar Stress: 3.52 srial 26 = 2 x 2 x .205 31 = 3 x 3 x .227 21 =2x2x.143 2C = 2 1/2 x 2 1C = 1 1/2x1 1/2 x. 21 2 1/2 x. 113 25 = 2x2x.187 1C = 1 1/2x1 1C = 1 1/2x1 1/2 x. 113 1/2X.113 24 = 2x2 x .176 1C = 1 1/2x1 2C = 21/2x2 1/2X.113 1/2 x. 212 21 =2x2x.143 31 =3x3x.227 26 = 2 x 2 x .205 : 21 =2x2x.143 6,511.51 3.2x0.125 2 18 = 1 1/4 x 1 1/4 x .125 ISP Geometry Base Length: Working Le 56-3 55-11i Variable Left End BC Panel TC Panel FiVsfHaif First Diag .3-11 3-11 ;s-n 17-10 Depth 1 48. 00" Loads Point Load at Diagonals Cone. LoadTC @ 39-10 Additional Bending in TC Job Number: 01-0170 STRESS Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA ngth: Joist Depth: | 48.00 [Right End Efective L 45.80 ANALYSIS Joist Description: Girder Load @ D tepfft: BC Panel Length: Sh 6 @ 8-0 Pi • PAGE 1 Date Run: 7/24/01 ag48G7N10.22K ape: irallel Chords Mark: G9 4-2 1/2 4-21/2 : ; ' ." " " " "•;•" ' ••-'••/ " • . •"'. -• 4-21/2 8-5 i 48.00 (Ibs) (+,-) (Ibs) (Ibs) TC Axial Load (Ibs) Stress Analysis Summary Int. Panel TC: i Max Panel BC: 48.00 ,96.00 Member TC Tension tC C W2 356.88 W3 W4 "" w's" " " W6 W7 W8 W8 W7 W6 W5 1 356.88 1,110.29 1,110.29 1,871.63 1.871.63 2,632.97 2,632.97 3,394.31 3,394.31 3,448.291 W4 ! 3,448.29i W3 I 1,529.27 W2 1,529.27 Standard Verticals Member ! Position V1 ' V2 End Panel Interior 10,220.00 Add Load any PP (Ibs) 900.00 Cone. Load TC @ 47-10 (+,-) (Ibs) 250.00 Additional Bending in BC (Ibs) | 9 Reaction LE: 37,699.19 ^ompresior BC T« 95,413.02 95,413.02 138,074.63 138,074.63 165,204.80 165,204.80 176,269.88 176,269.88 167,861.98 167,861.98 142,552.70 142,552.70 97,917.30 97,917.30 Max Tension 0.00 0.00 5,200.00 Reaction RE: 38,500.81 snsion BC Compre 0.00 65, 65, 112 112 137, 137, 139, 139, 117, 117, 72, 72, 457.72 457.72 341,31 341.31 804.81 804.81 662.23 662.23 569.73 569.73 170.82 170,82! 0.00 Max Comp. 4,650.40 4,650.40 0. 729. 729. 1,490 1,490 2,252. 2,252. 3,013. 3,013. 3,774. Minimum Shear: 9,625.20 sior' Web Tension 00 62 62 96 96 30 30 64 64 98 3,774.98 3,121.59 3,121.59 0.00 Length 47,262.61 520.47 34,031.72 526.18 19,227.88 526.18 13,942.26 13,942.26 0.00 16,898.12 523.00 33,005.62 2,149.73 50,269.98 Max TC Comp.: 176,269.88 Web Comp. 509.23 48,305.72 526.18 34,031.71 526.18 19,227.88 526.18 0.00 16,898.12 0.00 33,005.63 523.00 51,376.12 2,103.45 2,250 1,510 00, 00: 250.00! Max BC Tension 139,662.23 Web Length" PP Dist. 64.21 65.63 66.35 66.35 66.35 66.35 66.35 66 66 66 66 66 68 66 35 35 35 35 35 18 71 0-2 3-11 7-10 11-10 15-10 19-10 23-10 27-10 31-10 35-10 39-10 43-10 47-10 52-0 1/2 ' 45.80 45.80 ISP Chord Properties Chord ' Area STRESS ANALYSIS - PAGE 2 Job Number: Job Name: Date Run: 01-0170 MV TECHNICAL -BLDG1 7/24/01 Locaton: CARLSBAD, CA Rx ! Rz TC ' 3.7500 1.2178 ! 0.7823 Joist Description: | Girder Load (c Ryy j Y Ix 2.0777 | 1.1833 5.5615 Mark: 3 Diag 48G7N10.22K G9 Q Material 1.0000 BC 2.4844 J 1.0739 j 0.6869 1.8553 , 1.0130 \ 2,8651 1.0000 Axial and Bending Analysis K: ''Fy: \Fb: Mom of Inertia: LL 240: \LL240: 1.00 50,000.00 30,000.00 6,278.70 2,012.51 j2,012.51 Top Chord Check End Panel LE First Panel !_E Interior Panel First Panel RE End P Length 45.00 Bending Load 100.00 Axial Load • 95,413.02 fa 12,721.74 Maximum K L/r 57.52 Fa 23,135.47 F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb 109,366.30 0.9651 1827.57 1294.55 462.80 Mid Pane! fb j 137.72 Fillers j 0 Panel Point Stress 13,184.53 Mid Panel Stress : 0.5549 Web Design Member Web Tension lAllow Tension W2 47,262.611 W3 1 520.47 W4 ^ 34,031.72 W5 ' 526.181 W6 19,227.88 W7 526.18 W8 13,942.26] W8 13,942.26 52,450.56 78,628.26 37,525.86 60,903.36 28,125.00 46,678.50 20,190.72 20,190.72 W7 O.OOi 40,381.44 W6 ; 16,898.12 W5 523.00 W4 33,005.62 W3 2,149.73 W2 50,269.98 V1 0.00 26,225.28 60,903.36 33,093.06 86,250.00 52,450.56 14,531.25 V2 0.00 14,531.25 47.00 95.74 48.00 50.50 93.75 89.11 95,413.02, 176,269.88 97,917.30 12,721.74 60.08 22,703.55 100,256.57 0.9619 1749.67 619.39 443.07 65.90 0 13,164.81 0.5628 Web Comp 509.23 48,305.72 526.18 34,031.71 526.18 19,227.88 526.18 0.00 16,898.12 0.00 33,005.63 523.00 51,376.12 23,502.65 13,055.64 47.65 64.56 24,712.71 21,924.71 96,122.72 86,841.20 0.9022 0.9549 1500.00 1915.82 750.00 707.50 379.85 485.14 79.79 75.27 2 0 23,882.50 13,540.78 0.9542 Allow Comp 23,631.96 51,717.25 16,312.63 35,650.86 4,865.49 19,958.27 3,551.37 3,551.37 17,487.84 4,551.92 35,650.86 14,378.98 56,889.13 2,103.451 21,921.50 4,650.40 4,650.40 5,443.25 5,443.25 0.5983 Weld 13.7x0.232 14.3x0.227 14.1 x 0.163 12.2x0.188 6.9x0.188 6.9x0.188 5.3x0.176 5.3x0.176 6.5x0.176 6.1 X 0.188 11.9x0.188 15,5x0.143 13.8xO.25Q 14.6x0.232 2.5x0.125 2.5x0.125 46 = 4x4x.500 3H = 31/2x31/2x.375 Max Briefer TC: Max Bridg BC: 29-51/4 37-11/4 anel RE Gap Between Chords: ^™,. -°° 92-78 1.2662 97,917.30 .. . ,-_-7 -•-„- 1 3,055.64 i 184,750.47 62.00 : Max Load no Filters TC: , 22,373.33 '168,099.69 94,151.03! g°8Jffl* .9584i — .- - 1994.83 29.410.20 1385.42! BCURz: 505.15^ 139.7588 147.39 TC Shear Stress: QJ 8,701.02 i Q cen -7Q i BC S/lea/ Stress;l^,OOU./'y:;132487c| City 2 2 2 2 1 2 1 1 2 1 2 2 2 2 1 1 0.5890 Material 28 = 2 x 2 x .232 31 = 3 x 3 x .227 23 = 2x2x.163 2C = 21/2x21/2x.212 29 - 2 x 2 x .250 26 = 2 x 2 x .205 24 = 2x2x.176 24 = 2 x 2 x. 176 24 = 2x2x.176 28 = 2 x 2 x .232 2C = 21/2x21/2x.212 21 =2x2x.143 33 = 3 x 3 x .250 28 = 2 x 2 x .232 20 = 2x2 x. 125 20 = 2x2x.125 EP 24-JUI-01 JOB NUMBER: 01-0483 JOB NAME: BUILDING W LOCATION: LAS VEGAS NV JOIST NAME: 4BG7N10.22K MARK: G9 END PANEL TC - "AXIAL LOAD AND BENDING" Thickness = Fy = LRiigth = 4.000 in. 0500 in. 50.000 ksi 1.000 in 1.000 48.500 tn 3.750 in"2 5.561 inA4 1 216 in 2.295 m"4 0.782 in 1.183 in 1.000 TWO ANGLE Als 7.5X in»2 llxs 11.123 in"4 rtx= 1.218 in Panel P. Stt = 3 949 in'3 Mid Panel Sbc= 9.400 ln"3 Gravity Axial Load = Lateral aiial load = Benrlinrj Load = Bearing Depth = Reduc. - Ftrsi Panel length = Interior panel le'igth - 97.917.30 Ibs. 7,500.00 Ibs. 92.78 Ibs I ft 6.00 m. 1.00 50.50 in. 48.00 in. Eccentricity " Momenl Pp = Momenl Mp = fa = Panel P. ft = Mid Panel (b = Fb = Kllrz = Cc = Fa = Pe = Cm = 4.82 in 38.119.76 Ibs-ln. 37.510.37 )bs-in. 13,055.64 psi 9,853.10 psi 3,990.81 psi 30,000.00 psi 62.00 107.00 22,373.33 psi 38.848.98 psi 0.90 No filler Panel point <=• 0.6 Fy = 30,000.00 la + fb • 22.708.74 OK Cc = Fa = Fe = Cm = With filler Panel point <* 0.6 Fy • fa * f b • 39.63 107-00 25.856.53 psi 94,151.03 psi 0.96 30,000.00 22,708.74 OK Mid panel <* la/Fa * Cm'fWdl-la/F'eCQ'Fb) • 1.00 0.76 OK Mid panel <= la/Fa + Cmfb/dl-fa/F'eJ'Q'Fb) i 1.00 0.65 OK Pagei ISP STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 i Job Name: !MV TECHNICAL-BLDG1 Date Run: 7/6/01 Location: CARLSBAD, CA Geometry Base Length: 43-111/4 Variable BC Pane[ TC Panef FirsfHaF" First Diag. Depth Working Length: :. Joist Depth: 43-7 1/4 ! 44.00 Left End .Right End 5-0~~5/8 ' '5-0" 5/8 '"5-05/8 Efective Depth: 41.87 ' Joist Description: Girder Load \ BC Panel Length: 5 Special Diag 44G6N9.0K Shape: Parallel Chords Mark: G10 13-11 13-11 10-1_1/4_ 144.00 13-11 FT-10 :44.00 Loads Point Load at Diagonals (Ibs) ConcTtoad TC @ "ConoToad f C @ ! ConcTLpad'tC @ ' ConaTba~dTC~@~ Additional Bending in BC (Ibs) s(lbs) 1/4 (Ibs) 1/4 (Ibs) 1/4 (Ibs) 1/4(+,-)(lbs) C (Ibs) 9,000.00 Add Load any PP (Ibs) 1,500.00 Cone. Load TC @ 18-1 1/4 (Ibs) 1,500.00 Cone. Load TC @ 36-1 1/4 (Ibs) 310.00 Cone. Load TC @ 10-1 1/4 (+,-) (Ibs) 900.00 Additional Bending in TC (Ibs) 250.00 TC Axial Load (Ibs) 2,250.00 1, 500.00 i 1,500.00 1,510.001 250.00 1 49.000.00i Stress Analysis Summary Int. Panel TC: \ Max Panel BC: 38.13 ^108.63 Member W2 W3 W4 "" W5.... Wg - yfj-~- W7~"~ W6"^ W5"_ ...... y^" — " w;T ~ W2" Standard Verticals Reaction LE: 31,213.13 Reaction RE: 33,756.87 Minimum Shear: 8,439.22 Max TC Comp.: 121,347.64 Max BC Tension 114,199.08 Member VI ;ion tC Compresior BC Tension BC Compressor Web Tension 0.56 64,801.13 0.56 64,801.13 1.47 1.47 3.24 3.24 5.50 5.50 106,450.59 106,450.59 121,347.64 121,347.64 119,285.53 119,285.53 1.40J 100,311.64 1.40 5.81 5.81 100,311.64 60,082.26 60,082.26 0.00 76,078.98 76,078.98 109,789.29 109,789.29 114,199.08 114,199.08 105,895.68 105,895.68 63,602.02 63,602.02 0.00 I 0.00 3,621.87 3,621.87 3,941.08 3,941 .08 2,965.40 2,965.40 2,405.59 2,405.59 1,177.20 1,177.20 0.00 47,897.18 2,237.79 24,078.29 483.65 11,413.41 0.00 604.49 10,235.28 815.04 29,773.38 805.44 44,145.42 Web Comp. Web Length 2,188.08 48,985.32 483.65 24,078.29 0.00 11,413.41 10,235.28 604.49 29,773.38 815.04 45,207.59 786.52 72.04 73.68 63.70 63.70 56.63 56.63 47.24 47.24 63.70 63.70 62.95 61.47 PP Dist. 0-2 5-0 5/8 10-1 1/4 14-1 1/4 18-1 1/4 21-33/8 24-5 1/2 26-3 3/8 28-1 1/4 32-1 1/4 36-1 1/4 40-0 1/4 V2 Position End Panel Interior Max Tension 0.00 0.00 Max Comp. 3,551.95 3,551.96 Length 41.87 41.87 STRESS ANALYSIS - PAGE 2 T ^%P Chord Properties Chord ; Area TC Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: Joist Description: CARLSBAD, CA Girder Load {£ Rx Rz Ryy Y Ix 2.8594 1.2346 0.7876 2.0514 1.1383 BC [ 2.0867 i 1.0826 0.6900 1.8419 0.9902 Axial and Bending Analysis K: 'Fy: \Fb: Mom of Inertia: LL 240: 1.00 50,000.00 1 30,000.00 4,236.72 .2,863.77 i Top Chord Check End Panel LE First Panel LE Interior Pane Length Bending Load 58.63 76.76 Axial Load 64,801.13 fa Maximum 11,331.35 K L/r 74.44 Fa F'e Cm ~ 20,101.44 66,231.37 0.9487 Panel Point Moment [ 2460.04 Mid Panel Moment | 1655.67 Panel Point fb ] 807.58 Mid Panel fb 216.20 Fillers Panel Point Stress Mid Panel Web Desi Member W2 W3 W4 W5 W6 W7 W7 W6 W5 W4 W3 W2 V1 V2 Stress 3n Web Tension 47,897.18 2,2~37.7lT t 24,078.29 483.65" 0.00 0 12,138.92 0.5720 Allow Tension 52,450.56 86,250.00 26,619.84 56,250.00 14,531.25 29,062.50 604.49T 23,697.36 10.2~35.2~81 815.04 29,773.38 805.44 44,145.42 0.00 0.00 13,309.92 54,001.86 33,093.06 78,628.26 46,678.50 14,531.25 14,531.25 60.62 74.23 64,801.13 11,331.35 76.98 19,609.90 61,933.55 0.9451 2379.18 939.00 781.03 122.62 0 12,112.38 0.5826 Web Comp 38.13 118.03 121,347.64 21,219.26 58.13 23,034.16 156,606.47 0.9458 1191.41 595.70 391.11 77.79 0 21,610.37 0.9240 Allow Comp 2,188.081 18,796.45 48,985.32 483.65 24,078.29 0.00 11,413.41 10,235.28 604.49 29,773.38 815.04 45,207.59 786.52 3,551.95 3,551.96 53,813.59 6,937.06 25,539.62 3,564.81 14,942.77 11,249.92 2,576.40 31,927.64 15,294.44 52,914.74 22,895.84 6,292.96 6,292.96 4.3586 Date Run: 7/6/01 Mark: 5 Diag 44G6N9.0K G10 Q Material 1 .0000 42 = 4 x 4 x .375 2.4454 0.9854 3E = 3 1/2 x 3 1/2 X .312 j LL 240: Max Bridg TC: Max Bridg BC: [2,863.77 i 29-0 3/4 36-10 First Panel RE End Panel RE: Gap Between Chords: 47.00 95.74 60,082.26 10,506.19 59.68 22,772.53 103,046.61 0.9694 1749.67 619.39 574.38 80.88 0 11,080.57 0.4643 Weld 17.2x0.188 17.6x0.188 10.4x0.156 8.6x0.188 6.1 x 0.125 6.1 x 0.125 5.0x0.138 4.4x0.156 10.7x0.187 14.0x0.143 16.2x0.188 15.9x0.188 2.0x0.125 2.0x0.125 60 10 23 112 4* no '-uu 100.00 0>871 ,082.26, .. . ,506.19! :"i31,~3~ 57.14 ! Max Lo 200.07; I40'2 409 85 i rc OA 0.9720: Id Len 2X: 7 ad Fillers TC: 49.84 ad no Fillers TC: 57.42 JRyy: 543 1827.57 h28.326.33 1294.55' ^BCUR 11 Qty 2 2 2 2 1 2 2 1 2 2 2 2 1 1 599.951 157.4 1 69.05 * \TCShe n 10,02 106.141 j^ffi 0.4589 ! •- Mat z: 335 ar Stress: 5.00 ar Stress: 3.16 i srial 28 = 2 x 2 x .232 33 = 3 x 3 x .250 1J = 1 1/2x1 1/2 x. 156 29 = 2 x 2 x .250 20 = 2x2x .125 20 = 2x2 x. 125 1G = 1 1/2x1 1/2 x. 138 1J = 1 1/2x1 1/2 x. 156 2A = 21/2x2 1/2 x. 187 21 =2x2x.143 : 31=3x3x.227 : 26 = 2 x 2 x .205 i 20 = 2x2x.125 20 = 2x2x.125 EP 7-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARLSBAD. CA JOIST NAME: 44G6N9.0K MARK: G10 END PANEL TC • "AXIAL LOAD AND BENDING" Thickness = Fy = Gap = K = Leiigtli = 4.000 in. 0.375 in. 50.000 ksi 1 000 in 1.000 58.630 in rz = y = ONE ANGLE 2.B5B ln"2 4.359 in-4 1.235 In 1.774 ln"4 0.788 in 1.138 in 1.000 rb= Panel P. SU= Mid Panel SU = TWO ANGLE Al* 5.71910-2 ltx= 8.717 ln"4 1.235 In 3.048 in"3 7.658 in*3 Gravity Axial Load = Lateral axial load = Sending Load = Bearing Depth = Reduc = Firsi Panel length = Interior panel length - 64,801.13 Ibs. 7.50000 Ibs. 76.76 Ibs./ ft. 6.00 in. 1.00 60.62 in 36.13 in. Eccenlrlclty = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel Ib = Fb = Kl/rz = Cc = Fa = F'e = Cm = 4.86 in 38,959.55 Ibs-in. 3B.104.45 Ibs-in. 11.331.35 psl 12,789.56 psl 4,975.77 psl 30.000.00 psl 74.44 107.00 20,100.22 psi 26,945.84 psi 0.87 No filler Panel point <• 0.6 Fy - 30,000,00 la*fb= 24,120.91 OK K.\ln- Cc = Fa = F'e = Cm i With filler Panel point <» 0.6 Fy • fa + fb" 47.49 107.00 24,737.38 psi 66,220,07 psl 0.95 30.000.00 24,120.81 OK Mid panel <• la/Fa * Cm-lb/((1-fa/F'e)'Q*Fb) • 1.00 0.81 OK Mid panel <- fa/Fa + Cm'fb/|(1-fa/Pe)'Q*Fb) - 1.00 0.65 OK Pagel ISP STRESS ANALYSIS - PAGE 1 Job Number: \ Job Name: 01-0170 IMV TECHNICAL - BLDG1 Date Run: 7/6/01 Location: CARLSBAD, CA Joist Description: Girder Load @ Diag 28G4N9.0K Mark: G11 Geometry Base Length: . Working Length: Joist Depth: Efective Depth: BC Panel Length: Shape: 31-6 31-2 28.00 26.17 3 @ 8-0 Parallel Chords Variable Left End ! Right End i BC Panel 3-11 3-10 I TC Panel 3-11 J3-10 |' First Half 3-11 3-10 First Diag. 7-10 |7-8 Depth" " '28.00 '28. 00" Loads Point Load at Diagonals (Ibs) Cone. Load TC @ 7-10 (Ibs) Cone. Load TC @ 23-10 (Ibs) Additional Bending in TC (Ibs) 9,000.00 Add Load any PP (Ibs) 620.00 Cone. Load TC @ 15-10 (Ibs) 220.00 Cone. Load TC @ 0-2 (Ibs) 250.00 Additional Bending in BC (Ibs) TC Axial Load (Ibs) 49,000.00 Stress Analysis Summary Int. Panel TC: : Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: Max TC 48.00 ! 96.00 19,992.64 19,627.35 4,998.16 84,437 Member TC Tension TC Compresior BC Tension BC Compresior Web Tension Web C W2 0.00 56,332.14 W3 0.00 56,332.14 W4 0.00 84,437.45 W5 0.00 84,437.45 W5 0.00 83,898.73 W4 0.00 83,898.73 W3 ^ 0.00 55,827.25 W2 ; 0.00 55,827.25 Standard Verticals Member Position Max Tension V1 End Panel ' 0.00 0.00 53,379.47 53,379.47 73,701.08 73,701.08 52,028.87 52,028.87 0.00 Max Comp. 2,813.75 V2 Interior ; O.OOj 2,813.75 0.00 32,440.95 0.00 0.00 33, E 0.00 13,971.92 0.00 0.00 13,€ 0.00 0.00 14.C 0.00 14,692.08 0.00 0.00 32,8 0.00 31,795.58 Length 26.17 26.17 2,250.00 220.00 310.00 250.00 : Comp.: Max BC Tension .45 73,701.08 omp. Web "Lengtri PPDist. 0.00 52.06 0-2 24.29 53.793-11 0.00 54.67 7-10 73.99 54.67 11-10 92.08 54.67 15-10 0.00 54.67 19-10 69.35 52.92 23-10 0.00 51.1927-8 ISP Chord Properties Chord Area STRESS ANALYSIS - PAGE 2 Job Number: Job Name: 01-01 70 MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Rx ' Rz Ryy Y Joist Description: Girder Load {£ Ix TC 2.0867 1.0826 i 0.6900 1.8419 0.9902 I ; BC : 1 .4375 ! 0.9304 i 0.5924 1 .6333 0.8424 Axial and Bending Analysis K: . Fy: \ Fb: Mom of inertia: i LL 240: 1.00 50,000.00 130,000.00 1,169.31 12,164.46 Top Chord Check .End Pane! LE First Panel LE Interior Panel Length Bending Load Axial Load fa Maximum K L/r I Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress 45.00! 47.00' 48.00 100.00 ^ 56,332.14 13,498.19 65.22 21,572.48 " 86,422.05 0.9531 1827.57 1294.55 h 937.86 262.09 0 | 14,436.05 Mid Panel Stress 0.6357 Web Design Member Web TensionJAIlow Tension W2 32,440.951 W3 0.00 W4 13,971.921 W5 O.OCT W5 0.00 W4 14,692~.6~8 W3 0.00 W2 "" 31,795.58 V1 0.00 V2 0.00 33,093.06 54,001.86 14,531.25 29,062.50 29,062.50 16,546.53 56,250.00 33,093.06 7,818.57 7,818.57 95.74 93.75 56,332.14 84,437.45 13,498.191 20,232.72 68.12 21,062.96 79,223.48 0.9489 1749.67 619.39 897.88 125.40 0 14,396.07 0.6457 Web Comp 0.00 33,524.29 52.12 23,726.41 75,956.88 0.8935 1500.00 750.00 769.76 151.84 0 21,002.48 . 0.8590 Allow Comp 19,009.96 35,722.98 0.00| 3,824.83 13,873.99 14,692.08 0.00 32,869.35 0.00 2,813.75 2,813.75 15,408.35 15,408.35 4,329.17 32,989.67 19,266.31 3,450.22 3,450.22 2.4454 Date Run: 7/6/01 & Diag 28G4N9.0K Q Material 0.9854 1.2442 0.9607 LL 240: 2,164.46 First Panel RE End P 46.00 97.83 55,827.25 13,377.21 66.67 21,319.21 82,705.41 0.9515 1701.45 593.31 873.14 120.12 0 14,250.34 0.6321 Weld 15.3x0.143 12.1 x 0.187 7.5x0.125 7.5x0.125 7.9x0.125 6.9x0.143 11.8x0.188 15.0x0.143 2.0x0.109 2.0x0.109 55 13 21 90 3E = 31/2x3 33 = 3 x -3 x .2 Max Bridg TC: 26-1 1/8 anel RE GapBt 4400 1'00 i no 07 Mm wt102.27 0750 ,827.25 ,. • ,377.21 98,37 63.77 : Max Lc ,822.80 86'27 OQ/I Q7 ! i 7"G OA.•tt^-y.! 2n.ro 0.9556 !: 1778.97! :28i23 1268.92 \-BCUR 14 Qty 2 2 1 2 2 1 2 2 1 1 912.92 162.0 256.90 ••TCShe Ol ,7,681 290.12, '?£?£ 0.6227 Mat Mark: G11 1/2 x. 312 50 Max Bridg BC: 32-8 jfween Chords: )/d Len 2X: 0 ad Fillers TC: 1.81 acfno 4.61 Fillers TC: L/Ryy- 523 ;ss: 6.27 z: 596 ar Stress: 24 ar Stress: 7.76 erial . 21 =2x2x.143 2A = 21/2x2 1/2 x. 187 20 = 2x2 x. 125 20 = 2x2x.125 20 = 2x2x.125 ; 21 =2x2x.143 29 = 2 x 2 x .250 21 =2x2 x. 143 15 = 1 1/4x1 15 = 1 1/4x1 1/4 x 1/4 x .109 .109 ISP Geometry Base Length: . Working Le 47-6 47-2 Variable Left End BC Panel 3-83/4 TC Panel 3-8 3/4 First Half 3-8 3/4 First Diag. 7-5 1/2 Depth"" ~ "44.00" " Loads Point Load at Diagonals Additional Bending in TC Job Number: Job ft 01-0170 MV Location: CARLSBAD, CA ngth: Joist Depth: 44.00 i Right End ^4-0 1/4 ;4-01/4 | '3-93/4 _J-10 1 44.00" (Ibs) (Ibs) TC Axial Load (Ibs) 4 Stress Analysis Summary Int. Panel TC: Max Panel BC: Reaction LE: 48.00 97.25 29,189.31 Member [ TC Tension tC Compresior BC t W2 i 0.00 W3 ! 0.00 W4 , 0.00 W5 : 0.00 we ' o.oo W7 i 0.00 W7 ! 0.00 W6 i 0.00 W5 t 0.00 W4 ! 0.00 W3 0.00 W2 1 0.66 Standard Verticals Member Position V1 i End Panel V2 i Interior 55,479.55 55,479.55 51 88,145.09 51 88,145.09 85 106,427.27 85 106,427.27 99 106,881.62 99 106,881.62 87 89,295.23 87 89,295.23 53 56,741.61 53 56,741.61 Max Tension Max ( 0.00 3 0.00 3 STRESS ANALYSIS - PAGE 1 lame: Date Run: FECHNICAL - BLDG1 7/6/01 i Joist Description: I Girder Load @ Diag 44C Efective Depth: \ BC Panel Length: i Shape: 42.01 5 Special Parallel 9,300.00 Add Load any PP (Ibs) 250.00 Additional Bending in BC (Ibs) 9,000.00 Reaction RE: 28,860.69 ension BC Compre, 0.00 0. 113.78 0. 113.78 0. 939.82 0. 939.82 0. 866.25 0. 866.25 0. 097.84 0. 097.84 0. 022.79 0. 022.79 0. 0.00 0. 2omp. Length 262.64 42.01 262.63 42.01 Minimum Shear: Max T 7,297.33 106,8 sior Web Tension Web 00 36,616.75 00 0.00 37 00 24,848.02 00 0.00 24 00 11,244.77 00 0.00 1 1 00 0.00 1 1 00 11,080.46 00 0.00 24 00 24,349.03 00 0.00 37 00 37,682.58 Mark: 36N9.3K G12 Chords 2,250.00; 250 CComp.: ~\MaxBC 81.62 1 99, 866 Comp. Web Lengtr 0.00 59.94 498.05 61.38 0.00 63.79 848.02 63.79 0.00 64.73 244.77 64.73 080.46 63.79 0.00 63.79 349.03, 63.79 0.00 63.79 459.90 62.11 0.00 62.48 00 Tension .25 PP Dist. i 0-2 3-8 3/4 7-5 1/2 11-51/2 15-51/2 = 19-63/4 23-8 27-8 31-8 35-8 39-8 43-5 3/4 ISP Chord Properties Chord : Area ; TC ^ 2.2897 Job Number: 01-0170 STRESS ANALYSIS - PAGE 2 Job Name: " bate Run: MV TECHNICAL - BLDG1 7/6/01 Location: ; Joist Description: Mark: CARLSBAD, CA [Girder Load @ Diag 44G6N9.3K G12 Rx ; Rz Ryy i Y Ix Q Material 1.0781 | 0.6883 1.8487 ! 1.0018 2.6613 1.0000 BC ! 2.0867 1.0826 ! 0.6900 1.8419 j 0.9902 | Axial and Bending Analysis j K: Fy: Fb: Mom of Inertia: 'LL240: 1.00 50,000.00 30,000.00 3,858.19 ;2,060.49 Top Chord Check | End Panel LE First Panel LE Interior Pane Length j Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Member Web Tension W2 36,616.75 W3 0.00 W4 ~; 24,848.02 W5 ^ 6.00 W6 1 11,244.77 W7 i 0.00 W7 | O.OOl W6 11,080.46 W5 0.00 W4 24,349.03 W3 0.00 W2 37,682.58 V1 T o.OO V2 0.00 ! 42.75 i 105.26 i 55,479.55 j 12,115.22 62.11 ! 22,354.64 94,974.83 0.9617 i 1717.63 ' 1237.11 ! 806.17 j 232.83 0 12,921.39 0.5505 Allow Tension 37,525.86 60,903.36 26,619.84 56,250.00 16,546.53 29,062.50 29,062.50 14,531.25 56,250.00 26,619.84 60,903.36 40,381 .44 14,531.25 44.75 100.56 55,479.55 12,115.22 65.01 21,843.61 86,675.16 0.9581 1640.64 560.09 770.04 105.41 0 12,885.26 0.5585 Web Comp 0.00 37,498.05 0.00 24,848.02 0.00 11,244.77 11,080.46 0.00 24,349.03 0.00 37,459.90 0.00 3,262.64 14,531.25 3,262.63 48.00 93.75 106,881.62 23,340.02 53.28 23,831.20 75,335.26 0.8761 1500.00 750.00 704.03 141.16 4 24,044.05 0.9854 Allow Comp 19,076.86 38,146.92 6,917.53 25,473.33 3,087.83 12,909.32 13,155.80 2,809.61 25,473.33 6,917.53 37,786.14 19,422.50 6,264.39 6,264.39 2.4454 | 0.9854 ! LL 240: 2,060.49 First Panel RE End P 45.75 98.36 56,741.61 12,390.82 66.47 21,583.48 82,927.49 0.9552 1821.21 541.38 854.79 101.89 0 13,245.60 0.5779 Weld 15.1 xO.163 13.5x0.188 10.7x0.156 8.9x0.188 5.3x0.143 6.1 x 0.125 6.0x0.125 56 12 21 81 3F = 31/2x3 1/2 x. 344 3E = 3 1/2 x 3 1/2 x. 312 Max Bridg TC: Max Bridg BC: 26-21/4 36-10 anel RE Gap Between Chords: H«*D- -°0 97-30 0.7678 .741.61' .. . ,_.„ -™ ,390.82 108,476.09 67. 1 9 i Max Load no Fillers TC: .452.28 95,550.29 144 1fi TCOAL/Ryy:,144.1b. 3nfi1fi7? 0.9542 , -- -.- . IQCtt 7-3 uo oMB-aa. :1801.73 25,489.30 1360.69 1, eCLRz: 845.65 140.9473 13 Qty 2 2 2 2 1 2 2 6.0x0.125 I 1 8.7x0.188 10.5x0.156 13.5x0.188 14.4x0.176 2.0x0.125 2.0x0.125 2 2 2 2 1 1 256.09 1 ! TC Shear Stress: n '10,549.22 OQC /tc BC S/iea/ Stress.AJ6.46i 11fi3748 0.5872: Material 23 = 2x2x.163 2C = 21/2x21/2x.212 1J = 1 1/2x1 1/2 x. 156 29 = 2 x 2 x .250 : 21 =2x2x.143 20 = 2x2x.125 : 20 = 2x2x.125 20 = 2x2x.125 i 29 = 2 x 2 x .250 • 1J = 1 1/2x1 1/2 x. 156 2C = 21/2x21/2x.212 24 = 2x2x.176 20 = 2x2x.125 20 = 2x2x.125 IS? Geometry Sase Length: Working Le 55-8 55-4 Variable Left End BC Panel 3-11 TC Panel .3-11 First Half 3-11 First Diag. 7-10 Depth 48.00 Loads Point Load at Diagonals Cone. LoadTC @ 31-10 Cone. LoadTC @ 47-10 Additional Bending in TC Job Number: 01-0170 STRESS ANALYSIS Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA ngth: '• Joist Depth: i 48.00 Right End: - PAGE 1 Date Run: 7/6/01 t-Joist Description: Girder Load @ Diag 48G7N9.3K Efective Depth: \ BC Panel Length: \ Shape: 45.75 i 6 @ 8-0 Parallel Chords Mark: G13 13-11 | :3-11 : ;3-11 i . • / 1 7-10 " ' " " ~ ;48 (Ibs (Ibs (Ibs .00 | 9,300.00 Add Load any PP {Ibs) 2,250 ) 1,410.00 Cone. Load ) 1,410.00 Cone. Load (Ibs) _^ TC Axial Load (Ibs) Stress Analysis Summary Int. Panel TC: , Max Panel BC: 48.00 96.00 Member TC Tension TC C W2 ; 0.00 W3 "* 0.00 W4 : 0,00 W5 0,00 W6 0.00 W7 0.00 W8 _J 0.00 W8 0.00 TC@ 39-10 (Ibs) TC @ 55-6 (Ibs) 250.00 Additional Bending in BC (Ibs) ! ^ Reaction LE: 34,872.64 ^ompresior BC Tt 59,047.22 59,047.22 98,800.48 98,800.48 124,411.98 124,411.98 135,386.25 135,386.25 W7 0.00] 127,072.37 W6 ' 0.00 127,072.37 W5 ! O.OOi 101,902.02 W4 f O.OOi W3 I 0.00, W2 T 0.00 Standard Verticals Member i Position V1 i End Panel V2 i Interior 101,902.02 60,400.80 60,400.80 Max Tension 0.00 0.00 9,000.00 Reaction RE: 37,407.35 snsion BC Compre, 0.00 60 60 104 104 129 129 131 131 109 109, 64, 64, 780.56 780.56 687.41 687.41 077.92 077.92 591.22 591.22 268.41 268.4 1j 470.32 470.32 0.00 Max Comp. 3, 3, 832.73 832.73 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Minimum Shear 9,351.84 sior Web Tension 00 00 00 00 00 00 00 00 00 00 00 0.00 0.00 0.00 Length 43,972.16 0.00 31,957.37 0.00 18,477.32 0.00 13,555.19 0.00 0.00 17,049.15 0.00 32,572.97 0.00 46,545.74 Max TC Comp.: 135,386.25 Web Comp. \ 0.00 44,943.86 0.00 31,957.38 0.00 18,477.32 0.00 13,555.19 17,049.15 0.00 32,572.96 0.00 47,574.32 0.00 1,410 700 00 00 00! 250.00 Max BC Tension 131,591.22 /VebLengtri PPDist. 64.17 65.59 66.31 66.31 66.31 66.31 66.31 66.31 66.31 66.31 66.31 66.31 65.59 64.17 0-2 3-11 '' 7-10 11-10 15-10 19-10 23-10 27-10 31-10 35-10 39-10 43-10 47-10 51-9 45.75 45.75 STRESS ANALYSIS - PAGE 2 Chord Properties Chord Area TC 2.8594 Job Number: 01-0170 [ Job Name: MV TECHNICAL - BLDG1 Date Run: 7/6/01 Location: Joist Description: Mark: CARLSBAD, CA Girder Load @ Diag 48G7N9.3K G1 3 Rx ! Rz Ryy Y Ix i Q Material 1.2346 i 0.7876 2.0514 1.1383 BC , 2.3987 1.2435 i 0.7911 2.0386 1.1154 Axial and Bending Analysis K: Fy: i Fb: Mom of Inertia: i LL 240: 1.00 50,000.00 30,000.00 5,467.62 ^,808.55 Top Chord Check iEnd Panel LE First Panel LE Interior Pane Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Member Web Tension W2~ 43,972.161 W3 0.00 ; 45.00 47.00 100.001 95.74 I 59,047.22 | 10,325.20 | 57.14 23,200.07 ! 112,409.85 0.9724 1827.57 • 1294.55 599.95 169.05 0 10,925.15 0.4511 Allow Tension 46,678.50 78,628.26 W4 31,957.3/1 33,093.06 W5 0.00 W6 18,477.321 W7 ; 0.00 W8 ^t~ 13,555. 19^ W8 ~~* 6.00 W7 : 0.00 W6 t 17,049.15 W5 0.00 W4 "T" 32,572.97' W3 0.00 W2 46,545.74 V1 0.00 V2 O.OO1 - 60,903.36 28,125.00 46,678.50 20,190.72 33,093.06 40,381.44 26,225.28 60,903.36 33,093.06 78,628.26 46,678.50 14,531.25 14,531.25 59,047.22 10,325.20 59.68 22,772.53 103,046.61 0.9699 1749.67 619.39 574.38 80.88 0 10,899.57 0.4563 Web Comp 0.00 44,943.86 0.00 31,957.38 0.00 18,477.32 0.00 13,555.19 17,049.15 0.00 32,572.96 0.00 47,574.32 0.00 3,832.73 48.00 93.75 135,386.25 23,674.10 46.80 24,842.11 98,797.73 0.9042 1500.00 750.00 492.42 97.94 2 24,166.51 0.9569 Allow Comp 21,287.77 51,735.34 14,392.86 35,671.23 4,871.31 19,982.14 3,555.62 14,392.86 17,508.12 4,557.36 35,671.23 14,392.86 51,735.34 21,287.77 5,456.08 3,832.73 5,456,08 4.3586 3.70 First 1 .0000 90 0.9348 LL 240: 1,808.55 Panel RE|End P 47.00 95.74 60,400.80 10,561.89 59.68 22,772.53 103,046.61 0.9693 1749.67 619.39 574.38 80.88 0 11,136.27 0.4667 Weld 15.8x0.188 16.1 x 0.188 15.0x0.143 11.5x0.188 6.6x0.188 6.6x0.188 5.2x0.176 6.4x0.143 6.5x0.176 6.1 x 0.188 11.7x0.188 15.3x0.143 17.1 x 0.188 16.7x0.188 2.1 x 0.125 2.1 x 0.125 42 = 4 x 4 x .375 41 =4x4x.31.2 Max Bridg TC: Max Bridg BC: 29-0 3/4 40-9 1/4 anel RE Gap Between Chords: 4^nn .1-00 100.00 09725111"1"1"' 60,400.80 :MaifLcatfF^fn. 10,561.89! 141,509.06 57.14. Max Load no Fillers TC: 23200.07i 128,492.20 112,409.85 "S^RTS"'' 0.9718; „ : --- - .--.-.- 1827.57 28.596T77 1294.55, BCURz: 599.95T121.3523 1 69.05 ' ! TC Shear Stress: \ Q 11,066.99 11 161.84li1_rMd39 Qty 2 2 2 2 1 2 1 2 2 1 2 2 2 2 1 .1 0.4613 Material 26 = 2 x 2 x .205 31 =3x3x.227 21=2x2x.143 2C = 21/2x21/2x.212 29 = 2 x 2 x .250 26 = 2 x 2 x .205 24 = 2x2x .176 21 =2x2x.143 24 = 2x2x.176 28 = 2 x 2 x .232 2C = 2 1/2x2 1/2 X. 212 : 21 =2x2 x. 143 31 = 3 x 3 x .227 26 = 2 x 2 x .205 20 = 2 x 2 x. 125 20 = 2 x2x. 125 ISP Geometry Base Length: Working Le 56-3 55-11 Variable Left End BC Panel TC Panel First Half First Diag 3-11 3-11 3-11 7-10 Job Number: 01-0170 STRESS Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA ngth: Joist Depth: I ; 48.00 'RightEndj ;4-2 1/2 I 14-21/2 | 4-2 1/2 ' i8-5 i Depth 48.00 i48.00 j Loads Point Load at Diagonals {Ibs) Cone. Load TC@ 39-10 Additional Bending in TC (+,-) (Ibs) (Ibs) , 1 ANALYSIS - PAGE 1 I Date Run: 17/6/01 Joist Description: Girder Load @ Diag 48G7N1 1 .9K Efective Depth: BC Panel Length: Ishape: 45.70 6 @ 8-0 Parallel Chords 1 ,900.00 Add Load any PP (Ibs) 2,250 900.00 Cone. Load TC @ 47-1 0(+,-) (Ibs) 250.00 Additional Bending in BC (Ibs) TC Axial Load (Ibs) 4 Stress Analysis Summary int. Panel TC: Max Panel BC: Reaction LE: 48.00 96.00 43,631.76 Member TC Tension TC Compressor BC Tc W2 W3 W4 W5 W6 W7 W8 W8 W7 W6 W5 W4 357.68 357.68 1,112.79 1,112.79 1 ,875.84^ 1,875.84^ 2,638.89 I 2,638.89 f 3,401.94 3,401 .94 H 3,456".04 3.456.641 W3 : 1,532.70 W2 Standard Member -- vT^ V2 ^ ". 1,532,70 Verticals Position End Panel Interior 64,577.84 64,577.84 113,951.55 113,951.55 145,195.69 145,195.69 161,255.81 161,255.81 148,366.03 148,366.03 118,771.03 118,771.03 67,296.58 67,296.58 Max Tension 0.00 0.00 9,000.00 Reaction RE: 44,328.23 jnsion BC Compre 0.00 75, 75, 856.66 856.66 130,014.15 130,014.15 159, 159, 161, 161, 135, 174.36 174.36 146.41 146.41 585.67 135,585.67 83, 83, 137.09 137.09 0.00 Max Comp. 4,350.12 4,350.12 0 731. 731. 1,494. 1,494. 2,257 2,257 3,020. 3,020. 3,783. 3,783. 3,128. 3,128. 0. i Length Minimum Shear: 11,082.06 sior Web Tension 00 26 26 31 31 36 36 42 42 47 47 61 61 00 54,461.79 521.07 39,020.77 526.80 21,763.14 526.80 16,071.44 16,071.44 0.00 19,278.13 523.62 37,840.97 2,152.39 57,602.22 Max TC Comp.: 161,255.81 Web Comp. 509.79 55,666.51 526.80 39,020.78 526.80 21,763.14 526.80 0.00 19,278.14 0.00 37,840.97 523.62 58,872.35 2,105.95 1,510 I Mark: [_G14 00 00 250.00. Max BC Tension 161,146.41 Web Length' PP Dist. 64.14 65.56 66.28 66.28 66.28 66.28 66.28 66.28 66.28 66.28 66.28 66.28 68.11 66.64 0-2 3-11 7-10 11-10 15-10 19-10 23-10 27-10 31-10 35-10 39-10 43-10 47-10 52-0 1/2 ; 45.70 45.70 ISP Chord Properties Chord ; Area TC ; 3.3050 ; STRESS ANALYSIS - PAGE 2 Job Number: Job Name: 01-0170 MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Rx ! Rz Ryy '. Y Jois Gir 1.2262 | 0.7847 2.0643 j 1.1607 BC ; 2.8594 ; 1.23 Axial and Bending Analysis | K: -Fy: 1.00 50,000.00 Top Chord Check En Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Member LWeb Tension W2 54,461.79 W3 521.07 W4 ~t 39,020. 77^ W5 ~*- 526.80, W6 21,763.14 W7 526.80 W8 T~ 16,071.44 W8 ; 16,071.44 W7 0.00 W6 ! 19,278.13 W5 523.62 W4 37,840.97 W3 ; 2,152.39 W2 i 57,602.22 V1 0.00 V2 0.00 i Description: der Load (c Ix 4.9690 I Diag 48G Q 1.0000 Date Run; 7/6/01 7N11.9K Material Mark: G14 44 = 4x4x.437 46 | 0.7876 2.0514 \ 1.1383 4.3586 1.0000 42 = 4 x 4 x .375 Fb: Mom of Inertia: \ LL 240: LL 240: Max Bridg TC: I Max Bridg BC: 30,000.00 6,413.10 2,055.59 2,055.59 29-27/8 41-03/8 d Panel LEJFirst Panel LE Interior Panel First Panel REJEnd Panel RE GapBetween Chords: 45.00! 47.00 100.00 64,577.85 9,769.63 57.35 23,164.77 110,871.85 0,9736 I I 1827.57 1294.55 522.13 151.20 0 10,291.76 0.4271 Allow Tension I— 56,250.00 86,250.00 r 40,381.44 65,826.00 23,697.36 52,450.56 23,339.25 23,339.25 46,678.50 28,125.00 65,826.00 40,381.44 96,422.34 60,903.36 14,531.25 14,531.25 95.74 64,577.85 9,769.63 59.90 22,734.83 101,636.71 0.9712 1749.67 619.39 499.88 72.34 0 10,269.51 0.4323 Web Comp 509.79 55,666.51 526.80 39,020.78 526.80 21,763.14 526.80 0.00 19,278.14 0.00 37,840.97 523.62 58,872.35 2,105.95 4,350.12 48.00 50.50 93.75 89.11 161,255.81 67,296.58 24,395.51 10,180.93 47.96 64.36 24,665.79 21,959.61 97,445.96 88,036.66 0.8999 0.9653 1500.00 1915.82 750.00 707.50 428.55 547.35 87.60 82.63 4 0 24,824.05 10,728.28 0.992E Allow Comp 25,213.63 58,307.37 17,524.10 39,038.05 5,765.48 22,209.21 4,083.48 4,083.48 20,000.98 4,875.90 39,038.05 17,524.10 65,152.16 35,500.47 5,466.18 4,350.12 5,466.18 ) 0.4666 Weld 14.7x0.250 15.0x0.250 14.9x0.176 14.0x0.188 10.6x0.138 7.8x0.188 5.8x0.188 5.8x0.188 6.9x0.188 6.9x0.188 13.6x0.188 14.5x0.176 14.1 x 0.281 18.3x0.212 2.3x0.125 2.3x0.125 48 50 '*uu no 70 •""'" ""=92-78 1.158 67,296.58 „ , 10,180.93 162,4 61.81 MaxLo 22.406.14! I46.3 a* AAf -foi TC OA95,447. 13 1, .,„ n 0.9680 i - 1994.83! :g.# 1 385.42 \\BCUR 569.92, '121.8 161.81, TCShe 0 '11.40 A r\ -7cr\ oc ' • oC O//C10750.85 .1397 Qty 2 2 2 2 2 2 1 1 2 1 2 2 2 2 1 1 0.4602 Mat Id Len 2X: 3 ad Fillers TC: 70.00 ad no Fillers TC: 21.56 -/Ryy: 450 »ss: 3.44 z; 337 ar Stress: 1.87 ar Stress: J.12 erial : 29 = 2 x 2 x .250 33 = 3 x 3 x .250 24 = 2 x 2 x. 176 2E = 21/2x2 1G = 1 1/2x1 1/2 x .230 1/2 x. 138 : 28 = 2 x 2 x .232 26 = 2 x 2 x .205 26 = 2 x 2 x .205 26 = 2 x 2 x .205 29 = 2 x 2 x .250 2E = 21/2x2 1/2 x .230 24 = 2x2x.176 35 = 3 x 3 x .281 2C = 21/2x2 1/2 x. 212 20 = 2x2 x. 125 20 = 2x2x.125 EP 7-JUI-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARLSBAD. CA JOIST NAME: 48G7M1V9K MARK: G14 END PANEL TC - "AXIAL LOAD AND BENDING" Thickness = Fy = Gap = K = Length = 4.«» in. 0.437 tn. 50.000 ksi 1.000 in 1.000 46.500 in rx = lz = y = o = 3.305 in*2 4.969 in*4 1.226 rn 2.035 in"4 0.7B5 in 1.1B1 In 1.000 TWO ANGLE Al= 6.610 ln*2 Ibi = 9.938 in*4 rbt = 1.226 in Panel P. Ste = 3.500 ln*3 Mid Panel SU = B.562 in*3 Gravity Axial Load = Lateral axial load - Bending Load = Bearint] Deplh = Reduc. = Ftrsl Panel length = dletKM panel length = 67,296.58 Ibs. 7,500.00 Ibs. 8278 IDS./ft. 6.00 in. 1.00 50.50 in. 48.00 in. Eccentricity = Moment Pp = Moment Mp - la = Panel P. to = Mid Panel fb = Fb = Kl/fi = Cc = Fa = Pe = Cm = 4.84 in 3H.289.37 Ibs-in. 37,679.98 Ibs-in. 10,180,93 psi 10.939.21 psi 4,400.85 psi 30,000.00 psi 61.81 107.00 22,406.14 psi 39,087.10 psi 0.92 No filler Panel point <•= 0.6 Fy - 30,000.00 fa*fb- 21.120.14 OK Kl/rx = Cc = Fa = F'e = Cm" With filler Panel point <• 0.6 Fy • fa + fb- 39.55 107.00 25,894.46 psi 95,447.12 psi 0,97 30,000.00 21,120.14 OK Mid panel <• fa/Fa + Cm'fb/(|1-fa/Pe)'Q'Fb) • 1.00 0.64 OK Mid panel <- fa/Fa + Crofb/H1-fa/F«)*crFb|« 1.00 0,55 OK Paget - •*•• Job Number W m^f\ 01-0170 H ' 4~~^fc r Location: ^L W^J- CARLSBAD, Geometry Base Length: ''. Working Length: Joist Deptf 7-65/8 7-25/8 18.00 Variable Left End i Right End BC Panel 2-4 1-105/8 TC Panel 2-4 1-105/8 First Half 0-0 0-0 First Diag. 2-4 1-105/8 Depth 18.00 18.00 Loads Uniform Load in TC (plf) Add Load any PP (Ibs) Additional Bending in BC (Ibs) Stress Analysis Summary Int. Panel TC: ! Max Panel BC: Reaction LE: 20.00 20.00 1,395.13 Member TC Tension tC Compresior W2 0.00 6,914.32 W3 0.00 6,914.32 W4 0.00 7,369.29 W4 0.00 7,369.29 W3 0.00 7,369.29 W2 0.00 6,698.21 Standard Verticals Member I Position Max Tension V2 Interior 0.00 STRESS ANALYSIS - PAGE 1 \ Job Name: MV TECHNICAL -BLDG1 CA Date Run: 7/24/01 Joist Description: I Mark: Short Span Crimp 18K248/160 J1 Efective Depth: BC Panel Length: I Shape: 1 7.04 2 @ 3-4 | Parallel Chords 248.00 1,000.00 : . • Live Load (plf) .Additional Bending in TC (Ibs) 250.00 TC Axial Load (Ibs) Reaction RE: Minimum Shear: Max TC 1,395.13 348.78 7,369.2 BC Tension BC Compresior Web tension Web G 0.00 1,719.10 1,719.10 1,430.95 1,430.95 0.00 Max Comp. 1,815.80 0.00 2,967.56 0.00 0.00 1,6 0.00 1,567.94 0.00 1,946.47 0.00 0.00 1,6 0.00 2,641.11 Length 17. 04' i 160.00 250.00 7,500.00 Comp.: [Max BC Tension 9 (1,719.10 ; ornp. Web Lengtlf "PPDist. | 0.00 31.08 0-2 26.46 17.042-4 0.00 26.27 2-4 0.00 26.27 4-0 : 82.00 17.04 5-8 0.00 26.75 5-8 , STRESS ANALYSIS - PAGE 2 IS? Chord Properties Chord Area i TC Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 I Date Run: 7/24/01 Location: I Joist Description: Mark: CARLSBAD, CA Short Span Crimp 18K248/160 J1 Rx 0.4844 I 0.6262 Rz Ryy Y 0.3975 1.2195 0.5464 !x 0.1900 Q Material 0.8343 20 = 2x2x.125 BC 0.3262 ! 0.4669 0.2969 1.0289 0.4168 0.0711 0.9204 1C = 1 1/2 x 1 1/2 X..113 Axial and Bending Analysis K. ! Fy: Fb: I Mom of Inertia: LL 240: }U. 240: Max Bridg TC: [Max Bridg BC: 1.00 150,000.00 30,000.00 J113.42 16,897.01 |16,897.01 14-87/8 20-67/8 Top Chord Check End Panel LE First Panel LE Length '.26.00 Bending Load 421.08 Axial Load fa Maximum 6,914.32 7,137.36 Kl/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Pane!fb Fillers Panel Point Stress Mid Panel Web Desi( Member W2 W3 W4 W4 W3 W2 V2 Stress an Web Tension 2,967.56 0.00 1,567.94 1,946.47 0.00 2,641.11 0.00 65.40 17,091.05 86,632.30 Q.9753 2248.01 1947.60 8601.32 2800.92 0 15,738.69 0.5366 Allow Tension 16,235.65 6,183.57 6,183.57 6,183.57 12,367.14 12,367.14 6,183.57 - 20.00 225.00 0.00 12,275.17 60.92 22,498.30 98,953.43 0.9628 1816.44 65.30 11504.14 163.99 0 23,779.31 0.5516 Web Comp 0.00 1,626.46 0.00 0.00 1,682.00 0.00 1,815.80 Interior Panel 20.00 225.00 7,369.29 7,607.01 31.94 22,737.98 146,408.59 0.9792 625.00 312.50 2391.37 449.42 0 9,998.38 0.3531 Allow Comp 6,139.07 3,548.78 2,369.16 2,369.16 10,209.63 8,300.09 4,163.97 First Panel RE 20.00 225.00 0.00 12,259.19 60.50 22,570.50 100,342.23 0.9633 1816.64 49.00 11505.45 123.07 0 23,764.64 0.5477 End Panel RE Gap Between Chords: 206* 1-°° 466.18 0.5000 O.OyO.^l ... , ~'.~^-77 ^n~~ 6,914.28 21,589.28 51 .88; iMax Load no Fillers TC: , 18,585.45 19.782.55 i •i i? R«O on TC OAURyy: , i137,669.80 71rj3Rn 09849 — -•• i 1714.47 7.394.75 ,| 1297.42 BCL/Rz: 6559.87 67.3626 1 865 ,87 TC Shear Stress: Q 2,557.92 ;: •10 A-IA *c BG Shear Sttoss.13,474.15 577574 ii .4493 ; i Weld 2.0x0.100 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 Qty Material j 1 RH = round 7/8 , i 1 10 = 1 x1 x.109 ! 1 10 = 1x1 x.109 1 10 = 1x1x.109 .! 2 10 = 1x1 x.109 2 10 = 1x1 x.109 ! 1 10 = 1x1x.109 .: i i i ! i 8-Ju!-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 18K248/160 MARK: J1 'AXIAL LOAD AND BENDING". END PANEL 1 TC ANQLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.125 in 50.000 ksi 1.000 in 1.000 20.630 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 In. h = 0.750 in PLATE CTR. PROPERTIES: Panel P At = ltx = rtx = Stx = Mid Panel Stx = 2.969 1.992 0.819 1.213 1.468 in*2 inM in in"3 in"3 Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 6.698.21 IDS. Eccentricity = 7,500.00 Ibs. Moment Pp = 466. 18 Ibs./ ft. Moment Mp = 3.00 in. fa = Panel P fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Pe = Cm = 1.643 in 14.337.44 Ibs-in. 13,483.25 Ibs-in. 2,256.24 psi 11,864.65 psi 9.186.43 psi 30,000.00 psi 51.89 117.14 20,649.05 psi 55,452.27 psi 0.99 Kl/fx = Cc = Fa = Fe = Cm = 25.18 117.14 23,338.39 psi 235,441.21 psi 1.00 No filler Pane) point <« 0.6 Fy = 30,000.00 psi 14,120.89 OK With filler Panel point <* 0.6 Fy 30,000.00 psi 14,120.89 OK Mid panel <= fa/Fa + Cm*fb/((1-fa/F'e)"Q*Fb) •• 1.00 0.49 OK Mid panel <• fa/Fa + Cm*fb/((1-fa/Fe)-crFb) i 1.00 0.47 OK ISP Job Number: 01-0170 STRESS ANALYSIS - PAG Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Geometry Base Length: Working Length: Joist Depth: ^Efective D 11-57/8 11-17/8 18.00 | 17.04 Variable : Left End Right End BC Panel TC Panel First Half First Diag. Depth Loads Uniform Load Add Load any Additional Ber Stress Analys Int. Panel TC: 16.00 Member TC W2 V1S W3 W4 W5 W5 W4 W3 V1S 3-0 1-8 0-3 !3-3 18.00 in TC (plf) PP (Ibs) 2-107/8 1-8 0-0 2-107/8 18.00 iE 1 Date Run: 7/24/01 Joist Description: I Mark: Short Span Crimp 1BK248/160 | J2 epth: BC Panel Length: Shape: 3 @ 2-8 Parallel /' 248.00. Live Load (plf) 1,000.00 'Additional Bending in TC (Ibs) ding in BC (Ibs) is Summary Max Panel BC: Reaction Lt 32.00 1,883.38 250.00 ! TC Axial -: [Reaction RE: 1,883.38 ; Tension TC Compresior BC Tension 6 o.dol 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 W2 0.00 Standard Verticals Member Position V2 nterior 8,165.56 7,896.26 7,896.26 8,741 .4e 8,741.4= 8,590.61 8,590.61 7.859.0E 7.859.0E 8,081 .5C Max Tension 0.00 0.00 3,259.92 3,259.92 4,619.02 4,619.02 2,978.73 2,978.73 0.00 0.00 Max Comp. 0.00 1,003.28 C Compre, 0. 0 0 0 0 0. 0. 0 0. 0. Length 17.04 Load (Ibs) Minimum Shear: Max T 470,84 8,741 sioi 00 00 00 00 00 00 00 00 00 00 Web Tension Web 4,904.99 0.00 1 0.00 1 1,993.82 0.00 1 0.00 1 2,110.77 0.00 1 0.00 1 4,775.71 Chords /' / "' '/ : ' / •! ' / ./ . _ .._/ i| i 1 60.00 1 250.00! 7,500-OOj C Comp.: [Max BC Tension .45 4,619.02 Comp. Web LengtH PP Dist. 0.00 38,03 0-2 i ,254.14 23.37 1-8 ,842.97 17.303-0 ! 0.00 23.37 3-3 ; ,363.35 23.37 4-7 ; ,657.15 23.37 5-11 0.00 23.37 7-3 i ,857.67 17.04 8-7 | ,158.44 22.62 9-97/8 O.OOJ_ 37.03J8-7 . i ISP Chord Properties STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 Job Name: MV TECHNICAL-BLDG1 Location: CARLSBAD, CA Date Run: 7/24/01 Joist Description: Short Span Crimp 18K248/160 Mark: J2 ;hord Area Rx TC ; 0.4844 : 0.6262 BC 0.3262 ! 0.4669 Rz 0.3975 0.2969 Ryy 1.2195 1.0289 Y 0.5464 0.4168 Ix 0.1900 0.0711 Q 0.8343 0.9204 Material 20 = 2x2x.125 1C = 1 1/2x1 1/2 x. 113 Axial and Bending Anal) K. :. Fy: 1.00 50,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress rsis Fb; 30,000.00 End Panel LE 18.00 498.00 8,165.56 8,428.97 45.28 19,252.02 180,751.36 0.9860 1517.94 1007.46 5807.93 1448.87 0 14,236.89 0.4977 [Mom of 'inertia: LL 240: 113.42 4,577.63 First Panel LE 19.00 484.84 7,896.26 8,150.98 47.79 21,114.57 162,225.59 0.9849 1477.98 597.11 5655.02 858.72 0 13,806.01 0.4216 Interior Panel 16.00 281.25 8,741.45 9,023.44 29.52 22,959.29 228,763.44 0,9842 500.00 250.00 1913.09 359.53 0 10,936.53 0.4077 LL240: " Max Bri'dg TC; Max Bridg BC: " " 4,577.63 14-87/8 20-67/8 First Panel RE 14.88 550.52 7,859.05 8,112.56 37.42 22,209.71 264,674.81 0.9908 1419.16 199.85 5429.99 287.41 0 13,542.55 0.3770 End Panel RE 18.00 498.00 8,081.50 8,342.19 45.28 19,252.02 180,751.36 0.9862J 1283.99 1100.06 4912.79 1582.04 0 13,254.99 0.4987 '• Gap Between Chords: 1.00 \Min WeldLenZX: 0.5000.... . Max Load Fillers TC: \ 21,901.29 Max Load no Fillers TC: 20,913.86 1C OAURyy: 109.7829 fiC Sfress: 14,695.32 BC URz: 107.7802 TC Shear Stress: 3,792.37 BC Shear Stress: 5,600.90 Web Design Member W2 VV3 W4 W5 W5 W4 W3 W2 V1 V2 Web Tension 4,904.99 CLOol 1,993.82 0.00 0.00 2,110.77 0.00 4,775.71 0.00 0.00 Allow Tension 16,235.65 6,183,57 6,183.57 6,183.57 6,183.57 6,183.57 6,183.57 12,367.14 12,367.14 6,183.57 Web Comp 0.00 1,842,97 0.00 1,363.35 1,657.15 0.00 1,857.67 0.00 1,254.14 1,003.28 Allow Comp 4,101.56 3,488.54 2,964.15 2,964.15 2,964.15 2,964.15 3,548.78 5,793.09 9,166.51 4,163.97 Weld 2.0x0.165 2,0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 3.0x0.109 2.0x0.109 2.0x0.109 Qty 1 1 1 1 1 1 1 2 2 1 Material RH = round 7/8 10 = 1x1x.109 10 = 1 x1 x.109 10 = 1 x1 x.109 j 10 = 1 x1 x.109 10 = 1 x 1 x.109 10 = 1x1 x.109 10 = 1 x 1 x.109 10 = 1x1 x.109 ! 10 = 1 x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 18K248/16G MARK: J2 "AXIAL LOAD AND BENDING". END PANEL 1 Leg = Thickness = Fy = Gap = K = Length = TC ANGLES 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1.000 18.000 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTR. PROPERTIES: At = ltx = rtx = Panel P. Stx = Mid Panel Stx = 2.969 inA2 1.992 in*4 0.819 in 1.213 in"3 1.168 in"3 Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 8,081.50 Ibs. Eccentricity = 7,500.00 Ibs. Moment Pp = 498.00 Ibs./ ft. Moment Mp = 3.00 in. fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = . Fa = Pe = Cm = 1.643 in 14,001.47 Ibs-in. 13,266.15 Ibs-in. 2,722.19 psi 11,546.37 psi 9,038.51 psi 30,000.00 psi 45.28 117.14 21,391.13 psi 72,840.48 psi 0.99 Kl/fX = Cc = Fa = Pe = Cm = 21.97 117,14 23,603.49 psi 309,268,67 psi 1.00 No filler Panel point <» 0.6 Fy » 30,000.00 psi fa*fb= 14,268.55 OK With filler Panel point <« 0.6 Fy ' fa+fbi 30,000.00 pSJ 14,268,55 OK Mid pane) <= 1.00 fa/Fa + Cm*fb/((1-fa/Per Q'Fb)« 0.50 OK Mid panel <• fa/Fa + Cm*Tb/((1-ra/Fe)*Q-Fb) • 1,00 0.48 OK STRESS ANALYSIS - PAGE 1 ISP Geometry Base Length: Working Le 15-51/4 15-1 1/4 Variable Left End BC Panel TC Panel First Half 3-0 ;1-11 1/4 0-7 First Diag. 3-7 Depth Loads Uniform Load Add Load Additional any ; 18.00 in TC (plf) PP (Ibs) Job Number: 01-0170 Loc CA ngth: Rig ation: RLSBAD Job Name: MV TECHNICAL -BLDG1 ,CA Date Run: 7/24/01 i Joist Description: I Mark: jShort Span Crimp 18K248/160 J3 Joist Depth: I Efective Depth: BC Panel Length: Shape: 18.00 17.04 3@4-0 Parallel Chords htEnd 2-8 1-11 1/4 1-2 1/4 3-101/4 18.00 248.00 Live Load "(plf) 1,000.00 Cone. Load Shear in Webs Additional Ben Stress Analys Int. Panel TC: 24.00 Member TC W2 VIS W3 W4 W5 W5 W4 ^ W3 V1S W2 Standard Member V2 ding in BC (Ibs is Summary Max Panel BC: 48.00 ; Tension tC C 673.54 673.54 673.54 1,287.65 1,287.65 1,352.04 1,352.04 594.30 594.30 594.30 Verticals Position ) Reaction LE 2,822.92 ompresio 9,521.56 9,283.77 9,283.77 11,780.70 11,780.70 11,987.58 11,987.58 8,887.01 8,887.01 9,063.14 Max Tension Interior 45.70 TC @ 7-8 5/8 (+,-) (Ibs 450.00 Additional Bending in TC (Ibs) 250.00 TC Axial Reaction RE: 2,822.92 BC Tension BC Compre 0.00 0.00 5,773.93 5,773.93 9,942.55 9,942.55 6,144.39 6,144.39 0.00 0.00 Max Comp. 1,634.58 0 0 812 812 1,763 1 ,763. 876. 876. 0. 0 Length 17.04 Load (Ibs) Minimum Shear: Max TC 705.73 11,987 sior Web Tension Web C 00 00 21 21 09 09 59 59 00 00 7,931.77 7 0.00 1,7 364.88 3,: 4,625.70 £ 583.05 3,7 504.10 3,4 4,509.66 £ 440.00 4,C 0.00 1,6 ""leo.oOj s) 900.00 250.00 ; 7,500.00 Comp.: Max BC Tension .58 9,942.55 omp.'Web LenglF PP~Dist. ! '53.37 38.03 0-2 '75.69 21.28 1-11 1/4 '• S83.54 18.423-0 ., i83.05 29.43 3-7 ! '68.82 29.43 5-7 i L30.55 29.43 7-7 !| >83.05 29.439-7 : 36.33 22.21 11-7 41.94 19.15 13-6 ! 7,195.61 683.45 34.50 12-9 1/4 :— - -- — i i STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Date Run: 7/24/01 Joist Description: Short Span Crimp 18K248/160 Mark: J3 Chord Properties :hord TC BC Area '• Rx 0.4844 j 0.6262 0.3262 j 0.4669 Rz 0.3975 0.2969 Ryy 1.2195 1.0289 Y 0.5464 0.4168 Ix 0.1900 0.0711 Q 0.8343 0.9204 Material 20 = 2x2x.125 1C = 1 1/2x1 1/2 x. 113 Axial and Bending Analysis K: 1.00 • Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 113.42 LL 240: 1,844.61 LL 240: 1,844.61 Max Bridg 14-87/8 TC:Max Bridg BC: 20-1 7/8 ja_ _Ma fa" F'e Cm Top Chord Check ngth nding Load al Load ximum K L/r 1 End Panel LE 21.25 459.76 9,521.56 9,828.71 53.45 18,420.52 129,690.66 0.9773 nel Point Moment 1 673.07 i Panel Moment 1406.99 nel Point fb 6401.48 * Panel fb ers nel Point Stress i Panel Stress 2023.45 0 16,230.19 0.6191 First Panel LE 19.75 475.85 9,283.77 9,583.24 49.68 20,902.63 150,138.61 0.9809 1731.08 321.61 6623.45 462.52 0 16,206.69 0.4778 Interior Panel 24.00 187.50 11,987.58 12,374.28 38.32 22,118.88 101,672.64 0.9513 750.00 375.00 2869.64 539.30 0 15,243.92 0.5828 First Panel RE 23.00 443.65 8,887.01 9,173.69 57.86 19,940.24 110,705.94 0.9751 1846.20 701.85 7063.92 1009.35 0 16,237.61 0.5029 End Panel RE 21.25 459.76 9,063.14 9,355.50 53.45 18,420.52 129,690.66 0.9784 1913.43 1311.72 7321.14 1886.44 0 16,676.65 0.5874 ! Gap Between Chords: jl.OO Min WeldLen2X: 0.5000 Max Load~Fiilers TC: ! 20,891 .37 ! i Max Load no Fillers TC: 18,549.78 TC OAL/Ryy: 148.6323 26,662.43 > : 8C L/RZ: 161.6702 TC Shear Stress: 5,856.61 BC Shear Stress: I 8,650.17 i Web Design Member W2 W3 W4 W5 W5 W4 W3 W2 V1 V2 Web Tension 7,931.77 364.88 4,625.70 583.05 504.10 4,509.66 440.00 7,195.61 0.00 45.70 Allow Tension 16,235.65 7,818.57 6,183.57 8,906.25 7,818.57 6,183.57 7,818.57 12,367.14 12,367.14 6,183.57 Web Comp 753.37 3,383.54 583.05 3,768.82 3,430.55 583.05 4,036.33 683.45 1,775.69 1,634.58 Allow Comp 4,101.56 5,072.13 1,887.81 4,231.59 3,719.85 1,887.81 4,261.99 6,459.09 9,831.46 4,163.97 Weld 2.5x0.215 2.1 x 0.109 2.9x0.109 2.0x0.125 2.1 x 0.109 2.8x0.109 2.5x0.109 4.4x0.109 2.0x0.109 2.0x0.109 Qty 1 1 1 1 1 1 1 2 2 1 Material : RH = round 7/8 15 = 1 1/4x1 1/4 x. 109 10 = 1 x1x. 109 I 18 = 1 1/4x1 1/4 x. 125 15 = 1 1/4x1 1/4 x. 109 10 = 1 x 1 x.109 15 = 1 1/4x1 1/4 x.109 10 = 1x1 x.109 ; 10 = 1 x1 x.109 10 = 1 x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME; 18K248/160 MARK: J3 "AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1 000 21.250 in REINFORCEMENT : 2 Width = Thickness - h = Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 2.000 in. 1.000 in. 0.750 in. 9.063.14 Ibs. 7,500.00 Ibs. 459.76 Ibs./ ft. 3.00 in. PLATE CTR, Eccentricity Moment Pp Moment Mp fa Panel P. fb Mid Panel fb Kl/rz Cc Fa F'e Cm No filler Panel point <= 0.6 Fy • 30,000.00 psi fa + fb« 14.996.58 OK PROPERTIES: At= 2,969 in"2 ltx= 1.992 in"4 rtx= 0.819 in Panel P. Stx= 1.213 in"3 Mid Panel Stx = 1.468 in"3 1.643 in 14,483.33 Ibs-in. 13.537.19 Ibs-in. 3.052.85 psi 11.943.73 psi 9.223.18 psi 30,000.00 psi 53.45 117.14 20,467.24 psi 52,263.67 psi 0.98 With filler Panel point <= 0.6 Fy Kl/fx = Cc = Fa = Fe = Cm = >Fy- + fb = 25.94 117.14 23,273.95 psi 221,902.95 psi 1.00 30,000.00 psi 14,996.58 OK Mid panel <= fa/Fa + Cm*fb/((1-fa/F'erQ*Fb)< 1.00 0.53 OK Mid pane) <• fa/Fa + CmTb/((1-fti/FerQ*Fb) > 1.00 0.50 OK STRESS ANALYSIS ISP Geometry Base Length: Working Le 19-35/8 18-11 5/J Variable Left End BC Panel TC Panel First Half ,2-7 Job Number: 01-0170 - PAGE 1 | Job Name: | MV TECHNICAL - BLDG1 Location: CARLSBAD, CA ngth: \ Joist Depth: [Efective L ] 30.00 j 29.04 Right End 2-0 Date Run: 7/24/01 \Joist Description: [Short Span Crimp 30K232/128 Mark: J4 epth: ~BC Panel Length: \ Shape: 5 @ 3-4 [Parallel Chords i Q lo n1 1 -O 1 £.~\J ''••;.' First Diag. Depth Loads Uniform Load Add Load Additional Stress An Int. Panel U 20.00 Member W2 V1S W3 W4 W5 W6 W7 W7 W6 W5 W4 W3 W2 Standard Member V1 V2 any Ber alys *» , ..TC — 1 0-0 2-7 130.00 in TC (plf) PP (Ibs) 1-45/8 , , / \ / 3-45/8 , V 30.00 232.00 Live Load (plf) ... 1,000.00 Additional Bending in TC (Ibs) ding in BC (Ibs is Summary Max Panel BC: 40.00 ; Tension f C C 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 Verticals Position End Panel ) 250.00 TC Axial Reaction LE: Reaction RE: 2,700.37 2,700.38 ^ompresior BC Tension BC Compre. 7,517.38 7,437.73 7,437.73 8,443.20 8,443.20 9,854.90 9,854.90 10,075.33 10,075.33 8,855.89 8,855.89 7,038.63 7,038.63 Max Tension 0.00 Interior 0.00 0.00 0.00 2,416.97 2,416.97 4,831.90 4,831.90 6,181.51 6,181.51 5,253.98 5,253.98 3,095.39 3,095.39 0.00 Max Comp. 923.75 1,177.67 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Length 31.05 29.04 Load (Ibs) Minimum Shear: 675.09 siorWeb Tension 00 00 00 00 00 00 00 00 00 00 00 00 00 4,277.23 0.00 0.00 2,970.53 0.00 2,031.50 0.00 0.00 1,805.55 0.00 2,744.57 0.00 3,748.41 Max TCComp.: 10,075.33 Web Comp. ^ 0.00 884.83 2,746.04 0.00 2,501.01 0.00 1,561.99 1,043.86 0.00 2,275.06 0.00 3,012.52 0.00 128 250 7,500 "00 1 oo : 00^ ; Max BC Tension 6,181.51 Veb Length1 PP Dist. 41.04 31.05 29.04 35.26 35.26 35.26 35.26 35.26 35.26 35.26 35.26 33.46 36.43 0-2 : 1-8 2-7 2-7 4-3 5-11 7-7 i 9-3 :, 10-11 :! 12-7 i 14-3 15-11 17-35/8 STRESS ANALYSIS - PAGE 2 IS? Chord Properties Chord i Area : TC Job Number: 01-0170 | Job Name: [ MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Rx ] Rz ] Ryy Y Date Run: 7/24/01 Joist Description: Short Span Crimp 30K232/128 - -~lx 0.4844 0.6262 | 0.3975 1.2195 ; 0.5464 0.1900 BC 0.3262 0.4669 j 0.2969 1.0289 0.4168 Axial and Bending Analysis K; i Fy: Fb: Mom of Inertia: LL 240: 1.00 |50,000.00 30,000.00 328.98 j2.701.13 Top Chord Check End Panel LE First Panel LE Interior Panel Length 18.00 Bending Load 482.00 Axial Load 7,517.38 fa Maximum 7,759.88 K L/r 45.28 Fa F'e 19,252.02 ! 180,751.36 Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel Fillers fb 0.9871 1080.48 1131.36 4134.13 1627.05 i 0 Panel Point Stress Mid Panel Stress Web Design Member Web Tension W2 W3 W4 W5 W6 W7 W7 W6 W5 J W4 H W3 u W2 4,277.23 *~ o.bo 2,970.53 1 1 ,894.00 0.4701 Allow Tension 16,235.65 9,786.93 6,183.57 O.OOl 8,906.25 2,031.50 0.00 0.00 6,183.57 7,818.57 6,183.57 1.805.55J 6,183.57 0.00 2,744.57 0.00 7,818.57 6,183.57 9,786.93 3,748.41; 12,367.14 vi ; o.oo V2 0.00 12,367. 14^ 6,183.57 11.00 641.09 7,437.73 7,677.66 27.67 23,124.04 483,995.38 0.9952 1436.34 464.44 5495.72 667.92 0 13,173.38 0.3590 Web Comp 0.00 2,746.04 0.00 2,501.01 0.00 1,561.99 1,043.86 0.00 2,275.06 0.00 3,012.52 0.00 923.75 1,177.67 20.00 225.00 10,075.33 10,400.34 31.94 22,737.98 146,408.59 0.9716 625.00 312.50 2391.37 449.42 0 12,791.71 0.4762 Allow Comp 3,063.25 4,222.26 1,144.06 2,585.38 1,144.06 2,284.86 1,144.06 1,144.06 2,284.86 1,144.06 3,198.22 5,234.32 7,294.18 1,686.83 0.07 First Q 0.8343 1 1 0.9204 Li 240: 2,701.13 3anel RE|End P 16.63 502.68 7,038.63 7,265.68 41.82 21,759.94 211,886.50 0.9897 1858.53 69.39 7111.09 99.79 0 14,376.77 0.3380 Weld 2.0x0.144 2.0x0.113 2.0x0.109 2.0x0.125 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0,109 2.0 x 2.0 x 2.0 x 2.3 x 0.109 0,109 0.113 0.109 2.0x0.109 2.0 x 0.109 7 7 Mark: J4 Material 20 = 2 |1C = 1 Max Bride. 14-87/J anel RE 22.00 436.55 ,038.63 ,265.68 55.34 18 120 ,219.49 ,998.84 0.9820 1614.44 1467.71 6177.16 2110.77 13 Qty 1 1 1 1 1 1 1 1 1 1 1 2 2 1 0 442.84 0.4869 x2x.125 1/2x1 j'TC:'" Gap 8e 1.00 1/2 x. 113 Max'Bridg BC: 20-6 7/8 tween Chords: : Min Weld Len 2X: 1 0.5000 Max Load Fillers TC: 121,589.28 I Max Load no 19,782.55 Fitters TC: TC OAL/Ryy ,186.6617 I BC Stress: 18,994.06 | BC L/Rz: ; 134.7252 TC Shear Stress: S 5,21 7.88 , BC Shear Stress: 17,699.19 Material RH = round 7/8 ; 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 18 = 1 1/4 x 1 1/4 x. 125 10 = 1x1 x.109 15 = 1 1/4x1 1/4 x.109 10 = 1x1 x.109 : 10 = 1 x1 x.109 : 15 = 1 1/4x1 1/4 X .109 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 10 = 1x1 x.109 10 = 1 x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD. CA JOIST NAME: 30K232/128 MARK: J4 'AXIAL LOAD AND BENDING". END PANEL 1 Legs Thickness = TC ANGLES 2.000 in. 0.125 in. Fy = 50.000 ksi Gap= 1.000 in K= 1.000 Length =22.000 in REINFORCEMENT: 2 Width = 2,000 in. Thickness = 1.000 in, h = 0.750 In. PLATE CTR. Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 7,038.63 Ibs. Eccentricity = 7,500.00 Ibs. Moment Pp = 436.55 Ibs./ ft. Moment Mp = 3.00 in. fa = Pane) P. 1b = Mid Panel fb = Fb = Kl/iz = Cc = Fa = F'e = Cm = 1.643 in 14.521.66 Ibs-in. 13.558.75 Ibs-in. 2.370.91 psi 11, 975. 34 psi 9.237.87 psi 30,000.00 psi 55.34 117.14 20,243.88 psi 48,760,98 psi 0.99 PROPERTIES: At= 2.969 in"2 ltx= 1.992 in"4 rtx= 0.819 in Panel P. Stx= 1.213 in"3 Mid Panel Stx = 1.468 in"3 No filler Panel point <« 0.6 Fy = 30,000.00 psi fa + fb* 14,346.25 OK Kl/rx = Cc = Fa = Cm = With filler Panel point <• 0.6 Fy > fa+fb i 26.86 117.14 23,195.02 psi 207,031,09 psi 1.00 30,ooD.oo psi 14,346.25 OK Mid panel <= fa/Fa + Cm*fb/({1-fa/Fe)'Q*Fb) i 1.00 0.50 OK Mid panel <• fa/Fa + Cm*fb/((1-fa/F'e)"Q*Fb) i 1.00 0.47 OK STRESS ANALYSIS ISP Geometry Base Length: Working Le \ 23-31/4 22-11 1/4 Variable • Left End BC Panel TC Panel First Half First Diag. Depth Loads Uniform Load Add Load any Additional Ber Stress Analys Int. Panel TC: 24.00 Member TC W2 i V1S W3 W4 W5 ~i~ W6 W7 W7 W6 | W5 f W4 W3 T V1S 3-0 ,2-0 0-4 3-4 130.00 in TC (plf) PP (Ibs) Job Number: 01-0170 • PAGE 1 Job Name: MV TECHNICAL -BLDG1 Location: Joist Description: CARLSBAD, CA Short Span Crim ngth: I Joist Depth: Efective Depth: \ BC Panel Length: Sh j 30.00 | 29.04 |5@4-0 Pz ! Right End !3-0 2-0 \ :0-11 1/4 ! 13-11 1/4 i ! 30.00 | 330K232/128 ape: irallel Chords 232.00 Live Load (plf) 1,000.00 Additional Bending in TC (Ibs) ding in BC (Ibs) 250.00 TC Axial is Summary Max Panel BC: Reaction LE: ^Reaction RE: 48.00 3,160.75 3,160.75 ; Tension tC Compresior BC Tension BC Compre 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 W2 Q.OO Standard Verticals Member Position V2 nterior 8,213.99 f 8,100.14 8,100.14 9,726.89 I 9,726.89 11,584.23 11,584.23 11,764.75 11,764.75 10,081.19 10,081.19 8,078.42 8,078.42 8,213.99 Max Tension 0.00 0.00 0 0.00 0 3,655.70 0 3,655.70 0 6,899.17 0 6,899.17 0. 8,608.59 0. 8,608.59 0. 7,255.72 0. 7,255.72 0. 4,243.95 0. 4,243.95 0. 0.00 0. 0.00 0. Max Comp. Length 1,173.87 29.04 Load (Ibs) Minimum Shear: 790.19 sioii Web tension 00 5,309.46 00 0.00 00 0.00 00 3,495.22 00 0.00 00 2,291.26 00 0.00 00 0.00 00 2,109.41 00 0.00 00 3,313.37 00 0.00 00 0.00 00 5,309.46 Max TC Comp.: 11,764.75 Web Comp. 0.00 997.31 3,109.84 0.00 2,893.24 0.00 1 ,689.28 1,311.48 0.00 2,711.39 0.00 3,228.73 1,073.14 0.00 Date Run: 7/24/01 128 250 7,500 Mark: J5 00";oo; ; 00! Max BC Tension 8,608.59 Web Length' PP Dist. 44.71 31.42 29.31 37.67 37.67 37.67 37.67 37.67 37.67 37.67 37.67 31.14 31.42 44.71 0-2 2-0 3-0 3-4 5-4 7-4 9-4 11-4 13-4 15-4 17-4 19-4 21-31/4 20-3 1/4 STRESS ANALYSIS • PAGE 2 ISP Chord Properties Chord Area Job Number: Job Name: 01-0170 MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Rx Rz TC ; 0.4844 0.6262 0.3975 I Joist Description: Short Span Ct Ryy : Y Ix 1.2195 • 0.5464 BC , 0.3262 0.4669 0.2969 1.0289 0.4168 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: LL 240: 1.00 50,000.00 30,000.00 328.98 1,527.65 Top Chord Check End Panel LE First Panel LE Interior Pane Length j 22.00 Bending Load 436.55 Axial Load j 8,213.99 fa 8,478.96 Maximum K L/r ' 55.34 Fa 18,219.49 F'e 120,998.84 Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Member i Web Tension; 0.9790 1520.38 1506.37 5817.27 2166.36 0 14,296.23 0.5565 Allow Tension W2 5,309.46, 16,235.65 W3 O.bOl W4 3,495.22t W5 O.Oot 9,786.93 6,183.57 9,786.93 W6 2,291.26 6,183.57 W7 0.00 W7 0.00 W6 1 2,109.41 W5 0.00 W4 3,313.37 W3 0.00 W2 ' 5,309.46 V1 0.00 7,818.57 7,818.57 6,183.57 9,786.93 6,183.57 9,786.93 12,367.14 12,367.14 V2 0.00' 6,183.57 16.00 513.25 8,100.14 8,361.43 40.25 21,923.12 228,763.44 0.9890 1786.70 199.86 6836.25 287.42 0 15,197.69 0.3932 Web Comp 0.00 3,109.84 0.00 2,893.24 0.00 1 ,689.28 1,311.48 0.00 2,711.39 0.00 3,228.73 0.00 1,073.14 24.00 187.50 11,764.75 12,144.25 38.32 22,118.88 101,672.64 0.9522 750.00 375.00 2869.64 539.30 0 15,013.90 0.5723 Allow Comp 2,580.58 4,153.19 1,002.18 3,633.13 1,002.18 2,001.50 2,001.50 1,002.18 3,633.13 1,002.18 3,692.37 3,474.83 6,665.32 1,173.87 1,686.83 0.1900 imp 30K2C Q 0.8343 0.0711 0.9204 i LL 240: j 1,527.65 First Panel RE|End P 23.25 425.55 8,078.42 8,339.01 58.48 19,863.30 108,337.96 0.9769 1869.67 676.14 7153.72 972.38 0 15,492.73 0.4609 Weld" 2.0x0.179 2.0x0.113 2.2x0.109 2.0x0.113 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.113 2.0x0.109 2.0x0.113 3.3x0.109 2.0x0.109 2.0x0.109 Date Run: 7/24/01 2/128 Material Mark: J5 20 = 2x2x.125 1C = 1 1/2x1 Max Bridg TC: 14-87/8 anel RE Gap Se ^ uu -00 436.55 o.SOO 8,213.99 ,7 , 8,478.96 '20,89 55.34 \MaxLo 18,219.49 l8'54 120,998.84 :J5^7 0.9790 1/2 x. 113 Max Bridg BC: 20-6 7/8 *tween Chords: >/d Len 2X: 0 ad Fit 1.37 lers TC: ad no Fillers TC: 9.78 L/Ryy 161 1918.15 24.617.92 1346.32 \BCUR 7339.22 161.6 1936.20 \TCShe 0 6,159 1 K m Q ^ Q • ! °" "'lfc15,818.18 QORQ Qty 1 1 1 1 1 1 1 1 1 1 1 2 2 1 0.5468: ' "Mat z: 702 ar Stress: 48 ar Stress: 86 erial RH = round 7/8 1C = 1 1/2x1 1/2x.113 10 = 1 x1 x.109 1C = 1 1/2x1 1/2x.113 10 = 1x1 x.109 ; 15 = 1 1/4x1 15 = 1 1/4x1 1/4 x 1/4 x .109 .109 10 = 1 x1 x.109 1C = 1 1/2x1 1/2x.113 10 = 1 x 1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 10 = 1x1x.109 10 = 1 x1 x.109 S-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 30K232/128 MARK: jy "AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.125 in. 50.000 ksi 1000 in 1000 22.000 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTR. PROPERTIES: At = ltx» rtx = Panel P. Stx = Mid Panel Stx = 2.969 m*2 1.992 in*4 0.819 in 1.213 inA3 1.468 in"3 Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 7,038.63 Ibs. Eccentricity = 7,500.00 Ibs. Moment Pp = 436.55 Ibs./ ft. Moment Mp = 3.00 in. fa = Pane) P. Jb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = F'e = Cm = 1643 in 14,52166 Ibs-in. 13,558.75 Ibs-in. 2,370.91 psi 11,975.34 psi 9,237.87 psi 30,000.00 psi 55.34 117.14 20,243.88 psi 48,760.98 psi 0.99 No filler Panel point <» 0.6 Fy = 30,000.00 psi 14,346.25 OK Cc = Fa = With filler Panel point <• 0.6 Fy 26.86 117.14 23,195.02 psi 207,03109 psi 100 30,000.00 psi 14,346.25 OK Mid panel <« fa/Fa + Cm'fb/((1-*a/F'e)-Q-Fb)« 1.00 0.50 OK Mid panel <• fa/Fa + Cm*fb/((1-fa/FerQ*Fb)' 1.00 0.47 OK ISP STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Job Name: MV TECHNICAL-BLDG1 Location: CARLSBAD, CA Geometry Base Length: 27-2 1/2 Variable "BC Panel Working Length: 26-101/2 Joist Depth: 30.00 Efective Depth: 29.03 Joist Description: Short Span Crimp 30K232/128 i BC Panel Length: !6<®4-0 Date Run: 7/24/01 Mark: J6 Parallel Chords TC Panel Lef^End iRightEnd ~3-~cT- '2-0~ ;3-0 First Half IO-6 0-8 1/2 First Diag. Depth '3-6 13-8 1/2 •30.00 30.00 Loads Uniform Load in TCjplf) Add Load any~PP"(ibs) Additional Shear in Webs Additional Bending in BC (Ibs) 232.00 Live Load (plf) 1.000.00..Cone. Load TC @ 13-7 1/4 (+,-) (Ibs) 760.00 Additional Bending in TC (Ibs) 250.00 TC Axial Load (Ibs) 128.00 1,520.001 250.00! Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 4,377.50 Reaction RE: 4,377.50 Minimum Shear: 1,094.38 Max TCComp.: 17,327.61 7,500.00 i Max BC Tension 14,498.40 sion f C Compresior' BC Tension BC Compresior Web tension 57.64 57.64 9,283.69 9,163.80 57.64! 9,163.80 56.73 56.73 99.28 11,840.58 11,840.58 15,159.55 39.28I 15,159.55 11.83 11.83 18.37 18.37 35.82 35.82 37.64 37.64 37.64 17,327.61 17,327.61 15,300.88 15,300.88 12,041.85 12,041.85 9,156.31 9,156.31 9,283.69 0.00 0.00 5,499.34 5,499.34 10,691.90 10,691.90 14,349.92 14,349.92 14,498.40 14,498.40 10,920.30 10,920.30 5,807.67 5,807.67 0.00 0.00 0.00 0.00 785.46 785.46 1,728.00 1,728.00 2,670.55 2,670.55 2,719.64 2,719.64 1,777.10 1,777.10 834.55 834.55 0.00 0.00 8,354.83 0.00 582.05 6,010.39 739.59 4,806.28 739.59 3,602.17 3,369.15 739.59 4,743.57 739.59 5,947.68 593.94 0.00 8,354.83 Web Comp. ^/Veb Length 877.86 1,868.46 L 5,144.67 739.59 5,408.34 739.59 4,204.22 739.59 662.55 4,141.51 739.59 5,345.62 739.59 5,224.54 1,894.61 877.86 44.71 31.41 29.64 37.66 37.66 37.66 37.66 37.66 37.66 37.66 37.66 37.66 37.66 30.25 31.41 44.71 PPDist. 0-2 2-0 3-0 3-6 5-6 7-6 9-6 11-6 13-6 15-6 17-6 19-6 21-6 23-6 25-2 1/2 24-2 1/2 ; Standard Verticals Member Position i Max Tension Max Comp. Length V2 Interior 1,080.63 4,199.39 29.03 ISP Chord Properties STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 Job Name: MV TECHNICAL-BLDG1 Location: CARLSBAD, CA Dafe Run: 7/24/01 Joist Description: Short Span Crimp 30K232/128 Mark: J6 lord : Area i Rx PC ; 0.4844 • 0.6262 3C ! 0.3950 0.4634 Rz 0.3975 0.2.955 Ryy 1.2195 1.0354 Y 0.5464 0.4259 Ix 0.1900 0.0848 Q 0.8343 0.9964 Material 20 = 2x2x.125 1G = 1 1/2x1 1/2 x. 138 Axial and Bending Analysis K: 1.00 Fy:; 50,000.00 Fb: 30,000.00 Mom of Inertia: 366.91 LL 240: 1,059.27 LL 240: 1,059.27 Max Bridg 14-87/8 7C:[Max Bridg BC: 17-11 5/8 Top Chord Check Length Bending Load Axial Load fa "" Maximum K L/r Ta "TT3^~ F'e _^ _"" Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid "PaneTftT" Fillers Panel Point Stress Mid Panel Stress Web Design leek '• End Panel LE 22.00 i 436.55 9,283.69 9,583.16 55.34 18,219.49 120,998.84 ent it 0.9762 1592.89 1476.52 T 6094.71 s 2123.44 0 15,677.86 0.6159 First Panel LE 18.00 482.00 9,163.80 9,459.41 45.28 21,391.13 180,751.36 0.9843 1758.08 63.20 6726.74 90.89 0 16,186.14 0.4460 Interior Panel 24.00 187.50 17,327.61 17,886.57 38.32 22,118.88 101,672.64 0.9296 750.00 375.00 2869.64 539.30 0 20,756.21 0.8330 First Panel RE 20.50 451.51 9,156.31 9,451.67 51.57 20,686.84 139,353.81 0.9797 1782.52 364.81 6820.26 524.65 0 16,271.93 0.4789 End Panel RE 22.00 436.55 9,283.69 9,583.16 55.34 18,219.49 120,998.84 0.9762 1723.86 1423.37 6595.82 2047.01 0 16,178.98 0.6127 ' Gap Between Chords: 1.00 , Min Weld Len 2X: i 0.5000 Max Load Fillers TC: [20,891.37 ! Max Load no Fillers TC: 18,549.78 TC OAURyy: 264.4630 !6CSfress: 27,854.49 BCL/Rz: 162.4500 ' TC Shear Stress: 8,701.88 1 8C Shear Stress: 110,523.22 i ember W2 W3 W4 W5 W6 W7 W8 W8 W7 W6 W5 W4 W3 W2 V1 V2 Web Tension 8,354.83 582.05 6,010.39 739.59 4,806.28 739.59 3,602.17 3,369.15 739.59 4,743.57 739.59 5,947.68 593.94 8,354.83 0.00 1,080.63 Allow Tension 16,235.65 13,309.92 6,183.57 14,531.25 6,183.57 1 1 ,848.68 6,183.57 6,183.57 1 1 ,848.68 6,183.57 14,531.25 6,183.57 13,309.92 12,367.14 12,367.14 9,786.93 Web Comp 877.86 5,144.67 739.59 5,408.34 739.59 4,204.22 739.59 662.55 4,141.51 739.59 5,345.62 739.59 5,224.54 877.86 1,894.61 4,199.39 Allow Comp 2,579.64 5,452.96 1,001.92 7,763.31 1,001.92 4,355.26 1,001.92 1,001.92 4,355.26 1,001.92 7,763.31 1,001.92 5,236.89 3,473.57 6,664.93 5,363.78 Weld 2.6x0.215 2.2x0.156 3.7x0.109 2.9x0.125 3.0x0.109 2.1 X 0.138 2.2x0.109 2.1 x 0.109 2.0x0.138 2.9x0.109 2.9x0.125 3.7x0.109 2.3x0.156 5.2x0.109 2.0x0.109 2.5x0.113 Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 1 Material RH = round 7/8 1J = 1 1/2x1 1/2 x. 156 10 = 1 x1 x.109 20 = 2x2x.125 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 10 = 1x1 x.109 : 10 = 1x1 x.109 1G = 1 1/2x1 1/2 x. 138 10 = 1 x1 x.109 20 = 2x2x.125 10 = 1x1 x.109 1J = 1 1/2x1 1/2 x. 156 10 = 1 x 1 x.109 10 = 1 x1 x.109 1C = 1 1/2x1 1/2X.113 S-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MVTECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 30K232/128 MARK: J6 "AXIAL LOAD AND BENDING". END PANEL 1 Leg = Thickness = Fy = Gap = K = Length = TC ANGLES 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1 000 22.000 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTR. PROPERTIES: At = 2-969 in"2 ltx = 1.992 in"4 rtx = 0.819 in Panel P. Stx= 1.213 inA3 Mid Panel Stx = 1.468 in"3 Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 9,283.69 Ibs. Eccentricity = 7,500.00 Ibs. Moment Pp = 436.55 Ibs./ ft. Moment Mp = 3.00 in. fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Fe = Cm = 1.643 in 14,521.66 Ibs-in. 13,558.75 Ibs-in. _ 3,127.14 psi 11, 975,34 psi 9,237.87 psi 30,000.00 psi 55.34 117.14 20,243.88 psi 48.760.98 psi 0.98 Kl/rx = Cc = Fa = Pe = Cm = 26.86 117.14 23,195.02 psi 207,031.09 psi 1.00 No filler Panel point <» 0.6 Fy » 30,000.00 psi fa + fb- 15,102.48 OK With filler Panel point <• 0.6 Fy 30,000.00 psj 15,102.48 OK Mid panel <« fa/Fa + Cm-fb/((1-fa/F*e)'Q*Fb) i 1.00 0.54 OK Mid panel <• faff a + CnVfb7((1.fa/F'e)*Q*Fb)' 1.00 0.51 OK ISP Geometry Job Number: 01-0170 STRESS ANALYSIS - PAGE 1 ] Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Joist Description: Short Span Crimp 30K232/128 Date Run; 7/24/01 I Mark:1J7__ Base Length: Working Length: } Joist Depth: Efective Depth: \ BC Panel Length: 1 Shape: 31-1 7/8 30-9 7/8 j 30.00 29.03 |7 @ 4-0 Parallel Chords Variable Left End Right End ~" BC Panel TC Panel First Half First Diag Depth Loads Uniform Load Add Load any Additional Ber Stress Analys Int. Panel TC: 24.00 Member TC W2 V1S W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 W4 W3 W2 Standard Member V1 V2 . ;3-0 ;2-0 '0-4 ;3-4 ;so.oo in TC (plf) PP (Ibs) ^1-10 1-10 1-117/8 , / / \ /^ '/' 3-97/8 ' • - -v 30 ding in BC (Ibs is Summary Max Panel BC: 48.00 ; Tension tC C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OOJ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Verticals Position .00 232.00 Live Load (plf) 1,000.00 Additional Bending in TC (Ibs) >) 250.00 TC Axial Load (Ibs) Reaction LE: Reaction RE: Minimum Shear: 4,075.46 4,075.46 1,018.86 ^ompresior BC Tension BC Compresior Web Tension 9,018.35 8,904.46 8,904.46 11,193.46 11,193.46 14,185.80 14,185.80 16,027.23 16,027.23 16,173.56 16,173.56 14,472.99 14,472.99 11,621.53 11,621.53 7,631.08 7,631.08 Max Tension End Panel ; nterior 0.00 0.00 0.00 0.00 4,854.28 4,854.28 9,611.32 9,611.32 12,833.83 12,833.83 14,521.80 14,521.80 13,122.85 13,122.85 10,088.16 10,088.16 5,518.94 5,518.94 0.00 MaxComp. 1,019.39 1,167.26 0.00 6,719.17 0.00 0.00 0.00 0.00 0.00 4,682.53 0.00 0.00 0.00 3,478.42 0.00 0.00 0.00 2,274.30 0.00 0.00 0.00 0.00 0.00 2,126.93 0.00 0.00 0.00 3,331.04 0.00 0.00 0.00 4,535.15 0.00 0.00 0.00 5,321.56 Length 31.41 29.03 Max TC Camp.. 16,173.56 Web Comp. 0.00 1,019.39 4,033.21 0.00 4,080.47 0.00 2,876.36 0.00 1,672.25 1,366.06 0.00 2,728.98 0.00 3,933.09 0.00 5,124.79 0.00 128 250 7,500 OOi 00 i 00 i 1 Max BC Tension l ; 14,521.80 Web Lengtr 44.71 31.41 29.30 37.66 37.66 37.66 37.66 37.66 37.66 37.66 37.66 37.66 37.66 37.66 37.66 37.58 35.25 " PP bis! l 0-2 2-0 3-0 3-4 : 5-4 7-4 9-4 11-4 13-4 15-4 17-4 19-4 21-4 . 23-4 25-4 27-4 29-3 7/8 i ISP Chord Properties Chord Area TC Job Number: 01-0170 STRESS ANALYSIS • PAGE 2 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Rx i Rz Ryy ! Y Date Run: 7/24/01 Joist Description: Short Span Crimp 30K232/128 0.4844 ; 0.6262 j 0.3975 1.2195 I 0.5464 Ix 0.1900 Q 0.8343 BC 0.3950 : 0.4634 ! 0.2955 1.0354 ' 0.4259 0.0848 0.9964: i ; Axial and Bending Analysis K: Fy: \Fb: Mom of Inertia: LL 240: \LL240: 1 .00 , 50,000.00 j 30,000.00 366.91 702.1 5 702.1 5 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE|End P Length 22.00 Bending Load 436.55 Axial Load 9,018.35 fa Maximum KL/r Fa F'e Cm 9,309.26 55.34 18,219.49 120,998.84 j 0.9769 Panel Point Moment [ 1520.38 Mid Panel Moment 1506.37 Panel Point fb 5817.27 Mid Panel Fillers fb I 2166.36 0 Panel Point Stress 1 5,1 26.54 Mid Panel Stress Web Design Member Web Tension W2 W3 W4 W5 W6 W7 W8 H W9 W9 W8 W7 W6 W5 W4 ' W3 W2 V1 . V2 6,719.17 I 0.00 4,682.53 0.00 3,478.42 0.00 2,274.30 0.00 0.00 2,126.93 0.00 3,331.04 0.00 4,535.15 o.oot 5,321.56 o.ool 0.00 0.6026 Allow Tension 16,235.65 9,786.93 6,183.57 11,848.68 6,183.57 9,786.93 6,183.57 7,818.57 7,818.57 6,183.57 9,786.93 6,183.57 10,781.25 6,183.57 14,531.25 12,367.14 12,367.14 6,183.57 16.00 513.25 8,904.46 9,191.70 40.25 21,923.12 228,763.44 0.9879 1786.70 199.86 6836.25 287.42 0 16,027.95 0.4311 Web Comp 0.00 4,033.21 0.00 4,080.47 0.00 2,876.36 0.00 1,672.25 1 ,366.06 0.00 2,728.98 0.00 3,933.09 0.00 5,124.79 0.00 1,019.39 1,167.26 l_ 24.00 23.88 187.50 420.48 16,173.56 7,631.08 16,695.28 7,877.24 38.32 60.06 22,118.88 19,669.16 101,672.64 102,740.06 0.9343 0.9770 750.00 1705.11 375.00 813.32 2869.64 6524.06 539.30 1169.66 0 0 19,564.93 14,401.30 0.778S Allow Comp 2,579.64 4,153.14 1,001.92 4,355.26 1,001.92 3,632.20 1,001.92 2,000.99 2,000.99 1,001.92 3,632.20 1,001.92 3,982.02 1,001.92 6,437.79 5,579.39 7,294.18 1,686.83 0.4499 Weld 2.1 x 0.215 2.4x0.113 2.9x0.109 2.0x0.138 2.1 x 0.109 2.0x0.113 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.113 2.1 x 0.109 2.1 x 0.125 2.8x0.109 2.8x0.125 3.3x0.109 2.0x0.109 2.0x0.109 Mark: J7 Material 20 = 2x2x.125 1G = 1 1/2x1 Max Bridg TC: 14-8 7/8 aneIRE Gape* 20.00 1'00 457.00 :0 50fJ 7,631.08 ,,/- y 7,877.24; 20,89" 50.31 MaxLc 18,748.01 18'54 146,408.59^5 0.9839 ; ---.- IOM on ULl otn 1853.22 !27,88 1090.28 recUR 7090.79 i 162.4 1567.98 TCShe Q /,BBb 14,968.03 .q^a Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 1 0.4853; Mat 1/2 x.138 Max Bridg BC: 20-8 1/2 itween Chords: »W Len 2X: 0 ad Fillers TC: 1.37 ad no Fillers TC: 9.78 URyy: 125 ?ss: 4.11 z: 500 ar Stress: 03 ar Stress: 73 erial - RH = round 7/8 1C = 1 1/2x11/2 x. 113 10 = 1 x1 x.109 1G = 1 1/2x11/2 x. 138 10 = 1x1x.109 1C = 1 1/2x11/2 x. 113 : 10 = 1 x1 x.109 15 = 1 1/4x1 15 = 1 1/4x1 1/4 x.109 1/4 x.109 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1E = 1 1/2x1 1/2 x. 125 10 = 1 x1 x.109 20 = 2x2x.125. 10 = 1 x1 x.109 10 = 1 x1 x.109 10 = 1 x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: Mv TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 30K232/128 MARK: J7 "AXIAL LOAD AND BENDING". END PANEL 1 Leg = Thickness = Fy = Gap = K = Length ~ re ANGLES 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1.000 20.000 in REINFORCEMENT: 2 Width = 2.000 in, Thickness = 1.000 in. h = 0.750 in. PLATE CTR. PROPERTIES: At = ltx = rtx = Panel P. Stx = Mid Panel Stx = 2.969 inA2 1.992 in*4 0.819 in 1.213 in"3 1.468 inn3 Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 7,631.08 Ibs. Eccentricity = 7,500.00 Ibs. Moment Pp = 457.00 Ibs./ ft. Moment Mp = 3.00 in. fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Fe = Cm = 1.643 in 14,224.89 Ibs-in. 13,391.82 Ibs-in. 2,570.47 psi 11,730.61 psi 9,124.14 psi 30,000.00 psi 50.31 117,14 20,831.12 psi 59,000.78 psi 0.99 No filler Panel point <• 0.6 Fy « 30,000.00 psi fa+Tb« 14,301.08 OK KlftX' Cc° Fa: With niter Panel point <« 0.6 Fy > fa+fb> 24.42 117.14 23,403.12 psi 250,507.62 psi 1.00 30.ooo.oo psi 14,301.08 OK Mid panel <» 1.00 fa/Fa + CnrTfb/ICUa/F'erO/Fb) « 0.50 OK Mid panel <• fa/Fa + Cm'fb/((1-fa/Fe)'Q*Fb) •• 1.00 0.48 OK ISP STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Job Name: MV TECHNICAL-BLDG1 Date Run: 7/24/01 Location: CARLSBAD, CA Joist Description: Short Span Crimp 30K232/128 Mark: Geometry Base Length: 35-1 1/8 Working Length: \ Joist Depth: 34-91/8 ! 30.00 Elective Depth: 29.02 IBC Panel Length: |8 @ 4-0 Shape: Parallel Chords Variable Left End -Right End; E3C Panel TC Pane "FirsTFJaTf ;3-o '2-0 !0-4 0-9 1/8 First Diag. Depth ,3-4 ,30.00 3-9 1/8 30.00 Loads Uniform Load in TC (plf) Add Load any PP (Ibs) 232.00 Live Load (plf) 1,000.00 Additional Bending in TC (Ibs) Additional Bending in BC (Ibs) Stress Analysis Summary Int. Panel TC: ! Max Panel BC: Reaction LE: 24.00 148.00 4,532.21 Member 250.00 TC Axial Load (Ibs) 128.00 250.00: 7,500.00 Reaction RE: 4,532.21 Minimum Shear: 1,133.05 Max TC Comp.: 19,151.84 Max BC Tension 17,559.71 V1_S W3 W4~ W8 W9 W10 W9 " wT W6 ws_ ~W4 "W3~ V1S W2 Standard Verticals Tension TC Compresior BC tension 6C Compresior' Web Tension O.OOl 9,420.44 0.00 0.00 0.00 0.00 O.OOi 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 9,306.53 9,306.53 11,926.55 11,926.55 15,486.14 15,486.14 17,894.57 17,894.57 19,151.84 19,151.84 18,083.70 18,083.70 15,798.19 15,798.19 12,361.51 12,361.51 9,291.16 9,291.16 9,420.44 0.00 0.00 5,453.44 5,453.44 10,966.99 10,966.99 14,945.67 14,945.67 17,389.47 17,389.47 17,559.71 17,559.71 15,279.79 15,279.79 11,464.99 11,464.99 6,115.31 6,115.31 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 0.00 0.00 0.00 0.00 0.00 7,423.58 0.00 0.00 5,275.65 0.00 4,071.44 0.00 2,867.21 0.00 1,662.99 1,470.31 0.00 2,738.64 0.00 3,942.86 0.00 5,147.08 0.00 0.00 7,423.58 Web Comp." Web Length' PP Dist. 0.00 1,034.31 4,494.30 0.00 4,673.55 0.00 3,469.32 0.00 2,265.10 0.00 0.00 2,136.53 0.00 3,340.75 0.00 4,544.97 0.00 4,615.17 1,087.92 0.00 44.70 31.40 29.30 37.66 37.66 37.66 37.66 37.66 37.66 37.66 37.66 37.66 37.66 37.66 37.66 37.66 37.66 30.42 31.40 44.70 0-2 : 2-0 3-0 3-4 5-4 7-4 9-4 11-4 13-4 15-4 17-4 19-4 21-4 23-4 25-4 27-4 29-4 31-4 33-1 1/8 32-1 1/8 Member V2 Position Interior Max Tension ; 0.00 Max Comp. 1,952.99 Length 29.02 STRESS ANALYSIS - PAGE 2 •*|M Job Number: W C^lN 01-0170 Job Name: MV TECHNICAL -BLDG1 ^\J-* CARLSBAD, CA Chord Properties Chord Area i TC Rx Rz ^ Ryy 0.4844 0.6262 BC 0.4437 i 0.46 Axial and Bending Analysts K; : Fy: 1.00 50,000.00 Top Chord Check En Length Bending Load Axial Load fa Maximum KL/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desii Member W2 W3 W4 W5 W6 W7 W8 W9 W10 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Stress 3"Web Tension 7,423.58 r o.oo 5,275.65 0.00 r~ 4,671 .44 0.00 2,867.21 0.00 1,662.99 1,470.31 0.00 2,738.64 0.00 3,942.86 0.00 5,147.08 0.00 Y Date Run: 7/24/01 Joist Description: Short Span Crimp 30K232/128 0.3975 1.2195 0.5464 09 0.2946 1.0401 0.4324 Fb: \Momoflnertia: LL~240: 30,000.00 390.34 520.81 d Panel LE 22.00 436.55 9,420.44 9,724.33 55.34 18,219.49 120,998.84 0.9759 1520.38 1506.37 5817.27 2166.36 0 15,541.60 0.6256 Allow Tension 16,235.65 10,781.25 6,183.57 13,309.92 6,183.57 9,786.93 6,183.57 9,786.93 6,183.57 6,183.57 8,906.25 6,183.57 9,786.93 6,183.57 13,309.92 6,183.57 11,848.68 7,423.58! 0.00 0.00 12,367.14 12,367.14 7,818.57 First Panel LE 16.00 513.25 9,306.53 9,606.74 40.25 21,923.12 228,763.44 0.9874 1786.70 199.86 6836.25 287.42 0 16,442.99 0.4500 Web Comp 0.00 4,494.30 0.00 4,673.55 0.00 3,469.32 0.00 2,265.10 0.00 0.00 2,136.53 0.00 3,340.75 0.00 4,544.97 0.00 4,615.17 0.00 1,087.92 1,952.99 Ix 0.1900 0.09 .- . Q 0.8343 42 1.0000 LL 240; 520.81 Interior Panel First Panel RE 24.00 187.50 19,151.84 19,769.64 38.32 21.13 445.02 9,291.16 9,590.88 53.14 22,118.88 20,504.10 101,672.64 131,230.00 0.9222 750.00 375.00 2869.64 539.30 2 0.9781 1797.29 437.01 6876.79 628.48 0 22,639.28 16,467.66 0.918* Allow Comp 2,578.97 4,567.93 1,001.74 4,862.38 1,001.74 3,631.54 1,001.74 3,631.54 1,001.74 1,001.74 2,263.76 1,001.74 3,631.54 1,001.74 4,862.38 1,001.74 4,633.88 3,472.67 6,664.65 3,368.25 ) 0.4943 Weld 2.3x0.215 2.4x0.125 3.3x0.109 2.0x0.156 2.5x0.109 2.1 x 0.113 2.0x0.109 2.0x0.113 2.0x0.109 2.0x0.109 2.0x0.125 2.0x0.109 2.0x0.113 2.4x0.109 2.0x0.156 3.2x0.109 2.3x0.138 4.6x0.109 2.0x0.109 2.0x0.109 Mark: J8 Material 20 = 2x2x.125 1J = 1 1/2x1 1/2 x. 156 Max Bridg TC: \Max~Bridg BC: 14-87/8 20-95/8 :End Panel RE1 'Gap Between Chords: 2200 ''uu 436.55 0.5000 9,420.44. - --~:-~-"~~ 9,724.33: :20,891~.37 l2X: lers~fC: 55.34 ; Max Load no Fillers TC: 18.219.49- 18,549.78 1 20 998 84 • TC OAL/Ryy 0.9759; -c,r^- 1763.451-28.285.80 l4Uf.60;.BCL/Rz: 6747.30;: 162.9356 2024. 1 8 i • TC Shear Stress: 0 9,025.29 •1C AT\ CQ iBC Slioai Stress;1b,4n.bJ,lpRKn2fi Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 1 0.6196!L -'— Material i RH = round 7/8 : 1E = 1 1/2x1 1/2 x. 125 10 = 1x1x.109 :; 1J = 1 1/2x1 1/2 x .156 10 = 1x1x.109 1C = 1 1/2x1 1/2 x. 113 ;: 10 = 1x1x.109 1C = 1 1/2x1 1/2 x. 113 n 10 = 1 x1 x.109 10 = 1x1 x.109 18 = 1 1/4x1 1/4 x .125 10 = 1x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x .156 ; 10 = 1x1 x.109 i 1G = 1 1/2x1 1/2 x. 138 10 = 1 x1 x.109 10 = 1 x 1 x .109 15 = 1 1/4x1 1/4 x .109 ! 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 30K232/128 MARK: J8 'AXIAL LOAD AND BENDING". END PANEL 1 Thickness = Fy = Gap = K = Length = TC ANGLES 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1.000 22.000 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTR. PROPERTIES: At= 2.969 in"2 ltx= 1.992 in"4 rtx= 0.819 in Panel P. Stx= 1.213 in"3 Mid Panel Stx= 1.468 in"3 Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 9,420.44 Ibs. Eccentricity = 7,500,00 Ibs, Moment Pp = 436.55 Ibs./ ft. Moment Mp = 3.00 in. fa = Panel P. tb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Pe = Cm = 1.643 in 14,521.66 Ibs-in. 13,558.75 Ibs-in, 3,173.20 psi 11,975.34 psi 9,237.87 psi 30,000.00 psi 55.34 117.14 20,243.86 psi 48,760.98 psi 0.98 Kl/rx = Cc = Fa = F'e = Cm = 26.86 117.14 23,195,02 psi 207,031,09 psi 1.00 No filler Panel point <« 0.6 Fy • 30,000.00 psi fa + fb» 15,148.54 OK With filler Pan*) point <• 0.6 Fy i fa+fb' 30,000.00 psi 15,148.54 OK Mid panel <• fa/Fa + Cm*fb/((1-fa/Fe)'Q*Fb)' 1.00 0.54 OK Mid panel <• fa/Fa + Cm"fb/((1-fa/F«rQ*Fb)« 1.00 0.51 OK STRESS ANALYSIS - PAGE 1 ISP Geometry Base Length: Working Le 39-0 38-8 Variable . Left End BC Panel TC Panel First Half First Diag. Depth Loads Uniform Load Add Load any Additional Ber Stress Analys Int. Panel TC: 24.00 Member TC W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W11 W10 W9 W8 W7 W6 W5 W4 W3 Job Number: \ Job Name: 01 -01 70 MV TECHNICAL - BLDG1 Location: CARLSBAD, CA ngth: Joist Depth: \ Efective Depth: \ BC 30.00 | 28.90 ;9( i Right End ,3-0 :s-o ;2-0 2-0 !0-5 ,0-7 3-5 i3-7 iSO.OO '30.00 in TC (plf) i I Date Run: [7/24/01 Joist Description: Short Span Crimp 30K232/128 Panel Length: |4-0 Mark: J9 Shape: Parallel Chords 232.00 Live Load (plf) PP (Ibs) ding in BC (Ibs) | is Summary Max Panel BC: \ Reaction LE: 48.00 J4,985.33 ,000.00 Additional Bending in TC (Ibs) 250.00 TC Axial Reaction RE: 4,985.33 Load (Ibs) Minimum Shear: 1,246.33 '_.:;/.__ V 128 / , / _j/j' 00 250.00! 7,500.00; I Max TC Comp.: Max BC Tension 1 21 ,706.42 21,999.11 ; Tension tC Compresior BC Tension BC Compresior Web Tension 0.00 0.00 0.00 0.00 0.00 d.oo 0.00 0.00 0.00 0.00 i o.od 0.00 0.00 0.00 0.00 0.00 0.00 O.OOJ 0.00 0.00 V1S 0.00 W2 0.00 Standard Verticals Member Position 9,836.08 9,718.68 9,718.68 12,779.91 12,779.91 16,894.70 16,894.70 19,853.52 19,853.52 21,656.39 21,656.39 21,706.42 21,706.42 19,951.72 19,951.72 17,041.06 17,041.06 12,974.44 12,974.44 9,712.66 9,712.66 9,836.08 Max Tension V2 Interior 0.00 0.00 0.00 6,218.72 6,218.72 12,475.73 12,475.73 17,191.47 17,191.47 20,365.93 20,365.93 21,999.11 21,999.11 20,464.75 20,464.75 17,354.51 17,354.51 12,703.00 12,703.00 6,510.20 6,510.20 0.00 0.00 Max Comp. 1,114.20 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Length 8,141.14 0.00 0.00 5,848.47 0.00 4,642.20 0.00 3,435.94 0.00 2,229.68 0.00 0.00 2,179.42 0.00 3,385.68 0.00 4,591.94 0.00 5,798.21 0.00 0.00 8,141.14 Web Comp. Web Length 0. 1 ,058. 4,968. 0. 5,245. 0. 4,039. 0. 00 13 39 00 34 00 07 00 2,832.81 0.00 1,626.55 1,620.05 0.00 2,782.55 0.00 3,988.81 0.00 5,195.07 0.00 5,017.33 1,079.06 0.00 44.62 31.29 29.33 37.57 37.57 37.57 37.57 37.57 37.57 37.57 37.57 37.57 37.57 37.57 37.57 37.57 37.57 37.57 37.57 29.74 31.29 44.62 PPDJst. ": 0-2 2-0 3-0 3-5 5-5 7-5 9-5 11-5 : 13-5 , 15-5 i 17-5 19-5 21-5 23-5 25-5 27-5 29-5 31-5 33-5 35-5 37-0 36-0 I 28.90 STRESS ANALYSIS - PAGE 2 1 ^febj y^Pr Chord Properties Chord Area TC Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: Joist Description: CARLSBAD, CA J Short Span C Rx ; Rz Ryy ', Y Ix 0.5516 ; 0.6236 j 0.3963 1.2238 ; 0.5530 BC 0.4844 I 0.6262 i 0.3975 [ 1.2195 j 0.5464 Axial and Bending Analysts K: Fy: \Fb: Mom of Inertia: ! LL 240: 1.00 50,000.00 30,000.00 431.21 [418.00 0.2145 0.1900 Date Run: 7/24/01 Mark: •imp30K232/128 J9 Q Material 0.8979 0.8343 LI 2407 418.00 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE Length 22.00 Bending Load 436.55 Axial Load 9,836.08 fa Maximum Fa F'e Cm 8,916.75 K L/r 55.51 ! 19,347.45 119,989.06 0.9777 Panel Point Moment 1552.99 Mid Panel Moment 1492.91 Panel Point fb 5238.38 Mid Panel Fillers fb 1924.32 0 Panel Point Stress ] 14,155.12 Mid Panel Web Desi( Member W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 j W11 1 W10 W9 W8 W7 ^ W6 W5 W4 W3 W2 V1 V2 Stress an Web Tension 8,141.14 0.00 5,848.47 0.00 4,642.20 0.00 3,435.94 0.00 2,229.68! 0.00 0.00 2,179.42 0.5363 Allow Tension 16,235.65 11,848.68 6,183.57 14,531.25 6,183.57 10,781.25 6,183.57 9,786.93 6,183.57 7,818.57 7,818.57 6,183.57 O.OOi 9,786.93 3,385.68 6,183.57 0.00 10,781.25 4,591.94 6,183.57 0.00 5,798.21 0.00 8,141.14 0.00 0.00 14,531.25 6,183.57 13,309.92 12,367.14 12,367.14 6,183.57 17.00 496.71 9,718.68 8,810.32 42.89 23,114.14 200,950.55 0.9868 1766.26 65.25 5957.75 84.11 0 14,768.06 0.3844 Web Comp 0.00 4,968.39 0.00 5,245.34 0.00 4,039.07 0.00 2,832.81 0.00 1,626.55 1,620.05 0.00 2,782.55 0.00 3,988.81 0,00 5,195.07 0.00 5,017.33 0.00 1,079.06 1,114.20 24.00 19.00 187.50 468.84 21,706.42 9,712.66 19,677.62 8,804.86 38.49 47.94 23,631.38 22,491.13 100,824.14 160,871.77 0.9219 0.9836 750.00 1760.72 375.00 186.71 2529.82 5939.08 483.37 240.67 0 0 22,207.43 14,743.93 0.8532 Allow Comp 2,666.22 5,136.00 1,037.12 7,871.18 1,037.12 4,121.90 1,037.12 3,759,80 1,037.12 2,071.28 2,071.28 1,037.12 3,759.80 1,037.12 4,121.90 1,037.12 7,871.18 1,037.12 5,579.41 3,590.16 6,819.21 1,752.33 0.4008 "Weld 2.6x0.215 2.4x0.138 3.6x0.109 2.8x0.125 2.9x0.109 2.2x0.125 2.1 x 0.109 2.0x0.113 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.113 2.1 x 0.109 2.1 x 0.125 2.8x0.109 2.8x0.125 3.6x0.109 2.2x0.156 5.0x0.109 2.0x0.109 2.0x0.109 " "I lEndP 21=2x2x.143 20 = 2x2x.125 Max Bridg TC: 14-9 1/2 Max Bridg BC: 24-4 5/8 anel RE, Gap Between Chords: 22 no; 1-°° 436.55! 0.500 9,836.08! - - V 8,916.75i 25,51 55.51 ! MaxLc 19,347 .45 1 22'46 11 9,989.06 j'^q3! .9777 1639.98 28.44 1457.30 ".BCUR 5531.79 120.7 1878.43: TCShe 0 ! 8,723 14,448.54;!^' Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 1 0.5345, ""Mat ?/d Len 2X: 0 ad Fillers TC: 6.51 ad no Filters TC: , 5.93 URyy: 544 sss; 8.04 z: 419 ar Stress: 32 w Sfress: 55 eriai ' : RH = round 7/8 1G = 1 1/2x11/2 x. 138 10 = 1 x1 x.109 20 = 2x2x.125 10 = 1 x1 x.109 1E = 1 1/2x1 1/2 x. 125 10 = 1x1 x.109 I 1C = 1 1/2x1 1/2X.113 : 10 = 1 x1 x.109 15 = 1 1/4x1 15 = 1 1/4x1 1/4 X.109 ; 1/4 x.109 10 = 1x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1x1 x.109 j 1E = 1 1/2x1 1/2 x. 125 10 = 1x1 x.109 20 = 2 x 2 x. 125 10 = 1x1 x.109 1J = 1 1/2x1 1/2 x. 156 10 = 1 x1 x.109 10 = 1 x1 x.109 10 = 1x1 x.109 ! 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 30K232/128 MARK: J9 "AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.143 in. 50.000 ksi 1.000 in 1.000 22.000 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0 750 in. PLATE CTR. PROPERTIES: At = ltx = rtx = Panel P. Six = Mid Panel Six = 3.103 in"2 2.114 in*4 0.825 in 1.262 in"3 1.596 in"3 Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 9,836.08 Ibs. Eccentricity = 7,500.00 Ibs. Moment Pp = 436.55 Ibs./ft. Moment Mp = 3.00 in. fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = F'e = Cm = 1.676 in 14,767.39 Ibs-in. 13.804.48 Ibs-in. 3,169.76 psi 11,702.19 psi 8,647.19 psi 30,000.00 psi 55.51 112.92 21,497.16 psi 48,468.60 psi 0.98 Kl/rx = 26.65 Cc= 112.92 Fa = 24.890-36 psi F'e= 210,231.62 psi cm= 1.00 No filler Panel point <» 0.6 Fy « 30,000.00 psi fa + fb» 14,871.95 OK With filler Panel point <• 0.6 Fy ' fa+fb' 30,000.00 psi 14,871.95 OK Mid panel <B fa/Fa •*• Cm*rb/((1-fa/F'e)*Q*Fb)' 1.00 0.48 OK Mid panel <• fa/Fa + Cm*fb/((1-fa/Fe)*Q"Fb)' 1.00 0.45 OK STRESS ANALYSIS • PAGE 1 ISP Geometry Base Length: Working Le 42-11 1/8 42-71/8 Variable Left End BC Panel 3-0 TC Panel 2-0 First Half '0-5 First Diag. 3-5 Job Number: 01-0170 Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA ngih: \ Joist Depth: \ E 30.00 Right End I Date Run: 7/24/01 Joist Description: Short Span Crimp 30K232/128 fective Depth: BC Panel Length: 28.89 10 Special 2-8 1-8 -•-- 0-0 1/8 2-8 1/8 Depth ! 30.00 |30 Loads Uniform Load in TC (plf) .00 Mark: J10 Shape: Parallel Chords 232.00 Live Load (pif) " Add Load any PP (Ibs) Additional Bending in BC (Ibs Stress Analysis Summary Int. Panel TC: \ Max Panel BC: 24.00 52.00 Member TC Tension tC C W2 V1S W3 W4 W5 0.00 0.00 0.00 0.00 0.00 W6 0.00W7 r o^ooi W8 W9 W10 W11 W12 W12 W11 W10 W9^_J W8 W7 W6 W5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 ) --- - - - ,000.00 Additional Bending in TC {Ibs) 250.00 TC Axial Reaction LE: 5,440.88 yompresior BC Te 10,240. 10,122. 10,122. 24 78 78 13,528.48 13,528.48 18,212. 18,212. 96 96 21,740.93 21,740.93 24,649.83 24,649.83 26,269.74 26,269.74 24,705.44 24,705.44 0.00! 0.00 0.00 0.00 0.00 W4 0.00 W3 0.00 21,809.74 21,809.74 18,308.88 18,308.88 13,211.19 13,211.19 9,636.66 V1S 0.00: W2 Standard i Member V2 9,636.66 0.00 9,727.38 Verticals Position Max Tension Interior Reaction RE: 5,440.88 nsion I 0.00 0.00 6,836.73 6,836.73 13,853.71 13,853.71 19,328.68 19,328.68 23,261.62 23,261.62 25,652.54 25,652.54 25,690.08 25,690.08 23,335.30 23,335.30 19,438.50 19,438.50 13,999.68 13,999.68 5,370.41 5,370.41 0.00 0.00 Max Comp. O.OOJ 2,071.91 ^C Compre 0 0 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Load (Ibs) Minimum Shear: 1,360.22 sior 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0.00 0.00 0. 0. Length 28.89 00 00 I . ' v / '•^ i^ 128~00< 250.00, : 7,500.00! Max TC Comp.: Max BC Tension 26,269.74 25,690.08 Web Tension 8,846.98 0.00 0.00 6,441.87 0.00 5,235.37 0.00 4,028.87 0.00 2,822.37 0.00 1,768.43 1,768.43 0.00 2,794.09 0.00 4,000.59 0.00 5,207.09 0.00 7,307.30 0.00 0.00 8,314.23 Web Comp. Web Length 0. 1,081. 5,430. 0. 00 01 78 00 5,838.62 0. 4,632. 0. 3,425. 0. 2,219. 00 12 00 62 00 12 0.00 0.00 2,190.84 0.00 3,397.34 0.00 4,603.84 0.00 6,277.89 0.00 5,475.72 988.11 0.00 44.61 31.28 29.32 37.56 37.56 37.56 37.56 37.56 37.56 37.56 37.56 37.56 37.56 37.56 37.56 37.56 37.56 37.56 37.56 40.23 41.65 28.89 31.28 41.65 PP Dist. ! 0-2 j 2-0 3-0 i 3-5 ! 5-5 7-5 9-5 11-5 : 13-5 15-5 17-5 19-5 : 21-5 I 23-5 25-5 27-5 :! 29-5 ! 31-5 33-5 : 35-5 37-9 40-3 41-31/8 ; 40-3 1/8 : i ISP Chord Properties Chord i Area Job Number: 01-0170 STRESS ANALYSIS - PAGE 2 Job Name: MV TECHNICAL -BLDG1 Locaff'on: CARLSBAD, CA Rx Rz Ryy Y Joist Description: Short Span Crimp 30K23 Ix Q TC 0.6254 0.6208 0.3951 1.2286 0.5603 0.2410 0.9522 Date Run: 7/24/01 2/128 Material Mark: J10 23 = 2x2x.163 BC 0.5516 ; 0.6236 0.3963 1.2238 0.5530 0.2145 0.8979 21=2x2x.1 Axial and Bending Analysis K- Fy: lFb: Mom of Inertia: \LL240: '11240: MaxBridgTC: 1.00 ; 50,000.00 ,30,000.00 489.58 |355.04 J355.04 14-101/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap^t Length Bending Load Axial LoadI* : ...":Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Member Web Tension W2 \ 8,846.98 W3 0.00 W4 6,441.87 W5 O.OOj W6 5,235.37^ W7 rj.oa W8 4,028.871 W9 0.00] W10 2,822.37^ wi 1 o.oo W12 " 1,768.43 W12 \ 1,768.43" W11 \ 0.00 W10 ^ 2,794.09 W9 0.00 W8 4,000.59 W7 : 0.00 W6 5,207.09 W5 ! 0.00 W4 ! 7,307.30 W3 0.00 W2 ; 8,314.23! V1 ! 0.00 V2 i 0.00•— • I : 22.00 17.00 436.55 10,240.24 8,186.54 55.68 20,277.03 118,890.26 0.9793 1552.99 ; 1492.91 4638.77 496.71 10,122.78 8,092.64 24.00 12.13 187.50 603.13 26,269.74 9,636.66 21,001.31 7,704.01 43.02 38.66 30.69 24,328.87 199,110.33 0.9878 1766.26 65.25 5275.80 | 1735.29 75.85 Oi 0 24,896.40 25,860.88 99,900.85 391,406.59 0.9159 0.9941 750.00 1045.22 375,00 762.90 2240.25 3122.07 435.88 886.76 0 0 12,825.32 13,368.44 23,241.56 10,826.09 0.4676 Allow Tension 16,235.65 13,309.92 7,818.57 14,531.25 6,183.57 13,309.92 6,183.57 9,786.93 0.3354 Web Comp 0.00 5,430.78 0.00 5,838.62 0.00 0.8612 Allow Comp 2,664.74 5,734.91 2,070.47 7,869.97 1,036.71 4,632.12 5,032.12 0.00 1,036.71 3,425.62 6,183.57 0.00 8,906.25 6,183.57 6,183.57 2,219.12 3,758.32 1,036.71 2,342.79 0.00! 1,036.71 0.00 8,906.25 2,190.84 6,183.57 9,786.93 6,183.57 13,309.92 6,183.57 14,531.25 7,818.57 13,309.92 12,367.14 12,367.14 7,818.57 0.00 1,036.71 2,342.79 1,036.71 3,397.34 3,758.32 0.00 1,036.71 4,603.84 0.00 6,277.89 0.00 5,475.72 0.00 1,081.01 2,071.91 5,032.12 1,036.71 7,421.83 1,683.70 5,904.31 4,117.75 6,818.62 3,491.19 0.3294 Weld 2.8x0.215 2.3x0.156 4.0x0.109 3.1 x 0.125 3.2x0.109 2.0x0.156 2.5x0.109 2.0x0.113 2.0x0.109 2.0x0.125 1800 ''uu y|QO nn """' l"1 482.00 0.500 9,727.38 „ , 7,776.54: ,30,57 45.55 MaxLc 21,588.27!:26'72 1 77,601. 50 i'J^ 0.9869I 836.48 28.34 1235.39 BCUR 2498.56;;131.1 1435.97 i,7CS/)e QI 8,368 A r\ f\-te j f\ i So offt10,275.10,:ftS3S Qty 1 1 1 1 1 1 1 1 1 -j 2.0x0.109 1 2.0x0.109 2.0x0.125 2.0x0.109 2.0x0.113 1 1 1 1 2.5x0.109 1 2.0x0.156 3.2x0.109 3.4x0.125 4.5x0.109 2.4x0.156 5.1 x 0.109 2.0x0.109 2.0x0.109 1 1 1 1 1 2 2 1 0.4121: ' Mat 43 Max Bridg BC: 24-5 3/4 'tween Chords: 'Id Len 2X: 0 ad Fillers TC: 4.40 ad no Fillers TC: 2.60 URyy: 183 3Ss: 8.58 z: 976 ar Stress: 69 sar Stress: 77 erial RH = round 7/8 U = 1 1/2 x 1 15 = 1 1/4x1 1/2 x. 156 1/4 x.109 20 = 2x2x.125 10 = 1 x1x. 109 1J = 1 1/2x11/2 x. 156 10 = 1 x1 x.109 1C = 1 1/2x11/2 x. 113 10 = 1 x 1 x.109 18 = 1 1/4 x 1 1/4 x. 125 10 = 1 x1 x.109 10 = 1 x1 x.109 18 = 1 1/4x11/4 x. 125 10 = 1 x1 x.109 1C = 1 1/2x11/2 x. 113 10 = 1 x1 x.109 1J = 1 1/2x11/2 x .156 10=1 x1 x.109 20 = 2x2x.125 15 = 1 1/4x1 1J = 1 1/2x1 1/4 x.109 1/2x .156 10 = 1 x1 x.109 10 = 1 x1 x.109 15 = 1 1/4x11/4 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 30K232/128 MARK: Jio "AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.163 in. 50.000 ksi 1.000 in 1 000 18.000 in REINFORCEMENT: 2 Width = 2 000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTR. PROPERTIES: Panel P At = ltx = rtx = Stx = Mid Panel Stx = 3.251 2.238 0.830 1.310 1.732 in"2 in*4 in in"3 in"3 Gravity Axial Load = Lateral axial load = Bending Load = Beating Depth = 9,727.38 Ibs. Eccentricity = 7,500.00 Ibs. Moment Pp = 482.00 Ibs./ fl. Moment Mp = 3.00 in. (a = Panel P fb = Mid Panel fb = Fb = Kl/iz = Cc = Fa = Fe = Cm = 1.708 in 14.435.15 Ibs-in. 13,723.45 !bs-in. 2,992.25 psi 11,015.44 psi 7,924.00 psi 30,000.00 psi 45.55 109.65 23,986.97 psi 71,958.47 psi 0.99 No filler Panel point <= 0.6 Fy = 30,000.00 psi fa+fb» 14,007.68 OK Kl/rx' CC' Fa: With filler Panel point <* 0.6 Fy i fa+fb' 21.69 109.65 26.827.56 psi 317,293.23 psi 1.00 30,000.00 psi 14,00766 OK Mid panel <« 1.00 fa/Fa + Cm'fb/((1-fa/F'e)*Q-Fb) = 0 41 OK Mid panel <= fa/Fa + Cn 1.00 0.39 OK STRESS ANALYSIS - PAGE 1 IS? Geometry Base Length: \ Working Le 14-61/4 |14-21/4 Variable | Left End BC Panel TC Panel First Half First Diag 3-0 : 1-8 1/2 •0-3 1/8 ;3-3 1/8 Depth ! 18.00 Loads Uniform Load in TC (plf) Add Load any PP (Ibs) Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Location; CARLSBAD, CA ngth: Joist Depth: ~~f Efective Depth: } BC 18.00 17.04 j3( j Right End i3-0 i 1-8 1/2 iO-3 1/8 3-31/8 ! 18.00 Joist Description: Short Span Crimp 18K465/300 1 Date Run: 7/27/01 Mark: J11 Panel Length: ] Shape: 3> 4-0 [Parallel Chords 465.00 Live Load (plf) 1 ,000.00 Additional Bending in TC (Ibs) Additional Bending in BC (Ibs) Stress Analysis Summary Int. Panel TC: \ Max Panel BC: Reaction LE 24.00 1 48.00 3,798.59 Member TC Tension f C Compresio W2 V1S W3 W4 W5 W5 W4 W3 V1S W2 Standard 1 Member V2 0.00 0.00 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Verticals Position Interior 10,774.09 10,283.28 10,283.28 12,659.72 12,659.72 12,659.72 12,659.72 10,283.28 10,283.28 10,774.09 Max Tension 0.00 250.00 TC Axial Load (Ibs) Reaction RE: Minimum Shear: Max TC Comp. 3,798.59 949.65 12,659.72 ; BC tension BC Compresior Web Tension Web Comp. 0.00 0.00 6,710.11 6,710.11 10,739.04 10,739.04 6,710.11 6,710.11 0.00 0.00 Max Comp. 1 ,493.30 0.00 8,795.23 O.OC 0.00 0.00 1,711.71 0.00 0.00 3,274.5£ 0.00 4,137.52 O.OC 0.00 0.00 2,530.8£ 0.00 0.00 2,530.88 0.00 4,137.52 O.OC 0.00 0.00 3,274.55 0.00 0.00 1,711.71 0.00 8,795.23 O.OC Length / 300.00 250.00 7,500.00 Max BC Tension 10,739.04 Web Length7"^ Dlst. : ) 38.03 0-2 23.03 1-81/2 ) 17.32 3-0 ) 29.43 3-31/8 f 29.43 5-31/8 .; ( 29.43 7-3 1/8 , ) 29.439-31/8 ! J 17.32 11-31/8 ; 23.03 12-93/4 38.03 11-61/4 17.04 ISP Chord Properties Chord : Area TC STRESS ANALYSIS - PAGE 2 Job Number: Job Name: Date Run: 01-0170 MV TECHNICAL -BLDG1 7/27/01 Location: CARLSBAD, CA Rx I Rz Ryy Joist Description: Mark: Short Span Crimp 18K465/300 J11 Y 0.4844 0.6262 I 0.3975 1 .2195 0.5464 BC 0.3262 0.4669 0.2969 1.0289 0.4168 Axial and Bending Analysis K: Fy: Fb: Mom of Inertia: I LL 240: 1.00 50,000.00 30,000.00 113.42 [2,225.76 Top Chord Check 'End Panel LE First Panel LE Interior Pane Length Bending Load Axial Load fa Maximum 18.50 708.24 10,774.09 11,121.64 K L/r 46.54 Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Member Web Tension W2 W3 W4 W5 W5 W4 W3 W2 V1 V2 8,795.23 0.00 4,137.52k o.oo 0.00 4,137.52 0.00 8,795.23 0.00 0.00 19,128.35 171,113.05 0.9805 1982.28 1631.09 7584.57 2345.73 0 18,706.20 0.6797 Allow Tension 16,235.65 6,183.57 6,183.57 7,818.57 7,818.57 6,183.57 6,183.57 16,235.65 6,183.57 6,183.57 18.63 706.61 10,283.28 10,615.00 46.85 21,219.10 168,823.94 0.9811 1976.90 451.43 7564.00 649.21 0 18,179.00 0.5274 Web Comp 0.00 3,274.59 0.00 2,530.88 2,530.88 0.00 3,274.59 0.00 1,711.71 1 ,493.30 24.00 187.50 12,659.72 13,068.10 38.32 22,118.88 101,672.64 0.9486 750.00 375.00 2869.64 539.30 0 15,937.74 0.6143 Allow Comp 4,101.56 3,483.43 1,887.81 3,719.85 3,719.85 1,887.81 3,483.43 4,101.56 3,034.74 4,163.97 Ix 0.1900 Q Material 0.8343 20 = 2x2x.125 0.0711 J 0.9204 1C = 1 1/2x1 1/2 x. 113 LL240: MaxBridgTC: MaxBridgBC: 2,225.76 14-87/8 20-67/8 First Panel RE 18.63 706.61 10,283.28 10,615.00 46.85 21,219.10 168,823.94 0.9811 1976.90 451 .43 7564.00 649.21 0 18,179.00 0.5274 Weld 2.8x0.215 2.0x0.109 2.6x0.109 2.0x0.109 2.0x0.109 2.6x0.109 2.0x0.109 2.8x0.215 2.0x0.109 2.0x0.109 End Panel RE Gap Between Chords: 18 50 708.24 o.SOOO 10,774.09 ":,---; "c,r--^: 11,121.64; 2d,89T.37 46.54 : i Max Load no Fillers TC: : 19.128.35M18>549-78 171,113.05 i l&Sftffff' 0.9805 1 :iv_r----z=rT -..-.- 1982.28; '27.883.17 1631.09' <BCURz: 7584.57 ! 161 .6702 2345.73 ! i TC Shear'Stress: Oi 7,739.17 1 8 706 20 i ' ec Sltear Slrti!*ii. 0.6797 ' ; Qty Material 1 RH = round 7/8 '•• 1 10 = 1x1 x.109 1 10 = 1x1 x.109 1 15 = 1 1/4x1 1/4 x.109 1 15 = 1 1/4x1 1/4 x.109 1 10 = 1x1 x.109 1 10 = 1x1 x.109 1 RH = round 7/8 1 10 = 1x1 x.109 1 10 = 1 x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 1SK465/300 MARK : J11 'AXIAL LOAD AND BENDING". END PANEL 1 Leg = Thickness = Length = TC ANGLES 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1.000 18.500 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTR. PROPERTIES: At = ltx = rtx = Panel P. Stx = Mid Panel Stx e 2.969 in"2 1.992 in"4 0.819 in 1.213 in"3 1.468 in"3 Gravity Axial Load = 10,774.09 Ibs. Lateral axial load = 7,500.00 Ibs. Bending Load = 708.24 Ibs./ ft. Bearing Depth = 3.00 in. Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = F b s r\i/rz = Cc = Fa = Pe = Cm = 1.643 in 14,845.67 Ibs-in. 13,741.01 Ibs-in. 3,629.17 psi 12,242.54 psi 9,362.05 psi 30,000.00 psi 46.54 117.14 21,253.72 psi 68,956.36 psi 0.98 No filler Panel point <• 0.6 Fy » 30,000.00 psi ta + fb- 15,871.70 OK Fa: Cm With filler Panel point <= 0.6 Fy : fa+fbi 22.58 117.14 23,554.13 psi 292,777.35 psi 1.00 30,000.00 pSI 15,871.70 OK Mid panel <* fa/Fa + Cm'fb/((1-fa/F'e)*Q'Fb) > 1.00 0.56 OK Mid panel <» fa/Fa + Cmfb/((1-fa/Fe)"Q*Fb) i 1.00 0.53 OK ISP STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Job Name: MV TECHNICAL-BLDG1 Location: CARLSBAD, CA Date Run: 7/27/01 Joist Description: Short Span Crimp 18K620/400 | Mark: IJ12 Geometry Base Length: 30-0 3/8 Working Length: Joist Depth ; 29-8 3/8 18.00 Efective Depth: 16.30 IBC Panel Length:Shape: Parallel Chords Variable j Left End Right End BC Panel I2-0 I2-9 TC Panel First Half 2-0 1-71/8 0-0 1-33/8 First Diag. 2-0_ Depth ! 4-0 3/8 18.00 18.00 Loads niform Load in TC (plf) dd Load any PP (Ibs) dditional Bending in TC {Ibs} 620.00 Live Load (plf) 1 ,000.00 Cone. Load TC @ 16-0 (Ibs) 250.00 Additional Bending in BC (Ibs) 400.00: 4,220.00! 250.00! Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 '48.00 Reaction LE: 11,676.47 Reaction RE: 11,956.23 Minimum Shear 2,989.06 Max TCComp.: 78,148.79 Max BC Tension 75,222.95 smber W2 W3 W4 W5 W6 W7 W8 W9 TC Tension tC Compresior BC tension BC Compresior Web Tension 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 W9 I 0.00 W8 ! 0.00 W7 W6 W5 W4 W3 0.00 0.00 0.00 0.00 o.oo1 yis | o.oo W2 0.00 16,866.71 16,866.71 29,591.25 29,591.25 53,319.90 53,319.90 69,747.26 69,747.26 78,148.79 78,148.79 64,605.51 64,605.51 43,760.94 43,760.94 21,279.46 21.279.46j 22,044.12 0.00 14,988.94 14,988.94 42,368.23 42,368.23 62,446.24 62,446.24 75,222.95 75,222.95 72,289.81 72,289.81 55,095.89 55,095.89 30,600.67 30,600.67 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 0.00 0.00 19,496.11 0.00 18,542.83 0.00 14,129.49 0.00 9,716.14 0.00 5,319.25 7,972.83 0.00 12,386.18 0.00 16,799.53 0.00 0.00 25,809.46 Web Comp. Web Length1 PP'Dist. 0.00 11,608.14 0.00 16,336.16 0.00 11,922.82 0.00 7,509.47 0.00 0.00 10,179.51 0.00 14,592.85 0.00 14,866.50 2,620.42 0.00 27.38 16.30 29.01 29.01 29.01 29.01 29.01 29.01 29.01 29.01 29.01 29.01 29.01 29.01 22.41 21.41 35.03 0-2 2-0 2-0 4-0 6-0 8-0 10-0 12-0 14-0 16-0 18-0 20-0 22-0 24-0 26-0 28-5 1/4 27-3 3/8 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 0.00 6,858.56 16.30 STRESS ANALYSIS - PAGE 2 ISP Chord Properties Chord : Area TC Job Number: 01-0170 Location CARLS Rx ; 1,6070 0.9260 I Job Name: MV TECHNICAL -BLDG1 >BAD, CA Rz 0.5907 Ryy Y Joist Description: Short Span Crimp 18K620/400 Ix 1.6401 0.8536 BC 1.4375 ! 0.9304 0.5924 1.6333 0.8424 Axial and Bending Analysis K. . Fy: Fb: Mom of Inertia: \ LL 240: 1 .00 50,000.00 30,000.00 406.02 j 868.67 1 .3780 1.24 Q " 1.0000 42 0.9607 LL240: 868.67 Top Chord Check End Panel LE First Panel LEj Interior Panel First Pane[ RE Length I 22.00 Bending Load \ 824.55 Axial Load fa Maximum KL/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desij Member W2 W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 ^ W4 W3 W2 V1 V2 Stress an Web Tension 19,496.11 0.00 18,542.83 0.00 14,129.49 0.00 ^ 9,716.14 ^ 16,866.71 5,247.76 37.24 23,591.29 264,569.06 0.9940 3741 .01 2496.99 2913.40 773.40 0 8,161.16 0.2486 Allow Tension 21,205.75 16,546.53 18,762.93 21,390.93 14,531.25 16,546.53 9,786.93 0.00 i 11,848.68 5,319.25 7,972.83 0.00 12,386.18 0.00 16,799.53 0.00 25,809.46 0.00 0.00 6,183.57 8,906.25 16,546.53 13,309.92 20,190.72 18,762.93 20,190.72 26,838.53 6,183.57 8,906.25 24.00 187.50 0.00 5,247.76 8.25 29,401.52 5,388,094.00 0.9997 3226.00 3225.98 2512.32 999.20 0 7,760.08 0.2118 Web Comp 0.00 11,608.14 0.00 16,336.16 0.00 11,922.82 0.00 7,509.47 0.00 0.00 10,179.51 0.00 14,592.85 0.00 14,866.50 0.00 2,620.42 6,858.56 24.00 187.50 29.25 773.85 78,148.79 21,279.46 24,314.53 25.92 6,620.71 49.52 27,642.84 24,425.54 222,31 1.52 149,669.28 0.9563 750.00 375.00 584.08 116.15 0 0.9867 3905.80 2856.25 3041 .73 884.68 0 24,898.61 9,662.44 0.883E Allow Comp 14,835.22 13,168.19 14,243.88 16,883.54 9,898.80 11,977.93 6,342.16 8,082.42 2,597.57 5,223.94 11,977.93 9,082.79 15,694.87 14,243.88 16,104.85 16,479.17 3,905.54 7,282.72 0.3015 Weld 5.7 x 0.230 5.5x0.143 7.7x0.163 5.9x0.187 7.6x0.125 5.6x0.143 5.8x0.113 3.7x0.138 3.3x0.109 4.3x0.125 4.8x0.143 5.3x0.156 5.6x0.176 6.9x0.163 5.7x0.176 7.1 x 0.245 2.0x0.109 3.7x0.125 Date Run: 7/27/01 Mark: J12 Material 35 = 3x3x .281 33 = 3 x 3 x .250 Max Bridg TC: 19-93/4 Max Bridg BC: 32-8 : End Panel RE Gap Between Chords: 1713 ''uu 882.77 0.595 22,044.12 .MavLt 6,858.61 88,47 28.99 ', Max Lc 24,548.93 82'39 436,639.75 Jf^g 0.9953 -.:-•- 4453.88 §7,46 929.55^ BCUR 3468.56 81-02 287.91 TC She 0 : 7,631 ^ A QO7 H D ^C Silt10,327.18 RRfift Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.2891 Mat ?W Len 2X: 4 ad Fillers TC: 3.09 ad no Fillers TC: 5.73 URyy: 912 ?ss; ' 5.06 z: 98 ar Stress: 18 ; ?ar Stress; 26 erial RM = round 1 ' 21 =2x2x.143 23 = 2x2x.163 25 = 2x2x.187 .: 20 = 2x2x.125 ,: 21 =2x2x.143 ; 1C = 1 1/2x1 1G = 1 1/2x1 1/2 x. 113 .: 1/2 x. 138 10 = 1 x1 x.109 18 = 1 1/4x1 1/4 x. 125 21 =2x2x.143 1J = 1 1/2x1 1/2 x. 156 24 = 2x2x.176 I 23 = 2x2 x. 163 ; 24 = 2 x2x. 176 RP = round 1 1/8 10 = 1 x1 x.109 18 = 1 1/4x1 1/4 x. 125 i 8-Jui-oi JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 18K620/400 MARK: J12 'AXIAL LOAD AND BENDING". END PANEL 1 re ANGLES Leg = Thickness = Fy = Gap = K = Length = 3.000 in. 0.281 in. 50.000 ksi 1.000 in 1,000 22,000 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTR. Gravity Axial Load = 16,866,71 Ibs. Lateral axial load = 7,500.00 Ibs. Bending Load = 824.55 Ibs./ ft. Bearing Depth = 3.00 In. Eccentricity = Moment Pp = Moment Mp = fa = Pane) P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Fe = Cm = 1.803 in 17.676,09 Ibs-in. 15,857 36 Ibs-in. 3,234,84 psi 7,219.54 psi 4,302.65 psi 30,000.00 psi 37.24 107.00 26,212.55 psi 107,653.34 psi 0.99 PROPERTIES: At= 5.214 in"2 ltx = 4.413 in"4 rtx= 0.920 in Panel P. Stx= 2.448 inA3 Mid Pane! Stx= 3,685 in"3 Kl/rt- No filler Panel point <= 0.6 Fy - 30,000.00 psi fa+fb» 10,454.39 OK With filler Panel point <• 0.6 Fy 23,91 107,00 27,872.57 psi 261,148.48 psi 1.00 30,000.00 psi 10.454.39 OK Mid panel <= fa/Fa + 1.00 0.27 OK Mid panel <• fa/Fa + Cm"fb/((1-fa/Fe)*Q*Fb) i 1.00 0.26 OK STRESS ANALYSIS • PAGE 1 ^M — Job Number \ Job Name: W £^t\ 01-0170 MV TECHNICAL - BLDG1 H ' %^_^B r/ Location: JL lv-l CARLSBAD, CA Geometry Date Run: 7/25/01 : Joist Description: Short Span Crimp 26K232/144 Mark: J13 Base Length: Working Length: j Joist Depth: I Elective Depth: \ BC Panel Length: \ Shape: , 33-111/2 33-71/2 26.00 | 24.89 7 @ 4-0 Parallel Chords ! Variable Left End Right End] BC Panel 4-0 4-0 TC Panel 2-3 First Half 0-6 First Diag. 4-6 Depth 26.00 Loads Uniform Load in TC {plf) 2-6 7/8 1-5 1/2 5-5 1/2 26.00 V_._ \,;- . :./..\// \i/ . '\i/ 232.00 Live Load (plf) Add Load any PP (Ibs) Additional Shear in Webs 1,000.00,: Cone. Load \ ^ , '\L/\/ 144.00 TC@ 16-11 3/4 (+,-) (IbsJ 760.00: Additional Bending in TC (Ibs) Additional Bending in BC (Ibs) Stress Analysis Summary Int. Panel T( 24.00 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 W4 W3 V1S W2 Standard ' Member V2 :/ Max Panel BC: 48.00 TC Tension tC C 1,053.26 1 ,053.26 1,053.26 1,740.17 1,740.17 2,839.23 2,839.23 3,938.29 3,938.29 4,201.60 4,201.60 3,102.55 3,102.55 2,003.49 2,003.49 1,053.26 1,053.26 1,053.26 Verticals Position Interior 250.00 TC Axial Load (Ibs) Reaction LE: \Reaction RE: 5,160.50 [5,160.50 I Minimum Shear: I Max TC Comp.: [1,290.13 J24.963.91 ^ompresior BC tension BC Com presto? Web tension 12,441.88 12,123.85 12,123.85 15,758.84 15,758.84 20,425.73 20,425.73 24,167.50 24,167.50 24,963.91 24,963.91 21,344.57 21,344.57 16,999.20 16,999.20 12,073.27 12,073.27 12,389.97 Max Tension 273.13 0.00 0.00 9,729.52 9,729.52 16,846.72 16,846.72 22,174.57 22,174.57 25,713.09 25,713.09 23,185.34 23,185.34 18,286.18 18,286.18 11,597.68 11,597.68 0.00 0.00 0.00 0.00 1,190.65 1,190.65 2,289.70 2,289.70 3,388.76 3,388.76 4,487.82 4,487.82 3,652.07 3,652.07 2,553.02 2,553.02 1,453.96 1,453.96 0.00 0.00 Max Cornp. 2,452.57 Length 12,982.13 0.00 586.32 7,199.68 791.76 5,910.64 791.76 4,621.60 791.76 412.37 4,312.77 791.76 5,601.81 791.76 6,890.85 696.75 0.00 12,903.44 1,520.00 250.00 7,500.00 7"*;; Max BC Tension ! 25,713.09 Web Comp. Web Length 1,197.61 2,430.90 5,838.71 791.76 6,555.16 791.76 5,266.12 791.76 3,977.08 2,829.61 791.76 4,957.29 791.76 6,246.33 791.76 6,756.68 2,399.22 1,197.61 52 32 30 57 25.61 34 58 34.58 34.58 34.58 34.58 34.58 34.58 34.58 34.58 34 58 34.58 34 58 30.43 30.22 52 30 PPDist. jj 0-2 j 2-3 j 4-0 ; 4-6 6-6 ! 8-6 10-6 12-6 14-6 16-6 18-6 20-6 . i 22-6 i 24-6 26-6 28-6 31-45/8 29-11 1/2 ; 24.89 i I : ISP Chord Properties Chord ! Area STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 Job Name: MV TECHNICAL-BLDG1 Location; CARLSBAD, CA Date Run: 7/25/01 Joist Description: Short Span Crimp 26K232/144 Mark: J13 TC BC _0.5516 ~O5516~ Rx 3 ; 0.6236 5 0.6236 Rz 0.3963 0.3963 Ryy 1 .2238 1 .2238 w 0.5530 0.5530 Ix 0.2145 0.2145 Q 0.8979 0.8979 Material 21 =2x2 x. 143 21 =2x2 x. 143 Axial and Bending Analysis K: Fy: \ Fb: 1.00 50,000.00 30,000.00 Mom of Inertia: 342.23 Li 240: 504.46 LL 240: 504.46 Max Bridg 14-9 1/2 TC:Max Bridg BC: 19-61/2 Length Bending Load Axial Load "fa ~™ Maximum K L/r fa -——"-• F'e ™"_ Cm " "_~_ Panel Point Moment Mid Panel Moment Panel Point fb "Mid Panel fb FiJIers Panel Point Stress Mid Panel Stress Web Design heck End Panel LE 25.00 412.00 12,441.88 11,278.99 63.08 j 18,390.60 lent nt 3S 92,919.53 0.9636 2448.41 1597.77 8258.72 2059.48 0 19,537.71 0.6971 First Panel LE 27.00 398.67 12,123.85 10,990.69 68.12 19,687.59 79,663.52 0.9586 2369.34 983.58 7992.01 1267.81 0 18,982.70 0.6106 Interior Panel 24.00 187.50 24,963.91 22,630.65 38.49 23,631.38 100,824.14 0.9102 750.00 375.00 2529.82 483.37 4 25,160.47 0.9787 First Panel RE 34.63 361.96 12,073.27 10,944.83 87.36 16,567.37 48,440.29 0.9322 3253.21 1729.18 10973.37 2228.87 0 21,918.21 0.7603 End Panel REi 28.88: 387.84 l 12,389.97 11.231.931 72.85! 17,064.64! 69,653.52^ 0.9516i 3484.78! 1851.38; 11754.48 2386.38 i °l 22,986.41 i 0.7587 ' Gap Between Chords: 1.00 Min Weld Len 2X: 0.5000 Max Load Fillers TC: 25,516.51 Max Load no Fillers TC: 22,465.93 TC OAL/Ryy: 329.7172 ec Stress: 28,369.44 BC URz: 121.1055 TC Shear Stress: 9,535.30 6C Shear Stress; 9,535.30 i smber W2 W3 W4 W5 W6 W7 W8 W9 W9 W8 ~" W7 W6 W5 W4 W3 1 W2 V1 V2 Web Tension 12,982.13 586.32 7,199.68 791.76 5,910.64 791.76 4,621.60 791.76 412.37 4,312.77 791.76 5,601.81 791.76 6,890.85 696.75 12,903.44 0.00 273.13 Allow Tension 21,205.75 10,781.25 7,818.57 14,531.25 6,183.57 1 1 ,848.68 6,183.57 9,786.93 8,906.25 6,183.57 10,781.25 6,183.57 14,531.25 7,818.57 14,531.25 21,205.75 7,818.57 7,818.57 Web Comp 1,197.61 5,838.71 791.76 6,555.16 791.76 5,266.12 791.76 3,977.08 2,829.61 791.76 4,957.29 791.76 6,246.33 791.76 6,756.68 1,197.61 2,430.90 2,452.57 Allow Comp 3,430.81 5,857.84 2,533.33 8,445.12 1,268.47 5,488.96 1,268.47 4,502.50 2,866.53 1,268.47 4,986.85 1,268.47 8,445.12 2,533.33 8,145.76 3,430.81 2,855.75 4,411.93 Weld 3.8 x 0.230 3.1 x 0.125 4.4x0.109 3.5x0.125 3.7x0.109 2.6x0.138 2.9x0.109 2.4x0.113 2.0x0.125 2.7x0.109 2.7x0.125 3.5x0.109 3.4x0.125 4.3x0.109 3,6x0.125 3.8 x 0.230 2.0x0.109 2.0x0.109 Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1A1 1...J .._. Material RM = round 1 1E = 1 1/2x1 1/2 x. 125 15 = 1 1/4x1 1/4 x. 109 20 = 2x2 x. 125 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 18 = 1 1/4x1 1/4 x. 125 10 = 1 x1 x.109 1E = 1 1/2x1 1/2 x. 125 10 = 1 x1 x.109 20 = 2 x2x. 125 15 = 1 1/4x1 1/4 x.109 20 = 2x2x.125 RM = round 1 15 = 1 1/4x1 1/4 x.109 15 = 1 1/4x1 1/4 x.109 8-Jul-01 JOB NUMBER: 01-01 TO JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 26K232/144 MARK: Jis "AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.143 in. 50.000 ksi 1.000 in 1.000 28.880 in REINFORCEMENT: 1 Leg = 2.000 in. Thickness = 0.250 in. 0.000 Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 12,389.97 Ibs. 7,500.00 Ibs. 387.84 Ibs./ft. 3.00 in. PROPERTIES: At= 2.978 in*2 ltx= 3.515 inA4 rtx= 1.086 in Panel P. Stx= 2.748 in*3 Mid Panel Stx= 2.042 in*3 ANGLES LIKE A BEARING Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = W/iz = Cc = Fa = Pe = Cm = No filler Panel point <• 0.6 Fy = 30,000.00 psf fa + fb» 8,876.31 OK 1.279 in 12,961.36 Ibs-in. 11,487.17 Ibs-in. 4,160.36 psi 4,715.95 psi 5,624.69 psi 30,000.00 psi 72.87 112.92 18,958.74 psi 28,126.23 psi 0.96 Kl/rx = Cm = With filler Panel point <• 0.6 Fy : fa+fbi 26.58 112.92 24,897.08 psi 211,318.11 psi 0.99 30,000.00 pSI 8,876.31 OK Mid panel <= fa/Fa + Cm*fb/((1-fa/F'e)'Q"Fb) * 1.00 0.45 OK Mid panel <• fa/Fa + Cm*fb/((1^a/Fe)-Q-Fb) •• 1.00 0.38 OK STRESS ANALYSIS • PAGE 1 ISP Job Number: 01-0170 Job Name: MV TECHNICAL- BLDG1 Location: Joist Description: CARLSBAD, CA Short Span Crimp 30K216/128 Geometry Date Run: 7/24/01 \Mark: JJ14 Base Length: Working Length: ! Joist Depth: Elective Depth: BC Panel Length: 1 Shape: 37-10 5/8 37-6 5/8 j 30.00 | 28.91 8 @ 4-0 {Parallel Chords Variable Left End j Right End j BC Panel TC Panel First Half First Diag. Depth Loads Uniform Load Add Load any Additional Ber Stress Analys Int. Panel TC: 24.00 Member TC W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W10 W9 W8 W7 W6 W5 W4 W3 V1S W2 Standard i Member 4-0 2-6 0-6 4-6 30.00 in TC (plf) 4-0 2-6 j 1-4 5/8 5-4 5/8 30 PP (Ibs) ding in BC (Ibs is Summary Max Panel BC: 48.00 ; Tension tC C 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 0.00 0.00 0.00 Verticals Position .00 • , / \ /' 216.00 Live Load (plf j 1,000.00 Additional Bending in TC (Ibs) >)_.250.00. TC Axial Reaction LE: \ Reaction RE: 4,555.62 |4,555.62 ^ompresior 10,761.25 10,542.69 10,542. 13,259. 13,259. 69 16 16 16,690.91 16,690.91 19,046.67 19,046.67 20,326.43 20,326.43 19,422.67 19,422.67 17,305.09 17,305.09 14,111.52 14,111.52 10,498.03 10,498.03 10,761.25 Max Tension V2 Interior 0.00 BC tension I 0.00 0.00 7,353.05 7,353.05 12,646.04 12,646.04 16,504.38 16,504.38 18,928.07 18,928.07 19,270.63 19,270.63 17,164.51 17,164.51 13,623.74 13,623.74 8,648.31 8,648.31 0.00 0.00 Max Comp. 1,812.28 •JC Compre, 0. 0 0 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Load (Ibs) Minimum Shear: 1,138.91 sior 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0.00 0.00 0.00 0.00 Length 28.91 I / \ / \ 'y v;A 7~"\V-' ! 128.00 250.00 7,500.00j ! Max TC Comp.: \ Max BC Tension I 20,326.43 19,270.63 Web Tension 9,028.03 0.00 0.00 5,073.66 0.00 3,950.69 0.00 2,827.73 0.00 1,704.76 1,480.27 0.00 2,579.15 0.00 3,702.12 0.00 4,825.09 0.00 0.00 9,028.03 Web Comp. Web Length 0. 1,241 4,428. 0. 4,512. 0. 3,389. 0. 2,266. 0. 00 96 03 00 18 00 21 00 24 00 0.00 2,017. 0. 3,140. 67 00 64 0.00 4,263.61 0.00 4,891.20 1 ,354.60 0.00 54 34 29 37 37 37 37 37 37 37 37 37 37 37 37 37 37 33 34 54 33 05 .52 .57 57 57 57 57 57 57 57 57 57 57 57 57 57 35 05 33 PPDist. : 0-2 ; 2-6 4-0 ': 4-6 I 6-6 ;i 8-6 \\ 10-6 i! 12-6 ;| 14-6 ;i 16-6 ,; 18-6 20-6 22-6 i ! 24-6 j : 26-6 i 28-6 i i 30-6 j ; 32-6 35-4 5/8 i 33-105/8 i I STRESS ANALYSIS - PAGE 2 ^•ta Job Number: W C^IN 01-0170 I Job Name: MV TECHNICAL -BLDG1 • *_^B ^ Location: JL Vv-1 CARLSBAD, CA Chord Properties Chord Area j TC Rx Rz Ryy j 0.4844 \ 0.6262 Date Run: 7/24/01 I Joist Description: jShort Span Crimp 30K216/128 Y 0.3975 1.2195 0.5464 BC 0.4844 ! 0.6262 0.3975 1.2195 Axial and Bending Analysis K: • Fy; Fb: 1.00 i 50,000.00 30,000.00 0.5464 \~Mom of'lnertia: J405.14 Top Chord Check End Panel LE First Panel LE Length 28.00 Bending Load 376.71 Axial Load 10,761.25 fa Maximum i 11,108.39 KL/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desit Member W2 W3 W4 W5 W6 W7 W8 W9 W10 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Stress 3n Web Tension 9,028.03 0.00 5,073.66 0.00 3,950.69 0.00 2,827.73 0.00 1,704.76 1,480.27 0.00 2,579.15 0.00 3,702.12 0.00 4,825.09 70.43 16,491.87 74,698.27 0.9554 2408.58 1990.06 9215.69 2861.99 0 20,324.08 0.8019 Allow Tension 12,367.14 10,781.25 6,183.57 13,309.92 6,183.57 9,786.93 6,183.57 8,906.25 6,183.57 6,183.57 7,818.57 6,183.57 9,786.93 6,183.57 11,848.68 6,183.57 O.OOi 14,531.25 9,028.03 12,367.14 0.00 12,367.14 0.00 7,818.57 24.00 403.50 10,542.69 10,882.78 60.37 19,630.03 101,672.64 0.9679 2578.98 492.49 9867.65 708.27 0 20,750.43 0.5851 Web Comp 0.00 4,428.03 0.00 4,512.18 0.00 3,389.21 0.00 2,266.24 0.00 0.00 2,017.67 0.00 3,140.64 0.00 4,263.61 0.00 4,891.20 0.00 1,354.60 1,812.28 Ix 0.1900 0.1900 LL 240: 428.74... Q 0.8343 0.8343 Mark: J14 Material 20 = 2x2x.125 20 = 2x2x.125 LL240: \MaxBridgTC: 428.74 [14-87/8 Interior Panel First Panel RE 24.00 187.50 34.62 345.96 20,326.43 10,498.03 20,982.13 10,836.68 38.32 87.10 22,118.88 15,935.89 101,672.64 48,848.11 0.9175 750.00 375.00 0.9334 3023.23 1679.73 2869.64 11567.46 539.30 6 2415.68 0 23,851.77 22,404.14 0.9735 Allow Comp 2,423.12 4,633.01 1,037.31 5,035.04 1,037.31 3,760.50 1,037.31 2,344.14 1,037.31 1,037,31 2,071.66 1,037.31 3,760,50 1,037.31 4,509.09 1,037.31 7,463.13 2,423.12 6,071.38 3,491.19 0.7958 Weld 5.6x0.109 2.4x0.125 3.1 x 0.109 2.0x0.156 2.4x0.109 2.0x0.113 2.0x0.109 2.0x0.125 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.113 2.3x0.109 2.1 x 0.138 3.0x0.109 2.6x0.125 5.6x0.109 2.0x0.109 2.0x0.109 IEnd Panel RE 28.00 376.71 10,761.25 11,108.39 70.43 16,491.87 74,698.27 0.9554 3290.89 1651.07 12591.58 2374.46 0 23,699.97 0.7800 Qty 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 1 GapBt 1.00 Max Bridg BC: 24-4 5/8 *tween Chords: Min Weld Len 2X: 0.5000 Max Lc 20,89 MaxLc ; 18,54 TCOA 369.5 BC'Stn 25,63 . ad Fillers TC: 1.37 ad no Fillers TC: 9.78 L/Ryy: 307 ?ss: 1.54 BC URz: 120.7419 TCSne 9,304 ar Stress: ' 75 BC Shear stress: 9,304.75 Material ! 10 = 1x1 x.109 1E = 1 1/2x1 1/2 x. 125 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x .156 10 = 1x1 x.109 i 1C = 1 1/2x1 1/2X.113 , 10 = 1 x1 x.109 18 = 1 1/4x1 1/4 x .125 10 = 1 x1 x.109 10 = 1x1 x.109 ; 15 = 1 1/4x1 1/4 x .109 10 = 1 x1 x.109 1C = 1 1/2x1 1/2X.113 10 = 1x1x.109 ':• 1G = 1 1/2x1 1/2 x. 138 10 = 1 x1 x.109 20 = 2x2x.125 10 = 1 x1 x.109 10 = 1 x1 x.109 15 = 1 1/4x1 1/4 x .109 8-Jui-oi JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 30K216/128 MARK: J14 'AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1.000 28.000 in REINFORCEMENT: 1 Leg = 2.000 in. Thickness = 0.250 in. 0.000 Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 10,761.25 Ibs. 7,500.00 Ibs. 376.71 Ibs./ ft. 3.00 in. ANGLES LIKE A BEARING Eccentricity = Moment Pp = Moment Mp = fa = PanelP.fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = F'e = Cm = No filler Panel point <= 0.6 Fy « 30,000.00 psi fa + fb = 8,357.46 OK 1.226 in 12.271.18 Ibs-in. 10.925.22 Ibs-in. 3,784.18 psi 4,573.29 psi 5,891.95 psi 30,000,00 psi 70.43 117.14 18,324.31 psi 30,102.44 psi 0.96 PROPERTIES: At= 2.844 in"2 ltx= 3.290 in"4 rtx= 1.076 in Panel P. Six = 2.683 mA3 Mid Panel Stx = 1.854 inA3 Kl/rx' Cc- Cm = Wlth filler Panel point <» 0.6 Fy 26.03 117.14 23,266.04 psi 220,332.32 psi 0.99 30,000.00 psi 8,357.46 OK Mid panel t= fa/Fa + Cm*fb/((1-fa/Fe)'Q-Fb) = 1.00 0.47 OK Mid panel <•1.DO 040 OK STRESS ANALYSIS - PAGE 1 ISP Geometry Base Length: Working Le 41-97/8 41-57/8 Variable Left End BC Panel TC Panel First Half First Diag Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA ngth: I Joist Depth: j 30.00 Right Endi i Joist Description: jShortSpan Cri Efective Depth: BC Panel Length: 28.88 9 @ 4-0 Date Run: 7/24/01 mp30K216/128 Shape: Parallel Chords 4-0 4-0 3-0 3-0 | ....... ... ,0-6 1-37/8 ! _ , Mark: J15 .-_-.:.-_. - V- 4-6 5-3 7/8 i Depth 30.00 30 Loads Uniform Load in TC (plf) Add Load Additional any PP (Ibs) Shear in Webs Additional Bending in BC (Ibs Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 48.00 Member TC Tension tC C W2 V1S W3 W4 W5 W6 ~^ W7 W8 ~i W9 W10 ~] W11 W11 W10 I W9 W8 _j W7 W6 W5 W4 W3 VIS 907.68) 907.68 907.68 1,499.65 1,499.65 2,446.80 2,446.80 3,393.95 3,393.95 .00 i 216.00 Live Load (plf) 1 ,000.00 Cone. Load TC @ 20-1 1 (+,-) (Ibs) 760.00 Additional Bending in TC (Ibs) >) Reaction LE: 5,740.69 ^ompresior BCT( 12,117.38 11,971.54 11,971.54 15,605.48 15,605.48 20,517.78 20,517.78 24,970.73 4,341 .09j 4,341.09 4,538.23 4,538.23 3,590.60 3,590.60 2,642.98 2,642.98 1,695.36 1,695.36 908.14 908.14 W2 908.14 Standard Verticals Member ! Position V2 24,970.73 28,648.39 28,648.39 29,229.92 29,229.92 25,847.06 25,847.06 21,396.13 21,396.13 16,704.93 16,704.93 11,944.29 11,944.29 12,117.84 Max Tension Interior '•237.50 250.00 TC Axial Reaction RE: 5,741.07 snsion BC Compre 0.00 0.00 9 9 16 16, 22, 22, 26 26, 493.92 493.92 761.68 761.68 593.39 593.39 989.07 989.07 29,948.70 29, 27, 27, 948.70 718.00 718.00 23,617.12 23, 18, 18, 11, 11, 617.12 080.21 080.21 107.26 107.26 0.00 0.00 Max Comp. 2,360.55 0 0 1,026 1 ,026. 1,973. 1,973. 2,920. 2,920. 3,867. 3,867. 4,814. 4,814. Load (Ibs) Minimum Shear: 1,435.27 sior Web Tension 00 00 08 08 22 22 37 37 52 52 67 67 4,064.42 4,064.42 3,116. 3,116. 2,169. 2,169. 1,221. 1,221. 0. 0. Length 28.88 79 79 17 17 55 55 00 00 12,590.81 0.00 582.03 7,604.70 740.95 6,481.29 740.95 5,357.88 740.95 4,234.48 740.95 432.52 4,003.85 741.32 5,127.26 741.32 6,250.67 741.32 7,374.08 650.61 0.00 12,591.53 128.00 1,520.00; 250.00: 7,500.00! Max TC Comp.: Max BC Tension 29,229.92 29,948.70 ; Web Comp. VVebTengtfj~P~P~Dist. ; 1,071. 2,017. 6,359. 740. 7,043. 740. 5,919. 74 39 65 95 00 95 59 740.95 4,796. 740. 18 95 3,672.77 2,762.91 741 .32 4,565.56 741.32 5,688.97 741.32 6,812.37 741.32 7,004.45 2,113.63 1,07-2.28 54 31 29 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 32 31 54 .31 .27 .50 .55 .55 .55 .55 .55 .55 .55 .55 .55 55 55 55 .55 55 .55 .55 .96 27 31 0-2 3-0 4-0 ; 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 ; 20-6 22-6 24-6 | 26-6 ; 28-6 30-6 32-6 34-6 36-6 38-9 7/8 37-9 7/8 IS? Chord Properties Chord i Area TC Job Number: 01-0170 STRESS ANALYSIS - PAGE 2 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Rx i Rz : 0.6254 0.6208 [ 0.3951 Ryy Y Joist Descrif: Short Spe Ix (/on: in Crimp 30K21 Q 1.2286 0.5603 0.2410 BC 0.6254 0.6208 i 0.3951 1.2286 0.5603 Axial and Bending Analysis K: : Fy: '• Fb: Mom of Inertia: i LL 240: 1.00 50,000.00 30,000.00 522.11 j 409.67 Top Chord Check End Panel LE First Panel LE Interior Pane Length 34.00 Bending Load 348.35 Axial Load 12,117.38 fa Maximum KL/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress 9,687.23 86.05 15,603.49 49,777.58 0.9416 3049.25 2808.66 9108.10 3264.66 0 18,795.32 Mid Panel Stress 0.7545 Web Design Member i Web Tension iAllow Tension W2 W3 W4 W5 W6 J W7 W8 W9 W10 W11 W11 W10 W9 W8 12,590.81 582.03 l~ 7,604.70 740.95] 6,481.29 740.95 5,357.88 740.95 4,234.48 740.95 432.52 4,003.85 741.32 5,127.26 15,637.14 14,531.25 7,818.57 14,531.25 7,818.57 14,531.25 6,183.57 13,309.92 6,183.57 9,786.93 9,786.93 6,183.57 13,309.92 6,183.57 W7 741.32 14,531.25 W6 W5 W4 W3 W2 V1 V2 ~~ 6,250.67 7,818.57 741.32 14,531.25 7,374.08 7,818.57 650.61 14,531.25 12,591.53 0.00 15,637.14 12,367.14 18.00! 24.00 466.00 11,971.53 9,570.63 45.55 23,986.97 177,601.50 0.9838 4078.05 425.61 12181.12 494.72 0 21,751.75 0.4170 Web Comp 1,071.74 6,359.65 740.95 7,043.00 740.95 5,919.59 740.95 4,796.18 740.95 3,672.77 2,762.91 741.32 4,565.56 741.32 5,688.97 741.32 6,812.37 741.32 7,004.45 1,072.28 2,113.63 237.50 7,818.57 2,360.55 187.50 29,229.92 23,367.82 38.66 24,896.40 99,900.85 0.9064 750.00 375.00 2240.25 435.88 . 4 25,608.07 0.9567 Allow Comp 4,874.62 8,217.29 2,070.04 7,869.33 2,070.04 7,869.33 1,036.50 5,031.08 1 ,036.50 3,757.54 3,757.54 1,036.50 5,031.08 1 ,036.50 7,869.33 2,070.04 7,869.33 2,070.04 7,536.48 4,874.62 6,818.31 3,491.19 0.24 First 0.9522 6/128 Date Run: 7/24/01 Mark: J15 Material 23 = 2x2 x. 163 10 0.9522 23 = 2x2x.1 LL 240: \MaxBridgTC: 409.67 j 14-1 01/8 Panel RE End Panel RE: Gap Be 27.88 377.43 11,944.29 9,548.85 70.55 20,140.26 74,056.28 0.9613 3564.19 683.98 10646.22 795.03 0 20,195.07 0.5048 Weld 7.8x0.109 3.4x0.125 4.7x0.109 3.8x0.125 4.0x0.109 3.2x0.125 3.3x0.109 2.1 x 0.156 2.6x0.109 2.2x0.113 2.0x0.113 2.5x0.109 2.0x0.156 3.2x0.109 3.1 x 0.125 3.9 x 0.109 3.7x0.125 4.6x0.109 3.8x0.125 7.8 x 2.0 x 2.0 x 0.109 0.109 0.109 34 nn »«™ I Q/tO QC """' Vtt •340..M 0.500 12,117.84! A, , 9,687.59 ji 30,57 86.05 'Max Lo 1 5.603.49 1^6'7^ 49.777.58! i20* 0.9416 ' 3289.69:58,42 63 Max Bridg BC: 20-2 tween Chords: >/d Len 2X: 0 ad Fillers TC: '. 4.40 ad no Fillers TC: 2.60 JRyy: 338 'ss: 2.94 2711.15!JBCURz: : 9826.281,121.4796 3151.32 TCShe 0; 9,025 19,513.87 ;§-5lf Qty 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 1 0.7498! ' "Mat 15 = 1 1/4x1 ar Stress: 72 ar Stress: 72 erial 1/4 x.109 20 = 2x2x.125 15 = 1 1/4x11/4 x.109 20 = 2x2x.125 15=1 1/4x11/4 x.109 20 = 2x2x.12510 = 1 xix. 109 : 1J = 11/2x1 1/2 x .156 10 = 1 x1x. 109 1C = 1 1/2x1 1C = 1 1/2x1 1/2X.113 1/2 x. 113 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x.156 10 = 1 x1 x.109 20 = 2x2x.125 15=1 1/4x1 1/4 x .109 20 = 2x2 x. 125 15 = 1 1/4x11/4 x .109 20 = 2x2x.125 15 = 1 1/4x11/4 x .109 10 = 1 x1 x.109 15 = 1 1/4x1 1/4 x.109 S-Jut-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 30K216/128 MARK: J15 "AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = FV = Gap = K = Length = 2.000 in. 0.163 in. 50.000 ksi 1.000 in 1.000 34.000 in REINFORCEMENT: 1 Leg = 2.000 in. Thickness = 0.250 in. 0.000 Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 12,117.84 Ibs. 7,500.00 Ibs. 348.35 Ibs./ft. 3.00 in. PROPERTIES: At = ltx = rtx = Panel P. Stx = Mid Panel Stx = 3.126 inA2 3.740 in"4 1.094 in 2.809 inA3 2.241 inA3 ANGLES LIKE A BEARING Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Pe = Cm = No filler Panel point <= 0.6 Fy * 30,000.00 psi fa+fb« 8,923.66 OK 1.331 in 14,178.73 Ibs-in. 12,343.54 Ibs-in. 3,876.64 psi 5,047.03 psi 5,508.05 psi 30,000.00 psi 86.05 109.65 17,337.21 psi 20,168.29 psi 0.94 Kl/rx' Cc = Fe = With filler Panel point <• 0.6 Fy > fa + fb' 31.08 109.65 25,815.07 psi 154,550.11 psi 0.99 30,000.00 psi 8,923.66 OK Mid panel <• fa/Fa + Cm*fb/((1-fa/Fe)'Q*Fb)' 1.00 0 45 OK Mid panel <• fa/Fa + Cmfb/((1.fa/Fe)*Q*Fb) i 1.00 0.35 OK ISP Geometry Base Length: Working Le 45-9 45-5 Variable ' Left End BC Panel TC Panel First Half First Diag Job Number: 01-0170 Loca CAP ngth: Rigr STRESS ANALYSIS • PAGE 1 ; Job Name: MV TECHNICAL -BLDG1 ion: .LSBAD, CA Joist Depth: \Efective Depth: BC 30.00 28.87 10 tEnd Date Run: 7/24/01 Joist Description: Short Span Crimp 30K216/128 Panel Length: \ Sh @4-0 jPa ape: rallel Chords Mark: J16 - -- ' . _ .... :4-0 3-10 3-0 2-10 .-._-_ ..... ..... , ._ _,_ — _____ . ^0-6 1-5 '5-3 Depth : 30.00 T30.00 Loads Uniform Load in TC (plf) Add Load Additional any PP (Ibs) Shear in Webs 216.00 Live Load (plf) 1,000.00 Cone. Load TC @ 22-10 1/2 {+,-) {Ibs) 760.00 Additional Bending in TC {Ibs) Additional Bending in BC (Ibs) Stress Analysis Summary Int. Panel TC: \ Max Panel BC: Reaction LE: 24.00 48.00 6,165.00 Member TC Tension TC Compresior BC Te W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 908.33 908.33 908.33 I" 1,500.73 H 1,500.73 2,448.55 2,448.55 3,396.38 h 3,396.38 12,627. 12,481. 12,481. 16,448. 16,448. 21,891. 21,891. 54 62 62 00 00 77 77 27,510.68 27,510.68 "~ 4,344"2TI 31,895.63 W11 ~"~ 4,344.21 W12 W12 1 W11 1 W10 W9 W8 W7 W6 W5 W4 W3 . V1S 5,292.03 5,292.03 4,521.921 4,521.92 3,574.10 3,574.10 2,626.2~T 2,626.27 1,678.44 1,678.441 868.84 868.84 W2 868.84 Standard Verticals Member Position V2 Interior 31,895.63 34,843.86 34,843.86 32,557.85 32,557.85 28,442.29 28,442.29 22,890.02 22,890.02 17,550.78 17,550.78 12,172.49 12,172.49 12,343.66 Max Tension 926.25 250.00 TC Axial Reaction RE: 6,165.00 nsion &C Compre 0.00 0.00 10,262.72 10,262.72 18,239.43 18,239.43 24,779.44 24,779.44 29,882.73 29,882.73 33,549.33 33,549.33 34,076.87 34,076.87 30,679.66 30,679.66 25,845.74 25,845.74 19,575.12 19,575.12 1 1 ,867.7.9 11,867.79 0 0 1,026 1,026 1,974 1,974 Load (Ibs) Minimum Shear: 1,541.25 5ior Web Tension 00 00 81 81 64 64 2,922.47 2,922. 3,870. 3,870. 4,818. 4,818. 4,995. 4,995. 4,048. 4,048. 3,100. 3,100. 2,152. 2,152. 1,204. 1,204. 0.00 0. 0.00 Max Comp. 3,913.72 0. Length 47 29 29 12 12 84 84 01 01 18 18 36 36 53 13,393.30 0.00 582.18 8,157.96 741 .28 7,034.34 741.28 5,910.72 741.28 4,787.10 741.28 3,663.48 2,838.32 741.28 4,576.42 741 .28 5,700.04 741.28 6,823.66 741.28 7,947.29 53 661.50 00 0.00 00 13,010.97 . _ V.. -.' 128:00; 1, 520.00 i 250.00 1 7,500.00 Max TCComp.: 34,843.86 Max BC Tension 34,076.87 Web Comp. Web "Length]" PP Dist. .: 1,072. 2,045. 6,793. 741. 7,596. 741. 6,472. 741. 5,348. 37 59 16 28 15 28 53 28 91 741.28 4,225.29 741.28 463.30 4,014.61 741.28 5,138.23 741.28 6,261.85 741 .28 7,385.48 741.28 7,645.59 2,133.31 1,039.13 54 31 29 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 33 31 52 .31 .26 .48 .54 .54 .54 .54 .54 .54 .54 .54 54 54 54 54 54 54 54 54 54 54 50 26 62 0-2 ; 3-0 ; 4-0 4-6 6-6 8-6 10-6 i 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-6 28-6 ! 30-6 : 32-6 34-6 36-6 38-6 40-6 42-11 41-11 28.87 IS? Chord Properties Chord Area Job Number 01-0170 STRESS ANALYSIS - PAGE 2 Job Name: Date Run: MV TECHNICAL - BLDG1 7/24/01 Location: Jois CARLSBAD, CA She Rx Rz Ryy Y TC ' 0.71 30 ; 0.61 74 0.3938 1 .2345 0.5690 Description: Mark: >rt Span Crimp 30 K2 16/1 28 J16 Ix Q i Material 0.2718 1.0000 i BC 0.6730 : 0.6189 0.3944 1.2318 0.5650 0.2578 0.9808 Axial and Bending Analysis K: . Fy: Fb: Mom of Inertia: \ LL 240: LL 240: 1 .00 : 50,000.00 30,000.00 577.51 1 345.47 345.47 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End P Length 34.00 Bending Load : 348.35 Axial Load 12,627.54 fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Member Web Tension W2 ! 13,393.30 W3 582.18 W4 8,157.96 W5 741.28 W6 " 7.034.341 W7 741.28 8,854.83 86.34 15,944.19 49,239.00 0.9460 I 3049.25 2808.66 8027.59 2939.96 6 16,882.42 0.6684 Allow Tension 15,637.14 14,531.25 8,906.25 14,531.25 7,818.57 14,531.25 W8 5,910.72 6,183.57 W9 741 .28 W10 4,787.10 W11 741.28 14,531.25 6,183.57 11,848.68 W12 3,663.48; 6,183.57 W12 i 2,838.32 W11 741.28 W10 4,576.42 6,183.57 10,781.25 6,183.57 W9 741.28i 14,531.25 W8 5,700.04 6,183.57 W7 741.28 14,531.25 W6 6,823.66 7,818.57 W5 741.28. 14,531.25 W4 j 7,947.29 8,906.25 W3 ; 661.50 16,546.53! W2 ! 13,010.97 15,637.14 V1 i O.OOi |_ V2 ; 926.25 12,367.14 8,906.25 18.00 466.00 12,481.62 8,752.51 45.71 25,005.62 175,679.88 0.9851 4078.05 425.61 10736.05 445.51 0 19,488.57 0.3654 Web Comp 1,072.37 6,793.16 741.28 7,596.15 741.28 6,472.53 741.28 5,348.91 741.28 4,225.29 741.28 463.30 4,014.61 741.28 5,138.23 741.28 6,261.85 741.28 7,385.48 741.28 7,645.59 1,039.13 2,133.31 3,913.72 24.00 29.00 187.50 371.17 34,843.86 12,172.49 24,433.62 8,535.74 38.87 73.64 25,989.13 20,254.02 98,819.93 67,681.66 0.9011 , 0.9622 750.00 3250.24 375.00 897.28 1974.48 8556.72 392.53 939.23 6 0 26,408.10 17,092.45 0.955E Allow Comp 4,871.36 8,217.18 2,341.41 7,868.16 2,069.25 7,868.16 1,036.10 7,868.16 1,036.10 4,503.84 1,036.10 1,036.10 4,117.87 1,036.10 7,868.16 ,1,036.10 7,868.16 2,069.25 7,868.16 2,341.41 8,749.75 5,188.00 6,817.75 3,958.12 J 0.4559 Weld 8.3x0.109 3.7x0.125 4.4x0.125 4.1 x 0.125 4.3x0.109 3.5x0.125 3.7x0.109 2.9x0.125 3.0x0.109 2.1 x 0.138 2.3x0.109 2.0x0.109 2.2x0.125 2.8x0.109 2.8x0.125 3.5x0.109 3.4x0.125 4.2x0.109 4.0x0.125 4.3x0.125 3.6x0.143 8.0x0.109 2.0x0.109 2.1 x 0.125 25 = 2x2x.187 24 = 2 x 2 x. 176 Max Bridg TC: Max Btidg BC: 14-11 20-71/8 anel RE Gap Between Chords: -°° J56.63.in.5000 12,343.66 •• -ic-,l ^ 8,655.77 / 36,475.5*6"" 81.26 Max Load no Fillers TC: 16.883.93i 1 31,672.04 55'iR6?ii!7CQAi/F*w;as.DOb.^i | d41 4flQ? 0.9533 •—:-.-- .-:-.-• 1100 -7-7' "^ «->rnsss,3122.77:129.490.84 2402.84 \\BCURz: 8221. 13! 1121.7054 251 5. 1 6 i : TC Shear Stress: n; '8,461. 50 ^ c O7c on i i SC Shear Stress:16,876.90; RQRK7ft Qty 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _j 1 2 2 1 0.6073 ' Material 15 = 1 1/4x1 1/4 x. 109 20 = 2x2 x. 125 18=1 1/4x1 1/4 x. 125 20 = 2x2x.125 15 = 1 1/4x1 1/4 x. 109 20 = 2x2x.125 ;; 10 = 1 x1x. 109 20 = 2x2x.125 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 10 = 1 x1 x.109 10 = 1x1 x.109 1E = 1 1/2x1 1/2 x. 125 10*1x1 x.109 20 = 2x2x.125 10 = 1x1 x.109 20 = 2x2x.125 15 = 1 1/4x1 1/4 x.109 20 = 2x2x.125 18 = 1 1/4x1 1/4 x. 125 21=2x2x.143 15 = 1 1/4x1 1/4 x.109 10 = 1 x1 x.109 18 = 1 1/4x1 1/4 x. 125 : S-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 30K216/128 MARK: J16 "AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.187 in. 50.000 ksi 1.000 in 1.000 34.000 in REINFORCEMENT: 1 Leg = 2.000 in. Thickness = 0.250 in. 0.000 Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 12.627.54 Ibs. 7,500.00 Ibs. 348.35 Ibs./ft. 3.00 in. ANGLES LIKE A BEARING Eccentricity = Moment Pp = Moment Mp = fa = Pane! P. tb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Fe = Cm = No filler Panel point <« 0.6 Fy = 30,000.00 psi fa + fb» 8,908.79 OK 1.386 in 14,591.74 Ibs-in. 12,756.55 Ibs-in. 3,825.30 psi 5,083.49 psi 5.173.35 psi 30,000,00 psi 86.34 107.00 17,715.77 psi 20,034.12 psi 0.94 PROPERTIES: At= 3.301 in"2 ltx= 3.979 in"4 rtx= 1.098 in Panel P. Stx= 2.870 trt*3 Mid Panel Stx= 2.466 in"3 Kl/rx = Cc = Fa = With filler Panel point <* 0.6 Fy r fa + fb' 30.97 107.00 27,032.34 psi 155,715.60 psi 0.99 30,000.00 psi 8,908.79 OK Mid panel <• fa/Fa + Cm*fb/((1-fa/F'e)*Q*Fb); 1.00 0.42 OK Mid panel <» fa/Fa + Cm*fb/((1-Ta/F'e)*Q*Fb): 1.00 0 32 OK ISP STRESS ANALYSIS -PAGE 1 Job Number: 01-0170 , Job Name: i MV TECHNICAL - BLDG1 Location: CARLSBAD, CA j Joist Description: | Short Span Crimp 24K248/160 Geometry Base Length: Working Length: \ Joist Depth: 9-41/2 9-01/2 24.00 Variable _ Left End i Right End BC Panel "3-0 " "" 1-8 TCPaneF_ :2-0 "1-8 '_^ First: Half" "6-6 "'1-2 1/2 First"Diag! ;3"-6 " ~:2-101/2 DeptF" '24.00 "" J24.00 ; Efective Depth: I 23.04 : BC Panel Length: i2@3-0 ! Shape: Parallel Chords Loads Uniform Load in TC (plf) Add LoadI any PP (lbs)"~"~ Additional Bending in BC (Ibs) 248.00 Live Load (plf) 1,000.00 Additional Bending in TC (Ibs) 250.00 TC Axial Load (Ibs) Stress Analysis Summary Int. Panel TC: \ Max Panel BC: 18.00 Member W2 " V1S" W3 " W4"~" W~4 W3 W2 32.50 Reaction LE: 1,621.17 Reaction RE: 1,621.17 Minimum Shear: 405.29 Max TC Comp.: 7,432.42 Date Run: 7/24/01 Mark: J17 160.00: 250.00 7,500.00! Max BC Tension 2,097.22 TC Tension TC Compresior BC Tension BC Compresior Web Tension 0.00 0.00 7,167.87 7,006.39 O.OOI 7,006.39 0.00 0.00 0.00 0.00 7,432.42 7,432.42 6,466.03 6,466.03 0.00 0.00 2,097.22 2,097.22 0.00 0.00 0.00 0.00 3,376.27 0.00 0.00 1,142.37 1.813.33J O.OOj 1,603.46 1,813.33 0.00 0.00 0.00 0.00 2,455.85 Web Comp. Web Length PP Dist. 0.00 1,066.98 1,529.89 0.00 0.00 1,889.77 0.00 41.07 25.97 23.81 29.24 29.24 27.22 29.24 0-2 2-0 3-0 3-6 5-0 6-6 7-8 1/2 Standard Verticals Member ! Position _ vT j~~End Pane[ V2 f Interior Max Tension 0.00 0.00 Max Comp. 1,066.98 1,700.83 Length 25.97 23.04 ISP Chord Properties Chord Area TC 0.4844 0 STRESS ANALYSIS - PAGE 2 Job Number: Job Name: 01-0170 MV TECHNICAL - BLDG1 Location: Joist Description: CARLSBAD, CA Short Span C Rx '' Rz Ryy Y '• Ix 6262 0.3975 1.2195 : 0.5464 0.1900 Date Run: 7/24/01 Mark: -imp24K248/160 LJ17 Q Material 0.8343 ,20 = 2x2x. 125 BC 0.3262 0.4669 0.2969 1.0289 ; 0.4168 0.0711 i 0.9204 1C = 11/2x1 Axial and Bending Analysis K: Fy: \ Fb: Mom of Inertia: LL 240: LL 240: Max Bridg TC: 1.00 50,000.00 ;30,000.00 207.17 ,15,705.99 15,705.99 14-87/8 Top Chord Check End Panel LE First Panel LE Interior Panel |First Panel RE End Panel RE GapBt Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Member Web Tensionj> W2 i 3,376.27j W3 O.OOj W4 " 1,142.37 W4 t 1, 603.46 f W3 O.OOI W2 2,455.851 V1 O.OOj V2 0.00? 22.00 18.00 18.00 452.55I 498.00 250.00 7,167.87 7,399.09 55.34 18,219.49 "120,998784 7,006.39 7,432.42 7,232.40 45.28 7,672.18 29.52 21,391.13 22,959.29 180,751.36 0.9817J 0.9880 1758.26 1487.14 6727.43 2138.71 0 14,126.52 0.4955 Mlow Tension 16,235.65 6,183.57 6,183.57 6,183.57 7,818.57 12,367.14 12,367.14 6,183.57 1934.21 302.04 7400.66 434.37 0 14,633.06 0.3560 Web Comp 0.00 1,529.89 0.00 0.00 1,889.77 0.00 1,066.98 1,700.83 180,751.34 0.9830 562.50 281.25 2152.23 404.48 0 9,824.41 0.3508 Allow Comp 3,217.02 1,833.11 1,750.20 1,750.20 2,800.02 7,429.87 8,867.57 2,813.02 14.50 558.34 6,466.03 6,674.62 36.47 22,303.17 278,541.94 0.9928 1387.19 88.20 5307.64 126.84 0 11,982.26 0.3044 Weld 2.0x0.114 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 1800 ''uu 498.00 o.SOO 6,466.03 .. , 6,674.62; 21,85" 45.28', Max Lc 19,252.02 20-36 180,751.36 l£S£ 0.9889 1/2 x. 113 Max Bridg BC: 20-6 7/8 *tween Chords: >ld Len 2X: 0 ad Fillers TC: 1.62 ad no Fillers TC: 1.32 L/Ryy: 44 j f\f"\-j f**\ ' ' L~ FW Wlll-"jsji 1237.63 10.514.16 1118.89 ,BCL/R 4735.41 109.4 1 609.12 'JCShe 0 2,928 11,410.02, ^IQ 0.4127! ' Qty Mat z: 642 ar Stress: 10 ar Stress: 87 erial 1 RH = round 7/8 1 10 = 1x1 x.109 1 10 = 1x1 x.109 1 10 = 1x1 x.109 1 15 = 1 1/4x11/4 x.109 2 10 = 1 x1 x.109 2 10 = 1x1 x.109 2.0x0.109 1 10 = 1 x 1 x.109 S-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 24K243/160 MARK : J17 'AXIAL LOAD AND BENDING". END PANEL 1 Leg = Thickness = Fy = Gap = K = Length = TC ANGLES 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1.000 18.000 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTR. PROPERTIES: At = 2.969 in"2 ltx = 1.992 in"4 rtx= 0,819 in Panel P. Stx= 1.213 inA3 Hid Panel Stx * 1.468 inA3 Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 6,466.03 Ibs. Eccentricity3 7,500.00 Ibs. Moment Pp = 498.00 Ibs./ ft. Moment Mp = 3,00 in. fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = cc = Fa = F'e = cm = 1.643 in 14,001.47 Ibs-in. 13,266.15 Ibs-in. 2,178.03 psi 11,546.37 psi 9,038,51 psi 30,000.00 psi 45.28 117.14 21,39113 psi 72,840.48 psi 0.99 Kl/res 21.97 Cc= 117.14 Fa= 23,603.49 psi F'e= 309,268.67 psi Cm= 1.00 No filler Panel point <= 0.6 Fy « 30,000.00 psi fa + fb= 13,724.40 OK With filler Panel point <» 0.6 Fy = 30,000.00 psi ra + fb« 13,724 40 OK Mid panel <« 1.00 fa/Fa + Cm'fb/((1-fa/Fe)*Q*Fb> = 0.47 OK Mid panel <» fa/Fa + Cm*Tb/((1-fa/Fe)-Q-Fb) > 1.00 0.46 OK ISP Geometry Base Length: Working Le 16-1 3/4 15-93/4 ; Variable Left End BC Panel 4-0 TC Panel 2-1 1/2 First Half 0-6 First Diag. '4-6 Depth 24.00 Loads Uniform Load in TC (plf) Add Load any PP (Ibs) STRESS ANALYSIS • PAGE 1 Job Number: \ Job Name: \ Date Run: 01-0170 JMV TECHNICAL - BLDG1 ,7/24/01 Location: CARLSBAD, CA ngth: \ Joist Depth: \ 24.00 ! Right End 3-7 3/4 •2-1 1/2 !0-0 3-7 3/4 ; 24.00 . Additional Shear in Webs I Additional Bending in BC (Ibs) | Stress Analysis Summary Int. Panel TC: ! Max Panel BC: \ Reaction LE: 24.00 48.00 |2,910.75 Member TC Tension fC Compresior BC T W2 | 673. 92j V1S 673.92 VV3 i 673.92 W4 • 1,113.44 W5 1,113.44 W5 r 963.27 W4 963.27 W3 : 611.66 V1S 611.66 W2 1 611.66 Standard Verticals Member Position V2 ' Interior 9,620.48 9,226.87 9,226.87 5 10,883.92 5 10,883.92 7 10,401.38 7 10,401.38 4 8,995.00 4 8,995.00 9,251.33 Max Tension Max C 144.14 1 Joist Description: Short Span Crimp 24K24 Efective Depth: . BC Panel Length: Shape: 23.04 3@4-0 Parallel C 248.00 Live Load (plf) 1 ,000.00 Cone. Load TC @ 8-0 7/8 (+,-) (Ib 450.00 Additional Bending in TC (Ibs) 250.00 TC Axial Load (Ibs) Reaction RE: Minimum Shear: I Max TC 2,910.75 727.69 10,88; snsion BC Compresior Web Tension Web C 0.00 0.00 8,079.57 0.00 0.00 0.00 2, 357.41 761.82 348.76 3, 357.41 761.82 3,665.20 726.95 1,314.88 279.23 2, 726.95 1,314.88 487.38 3, 493.34 611.66 3,971.10 493.34 611.66 337.50 3, 0.00 0.00 0.00 1, 0.00 0.00 7,488.73 }omp. Length 906.15 23.04 Mark: 8/160 J18 hords 160.00 s) 900.00! 250.00 7,500.00 Comp. : Max BC Tension J.92 7,726.95 ;omp. Web Length PP Dist. 753.71 51.450-2 133.46 32.202-1 1/2 183.36 23.81 4-0 487.38 33.27 4-6 363.03 33.27 6-6 254.84 33.27 8-6 487.38 33.27 10-6 186.50 23.04 12-6 316.79 29.39 14-01/4 398.59] 47.68 12-6 STRESS ANALYSIS - PAGE 2 *^ta Job Number: , Job Name: W C^"|^ 01 -01 70 | MV TECHNICAL - BLDG1 Date Run: 7/24/01 • »_^B ^ Location: Joist Description: \ Mark: JLw^-* CARLSBAD, CA Short Span Crimp 24K248/1 60 :J18 Chord Properties Chord : Area Rx Rz Ryy Y Ix Q Material TC 0.4844 0.6262 ! 0.3975 1.2195 : 0.5464 0.1900 BC 0.3262 0.4669 0.2969 1.0289 0.4168 Axial and Bending Analysis K: Fy: • Fb: Mom of Inertia: j LL 240: 1 .00 50,000.00 , 30,000.00 207.1 7 2,936.36 Top Chord Check 'End Panel LE First Panel LE Interior Panel Length I 23.50 Bending Load 439.49 Axial Load , 9,620.48 fa I 9,930.82 Maximum K L/r ! 59.11 Fa | 17,807.36 F'e j 106,045.16 Cm ' 0.9719 28.50 405.89 9,226.87 9,524.51 71.69 18,153.86 72,100.27 0.9604 Panel Point Moment : 2593. 15j 2395.36 Mid Panel Moment ! 1397.87 Panel Point fb \ 9921.89 Mid Panel fb | 2010.33 Fillers 0 Panel Point Stress ! 19,852,71 Mid Panel Stress | 0.6438 Web Design Member I Web Tension iAIlow Tension W2 8,079.57 21,205.75 W3 | 348.76 7,818.57 W4 3,665.20 6,183.57 W5 279. 23j 7,818.57 W5 487.38 9,786.93 W4 3,971.10 6,183.57 W3 337.50 7,818.57 W2 7,488.73l 12,367.14 V1 0.00 12,367.14 V2 144.14 6,183.57 1250.65 9165.10 1798.61 0 18,689.61 0.6042 Web Comp 753.71 3,183.36 487.38 2,363.03 3,254.84 487.38 3,186.50 698.59 2,133.46 1,906.15 24.00 187.50 10,883.92 11,235.02 38.32 22,118.88 101,672.64 0.9558 750.00 375.00 2869.64 539.30 0 14,104.66 0.5311 Allow Comp 3,497.47 3,631.34 1,351.67 2,699.49 4,712.71 1,351.67 3,825.83 3,213.38 7,391.48 2,813.02 0.8343 0.0711 0.9204 LL 240: 2,936.36 First Panel RE End P 18.25 494.58 8,995.00 9,285.17 45.91 21,322.64 175,833.19 0.9842 2050.74 19.10 7846.54 27.48 0 17,131.70 0.4366 Weld 2.4 x 0.230 2.0x0.109 2.3x0.109 2.0x0.109 2.0x0.113 2.5x0.109 2.0x0.109 4.6x0.109 2.0x0.109 2.0x0.109 9 9 17 106 20 = 2x2x.125 1C = 1 1/2x1 1/2X.113 Max Bridg TC: Max Bridg BC: 14-87/8 20-67/8 anel RE Gap Between Chords: 23 50 1-00 439.49 0.500 ,251.33 ., , ,549.76 20,89 59.11:iMaxLc ,807.36, 18'54 ,045.16: |^ 0.9730 Id Len 2X: D ad Fillers TC: 1.37 ad no Fillers TC: 9.78 )27 1822.96 23,266.67 1698.88 BCURz: 6975.01 161.6702 2443.22: TCShe 16 Qty 1 1 1 1 1 1 1 2 2 1 0 b,UUZ ar Sfress: 61 to/i 77 BC Shear Stress: *_/fc*T . f i Q QCC QO 0.6407 r Material RM = round 1 15 = 1 1/4x11/4 x.109 10 = 1 x1 x.109 15 = 1 1/4x1 1C = 1 1/2x1 1/4 x.109 1/2 x. 113 10 = 1 x1 x.109 15 = 1 1/4x1 1/4 x.109 10 = 1 x1 x.109 10 = 1x1 x.109 10 = 1 x 1 x.109 S-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 24K248/160 'AXIAL LOAD AND BENDING". END PANEL 1 Thickness = Fy = Gap = K = Length = rc ANGLES 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1.000 18.000 in REINFORCEMENT: 2 Width = 2,000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTR. PROPERTIES: At = ltx = rtx = Panel P. Six = Mid Panel Stx = 2.969 inA2 1.992 in*4 0.819 in 1.213 in"3 1.468 in*3 Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 6.466.03 Ibs. Eccentricity = 7,500.00 Ibs. Moment Pp = 498.00 Ibs./ ft. Moment Mp = 3.00 in. fa = Panel P, fb = Mid Panel fb = Fb = Kl/iz = Cc = Fa = Pe = Cm = 1.643 in 14,001.47 Ibs-in. 13.266.15 Ibs-in. 2,178.03 psi 11,546.37 psi 9,038.51 psi 30.000.00 psi 45.28 117.14 21,391.13 psi 72,840.48 psi 0.99 Kl/rx = Cc = Fa = Pe = Cm = 21.97 117.14 23.603.49 psi 309.268.67 psi 1.00 No filler Panel point <« 0.6 Fy = 30,000.00 psi fa+fb" 13,72440 OK With filler Panel point <• 0.6 Fy ' fa + fb' 30,000.00 psi 13.724.40 OK Mid panel <• fa/Fa + Cm*fb/((1-fti/Fle)*Q*Fb)' 1,00 0.47 OK Mid panel <• fa/Fa + Cm'fb/((1-fa/Fe)-Q"Fb)' 1.00 0.46 OK ISP Job Number: 01-0170 STRESS ANALYSIS • PAGE 1 ! Job Name: MV TECHNICAL-BLDG1 Date Run: 7/24/01 Location: CARLSBAD, CA Joist Description: Short Span Crimp 24K248/160 Mark: J19 Geometry Base Length: 22-11 7/8 Variable BC Panel Working Length: Joist Depth: 22-77/8 24.00 Left End 'Right End: " 3-0'" 2-11 7/8 Efective Depth: 23.03 18C Panel Length:;5@4-0 \Shape: j Parallel Chords TC Panel .2-0 First Half "0-6 10-6 First Diag. Depth ; 3-6 24.00 i 3-5 7/8 24.00 Loads Uniform Load in TC (plf) AddToad any PP(\bs) Additional Shear in Webs (plf) bs) Webs in BC (Ibs) 248.00 1,000.00 760.00 250.00 Live Load (plf) Cone. Load TC @ 11-6 (+,-) (Ibs) Additional Bending in TC (Ibs) TC Axial Load (Ibs) 160.00 1,520.00 250.00 7,500.00 Stress Analysis Summary Int. Panel TC: \ Max Panel BC: 24.00 48.00 Member ~~ W2 Reaction LE: 4,069.03 Reaction RE: 4,069.72 Minimum Shear 1,017.43 Max TC Comp.: 16,246.21 Max BC Tension 15,728.86 jion tC Compresior' BC Tension BC Compresioii Web Tension 1.21 1.21 1.21 3.45 3.45 9,879.14 ,_ 9-717.60 9,717.60 12,728.15 12,728.15 1.04J 16,246.21 1.04 0.49 0.49 1.81 1.81 8.89 8.89 8.89 16,246.21 16,241.61 16,241.61 12,718.42 12,718.42 9,704.91 9,704.91 9,864.27 0.00 0.00 6,350.08 6,350.08 12,074.71 12,074.71 15,728.86 15,728.86 12,065.16 12,065.16 6,333.68 6,333.68 0.00 0.00 0.00 0.00 989.66 989.66 2,177.24 2,177.24 3,364.83 3,364.83 2,176.15 2,176.15 987.47 987.47 0.00 0.00 9,097.62 0.00 588.76 6,144.90 822.92 4,712.08 822.92 823.67 4,716.82 823.67 6,149.64 589.30 0.00 9,075.95 Web Comp. Web Length 1,015.99 1,968.14 4,844.89 822.92 5,428.49 822.92 3,991.91 4,000.41 823.67 5,433.23 823.67 4,846.95 1,962.50 1,014.36 41.06 25.97 23.80 33.26 33.26 33.26 33.26 33.26 33.26 33.26 33.26 23.80 25.91 40.96 r PP Dist. 0-2 2-0 3-0 3-6 5-6 7-6 9-6 11-6 13-6 15-6 17-6 19-6 20-11 7/8 : 20-0 Standard Verticals Member V2 Position Interior Max Tension 0.00 Max Comp. 1,839.84 Length 23.03 ISP Chord Properties Chord Area TC STRESS ANALYSIS • PAGE 2 Job Number: j Job Name: Date Run: 01-0170 iMV TECHNICAL -BLDG1 7/24/01 Location: CARLSBAD, CA Rx Rz 0.4844 0.6262 \ 0.3975 I Joist Sho Ryy ; Y 1.2195 0.5464 | BC 0.3950 : 0.4634 | 0.2955 1.0354 0.4259 i Axial and Bending Analysis K: \Fy: Fb: Mom of Inertia: LL 240:1.00 :so,ooo.oo 30,000.00 231.01 1,113.15 Top Chord Check End Panel LE First Panel LE Interior Panel Length Bending Load Axial Load fa Maximum Fa F'e Cm KL/r Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Member j Web Tension W2 W3 W4 W5 we W7 W7 W6 9,097.62 588.76 6,144.90 82Z92I 4,712.08 822.92 823.671 4,716^821 W5 823.67 W4 6,149.64 W3 W2 ~~" V1 V2 589.30 9,075.95^ 0.00 0.00 22.00 452.55 9,879.14 10,197.82 55.34 18,219.49 120,998.84 0.9747 1651.27 1 530.64 : 6318.08 2201.27 0 16,515.91 0.6533 Allow Tension 16,235.65 9,786.93 6,183.57 11,848.68 6,183.57 9,786.93 9,786.93 6,183.57 11,848.68 6,183.57 9,786.93 12,367.14 12,367.14 6,183.57 18.00 24.00 498.00 187.50 9,717.60 10,031.07 45.28 21,391.13 180,751.36 0.9834 1816.44 65.30 6950.03 93.91 0 16,981.10 0.4728 Web Comp 1,015.99 4,844.89 822.92 5,428.49 822.92 3,991.91 4,000.41 16,246.21 16,770.28 38.32 22,118.88 101,672.64 0.9340 750.00 375.00 2869.64 539.30 0 19,639.93 0.7823 Allow Comp 3,215.28 5,579.10 1,351.12 5,784.65 1,351.12 4,711.39 4,711.39 823.67 1,351.12 5,433.23 823.67 4,846.95 1,014.36 1,968.14 1,839.84 5,784.65 1,351.12 5,579.10 4,351.37 8,223.33 2,813.02 Description: Mark: rt Span Crimp 24K248/160 J19 Ix Q Material 0.1900 0.8343 0.0848 0.9964 LL 240: 1,113.15 First Panel RE End P 17.88 499.75 9,704.91 10,017.97 44.96 21,425.21 183,288.19 0.9836 1816.64 49.00 6950.82 70.47 0 16,968.79 0.4705 Weld 2.8x0.215 2.9x0.113 3.8x0.109 2.6x0.138 2.9x0.109 2.4x0.113 2.4x0.113 2.9x0.109 2.7x0.138 3.8x0.109 2.9x0.113 5.6x0.109 2.0x0.109 2.0x0.109 20 = 2x2x.125 1G = 1 1/2x1 1/2 x. 138 Max Bridg TC: Max' Bridg ~BC: 14-87/8 16-17/8 anel REr Gap Between Chords: ^ uu -00 452.55 0.5000 9,864.27 •:- , •--;- = - -^- 10,182.47 20,891.37 55.34 Max Load no Fflfera TC: 18.219.49 !18,549.78 1 ?n QQR fl4 ! 7C OAURyy:I^U,yyti.04 999a4fij; 0.9748 " --: — ;--:-:- HC/C CO |UO >J"eSS- !1645.69 ;29r412.20 1532.93 'BCURz: 6296.73 162.4500 2204.56 , TC Shear Stress: ;Q 8,219.90 i K A 7D o i i fiC S/iear Stress: •16479.21 !q<jdRRR Qty 1 1 1 1 1 1 1 1 1 1 1 2 2 1 0.6526: ' Material , • RH = round 7/8 1C = 1 1/2x1 1/2 x. 113 10 = 1x1x.109 j 1G = 1 1/2x1 1/2 x. 138 i 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 1C = 1 1/2x1 1/2 x. 113 10 = 1x1x.109 ,i 1G = 1 1/2x1 1/2 x. 138 10 = 1x1x.109 : 1C = 1 1/2x1 1/2X.113 10 = 1x1 x.109 ! 10 = 1x1 x.109 ; 10 = 1 x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD. CA JOIST NAME: 24K24S/160 MARK: J19 "AXIAL LOAD AND BENDING". END PANEL 1 Leg = Thickness = Fy = Gap = K = Length = TC ANGLES 2.000 in. 0.125 in. 50.000 ksj 1.000 in 1.000 22.000 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTR. PROPERTIES: At = ltx = rtx = Panel P. Stx = Mid Panel Stx = 2.969 in"2 1.992 inM 0.819 in 1.213 inA3 1.468 in'3 Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 9,864.27 Ibs. Eccentricity = 7.500.00 Ibs. Moment Pp = 452.55 Ibs./ ft. Moment Mp = 3.00 in. fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Fes Cm = 1.643 in 14,602.33 Ibs-in. 13,604.13 Ibs-in. 3.322.70 psi 12,041.86 psi 9,268.79 psi 30,000.00 psi 55.34 117.14 20,243.88 psi 48,760.98 psi 0.98 Kl/rx = Cc = Fa = Fe = Cm = 26.86 117.14 23,195.02 psi 207,031.09 psi 1.00 No filler Panel point <= 0.6 Fy B 30,000.00 psi fa + fb= 15.364.56 OK With filler Panel point <» 0.6 Fy 30,000.00 psi 15.364.56 OK Mid panel <» 1.00 fa/Fa + Cm*fb/((1.fa/Fe)*Q*Fb) = 0 55 OK Mid panel <» fa/Fa + Cm*fb/((1-fa/Fe)*Q"Fb)' 1.00 0.52 OK ISP Geometry i Base Length: Working Le 29-9 1/2 29-5 1/2 Variable Left End i BC Panel 4-0 TC Panel '2-6 3/8 First Half :0-6 First Diag. 4-6 Depth 24.00 Loads Uniform Load in TC (plf) Add Load any PP (Ibs) Job Number: 01-0170 STRESS ANALYSIS - PAGE 1 \ Job Name: ,MV TECHNICAL -BLDG1 Location: \ Joist Description: CARLSBAD, CA iShort Span Cr ngth: i Joist Depth: Efective Depth: BC Panel Length: - 24.00 23.02 6 @ 4-0 ; Right End i mp24K248/160 Shape: Parallel Chords Date Run: 7/24/01 Mark: J20 4-2 ! 2-10 ! --. ...... 1-1 1/2 : 5-3 1/2 : 24.00 ' 248.00 Live Load (plf) 1 ,000.00 Additional Bending in TC (Ibs) Additional Bending in BC (Ibs Stress Analysis Summary Int. Panel TC: \ Max Panel BC: 24.00 48.00 Member TC Tension TC C W2 0,00 V1S 0,00 ) 250.G Reaction LE: Reactio 4,152,83 4,152 >ompresior BC Tension 11,409.11 11,100.57 W3 O.OCT W4 0,00 W5 ' 0.00 W6 0.00 W7 0.00 W8 " O.OOf W8 j 0.00^ W7 0.66^ W6 " 0.00 W5 _j 0.00 W4 O.OOJ W3 : 0.00 V1S 0.00 W2 0.00 Standard Verticals Member Position V2 Interior 11,100.57 13,962.86 13,962.86 17,225.16 17,225.16 18,936.19 18,936.19 17,686.93 17,686.93 14,731.65 14,731.65 11,270.75 11,270.75 11,602.01 Max Tension 0.00 0.00 0.00 8,166.65 8,166.65 13,550.56 13,550.56 16,866.11 16,866.11 17,277.12 17,277.12 14,370.93 14,370.93 9,396.38 9,396.38 0.00 0.00 Max Comp. 1,892.76 0 TC Axial nRE: 83 BC Compre 0 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Length 23.02 Load (Ibs) Minimum Shear: 1,038.21 sior Web Tension 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 9,741. 0. 0. 4,810. 24 00 00 73 0.00 3,377.69 0. 1 ,944. 1 ,499. 00 66 79 0.00 3,094.07 0. 4,527. 00 11 0.00 0.00 9,994.74 Max TC Comp.: 18,936.19 Web Comp. 0.00 1,401.12 3,949.98 0.00 4,094.21 0.00 2,661.18 0.00 0.00 2,377.56 Q.OO 3,810.59 0.00 4,273.81 1,477.50 0.00 160.00 250.00 7,500.00 Max BC Tension 17,277.12 Web Length PP Dist. 51 28 23 33 33 33 33 33 33 33 33 33 33 26 28 53 .44 .99 .79 .26 .26 .26 .26 .26 .26 .26 .26 .26 .26 .69 04 24 0-2 2-6 3/8 4-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-11 1/2 : 25-7 1/2 STRESS ANALYSIS - PAGE 2 IS? Chord Properties Chord ; Area •• TC Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: Joist CARLSBAD, CA She Rx Rz Ryy Y '• 0.4844 ; 0.6262 0.3975 1.2195 0.5464 BC 0.4437 0,4609 0.2946 1.0401 0.4324 Axial and Bending Analysis Description: >rt Span Crimp 24K248/160 Ix 0.1900 0.0942 Q 0.8343 1 .0000 K- Fy Fb: Mom of Inertia: Li 240: LL 240: 1.00 50,000.00 30,000.00 245.73 538.67 538.67 Top Chord Check .End Panel LE First Panel LE Interior Panel First Panel RE Length 28.38 Bending Load 406.59 Axial Load : 11,409.11 fa Maximum 11,777.14 KL/r Fa F'e Cm 71.38 16,376.96 72,736.91 ! 0.9514 Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Member Web Tension W2 W3 I 9,741.24 0.00 2635.76 2219.47 10084.93 3191.91 0 21,862.07 0.8639 Allow Tension 16,235.65 8,906.25 W4 4,810.731 6,183.57 W5 0.00 W6 W7 W8 W8 W7 W6 W5 W4 W3 W2 V1 V2 3,377.69 0.00 1,944.66 1,499.79 0.00 3,094.07 0.00 4,527.11 9,786.93 6,183.57 7,818.57 6,183.57 6,183.57 7,818.57 6,183.57 9,786.93 6,183.57 0.00! 9,786.93 9,994.74 0.00 0.00 12,367.14 12,367.14 23.63 438.48 11,100.57 11,458.65 59.43 19,747.13 104,925.96 0.9672 2842.10 467.28 10874.43 672.01 0 22,333.08 0.6094 Web Comp 0.00 3,949.98 0.00 4,094.21 0.00 2,661.18 0.00 0.00 2,377.56 0.00 3,810.59 0.00 4,273.81 0.00 1,477.50 6,183.57 1,892.76 24.00 29.50 187.50 400.54 18,936.19 11,270.75 19,547.03 11,634.33 38.32 74.21 22,118.88 17,808.18 101,672.64 67,294.96 0.9231 0.9481 750.00 3544.37 375.00 1037.65 2869.64 13561.42 539.30 1492.28 2 0 22,416.68 25,195.75 0.9084 Allow Comp 2,047.93 4,125.44 1,350.72 4,710.44 1,350.72 2,697.59 1 ,350.72 1,350.72 2,697.59 1,350.72 4,710.44 1 ,350.72 4,945.93 2,574.67 7,719.00 2,813.02 0.7217 Weld 3.1 x 0.215 2.1 x 0.125 3.0x0.109 2.4x0.113 2.1 x 0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.3x0.113 2.8x0.109 2.5x0.113 6.2x0.109 2.0x0.109 2.0x0.109 EndP Date Run: 7/24/01 I Mark: LJ20 Material 20 = 2x2x.125 1J = 1 1/2x1 Max Bridg TC: 14-87/8 1/2 x. 156 Max Bridg BC: 20-9 5/8 anel RE i Gap Between Chords: 3200 1'°° 388.63 0.500 11 11, 976.27. 120,89 51.10 MaxLc 20,740.71 l8-54 57,190.86 .Jjj^ 0.9372 I---.-.-.- 0/100 ~7G "^ °"3438.76 ;27,96 2604.24 BCUR 13157.36 162.9 3745.26 'TCShe 1 8,685 1C -\ QQ CO. "" "''*25,133.63 fl_M1 Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 1 0.7548 ' Mat >/d Len 2X: 0 ad Fillers TC: 1.37 ad no Filters TC: 9.78 URyy: 843 ass: 7.34 356 !' ar Stress: • 10 jar Stress: 98 erial RH = round 7/8 18 = 1 1/4x11/4 x. 125 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x 1 x.109 15 = 1 1/4x1 1/4 x.109 ; 10 = 1 x1 x.109 10 = 1x1 x.109 15 = 1 1/4x1 1/4 x.109 10 = 1x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1x1x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 ; 10 = 1x1 x.109 10 = 1 x 1 x.109 : 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 24K248/160 MARK: J20 'AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.125 In. 50.000 ksi 1.000 in 1.000 32.000 in REINFORCEMENT: Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PROPERTIES: At = ltx = rtx = Panel P. Sbt = Mid Panel Stx = 2.969 inn2 1.992 inM 0.819 in 1.213 in"3 1.468 inA3 PLATE CTR. Gravity Axial Load = 11,602.01 Ibs. Lateral axial load = 7,500.00 Ibs. Bending Load = 388.63 Ibs./ ft. Bearing Depth = 3.00 in. Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Pe = Cm = 1.643 in 16,466.11 Ibs-in. 14,652.50 Ibs-in. 3,908.05 psi 13,578.84 psi 9,983.07 psi 30,000.00 psi 80.49 117.14 16,915.98 psi 23,047.18 psi 0.95 Klftx- Cc = Fa = Pe = Cm = 39.06 117.14 22,044.00 psi 97,854.54 psi 0.99 . No filler Panel point <» 0.6 Fy « 30,000.00 psi fa+fb = 17,486.88 OK Mid panel <• 1.00 fa/Fa + Cm*fb/((1-fa/F'e)«crFb) = 0.69 OK With filler Panel point <- 0.6 Fy • 30,000.00 psi fa + fb- 17,486.88 OK Mid panel <• 1.00 fa/Fa + Cm'fb/((1-fa/Fe)'Q'*Fb) = 0.59 OK ISP Geometry Base Length: Working Le 36-7 1/8 36-3 1/8 Variable . Left End BC Panel TC Panel First Half First Diag Depth Loads Uniform Load Add Load any Additional Ber Stress Analys Int. Panel TC: 24.00 Member TC W2 V1S W3 W4" W5 W6 W7 W8 W9 WiO W10 W9 W8 W7 we W5 ~* W4 W3 V1S - 4-0 2-2 3/4 0-6 :4-6 ,24.00 in TC (plf) PP (Ibs) Job Number: 01-0170 STRESS ANALYSIS - PAGE 1 Job Name: MV TECHNICAL -BLDG1 Dafe Run: 7/24/01 Location: ! Joist Description: CARLSBAD, CA : Short Span Crimp 24K248/1 60 ngth: \Joist Depth: \EfectiveDepth: \BCPanelLength: Shape: \ 24.00 | 22.89 8 @ 4-0 Parallel Chords ! Right End Mark: J21 •3-8 2-23/4 - jO-51/8 . . ....... 14-1 1/8 |24 ding in BC (Ibs is Summary Max Panel BC: 48.00 ^ Tension tC C 0.00 0.00 0.00 0.00 .00 248.00 Live Load (plf) 1,000.00 Additional Bending in TC (Ibs) ) Reaction LE: 4,996.29 Compressor BC Te 12,770. 12,396. 12,396. 99 81 81 16,112.48 o.do! 0.00 0.00 0.00 6Tbo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 W2 ; 0.00 Standard Verticals Member ; Position V2 16,112.48 20,720.66 20,720.66 24,191.30 24,191. 26,068. 26,068. 23,873. 23,873. 30 04 04 50 50 20,323.84 20,323.84 15,557. 15,557. 18 18 11,874.33 11,874.33 12,149.60 Max Tension Interior i 0.00 250.00 TC Axial Reaction RE: 4,996.29 nsion E-JC Compre 0.00 0.00 10,131.00 10,131.00 17,315.49 17,315.49 22,419.49 22,419.49 25,442.98 25,442.98 25,230.83 25,230.83 21,996.04 21,996.04 16,680.74 16,680.74 9,284.94 9,284.94 0.00 0.00 Max Comp. 2,024.78 0 0. 0. 0 0 0. 0. 0. 0 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Length 22.89 Load (Ibs) Minimum Shear: 1,249.07 sior Web Tension 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 11,764.61 0.00 0,00 6,047.65 0.00 4,610.23 0.00 3,172.80 0.00 1,809.93 1,881.37 0.00 3,318.79 0.00 4,756.21 0.00 6,193.64 0.00 0.00 10,952.19 160 00 250.00: 7,500.00! Max TC Comp.: Max BC Tension 26,068.04 25,442.98 Web Comp. Web Length PP Dist. ' 0. 1,545. 4,862. 0. 5,328. 0. 3,891. 0. 2,454. 0. 0. 2,600. 0. 4,037. 00 87 14 00 94 00 51 00 09 00 00 08 00 50 0.00 5,474.92 0.00 4,871.31 1,366.24 0.00 51.38 31.23 23.66 33.16 33.16 33.16- 33.16 33.16 33.16 33.16 33.16 33.16 33.16 33.16 33.16 33.16 33.16 23.45 28.66 47.83 0-2 2-2 3/4 4-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-6 28-6 30-6 : 32-6 34-4 3/8 32-11 1/8 STRESS ANALYSIS - PAGE 2 IS? Chord Properties Chord Area TC 0.6254 Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Rx Rz 0.6208 0.3951 \Jois [She Ryy Y 1.2286 0.5603 BC 0.5516 0.6236 0.3963 1.2238 0.5530 Axial and Bending Analysis K: Fy: Fb: Mom of inertia: LL 240: 1 .00 i 50,000.00 1 30,000.00 307.50 361 .44 Top Chord Check End Panel LE Length Bending Load Axial Load fa Maximum KL/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desii Member W2 W3 W4 W5 W6 W7 W8 W9 W10 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Stress an Web Tension 11,764.61 0.00 6,047.65 0.00 4,610.231r o.oo 3,172.80 0.00 1,809.93 1,881.371 0.00 3,318.79 0.00 4,756.21 0.00 24.75 429.82 12,770.99 10,209.75 62.64 19,303.07 93,937.98 0.9674 2547.64 1616.70 7609.77 1879.18 0 17,819.53 0.6003 Allow Tension 16,235.65 9,786.93 6,183.57 10,781.25 6,183.57 9,786.93 6,183.57 7,818.57 6,183.57 6,183.57 7,818.57 6,183.57 9,786.93 6,183.57 11,848.68 6,193.64^ 7,818.57 0.00 10,952.19 0.00 0.00 9,786.93 12,367.14 12,367.14 6,183.57 First Panel LE 27.25 413.14 12,396.81 9,910.61 68.96 20,408.37 77,492.31 0.9616 2448.98 1061.88 7315.09 1234.28 0 17,225.70 0.5333 Web Comp 0.00 4,862.14 0.00 5,328.94 0.00 3,891.51 0.00 2,454.09 0.00 0.00 2,600.08 0.00 4,037.50 0.00 5,474.92 0.00 4,871.31 0.00 1,545.87 2,024.78 Date Run: 7/24/01 Description: >rt Span Crimp 24K248/160 Ix 0.2410 0.2145 Q 0.9522 0.8979 LL 240: 361.44 : Interior Panel First Panel RE 24.00 187.50 26,068.04 1 22.38 449.12 1,874.33 20,840.06 9,492.92 38.66 56.63 24,896.40 22,386.28 99,900.85 114,938.51 0.9166 750.00 375.00 2240.25 435.88 0 0.9752 2262.77 480.23 6758.89 558.20 0 23,080.30 16,251.81 0.8547 Allow Comp 2,131.53 5,698.50 1,410.44 5,399.85 1,410.44 4,847.32 1,410.44 2,816.87 1,410.44 1,410.44 2,816.87 1,410.44 4,847.32 1,410.44 5,976.89 2,816.87 5,740.47 3,311.77 7,697.33 2,937.54 0.4448 Weld 3.7x0.215 2.9x0.113 3.7x0.109 2.9x0.125 2.8x0.109 2.3x0.113 2.0 x 2.0 x 2.0 x 2.0 x 2.0 x 2.1 x 2.4 x 2.9 x 2.7 x 3.8 x 2.9 x 6.8 x 2.0 x 2.0 x 0.109 0.109 0.109 0.109 0.109 0.109 0.113 0.109 0.138 0.109 0.113 0.109 0.109 0.109 Mark: J21 Material 23 = 2x2x.163 21 =2x2x.143 Max Bridg TC: 14-10 1/8 Max Bridg BC: 24-53/4 : End Panel RE \ Gap Between Chords: 2475 liUU A 00 QO •"""' ***429.82 o.SOO 12 14Q fin — 9,712.98 30,57 62.64 MaxLc 19,303.07 ^°''^ 93,937.98 ^^ 0.9690 v - 2165.88 §§$ 1766.57 BCL/R 6469.47 121.1 2053.39 TCShe Q B,Ut>a 16,182.45i 5^ Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 1 .5809 >ld Len 2X: 0 ad Fillers TC: \ 4.40 ad no Fillers TC: 2.60 L/Ryy: 599 sss; : 4.58 z; 055 " ar Stress: ! ! 55 ! ar Stress: 91 i Material RH = round 7/8 i 1C = 1 1/2x11/2 x. 113 10 = 1 x1x. 109 1E = 1 1/2x11/2 x. 125 10 = 1x1x.109 :. 1C = 1 1/2x11/2 x. 113 10 = 1x1x.109 ! 15 = 1 1/4x11/4 x.109 i 10 = 1 x1 x.109 '! 10 = 1 x1 x.109 15 = 1 1/4x11/4 x .109 !- 10 = 1 x1 x.109 1C = 1 1/2x11/2 x. 113 I 10 = 1x1 x.109 : 1G = 1 1/2x1 15 = 1 1/4x1 1C = 1 1/2x1 1/2 x. 138 : 1/4 x .109 1/2 x. 113 10 = 1 x1 x.109 10 = 1 x1 x.109 10 = 1x1x.109 :• ! S-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 24K248/160 MARK: J21 "AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.163 In. 50.000 ksi 1.000 in 1.000 24.750 in REINFORCEMENT: 2 Width = 2.000 in. Thickness ~ 1-000 in. h = 0.750 in. PLATE CTR. PROPERTIES: At = ltx = rtx = Panel P. Six = Mid Panel Six = 3.251 in*2 2.238 in"4 0.630 in 1.310 in"3 1.732 JnA3 Gravity Axial Load = 12,149.60 Ibs. Lateral axial load = 7,500.00 Ibs. Bending Load = 429.82 Ibs./ ft. Bearing Depth = 3.00 in. Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = F'e = Cm = 1.708 in 15,551.02 Ibs-in. 14,351.12 Ibs-in. 3,737.35 psi 11,866.96 psi 8,286.42 psi 30,000.00 psi 62.64 109.65 21,447.85 psi 38,060.68 psi 0.97 Kl/re= 29.83 Cc * 109.65 Fa * 25,958.61 psi Fe= 167,824.52 psi Cm = 0.99 No filler Panel point <» 0.6 Py » 30,000.00 psi fa + fb» 15,604.30 OK With filler Panel point <• 0.6 Fy «30,000.00 psi 15,604.30 OK Mid panel <• fa/Fa + Cm'fb/((1-fa/F'e)*Q*Fb) > 1.00 0.49 OK Mid panel «• fa/Fa + Cmfb/((1-fa/FerQ*Fb) 1.00 0.44 OK STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Location: CARLSBAD, Job Name: MV TECHNICAL - CA BLDG1 Joist Description: Short Span Crimp Date Run: I 7/26/01 30K216/128 Mark: J22 Geometry Base Length: 43-1 Working Length: 42-9 Joist Depth: 30.00 Efective Depth: 28.26 BC Panel Length: 10 @ 4-0 Shape; Parallel Chords Variable BC Panel ranei First Half First Diag. Depth Left End 3-2 -0 0-0 3-2 30.00 Right End 2-0 -0 1-11 3-11 30.00 _ V \ •/ X -' / \-\ \S \,/ \i/ \ Loads Uniform Load in TC (plf) Add Load any PP (Ibs) Additional Shear in Webs Additional Bending in BC (Ibs) 216.00! 1,000.001 450.00' 250.00 i Live Load {plf) Cone. Load TC @ 21-6 1/2 (+,-) (Ibs) Additional Bending in TC (Ibs) TC Axial Load (Ibs) 128.00 900.00 250.00 221,000.00 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,567.00 E:Minimum Shear: 1,391.75 Max TC Comp.: 187,816.19 Max BC Tension 28,802.60 Member ; W2 V1S W3 W4 W5 W6 ; W7 W8 W9 W10 W11 W12 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 TC Tension TC Compresio 429.99 429.99 429.99 716.65 716.65 1,289.97 1,289.97 1,863.29 1,863.29 2,436.62 2,436.62 3,009.94 3,009.94 2,544.11 2,544.11 1,970.79 1,970.79 1,397.47 1 ,397.47 824.15 824.15 262.77 262.77 170,880.27 170,759.88 170,759.88 173,755.80 173,755.80 178,922.06 178,922.06 182,987.55 182,987.55 185,952.25 185,952.25 187,816.19 187,816.19 186,385.58 186,385.58 183,627.28 183,627.28 179,768.19 179,768.19 174,808.31 174,808.31 168,885.17 168,885.17 BC Tension fee Compresior, Web Tension 0.00 0.00 6,679.83 6,679.83 14,302.03 14,302.03 20,456.53 20,456.53 25,143.33 25,143.33 28,362.42 28,362.42 28,802.60 28,802.60 25,858.71 25,858.71 21,447.10 21,447.10 15,567.80 15,567.80 8,220.79 8,220.79 0.00 0.00 0.00 429.99 429.99 1,003.31 1,003.31 1,576.63 1,576.63 2,149.96 2,149.96 2,723.28 2,723.28 2,830.77 2,830.77 2,257.45 2,257.45 1,684.13 1,684.13 1,110.81 1,110.81 537.49 537.49 0.00 10,234.43 0.00 337.50 7,416.90 442.81 6,283.31 442.81 5,149.71 442.81 4,016.12 442.81 2,882.53 2,202.57 442.81 3,803.57 442.81 4,937.17 442.81 6,070.76 442.81 7,204.35 435.17 8,008.43 Web Comp. Web Lengtr 546.62 2,360.88 5,995.00 442.81 6,850.11 442.81 5,716.51 442.81 4,582.92 442.81 3,449.32 442.81 276.76 3,236.78 442.81 4,370.37 442.81 5,503.96 442.81 6,637.56 442.81 7,625.52 427.73 45.76 31.53 28.26 37.07 37.07 37.07 37.07 37.07 37.07 37.07 37.07 37.07 37,07 37.07 37.07 37.07 37.07 37.07 37.07 37.07 37.07 36.43 35.81 PP Dist. 0-2 2-0 3-2 3-2 5-2 7-2 9-2 11-2 13-2 15-2 17-2 19-2 21-2 23-2 25-2 27-2 29-2 31-2 33-2 35-2 37-2 39-2 41-1 Standard Verticals Member Position Max Tension PMax Comp. Length V1 V2 End Panel Interior 0.00 548.44 2.360.88 3,864.83 31.53; 28.26 i STRESS ANALYSIS - PAGE 2 j ISP Chord Properties Chord TC Area 3 7500 j Job Number: Job Name: 01 -01 70 MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Rx 1.2178 BC 0.6254 0.6208 Rz 0.7823 0.3951 Date Run: ! ' 7/26/01 ! ' I Joist Description: Short Span Crimp 30K216/128 Ryy Y 2.0777 1.1833 1.2286 0.5603 Ix 5.5615 0.2410 Q 1 .0000 0.9522 Mark: J22 i Material ' 46 = 4 x 4 x .500 23 = 2x2x.163 Axial and Bending Analysis K: 1.00 Top Chord Fy: 50,000 Check 00 Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb : Fillers Pane! Point Stress Mid Panel Web Desij Member W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Stress an Web Tension 10,234.43 337.50 7,416.90 442.81 6,283.31 442.81 5,149.71 442.81 4,016.12 442.81 2,882.53 2,202.57 442.81 3,803.57 442.81 4,937.17 442.81 6,070.76 442.81 7,204.35 435.17 8,008.43 0.00 548.44 I fib: 30,000.00 End Panel LE 22.0C 420.55 170,880.27 22,784.04 18.0/ 28,500.04 457,575.94 0.9851 1423.41 1468.27 360.45 156.20 1 23,144.49 0.8048 Mom of Inertia: I LL 240: 861.76 618.12 First Panel LE 14.00 537.43 170,759.88 22,767.98 17.90 28,517.16 1,129,932.50 0.9940 1818.10 479.79 460.40 51.04 0 23,228.38 0.8001 Allow Tension 16,235.65 11,848.68 7,818.57 14,531.25 7,818.57 13,309.92 6,183.57 10,781.25 6,183.57 9,786.93 6,183.57 6,183.57 9,786.93 6,183.57 10,781.25 6,183.57 13,309.92 6,183.57 14,531.25 7,818.57 16,546.53 12,367.14 12,367.14 7,818.57 ILL 240; 618.12 : Interior Panel First Panel RE 24.00 23.00 187.50 411.65 187,816.19 168,885.17 25,042.16 22,518.02 19.71 29.40 28,330.36 27,226.45 384,490.88 418,651.72 0.9739 0.9839 750.00 1789.92 375.00 624.16 189.92 453.26 39.90 66.40 0 0 25,232.08 22,971.29 0.8853 0.8294 Web Comp 546.62 5,995.00 442.81 6,850.11 442.81 5,716.51 442.81 4,582.92 442.81 3,449.32 442.81 276.76 3,236.78 442.81 4,370.37 442.81 5,503.96 442.81 6,637.56 442.81 7,625.52 427.73 2,360.88 3,864.83 Allow Comp 2,843.81 6,031.40 2,385.96 8,283.64 2,385.96 5,798.89 1,194.68 4,736.13 1,194.68 4,293.34 1,194.68 1,194.68 4,293.34 1,194.68 4,736.13 1,194.68 5,798.89 1,194.68 8,283.64 2,385.96 8,517.79 6,137.13 7,978.10 3,965.07 Max Bridg TC: 25-1 1/4 E End Panel REj 22.00 420.55 168,885.17 22,518.02 18.07 28,500.04 457,575.94 0.9852 1828.78 1304.45 463.10 138.78 1 22,981.13 0.7949 Weld 3.2x0.215 2.9x0.138 4.6x0.109 3.7x0.125 3.9x0.109 2.5x0.156 3.2x0.109 2.5x0.125 2.5x0.109 2.1x0.113 2.0x0.109 2.0x0.109 2.0x0.113 2.3x0.109 2.4x0.125 3.1 x 0.109 2.4x0.156 3.8x0.109 3.6x0.125 4.5x0.109 3.6x0.143 4.9x0.109 2.0x0.109 2.0x0.109 Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 1 Max Bridg BC: i : 24-67/8 ;| ! Gap Between Chords: 1.00 ;| Min Weld Len 2X: i 1.4310L . „__ — .___ — , . Max Load Fillers TC: I i 212,181.69 Max Load no Fillers TC: • ; 202,730.20 ! ! TC OAL/Ryy. \ 246.9125 ! 8C Stress: \ 27,506.69 SC URz: : 121.4796 _J TC Shear Stress: \ 1,417.60 j BC Shear Stress: ! 8,676.74 ; Material | RH = round 7/8 ;; 1G = 1 1/2x1 15 = 1 1/4x1 1/2 x. 138 i; 1/4 x.109 |! 20 = 2x2x.125 15 = 1 1/4x11/4 x 1J = 1 1/2x1 1/2 x .109 i .156 i 10= 1x1 x.109 j 1E=1 1/2x1 1/2 x. 125 i 10 = 1 x1 x.109 1C = 1 1/2x11/2 x. 113 10 = 1x1x.109 ! 10 = 1x1 x.109 : 1C = 1 1/2x11/2 x. 113 10 = 1x1 x.109 : 1E = 1 1/2x11/2 x. 125 10 = 1x1 x.109 i 1J = 1 1/2x1 1/2 x.156 10 = 1x1 x.109 : 20 = 2x2x.125 ! 15 = 1 1/4x1 1/4 x.109 21 =2x2x.143 10 = 1 x1 x.109 10 = 1x1 x.109 15 = 1 1/4x1 1/4 x.109 L S-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD. CA JOIST NAME: 30K216/128 MARK: J22 "AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 4.000 in. 0.500 in. 50.000 ksi 1.000 in 1.000 22.000 in REINFORCEMENT: 2 Width = 6.000 in. Thickness = 1.000 in. h = 0.500 in. PLATE CTR. Gravity Axial Load = 168,885.17 Ibs. Lateral axial load = 221.000.00 Ibs. Bending Load = 420.55 Ibs. /ft, Bearing Depth = 3.00 in. Eccentricity = Moment Pp = Moment Mp = fa» Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Fe = Cm = 0.787 in 176,055.46 Ibs-in. 175,127.84 Ibs-in. 12,510.01 psl 2,947.33 psi 8,243.54 psi 30,000.00 psi 28.12 107.00 27,381.72 psi 188,806.87 psl 0.98 PROPERTIES: At! ltx° Panel P. Sbt = Mid Panel Stx = 13.500 inA2 47.013 inM 1.866 in 59.734 inA3 21.244 in"3 Kl/rx= 11.79 Cc = 107.00 Fa = 29,099.43 psi Pe= 1,074,453.21 psi Cm= 1.00 No filler Panel point <• 0.6 Fy • 30,000.00 psl fa + fbo 15,457.35 OK With filler Panel point <• 0.6 Fy i fa+fbi 30,000.00 psi 15.457.35 OK Mid panel <• fa/Fa + Cm-fb/((1-fa/F'e)'Q'Fb) i 1.00 0.75 OK Mid panel <« 1.00 fa/Fa + Cm"fb/((1.fa/F«PQ1tFb) • 0.71 OK STRESS ANALYSIS - PAGE 1 | HSB Job Number 01-0170 Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Date Run: 7/26/01 ! Joist Description: Short Span Crimp 30K216/128 Marie: I J23 | Geometry Base Length: Working Length: \ Joist Depth: 47-6 1/8 47-2 1/8 30.00 Variable Left End BC Panel 4-0 TC Panel 3-0 First Half 0-6 First Diag. 4-6 Depth Loads 30.00 Right End 3-0 1-10 0-0 1/8 3-0 1/8 30.00 i Uniform Load in TC (plf) Add Load any PP (Ibs) Additional Bending in BC (Ibs) \ /\ V Elective Depth: BC Panel Length: 28.32 11 @ 4-0 \/ V/X'J/ //\ / Shape: Parallel Chords \/\/' 216.00 Live Load (plf) 1,000.00 Additional Bending in TC (Ibs) 250.00 TC Axial Load (Ibs) \/\l /\, 128.00 250.00 89,100.00 Aj/* Stress Analysis Summary Int. Panel TC 24.00 Member ; W2 V1S ; ws W4 W5 W6 : W7 W8 W9 W10 W11 W12 '• W13 W13 W12 W11 W10 W9 : W8 W7 W6 W5 W4 W3 V1S W2 Standard 1 Member V2 ;.- Max Panel BC: Reaction LE: 48.00 5,595.12 TC Tension f C Compresior 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Verticals Position Interior 73,267.34 73,118.63 73,118.63 76,708. 76,708. 17 17 81,531.75 81,531.75 85,257. 85,257. 19 19 87,884.48 87,884.48 89,413.65 89,413.65 88,972.52 88,972.52 87,034.41 87,034.41 83,998.17 83,998.17 79,863.80 79,863.80 74,631.27 74,631.27 71,586.31 71,586.31 71,700.16 Reaction RE: 5,595.13 Minimum Shear. 1,398.78 BC Tension 6C Compresio 0.00 0.00 9 9 16 16 22 22 26 26 29, 29, 30, 30, 412.78 412.78 576.30 576.30 275.64 275.64 510.80 510.80 281.78 281.78 273.03 273.03 28,420.98 28,420.98 25, 25, 20, 20, 14, 14, 6, 6, 104.74 104.74 324.33 324.33 079.73 079.73 370.96 370.96 0.00 0.00 Max Tension 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Max Comp. 1,751.46 Length 28.32 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Web Tension 11,041.19 0.00 0.00 6,479.01 0.00 5,346.56 0.00 4,214.10 0.00 3,081.65 0.00 1 ,949.19 0.00 0.00 2,370.91 0.00 3,503.37 0.00 4,635.82 0.00 5,768.28 0.00 6,900.73 0.00 0.00 9,241.46 Max TC Comp.: Max BC Tension 89,413.65 30,273.03 Web Comp. Web Length 0. 1,498. 5,439. 0. 5,912. 0. 4,780. 0. 3,647. 0. 00 36 20 00 78 00 33 00 87 00 2,515.42 0.00 1,833.40 1,833.40 0.00 2,937.14 0.00 4,069.60 0.00 5,202.05 0.00 6,334.51 0.00 5,608.06 1,347.40 0.00 54 30 28 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 28 31 44 .02 .76 .95 .13 .13 .13 .13 .13 .13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 32 60 25 PP Dist. 0-2 3-0 4-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 j 20-6 22-6 24-6 26-6 ! 28-6 30-6 32-6 34-6 : 36-6 ' 38-6 40-6 42-6 44-6 45-8 1/8 44-6 1/8 STRESS ANALYSIS - PAGE 2 ^^B — Job Number: \ Job Name: f g** Ys 01 -01 70 MV TECHNICAL - BLDG1 lOP Chord Properties Chord TC BC Area 2 0 3987 6254 Location: CARLSBAD, CA Rx 1 .2435 0.6208 Date Run: 7/26/01 Joist Description; Short Span Crimp 30K216/128 Rz Ryy Y 0.7911 2.0386 1.1154 0.3951 1.2286 0.5603 Ix 3.7090 0.2410 Q 0.9348 0.9522 Mark: J23 Material 41 =4x4x.312 23 = 2x2x.163 Axial and Bending Analysis K: 1.00 Top Chord 50,000-00 Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers , Panel Point Stress Mid Panel Web Desij Member W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 , W12 W11 W10 W9 W8 : w? W6 W5 W4 W3 W2 V1 V2 Stress jn Web Tension 11,041.19 0.00 6,479.01 0.00 5,346.56 0.00 4,214.10 0.00 3,081.65 0.00 1,949.19 0.00 0.00 2,370.91 0.00 3,503.37 0.00 4,635.82 0.00 5,768.28 0.00 6,900.73 0.00 9,241.46 0.00 0.00 I Fb: Mom of Inertia: \ LL 240: 30,000.00 799.93 426.92 End Panel LE 34.00 348.35 73,267.34 15,272.58 42.98 21,547.45 199,749.78 0.9771 3049.25 2808.66 1185.73 422.32 0 16,458.31 0.7247 Allow Tension 16,235.65 11,848.68 7,818.57 14,531.25 6,183.57 11,848.68 6,183.57 9,786.93 6,183.57 8,906.25 6,183.57 7,818.57 7,818.57 6,183.57 9,786.93 6,183.57 9,786.93 6,183.57 11,848.68 6,183.57 14,531.25 7,818.57 11,848.68 16,235.65 6,183.57 6,183.57 First Panel LE 18.00 466.00 73,118.63 15,241.58 22.75 26,253.13 712,687.50 0.9936 4078.05 425.61 1585.79 64.00 0 16,827.37 0.5829 LL 240: 426.92 Interior Panel First Panel RE 24.00 187.50 14.13 534.58 89,413.65 71,586.31 18,638.28 14,922.17 19.30 1/.8ti 26,584.18 26,716.78 400,886.69 1,157,356.75 0.9814 750.00 375.00 291.64 56.39 0 0.9961 1470.43 336.51 571.79 50.60 0 18,929.92 15,493.96 0.7032 0.5604 Max Bridg TC: 24-7 5/8 = End Panel RE 20.00 441.00 71,700.16 14,945.90 25.28 23,398.55 577,276.88 0.9922 1213.75 1280.73 471 .98 192.58 0 15,417.88 0.6457 Web Comp 0.00 5,439.20 0.00 5,912.78 0.00 4,780.33 0.00 3,647.87 0.00 2,515.42 0.00 1,833.40 1,833.40 0.00 2,937.14 0.00 4,069.60 0.00 5,202.05 0.00 6,334.51 0.00 5,608.06 0.00 1,498.36 1,751.46 Allow Comp 2,050.81 5,837.07 2,390.76 8,289.18 1,197.09 5,202.72 1,197.09 4,300.54 1,197.09 2,705.21 1,197.09 2,390.76 2,390.76 1,197.09 4,300,54 1,197.09 4,300.54 1,197.09 5,202.72 1,197.09 8,289.18 2,390.76 6,031.32 3,056.17 1,743.59 2,056.55 Weld 3.5x0.215 2.7x0.138 4.0x0.109 3.2x0.125 3.3x0.109 2.3x0.138 2.6x0.109 2.2x0.113 2.0x0.109 2.0x0.125 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.113 2.2x0.109 2.4x0.113 2.9x0.109 2.5x0.138 3.6x0.109 3.4x0.125 4.3x0.109 2.7x0.138 2,9x0.215 2,0x0.109 2.0x0.109 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 1 Max Bridg BC: ; 24-6 7/8 | Gap Between Chords: 1.00 Min Weld Len 2X: 0.6812 r Max Load Fillers TC: 127,265.26 Max Load no Fillers TC: 121,877.03 ! TC OAURyy: . 277.7035 ! BC Stress: 28,682.22 SC URz: 121.4796 !• — - 1 TC Shear Stress: 2,272.84 ! BC Shear Stress: ! 8,702.35 Material RH = round 7/8 1G = 1 1/2x1 15 = 1 1/4x1 1/2 x. 138 1/4 x.109 20 = 2x2x.125 10 = 1 x1 x.109 1G = 1 1/2x1 ! 1/2 x. 138 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 18 = 1 1/4x1 1/4 x. 125 10 = 1x1 x.109 | 15 = 1 1/4x1 15 = 1 1/4x1 1/4 x.109 1/4 x.109 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10=1 x1 x.109 1C = 1 1/2x1 1/2X.113 ; 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 10 = 1x1 x.109 20 = 2x2x.125 15 = 1 1/4x1 1G = 1 1/2x1 1/4 x.109 1/2 x. 138 RH = round 7/8 J 10 = 1 x1 x.109 10 = 1x1 x.109 STRESS ANALYSIS - PAGE 1 | *^m, — Job Number WGj^Tf\ 01-0170 Job Name: MV TECHNICAL -BLDG1 • '• Vj^B W?,, Location: JL 1V-* ' CARLSBAD, CA Geometry Base Length: Working Length: \Joistbepth: 47-113/4 47-73/4 30.00 Variable Left End BC Panel 3-0 TC Panel 2-6 First Half 1 -6 : First Diag. 4-6 Depth 30.00 Loads Uniform Load in TC (plf) Right End 3-0 2-6 0-5 3/4 3-5 3/4 30.00 I, Add Load any PP (Ibs) .Additional Bending in BC (Ibs) Date Run: 7/24/01 Joist Description: Short Span Crimp 30 K2 16/1 28 Mark: J24 Efective Depth: I BC Panel Length: 28.88 1 11 @ 4-0 / \i/\l/X Shape: Parallel Chords j! \/\i/x 216.00 Live Load (plf) 1,000.00 Additional Bending in TC (Ibs) 250.00 TC Axial Load (Ibs) \i/\|//\\/^/~ 128.00 250.00 7,500.00 Stress Analysis Summary Int. Panel TC: Max Panel BC: I Reaction LE: 24.00 48.00 5,645.75 Member W2 V1S W3 W4 ; ws I W6 W7 : W8 h W9 W10 W11 W12 W13 W13 ; W12 ! W11 : W10 W9 W8 W7 : W6 W5 : W4 W3 V1S W2 Standard ' I Member V2 Reaction RE: 5,645.75 Minimum Shear 1,411.44 TC Tension TC Compresiori BC Tension 6C Compresio 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Verticals Position Interior 10,387. 10,314. 10,314. 15,418. 15,418. 57 65 65 11 11 20,212.06 20,212.06 24,405.32 24,405. 27,925. 27,925. 32 19 19 30,009.02 30,009.02 29,613.69 29,613.69 27,163.37 27,163.37 23,277.01 23,277.01 19,090.96 19,090.96 14,022.14 14,022.14 10,331.83 10,331.83 10,387.57 Max Tension 0.00 0.00 0.00 9 9 322.99 322.99 16,432.95 16 22 22 26 26 29 29 30, 30, 28, 432.95 106.87 106.87 344.76 344.76 146.61 146.61 300.34 300.34 568.03 28,568.03 25 25, 20, 20, 14, 14, 7, 7, 399.70 399.70 795.32 795.32 754.91 754.91 278.46 278.46 0.00 0.00 0 0 0 0 0. 0. 0. 0 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0.00 0. 0. Max Comji. 1,337.25 Length ~ 00 00 Web Tension 9,103. 0. 99 00 0.00 6,493.08 0.00 5,369.67 0.00 4,246.26 0.00 3,122.85 0.00 1,999.45 0.00 0.00 2,286.15 0.00 3,409.56 0.00 4,532.97 0.00 5,656.37 0.00 6,779.78 0.00 0.00 9,103.99 Max TC Comp.: Max BC Tension \ 30,009.02 30,300.34 Web Comp. Web Lengtt 0. 1,138. 6,393. 0. 5,931. 0. 00 72 36 00 38 00 4,807.97 0.00 3,684.56 0. 2,561 . 00 15 0.00 1,835.21 1,835.21 0.00 2,847.85 0.00 3,971.26 0.00 5,094.67 0.00 6,218.08 0.00 5,644.66 1,026.11 0.00 44 29 34 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 29 29 44 .61 .50 .03 .55 .55 .55 .55 .55 .55 .55 .55 .55 .55 .55 55 55 .55 .55 .55 .55 .55 55 55 45 .50 61 PP Dist. 0-2 2-6 | 3-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-6 28-6 30-6 32-6 34-6 36-6 38-6 40-6 ; 42-6 | 44-6 45-5 3/4 44-1 1 3/4 ! 28.88 1 STRESS ANALYSIS - PAGE 2 [ ISB Chord Properties Chord Area TC BC 0.6254 0 Axial and Ber K: 1.00 6254 Job Number: 01-0170 Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Rx 0.6208 0.6208 Date Run: 7/24/01 Joist Description: Short Span Crimp 30 K2 16/1 28 Rz Ryy Y 0.3951 1.2286 0.5603 0.3951 1.2286 0.5603 Ix 0.2410 0.2410 Q 0.9522 10.9522 Mark: '•• \ J24 Material 23 = 2x2x.163 23 = 2x2x.163 ding Analysis Fy: 50,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desij Member W2 W3 W4 W5 W6 W7 W8 W9 W10 ; W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Stress 3" Web Tension 9,103. 0. 6,493. 0. 5,369. 99 00 08 00 67 0.00 4,246.26 0.00 3,122.85 0.00 1 ,999.45 0.00 0.00 2,286.15 0.00 3,409.56 0.00 4,532.97 0.00 5,656.37 0.00 6,779.78 0.00 9,103.99 0.00 0.00 I Fb: Mom of Inertia: \ LL 240: 30,000.00 522.11 270.51 End Panel LE 28.00 376.71 10,387.57 8,304.33 70.86 18,077.62 73,396.54 0.9661 2408.58 1990.06 7194.42 2313.16 0 15,498.75 0.5476 First Panel LE 24.00 403.50 10,314.65 8,246.03 60.74 21,749.39 99,900.84 0.9752 2578.98 492.49 7703.39 572.45 0 15,949.42 0.4004 LL 240: 270.51 Interior Panel First Panel RE 24.00 187.50 11.75 598.98 30,009.02 10,331.83 23,990.67 38.66 8,259.77 29.74 24,896.40 25,969.09 99,900.85 416,788.66 0.9039 750.00 375.00 0.9941 3522.21 1112.72 2240.25 10520.82 435.88 8 1293.37 0 26,230.92 18,780.58 0.9818 Allow Tension 16,235.65 14,531.25 7,818.57 14,531.25 6,183.57 13,309.92 6,183.57 9,786.93 6,183.57 9,786.93 6,183.57 7,818.57 7,818.57 6,183.57 9,786.93 6,183.57 10,781.25 6,183.57 14,531.25 6,183.57 14,531.25 7,818.57 13,309.92 16,235.65 6,183.57 6,183.57 Web Comp 0.00 6,393.36 0.00 5,931.38 0.00 4,807.97 0.00 3,684.56 0.00 2,561.15 0.00 1,835.21 1,835.21 0.00 2,847.85 0.00 3,971.26 0.00 5,094.67 0.00 6,218.08 0.00 5,644.66 0.00 1,138.72 1,337.25 Allow Comp 2,663.96 7,315.94 2,070.04 7,869.33 1 ,036.50 5,031.08 1,036.50 3,757.54 1,036.50 3,757.54 1,036.50 2,070.04 2,070.04 1,036.50 3,757.54 1 ,036.50 4,119.43 1 ,036.50 7,869.33 1,036.50 7,869.33 2,070.04 5,681.50 2,663.96 1,679.82 1 ,752.33^ 0.3640 Max Bridg TC: 14-10 1/8 i End Panel RE 28.00 376.71 10,387.57 8,304.33! 70.86 18,077.62 73,396.54 0.9661 2215.91 2068.30 6618.92 2404.10 0 14,923.25 0.5510 Weld 2.9x0.215 3.4x0.125 4.0x0.109 3.2x0.125 3.3x0.109 2.1 x 0.156 2.6x0.109 2.2x0.113 2.0x0.109 2.0x0.113 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.113 2.1 x 0.109 2.1 x 0.125 2.8x0.109 2.7x0.125 3.5x0.109 3.3x0.125 4.2x0.109 2.4x0.156 2.9x0.215 2fOx 0.109 2.0x0.109 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 1 Max Bridg BC: 24-6 7/8 Gap Between Chords: 1.00 Min Weld Len 2X: ' 0.5000 [Max Load Fillers TC: 30,574.40 Max Load no Fillers TC: 26,722.60 i TC OAURyy: 465.3626 BC Stress: 28,704.05 ! SC URz: ' ! 121.4796 ! TC Shear Stress: 8,653.28 BC Shear Stress: 8,653.28 Material RH = round 7/8 20 = 2x2x.125 15 = 1 1/4x11/4 x.109 20 = 2x2x.125 10 = 1 x1x. 109 i 1J = 1 1/2 x 1 1/2 x. 156 ! 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1C = 1 1/2x1 1/2X.113 ; 10 = 1 x1 x.109 15 = 1 1/4x1 15 = 1 1/4x1 1/4 x.109 | 1/4 x.109 | 10= 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1E = 1 1/2x1 1/2 x .125 ; 10 = 1 x1 x.109 20 = 2x2x.125 10 = 1x1 x.109 20 = 2x2x.125 [ 15 = 1 1/4x1 1J = 1 1/2x1 1/4 x.109 1/2x .156 RH = round 7/8 i 10 = 1 x1 x.109 10 = 1x1 x.109 | STRESS ANALYSIS - PAGE 1 i ^•i — Job Number:f m^f\ 01-0170 Job Name: MV TECHNICAL -BLDG1 • ' %-^B ^. Location: ^L W^-* ' CARLSBAD, CA Geometry Base Length: Working Length: I Joist Depth: 47-103/4 47-63/4 [30.00 Variable Left End BC Panel 4-0 TC Panel 3-0 First Half 0-6 First Diag. 4-6 Depth 30.00 Loads , Uniform Load in TC (plf) Right End 3-0 2-0 0-43/4 3-4 3/4 30.00 c. Add Load any PP (Ibs) Additional Bending in BC (Ibs) Stress Analysis Summary •V__ Date Run: 7/24/01 Joist Description: Short Span Crimp 30 K2 16/1 28 Elective Depth: BC Panel Length: 28.88 J11@4-0 1 /\/\\y\/ Mark: •. J25 ! Shape: i Parallel Chords i \/\L/'x 216.00 .Live Load (plf) 1,000,00 ! Additional Bending in TC (Ibs) 250.00 'TC Axial Int. Panel TC: Max Panel BC: I Reaction LE: 24.00 48.00 5,636.75 Member W2 V1S W3 W4 W5 W6 W7 W8 ; W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 V1S W2 Standard ' Member V2 Reaction RE: 5,636.75 Load (Ibs) Minimum Shear 1,409.19 TC Tension tC Compresiorj BC Tension £C Compresior1 Web Tension 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Verticals Position Interior 11,993.22 11,847.37 11,847.37 15,400.34 15,400.34 20,183.08 20,183.08 24,351.72 24,351.72 27,856.63 27,856.63 29,925.50 29,925.50 29,497.89 29,497.89 27,032.62 27,032.62 23,131.30 23,131.30 18,970.46 18,970.46 13,890.42 13,890.42 10,318.62 10,318.62 10,427.31 0.00 0.00 9,306.78 9,306.78 16 16 ,401.78 ,401.78 22,060.75 22,060.75 26,283.68 26,283.68 29,070.57 29 30 30 28 ,070.57 ,192.02 ,192.02 ,444.76 28,444.76 25,261.46 25,261.46 20 20 14 14 7 7 ,642.13 ,642.13 ,586.76 ,586.76 ,095.35 ,095.35 0.00 0.00 Max Tension 0.00 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 00 00 00 00 00 00 00 00 00 00 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 Max Comp. 1,357.67 Length 10,965.99 0.00 0.00 6,481.38 0.00 5,357.97 0.00 4,234.56 0.00 3,111.15 0.00 1,987.74 0.00 0.00 2,297.85 0.00 3,421.26 0.00 4,544.67 0.00 5,668.08 0.00 6,791.48 0.00 0.00 9,173.50 \/\y /\\AJ/ 128.00 250.00 7,500.00 Max TC Comp.: Max BC Tension I j 29,925.50 30,192.02 ; Web Comp. Web Length 0. 1,197. 00 87 5,477.27 0.00 5,919.67 0. 4,796. 0. 3,672. 0. 00 27 00 86 00 2,549.45 0.00 1 ,832.28 1,832.28 0.00 2,859.56 0.00 3,982.96 0.00 5,106.37 0.00 6,229.78 0.00 5,665.11 1,068.73 0.00 54 31 29 37 37 37 37 37 37 37 37 37 37 37 .31 .27 .50 55 55 55 .55 .55 55 55 55 55 55 55 37.55 37 37 37 37 37 37 37 37 29 31 44 55 55 55 55 55 55 55 55 27 27 61 PP Dist. 0-2 i 3-0 ; 4-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 ! 24-6 26-6 28-6 30-6 32-6 : 34-6 36-6 38-6 40-6 42-6 44-6 45-103/4 i 44-103/4 28.88J STRESS ANALYSIS - PAGE 2 ! "W^Lti Job Number 01-0170 Job Name: MV TECHNICAL -BLDG1 • ' »_"^B ^, Location: ^L V^-l CARLSBAD, CA Chord Properties Chord Area TC BC 0.6254 0.6254 Rx 0.6208 0.6208 Rz 0.3951 0.3951 Date Run: ; 7/24/01 Joist Description: Short Span Crimp 30K216/128 Ryy Y 1 .2286 0.5603 1 .2286 0.5603 Ix 0.2410 0.2410 Q 0.9522 0.9522 Mark: \ J25 I Material : i 23 = 2x2x.163 | 23 = 2x2 x. 163 •! Axial and Bending Analysis : K: Fy: 1 .00 50,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb : Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desij Member W2 W3 W4 1 W5 W6 : W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Stress jn Web Tension 10,965.99 0.00 6,481.38 0.00 5,357.97 0.00 4,234.56 0.00 3,111.15 0.00 1,987.74 0.00 0.00 2,297.85 0.00 3,421.26 0.00 4,544.67 0.00 5,668.08 0.00 6,791.48 0.00 9,173.50 0.00 0.00 I Fb: Mom of Inertia: I LL 240: 30,000.00 522.11 271.93 End Panel LE 34.00 348.35 11,993.22 9,587.96 86.05 15,603.49 49,777.58 0.9422 3049.25 2808.66 9108.10 3264.66 0 18,696.06 0.7478 First Panel LE 18.00 466.00 11,847.37 9,471.37 45.55 23,986.97 177,601.50 0.9840 4078.05 425.61 12181.12 494.72 0 21,652.48 0.4129 Allow Tension 16,235.65 13,309.92 7,818.57 14,531.25 6,183.57 13,309.92 6,183.57 9,786.93 6,183.57 9,786.93 6,183.57 7,818.57 7,818.57 6,183.57 9,786.93 6,183.57 10,781.25 6,183.57 14,531.25 6,183.57 14,531.25 7,818.57 13,309.92 16,235.65 6,183.57 6,183.57 LL 240: 271.93 : Interior Panel First Panel RE 24.00 187.50 16.75 484.66 29,925.50 10,318.62 23,923.90 8,249.21 38.66 42.39 24,896.40 24,412.91 99,900.85 205,098.28 0.9042 750.00 375.00 2240.25 435.88 8 0.9879 1713.58 95.13 5118.46 110.58 0 26,164.15 13,367.67 0.9791 Web Comp 0.00 5,477.27 0.00 5,919.67 0.00 4,796.27 0.00 3,672.86 0.00 2,549.45 0.00 1,832.28 1,832.28 0.00 2,859.56 0.00 3,982.96 0.00 5,106.37 0.00 6,229.78 0.00 5,665.11 0.00 1,197.87 1,357.67 Allow Comp 1 ,797.05 5,662.32 2,070.04 7,869.33 1 ,036.50 5,031.08 1,036.50 3,757.54 1,036.50 3,757.54 1,036.50 2,070.04 2,070.04 1,036.50 3,757.54 1,036.50 4,119.43 1,036.50 7,869.33 1,036.50 7,869.33 2,070.04 5,751.14 2,663.96 1,494.32 1,752.33 0.3419 Max Bridg TC: 14-101/8 ! End Panel RE 22.00 420.55 10,427.31 8,336.10 55.68 20,277.03 118,890.26 0.9790 1487.55 1441.70 4443.32 1675.77 0 12,779.41 0.4729 Weld 3.4x0.215 2.4x0.156 4.0x0.109 3.2x0.125 3.3x0.109 2.1 x 0.156 2.6x0.109 2.2x0.113 2.0x0.109 2.0x0.113 2.0 x 0.109 2.0x0.109 2.0x0.109 .2.0x0.109 2.0x0.113 2.1 x 0.109 2.1 x 0.125 2.8 x 2.8 x 3.5 x 3.4 x 4.2 x 0.109 0.125 0.109 0.125 0.109 2.4x0.156 2.9 x 2.0 x 2.0 x 0.215 0.109 0.109 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 1 Max Bridg BC: ' 24-6 7/8 I Gap Between Chords:1.00 ; Min Weld Len 2X: j 0.5000 ! , Max Load Fillers TC: 30,574.40 Max Load no Fillers TC: 26,722.60 TC OAURyy: 464.5487 SC Stress: '• 28,617.46 BC URz: 121.4796 TC Shear Stress: I 8,725.47 SC Shear Stress: 8,725.47 Material RH = round 7/8 1J = 1 1/2x1 15=1 1/4x1 1/2 x. 156 1/4 x.109 20 = 2x2x.125 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x .156 10 = 1 x1 x.109 1C = 1 1/2x1 1/2X.113 •! 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 | 10 = 1x1 x.109 15=1 1/4x1 15 = 1 1/4x1 1/4 x.109 1/4 x.109 10 = 1x1 x.109 j 1C = 1 1/2x1 1/2 x. 113 i 10 = 1x1 x.109 1E = 1 1/2x1 1/2 x. 125 10 = 1 x1 x.109 20 = 2x2x.125 10 = 1 x1 x.109 20 = 2x2x.125 i 15 = 1 1/4x1 1/4 x 1J = 1 1/2x1 1/2 -x .109 .156 RH = round 7/8 J 10 = 1 x1 x.109 10 = 1 x1 x.109 STRESS ANALYSIS - PAGE 1 Job Number 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Date Run: , 7/26/01 ! Joist Description: Short Span Crimp 30K216/128 Mark: \ J23A | Geometry Base Length: 48-0 Variable BC Panel TC Panel First Half First Diag. Depth Loads Working Length: 47-8 Joist Depth: 30.00 Efective Depth: 28.88 BC Panel Length: 11 @ 4-0 Shape: Parallel Chords Left End 4-0 3-0 0-6 4-6 30.00 Right End 3-0 2-0 0-6 3-6 30.00 Uniform Load in TC (plf) Add Load any PP (Ibs) Additional Bending in BC (Ibs) 216.00 1,000.00 250.00 • Live Load (plf) I Additional Bending in TC (Ibs) TC Axial Load (Ibs) 128.00 250.00 7,500.00 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 nLE: 00 Reaction RE: 5,648.00 Minimum Shear: 1,412.00 Max TC Com p.: 30,029.91 Max BC Tension 30,327.42 Member W2 V1S W3 ' W4 W5 W6 W7 , W8 W9 W10 . W11 W12 W13 W13 W12 W11 : W10 W9 W8 W7 W6 W5 W4 W3 : V1S ; W2 TC Tension TC Compresio 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12,006.66 11,860.81 11,860.81 15,422.55 15,422.55 20,219.31 20,219.31 24,418.72 24,418.72 27,942.33 27,942.33 30,029.91 30,029.91 29,642.64 29,642.64 27,196.06 27,196.06 23,313.44 23,313.44 19,121.09 19,121.09 14,055.07 14,055.07 10,325.05 10,325.05 10,437.24 BC Tension BC Compresio 0.00 0.00 9,327.04 9,327.04 16,440.74 16,440.74 22,118.40 22,118.40 26,360.03 26,360.03 29,165.62 29,165.62 30,327.42 30,327.42 28,598.85 28,598.85 25,434.25 25,434.25 20,833.62 20,833.62 14,796.94 14,796.94 7,324.23 7,324.23 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Web Tension 10,987.15 0.00 0.00 6,496.01 0.00 5,372.60 0.00 4,249.19 0.00 3,125.78 0.00 2,002.37 0.00 0.00 2,283.22 0.00 3,406.63 0.00 4,530.04 0.00 5,653.45 0.00 6,776.86 0.00 0.00 9,190.87 Web Comp. Web Length 0.00 1,198.39 5,488.76 0.00 5,934.30 0.00 4,810.89 0.00 3,687.48 0.00 2,564.08 0.00 1,835.94 1,835.94 0.00 2,844.93 0.00 3,968.34 0.00 5,091.74 0.00 6,215.15 0.00 5,709.37 1,081.44 0.00 54.31 31.27 29.50 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 29.50 31.27 44.61 PP Dist. 0-2 3-0 4-0 4-6 6-6 _, 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-6 28-6 30-6 32-6 34-6 36-6 38-6 40-6 42-6 44-6 46-0 45-0 Standard Verticals Member V2 Position Interior Max Tension 0.00 Max Comp. 1,332.15 Length 28.88 STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Date Run: 7/26/01 Joist Description: Short Span Crimp 30 K2 16/1 28 Mark: J23A | Chord Properties Chord TC BC Area 0.6254 0.6254 Rx 0.6208 0.6208 Rz 0.3951 0.3951 Ryy 1 .2286 1 .2286 Y 0.5603 0.5603 Ix 0.2410 0.2410 Q 0.9522 0.9522 Material j 23 = 2x2x.163 j 23 = 2x2 x. 163 Axial and Bending Analysis K: Fy: \ Fb: Mom of Inertia: LL 240: LL 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 |30,000.00 522.11 270.15 270.15 14-10 1/8 24-6 7/8 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress End Panel LE 34.00 348.35 12,006.66 9,598.71 86.05 15,603.49 49,777.58 0.9422 3049.25 2808.66 9108.10 3264.66 0 18,706.80 0.7486 First Panel LE 18.00 466.00 11,860.81 9,482.11 45.55 23,986.97 177,601.50 0.9840 4078.05 425.61 12181.12 494.72 0 21,663.23 0.4133 Interior Panel 24.00 187.50 30,029.91 24,007.37 38.66 24,896.40 99,900.85 0.9039 750.00 375.00 2240.25 435.88 8 26,247.61 0.9824 First Panel RE 18.00 466.00 10,325.05 8,254.35 45.55 23,986.97 177,601.50 0.9861 1699.72 61.10 5077.05 I 71.02 0 13,331.40 0.3467 End Panel RE 22.00 420.55 10,437.24 8,344.04 55.68 20,277.03 118,890.26 0.9789 1534.51 1422.41 4583.57 1653.34 0 12,927.61 0.4724 Gap Between Chords: 1.00 \MinWeldLen2X: 0.5000 Max Load Fillers TC: 30,574.40 Max Load no Fillers TC: 26,722.60 TC OAL/Ryy; 465.5661 BC Stress: 28,725.70 SC URz: 121.4796 TC Shear Stress; 8,743.52 BC Shear Stress: [8,743.52 Web Design Member W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Web Tension 10,987.15 0.00 6,496.01 0.00 5,372.60 0.00 4,249.19 0.00 3,125.78 0.00 2,002.37 0.00 O.OQ 2,283.22 0.00 3,406.63 0.00 4,530.04 0.00 5,653.45 0.00 6,776.86 0.00 9,190.87 0.00 0.00 Allow Tension 16,235.65 13,309.92 7,818.57 14,531.25 6,183.57 13,309.92 6,183.57 9,786.93 6,183.57 9,786.93 6,183.57 7,818.57 7,818.57 6,183.57 9,786.93 6,183.57 10,781.25 6,183.57 14,531.25 6,183.57 14,531.25 7,818.57 14,531.25 12,367.14 12,367.14 6,183.57 Web Comp 0.00 5,488.76 0.00 5,934.30 0.00 4,810.89 0.00 3,687.48 0.00 2,564.08 0.00 1,835.94 1,835.94 0.00 2,844.93 0.00 3,968.34 0.00 5,091.74 0.00 6,215.15 0.00 5,709.37 0.00 1,198.39 1,332.15 Allow Comp 1,797.05 5,662.32 2,070.04 7,869.33 1,036.50 5,031.08 1,036.50 3,757.54 1,036.50 3,757.54 1 ,036.50 2,070.04 2,070.04 1,036.50 3,757.54 1,036.50 4,119.43 1 ,036.50 7,869.33 1,036.50 7,869.33 2,070.04 8,217.29 3,587.10 6,818.31 1,752.33 Weld 3.4x0.215 2.4x0.156 4.0x0.109 3.2 x 0.125 3.3x0.109 2.1 x 0.156 2.6x0.109 2.2x0.113 2.0x0.109 2.0x0.113 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.113 2.1 x 0.109 2.1 x 0.125 2.8x0.109 2.7x0.125 3.5x0.109 3.3x0.125 4.2x0.109 3.1 x 0.125 5.7x0.109 2.0x0.109 2.0x0.109 Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 1 Material RH = round 7/8 1J = 1 1/2x1 1/2 x. 156 15 = 1 1/4x1 1/4 x. 109 20 = 2x2x.125 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x. 156 10=1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1C = 1 1/2x1 1/2X.113 10 = 1x1 x.109 15 = 1 1/4x1 1/4 x.109 15 = 1 1/4x1 1/4 x.109 10 = 1 x 1 x.109 1C = 1 1/2x1 1/2X.113 10 = 1 x1 x.109 1.E = 1 1/2x1 1/2 x. 125 10 = 1 x1 x.109 20 = 2x2x.125 10 = 1x1 x.109 20 = 2x2x.125 15 = 1 1/4x1 1/4 x.109 | 20 = 2x2x.125 10 = 1 x1 x.109 10 = 1x1 x.109 f 10 = 1 x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 30K216/128 MARK: J23A "AXIAL LOAD AND BENDING". END PANEL 1 Leg = Thickness = Fy = Gap = K = Length = TCANQLES 2.000 in. 0.163 in. 50.000 ksi 1.000 in 1.000 22.000 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 In. h = 0.750 in. PLATE CTR. PROPERTIES: At = ltx = rtx = Panel P. Stx = Hid Panel Stx ~ 3.251 in"2 2.238 inn4 0.830 in 1.310 in"3 1.732 in"3 Gravity Axial Load = 10,437.24 Ibs. Lateral axial load = 7,500.00 Ibs. Bending Load = 420.55 Ibs./ ft. Bearing Depth = 3.00 in. Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Fe = Cm = 1.708 in 14,928.67 Ibs-ln. 14,001.05 Ibs-in. 3,210.61 psi 11,392.04 psi 8,084.29 psi 30,000.00 psi 55.68 109.65 22,530.03 psi 48.170.55 psi 0.98 Kl/rx = Ce = Fa = Fe = Cm = 26.52 109.65 26,325.74 psi 212,402.91 psi 1.00 No filler Panel point <• 0.6 Fy • 30,000.00 psi fa + fb- 14,602.65 OK With filler Panel point <• 0.6 Fy ' fa+fb i 30,000.00 psi 14,602.65 OK Mid panel <• fa/Fa + Cm*fb/((1-fa/FerQ'Fb) i 1.00 0.44 OK Mid panel <• fa/Fa + Cmfb/((1-fa/F*erQ'Fb) i 1.00 0.41 OK STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Joist Description: Short Span Crimp Date Run: 7/26/01 30K216/128 Mark: J26 Geometry Base Length: 47-4 1/4 Variable BC Panel Working Length: \JoistDepth: 47-01/4 {30.00 Left End RighTEnd Efective Depth: 28.72 BC Panel Length: 11 @4-0 Shape: Parallel Chords 4-0 TC Panel First Half First Diag. Depth 2-6 0-3 4-3 30.00 3-0 2-0 0-1 1/4 3-1 1/4 30.00 Loads Uniform Load in TC (plf)216.00; !Live Load (plf)128.00 Add Load any PP (Ibs)1,000.001 .Additional Bending in TC (Ibs)250.00 Additional Bending in BC (Ibs)250.00! TC Axial Load (Ibs)43,400.00 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,578.25 Reaction RE: 5,578.25 Minimum Shear 1,394.56 Max TCComp.: 54,646.11 Max BC Tension 29,716.99 Member W2 V1S W3 W4 : W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 V1S W2 TC Tension tC Compresior BC Tension BC Compresiori Web Tension 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 38,947.59 38,740.31 38,740.31 41,930.70 41,930.70 46,733.92 46,733.92 50,454.23 50,454.23 53,091.63 53,091.63 54,646.11 54,646.11 54,311.48 54,311.48 52,446.79 52,446.79 49,499.18 49,499.18 45,468.67 45,468.67 40,355.25 40,355.25 37,227.19 37,227.19 37,326.59 0.00 0.00 8,764.01 8,764.01 15,890.23 15,890.23 21,572.58 21,572.58 25,811.05 25,811.05 28,605.63 28,605.63 29,716.99 29,716.99 27,952.67 27,952.67 24,744.47 24,744.47 20,092.39 20,092.39 13,996.43 13,996.43 6,456.59 6,456.59 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11,000.48 0.00 0.00 6,490.00 0.00 5,364.08 0.00 4,238.16 0.00 3,112.24 0.00 1,986.32 0.00 0.00 2,308.85 0.00 3,434.77 0.00 4,560.69 0.00 5,686.61 0.00 6,812.52 0.00 0.00 9,111.98 Web Comp. Web Lengtr 0.00 1,383.74 5,414.55 0.00 5,927.04 0.00 4,801.12 0.00 3,675.20 0.00 2,549.28 0.00 1,817.32 1,817.32 0.00 2,871.81 0.00 3,997.73 0.00 5,123.65 0.00 6,249.56 0.00 5,568.27 1,158.94 0.00 54.23 33.90 28.88 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 37.43 28.75 31.13 44.51 PP Dist. 0-2 2-6 4-0 4-3 6-3 8-3 10-3 12-3 14-3 16-3 18-3 20-3 22-3 24-3 26-3 28-3 30-3 32-3 34-3 36-3 38-3 40-3 42-3 44-3 45-4 1/4 44-4 1/4 Standard Verticals __ Member Position Max Tension I Max Comp. Length V2 Interior 0.00 1,491.69 28.72: STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Date Run: 7/26/01 Joist Description: Short Span Crimp 30K216/128 Merit:J26 ; Chord Properties Chord TC BC Area 1.1875 0.6254 Rx 0.7695 0.6208 Rz 0.4915 0.3951 Ryy 1.4400 1 .2286 r Y 0.7171 0.5603 Ix 0.7031 0.2410 Q 1 .0000 0.9522 Material : 2F = 21/2x21/2x.250 i 23 = 2x2x.163 , Axial and Bending Analysis K: Fy: 1.00 50,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress \Fb: Mom of inertia: LL240: LL240: MaxBridgTC: Max Bridg BC: 30,000.00 676.89 364.87 364.87 17-43/4 24-67/8 End Panel LE 28.00 376.71 38,947,59 16,398,98 56.97 20,904.67 112,783.26 0.9564 2275.72 2043.85 2885.17 1042.22 0 19,284.15 0.8233 First Pane) LE 21.00 430.29 38,740.31 16,311.71 42.73 25,443.16 200,503.56 0.9756 2598.77 141.28 3294.73 72.04 0 19,606.44 0.6437 Interior Panel 24.00 187.50 54,646.11 23,008.89 31.19 27,004.53 153,510.53 0.9400 750.00 375.00 950.85 191.22 0 23,959.74 0.8591 First Panel RE 13.25 555.62 37,227.19 15,674.61 26.96 27,520.45 503,650.09 0.9907 1869.26 598.61 2369.86 305.25 0 18,044.46 0.5800 End Panel RE 22.00 420.55 37,326.59 15,716.46 44.76 22,631.05 182,690.23 0.9742 1415.55! 1471.54 1794.65 750.38 0 17,511.11 0.7211 Gap Between Chords: 1.00 Min Weld Len 2X: 0.5000 Max Load Fillers TC: 63,675.04 Max Load no Fillers TC: 57,848.39 TC OAL/Ryy: 391.8530 BC Stress: 28,237.70 SC URz: 121.4796 I TC Shear Stress: 4,508.20 SC Shear Stress: 8,635.68 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 11,000.48 16,235.65 0.00 1,853.65 3.4x0.215 RH = round 7/8 W3 0.00 11,848.68 5,414.55 5,423.44 2.6x0.138 1G = 1 1/2x1 1/2 x.138 W4 6,490.00 7,818.57 0.00 2,142.43 4.0x0.109 15 = 1 1/4x1 1/4 x.109 W5 0.00 14,531.25 5,927.04 7,973.88 3.2x0.125 = 2x2x.125 W6 5,364.08 6,183.57 0.00 1,072.74 3.3x0.109 10 = 1 x1 x.109 W7 0.00 13,309.92 4,801.12 5,207.02 2.1 x 0.156 1J = 1 1/2x1 1/2 x.156 W8 4,238.16 6,183.57 0.00 1,072.74 2.6x0.109 10 = 1 x1 x.109 W9 0.00 9,786.93 3,675.20 3,888.95 2.2x0.113 1C = 1 1/2x1 1/2 x.113 W10 3,112.24 6,183.57 0.00 1,072.74 2.0x0.109 10 = 1 x1 x.109 W11 0.00 9,786.93 2,549.28 3,888.95 2.0x0.113 1C = 1 1/2x1 1/2X.113 W12 1,986.32 6,183.57 0.00 1,072.74 2.0x0.109 10 = 1 x1 x.109 W13 0.00 7,818.57 1,817.32 2,142.43 2,0x0.109 15=1 1/4x1 1/4 x.109 W13 0.00 7,818.57 1,817.32 2,142.43 2.0x0.109 15 = 1 1/4x1 1/4 x.109 W12 2,308.85 6,183.57 0.00 1,072.74 2.0x0.109 10 = 1 x1 x.109 W11 0.00 9,786.93 2,871.81 3,888.95 2.0x0.113 1C = 1 1/2x1 1/2X.113 W10 3,434.77 6,183.57 0.00 1,072.74 2,1 x 0.109 10 = 1 x1 x.109 W9 0.00 10,781.25 3,997.73 4,263.49 2.2x0.125 1E = 1 1/2x1 1/2 x.125 W8 4,560.69 6,183.57 0.00 1,072.74 2.8x0.109 10 = 1 x1 x.109 W7 0.00 13,309.92 5,123.65 5,207.02 2.2x0.156 1J = 1 1/2x1 1/2 x.156 W6 5,686.61 6,183.57 0.00 1,072.74 3.5x0.109 10 = 1 x1 x.109 W5 0.00 14,531.25 6,249.56 7,973.88 3.4x0.125 20 = 2x2x.125 W4 6,812.52 7,818.57 0.00 2,142.43 4.2x0.109 15 = 1 1/4x1 1/4 x.109 W3 0.00 13,309.92 5,568.27 6,110.88 2.4x0.156 1J = 1 1/2x1 1/2 x.156 W2 9,111.98 16,235.65 0.00 2,751.94 2.9x0.215 RH = round 7/8 V1 0.00 7,818.57 1,383.74 2,612.31 2.0x0.109 15 = 1 1/4x1 1/4 x.109 V2 0.00 6,183.57 1,491.69 1,821.72 2.0x0.109 10 = 1x1 x.109 STRESS ANALYSIS • PAGE 1 Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Date Run; 7/25/01 I Joist Description: Short Span Crimp 30K216/128 Mark: I J27 Geometry Base Length: 48-0 Variable BC Panel TC Panel First Half First Diag. Depth Working Len 47-8 Left End 4-0 3-0 0-6 4-6 30.00 gth:Joist Depth: Elective De 30.00 28.88 Right End 3-0 2-4 0-6 3-6 30.00 6 \ <\ . /\v\y \, BC Panel Length: 11 @ 4-0 Shape: \ Parallel Chords i Loads Uniform Load in TC (plfj 216.00 Live Load (plf)128.00 Add Load any PP (Ibs)1,000.00 (Additional Bending in TC (Ibs)250.00 Additional Bending in BC (ibs)250.00! TC Axial Load (Ibs)7,500.00 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,648.00 Reaction RE: 5,648.00 Minimum Shear 1,412.00 Max TC Comp.: 30,029.90 Max BC Tension 30,327.42 ' Member W2 V1S W3 , W4 W5 W6 W7 W8 W9 W10 W11 : W12 W13 W13 W12 W11 ! W10 W9 W8 W7 W6 W5 W4 W3 V1S W2 TC Tension tC Compresior BC Tension BC Compressor 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12,006.66 11,860.81 11,860.81 15,422.55 15,422.55 20,219.31 20,219.31 24,418.72 24,418.72 27,942.33 27,942.33 30,029.90 30,029.90 29,642.64 29,642.64 27,196.06 27,196.06 23,313.44 23,313.44 19,121.09 19,121.09 14,055.07 14,055.07 10,330.66 10,330.66 10,405.45 0.00 0.00 9,327.04 9,327.04 16,440.74 16,440.74 22,118.40 22,118.40 26,360.03 26,360.03 29,165.62 29,165.62 30,327.42 30,327.42 28,598.85 28,598.85 25,434.25 25,434.25 20,833.62 20,833.62 14,796.94 14,796.94 7,324.23 7,324.23 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Web Tension 10,987.15 0.00 0.00 6,496.01 0.00 5,372.60 0.00 4,249.19 0.00 3,125.78 0.00 2,002.37 0.00 0.00 2,283.22 0.00 3,406.63 0.00 4,530.04 0.00 5,653.45 0.00 6,776.86 0.00 0.00 9,135.27 Web Comp. Web Length 0.00 1,198.39 5,488.76 0.00 5,934.30 0.00 4,810.89 0.00 3,687.48 0.00 2,564.08 0.00 1 ,835.94 1,835.94 0.00 2,844.93 0.00 3,968.34 0.00 5,091.74 0.00 6,215.15 0.00 5,672.60 1 ,042.54 0.00 54.31 31.27 29.50 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 29.50 29.97 44.61 PP Dist. 0-2 3-0 4-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 j 26-6 I 28-6 30-6 32-6 34-6 36-6 38-6 40-6 42-6 44-6 45-8 45-0 Standard Verticals ___^__^____ Member Position Max Tension [ Max Comp. Length V2 Interior 0.00 1,332.15 28.88 STRESS ANALYSIS - PAGE 2 | ^^M — Jod Number: Job Name: W m£^f\ 01-0170 MV TECHNICAL - BLDG1 Chord Properties Chord TC BC Area 0 6254 0.6254 Axial and Ber K: 1.00 Top Chord Location: CARLSBAD, CA Rx 0.6208 0.6208 Rz 0.3951 0.3951 Date Run: \ 7/25/01 : Joist Description: Short Span Crimp 30K216/128 Ryy Y 1.2286 0.5603 1.2286 0.5603 Ix 0.2410 0.2410 Mark: I J27 Q 0.9522 0.9522 Material ; 23 = 2x2x.163 23 = 2x2x.163 i ding Analysis Fy: 50,000 Check 00 Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb , Fillers : Panel Point Stress Mid Panel Stress Web Design Member W2 W3 W4 : W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Web Tension 10,987.15 0.00 6,496.01 0.00 5,372.60 0.00 4,249.19 0.00 3,125.78 0.00 2,002.37 0.00 0.00 2,283.22 0.00 3,406.63 0.00 4,530.04 0.00 5,653.45 0.00 6,776.86 0.00 9,135.27 0.00 0.00 Fb: Mom of Inertia: LL 240: 30,000.00 522.11 270.15 End Panel LE 34.00 348.35 12,006.66 9,598.71 86.0b 15,603.49 49,777.58 0.9422 3049.25 2808.66 9108.10 3264.66 0 18,706.80 0.7486 First Panel LE 18.0G 466.00 11,860.81 9,482.11 45.55 23,986.97 177,601.50 0.9840 4078.05 425.61 12181.12 494.72 0 21,663.23 Allow Tension 16,235.65 13,309.92 7,818.57 14,531.25 6,183.57 13,309.92 6,183.57 9,786.93 6,183.57 9,786.93 6,183.57 7,818.57 7,818.57 6,183.57 9,786.93 6,183.57 10,781.25 6,183.57 14,531.25 6,183.57 14,531.25 7,818.57 14,531.25 12,367.14 12,367.14 6,183.57 0.4133 LL 240: 270.15 : Interior Panel First Panel RE 24.00 187.50 14.00 537.43 30,029.90 10,330.66 24,007.37 8,258.83 38.66 35.43 24,896.40 25,298.75 99,900.85 293,586.16 0.9039 750.00 375.00 2240.25 435.88 8 0.9916 2634.68 699.86 7869.77 813.49 0 26,247.61 16,128.60 0.9824 Web Comp 0.00 5,488.76 0.00 5,934.30 0.00 4,810.89 0.00 3,687.48 0.00 2,564.08 0.00 1,835.94 1,835.94 0.00 2,844.93 0.00 3,968.34 0.00 5,091.74 0.00 6,215.15 0.00 5,672.60 0.00 1,198.39 1,332.15 Allow Comp 1,797.05 5,662.32 2,070.04 7,869.33 1,036.50 5,031.08 1,036.50 3,757.54 1,036.50 3,757.54 1,036.50 2,070.04 2,070.04 1,036.50 3,757.54 1,036.50 4,119.43 1,036.50 7,869.33 1,036.50 7,869.33 2,070.04 8,217.29 3,587.10 7,158.35 1,752.33 0.3555 Max Bridg TC: 14-10 1/8 E End Panel REj 26.00 389.08 10,405.45 8,318.63 65.80 18,841.23 85,122.61 0.9707 1908.12 1868.75 5699.55 2172.15 0 14,018.17 0.5233 Weld 3.4x0.215 2.4x0.156 4.0x0.109 ' 3.2x0.125 3.3x0.109 2.1 x 0.156 2.6x0.109 2.2x0.113 2.0x0.109 2.0x0.113 2.0x0.109 2.0x0.109 2.0x0.109 2.0 x 0.109 2.0x0.113 2.1 x 0.109 2.1 x 0.125 2.8x0.109 2.7x0.125 3.5 x 3.3 x 4.2 x 3.1 x 5.6 x 2.0 x 2.0 x 0.109 0.125 0.109 0.125 0.109 0.109 0.109 Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 1 Max Bridg BC: \ 24-6 7/8 Gap Between Chords: , ; 1.00 Min Weld Len 2X: 0.5000 ! Max Load Fillers TC: , ; 30,574.40 i I Max Load no Fillers TC: 26,722.60 TC OAL/Ryy: - 465.5661 6C Stress: 28,725.70 BC URz: 121.4796 TC Shear Stress: 8,685.76 BC Shear Stress; ! 8,685.76 | Material RH = round 7/8 1J = 1 1/2x1 1/2 x 15 = 1 1/4x1 .156 1/4 x .109 20 = 2x2x .125 i 10=1 x1 x.109 J 1J = 1 1/2x1 1/2 x .156 10 = 1 x1 x.109 1C = 1 1/2x11/2 x. 113 10 = 1 x1 x.109 1C = 1 1/2x11/2 x. 113 10 = 1 x1 x.109 15 = 1 1/4x1 1/4 x 15 = 1 1/4x1 1/4 x .109 .109 10 = 1 x1x.109 ;| 1C = 1 1/2x1 1/2 x .113 10 = 1 x1 x.109 1E=1 1/2x1 1/2 x. 125 10 = 1 x1 x.109 20 = 2x2x.125 10 = 1x1 x.109 20 = 2x2x.125 ! 15 = 1 1/4x1 1/4 x .109 20 = 2x2 x. 125 10 = 1 x1 x.109 j 10 = 1x1 x.109 10 = 1x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 30K216/128 MARK: J27 "AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.163 in. 50.000 ksi 1.000 in 1.000 26.000 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTR. PROPERTIES: At = ltx = rtx = Panel P. Stx = Mid Panel Stx = 3.251 in"2 2.238 inM 0.830 In 1.310 in*3 1.732 in"3 Gravity Axial Load = 10,405.45 Ibs. Lateral axial load = 7,500.00 Ibs. Bending Load = 389.08 Ibs./ ft. Bearing Depth = 3.00 in. Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Fe = Cm = 1.708 in 15,548.17 Ibs-in. 14,349.52 Ibs-in. 3,200.83 psi 11,864.78psi 8,285.49 pai 30,000.00 psi 65.80 109.65 20,934.70 pst 34,488.97 psi 0.97 Kl/rx = Cc = Fa = Fe = Cm = 31.34 109.65 25,785.95 psi 152,075.45 psi 0.99 No filler Pans! point <• 0.6 Fy • 30,000.00 psi fa + fb» 15,065.61 OK With filler Panel point <• 0.6 Fy ' fa+fb> 30,000.00 psi 15.065.61 OK Mid panel <• fa/Fa + Cm*fb/((1-fa/F'«»-Q-Fb) i 1.00 0.46 OK Mid panel <* fa/Fa + Cm"Tb/((1-Ta/FerQ*Fb} i 1.00 0.42 OK STRESS ANALYSIS - PAGE 1 Job Number 01-0170 Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Date Run: 7/25/01 Joist Description: Short Span Crimp 30K216/128 Mark: \ J28 Geometry 8ase Length: 48-0 Working Length: 47-8 Variable BC Panel TC Panel First Half First Diag. Depth Left End 3-0 2-6 1-6 4-6 30.00 Right End 3-0 2-0 0-6 3-6 30.00 pth:BC Panel Length: 11 @ 4-0 Shape: \ Parallel Chords Loads Uniform Load in TC (plf)216.00;iLiveLoad(plf)128.00 Add Load any PP (Ibs)1.000.00| j Additional Bending in TC (Ibs)250.00 Additional Bending in BC (Ibs) Stress Analysis Summary 250.00'TC Axial Load (Ibs)9,500.00 , Int. Panel TC 24.00 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 V1S W2 ;.• I Max Panel BC: I Reaction LE: Reaction RE: Minimum Shear: 1 48. 00 1 5,648.00 5,648.00 1,412.00 TC Tension tC Compresior! BC Tension BC Compresio 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11,889.56 11,816.64 11,816.64 16,922.55 16,922.55 21,719-31 21,719.31 25,439.04 25,439.04 28,081.75 28,081.75 30,029.91 30,029.91 29,642.64 29,642.64 27,522.04 27,522.04 24,610.08 24,610.08 20,621.09 20,621.09 15,555.07 15,555.07 11,825.05 11,825.05 11,937.24 0.00 0.00 9,327.04 9,327.04 16,440.74 16,440.74 22,118.40 22,118.40 26,360.03 26,360.03 29,165.62 29,165.62 30,327.42 30,327.42 28,598.85 28,598.85 25,434.25 25,434.25 20,833.62 20,833.62 14,796.94 14,796.94 7,324.23 7,324.23 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Web Tension 9,107.46 0.00 0.00 6,496.01 0.00 5,372.60 0.00 4,249.19 0.00 3,125.78 0.00 2,002.37 0.00 0.00 2,283.22 0.00 3,406.63 0.00 4,530.04 0.00 5,653.45 0.00 6,776.86 0.00 0.00 9,190.87 Max TC Comp.: Max BC Tension 30,029.91 30,327.42 Web Comp. Web Length 0.00 1,138.82 6,396.01 0.00 5,934.30 0.00 4,810.89 0.00 3,687.48 0.00 2,564.08 0.00 1,835.94 1,835.94 0.00 2,844.93 0.00 3,968.34 0.00 5,091.74 0.00 6,215.15 0.00 5,709.37 1,081.44 0.00 44.61 29.50 34.03 37:55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 37.55 29.50 31.27 44.61 PP Dist. 0-2 2-6 3-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 j 22-6 24-6 I 26-6 28-6 30-6 32-6 34-6 36-6 38-6 40-6 42-6 44-6 46-0 45-0 Standard Verticals Member V2 Position Interior Max Tension 0.00 Max Comp. 1,332.15 Length 28.88 STRESS ANALYSIS - PAGE 2 j T<Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 • • %__^B ^. Location: ^L %B^-1 ' CARLSBAD, CA Date Run: 7/25/01 Joist Description: Short Span Crimp 30K216/128 Mark: \ J28 j Chord Properties Chord TC BC Axial and Area 0.6254 0.6254 Bending A K: 1.00 Top Chord Rx 0.6208 0.6208 nalysis 50,000.00 Check Length Bending Load Axial Load 'fa Maximum K L/r , Fa F'e : Cm ! Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb i Fillers , Panel Point Stress Mid Panel Stress Web Design Member W2 W3 W4 W5 W6 W7 ! W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Web Tension 9,107.46 0.00 6,496.01 0.00 5,372.60 0.00 4,249.19 0.00 3,125.78 0.00 2,002.37 0.00 0.00 2,283.22 0.00 3,406.63 0.00 4,530.04 0.00 5,653.45 0.00 6,776.86 0.00 9,190.87 0.00 0.00 Rz 0.3951 0.3951 Ryy Y 1.2286 0.5603 1.2286 0.5603 Ix 0.2410 0.2410 IF/).' Mom of inertia: LL 240: |30,000.00 522.11 270.15 End Panel LE 28.00 376.71 11,889.56 9,505.09 70.86 18,077.62 73,396.54 0.9611 2408.58 1990.06 7194.42 2313.16 0 16,699.51 0.6152 First Panel LE 24.00 1 403.50 11,816.63 9,446.79 60.74 21,749.39 99,900.84 0.9716 2578.98 492.49 7703.39 572.45 0 17,150.18 0.4559 Allow Tension 16,235.65 14,531.25 7,818.57 14,531.25 6,183.57 13,309.92 6,183.57 9,786.93 6,183.57 9,786.93 6,183.57 7,818.57 7,818.57 6,183.57 9,786.93 6,183.57 10,781.25 6,183.57 14,531.25 6,183.57 14,531.25 7,818.57 14,531.25 12,367.14 12,367.14 6,183.57 Q 0.9522 0.9522 Material i 23 = 2x2x.163 ; 23 = 2x2x.163 ; LL 240: 270.15 : Interior Panel First Panel RE 24.00 187.50 30,029.91 1 18.00 466.00 1 ,825.05 24,007.37 9,453.52 38.66 45.55 24,896.40 23,986.97 99,900.85 177,601.50 0.9039 750.00 375.00 2240.25 435.88 8 0.9840 1699.72 6 .10 5077.05 71.02 0 26,247.61 14,530.57 0.9824 Web Comp 0.00 6,396.01 0.00 5,934.30 0.00 4,810.89 0.00 3,687.48 0.00 2,564.08 0.00 1,835.94 1,835.94 0.00 2,844.93 0.00 3,968.34 0.00 5,091.74 0.00 6,215.15 0.00 5,709.37 0.00 1,138.82 1,332.15 Allow Comp 2,663.96 7,315.94 2,070.04 7,869.33 1,036.50 5,031.08 1,036.50 3,757.54 1,036.50 3,757.54 1 ,036.50 2,070.04 2,070.04 1,036.50 3,757.54 1,036.50 4,119.43 1,036.50 7,869.33 1,036.50 7,869.33 2,070.04 8,217.29 3,587.10 6,818.31 1 ,752.33 0.3967 Max Bridg TC: 14-101/8 E End Panel RE 22.00 420.55 1 1 ,937.24 9,543.21 55.68 20,277.03 118,890.26! 0.9759 1534.51 1422.41 4583.57 1653.34 0 14,126.78 0.5321 Weld 2.9x0.215 3.4x0.125 4.0x0.109 3.2x0.125 3.3x0.109 2.1 X 0.156 2.6x0.109 2.2x0.113 2.0x0.109 2.0x0.113 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0 x 2.1 x 0.113 0.109 2.1 x 0.125 2.8x0.109 2.7x0.125 3.5 x 3.3 x 4.2 x 3.1 x 5.7 x 2.0 x 2.0 x 0.109 0.125 0.109 0.125 0.109 0.109 0.109 Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 1 Max Bridg BC: ! 24-67/8 jj Gap Between Chords: 1.00 | Min Weld Len 2X: , 0.5000 Max Load Fillers TC: 30,574.40 | Max Load no Fillers TC: 26,722.60 rc OAL/Ryy: 465.5661 BC Stress: 28,725.70 BC URz: i 121.4796 rcS/jearSfress; 8,743.52 SC Shear Stress: \ 8,743 52 I Material RH = round 7/8 20 = 2x2x .125 15=1 1/4x1 1/4 x.109 20 = 2x2x.125 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x .156 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 15 = 1 1/4x1 1/4 x 15 = 1 1/4x1 1/4 x .109 .109 10 = 1x1 x.109 j 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1E = 1 1/2x1 1/2 X. 125 ; 10 = 1 x1 x.109 20 = 2x2x .125 10 = 1 x1 x.109 20 = 2x2x.125 ! 15 = 1 1/4x1 1/4 x 20 = 2x2x.125 10 = 1x1 x.109 .109 10 = 1 x1 x.109 10 = 1 x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 30K216/128 MARK: J28 "AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 In. 0.163 in. 50.000 ksl 1.000 in 1.000 22.000 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTft. PROPERTIES: At- ltx = rtx- Panel P. Stx = Hid Panel Stx = 3.251 in"2 2.238 in"4 0.830 in 1.310 inft3 1.732 in*3 Gravity Axial Load = 11,937.24 Ibs. Lateral axial load = 9,500.00 Ibs. Bending Load = 420.55 Ibs./ft. Bearing Depth = 3.00 in. Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = F'e = Cm = 1.708 in 18,344.25 Ibs-in. 17,416.63 Ibs-in. 3,672.02 psi 13,998.46 ps) 10,056.46 psi 30,000.00 psi 55.68 109.65 22,530.03 psi 48,170.55 psi 0.98 No filler Panel point <• 0.6 Fy • 30,000.00 psi fa + fb- 17,670.48 OK Kl/nr Fa: Cm: WKh filler Panel point <• 0.6 Fy i fa + fb' 26.52 109.65 26,325.74 psi 212,402.91 psi 0.99 30,000.00 psi 17,670.48 OK Mid panel <• fa/Fa + Cm'fb/((1-fa/Fe)*Q*Fb)' 1.00 0.54 OK Mid panel <• fa/Fa + Cm"fb/((1-fa/Fe)*Q*Fb) > 1.00 0.50 OK ISP- STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Date Run: 7/25/01 Joist Description: Short Span Crimp 30K261/144 Marie: J29 Geometry Base Length: 33-5 7/8 Working Length: ~[Joist Depth 33-1 7/8 30.00 Variable BC Panel TC Panel First Half First Diag. Depth i Left End :4-0 J2-6 1 0-6 U-6 1 30.00 Right End 4-0 2-6 0-1 1 7/8 4-1 1 7/8 30.00 ec Panel Length: 7@4-0 Shape: Parallel Chords Loads Uniform Load in TC {plf) Add Load any PP (Ibs) Additional Shear in Webs Additional Bending in BC (Ibs) 261.00, Live Load {plf) 1,000.00 : Cone. Load TC @ 16-9 (Ibs) 310.00 [Additional Bending in TC (Ibs) 250.00 TC Axial Load (Ibs) 144.00 620.00 250.00 21,000.00 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,136.79 Reaction RE: 5,136.99 Minimum Shear: 1,284.25 Max TC Comp.: 30,553.10 [Max BC Tension [20,408.78 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 W4 W3 V1S W2 TC Tension tC Compresior BC Tension BC Compresio 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 0.00 21,526.26 21,261.75 21,261.75 24,262.48 24,262.48 27,956.77 27,956.77 30,348.86 30,348.86 [ 30,553.10 30,553.10 28,320.15 28,320.15 24,785.00 24,785.00 21,232.10 21,232.10 21,526.49 0.00 0.00 8,236.00 8,236.00 14,029.86 14,029.86 18,087.46 18,087.46 20,408.78 20,408.78 18,465.87 18,465.87 14,620.46 14,620.46 9,038.79 9,038.79 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 0.00 0.00 0.00 Web Tension 10,616.18 0.00 0.00 5,923.80 0.00 4,566.01 0.00 3,208.22 0.00 0.00 3,042.29 0.00 4,400.08 0.00 5,757.86 0.00 0.00 10,616.55 Web Comp. Web Length 0.00 1,773.84 5,185.33 0.00 5,244.91 0.00 3,887.12 0.00 2,529.33 2,103.41 0.00 3,721.18 0.00 5,078.97 0.00 5,420.83 1,849.14 0.00 54.30 34.01 29.48 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 31.21 34.01 54.30 PPDist. I 0-2 2-6 ; 4-0 : 4-6 i 6-6 8-6 10-6 i 12-6 14-6 16-6 j 18-6 20-6 ; 22-6 i 24-6 | 26-6 28-6 30-1 1 7/8 i 29-5 7/8 :i Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 0.00 1,684.66 28.86 IS? Chord Properties STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Date Run: 7/25/01 Joist Description: Short Span Crimp 30K261/144 Mark: J29 Chord TC BC Area 0.9375 0.4844 Rx 0.6089 0.6262 Rz 0.3911 0.3975 Ryy 1.2500 1.2195 Y " 0.5917 0.5464 Ix 0.3476 0.1900 Q 1 .0000 0.8343 Material 29 = 2 x 2 x .250 20 = 2x2x.125 Axial and Bending Analysis K: 1.00 \ 50,000.00 Fb: 30,000.00 LL 240: 818.86 LL 240: 818.86 Max Bridg TC: 15-1 1/4 Max Bridg BC: 24-4 5/8 Top Chord Check Length Bending Load fa Maximum K L/r Fa F'e Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress - .. , — . i ~ .Mid Panel btress End Panel LE 28.00 421.71 ?1 S?fi ?fi 1 1 ,480.67 71.59 18,577.84 70,620.78 2696.30 2227.78 5462.29 1896.06 0 16,942.96 .boyo First Panel LE 24.00 448.50 21 261 75 11,339.60 61.36 22,484.00 96,122.73 2866.59 547.42 5807.28 465.90 0 17,146.88 .0^1 To Interior Panel 24.00 187.50 30 55^ 10 16,294.99 39.42 25,913.88 96,122.72 750.00 375.00 1519.39 319.16 0 17,814.37 .b4Uo First Panel RE 29.88 411.63 21 23? 10 11,323.79 76.38 19,726.23 62,034.29 3079.29 1293.20 6238.17 1100.64 0 17,561.96 .blbo End Panel RE 28.00 421.71 P1 S2B 4Q 1 1 ,480.80 71.59 18,577.84 70,620.78 3154.32 2047.40 6390.18 1742.54 0 17,870.97 .oo4Uj Gap Between Chords: .00 0.5000i — _ ! Max Load Fillers TC' 47,959.16 Max Load no Filters TC: 41,628.18 7C OAL/Ryy: 318.3000 26,806.41 8C URz: 120.7419 TC Shear Stress: 5,250.84 BC Shear Stress: 10,450.56 Web Design Member W2 W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Web Tension 10,616.18 0.00 5,923.80 0.00 4,566.01 0.00 3,208.22 0.00 0.00 3,042.29 0.00 4,400.08 0.00 5,757.86 0.00 10,616.55 0.00 0.00 Allow Tension 16,235.65 13,309.92 6,183.57 14,531.25 6,183.57 10,781.25 6,183.57 9,786.93 8,906.25 6,183.57 9,786.93 6,183.57 14,531.25 6,183.57 14,531.25 16,235.65 -7,818.57 6,183.57 Web Comp 0.00 5,185.33 0.00 5,244.91 0.00 3,887.12 0.00 2,529.33 2,103.41 0.00 3,721.18 0.00 5,078.97 0.00 5,420.83 0.00 1,849.14 1,684.66 Allow Comp 1 ,795.48 5,662.03 1,035.98 7,867.80 1,035.98 4,117.39 1,035.98 3,755.68 2,341.14 1,035.98 3,755.68 1,035.98 7,867.80 1,035.98 7,881.84 1,795.48 2,519.65 1,752.33 Weld 3.3x0.215 2.2x0.156 3.7x0.109 2.8x0.125 2.8x0.109 2.1 x 0.125 2.0x0.109 2.0x0.113 2.0x0.125 2.0x0.109 2.2x0.113 2.7x0.109 2.7x0.125 3.6x0.109 2.9x0.125 3.3x0.215 2.0x0.109 2.0x0.109 Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Material RH = round 7/8 1J = 1 1/2x1 1/2 x. 156 10 = 1 x1 x.109 20 = 2x2x.125 10 = 1 x1 x.109 1E = 1 1/2x1 1/2 x. 125 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 18 = 1 1/4x1 1/4 x. 125 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 20 = 2x2x.125 10 = 1 x1 x.109 20 = 2x2x.125 RH = round 7/8 15 = 1 1/4x1 1/4 x.109 10 = 1 x1 x.109 STRESS ANALYSIS - PAGE 1 i ^M, — Job Number: W m^fo 01-0170 Job Name: MV TECHNICAL -BLDG1 • ' %_J^B ^., Location: j& V^~L CARLSBAD Geometry Base Length: Working Le 42-1 1/8 41-91/8 Variable Left End Date Run: 7/25/01 | Joist Description: CA Short Span Crimp 30K261/144 ngth: I Joist Depth: I Elective Depth: \ BC Panel Length: \ 30.00 | 28.85 |9@4-0 Right End BC Panel 3-0 4-0 TC Panel 2-0 3-0 First Half 1-6 1-71/8 First Diag. 4-6 5-71/8 Depth 30.00 Loads Uniform Load in TC (plf) 30.00 V Mark: J30 Shape: Parallel Chords ' V\/ " - : ^ • / \7 \i/\/x v \i/ w -a- \y \i/ \i/ Add Load any PP (Ibs) Additional Shear in Webs Additional Bending in BC {Ibs) Stress Analysis Summary 261.00 i Live Load (plf) 1,000.00 ' ! Cone. Load TC @ 21-0 1/2 (Ibs) 310.00! .Additional Bending in TC (Ibs) 250.00! TC Axial Load (fbs) Int. Panel TC: Max Panel BC: ^Reaction LE: [Reaction RE: TMinimum Shear: 24.00 48.00 6,259.81 6,259.66 1 ,564.95 Member TC Tension TC Compresior BC Tension BC Compresioij Web Tension W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W11 W10 W9 W8 W7 , W6 W5 W4 W3 V1S W2 Standard ' Member 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 0.00 0.00 0.00 0.00 0.00 Verticals Position V2 Interior 21,071.82 20,895.40 20,895.40 26,485.51 26,485.51 31,583.02 31,583.02 35,377.70 35,377.70 37,869.55 37,869.55 38,323.15 38,323.15 36,187.73 36,187.73 32,749.49 32,749.49 28,008.42 28,008.42 22,572.90 22,572.90 22,793.86 Max Tension 0.00 0.00 0.00 10,264.26 10,264.26 17,929.49 17,929.49 23,857.61 23,857.61 28,048.63 28,048.63 30,502.55 30,502.55 28,891.06 28,891.06 25,175.28 25,175.28 19,722.40 19,722.40 12,532.43 12,532.43 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Max Comp. 1,964.97 Length 28.85 10,557.74 0.00 0.00 7,385.81 0.00 6,027.75 0.00 4,669.70 0.00 3,311.64 0.00 0.00 2,940.10 0.00 4,298.15 0.00 5,656.21 0.00 7,014.26 0.00 0.00 12,610.47 \/\/'\ 144.00 620.00 250.00 21,000.00 / , '&! ' I/ i!,£- Max TC Comp.: Max BC Tension ; 38,323.15 30,502.55 Web Comp. Web Length 0. 1,681. 7,384. 0. 00 37 60 00 6,706.78 0. 5,348. 0. 00 73 00 3,990.67 0.00 2,632.61 2,035.72 0.00 3,619.13 0.00 4,977.18 0.00 6,335.24 0.00 7,188.78 1,835.96 0.00 44 31 34 37 37 37 37 37 37 37 37 37 37 37 37 37 37 59 24 00 53 53 53 53 53 53 53 53 53 53 53 53 53 53 37.53 37 34 53 61 31.24 54 30 PP Dist. 0-2 2-0 i 3-0 4-6 6-6 • 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-6 28-6 30-6 32-6 ; 34-6 36-6 39-1 1/8 38-1 1/8 STRESS ANALYSIS - PAGE 2 ! IS? Chord Properties Chord Area TC 0.9375 Job Number 01-0170 Job Name: MV TECHNICAL - BLDG1 Date Run; 7/25/01 Location: \ Joist Description: CARLSBAD, CA Short Span Crimp 30K261/144 Rx Rz Ryy Y 0.6089 0.3911 1.2500 0.5917 BC 0.6254 0.6208 0.3951 1.2286 0.5603 Ix 0.3476 0.2410 Q 1.0000 0.9522 Mark: • J30 Material ! 29 - 2 x 2 x .250 23 = 2x2x.163 I Axial and Bending Analysis K: Fy: 1.00 50,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e 1 Cm Panel Point Moment Mid Panel Moment Panel Point fb ;Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desi Member W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 Stress an Web Tension 10,557.74 0.00 7,385.81 0.00 6,027.75 0.00 4,669.70 0.00 3,311.64 0.00 0.00 2,940.10 0.00 4,298.15 0.00 5,656.21 0.00 7,014.26 0.00 12,610.47 0.00 V2 0.00 I Fb: I Mom of Inertia: I LL 240: LL 240: 1 30,000.00 625.01 ] 480.93 1 480.93 End Panel LE 22.00 465.55 21,071.82 11,238.31 56.25 21,013.05 114,393.98 0.9705 2783.81 1161.58 5639.57 988.62 0 16,877.88 0.5703 Allow Tension 16,235.65 16,546.53 7,818.57 14,531.25 6,183.57 14,531.25 6,183.57 10,781.25 6,183.57 9,786.93 7,818.57 6,183.57 9,786.93 6,183.57 13,309.92 6,183.57 14,531.25 7,818.57 16,546.53 16,235.65 7,818.57 7,818.57 First Panel LE 30.00 41 1 .00 20,895.40 11,144.21 76.70 19.664.0C 61,518.54 0.9457 2458.36 1513.31 4980.26 1287.97 0 16,124.47 0.6163 ! Interior Panel First Panel RE 24.00 31.13 187.50 405.58 38,323.15 22,572.90 20,439.01 12,038.88 39.42 79.58 25,913.88 19,096.97 96,122.72 57,151.79 0.9149 0.9368 750.00 4054.59 375.00 1193.12 1519.39 8213.99 319.16 1015.46 0 0 21,958.40 20,252.87 0.8011 0.6706 Web Comp 0.00 7,384.60 0.00 6,706.78 0.00 5,348.73 0.00 3,990.67 0.00 2,632.61 2,035.72 0.00 3,619.13 0.00 4,977.18 0.00 6,335.24 0.00 7,188.78 0.00 1,835.96 1,964.97 Allow Comp 2,660.59 8,608.26 2,068.20 7,866.59 1,035.57 7,866.59 1,035.57 4,115.77 1,035.57 3,754.20 2,068.20 1 ,035.57 3,754.20 1,035.57 5,026.61 1,035.57 7,866.59 2,068.20 8,442.13 1 ,794.24 2,983.43 3,491.19 MaxBridgTC: \MaxBridgBC: \ 15-11/4 1 24-6 7/8 !! •End Panel RE Gyjtetween Chords: 3400 '-uu I -ano QC ""'" ""«'"«•»393.J5 jQ.5000 22 7Q-a ftfi — 12,156.72 47,959.16 i2X: tors TC: ; 86 . 93 Max Load no Fillers TC: \ 15,832.55 41,628.18 47,895.06 SQSJfflr n QO^Q i— onoo HO "^ out**.*.3932.12 28.865.72 2974.58 BCURZ: 7965.88 121.4796 2531.65 TC Shear Stress: 0 6,310.91 on H oo ftn ec S/iea/ Stt20,122.60 9fiM7ft .8723 Weld 3.3x0.215 3.5x0.143 4.6x0.109 3.6x0.125 3.7x0.109 2.9x0.125 2.9x0.109 2.1 x 0.125 2.0x0.109 2.0x0.113 2.0x0.109 2.0x0.109 2.2x0.113 2.7x0.109 2.1 x 0.156 3.5x0.109 3.4x0.125 4.3x0.109 3.4x0.143 3.9x0.215 2.0x0.109 2.0x0.109 Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • ess: Material RH = round 7/8 21 =2x2x.143 15 = 1 1/4x1 1/4 x .109 '•• 20 = 2x2x.125 10 = 1 x1x. 109 ; 20 = 2x2x.125 10 = 1 x1x. 109 ! 1E = 1 1/2x1 1/2 x. 125 10 = 1 x1 x.109 1C = 1 1/2x1 1/2X.113 15 = 1 1/4x1 1/4 x .109 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x .156 10 = 1x1 x.109 20 = 2x2x.125 15 = 1 1/4x1 1/4 x .109 21 =2x2 x. 143 ; RH = round 7/8 15 = 1 1/4x1 1/4 x 15 = 1 1/4x1 1/4 x .109 ! .109 STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Date Run: I 7/26/01 Joist Description: Short Span Crimp 30K261/144 Mark: \ J31 Geometry Base Length: 47-4 1/2 Variable BC Panel TC Panel 'First Half First Diag. ''• Depth Working Len 47 -0 1/2 Left End 4-0 3-0 0-6 4-6 30.00 gth:Joist Depth: Efective Depth: BC Panel Length: Shape: 30.00 27.88 11 @ 4-0 Parallel Chords Right End 2-10 1/2 2-101/2 0-0 2-10 1/2 30.00 " - \ /\ '• /\ / \ ' /\ ! /\/\/\ '/\/\/\/\/~ Loads : Uniform Load in TC (pif) Add Load any PP (Ibs) Additional Bending in BC (Ibs) 261.00 ; Live Load (plf) 1 ,000.00! ; Additional Bending in TC (Ibs) 250.00; 'TC Axial Load (Ibs) 144.00 250.00 308,400.00 Stress Analysis Summary Int. Panel TC 24.00 Member , W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 : W7 W6 W5 W4 ' W3 . W2 ;.- Max Panel BC: I Reaction LE: Reaction RE: I Minimum Shear: 48.00 1 6,638.94 6,638.94 1 1 ,659.73 TC Tension Tc Compresio 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 239,058.70 238,876.14 238,876.14 243,184.81 243,184.81 248,949.55 248,949.55 253,366.06 253,366.06 256,434.36 256,434.36 258,154.44 258,154.44 257,618.25 257,618.25 255,350.47 255,350.47 251,734.45 251,734.45 246,770.23 246,770.23 240,457.78 240,457.78 240,457.78 236,795.95 BC Tension BC Compresio 0.00 0.00 11,329.14 11,329.14 19,914.28 19,914.28 26,701.78 26,701.78 31,691.66 31,691.66 34,883.89 34,883.89 35,928.75 35,928.75 33,803.85 33,803.85 29,881 .32 29,881.32 24,161.16 24,161.16 16,643.37 16,643.37 7,327.95 7,327.95 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Web Tension 13,061.05 0.00 0.00 7,583.36 0.00 6,205.76 0.00 4,828.15 0.00 3,450.54 0.00 2,190.10 0.00 0.00 2,632.58 0.00 4,010.19 0.00 5,387.80 0.00 6,765.41 0.00 8,143.02 0.00 10,422.33 Max TC Comp.: Max BC Tension 258,154.44 35,928.75 Web Comp. Web Length 0.00 2,450.80 6,345.76 0.00 6,894.56 0.00 5,516.95 0.00 4,139.34 0.00 2,761.73 0.00 2,190.10 2,190.10 0.00 3,321 .39 0.00 4,699.00 0.00 6,076.61 0.00 7,454.21 0.00 6,785.50 0.00 53.79 30.35 28.52 36.78 36.78 36.78 36.78 36.78 36.78 36.78 36.78 36.78 36.78 36.78 36.78 36.78 36.78 36.78 36.78 36.78 36.78 36.78 36.78 27.88 42.82 PP Dist. 0-2 3-0 4-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-6 28-6 30-6 32-6 34-6 36-6 38-6 40-6 42-6 44-6 44-6 Standard Verticals ______ Member T Position ~~[ Max Tension Max Comp. Length V2 Interior 0.00 2,719.02 27.88! STRESS ANALYSIS - PAGE 2 ISP Chord Properties Chord TC BC Area 5.7500 0.7130 Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Rx 1.2996 0.6174 Rz 1 .2996 0.3938 Ryy 1.6865 1.2345 Joist Description: Short Span Crimp 30K261/144 Y 1.5543 0.5690 Ix 9.7122 0.2718 Q 1.0000 1.0000 Date Run: 7/26/01 Mark: J31 Material P2 = 4x0.500w4 PL 25 = 2x2x.187 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 t.oo Mom of Inertia: 995.93 LL 240: 536.13 LL 240: 536.13 Max Bridg TC: 20-4 1/2 Max Bridg BC: 24-8 1/4 Top Chord Check Length Bending Load Axia! Load fa Maximum K L/r Fa F'e Cm Panel Point Moment ;Mid Panel Moment Panel Point fb :Mid Panel fb : Fillers Panel Point Stress Mid Panel Stress End Panel LE 34.00 393.35 239,058.70 23,030.70 26.16 27,614.45 218,193.78 0.9683 3443.15 3171.48 433.51 253.78 1 23,464.22 0.8432 First Panel LE 18.00 511.00 238,876.14 23,013.12 13.85 28,911.37 778,493.88 0.9911 4471.86 466.72 563.04 37.35 1 23,576.15 0.7973 Interior Panel 24.00 187.50 258,154.44 24,870.37 21.35 28,155.91 437,902.78 0.9773 750.00 375.00 94.43 30.01 20 24,964.80 0.8843 First Panel RE 24.00 187.50 0.00 8,254.35 45.55 23,986.97 177,601.50 0.9861 1699.72 61.10 5077.05 71.02 0 13,331.40 0.3467 End Panel RE 32.50 399.46 236,795.95 22,812.71 25.01 27,748.11 238,799.53 0.9713 3305.14 2897.89 416.14 231.89 1 23,228.85 0.8304 Gap Between Chords: 1.00 Min Weld Len 2X: 1.9669 Max Load Fillers TC: 291,954.00 Max Load no Fillers TC: 291,954.00 TC OAL/Ryy: 334.7215 SC Stress: 29,143.34 SC L/Rz: 121.8857 TC Shear Stress: 1,571.38 BC Shear Stress: 8,403.08 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,061.05 15,637.14 0.00 5,435.36 8.1 x 0.109 15 = 1 1/4x1 1/4 x.109 W3 0.00 12,367.14 6,345.76 7,831.26 3.9x0.109 10 = 1 x1 x.109 W4 7,583.36 12,367.14 0.00 5,743.65 4.7x0.109 10 = 1 x1 x.109 W5 0.00 15,637.14 6,894.56 9,593.79 4.3x0.109 15 = 1 1/4x1 1/4 x.109 W6 6,205.76 12,367.14 0.00 5,743.65 3.8x0.109 10 = 1 x1 x.109 W7 0.00 12,367.14 5,516.95 5,743.65 3.4x0.109 10 = 1 x1 x.109 W8 4,828.15 12,367.14 0.00 5,743.65 3.0x0.109 10 = 1 x1 x.109 W9 0.00 12,367.14 4,139.34 5,743.65 2.6x0.109 10 = 1 x1 x.109 W10 3,450.54 12,367.14 0.00 5,743.65 2.1 x 0.109 10 = 1 x1 x.109 W11 0.00 12,367.14 2,761.73 5,743.65 2.0x0.109 10 = 1 x1 x.109 W12 2,190.10 12,367.14 0.00 5,743.65 2.0x0.109 10 = 1 x1 x.109 W13 0.00 12,367.14 2,190.10 5,743.65 2.0x0.109 10 = 1 x1 x.109 W13 0.00 12,367.14 2,190.10 5,743.65 2.0x0.109 10 = 1 x1 x.109 W12 2,632.58 12,367.14 0.00 5,743.65 2.0x0.109 10 = 1 x1 x.109 W11 0.00 12,367.14 3,321.39 5,743.65 2.1 x 0.109 10 = 1 x1 x.109 W10 4,010.19 12,367.14 0.00 5,743.65 2.5x0.109 10 = 1 x1 x.109 W9 0.00 12,367.14 4,699.00 5,743.65 2.9x0.109 10 = 1 x1 x.109 W8 5,387.80 12,367.14 0.00 5,743.65 3.3x0.109 10 = 1 x1 x.109 W7 0.00 15,637.14 6,076.61 9,593.79 3.8x0.109 15 = 1 1/4x1 1/4 x.109 W6 6,765.41 12,367.14 0.00 5,743.65 4.2x0.109 10 = 1 x1 x.109 W5 0.00 15,637.14 7,454.21 9,593.79 4.6x0.109 15 = 1 1/4x1 1/4 x.109 W4 8,143.02 12,367.14 0.00 5,743.65 5.0x0.109 10 = 1 x1 x.109 W3 0.00 12,367.14 6,785.50 7,978.10 4.2x0.109 10=1 x1 x.109 W2 10,422.33 12,367.14 0.00 4,257.77 6.4x0.109 10 = 1 x1 x.109 V1 0.00 12,367.14 2,450.80 7,398.24 2.0x0.109 10=1 x1 x.109 V2 0.00 12,367.14 2,719.02 7,978.10 2.0x0.109 10 = 1 x1 x.109 STRESS ANALYSIS • PAGE 1 Job Number 01-0170 Job Name: MV TECHNICAL Location: CARLSBAD, CA - BLDG1 Date Run; I 7/25/01 ! I Joist Description: Short Span Crimp 30K261/144 Mark: J32 Geometry Base Length; 48-0 Working Length: 47-8 \ Joist Depth: 30.00 Efective Depth: 28.83 Variable BC Pane! TC Panel First Half First Diag. Depth Left End 4-0 3-0 0-6 4-6 30.00 Right End 3-0 2-0 0-6 3-6 30.00 BC Panel Length: 11 @ 4-0 Shape: Parallel Chords Loads Uniform Load in TC (plf) Add Load any PP (Ibs) Additional Shear in Webs Additional Bending in BC (Ibs) 261. 00 : Live Load (plf) 1,000.00 ;Conc. Load TC @ 24-0 (Ibs) 31 0.00 '' Additional Bending in TC (Ibs) 250.00 ,TC Axial Load (Ibs) 144.00 620.00 250.00 21,000.00 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 7,030.50 Reaction RE: 1 Minimum Shear: Zl0.?0'?? _ 11.757.63 \MaxTCComp.: 44,443.53 Max BC Tension 38,703.79 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 . V1S W2 TC Tension TC Compresior BC Tension BC Compresiorj Web Tension 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 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 23,719.94 23,543.42 23,543.42 28,014.77 28,014.77 34,077.22 34,077.22 38,836.17 38,836.17 42,291.61 42,291.61 44,443.53 44,443.53 44,027.76 44,027.76 41,549.95 41,549.95 37,768.64 37,768.64 32,683.82 32,683.82 26,295.48 26,295.48 21,620.46 21,620.46 21,756.24 0.00 0.00 11,659.62 11,659.62 20,611.91 20,611,91 27,826.19 27,826.19 33,302.44 33,302.44 37,040.68 37,040.68 38,703.79 38,703.79 36,269.06 36,269.06 32,096.32 32,096.32 26,185.56 26,185.56 18,536.78 18,536.78 9,149.98 9,149.98 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14,066.67 0.00 0.00 8,390.15 0.00 7,031.80 0.00 5,673.45 0.00 4,315.10 0.00 2,956.75 0.00 0.00 3,296.34 0.00 4,654.69 0.00 6,013.04 0.00 7,371.39 0.00 8,729.74 0.00 0.00 11,752.57 Web Comp. Web Length 0.00 1,712.09 7,053.18 0.00 7,710.97 0.00 6,352.63 0.00 4,994.28 0.00 3,635.93 0.00 2,286.85 2,617.16 0.00 3,975.51 0.00 5,333.86 0.00 6,692.21 0.00 8,050.56 0.00 7,319.77 1,570.74 0.00 54.29 31.23 29.45 37.51 37.51 37.51 37.51 37.51 37.51 37.51 37.51 37.51 37.51 37.51 37.51 37.51 37.51 37.51 37.51 37.51 37.51 37.51 37.51 29.45 31.23 44.58 PP Dist. 0-2 3-0 4-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-6 28-6 30-6 32-6 34-6 36-6 38-6 40-6 42-6 44-6 46-0 45-0 Standard Verticals Member Position Max Tension I Max Comp. Length V2 Interior 0.00 1,959.22 28.83' STRESS ANALYSIS - PAGE 2 IS* Chord Properties Chord TC Area 0 BC 0 Axial and Ber K: 1.00 9375 Job Number: 01-0170 Job Name: MV TECHNICAL • BLDG1 Date Run: '. 7/25/01 ' Location: \ Joist Description: CARLSBAD, CA Short Span Crimp 30K261/144 Rx l~l). 6089 7780 0.6149 Rz Ryy Y 0.3911 1.2500 0.5917 0.3929 1.2389 0.5755 Ix 0.3476 0,2942 Mark: ; i J32 ' Q 1 .0000 1,0000 Material 29 = 2 x 2 x .250 26 = 2x2x,205 •.! ding Analysis Fy: 50,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa Fe Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desij Member W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Stress 3n Web Tension 14,066.67 0.00 8,390.15 0.00 7,031.80 0.00 5,673.45 0.00 4,315.10 0.00 2,956.75 0.00 0.00 3,296.34 0.00 4,654.69 0.00 6,013.04 0.00 7,371.39 0.00 8,729.74 0.00 1 1 ,752.57 0.00 0.00 Fb: 1 30,000.00 End Panel LE 34.0G 393.35 23,719.94 12,650.63 bb.84 23,415.20 47,895.06 0.9208 3443.15 3171.48 6975.30 2699.23 1 19,625.93 0.6529 Allow Tension 16,235.65 14,531.25 8,906.25 14,531.25 7,818.57 14,531.25 6,183.57 13,309.92 6,183.57 9,786.93 6,183.57 8,906.25 9,786.93 6,183.57 10,781.25 6,183.57 14,531.25 6,183.57 14,531.25 7,818.57 16,546.53 8,906.25 14,531.25 16,235.65 7,818.57 7,818.57 Mom of Inertia: \ LL 240: 707.54 366.10 First Panel LE 18.0C 51 1 .OC 23,543.45 12,556.46 46.02 24,958.8' 170,884.84 0.978G 4471 .86 466.72 9059.30 397.22 0 21,615.79 0.5171 LL 240: 366.10 I Interior Panel First Panel RE 24.00 187.50 18.00 511. OG 44,443.53 21,620.46 23,703.22 11,530.91 39.42 46.02 25,913.88 24,958.84 96,122.72 170,884.84 0.9014 750.00 375.00 1519.39 319.16 6 0.9798 1863.85 67.00 3775.88 57.02 0 25,222.60 15,306.79 0.9274 Web Comp o.op 7,053.18 0.00 7,710.97 0.00 6,352.63 0.00 4,994.28 0.00 3,635.93 0.00 2,286.85 2,617.16 0.00 3,975.51 0.00 5,333.86 0.00 6,692.21 0.00 8,050.56 0.00 7,319.77 0.00 1,712.09 1,959.22 Allow Comp 1,792.88 8,216.91 2,339.21 7,865.25 2,067.30 7,865.25 1,035.13 5,024.44 1,035.13 3,752.58 1,035.13 2,339.21 3,752.58 1,035.13 4,113.99 1,035.13 7,865.25 1,035.13 7,865.25 2,067.30 9,328.83 2,339.21 8,216.91 2,658.95 2,982.97 3,491.19 0.4640 Max Bridg TC: 15-1 1/4 = End Panel RE 22.00 465.55 21,756.24 11,603.33 56.25 21,013.05 114,393.98 0.9696 1698.71 1574.61 3441.32 1340.14 0 15,044.65 0.6004 Weld 4.4 x 0.215 3.8x0.125 4.5 x 4.2 x 4.3 x 3.4 x 3.5 x 2.2 x 2.7 x 2.2 x 2.0 x 2.0 x 2.0 x 2.0 x 2.1 x 2.9 x 2.9 x 3.7 x 3.6 x 4.6 x 3.8 x 4.7 x 0.125 0.125 0.109 0.125 0.109 0.156 0.109 0.113 0.109 0.125 0.113 0.109 0.125 0.109 0.125 0.109 0.125 0.109 0.143 0.125 3.9x0.125 3.7 x 2.0 x 2.0 x 0.215 0.109 0.109 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 1 Max Bridg BC: ' : 24-9 3/8 i ; Gap Between Chords: •. 1.00 Mfn WeU Len 2X:o.50oo ;i — — Max Load Fillers TC: I 47,959.16 Max Load no Fillers TC: j 41,628.18 TC OAL/Ryy: 457.6000 BC Stress: 28,506.62 ! BCURz: 122.1588 7~C Shear Stress: 7,119.11 BC Shear Stress: 8,672.62 ; Material RH = round 7/8 20 = 2x2 x. 125 18 = 1 1/4x1 1/4 x i ; .125 20 = 2x2x.125 15 = 1 1/4x1 1/4 x .109 i 20 = 2x2x.125 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x .156 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 : 18 = 1 1/4x1 1/4 x 1C = 1 1/2x1 .125 \ 1/2 x. 113 10 = 1 x1 x.109 1E = 1 1/2x1 1/2 x. 125 10 = 1x1 x.109 ; 20 = 2x2x.125 .I 10 = 1x1 x.109 20 = 2x2x.125 15 = 1 1/4x1 1/4 x .109 21=2x2x.143 18 = 1 1/4x1 1/4 x .125 20 = 2x2x.125 RH = round 7/8 15 = 1 1/4x1 1/4 x 15=1 1/4x1 1/4 x .109 .109 STRESS ANALYSIS - PAGE 1 ^•M, — Job Number:W C^ IN 01-0170 Job Name: MV TECHNICAL -BLDG1 • ' %_^B r,. Location: ^L lv-1 ' CARLSBAD, CA Geometry Base Length: Working Length: 47-1 1 3/4 47-7 3/4 Variable Left End BC Panel 4-0 TC Panel 3-0 First Half 0-6 First Diag. 4-6 Depth 30.00 Loads Uniform Load in TC (plfj Joist Depth: 30.00 Right End 3-0 -0 0-5 3/4 3-5 3/4 30.00 Add Load any PP (Ibs) Additional Shear in Webs Additional Bending in BC (Ibs) •\T Dafe Run: 7/24/01 Joist Description: Short Span Crimp 30K232/128 Efective Depth: \ BC Panel Length: 28.86 11 @ 4-0 \k^l , /' , //\/\i7x Mark: J33 Snaps: Parallel Chords \/\!/x 232.00;: Live Load (plf) 1 ,000.00 ! Cone. Load TC @ 23-1 1 7/8 (Ibs) 310.00! 'Additional Bending in TC (Ibs) 250.00 TC Axial Load (Ibs) \/\[//\\/\t/" 128.00 620,00 1 250,00 7,500.00 Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 48.00 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 V1S W2.. Standard Member V2 Reaction LE: 6,336.92 j Reaction RE; 6,336.92 Minimum Shear 1,584.23 J Max TC Comp.; Max BC Tension : j 34,786.00 35,210.21 TC Tension tC Compresiorl BC Tension BC Compresiori Web Tension 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Verticals Position Interior 12,806. 12,650. 12,650. 91 17 17 16,688.95 16,688.95 22,181.60 22,181.60 27,855.65 27,855.65 32,092.50 32,092.50 34,786.00 34,786.00 34,245.28 34,245.28 31,157.90 31,157.90 26,527. 26,527. 18 18 20,889.84 20,889.84 15,101.79 15,101.79 10,916.04 10,916.04 11,035.86 0.00 0.00 10,511.42 10,511.42 18,606.62 18,606.62 25,158.48 25,158.48 30,167.00 30,167.00 33,632.17 33,632.17 35,210.21 35,210.21 32,894.50 32,894.50 29,035.46 29,035.46 23,633.06 23,633.06 16,687.33 16,687.33 8,198.26 8,198.26 0.00 0.00 Max Tension 0.00 Max 1 0. 0. 0. 0. 0. 0. 0. 0. 0. 00 00 00 00 00 00 00 00 00 0.00 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Comp. ,861.37 Length 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 12,828. 0. 0. 7,685. 0. 76 00 00 78 00 6,478.86 0. 5,271. 0. 00 94 00 4,065.02 0. 2,858. 00 09 0.00 0.00 3,166.11 0.00 4,373.03 0.00 5,579.95 0.00 6,786.88 0.00 7,993.80 0.00 0.00 10,714.99 Web Comp. Web Lengtt 0. 1,595. 6,450. 0. 7,082. 0. 00 53 61 00 32 00 5,875.40 0. 4,668. 0. 3,461. 0. 2,060. 2,562. 0. 3,769. 0. 00 48 00 55 00 39 65 00 57 00 4,976.49 0.00 6,183.42 0.00 7,390.34 0. 6,678. 00 72 1 ,467.29 0.00 54 31 .30 .26 29.48 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 29 31 44 .54 .54 .54 .54 .54 .54 .54 .54 .54 .54 .54 .54 .54 .54 .54 .54 .54 .54 .54 .54 .43 .26 .60 PPDist. ; 0-2 i 3-0 4-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-6 28-6 30-6 32-6 [ 34-6 36-6 38-6 40-6 42-6 44-6 45-11 3/4 44-1 1 3/4 28.86 j i STRESS ANALYSIS - PAGE 2 ! T«^t»Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Date Run: i 7/24/01 ! • ' %__^B ^. Location: \ Joist Description: ^L W^-* - ' CARLSBAD, CA Short Span Crimp 30K232/1 28 Chord Properties Chord TC BC Axial and Area 0 0 7130 7130 Rx 0.6174 0.6174 Rz Ryy Y 0.3938 1.2345 0.5690 0.3938 1.2345 0.5690 Ix 0.2718 0.2718 Q 1 .0000 1.0000 Mark: , J33 Material ! 25 = 2x2x.187 i 25 = 2x2x.187 ; Bending Analysis K: 1.00 Top Chore Fy: 50,000 Check 00 Length Bending Load Axial Load fa Maximum K L/r Fa F'e . Cm .Panel Point Moment Mid Panel Moment /Panel Point fb ,Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desi; Member W2 W3 W4 W5 1 W6 W7 W8 W9 W1Q W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Stress an Web Tension 12,828.76 0.00 7,685.78 0.00 6,478.86 O.OQ 5,271.94 0.00 4,065.02 0.00 2,858.09 0.00 0.00 3,166.11 0.00 4,373.03 0.00 5,579.95 0.00 6,786.88 0.00 7,993.80 0.00 10,714.99 0.00 0.00 ] Fb: Mom of Inertia: I LL 240: 30,000.00 594.51 308.02 End Panel LE 34.00 364.35 12,806.91 8,980.61 86.34 15,944.19 49,239.00 0.9453 3189.31 2937.66 8396.30 3074.99 0 17,376.91 0.6818 Allow Tension 16,235.65 14,531.25 7,818.57 14,531.25 7,818.57 14,531.25 6,183.57 13,309.92 6,183.57 9,786.93 6,183.57 7,818.57 9,786.93 6,183.57 10,781.25 6,183.57 13,309.92 6,183.57 14,531.25 7,818.57 14,531.25 8,906.25 14,531.25 16,235.65 7,818.57 7,818.57 First Panel LE 18.00 482.00 12,650.17 8,870.70 45.71 25,005.62 175,679.88 0.9849 4218.07 440.23 11104.68 460.81 0 19,975.37 0.3707 LL 240: 308.02 : Interior Panel First Panel RE 24.00 187.50 17.75 485.52 34,786.00 10,916.04 24,393.05 38.87 7,654.67 45.07 25,989.13 25,100.08 98,819.93 180,663.45 0.9013 750.00 375.00 1974.48 392.53 6 0.9873 1759.06 31.69 4630.97 33.07 0 26,367.53 12,285.64 0.9542 0.3061 Max Bridg 14-11 E End Panel RE 22.00 436.55 11,035.86 7,738.69 55.86 21,069.79 117,603.88 0.9803 1582.24 1480.89 4165.47 1550.12 o 11,904.16 0.4215 Web Comp 0.00 6,450.61 0.00 7,082.32 0.00 5,875.40 0.00 4,668.48 0,00 3,461.55 0.00 2,060.39 2,562.65 0.00 3,769.57 0.00 4,976.49 0.00 6,183.42 0.00 7,390.34 0.00 6,678.72 0.00 1,595.53 1,861.37 Allow Comp 1,795.49 8,217.15 2,069.02 7,867.81 2,069.02 7,867.81 1,035.98 5,028.60 1,035,98 3,755.69 1,035.98 2,069.02 3,755.69 1,035.98 4,117.40 1,035.98 5,028.60 1,035.98 7,867.81 2,069.02 7,867.81 2,341.15 8,226.65 2,662.09 2,983.86 3,491.19 Weld 4.0x0.215 3.5x0.125 4.7x0.109 3.8x0.125 4.0x0.109 3.2x0.125 3.3x0.109 2.0x0.156 2.5x0.109 2.1 x 0.113 2.0 x 2.0 x 0.109 0.109 2.0x0.113 2.0 x 2.0 x 2.7x 2.1 x 3.4 x 3.3 x 4.2 x 4.0 x 4.3 x 3.6 x 3.4 x 2.0,x 2.0 x 0.109 0.125 0.109 0.156 0.109 0.125 0.109 0.125 0.125 0.125 0.215 0.109 0.109 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 1 TC:Max Bridg BC: : 24-81/4 Gap Between Chords: 1.00 Min Weld Len 2X: \ 0.5000 Max Load Fillers TC: j 36,475.56 Max Load no Fillers TC: 31,672.04 TC OAURyy: [463.1593 ! BC Stress: 28,639.48 BCURz: 121.8857 \TCShear Stress: > [8,569.34 I BC Shear Stress:8,569.34 Material | RH = round 7/8 20 = 2x2x.125 15=1 1/4x1 1/4X.1Q9 20 = 2 x 2 x. 125 15=1 1/4x1 1/4 x .109 20 = 2x2x.125 10 = 1 x 1 x .109 1J = 1 1/2x1 1/2 x .156 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10=1 x1 x.109 15 = 1 1/4x1 1C = 1 1/2x1 1/4 x .109 1/2 x. 113 10 = 1 x1 x.109 | 1E = 1 1/2x1 1/2 x. 125 | 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x .156 j 10=1 x1 x.109 20 = 2x2x.125 ;| 15 = 1 1/4x1 1/4 x .109 ! 20 = 2x2x.125 | 18 = 1 1/4x1 1/4 x .125 i 20 = 2 x2x. 125 RH = round 7/8 J 15=1 1/4x1 1/4 x 15 = 1 1/4x1 1/4 x .109 .109 STRESS ANALYSIS - PAGE 1 I ^ta| — Job Number: W' C^Yl 01-0170 Job Name: MV TECHNICAL - BLDG1 • ' ^_^B ^,. Location: Jh» V^-l ' CARLSBAD, CA Geometry Base Length: Working Length: \ Joist Depth: 47-103/4 47-63/4 [30.00 Variable Left End BC Panel 4-0 TC Panel 3-0 First Half 0-6 First Diag. 4-6 Depth 30.00 Loads Uniform Load in TC (plf) Right End 3-0 2-0 0-4 3/4 3-4 3/4 30.00 (.. Add Load any PP (Ibs) Additional Shear in Webs Additional Bending in BC (Ibs) -\L Date Run: ; 7/24/01 | Joist Description: Short Span Crimp 30K232/128 Efective Depth: \ BC Panel Length: 28.86 |11@4-0 . /\ ' ; \/ / ' / --_ V V/V Mark: •.J34 ; Shape: Parallel Chords — ^ — . 7\/^ 232.00 1 'Live Load (pff) 1 ,000.00 f I Cone. Load TC @ 23-1 1 3/8 (Ibs) 31 0.00 1 Additional Bending in TC (Ibs) 250.00! TC Axial Load (Ibs) XTX//XL 128.00 620.00 250.00 9,500.00 ^\//^\ Stress Analysis Summary Int. Panel TC: Max Panel BC: ] Reaction LE: 24.00 48.00 {6,327.25 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 V1S W2 Standard > : Member V2 \ Reaction RE: 1 6,327.25 Minimum Shear: 1,581.81 TC Tension TC Compresiori BC Tension BC Compresior Web Tension 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 /erticals Position Interior 14,295. 14,138. 36 61 14,138.61 18,169.86 18,169.86 23,650.45 23,650.45 27,973.54 27,973.54 32,018.82 32,018.82 34,696.24 34,696.24 34,111.37 34,111.37 31,007.92 31,007.92 26,895.84 26,895.84 22,253.24 22,253.24 16,453.13 16,453.13 12,410.51 12,410.51 12,527.32 Max Tension 0.00 0.00 0.00 10,494.00 10,494.00 18,573.13 18,573.13 25,108.91 25,108.91 30,101.35 30,101.35 33,550.45 33 35 35 32 32 28 28 23 23 16 16 7 7 ,550.45 ,084.34 ,084.34 ,752.57 ,752.57 ,877.44 ,877.44 ,458.97 ,458.97 ,497.16 ,497.16 ,992.01 ,992.01 0.00 0.00 0. 0. 0. 00 00 00 0.00 0. 0. 0. 0. 0. 0. 0. 0. 0. 00 00 00 00 00 00 00 00 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 Max Comp. 1,894.67 Length 12,810. 0. 0. 57 00 00 7,673.21 0.00 6,466.29 0.00 5,259.37 0.00 4,052.44 0.00 2,845.52 0.00 0.00 3,178.68 0.00 4,385.60 0.00 5,592.53 0.00 6,799.45 0.00 8,006.37 0.00 0.00 10,700.05 Max TC Comp.: Max BC Tension 34,696.24 35,084.34 ! ""Web Comp. Web Length 0. 1,595. 6,440. 00 08 74 0.00 7,069. 0. 5,862. 0. 4,655. 0. 3,448. 0. 75 00 83 00 90 00 98 00 2,057.25 2,575.22 0. 3,782. 00 14 0.00 4,989. 0. 07 00 6,195.99 0.00 7,402.91 0.00 6,638.11 1,456.37 0.00 54 31 29 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 37 29 31 44 .30 .26 .48 .54 .54 .54 .54 .54 .54 .54 .54 .54 .54 .54 .54 .54 54 .54 54 54 .54 54 54 25 26 60 PP Dist. 0-2 3-0 4-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-6 28-6 30-6 32-6 34-6 36-6 38-6 40-6 42-6 44-6 45-103/4 44-103/4 28.86' STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Date Run: 7/24/01 Joist Description: Short Span Crimp 30K232/128 Mark: J34 Chord Properties Chord TC BC Area 0.7130 0.7130 Rx 0.6174 0.6174 Rz 0.3938 0.3938 Ryy 1.2345 1.2345 Y 0.5690 0.5690 Ix 0.2718 0.2718 Q 1 .0000 1 .0000 Material 25 = 2x2x.187 ! 25 = 2x2x.187 j Axial and Bending Analysis K: Fy: I Fb: Mom of inertia: I LL 240: LI 240: Max Bridg TC: Max Bridg BC: 1.00 50,000.00 (30,000.00 594.51 J309.64 309.64 14-11 24-81/4 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress End Panel LE 34.00 364.35 14,295.36 10,024.36 86.34 15,944.19 49,239.00 0.9389 3189.31 2937.66 8396.30 3074.99 0 18,420.66 0.7496 First Panel LE 18.00 482.00 14,138.61 9,914.44 45.71 25,005.62 175,679.88 0.9831 4218.07 440.23 11104.68 460.81 0 21,019.12 0.4125 Interior Panel 24.00 187.50 34,696.24 24,330.1 1 38.87 25,989.13 98,819.93 0.9015 750.00 375.00 1974.48 392.53 6 26,304.59 0.9518 First Panel RE 16.75 500.66 12,410.51 8,702.65 42.53 25,471.62 202,879.14 0.9871 1770.15 98.27 4660.18 102.87 0 13,362.83 0.3452 End Panel RE 22.00 436.55! 12,527.32 8,784.55 55.86 21,069.79 117,603.88 0.9776 1544.15 1496.55 4065.19 1566.51 0 12,849.75 0.4721 Gap Between Chords: 1.00 iMinWeldLen2X: 0.5000 Max Load Fillers TC: ~' 36,475.56 Max Load no Fillers TC: 31,672.04 TC OAURyy: 462.3493 SC Stress: 28,551.22 BC L/Rz: 121.8857 TC Shear Stress: 8,555.81 BC Shear Stress: 8,555.81 Web Design Member W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Web Tension 12,810.57 0.00 7,673.21 0.00 6,466.29 0.00 5,259.37 0.00 4,052.44 0.00 2,845.52 0.00 0.00 3,178.68 0.00 4,385.60 0.00 5,592.53 0.00 6,799.45 0.00 8,006.37 0.00 10,700.05 0.00 0.00 Allow Tension 16,235.65 14,531.25 7,818.57 14,531.25 7,818.57 14,531.25 6,183.57 13,309.92 6,183.57 9,786.93 6,183.57 7,818.57 9,786.93 6,183.57 10,781.25 6,183.57 13,309.92 6,183.57 14,531.25 7,818.57 14,531.25 8,906.25 14,531.25 16,235.65 7,818.57 7,818.57 Web Comp 0.00 6,440.74 0.00 7,069.75 0.00 5,862.83 0.00 4,655.90 0.00 3,448.98 0.00 2,057.25 2,575.22 0.00 3,782.14 0.00 4,989.07 0.00 6,195.99 0.00 7,402.91 0.00 6,638.11 0.00 1,595.08 1,894.67 Allow Comp 1,795.49 8,217.15 2,069.02 7,867.81 2,069.02 7,867.81 1,035.98 5,028.60 1,035.98 3,755.69 1,035.98 2,069.02 3,755.69 1,035.98 4,117.40 1,035.98 5,028.60 1,035.98 7,867.81 2,069.02 7,867.81 2,341.15 8,260.67 2,662.09 2,983.86 3,491.19 Weld 4.0x0.215 3.5x0.125 4.7x0.109 3.8x0.125 4.0x0.109 3.2x0.125 3.2x0.109 2.0x0.156 2.5x0.109 2.1 x 0.113 2.0x0.109 2.0x0.109 2.0x0.113 2.0x0.109 2.0x0.125 2.7x0.109 2.2x0.156 3.5x0.109 3.3x0.125 4.2x0.109 4.0x0.125 4.3x0.125 3.6x0.125 3.4x0.215 2.0x0.109 2.0x0.109 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 1 Material RH = round 7/8 20 = 2x2x.125 15 = 1 1/4x1 1/4 x. 109 20 = 2x2x.125 15 = 1 1/4x1 1/4 x. 109 20 = 2x2x.125 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x. 156 10 = 1 x1 x.109 ' 1C = 1 1/2x1 1/2 x. 113 10 = 1x1 x.109 15 = 1 1/4x1 1/4 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1x1 x.109 1E = 1 1/2x1 1/2 x. 125 10=1 x1 x.109 1J = 1 1/2x1 1/2 x. 156 10 = 1 x1 x.109 20 = 2x2x.125 15 = 1 1/4x1 1/4 x.109 20 = 2x2x.125 18 = 1 1/4x1 1/4 x. 125 20 = 2x2x.125 j RH = round 7/8 J 15 = 1 1/4x1 1/4 x.109 |~ 15 = 1 1/4x1 1/4 x.109 STRESS ANALYSIS - PAGE 1 ^^•, — _ Job Number: f C^ls 01-0170 l^P Geometry Job Name: MV TECHNICAL -BLDG1 Location: \ CARLSBAD, CA Base Length: Working Length: I Joist Depth: 47-11 3/4 47-73/4 j 30.00 Variable Left End BC Panel 4-0 TC Panel 3-0 First Half 0-6 First Diag. 4-6 Depth 30.00 Loads Uniform Load in TC (plf) Right End 3-0 2-0 0-5 3/4 3-5 3/4 30.00 ft Add Load any PP (Ibs) Additional Bending in BC (Ibs) V = — — - Date Run:7/24/01 ; Joist Description: Short Span Crimp 30K232/128 Efective Depth: I BC Panel Length: 28.87 11 @ 4-0 \ N/ "•••/ ",/ /\I /\ ! /" Marie: J35 Shape: Parallel Chords ; \ /\i/x \i/ \l/ 232.00 i Live Load (plf) 1,000.00 j Additional Bending in TC (Ibs) 250.00 ITC Axial Stress Analysis Summary Int. Panel TC 24.00 : Member W2 V1S • W3 W4 W5 W6 W7 W8 i W9 W10 W11 W12 W13 W13 W12 W11 W10 I W9 ; W8 W7 W6 W5 W4 W3 V1S W2 Standard ' Member V2 :.• Max Panel BC: I Reaction LE: 48.00 6,026.92 Reaction RE: 6,026.92 Load (Ibs) Minimum Shear: 1,506.73 TC Tension tC Compresiorl BC Tension BC Compresior 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Verticals Position Interior 12,434.47 12,277.77 12,277.77 16,073.84 16,073.84 21,178.41 21,178.41 26,001.05 26,001.05 29,721.32 29,721 .32 31,898.66 31,898.66 31,489.62 31,489.62 28,918.51 28,918.51 24,804.48 24,804.48 19,985.66 19,985.66 14,585.77 14,585.77 10,640.76 10,640.76 10,760.55 0.00 0.00 9,950.15 9,950.15 17,527.70 17,527.70 23,562.34 23,562.34 28 28 31 31 32 32 30 30 27 27 22 22 15 15 7 7 ,054.05 ,054.05 ,002.85 ,002.85 ,196.58 ,196.58 ,396.93 ,396.93 ,054.36 ,054.36 ,168.88 ,168.88 ,740.48 ,740.48 ,769.17 ,769.17 , 0.00 0.00 Max Tension 0.00 0 0 0 0 0 0 0. 0 0 0. 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Max Comp. 1,378.70 Length 28.87 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Web Tension 11,659.89 0.00 0.00 6,878.66 0.00 5,671.87 0.00 4,465.08 0.00 3,258.30 0.00 2,051.51 0.00 0.00 2,359.50 0.00 3,566.28 0.00 4,773.07 0.00 5,979.85 0.00 7,186.64 0.00 0.00 9,755.38 \l/\!/ 7\i/ 128.00 250.00 7,500.00 An i Max TC Comp.: Max BC Tension 31,898.66 32,196.58 Web Comp, Web Length 0. 1,245. 5,817. 0. 6,275. 0. 00 33 29 00 26 00 5,068.48 0. 3,861. 0. 2,654. 0. 1 ,959. 1,959. 0. 2,962. 00 69 00 91 00 37 37 00 89 0.00 4,169.67 0.00 5,376.46 0.00 6,583.24 0.00 6,046.47 1,117. 0. 09 00 54 31 29 37 37 37 37 37 37 37 37 37 37 .31 .26 .49 54 .54 54 54 54 54 54 54 54 54 37.54 37 37 37 37 37 37 37 37 37 54 54 54 54 54 54 54 54 54 29.44 31 44 26 60 PP Dist. 0-2 3-0 4-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 I 26-6 28-6 30-6 32-6 34-6 I 36-6 i 38-6 40-6 42-6 ! 44-6 45-1 1 3/4 44-1 1 3/4 STRESS ANALYSIS • PAGE 2 Job Number: 01-0170 Location: CARLSBAD, I Job Name: | MV TECHNICAL -BLDG1 CA Date Run: 7/24/01 Joist Description: Mark: i Short Span Crimp 30K232/128 J35 Chord Properties Chord TC BC Area 0.6730 0.6730 Rx 0.6189 0.6189 Rz 0.3944 0.3944 r Ryy 1.2318 1.2318 Y 0.5650 0.5650 Ix 0.2578 0.2578 Q 0.9808 0.9808 Material i 24 = 2x2x.176 24 = 2x2 x. 176 Axial and Bending Analysis K: Fy: ~\Fb: 1.00 50,000.00 30,000.00 Mom of Inertia: 561.47 I U. 240: 290.90 LL240: 290.90 Max Bridg 7"C; 14-105/8 \MaxBridg8C: 1 24-7 5/8 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment : Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress End Panel LE 34.00 364.35 12,434.47 9,237.76 86,21 15,814.99 49,484.03 0.9440 3189.31 2937.66 8876.05 3218.91 0 18,113.81 0.7111 First Panel LE 18.00 482.00 12,277.77 9,121.35 45.64 24,600.15 176,554.14 0.9845 4218.07 440.23 11739.17 482.37 0 20,860.52 0.3878 Interior Panel 24.00 187.50 31,898.66 23,698.01 38.78 - 25,554.37 99,311.70 0.9046 750.00 375.00 2087.30 410.90 6 25,785.31 0.9439 First Panel RE 17.75 485.52 10,640.76 7,905.19 45.01 24,691.29 181,562.52 0.9869 1759.06 31.59 4895.57 34.62 0 12,800.76 0.3214 End Panel RE 22.00 436.55 10,760.55 7,994.18 55.78 20,755.57 118,189.13 0.9797 1582.24 1480.89 4403.47 1622.67 0 12,397.65 0.4431 Gap Between Chords: 1.00 M/nWe/cfLen2X: 0.5000 Max Load Fillers TC: 33,819.45 Max Load no Fillers TC: 29,443.46 TC OAL/Ryy: I 464.1687 BC Stress: 28,093.94 BC URz: 121.7054 TC Shear Stress: 8,641.68 SC Shear Stress: 8,641.68 Web Design Member ] Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 11,659.89 16,235.65 0.00 1,796.20 3.7x0.215 RH = round 7/8 W3 0.00 14,531.25 5,817.29 8,217.21 3.1 x 0.125 = 2x2x.125 W4 6,878.66 7,818.57 0.00 2,069.48 4.2x0.109 15 = 1 1/4x1 1/4 x.109 W5 0.00 14,531.25 6,275.26 7,868.51 3.4x0.125 = 2x2x.125 W6 5,671.87 6,183.57 0.00 1,036.22 3.5x0.109 10 = 1 x1 x.109 W7 0.00 14,531.25 5,068.48 7,868.51 2.7x0.125 = 2x2x.125 W8 4,465.08 6,183.57 0.00 1,036.22 2.8x0.109 10 = 1x1 x.109 W9 0.00 10,781.25 3,861.69 4,118.33 2.1 x 0.125 1E = 1 1/2x1 1/2 x.125 W10 3,258.30 6,183.57 0.00 1,036.22 2.0x0.109 10 = 1x1 x.109 W11 0.00 9,786.93 2,654.91 3,756.54 2.0x0.113 1C = 1 1/2x1 1/2X.113 W12 2,051.51 6,183.57 0.00 1,036.22 2.0x0.109 10 = 1 x1 x.109 W13 0.00 7,818.57 1,959.37 2,069.48 2.0x0.109 15 = 1 1/4x1 1/4 x.109 W13 0,00 7,818.57 1,959.37 2,069.48 2.0x0.109 15 = 1 1/4x1 1/4 x.109 W12 2,359,50 6,183.57 0.00 1,036.22 2.0x0.109 10 = 1x1 x.109 W11 0,00 9,786.93 2,962.89 3,756.54 2.0x0.113 1C = 1 1/2x1 1/2 x.113 W10 3,566,28 6,183.57 0.00 1,036.22 2.2 x 0.109 x.109 W9 0.00 11,848.68 4,169.67 4,504.35 2.0x0.138 1G = 1 1/2x1 1/2 x.138 W8 4,773.07 6,183.57 0.00 1,036.22 2.9x0.109 10 = 1x1 x.109 W7 0.00 14,531.25 5,376.46 7,868.51 2.9x0.125 = 2x2x.125 W6 5,979.85 6,183.57 0.00 1,036.22 3.7x0.109 10 = 1 x1 x.109 W5 0.00 14,531.25 6,583.24 7,868.51 3.5x0.125 = 2x2x.125 W4 7,186.64 7,818.57 0.00 2,069.48 4.4x0.109 15=1 1/4x1 1/4 x.109 W3 0.00 14,531.25 6,046.47 8,226.71 3.3x0.125 = 2x2x.125 W2 9,755.38 16,235.65 0.00 2,662.94 3.1 x 0.215 RH = round 7/8 V1 0.00 6,183.57 1,245.33 1,494.18 2.0x0.109 10 = 1x1 x.109 V2 0.00 6,183.57 1,378.70 1,752.33 2.0x0.109 10 = 1x1 x.109 STRESS ANALYSIS - PAGE 1 •MM — Job Number: W C^1% 01-0170 I Job Name: MV TECHNICAL - BLDG1 Date Run: 7/27/01 i • ^J^B W?- Location: I Joist Description: J^ IH^I CARLSBAD, CA Short Span Crimp 30K232/128 Geometry Base Length: Working Length: \Joist Depth: I Efective Depth: \ BC Panel Length: 47-1 3/4 46-9 3/4 30.00 26.67 11 @ 4-0 Variable Left End BC Panel 4-0 TC Panel 2-0 First Half 0-0 First Diag. 4-0 Depth 30.00 Loads Uniform Load in TC (plf) Right End 3-0 2-0 0-1 3/4 3-1 3/4 30.00 Mark: ' J36 Shape: i Parallel Chords i Add Load any PP {Ibs) Additional Bending in BC (Ibs) Stress Analysis Summary ^-^•—^- :^L^^:.^L 232.00: Live Load (plf) \/ \ . / \/ \ / 1, 000.00 ; ! Additional Bending in TC (Ibs) 250.00; TC Axial Load (Ibs) Int. Panel TC: Max Panel BC: } Reaction LE: I Reaction RE; \MinimumShear: 24.00 48.00 |5,930.25 J5.930.25 J1.482.56 , Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 V1S W2 Standard i Member V2 \ i /^ •/ \>'/^\v:4^~! 128.00] 250.00 438,600.00 I Max TC Comp.: \MaxBCTension I 1 353,983.88 33,755.89 j TC Tension tC Compressor BC Tension BC Compresior Web Tension 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Verticals Position Interior 336,346.50 336,046.38 336,046.38 339,292. 339,292. 13 13 344,844.09 344,844.09 349,143.38 349,143.38 352,189.97 352,189.97 353,983.88 353,983.88 353,705.97 353,705.97 351,644.59 351,644.59 348,330.50 348,330.50 343,763.72 343,763.72 337,944.25 337,944.25 334,300.38 334,300.38 334,416.97 0.00 0.00 9,461.84 9,461.84 17,699.61 17,699.61 24,267.12 24,267.12 29,164.36 29,164.36 32,391 .34 32,391.34 33,755.89 33,755.89 31,842.50 31,842.50 28,258.85 28,258.85 23,004.93 23,004.93 16,080.76 16,080.76 7,486.32 7,486.32 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Max Tension I Max Comp. 0.00 2,947.46 Length I 26.67 12,396.45 0.00 0.00 7,142.15 0.00 5,893.70 0.00 4,645.25 0.00 3,396.80 0.00 2,148.35 0.00 0.00 2,414.95 0.00 3,663.40 0.00 4,911.85 0.00 6,160,30 0.00 7,408.75 0.00 0.00 10,074.32 Web Comp. Web Length 0. 3,040. 5,772. 0. 6,517. 0. 00 79 92 00 93 00 5,269.48 0.00 4,021. 0. 03 00 2,772.58 0. 1,994. 00 51 1,994.51 0.00 3,039.17 0.00 4,287.62 0.00 5,536.07 0.00 6,784.52 0.00 5,884.63 2,697.16 0.00 53 35 26 35 35 35 35 35 35 35 35 35 35 35 35 35 .17 .88 ,67 .88 .88 .88 .88 88 .88 88 88 88 88 88 88 88 35.88 35 88 35.88 35 88 35.88 35 35 26 29 88 88 73 24 43.21 PPDist. i 0-2 :! 2-0 N 4-0 ! 4-0 i 6-0 8-0 10-0 12-0 14-0 16-0 18-0 20-0 22-0 24-0 26-0 28-0 30-0 32-0 34-0 36-0 38-0 40-0 42-0 44-0 45-1 3/4 44-1 3/4 STRESS ANALYSIS - PAGE 2 ISB Chord Properties Chord Area I Job Number 01-0170 Job Name: MV TECHNICAL- BLDG1 I Date Run: : [7/27/01 Location: Joist Description; CARLSBAD, CA 'Short Span Crimp 30K232/128 Rx TC 77500 2.4123 BC 0.6730 0.6189 Axial and Bending Analysis K: \Fy; 1.00 ;50,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Member Web Tension W2 W3 W4 W5 , W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 12,396.45 0.00 7,142.15 0.00 5,893.70 0.00 4,645.25 0.00 3,396.80 0.00 2,148.35 0.00 0,00 2,414.95 0.00 3,663.40 0.00 4,911.85 0.00 6,160.30 0.00 7,408.75 0.00 10,074.32 0.00 0.00 Rz T Ryy Y 2.4123 | 1.4600 2.7661 0.3944 L 1-2318 0.5650 Ix 45.0969 0.2578 Q 1.0000 0.9808 Mark: J36 Material i P4 = 4x0.500w8 PL 24 = 2 x 2 x. 176 \Fb: \Momoflnertia: \LL240: \LL240: \MaxBridgTC: \MaxBridgBC: '•'•. |30,000.00 |926.21 505.96 J505.96 17-7 3/4 J24-7 5/8 ' End Panel LE 22.00 436.55 336,346.50 25,365.50 9.12 29,329.90 1,795,358.63 0.9958 1980.63 1322.00 27.10 40.54 1 25,392.59 0.8662 First Panel LE 24.0G 419.5G 336,046.38 25,342.86 9.95 29,259.91 1 ,508,600.00 0.9950 1902.70 758.78 26.03 23.27 1 25,368.89 0.8669 I Interior Panel First Panel RE 24.00 13,75 187.50 559.27 353,983.88 334,300.38 26,695.62 25,211.19 24.66 5.70 27,788.17 29,602.94 1,508,600.00 4,596,118.00 0.9929 0.9984 750.00 1887.89 375.00 533.84 10.26 25.83 11.50 16.37 20 1 26,705.88 25,237.02 0.9611 0.8522 Allow Tension 15,637.14 12,367.14 12,367.14 15,637.14 12,367.14 12,367.14 12,367.14 12,367.14 12,367.14 12,367.14 12,367.14 12,367.14 12,367.14 12,367.14 12,367.14 12,367. 14! 12,367.14 12,367.14 12,367.14 12,367.14 15,637.14 12,367.14 12,367.14 12,367.14 12,367.14 12,367.14 Web Comp 0.00 5,772.92 0.00 6,517.93 0.00 5,269.48 0.00 4,021.03 0.00 2,772.58 0.00 1,994.51 1,994.51 0.00 3,039.17 0.00 4,287.62 0.00 5,536.07 0.00 6,784.52 0.00 5,884.63 0.00 3,040.79 2,947.46 Allow Comp 5,090.50 7,978.10 5,544.97 9,430.83 5,544.97 5,544.97 5,544.97 5,544.97 5,544.97 5,544.97 5,544.97 5,544.97 5,544.97 5,544.97 5,544,97 5,544.97 5,544.97 5,544.97 5,544.97 5,544.97 9,430.83 5,544.97 7,964.39 3,826.13 5,544.97 7,978.10 Weld 7.7x0.109 3.6x0.109 4.4x0.109 4.0x0.109 3.6x0.109 3.3x0.109 2.9x0.109 2.5x0.109 2.1 x 0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.3x0.109 2.6x0.109 3.0x0.109 3.4x0.109 3.8x0.109 4.2x0.109 4.6x0.109 3.6x0.109 6.2x0.109 2.0x0.109 . 2.0x0.109 : End Panel RE l Gap Between Chords: ~1 i 2200 '•"" 436.55 2.6970 334 yHO QV 25,219.98 368,3~28.3' 9.12 Max Load no 29,32990 368,326.3J ; 1,795,358.63 ™y@> 1474.36 1 29.252.37 1525.46 BCURz: 20.17 121.7054 T2X: I lers TC: \ Filters TC: \ I 46.78! TC Shear Stress; 1 1,448.61 oeoyin-n; \BC Shear Stt25,240.15 R5Rind Qty 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 .8614 i •ess:i Material '• 15 = 1 1/4x1 1/4 x. 109 ' 10 = 1x1x.109 !: 10 = 1x1x.109 ; 15 = 1 1/4x1 1/4 x .109 i 10 = 1x1x.109 !' 10 = 1 x1x. 109 10 = 1 x1x. 109 l 10 = 1x1x.109 10 = 1 x1x. 109 ! 10 = 1x1x.109 j 10 = 1 x1 x.109 10 = 1 x1 x.109 ; 10 = 1 x1 x.109 10 = 1x1x.109 10 = 1x1 x.109 ! 10 = 1x1 x.109 j 10 = 1x1 x.109 : 10 = 1x1 x.109 j 10 = 1 x1 x.109 10 = 1x1 x.109 ; 15 = 1 1/4x1 1/4 x .109 ! 10 = 1x1x.109 i: 10 = 1x1 x.109 i 10 = 1x1 x.109 L 10 = 1 X1 X.109 ; 2 10 = 1x1x.109 | STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Location: CARLSBAD, Job Name: MV TECHNICAL - CA BLDG1 Joist Description: Short Span Crimp Date Run: 7/26/01 30K216/128 Mark: • J37 Geometry Base Length: 47-11 3/4 Variable BC Panel TC Panel First Half First Diag. Depth Working Len 47-73/4 Left End 4-0 3-0 0-6 4-6 30.00 gth:Joist D( 30.0C Right End 3-0 2-0 0-5 3/4 3-5 3/4 30.00 28.44 epth:BC Panel Length: 11 @ 4-0 Shape: '• Parallel Chords . Loads Uniform Load in TC (plf) Add Load any PP (Ibs) Additional Bending in BC (Ibs) 216.00 ! Live Load (plf) 1,000.00, jAdditional Bending in TC (Ibs) 250.00 ;TC Axial Load (Ibs) 128.00 250.00 58,100.00 Stress Analysis Summary , Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,645.75 Reaction RE: 5,645.75 ?um Shear 1.44 MaxTCComp.: 66,431.20 Max BC Tension \ 30,770.77 i Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 , W10 W9 W8 W7 W6 W5 W4 W3 V1S W2 TC Tension tC Compresiorf BC Tension BC Compresior 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50,053.01 49,904.90 49,904.90 53,520.15 53,520.15 58,388.54 58,388.54 62,163.17 62,163.17 64,844.06 64,844.06 66,431.20 66,431.20 66,130.09 66,130.09 64,263.83 64,263.83 61,303.80 61,303.80 57,250.03 57,250.03 52,102.51 52,102.51 48,346.71 48,346.71 48,459.94 0.00 0.00 9,467.73 9,467.73 16,688.08 16,688.08 22,450.10 22,450.10 26,753.78 26,753.78 29,599.13 29,599.13 30,770.77 30,770.77 29,011.57 29,011.57 25,794.04 25,794.04 21,118.18 21,118.18 14,983.99 14,983.99 7,391.46 7,391.46 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Web Tension 11,105.49 0.00 0.00 6,534.45 0.00 5,403.88 0.00 4,273.32 0.00 3,142.75 0.00 2,012.18 0.00 0.00 2,300.72 0.00 3,431.28 0.00 4,561.85 0.00 5,692.41 0.00 6,822.98 0.00 0.00 9,270.53 Web Comp. Web Length 0.00 1,382.81 5,490.01 0.00 5,969.17 0.00 4,838.60 0.00 3,708.03 0.00 2,577.47 0.00 1 ,846.90 1,846.90 0.00 2,866.00 0.00 3,996.56 0.00 5,127.13 0.00 6,257.70 0.00 5,703.12 1,263.15 0.00 54.08 30.87 29.06 37.21 37.21 37.21 37.21 37.21 37.21 37.21 37.21 37.21 37.21 37.21 37.21 37.21 37.21 37.21 37.21 37.21 37.21 37.21 37.21 29.01 30.87 44.33 PP Dist. 0-2 3-0 4-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-6 28-6 30-6 32-6 34-6 36-6 38-6 40-6 42-6 44-6 45-11 3/4 44-11 3/4 Standard Verticals Member] Position Max Tension Max Comp. Length V2 Interior 0.00 1,519.36 28.44! STRESS ANALYSIS - PAGE 2 Job Number. 01-0170 Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Date Run: \ 7/26/01 Joist Description: Short Span Crimp 30K216/128 Mark: ! J37 Chord Properties Chord TC BC Area 2.2897 0.6254 Rx 1.0781 0.6208 Rz 0.6883 0.3951 Ryy 1.8487 1 .2286 Y 1.0018 0.5603 Ix 2.6613 0.2410 Q 1.0000 0.9522 Material 3F = 31/2x31/2x.344 23 = 2x2x.163 , Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 797.46 L 240: 13.17 LL 240: 413.17 Max Bridg TC: 22-4 Max Bridg BC: 24-6 7/8 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress End Panel LE 34.00 348.35 50,053.01 10,930.21 49.39 22,000.20 150,149.16 0.9782 3049.25 2808.66 1431.18 528.61 0 12,361.38 0.5154 First Panel LE 18.00 466.00 49,904.90 10,897.87 26.15 27,615.71 535,717.38 0.9939 4078.05 425.61 1914.05 80.10 0 12,811.91 0.3973 Interior Panel 24.00 187.50 66,431.20 14,506.76 22.26 28,056.33 301,341.03 0.9807 750.00 375.00 352.01 70.58 0 14,858.77 0.5195 First Panel RE 17.75 469.52 48,346.71 10,557.60 25.79 27,658.03 550,914.25 0.9943 1701.09 30.55 798.41 5.75 0 11,356.01 0.3819 End Panel RE 22.00 420.55 48,459.94 10,582.33 31.96 24,216.29 358,620.72 0.9911 1524.25 1426.61 715.41 268.50 0 11,297.74 0.4461 Gap Between Chords: 1.00 Min Weld Len 2X: 0.5061 Max Load Fillers TC: 128,158.29 Max Load no Fillers TC: 121,191.05 ' TC OAL/Ryy: 309.2725 SC Stress: 29,080.14 BC URz: 121.4796 TC Shear Stress: 2,371.50 SC Shear Stress: 8,751.67 Web Design Member W2 W3 W4 • W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Web Tension 11,105.49 0.00 6,534.45 0.00 5,403.88 0.00 4,273.32 0.00 3,142.75 0.00 2,012.18 0.00 0.00 2,300.72 0.00 3,431 .28 0.00 4,561.85 0.00 5,692.41 0.00 6,822.98 0.00 9,270.53 0.00 0.00 Allow Tension 16,235.65 11,848.68 7,818.57 14,531.25 6,183.57 11,848.68 6,183.57 9,786.93 6,183.57 8,906.25 6,183.57 7,818.57 7,818.57 6,183.57 9,786.93 6,183.57 9,786.93 6,183.57 13,309.92 6,183.57 14,531.25 7,818.57 13,309.92 16,235.65 6,183.57 6,183.57 Web Comp 0.00 5,490.01 0.00 5,969.17 0.00 4,838.60 0.00 3,708.03 0.00 2,577.47 0.00 1,846.90 1,846.90 0.00 2,866.00 0.00 3,996.56 0.00 5,127.13 0.00 6,257.70 0.00 5,703.12 0.00 1,382.81 1,519.36 Allow Comp 1 ,979.40 5,649.26 2,301.85 8,183.27 1,152.57 5,010.10 1,152.57 4,162.75 1,152.57 2,604.60 1,152.57 2,301.85 2,301.85 1,152.57 4,162.75 1,152.57 4,162.75 1,152.57 5,594.48 1,152.57 8,183.27 2,301.85 6,336.65 2,946.58 1,675.19 1,973.47 Weld 3.5x0.215 2.7x0.138 4.0x0.109 3.2x0.125 3.3x0.109 2.4x0.138 2.6x0.109 2.2x0.113 2.0x0.109 2.0x0.125 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.113 2.1 xO-109 2.4x0.113 2.8x0.109 2.2x0,156 3.5x0.109 3.4x0.125 4.2x0.109 2.5x0.156 2.9x0.215 2.0x0.109 2.0x0.109 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 1 Material RH = round 7/8 1G = 1 1/2x1 1/2 x. 138 15 = 1 1/4x1 1/4 x. 109 20 = 2x2x.125 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 18 = 1 1/4x1 1/4 x. 125 10=1 x1 x.109 15 = 1 1/4x1 1/4 x.109 15=1 1/4x1 1/4 x.109 10 = 1 x1 x.109 1C = 1 1/2x1 1/2X.113 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x. 156 10 = 1 x1 x.109 20 = 2x2x.125 15 = 1 1/4x1 1/4 x.109 1J = 1 1/2x1 1/2 x. 156 RH = round 7/8 10 = 1 x1 x.109 10 = 1 x1 x.109 STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Date Run: 7/24/01 Joist Description: Short Span Crimp 30K216/128 Mark: J38 Geometry 47-11 3/4 Variable BC Panel First Half First Diag. Depth 47-7 3/4 Left End 4-0 -u 0-6 4-6 30.00 j_30.0< Right End 3-0 -u 0-5 3/4 3-5 3/4 30.00 ) Elective Depth: 28.87 BC PanelLength: 11 @ 4-0 Shape: Parallel Chords Loads Uniform Load in TC {plf) Add Load any PP (Ibs) Additional Shear in Webs Additional Bending in BC (Ibs) 216.00 ; Live Load (plf) 1 ,000.00 Cone. Load TC @ 23-1 1 7/8 (Ibs) 310.00; .Additional Bending in TC {Ibs) 250.00 TC Axial Load (Ibs) 128.00 620.00 250.00 7,500.00 Stress Analysis Summary Int. Panel T(. 24.00 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 V1S W2 ;.• Max Panel BC: Reaction LE: Reaction RE: I Minimum Shear: 48.00 5,955.75 5,955.75 1 1 ,488.94 TC Tension TC Comprestorj BC Tension 6C Compresior1 Web Tension 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 0.00 0.00 0.00 0.00 0.00 p.oo 0.00 0.00 0.00 12,376.51 12,230.62 12,230.62 16,033.37 16,033.37 21,215.46 21,215.46 26,260.22 26,260.22 30,296.65 30,296.65 32,896.58 32,896.58 32,369.58 32,369.58 29,403.04 29,403.04 25,000.00 25,000.00 19,995.34 19,995.34 14,538.29 14,538.29 10,599.12 10,599.12 10,710.64 0.00 0.00 9,884.41 9,884.41 17,512.11 17,512.11 23,703.31 23,703.31 28,457.99 28,457.99 31,776.18 31,776.18 33,314.16 33,314.16 31,065.88 31,065.88 27,381.08 27,381.08 22,259.79 22,259.79 15,701.98 15,701.98 7,707.67 7,707.67 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12,151.82 0.00 0.00 7,300,21 0.00 6,176.65 0.00 5,053.09 0.00 3,929.53 0.00 2,805.97 0.00 0.00 3,092.71 0.00 4,216.27 0.00 5,339.83 0.00 6,463.39 0.00 7,586.95 0.00 0.00 10,147.03 Max TC Comp.: Max BC Tension 32,896.58 33,314.16 Web Comp. Web Length 0.00 1,548.49 6,119.78 0.00 6,738.43 0.00 |_ 5,614.87 0.00 4,491.31 0.00 3,367.75 0.00 1,936.24 2,530.93 0.00 3,654.49 0.00 4,778.05 0.00 5,901.61 0.00 7,025.17 0.00 6,331.97 1,429.09 0.00 54.31 31.26 29.49 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 29.44 31.26 44.60 PP Dist. 0-2 3-0 4-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-6 28-6 30-6 32-6 34-6 36-6 38-6 40-6 42-6 44-6 45-11 3/4 44-11 3/4 Standard Verticals Member Position I Max Tension Max Comp. Length V2 Interior 0.00 1,819.92 28.87 i STRESS ANALYSIS - PAGE 2 ^•fe Job Number \ Job Name: W £^*f\ 01-0170 MV TECHNICAL -BLDG1 • '%T~^fcfr/ Location: ^L%^-* ' CARLSBAD, CA Chord Properties Chord TC Area j 0 6730 BC 0.6730 Axial and Bending A K: 1.00 Top Chord Rx 0.6189 0.6189 Rz Ryy Y Date Run: i 7/24/01 ; Joist Description: Short Span Crimp 30K21 6/128 0.3944 1.2318 0.5650 0.3944 1.2318 0.5650 ix 0.2578 0.2578 Q 0.9808 0.9808 Mark: J38 Material ; 24 = 2x2x.176 24 = 2x2 x. 176 nalysis 50,000.00 Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment ! Mid Panel Moment Panel Point fb Mid Panel fb Fillers :, Panel Point Stress Mid Panel Web Desij Member W2 W3 W4 W5 W6 '. W7 ! W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 I V2 Stress an Web Tension 12,151.82 0.00 7,300.21 0.00 6,176.65 0.00 5,053.09 0.00 3,929.53 0.00 2,805.97 0.00 0.00 3,092.71 0.00 4,216.27 0.00 5,339.83 0.00 6,463.39 0.00 7,586.95 0.00 10,147.03' 0.00 0.00 \Fb: {30,000.00 End Panel LE 34.00 348.35 12,376.51 9,194.71 86.21 15,814.99 49,484.03 0.9443 3049.25 2808.66 8486.27 3077.55 0 17,680.97 0.7027 Allow Tension 16,235.65 14,531.25 7,818.57 14,531.25 6,183.57 14,531.25 6,183.57 11,848.68 6,183.57 9,786.93 6,183.57 7,818.57 9,786.93 6,183.57 9,786.93 6,183.57 13,309.92 6,183.57 14,531.25 7,818.57 14,531.25 7,818.57 14,531.25 16.235.651 7,818.57 7,818.57 Mom of Inertia: 1 561 .47 First Panel LE 18.00 466.00 12,230.62 9,086.32 45.64 24,600.15 176,554.14 0.9846 4078.05 425.61 11349.49 466.36 0 20,435.81 0.3858 Web Comp 0.00 6,119.78 0.00 6,738.43 0.00 5,614.87 0.00 4,491.31 0.00 3,367.75 0.00 1,936.24 2,530.93 0.00 3,654.49 0.00 4,778.05 0.00 5,901.61 0.00 7,025.17 0.00 6,331.97 0.00 1,548.49 1,819.92 LL 240: 290.90 LL 240: 290.90 ! Interior Panel First Panel RE 24.00 187.50 17.75 469.52 32,896.58 10,599.12 24,439.38 38.78 7,874.25 45.01 25,554.37 24,691.29 99,311.70 181,562.52 0.9016 750.00 375.00 2087.30 410.90 6 0.9870 1701.09 30.55 4734.24 33.48 0 26,526.68 12,608.49 0.9731 Allow Comp 1,796.20 8,217.21 2,069.48 7,868.51 1,036.22 7,868.51 1,036.22 4,504.35 1,036.22 3,756.54 1,036.22 2,069.48 3,756.54 1,036.22 3,756.54 1,036.22 5,029.74 1 ,036.22 7,868.51 2,069.48 7,868.51 2,069.48 8,226.71 2,662.94 2,984.10 3,491.19 0.3201 Max Bridg TC: 14-105/8 E End Panel RE 22.00 420.55 10,710.64 7,957.10 55.78 20,755.57 118,189.13 0.9798 1524.25 1426.61 4242.08 1563.19 0 12,199.18 0.4392 Weld 3.8x0.215 3.3x0.125 4.5x0.109 3.6x0.125 3.8x0.109 3.0x0.125 3.1 x 0.109 2.2x0.138 2.4x0.109 2.0x0.113 2.0x0.109 2.0x0.109 2.0x0.113 2.0x0.109 2.2x0.113 2.6x0.109 2.1 x 0.156 3.3x0.109 3.2x0.125 4.0x0.109 3.8x0.125 4.7x0.109 3.4x0.125 3.2x0.215 2.0x0.109 2.0x0.109 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 1 Max Bridg BC: \ 24-7 5/8 Gap Between Chords: 1.00 Min Weld Len 2X: 0.5000 Max Load Fillers TC: 33,819.45 : Max Load no Fillers TC: 29,443.46 TC OAURyy: 464.1687 I BC Stress: j j 128,924.20 \BCURz: 121.7054 TC Shear Stress: 8,557.70 fiC Shear Stress: 8,557.70 j Material RH = round 7/8 20 = 2x2x.125 15 = 1 1/4x1 1/4 x.109 20 = 2x2x.125 10 = 1 x1 x.109 20 = 2x2 x. 125 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 15 = 1 1/4x1 1C = 1 1/2x1 1/4 x.109 1/2 x. 113 10 = 1x1 x.109 1C = 1 1/2x1 1/2 x. 1.1 3 10 = 1x1 x.109 1J = 1 1/2x1 1/2x .156 10 = 1 x1 x.109 20 = 2x2x.125 15 = 1 1/4x1 1/4 x.109 20 = 2x2x.125 15 = 1 1/4x1 1/4 x .109 20 = 2x2x.125 RH = round 7/8 15 = 11/4x1 15 = 1 1/4x1 J 1/4 x.109 1/4 x.109 STRESS ANALYSIS - PAGE 1 Job Number 01-0170 Location: CARLSBAD, I Job Name: | MV TECHNICAL -BLDG1 CA Date Run; 7/26/01 Joist Description: Short Span Crimp 30 K2 16/1 28 Mark: J39 Geometry Base Length: 47-4 1/4 Variable BC Panel TC Panel First Half .First Diag. Depth Working Length: 47-0 1/4 Left End 3-0 2-6 1-3 4-3 30.00 Joist Depth: 30.00 Right End 3-1 1/4 3-1 1/4 0-0 3-1 1/4 30.00 ' V_ Depth: DO Efective Depth: 28.84 SC Panel Length: 11 @ 4-0 Shape; : Parallel Chords ; Loads Uniform Load in TC (plf) Add Load any PP (Ibs) Additional Shear in Webs Additional Bending in BC (tbs) 216.00 1,000.00 310.00 250.00 , Live Load (plf) .Cone. Load TC @ 23-8 1/8 (Ibs) Additional Bending in TC (Ibs) TC Axial Load (Ibs) 128.00 620.00 250.00 29,600.00 Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 48.00 Reaction LE. 5,888.25 Reaction RE: 5,888.25 !E;Minimum Shear: 1,472.06 Max TC Comp.: 46,339.74 Max BC Tension 32,550.93 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 TC Tension tC Compresio 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 27,182.93 27,114.13 27,114.13 32,129.88 32,129.88 37,299.91 37,299.91 41,391.57 41,391.57 44,404.85 44,404.85 46,339.74 46,339.74 45,895.69 45,895.69 43,651.88 43,651.88 40,329.69 40,329.69 35,929.13 35,929.13 30,450.18 30,450.18 30,450.18 27,306.32 BC Tension BC Compresio 0.00 0.00 9,253.96 9,253.96 16,866.26 16,866.26 23,040.72 23,040.72 27,777.34 27,777.34 31,076.13 31,076.13 32,550.93 32,550.93 30,278.11 30,278.1 1 26,567.44 26,567.44 21,418.94 21,418.94 14,832.60 14,832.60 6,808.43 6,808.43 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Web Tension 9,964.67 0.00 0.00 7,285.40 0.00 6,161.42 0.00 5,037.44 0.00 3,913.45 0.00 2,789.47 0.00 0.00 3,111.44 0.00 4,235.43 0.00 5,359.41 0.00 6,483.40 0.00 7,607.38 0.00 10,076.28 Web Comp. Web Lengtt 0,00 1,509.48 6,768.78 0.00 6,723.41 0.00 5,599.43 0.00 4,475.45 0.00 3,351.46 0.00 1,915.02 2,549.45 0.00 3,673.44 0.00 4,797.42 0.00 5,921,40 0.00 7,045.39 0,00 6,381 ,00 0.00 44.59 29.46 32.51 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 28.84 45.55 PP Dist. 0-2 2-6 3-0 4-3 6-3 8-3 10-3 12-3 14-3 16-3 18-3 20-3 22-3 24-3 26-3 28-3 30-3 32-3 34-3 36-3 38-3 40-3 42-3 44-3 44-3 Standard Verticals _^______ Member Position Max Tension | Max Comp. Length V2 Interior 0.00 1,937.76 28.84 STRESS ANALYSIS - PAGE 2 T«^T5 Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 • • %!i^B W*.. Location: ^L V^-L CARLSBAD, CA Chord Properties Chord TC BC Axial and K: 1.00 Area 0 0 9375 6730 [ Rx 0.6089 0.6189 Rz 0.3911 0.3944 Date Run: -, • 7/26/01 ! Joist Description: Short Span Crimp 30K216/128 Ryy Y 1.2500 0.5917 1.2318 0.5650 Ix 0.3476 0.2578 Q 1.0000 0.9808 Mark: \ J39 ! Material 29 = 2 x 2 x .250 I 24 = 2x2x.176 i Bending Analysis Fy: 50,000 00 Fb; Mom of Inertia: LL 240: 30,000.00 652.47 351.71 Top Chord Check Length Bending Load Axial Load fa Maximum K l_/r Fa F'e Cm Panel Point Moment ,Mid Panel Moment i Panel Point fb :Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Desij Member W2 : W3 W4 W5 W6 W7 W8 , W9 : wio W11 W12 W13 W13 W12 W11 W10 W9 an Web Tension 9,964.67 0.00 7,285.40 0.00 6,161.42 0.00 5,037.44 0.00 3,913.45 0.00 2,789.47 0.00 0.00 3,111.44 0.00 4,235.43 0.00 W8 W7 W6 W5 W4 W3 W2 V1 V2 End Panel LE 28.00 376.71 27,'82.93 14,497.56 71.59 18,577.84 70,620.78 0.9384 2275.72 2043.85 4610.25 1739.51 0 19,107.82 0.8488 First Panel LE 21. OC 430.29 27,114.13 14,460.87 53.69 23,765.30 125,548.05 0.9654 2598.77 141.28 5264.71 120.24 0 19,725.58 0.6129 LL 240: 351.71 Max Bride TC: 15-1 1/4 : Interior Panel First Panel RE 24.00 187.50 46,339.74 24.00 187.50 0.00 24,714.53 10,557.60 39.42 25.79 25,913.88 27,658.03 96,122.72 550,914.25 0.8972 750.00 375.00 1519.39 319.16 8 0.9943 1701.09 30.55 798.41 5.75 0 26,233.92 11,356.01 0.9666 0.3819 E End Panel RE 35.25 343.66 27,306.32 14,563.37 57.89 23,074.24 44,558.48 0.9019 3309.23 2947.37 6703.99 2508.49 1 21,267.36 0.7432 Allow Tension 16,235.65 14,531.25 7,818.57 14,531.25 6,183.57 14,531.25 6,183.57 11,848.68 6,183.57 9,786.93 6,183.57 7,818.57 9,786.93 6,183.57 9,786.93 6,183.57 13,309.92 5,359.41 6,183.57 0.00 6,483.40 0.00 7,607.38 0.00 10,076.28 0.00 0.00 14,531.25 7,818.57 14,531.25 7,818.57 14,531.25 16,235.65 6,183.57 7,818.57 Web Comp 0.00 6,768.78 0.00 6,723.41 0.00 5,599.43 0.00 4,475.45 0.00 3,351.46 0.00 1,915.02 2,549.45 0.00 3,673.44 0.00 4,797.42 0.00 5,921.40 0.00 7,045.39 0.00 6,381.00 0.00 1,509.48 1,937.76 Allow Comp 2,660.08 7,618.24 2,067.92 7,866.17 1,035.44 7,866.17 1,035.44 4,500.94 1,035.44 3,753.70 1,035.44 2,067.92 3,753.70 1,035.44 3,753.70 1,035.44 5,025.94 1,035.44 7,866.17 2,067.92 7,866.17 2,067.92 8,334.08 2,549.08 1 ,679.65 3,491.19 Weld 3.1 x 0.215 3.6x0.125 4.5 x 3.6 x 3.8 x 3.0 x 3.1 x 2.2 x 2.4 x 2.0 x 2.0 x 2.0 x 2.0 x 2.0 x 2.2 x 2.6 x 2.1 x 3.3 x 3.2 x 4.0 x 3.8 x 4.7 x 3.4 x 3.2 x 2.0 x 2.0 x 0.109 0.125 0.109 0.125 0.109 0.138 0.109 0.113 0.109 0.109 0.113 0.109 0.113 0.109 0.156 0.109 0.125 0.109 0.125 0.109 0.125 0.215 0.109 0.109 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 1 Max Bridg BC: 24-7 5/8 Gap Between Chords: 1.00 ! Min Weld Len 2X: | j 0.5000 | Max Load Fillers TC: \ 47,959.16 Max Load no Fillers TC: 41,628.18 TC OAL/Ryy: i 451.4000 BC Stress: '• 28,357.19 BC URz: 121.7054 TC Shear Stress: 5,908.15 BC Shear Stress: 8,377.79 • Material RH = round 7/8 i 20 = 2x2x.125 15 = 1 1/4x1 1/4 x .109 20 = 2x2x.125 10 = 1 x1 x.109 20 = 2x2x.125 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 10 = 1x1 x.109 1C = 1 1/2x11/2 x. 113 10 = 1 x1 x.109 : 15 = 1 1/4x1 1C = 11/2x1 1/4 x .109 1/2 x. 113 10 = 1x1 x.109 i 1C = 1 1/2x1 1/2 x. 113 10 = 1x1 x.109 1J = 1 1/2x1 1/2 x .156 10 = 1 x1 x.109 20 = 2x2x.125 15 = 1 1/4x1 1/4 x .109 . 20 = 2x2x.125 15 = 1 1/4x1 1/4 x 20 = 2x .109 2x.125 RH = round 7/8 10 = 1 x -1 x.109 - 15 = 1 1/4x1 1/4 x .109 STRESS ANALYSIS - PAGE 1 Job Number 01-0170 Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Date Run: 7/24/01 Joist Description: Short Span Crimp 30K216/128 Mark: J40 Geometry Base Length:Working Length: Joist Depth: 47-11 3/4 Variable BC Panel TC Panel First Half First Diag. Depth 47-7 3/4 Left End 4-0 3-0 0-6 4-6 30.00 | 30.0C RighfEnd 3-5 3/4 3-5 3/4 0-0 3-5 3/4 30.00 Elective Depth: 28.86 BC Panel Length: 11 @ 4-0 Shape: Parallel Chords Loads Uniform Load in TC (plf) Add Load any PP (Ibs) Additional Shear in Webs Additional Bending in BC (Ibs) 216.00 1,000.00 500.00 250.00 Live Load (plf) ;Conc. Load TC @ 23-1 1 7/8 (Ibs) i Additional Bending in TC (Ibs) !TC Axial Load (Ibs) 128.00 1,000.00 250.00 7,500.00 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 6,145.75 Reaction RE: 6,145.75 Minimum Shear: 1,536.44 Max TC Comp.: 34,669.93 Max BC Tension 35,164.98 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 TC Tension tC Compresiorl BC Tension 6C Compresio 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12,605.50 12,459.56 12,459.56 16,411.48 16,411.48 21,831.99 21,831.99 27,399.76 27,399.76 31,753.30 31,753.30 34,669.93 34,669.93 34,062.14 34,062.14 30,778.80 30,778.80 26,058.55 26,058.55 20,551.05 20,551.05 14,855.51 14,855.51 14,855.51 11,603.61 0.00 0.00 10,229.46 10,229.46 18,175.26 18,175.26 24,684.16 24,684.16 29,756.14 29,756.14 33,391.23 33,391.23 35,164.98 35,164.98 32,600.09 32,600.09 28,598.29 28,598.29 23,159.59 23,159.59 16,283.98 16,283.98 7,971.47 7,971.47 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Web Tension 12,869.21 0.00 0.00 7,795.25 0.00 6,671.56 0.00 5,547.87 0.00 4,424.19 0.00 3,300.50 0.00 0.00 3,587.28 0.00 4,710.96 0.00 5,834.65 0.00 6,958.33 0.00 8,082.02 0.00 11,553.16 Web Comp. Web Length 0.00 1,763.18 6,507.98 0.00 7,233.40 0.00 6,109.72 0.00 4,986.03 0.00 3,862.34 0.00 2,074.83 3,025.43 0.00 4,149.12 0.00 5,272.80 0.00 6,396.49 0.00 7,520.18 0.00 6,788.00 0.00 54.30 31.26 29.48 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 37.54 28.86 49.12 PP Dist. 0-2 3-0 4-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-6 28-6 30-6 32-6 34-6 36-6 38-6 40-6 42-6 44-6 44-6 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 0.00 2,115.77 28.86 i IS? Chord Properties Chord TC BC Axial and K: 1.00 TopC Area STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: Joist Description: CARLSBAD, CA Short Span Crimp 30K21 6/1 28 Rx Rz Ryy Y 0.7130 0.6174 0.3938 1.2345 0.5690 0.7130 C Bending Anal Fy: 50,000.00 hord Check Length Bending Load : Axial Load , fa ! Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment ; Panel Point fb Mid Panel fb : Fillers Panel Point Stress Mid Panel Stress Web Design Member W2 W3 W4 W5 W6 i W7 :• W8 W9 W10 W11 : W12 W13 W13 : W12 W11 W10 W9 W8 ! W7 W6 W5 ; W4 W3 W2 : V1 V2 Web Tension 12,869.21 0.00 7,795.25 0.00 6,671.56 0.00 5,547.87 0.00 4,424.19 0.00 3,300.50 0.00 0.00 3,587.28 0.00 4,710.96 0.00 5,834.65 0.00 6,958.33 0.00 8,082.02 0.00 11,553.16 0.00 0.00 J.6174 0.3938 1.2345 0.5690 Ix Q 0.2718 1.0000 0.2718 1.0000 Date Run: 7/24/01 Mark: J40 : Material ; 25 = 2x2x.187 25 = 2x2x.187 ysis I ft): Mom of Inertia: \LL240: LL240: 30,000.00 594.51 1 308.02 308.02 End Panel LE 34.00 348.35 12,605.50 8,839.38 86.34 15,944.19 49,239.00 0.9461 3049.25 2808.66 8027.59 2939.96 0 16,866.96 0.6674 First Panel LE 18.00 466.00 12,459.56 8,737.04 45.71 25,005.62 175,679.88 0.9851 4078.05 425.61 10736.05 445.51 0 19,473.10 0.3648 I Interior Panel First Panel RE 24.00 24.00 187.50 187.50 34,669.93 0.00 24,311.66 7,874.25 38.87 45.01 25,989.13 24,691.29 98,819.93 181,562.52 0.9Q16 0.9870 750.00 1701.09 375.00 30.55 1974.48 4734.24 392.53 33.48 6 0 26,286.14 12,608.49 0.9511 0.3201 Max Bridg TC: Max Bridg BC: ; \ 14-11 24-81/4 E End Panel RE 39.75 329.21 11,603.61 8,136.82 100.94 13,039.68 36,024.07 0.9322 4011.49 3598.29 10560.83 3766.50 0 18,697.64 0.7752 Allow Tension 16,235.65 14,531.25 7,818.57 14,531.25 7,818.57 14,531.25 6,183.57 13,309.92 6,183.57 10,781.25 6,183.57 8,906.25 9,786.93 6,183.57 11,848.68 6,183.57 14,531.25 6,183.57 14,531.25 7,818.57 14,531.25 8,906.25 14,531.25 16,235.65 7,818.57 7,818.57 Web Comp 0.00 6,507.98 0.00 7,233.40 0.00 6,109.72 0.00 4,986.03 0.00 3,862.34 0.00 2,074.83 3,025.43 0.00 4,149.12 0.00 5,272.80 0.00 6,396.49 0.00 7,520.18 0.00 6,788.00 0.00 1,763.18 2,115.77 Allow Comp 1,795.49 8,217.15 2,069.02 7,867.81 2,069.02 7,867.81 1,035.98 5,028.60 1,035.98 4,117.40 1,035.98 2,341.15 3,755.69 1,035.98 4,503.33 1,035.98 7,867.81 1,035.98 7,867.81 2,069.02 7,867.81 2,341.15 8,334.08 2,194.26 2,983.86 3,491.19 Weld 4.0x0.215 3.5x0.125 4.8x0.109 3.9x0.125 4.1 x 0.109 3.3x0.125 3.4x0.109 2.2x0.156 2.7x0.109 2.1 x 0.125 2.0x0.109 2.0x0.125 2.0x0.113 2.2x0.109 2.0x0.138 2.9x0.109 2.8x0.125 3.6x0.109 3.4x0.125 4.3x0.109 4.1 x 0.125 4.4x0.125 3.7x0.125 3.6x0.215 2.0x0.109 2.0x0.109 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 1 Gap Between Chords: 1.00 Min Weld Len 2X: : 0.5000i — „ — — — — • , \MaxLoadFillersTC: >i 36,475.56 Max Load no Fillers TC: 31,672.04 TC OAL/Ryy: 463.1593 SC Stress: \ 28,607.77 BC URz: 121.8857 TC Shear Stress: 8,461.72 BC Shear Stress: 8,461.72 I Material RH = round 7/8 20 = 2x2x.125 15 = 1 1/4x1 1/4 x. 109 20 = 2x2x.125 15 = 1 1/4x1 1/4 x. 109 20 = 2x2x.125 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x. 156 10 = 1 x1 x.109 1E = 1 1/2x1 1/2 x. 125 10 = 1x1 x.109 I 18 = 1 1/4x1 1/4 x. 125 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 10 = 1 x1 x.109 20 = 2x2x.l25 10 = 1 x1 x.109 20 = 2x2x.125 15 = 1 1/4x1 1/4 x.109 20 = 2x2x.125 18 = 1 1/4x1 1/4 x. 125 20 = 2x2x.125 RH = round 7/8 15 = 1 1/4x1 1/4 x.109 15 = 1 1/4x1 1/4 x.109 ^•M, — Job Number: V ^L"ft 01-0170 STRESS ANALYSIS - PAGE 1 | Job Name: MV TECHNICAL - BLDG1 • ^_^B ^ Location: ^L V^-l '' CARLSBAD Geometry fiase Lengtt 47-1 1 3/4 Variab i: Working Le 47-7 3/4 e Left End ? BC Panel 4-0 TC Panel 3-0 First Half 0-6 First Diag. 4-6 Depth 30.00 Loads Uniform Load in TC (plf) CA ngth: I Joist Depth: [ 30.00 Right End 3-0 2-0 0-5 3/4 3-5 3/4 30.00 ~ Add Load any PP (Ibs) Additional Shear in Webs Additional Bending in BC (Ibs) Date Run: '. '. 7/24/01 Joist Description: Short Span Crimp 30K21 6/1 28 Efective Depth: BC Panel Length: 28.86 11 @ 4-0 ^v xy /Xv/\j/x Mark: \ J41 :: Shape: ; Parallel Chords • X/X/^ 216.00! Live Load (plf) 1 ,000.00 i ; Cone. Load TC @ 23-1 1 7/8 (Ibs) 500.00 ! ; Additional Bending in TC (Ibs) 250.00 iTC Axial Load (Ibs) ' .A\i/\/Xi/V/^j 128.00 1,000.00 250.00 9,500.00 , Stress Analysis Summary Int. Panel TC: Max Panel BC: \ Reaction LE: 24.00 48.00 6,145.75 {Reaction RE: J6.145.75 Minimum Shear: 1,536.44 Member TC Tension tC Compresior BC Tension BC Compresior Web Tension W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 ; W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 V1S W2 Standard i Member V2 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Verticals Position Interior 14,105. 13,959. 13,959. 50 56 56 17,911.48 17,911.48 23,331. 23,331. 99 99 27,674.82 27,674.82 31,753.30 31,753.30 34,669.93 34,669.93 34,062. 34,062. 14 14 30,778.80 30,778.80 26,668.91 26,668.91 22,051.05 22,051.05 16,355.51 16,355.51 12,268.36 12,268.36 12,379.92 0.00 0.00 10 10 18 18 24 24 29 29 33 33 35 35 32 32 28 28 23 23 16 16 7 7 ,229.46 ,229.46 ,175.26 ,175.26 ,684.16 ,684.16 ,756.14 ,756.14 ,391.23 ,391.23 ,164.98 ,164.98 ,600.09 ,600.09 ,598.29 ,598.29 ,159.59 ,159.59 ,283.98 ,283.98 ,971.47 ,971 .47 0.00 0.00 Max Tension 0.00 0 0 0 0 0 0 0 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Max Comp. 2,115.77 Length 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 12,869.21 0.00 0.00 7,795.25 0.00 6,671.56 0.00 5,547.87 0.00 4,424.19 0.00 3,300.50 0.00 0.00 3,587.28 0.00 4,710.96 0.00 5,834.65 0.00 6,958.33 0.00 8,082.02 0.00 0.00 10,735.85 Max TC Comp.: Max BC Tension \ * 34,669.93 35,164.98 Web Comp. Web Length 0. 1,763. 6,507. 0. 7,233. 0. 6,109. 0. 4,986. 0. 3,862. 00 18 98 00 40 00 72 00 03 00 34 0.00 2,074.83 3,025.43 0.00 4,149.12 0.00 5,272.80 0.00 6,396.49 0. 7,520. 00 18 0.00 6,719. 1,643. 51 78 0.00 54 31 29 37 37 37 37 37 37 37 37 37 37 37 .30 .26 .48 .54 .54 .54 .54 54 54 54 54 54 54 54 37.54 37 54 37.54 37 54 37.54 37 37 37 37 54 54 54 54 29.43 31 44 26 60 PP Dist. 0-2 3-0 4-0 4-6 6-6 8-6 10-6 12-6 j 14-6 ! 16-6 18-6 20-6 i 22-6 24-6 26-6 28-6 30-6 32-6 34-6 36-6 38-6 40-6 ; 42-6 i 44-6 ! 45-1 1 3/4 : 44-1 1 3/4 28.86 STRESS ANALYSIS - PAGE 2 1 ^^LTi Job Number 01-0170 Job Name:MV TECHNICAL -BLDG1 Date Run: 7/24/01 •' %_^Br^, Location: 1 Jo/sf Description; ^L W&-* ' CARLSBAD, CA | Short Span Crimp 30 K2 16/1 28 Chord Properties Chord TC BC Axial and Area 0 0 7130 7130 Rx 0.6174 0.6174 Rz Ryy Y 0.3938 1.2345 0.5690 0.3938 1.2345 0.5690 Ix 0.2718 0.2718 Q 1.0000 1.0000 Mark: \ J41 | Material ' 25 = 2x2x.187 25 = 2x2x .187 Bending Analysis 1.00 Top Chore Fy: 50,000 Check 00 Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment j Mid Panel Moment : Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desii Member W2 W3 W4 , W5 W6 W7 i: W8 W9 W10 W11 W12 W13 W13 W12 W11 • W10 W9 W8 W7 W6 W5 W4 W3 L W2 V1 V2 Stress ?n Web Tension 12,869.21 0.00 7,795.25 0.00 6,671.56 0.00 5,547.87 0.00 4,424.19 0.00 3,300.50 0.00 0.00 3,587.28 0.00 4,710.96 0.00 5,834.65 0.00 6,958.33 0.00 8,082.02 0.00 10,735.85 0.00 0.00 I Fb: Mom of Inertia: I LL 240: 30,000.00 594.51 308.02 End Panel LE 34.00 348.35 14,105.50 9,891.22 86.34 15,944.19 49,239.00 0.9397 3049.25 2808.66 8027.59 2939.96 0 17,918.81 0.7356 First Panel LE 18.00 466.00 13,959.56 9,788.89 45.71 25,005.62 175,679.88 0.9833 4078.05 425.61 10736.05 445.51 0 20,524.94 0.4069 LL 240: 308.02 . Interior Panel First Panel RE 24.00 187.50 17.75 469.52 34,669.93 12,268.36 24,311.66 38.87 8,602.96 45.07 25,989.13 25,100.08 98,819.93 180,663.45 0.9016 750.00 375.00 1974.48 392.53 6 0.9857 1701.09 30.55 4478.36 31.98 0 26,286.14 13,081.32 0.951 1 Allow Tension 16,235.65 14,531.25 7,818.57 14,531.25 7,818.57 14,531.25 6,183.57 13,309.92 6,183.57 10,781.25 6,183.57 8,906.25 9,786.93 6,183.57 11,848.68 6,183.57 14,531.25 6,183.57 14,531.25 7,818.57 14,531.25 8,906.25 14,531.25 16,235.65 7,818.57 7,818.57 Web Comp 0.00 6,507.98 0.00 7,233.40 0.00 6,109.72 0.00 4,986.03 0.00 3,862.34 0.00 2,074.83 3,025.43 0.00 4,149.12 0.00 5,272.80 0.00 6,396.49 0.00 7,520.18 0.00 6,719.51 0.00 1,763.18 2,115.77 Allow Comp 1,795.49 8,217.15 2,069.02 7,867.81 2,069.02 7,867.81 1 ,035.98 5,028.60 1,035.98 4,117.40 1,035.98 2,341.15 3,755.69 1,035.98 4,503.33 1,035.98 ' 7,867.81 1,035.98 7,867.81 2,069.02 7,867.81 2,341.15 8,226.65 2,662.09 2,983.86 3,491.19 0.3438 Max Bridg TC: 14-11 : End Panel RE 22.00 420.55 12,379.92 8,681.19 55.86 21,069.79 117,603.88 0.9779 1524.25 1426.61 4012.80 1493.30 0 12,693.99 0.4646 Weld 4.0x0.215 3.5x0.125 4.8x0.109 3.9x0.125 4.1 x 0.109 3.3x0.125 3.4x0.109 2.2x0.156 2.7x0.109 2.1 x 0.125 2.0x0.109 2.0x0.125 2.0x0.113 2.2x0.109 2.0x0.138 2.9x0.109 2.8x0.125 3.6x0.109 3.4x0.125 4.3x0.109 4.1 x 0.125 4.4x0.125 3.6x0.125 3.4x0.215 2.0x0.109 2.0x0.109 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 1 Max Bridg BC: 24-8 1/4 Gap Between Chords: 1.00 Min Weld Len 2X: 0.5000 Max Load Fillers TC: \ 36,475.56 Max Load no Fillers TC: 31,672.04 TC OAL/Ryy: 463.1593 BC Stress: 28,607.77 BCURz: 121.8857 TC Shear Stress: 8,322.37 BC Shear Stress: \ 8,322.37 Material : RH = round 7/8 20 = 2x2 x. 125 15 = 1 1/4x11/4 x.109 20 = 2x2x.125 15 = 1 1/4x11/4 x.109 20 = 2x2 x. 125 10 = 1 x1 x.109 1J = 1 1/2x11/2x .156 10 = 1 x1 x.109 1E = 1 1/2x11/2 x. 125 10 = 1 x1 x.109 18 = 1 1/4x1 1C = 1 1/2x1 1/4 x. 125 1/2X.113 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 | 10=1x1 x.109 i 20 = 2x2x.125 10 = 1 x1 x.109 20 = 2x2x .125 15 = 1 1/4x1 1/4 x.109 20 = 2x2x.125 18 = 1 1/4x1 1/4 x. 125 20 = 2x2x.125 RH = round 7/8 15 = 1 1/4x1 15 = 1 1/4x1 1/4 x 1/4 x ..__ .109 STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Location: CARLSBAD, Job Name; MV TECHNICAL CA - BLDG1 Date Run; '• 7/26/01 I Joist Description: Short Span Crimp 2 2 K2 7 9/1 62 Mark: J42 Geometry Base Length:Working Length:Joist Depth: IZ-IU flO Variable BC Panel TC Panel First Half First Diag. Depth z^-o no Left End 3-0 2-6 0-9 3-9 22.00 H.UL Right End 3-0 2-0 0-1 7/8 3-1 7/8 22.00 Efective Depth: 20.99 BC Pane/ Length: 5 Special Shape: Parallel Chords Loads Uniform Load in TC (plf)279.00; Live Load (plf)162.00 Add Load any PP (Ibs)1,000.00 i: Additional Bending in TC (Ibs)250.00 Additional Bending in BC (Ibs) Stress Analysis Summary 250.00 i TC Axial Load (ibs)21,000.00 Int. Panel TC 26.00 Member W2 V1S W3 W4 W5 W6 W7 W7 W6 W5 W4 W3 V1S W2 ;.• Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: 50.00 3,648.92 3,648.92 912.23 TC Tension tC Compresioii BC Tension 6C Compresiori Web Tension 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 19,788.06 19,680.88 19,680.88 22,621.82 22,621.82 25,251 .73 25,251.73 24,982.34 24,982.34 21,905.31 21,905.31 19,693.96 19,693.96 19,872.81 0.00 0.00 6,452.00 6,452.00 11,234.75 11,234.75 13,295.33 13,295.33 10,686.13 10,686.13 5,524.50 5,524.50 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 7,279.10 0.00 0.00 4,360.13 0.00 2,664.80 0.00 0.00 2,916.45 0.00 4,431.81 0.00 0.00 7,411.90 Max TC Comp.: Max BC Tension 21,905.31 13,295.33 Web Comp. Web Length 0.00 1,166.19 3,616.26 0.00 3,512.47 0.00 1,591.63 2,068.78 0.00 3,981.95 0.00 3,489.97 1,182.63 0.00 39.96 21.83 22.84 31.88 31.88 31.88 31.88 31.88 31.88 33.41 30.40 21.07 24.18 39.96 PP Dist. 0-2 2-6 3-0 3-9 5-9 7-9 9-9 11-9 13-9 15-9 17-11 19-9 20-107/8 19-107/8 Standard Verticals Member Position Max Tension | Max Comp. Length V2 Interior 0.00 1,332.70 20.99 IS* Chord Properties STRESS ANALYSIS - PAGE 2 Job Number 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Date Run: 7/26/01 Joist Description: Short Span Crimp 22K279/162 Mark: J42 Chord TC BC Area 0.9375 0.3594 Rx 0.6089 0.4652 Rz 0.3911 0.2962 Ryy 1.2500 1.0320 Y 0.5917 0.4212 Ix 0.3476 0.0778 Q 1.0000 0.9607 Material 29 = 2 x 2 x .250 1E = 1 1/2x1 1/2 x. 125 Axial and Bending Analysis K: \Fy: TFb: 1.00 i 50,000.00 30,000.00 Mom of Inertia: 229.28 LL 240: 1,117.10 LL 240: 1,117.10 Max Bridg TC: 15-1 1/4 Max Briefer BC; 20-7 5/8 i Top Chord Check Length Bending Load Axia! Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress End Panel LE 28.00 439.71 19,788.06 10,553.63 71.59 18,577.84 70,620.78 0.9552 2537.95 2434.13 5141.50 2071.68 0 15,695.13 0.6456 First Panel LE 15.00 579.00 19,680.88 10,496.47 38.35 26,061 .39 246,074.17 0.9872 3340.77 711.59 6767.89 605.63 0 17,264.36 0.4236 Interior Pane! 26.00 452.08 21,905.31 11,682.83 42.70 25,447.54 81,903.38 0.9429 2122.25 1061.13 4299.35 903.12 0 15,982.19 0.4922 First Panel RE 13.88 603.32 19,693.96 10,503.45 35.47 26,450.49 287,595.81 0.9890 2093.11 420.15 4240.32 357.59 0 14,743.77 0.4093 End Panel RE 22.00 483.55 19,872.81 10,598.83 56.25 21,013.05 114,393.98 0.9722 1678.27 1670.95 3399.93 1422.14 0 13,998.76 0.5552 Gap Between Chords: 1.00 Mm Weld Len 2X: 0.5000 Max Load Fillers TC: 45,910.24 Max Load no Fillers TC: 38,999.27 TC OAURyy: 216.7000 jBC Stress: 28,902.32 BCURz: 168.8121 TC Shear Stress: 3,696.27 BC Shear Stress: 9,823.34 Web Design Member W2 W3 W4 W5 W6 W7 W7 W6 W5 W4 W3 W2 V1 V2 Web Tension 7,279.10 0.00 4,360.13 0.00 2,664.80 0.00 0.00 2,916.45 0.00 4,431.81 0.00 7,411.90 0.00 0.00 Allow Tension 12,367.14 7,818.57 6,183.57 9,786.93 6,183.57 7,818.57 7,818.57 6,183.57 9,786.93 6,183.57 7,818.57 16,235.65 12,367.14 6,183.57 Web Comp 0.00 3,616.26 0.00 3,512.47 0.00 1,591.63 2,068.78 0.00 3,981.95 0.00 3,489.97 0.00 1,182.63 1,332.70 Allow Comp 4,664.17 3,929.29 1,499.81 5,033.31 1,499.81 2,995.34 2,995.34 1,499.81 4,745.27 1,649.06 4,349.09 3,463.84 9,168.37 3,297.39 Weld 4.5x0.109 2.2x0.109 2.7x0.109 2.1 x 0.1 13 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.4x0.113 2.7x0.109 2.2x0.109 2.3x0.215 2.0x0.109 2.0x0.109 Qty 2 1 1 1 1 1 1 1 1 1 1 1 2 1 Material 10 = 1 x1 x.109 15 = 1 1/4x1 1/4 x.109 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 15 = 1 1/4x1 1/4 x.109 15 = 1 1/4x1 1/4 x.109 10 = 1 x1 x.109 1C = 1 1/2x1 1/2X.113 10 = 1 x1 x.109 15 = 1 1/4x1 1/4 x.109 RH = round 7/8 10 = 1 x1 x.109 10 = 1 x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 22K279/162 MARK: J42 'AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.250 in. 50.000 ksi 1.000 In 1.000 28.000 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1 000 in. h = 1.000 in. PLATE CTR. PROPERTIES: At = ltx = rtx = Panel P. Six = Mid Panel Stx = 3.875 inA2 3.281 inM 0.920 in 1.951 in"3 2.489 in"3 Gravity Axial Load = 19,788.06 Ibs. Lateral axial load = 21,000.00 Ibs. Bending Load = 439.71 IbsVft. Bearing Depth = 3.00 in. Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = F'e = Cm = 1.681 in 38,901.45 Ibs-in. 37,330.40 Ibs-in. 5,106.60 psl 19,934.62 psi 15,000.88 psi 30,000.00 psi 71.59 107.00 20,642.04 psi 29,139.84 psi 0.95 No filler Panel point <» 0.6 Fy « 30,000.00 psl 25,041.22 OK Kl/rx = Cc = Cm = With filler Pantl point <« 0.6 Fy " fa + fb» 30.43 107.00 27,099.72 psi 161,289.27 psi 0.99 30,000.00 pSJ 25,041.22 OK Mid panel <- 1.00 fa/Fa + Cm*fb/((1-fa/F»rQ*Fb) • 0.82 OK Mid pant) <" fa/Fa + Cmfb/((14a/F«)*Q-Fb)" 1.00 0.70 OK STRESS ANALYSIS - PAGE 1 j •VMM — Job Number: W t^f\ 01-0170 Job Name: MV TECHNICAL -BLDG1 • ' *J^B ^. Location: ^L %^-* ' CARLSBAD, CA Geometry 8ase Lengtt 31-63/8 Variab Working Le 31-23/8 e Left End BC Panel 3-8 TC Panel 1-115/8 First Half 0-1 1/4 First Diag. 3-91/4 Depth 22.00 Loads Uniform Load in TC (plf) ngth: \Joist Depth: _\ 22.00 Right End 3-6 1/8 1-11 5/8 0-3 3-9 1/8 22.00 «:. Add Load any PP (Ibs) Additional Shear in Webs Additional Bending in BC (Ibs) Stress Analysis Summary Int. Panel TC 26.00 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W9 ; W8 W7 W6 W5 W4 W3 V1S W2 Standard 1 Member V2 \\ Date Run: \ 7/26/01 ; I Joist Description: Short Span Crimp 22K279/162 Mark: '. J43 i Efective Depth: j BC Panel Length: I Shape; ! 20.86 j 7 Special Parallel Chords j i \.,- '' /' vX X i / \ : / X' <\/ xiX XX 279.00! Live Load (plf) 1,000.00! Cone. Load TC@ 15-9 1/4 (Ibs) 310.00! Additional Bending in TC (Ibs) 250.00 i TC Axial Load (Ibs) ;.• Max Panel BC: Reaction LE: 50.00 J5.162.01 TC Tension tC Compressor 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 0.00 Verticals Position interior 23,167.00 22,798.61 22,798.61 26,343.32 26,343.32 31,591.65 31,591.65 34,913.58 34,913.58 34,808.46 34,808.46 31,581.35 31,581.35 26,327.63 26,327.63 22,502.66 22,502.66 22,836.19 /N\:•j/I 162.00 620.00 250.00 21,000.00 Reaction RE: \ Minimum Shear I Max TC Comp. : 5,162.21 1,290.55 j 34,808.46 BC Tension 6C Compresior! Web Tension 0.00 0.00 9 9, 17, 17, 662.33 662.33 944.38 944.38 23,657.89 23,657.89 26, 26, 23, 23, 799.85 799.85 647.72 647.72 17,927.05 17, 9, 9, 927.05 637.84 637.84 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 0.00 0.00 0.00 Max Tension | Max Comp. 0.00 1,545.17 Length 20.86! 12,862.70 0.00 0.00 7,146.31 0.00 5,444.90 0.00 3,743.48 0.00 0.00 3,607.41 0.00 5,449.65 0.00 7,151.06 0.00 0.00 12,404.61 ^ "I Max BC Tension 26,799.85 Web Comp. Web Lengtt 0.00 2,009.86 5,227.20 0.00 6,295.61 0.00 4,594.19 0.00 2,888.81 3,074.61 0.00 4,598.94 0.00 6,300.35 0.00 5,273.22 1,927.47 0.00 46 29 89 16 20.89 31.80 31.80 31.80 31.80 31.80 31.80 33.33 30.31 31.80 31.80 31.80 31.80 21.07 27.88 45.22 PP Dist. 0-2 1-11 5/8 3-8 3-9 1/4 5-9 1/4 7-9 1/4 9-9 1/4 11-91/4 13-91/4 ! 15-91/4 17-11 1/4 ; 19-91/4 21-91/4 23-9 1/4 25-9 1/4 27-9 1/4 29-6 3/4 ; 28-0 1/4 | STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Date Run: 7/26/01 Joist Description: Short Span Crimp 22K279/162 Mark: J43 Chord Properties Chord TC BC Area 0.9375 0.5516 Rx 0.6089 0.6236 Rz 0.3911 0.3963 Ryy 1.2500 1.2238 Y 0.5917 0.5530 Ix 0.3476 0.2145 Q 1 .0000 0.8979 Material 29 = 2 x 2 x .250 21 =2x2x.143 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 1 Mom of Inertia: [302.64 LL 240: 558.52 LL 240: 558.52 Max Bridg TC: 15-1 1/4 Max Bridg BC: 24-5 3/4 Top Chord Check Length Bending Load fa Maximum K L/r Fa F'e Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress • •- , •-*, I A <Mid Panel stress End Panel LE 21.63 487.09 23 167 01 12,355.74 55.29 21,154.96 118,395.80 1956.63 1495.28 3963.84 1272.63 0 16,319.57 .o^yy First Panel LE 21.63 487.09 22 798 61 12,159.26 55.29 23,505.52 118,395.80 1956.28 563.88 3963.12 479.92 0 16,122.37 Interior Panel 26.00 452.08 34 808 46 18,564.51 42.70 25,447.54 81,903.38 2122.25 1061.13 4299.35 903.12 0 22,863.87 First Panel RE 21.50 488.30 22 502 66 12,001.42 54.97 23,557.78 119,776.51 1951.33 548.13 3953.10 466.51 0 15,954.51 -Ozbz End Panel RE 21.63 487.09 22 83fi 1PJ 12,179.30 55.29 21,154.96 118,395.80 1946.86 1499.16 3944.05 1 1275.93 0 16,123.35 .b^l 7 Gap Between Chords: ; .OQ 0.5000 45,910.24 Max Load no Fitters TC: i 38,999.27 '. TC OAL/Ryy: 299.5000 j 29,565.44 SC URz: ; 126.1516 TC Shear Stress: \ 5,519.44 ; eC Shear Stress: ! 9,594.21 ! Web Design Member W2 W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Web Tension 12,862.70 0.00 7,146.31 0.00 5,444.90 0.00 3,743.48 0.00 0.00 3,607.41 0.00 5,449.65 0.00 7,151.06 0.00 12,404.61 0.00 0.00 Allow Tension 15,637.14 9,786.93 7,818.57 11,848.68 6,183.57 9,786.93 6,183.57 7,818.57 8,906.25 6,183.57 9,786.93 6,183.57 11,848.68 7,818.57 9,786.93 16,235.65 12,367.14 6,183.57 Web Comp 0.00 5,227.20 0.00 6,295.61 0.00 4,594.19 0.00 2,888.81 3,074.61 0.00 4,598.94 0.00 6,300.35 0.00 5,273.22 0.00 2,009.86 1,545.17 Allow Comp 7,086.13 6,291.35 3,141.49 6,434.24 1,572.99 5,171.15 1,572.99 3,141.49 3,234.71 1 ,730.47 5,171.15 1 ,572.99 6,434.24 3,141.49 6,258.30 2,820.71 7,664.68 3,412.93 Weld 7.9x0.109 3.1 xO.113 4.4x0.109 3.1 x 0.138 3.4x0.109 2.7x0.113 2.3x0.109 2.0x0.109 2.0x0.125 2.2x0.109 2.7x0.113 3.4x0.109 3.1 x 0.138 4.4x0.109 3.1 xO.113 3.9x0.215 2.0x0.109 2.0x0.109 Qty 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 Material 15 = 1 1/4x1 1/4 x. 109 1C = 1 1/2x1 1/2X.113 15 = 1 1/4x1 1/4 x. 109 1G = 1 1/2x1 1/2 x. 138 10 = 1 x1 x.109 1C = 1 1/2x1 1/2X.113 10 = 1 x1 x.109 15 = 1 1/4x1 1/4 x.109 18 = 1 1/4x1 1/4 x. 125 10 = 1x1 x.109 1C = 1 1/2x1 1/2X.113 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 15 = 1 1/4x1 1/4 x.109 1C = 1 1/2x1 1/2X.113 RH = round 7/8 10 = 1 x1 x.109 10 = 1 x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 22K279/162 MARK: J43 •AXIAL LOAD AND BENDING". END PANEL 1 re ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 In. 0.250 in. 50.000 ksi 1.000 in 1.000 21.630 in REINFORCEMENT: 2 Width = 2.000 In. Thickness = 1.000 in. h= 1.000 in. PLATE CTR. PROPERTIES: At = ltx = rtx = Panel P. Stx = Mid Panel Stx = 3.875 in*2 3.281 in*4 0.920 in 1.951 in"3 2.489 in"3 Gravity Axial Load = 23.167.01 Ibs. Lateral axial load = 21,000.00 Ibs. Bending Load = 487.08 Ibs./ ft. Bearing Depth = 3.00 in. Eccentricity = Moment Pp = Moment Mp = fa = Pane* P. fb = Mid Panel fb = Fb = Kl/iz* Cc = Fa = Pe = Cm = 1.681 in 37,684.32 Ibs-in. 36,645.77 Ibs-in. 5,978.58 psi 19,310.92 psi 14.725.76 psi 30,000.00 psi 55.30 107.00 23,503.43 psi 48,830.36 psi 0.96 KWx- Cc = Fa = Fe = Cm = 23.51 107.00 27,918.35 psi 270,276.64 psi 0.99 No filler Panel point <• 0.6 Fy • 30,000.00 psi ra + fb" 25,289.50 OK With filler Panel point <• 0.6 Fy > fa+fb' 30,000.00 psi 25,289.50 OK Mid panel <• fa/Fa + Cm*fb/{(1-4a/Fle)*Q*Fb) i 1.00 0.79 OK Mid panel <• fa/Fa + Cm"fb/((1-fa/F'e)*Q*Fb) > 1.00 0.71 OK STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Joist Description: Short Span Crimp Date Run: ' 7/26/01 | 22K279/162 Mark: \ J44 j Geometry Base Length: 33-103/4 Variable BC Panel TC Panel . First Half First Diag. Depth Working Length: 33-6 3/4 Left End 3-8 2-6 3/4 0-10 4-6 22.00 Joist D 22.0C Right End 3-8 2-6 3/4 1-83/4 5-4 3/4 22.00 ec Panel Length: 7 ©4-0 Shape; Parallel Chords Loads Uniform Load in TC (plf)279.00 j Live Load (plf)162.00 Add Load any PP (Ibs)1,000.00 i Additional Bending in TC (Ibs)250.00 Additional Bending in BC (Ibs)250.00] I TC Axial Load (Ibs)145,700.00 Stress Analysis Summary Int. Panel TC. 24.00 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 • W5 W4 W3 V1S W2 ;.• Max Panel BC: \ Reaction LE: Reaction RE: Minimum Shear 48.00 1 5,1 81 .97 5,181.97 1,295.49 TC Tension tC Compresio 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 0.00 116,750.69 116,456.60 116,456.60 121,269.69 121,269.69 126,304.79 126,304.79 129,373.06 129,373.06 129,790.66 129,790.66 127,162.88 127,162.88 122,568.26 122,568.26 116,395.80 116,395.80 116,750.69 BC Tension BC Compresio 0.00 0.00 11,652.77 11,652.77 19,677.46 19,677.46 25,079.71 25,079.71 27,859.51 27,859.51 25,930.16 25,930.16 21,115.23 21,115.23 13,677.85 13,677.85 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 0.00 0.00 0.00 Web Tension 12,227.13 0.00 0.00 6,470.76 0.00 4,748.92 0.00 3,027.07 0.00 0.00 2,641.45 0.00 4,363.29 0.00 6,085.14 0.00 0.00 12,227.13 Max TC Comp.: Max BC Tension 129,790.66 27,859.51 Web Comp. Web Length 0.00 1,965.47 5,281.14 0.00 5,609.84 0.00 3,887.99 0.00 2,166.15 1,998.78 0.00 3,502.37 0.00 5,224.22 0.00 6,583.11 2,114.43 0.00 46.70 24.35 22.74 31.52 31.52 31.52 31.52 31.52 31.52 31.52 31.52 31.52 31.52 31.52 31.52 29.12 24.35 46.70 PP Dist. 0-2 2-6 3/4 3-8 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-6 28-6 31-4 30-2 3/4 Standard Verticals _^ Member T Position Max Tension I Max Comp. Length V2 Interior 0.00 1,930.91 20.43! STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 Location: CARLSBAD, Job Name: MV TECHNICAL CA - BLDG1 Date Run: 7/26/01 i Joist Description: Short Span Crimp 22K279/162 Mark: • J44 Chord Properties Chord TC BC Area 2.4844 0.6254 Rx 1 .0739 0.6208 Rz 0.6869 0.3951 Ryy 1 .8553 1.2286 Y 1.0130 0.5603 Ix 2.8651 0.2410 Q 1.0000 0.9522 Material I 3H = 31/2x31/2x.375 23 = 2x2x.163 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 3.00 Mom of Inertia: 420.06 LL 240: 622.65 LL 240: 622.65 Max Bridg TC: 22-5 Max Bridg BC: \ 24-6 7/8 ; Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb : Mid Panel fb Fillers Panel Point Stress Mid Panel Stress End Panel LE 28.75 435.52 116,750.69 23,496.99 26.77 27,542.73 208,349.34 0.9662 2865.99 2453.76 1243.92 433.78 1 24,740.91 0.8689 First Panel LE 23.25 472.55 116,456.60 23,437.81 33.85 26,664.39 318,582.50 0.9779 3109.20 430.83 1349.48 76.16 0 24,787.28 0.8817 Interior Panel 24.00 187.50 129,790.66 26,121.39 22.35 28,046.70 298,982.22 0.9651 750.00 375.00 325.52 66.29 0 26,446.91 0.9337 First Panel RE 34.00 411.35 116,395.80 23,425.57 49.50 24,428.69 148,973.83 0.9528 3607.91 1873.24 1565.93 331.15 0 24,991.50 0.9714 End Panel RE 28.75 435.52 116,750.69 23,496.99 26.77 27,542.73 208,349.34 0.9662 3818.82 2083.51 1657.47 368.32 1 25,154.47 0.8665 I Gap Between Chords: 1.00 Min Weld Len 2X: 0.9889i Max Load Fillers TC: 139,030.05 Max Load no Fillers TC: 131,469.22 TC OAURyy: 217.0752 SC Stress: 26,752.74 BCDRz: 121.4796 TC Shear Stress: 2,101.57 BC Shear Stress: j 8,435.45 Web Design Member W2 W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Web Tension 12,227.13 0.00 6,470.76 0.00 4,748.92 0.00 3,027.07 0.00 0.00 2,641 .45 0.00 4,363.29 0.00 6,085.14 0.00 12,227.13 0.00 0.00 Allow Tension 12,367.14 9,786.93 7,818.57 10,781.25 6,183.57 8,906.25 6,183.57 7,818.57 7,818.57 6,183.57 7,818.57 6,183.57 9,786.93 6,183.57 13,309.92 16,235.65 12,367.14 6,183.57 Web Comp 0.00 5,281.14 0.00 5,609.84 0.00 3,887.99 0.00 2,166.15 1,998.78 0.00 3,502.37 0.00 5,224.22 0.00 6,583.11 0.00 2,114.43 1,930.91 Allow Comp 4,065.32 6,217.94 3,622.53 6,266.50 1,827.82 4,115.22 1,827.82 3,622.53 3,622.53 1,827.82 3,622.53 1,827.82 5,571.99 1,827.82 6,948.70 3,019.11 9,067.69 3,746.95 Weld 7.6x0.109 3.1 x 0.113 4.0x0.109 3.0x0.125 2.9x0.109 2.1 x 0.125 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.2x0.109 2.7x0.109 3.1 x 0.113 3.8x0.109 2.8x0.156 3.8x0.215 2.0x0.109 2.0x0.109 Qty 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 Material 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 15 = 1 1/4x1 1/4 x.109 1E = 1 1/2x1 1/2 x. 125 10 = 1 x1 x.109 18 = 1 1/4x1 1/4 x. 125 10 = 1 x1 x.109 15 = 1 1/4x1 1/4 x.109 15 = 1 1/4x1 1/4 x.109 10 = 1 x1 x.109 15 = 1 1/4x1 1/4 x.109 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x. 156 RH = round 7/8 10 = 1 x1 x.109 10 = 1 x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD. CA JOIST NAME: 22K279/162 MARK: J44 "AXIAL LOAD AND BENDING". END PANEL 1 TOWOLES Lefl = Thickness = Fy = Gap = K = Length = 3.500 in. 0.375 in. 50.000 ksi 1.000 in 1.000 28.750 in REINFORCEMENT: 2 Width = 6.000 in. Thickness = 1.000 in. h = 0.500 in. PLATE CTR. PROPERTIES: At = ltx = rtx = Panel P. Six = Mid Pand Stx = 10.969 inA2 40.541 inA4 1.923 in 64.700 in"3 17.082 in*3 Gravity Axial Load = 1 1 6,750.69 Ibs. Lateral axial load = 145,700.00 Ebs. Bending Load = 435.52 Ibs./ ft. Bearing Depth = 3.00 in. Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Fe = Cm = 0.627 in 95,045.83 Ibs-in. 93,405.28 Ibs-in. 10,643.94 psi 1,469.01 psi 5,468.17 psi 30,000.00 psi 41.85 107.00 25,569.13 psi 85,243.15 psi 0.96 Kl/rx = Cc = Fa = Fe = Cm = 14.95 107.00 28.807.02 psi 667,756.11 psi 1.00 No filler Panel point <• 0.6 Fy • 30,000.00 psi fa + fb» 12,112.95 OK With filler Panel point <* 0.6 Fy i fa+fb' 30,000.00 pSI 12,112.95 OK Mid panel <• fa/Fa + Cm"fb/((1-fa/F>rQ*Fb)' 1.00 0.62 OK Mid panel <• fa/Fa * Cm*fb/((1-fa/FerQ*Fb) • 1.00 0.55 OK STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Date Run: 7/26/01 Joist Description: Short Span Crimp 22K279/162 Mark: i J45 Geometry Base Length: 33-11 Working Length: 1 Joist Depth: 33-7 2-00 Efective Depth: 20.85 SC Pane/ Length: 7 Special Shape; Parallel Chords Variable BC Panel TC Panel First Half First Diag. Depth Lett End 3-8 2-6 3/4 0-10 4-6 22.00 Kignt bnd 3-8 2-6 3/4 1-9 5-5 22.00 &~ Loads Uniform Load in TC (plf) Add Load any PP (Ibs) Additional Shear in Webs Additional Bending in BC (Ibs) 279.00 ii Live Load (plf) 1,000.00 1 Cone. Load TC @ 16-11 1/2 (Ibs) 31 0.00 ; .Additional Bending in TC (Ibs) 250.00 :;JC Axial Load (Ibs) 162.00 620.00 250.00 21,000.00 Stress Analysis Summary Int. Panel TC: 26.00 Max Panel BC: 50.00 on LE: .87 Reaction RE: 5,494.87 Minimum Shear: 1,373.72 Max TC Comp.: 37,828.50 Max BC Tension 30,238.26 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 , W5 W4 W3 V1S W2 TC Tension TC Compresior 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 0.00 23,547.39 23,259.25 23,259.25 28,357.80 28,357.80 33,831.47 33,831.47 37,378.05 37,378.05 37,828.50 37,828.50 34,814.44 34,814.44 29,782.39 29,782.39 23,198.30 23,198.30 23,547.39 BC Tension BC Compresior 0.00 0.00 12,197.74 12,197.74 20,780.69 20,780.69 26,794.20 26,794.20 30,238.26 30,238.26 27,810.41 27,810.41 22,385.73 22,385.73 14,391.61 14,391.61 0.00 0.00 0.00 O.OOj 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 Web Tension 13,428.68 0.00 0.00 7,345.11 0.00 5,643.35 0.00 3,941.60 0.00 0.00 3,419.90 0.00 5,253.37 0.00 6,955.12 0.00 0.00 13,428.68 Web Comp. Web Length 0.00 1,865.15 5,951.53 0.00 6,494.23 0.00 4,792.48 0.00 3,090.72 2,320.56 0.00 4,402.49 0.00 6,104.24 0.00 7,435.09 2,016.66 0.00 46.89 24.70 23.12 31.79 31.79 31.79 31.79 31.79 31.79 33.33 30.31 31.79 31.79 31.79 31.79 29.59 24.70 46.89 PP Dist. 0-2 2-6 3/4 3-8 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-8 20-6 22-6 24-6 26-6 28-6 31-41/4 30-3 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 0.00 1,899.83 20.85J STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 £.ocatfon; CARLSBAD, Job Name: MV TECHNICAL - BLDG1 CA Date Run: ;7/26/01 ; Joist Description: Short Span Crimp 22K279/162 Mark: J45 Chord Properties Chord TC BC Area 0.9375 0.6254 Rx 0.6089 0.6208 Rz 0.3911 0.3951 Ryy 1.2500 1.2286 Y 0.5917 0.5603 Ix 0.3476 0.2410 Q 1.0000 0.9522 Material | 29 = 2 x 2 x .250 23 = 2x2x.163 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress |Fb: Mom of Inertia: \LL240: LL240: MaxBridgTC: MaxBridgBC: \ 30,000.00 326.71 483.37 483.37 15-1 1/4 24-6 7/8 | End Panel LE 28.75 435.52 23,547.39 12,558.61 73.50 18,251.78 66,984.27 0.9438 2865.99 2453.76 5806.06 2088.39 0 18,364.67 0.7689 First Panel LE 23.25 472.55 23,259.25 12,404.93 59.44 22,812.43 102,424.22 0.9637 3109.20 430.83 6298.77 366.68 0 18,703.70 0.5572 Interior Panel 26.00 452.08 37,828.50 20,175.20 42.70 25,447.54 81,903.38 0.9015 2122.25 1061.13 4299.35 903.12 0 24,474.55 0.8288 First Panel RE 34.25 410.39 23,198.30 12,372.42 87.57 17,456.96 47,198.41 0.9214 3628.74 1907.25 7351.28 1623.25 0 19,723.70 0.7763 End Panel RE 28.75 435.52 23,547.39 12,558.61 73.50 18,251.78 66,984.27 0.9438 3849.89 2071.95 7799.28 1763.43 0 20,357.89 0.7564 Gap Between Chords: 1.00 Min Weld Len 2X: 0.5000 i Max Load Fillers TC: \ 45,910.24 i Max Load no Fillers TC: , 38,999.27 '- TC OAL/Ryy: '• 322.4000 | BC Stress: \ 28,841.11 BC L/Rz: , 126.5412 | TC Shear Stress: 5,858.21 j BC Shear Stress: \ 8,939.76 | Web Design Member W2 W3 W4 W5 W6 W7 W8 W9 W9 ; W8 W7 W6 W5 W4 W3 W2 V1 V2 Web Tension 13,428.68 0.00 7,345.11 0.00 5,643.35 0.00 3,941.60 0.00 0.00 3,419.90 0.00 5,253.37 0.00 6,955.12 0.00 13,428.68 0.00 0.00 Allow Tension 15,637.14 10,781.25 7,818.57 13,309.92 6,183.57 9,786.93 6,183.57 7,818.57 7,818.57 6,183.57 9,786.93 6,183.57 11,848.68 7,818.57 14,531.25 16,235.65 12,367.14 6,183.57 Web Comp 0.00 5,951.53 0.00 6,494.23 0.00 4,792.48 0.00 3,090.72 2,320.56 0.00 4,402.49 0.00 6,104.24 0.00 7,435.09 0.00 2,016.66 1,899.83 Allow Comp 7,082.61 6,613.86 3,140.24 7,208.56 1,572.36 5,170.02 1,572.36 3,140.24 2,857.50 1,729.83 5,170.02 1,572.36 6,432.64 3,140.24 8,427.98 2,621.71 8,664.28 3,412.93 Weld 8.3x0.109 3.2x0.125 4.5x0.109 2.8x0.156 3.5x0.109 2.9x0.113 2.4x0.109 2.0x0.109 2.0x0.109 2.1 x 0.109 2.6x0.113 3.2x0.109 3.0x0.138 4.3x0.109 4.0x0.125 4.2x0.215 2.0x0.109 2.0x0.109 Qty 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 Material 15 = 1 1/4x1 1/4 x. 109 1E = 1 1/2x1 1/2 x. 125 15 = 1 1/4x1 1/4 x. 109 1J = 1 1/2x1 1/2 x. 156 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 15 = 1 1/4x1 1/4 x.109 15 = 1 1/4x1 1/4 x.109 10 = 1 x1 x.109 1C = 1 1/2x1 1/2X.113 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 15 = 1 1/4x1 1/4 x.109 20 = 2x2x.125 RH = round 7/8 10 = 1x1 x.109. 10 = 1x1 x.109 S-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 22K279/162 MARK: J45 'AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.250 in. 50.000 ksi 1000 in 1.000 28.750 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h= 1.000 in. PROPERTIES: At = ltx = rtx = Panel P, Stx = Mid Panel Stx = 3.875 in"2 3.281 inM 0.920 in 1.951 in"3 2.489 in"3 PLATE C7R Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 23,547.39 Ibs. 21,000.00 Ibs. 435.52 Ibs./ ft. 3.00 in. Eccentricity Moment Pp Moment Mp fa Panel P. fb Mid Panel fb Kl/rz = Cm = 1.681 in 39.060.32 Ibs-in. 37,419.77 Ibs-in. 6,076.75 psi 20,016.04 psi 15,036.79 psi 30,000.00 psi 73.50 107.00 20,279.75 psi 27.639.33 psi 0.93 Kl/rx' Cc! Fa = Pe = Cm = No filler Pan*! point <• 0.6 Fy • 30,000.00 psi fa + fb" 26,092.78 OK With filler Panel point <• 0.6 Fy < fa + fb 31.24 107.00 26,997.79 psi 152,983.94 psi 0.99 30,000.00 psi 26,092.78 OK Mid panel <• fa/Fa + Cm*fl>/((1-fa/Fe)*Q*Fb) i 1.00 0.90 OK Mid panel <• fa/Fa + 1.00 0.74 OK STRESS ANALYSIS - PAGE 1 1 ^^*bf ^^•|>., . Geometry Base Length: Working Le 33-103/4 33-63/4 Variable Left End BC Panel 4-0 TC Panel 2-6 3/4 First Half 0-6 First Diag. 4-6 Depth 24.00 Loads Uniform Load in TC (plf) Job Number: 01-0170 Location: CARLSBAD I Job Name: MV TECHNICAL -BLDG1 ,CA ngth: \ Joist Depth: [ 24.00 Right End 3-8 2-6 3/4 t- 1-83/4 5-4 3/4 24.00 Date Run: \ 7/26/01 Joist Description: Short Span Crimp 24K248/144 Efective Depth: BC Panel Length: 22.89 7 Special \/ '~-^/ ^^/ /•• Mark: ! J46 Shape: \ Parallel Chords \/\i/" 248.00': Live Load (plf) Add Load any PP (Ibs) Additional Shear in Webs ; Additional Bending in BC (Ibs) 1,000.00! | Cone. LoadTC@ 16-11 3/8 (Ibs) 310.00i Additional Bending in TC (Ibs) 250.00 !iTC Axial Load (Ibs) \kX\v 144.00 620.00 250.00 7,500.00 /,^ " ; Stress Analysis Summary Int. Panel TC: Max Panel BC: I Reaction LE: 26.00 50.00 |4,971.75 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 W4 W3 V1S W2 Standard 1 Member V2 Reaction RE: 4,971.75 Minimum Shear: 1,242.94 TC Tension TC Compresior BC Tension &C Compresioii Web Tension 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 0.00 /erticals Position Interior 12,671.69 12,367.94 12,367.94 16,051.36 16,051.36 20,620.94 20,620.94 24,006.87 24,006.87 24,514.07 24,514.07 21,430.48 21,430.48 17,210.35 17,210.35 11,777.39 11,777.39 12,058.93 Max Tension 0.00 0.00 0.00 10,075.24 10,075.24 17 17 ,208.26 ,208.26 22,260.79 22,260.79 25,232.81 25,232.81 23 23 18 18 11 11 ,107.19 ,107.19 ,520.62 ,520.62 ,853.54 853.54 0.00 0.00 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 00 00 00 00 00 00 00 00 00 00 00 00 0.00 0.00 0.00 0.00 0.00 0.00 Max Comp. 1 763.47 Length 12,312.65 0.00 0.00 6,461.28 0.00 5,023.86 0.00 3,586.44 0.00 0.00 3,153.66 0.00 4,701.94 0.00 6,139.36 0.00 0.00 11,462.39 Max TCComp.: 24,514.07 Max BC Tension 25,232.81 Web Comp. Web Lengfr 0.00 1 ,809.74 5,114.52 0.00 5,742.57 0.00 4,305.15 0.00 2,867.72 2,183.44 0.00 3,983.22 0.00 5,420.65 0.00 6,528.03 1,807.76 0.00 51 28 23 33 33 33 33 33 33 34 31 33 33 .38 .66 .66 .16 .16 16 16 16 16 64 75 16 16 33.16 33.16 30.89 26.45 47.83 PPDist. 0-2 2-6 3/4 j 4-0 •; 4-6 6-6 8-6 ii 10-6 12-6 14-6 16-6 M 18-8 20-6 22-6 , 24-6 26-6 28-6 31-4 t 30-2 3/4 i 22. 89 1 ! I STRESS ANALYSIS - PAGE 2 Job Number 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Date Run: 7/26/01 ; Joist Description: Short Span Crimp 24K248/144 Mark: J46 Chord Properties Chord TC BC Area 0.6254 0.5516 Rx 0.6208 0.6236 Rz 0.3951 0.3963 Ryy 1.2286 1.2238 Y 0.5603 0.5530 Ix 0.2410 0.2145 Q 0.9522 0.8979 Material 23 = 2x2x.163 21 =2x2x.143 Axial and Bending Analysis K: \~Fy: 1.00 150,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa Fe Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress ,Mid Panel Stress 1 Fb: 1 Mom of inertia: \ LL 240: LL 240: Max Bridg TC: Max Bridg BC: 30,000.00 |307.50 455.79 455.79 14-10 1/8 24-5 3/4 End Panel LE 28.75 404.52 12,671.69 10,130.37 72.76 17,783.43 69,617.10 0.9563 2661.99 2279.11 7951.35 2649.13 0 18,081.72 0.6734 First Panel LE 23.25 441.55 12,367.94 9,887.54 58.84 22,046.14 106,450.02 0.9721 2905.23 402.57 8677.91 467.93 0 18,565.45 0.4660 Interior Panel 26.00 421.08 24,514.07 19,597.74 41.88 24,479.82 85,122.60 0.9079 1976.72 988.36 5904.46 1148.83 0 25,502.20 0.8480 First Panel RE 34.00 380.35 11,777.39 9,415.42 86.05 17,337.21 49,777.58 0.9433 3336.01 1732.07 9964.64 2013.28 0 19,380.06 0.6251 End Panel RE 28.75 404.52 12,058.93 9,640.50 72.76 17,783.43 69,617.10 0.9585 3547.00 1935.21 10594.88 2249.40 0 20,235.38 0.6297 Gap Between Chords: 1.00 Min Weld Len 2X: 0.5000~— — ___ — ___ — . — . Max Load Fillers TC: 29,111.34 Max Load no Fillers TC: 24,939.99 TC QAURyy: {327.8090 BC Stress: 28,144.87 BC URz: 126.1516 TC Shear Stress: 7,947.55 BC Shear Stress: 9,050.37 Web Design Member W2 W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Web Tension 12,312.65 0.00 6,461.28 0.00 5,023.86 0.00 3,586.44 0.00 0.00 3,153.66 0.00 4,701.94 0.00 6,139.36 0.00 1 1 ,462.39 0.00 0.00 Allow Tension 12,367.14 9,786.93 7,818.57 11,848,68 6,183.57 9,786.93 6,183.57 8,906.25 7,818.57 6,183.57 9,786.93 6,183.57 1 1 ,848.68 6,183.57 14,531.25 16,235.65 12,367.14 6,183.57 Web Comp 0.00 5,114.52 0.00 5,742.57 0.00 4,305.15 0.00 2,867.72 2,183.44 0.00 3,983.22 0.00 5,420.65 0.00 6,528.03 0.00 1 ,809.74 1,763.47 Allow Comp 2,870.17 5,698.50 2,816.87 5,976.89 1,410.44 4,847.32 1,410.44 3,187.36 2,582.09 1,539.20 4,847.32 1,410.44 5,976.89 1,410.44 8,123.54 2,459.48 7,697.33 2,937.54 Weld 7.6x0.109 3.0x0.113 4.0x0.109 2.8x0.138 3.1 x 0.109 2.6x0.113 2.2x0.109 2.0x0.125 2.0x0.109 2.0x0.109 2.4x0.113 2.9x0.109 2.6x0.138 3.8x0.109 3.5x0.125 3.6x0.215 2.0x0.109 2.0x0.109 Qty 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 Material 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 15 = 1 1/4x1 1/4 x.109 1G = 1 1/2x1 1/2 x. 138 10 = 1 x 1 x .109 1C = 1 1/2x1 1/2 x. 113 J0 = 1 x1 x.109 18 = 1 1/4x1 1/4 x. 125 15 = 1 1/4x1 1/4 x.109 10 = 1 x1 x.109 1C = 1 1/2x1 1/2X.113 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 10 = 1 x1 x.109 20 = 2x2 x. 125 RH = round 7/8 10 = 1x1 x.109 10 = 1 x1 x.109 8-JuI-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD. CA JOIST NAME: 22K248/144 MARK: J46 "AXIAL LOAD AND BENDING". END PANEL 1 Leg = Thickness = Fy = Gap = K = Length = TC ANGLES 2.000 in. 0.163 in. 50.000 ksi 1.000 in 1.000 28.750 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTR. PROPERTIES: At- ltx = rbt- Panel P. Stx = Mid Panel Stx = 3.251 ln*2 2.238 inM 0.830 in 1.310 inA3 1.732 in"3 Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 12,671.69 IDs. Eccentricity = 7,500.00 Ibs. Moment Pp = 404.52 Ibs./ ft. Moment Mp = 3.00 in. fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = F'e = Cm = 1.708 in 16,291.33 Ibs-in. 14,767.55 Ibs-in. 3,897.95 psi 12,431.88 psi 8,526.86 psi 30,000.00 psi 72.76 109.65 19,759.37 psi 28,206.63 psi 0.96 Kl/rx = Cc = Fa = Fe = Cm = 34-65 109.65 25,393.64 psi 124,374.15 psi 0.99 No filler Panel point <• 0.6 Fy " 30,000.00 psi fa + fb- 16,329.83 OK With filler Pantl point <» 0.6 Fy ' fa+fb i 30.ooo.oo psi 16,329.83 OK Mid panel <» fa/Fa + Cmfb/((1-fa/Fla)"CTFb) < 1.00 0.53 OK Mid panel <• fa/Fa + Cm*fb/((1-fa/F«rQ'Fb) • 1.00 0.46 OK STRESS ANALYSIS - PAGE 1 I ^•H. Job Number: Job Name: • g* V* 01-0170 MV TECHNICAL - BLDG1 MwEK Geometry Locatfon: CARLSBAD, CA Sase Length: '. Working Length: ] Joist Depth: 33-10 1/4 33-6 1/4 24.00 Variable i Left End Right End BC Panel 4-0 3-8 TC Panel 2-61/2 2-61/2 First Half 0-6 1-81/4 First Diag. 4-6 5-41/4 Depth 24.00 Loads Uniform Load in TC (plf) 24.00 \ \ Joist Description: Short Span Crimp 24K248/144 Date Run: 7/26/01 Mark: '. J47 Efective Depth: I BC Panel Length: I Shape: 22.89 1 7 Special | Parallel Chords V " V ' ' "^ 7 _/' \</ \:,/^ \/' 248.00 Live Load (plf) Add Load any PP (Ibs) Additional Shear in Webs 1,000.00 Cone. Load TC @ 16-11 1/8 (Ibs) 310.00! Additional Bending in TC (Ibs) Additional Bending in BC (Ibs)250.00 TC Axial Load (Ibs) \/\A- ":i 144.00 620.00 250.00 9,500.00 ' Stress Analysis Summary Int. Panel TC: Max Panel BC: I Reaction LE: 26.00 50.00 [4,966.58 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 W4 W3 V1S W2 Standard ' Member V2 Reaction RE: [4,966.58 I Minimum Shear: I Max TC Comp. : 1,241.65 25,459.69 TC Tension tC Compresior BC Tension BC Compresior Web Tension 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 0.00 Verticals Position Interior 14,167.79 13,859.65 13,859.65 17,538.49 17,538.49 22,099.95 22,099.95 25,101.02 25,101.02 25,459.69 25,459.69 22,871.82 22,871.82 18,643.57 18,643.57 13,270.80 13,270.80 13,555.37 Max Tension 0.00 0.00 0.00 10,063.50 10 17 17 22 22 25 25 23 23 18 18 11 11 ,063.50 ,185.69 ,185.69 ,227.38 ,227.38 ,188.56 ,188.56 ,034.41 ,034.41 ,437.00 ,437.00 ,759.08 ,759.08 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 0.00 0.00 0.00 Max Comp. 1 752.62 Length 12,306.85 0.00 0.00 6,453.80 0.00 5,016.37 0.00 3,578.95 0.00 0.00 3,160.82 0.00 4,709.42 0.00 6,146.85 0.00 0.00 11,456.98 Max BC Tension ' 25,188.56 i Web Comp. Web Lengtt 0.00 1,823.37 5,111.85 0.00 5,735.08 0.00 4,297.66 0.00 2,860.24 2,214.83 0.00 3,990.71 0.00 5,428.13 0.00 6,460.98 1,814.53 0.00 51 28 23 33 33 33 33 33 33 34 31 .38 .81 .66 16 16 16 16 16 16 64 75 33.16 33.16 33.16 33 16 30.56 26.57 47.83 PP DJSt. : 0-2 2-6 1/2 ! 4-0 ! 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-8 ; 20-6 22-6 ; 24-6 26-6 28-6 I 31-33/4 30-2 1/4 22.89 i i i i STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 Job Name: MV TECHNICAL Location: CARLSBAD, CA - BLDG1 Date Run: 7/26/01 I Joist Description: [Short Span Crimp 24K248/144 Mark: J47 Chord Properties Chord TC BC Area 0.6254 0.5516 Rx 0.6208 0.6236 Rz 0.3951 0.3963 Ryy 1.2286 1 .2238 Y 0.5603 0.5530 Ix 0.2410 0.2145 Q 0.9522 0.8979 Material 23 = 2x2x.163 21 =2x2x.143 Axial and Bending Analysis K; ' I Fy: ' ' \Fb: ' 1.00 50,000.00 30,000.00 Mom of Inertia: 307.50 LL 240: 457.49 LL 240: 457.49 Max Bridg TC: 14-101/8 Max Bridg BC: 24-5 3/4 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress End Panel LE 28.50 405.89 14,167.79 11,326.42 72.13 17,881.97 70,843.81 0.9520 2644.17 2239.41 7898.12 2602.99 0 19,224.54 First Panel LE 23.50 439.49 13,859.65 11,080.08 59.47 21,947.76 104,197.16 0.9681 2862.64 445.75 8550.68 518.12 0 19,630.76 Interior Panel 26.00 421.08 25,459.69 20,353.71 41.88 24,479.82 85,122.60 0.9044 1976.72 988.36 5904.46 1148.83 1 26,258.17 First Panel RE 33.75 381.33 13,270.80 10,609.33 85.42 17,457.96 50,517.85 0.9370 3289.46 1709.78 9825.59 1987.37 0 20,434.92 End Panel RE 28.50 405.89 13,555.37 10,836.82 72.13 17,881.97 70,843.81 0.9541 3500.37 1907.05 10455.57 2216.67 0 21,292.40 Gap Between Chords: 1.00 Min Weld Len 2X: 0.50001 _____ Max Load Fillers TC: 29,111.34 Max Load no Fillers TC: 24,939.99 TC OAURyy: 327.4020 BC Stress: 28,104.75 BC URz: 126.1516 TC Shear Stress: 8,089.35 BC Shear Stress: 9.210.45 Web Design Member W2 W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 W4 W3 W2 . V1 V2 Web Tension 12,306.85 0.00 6,453.80 0.00 5,016.37 0.00 3,578.95 0.00 0.00 3,160.82 0.00 4,709.42 0.00 6,146.85 0.00 11,456.98 0.00 0.00 Allow Tension 12,367.14 9,786.93 7,818.57 11,848.68 6,183.57 9,786.93 6,183.57 8,906.25 7,818.57 6,183.57 9,786.93 6,183.57 11,848.68 6,183.57 14,531.25 16,235.65 12,367.14 6,183.57 Web Comp 0.00 5,111.85 0.00 5,735.08 0.00 4,297.66 0.00 2,860.24 2,214.83 0.00 3,990.71 0.00 5,428.13 0.00 6,460.98 0.00 1,823.37 1,752.62 Allow Comp 2,870.17 5,698.50 2,816.87 5,976.89 1,410.44 4,847.32 1,410.44 3,187.36 2,582.09 1,539.20 4,847.32 1,410.44 5,976.89 1,410.44 8,185.61 2,459.48 7,661.32 2,937.54 Weld 7.6x0.109 3.0x0.113 4.0x0.109 2.8x0.138 3.1 x 0.109 2.6x0.113 2.2x0.109 2.0x0.125 2.0x0.109 2.0x0.109 2.4x0.113 2.9x0.109 2.6x0.138 3.8x0.109 3.5x0.125 3.6x0.215 2.0x0.109 2.0x0.109 Qty 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 Material 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 15 = 1 1/4x1 1/4 x.109 1G = 11/2x1 1/2 x. 138 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 18 = 1 1/4x1 1/4 x. 125 15 = 1 1/4x1 1/4 x.109 10 = 1x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 10 = 1x1 x.109 20 = 2 x 2 x. 125 RH = round 7/8 10 = 1 x1 x.109 10 = 1x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 22X248/144 MARK: J47 'AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.163 in. 50.000 ksi 1.000 in 1.000 28.500 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 14,167.79 Ibs. 9,500.00 Ibs. 405.89 Ibs./ft. 3.00 in. PLATE CTR. Eccentricity; Moment Pp = Moment Mp: fa: Panel P. fb = Mid Panel fb• Fb = Kl/fz = Cc° Fa: Fe = Cm = No filler Panel point <- 0.6 Fy • 30,000.00 psi fa + fb" 19,359.29 OK PROPERTIES: At = ltx = rtx- Panel P. Stx = Mtd Panel Stx = 3.251 inA2 2.238 inM 0.830 in 1.310 in*3 1.732 in*3 1.708 in 19,658.18 Ibs-in. 18,155.72 Ibs-in. 4,358.16 psi 15,001.12 psi 10,483.21 psi 30,000.00 psi 72.13 109.65 19,868.85 psi 28,703.66 psi 0.95 Kl/rx = CC' Fa' F'e' cm = With filler Panel point <• 0.6 Fy ' fa + fb' 34.35 109.65 25,430.01 psi 126,565.72 psi 0.99 30,000.00 pSI 19.359.29 OK Mid panel <• fa/Fa * Cm'fb/{(1-fa/F«rQ*Fb) i 1.00 0.63 OK Mid panel <• fa/Fa + Cm"TW((1-fa/Fe)-Q*Fb)' 1.00 0.55 OK r STRESS ANALYSIS - PAGE 1 i •MM. — Job Number:V C^^s 01-0170 I Job Name: I MV TECHNICAL -BLDG1 H ' %__^fc r Location: Jb 1^-* CARLSBAD, CA Geometry Base Length: Working Le 41-105/8 41-65/8 Variable Left End BC Panel 3-0 TC Panel 2-8 5/8 First Half 2-31/4 First Diag. 5-31/4 Depth 28.00 Loads Uniform Load in TC (plf) ngth: \JoistD | 28.0( Right End 3-0 2-8 5/8 2-3 1/4 5-3 1/4 28.00 v Add Load any PP (Ibs) Additional Bending in BC (Ibs) Date Run: 7/27/01 ! I Joist Description: | Short Span Crimp 28K216/128 Mark: \ J48 Jth: [Elective Depth: \ BC Panel Length: I Shape: 26.87 9 @ 3-11 Parallel Chords / •;/''v' •<•/•^1 \/_ v7 . V 216.00: ;Live Load (plf) 1, 000.00 ! Additional Bending in TC (Ibs) 250.00 ;TC Axial Load (Ibs) \X\i/^ 128.00 250.00 27,200.00 sK : Stress Analysis Summary int. Panel TC: Max Panel BC: I Reaction LE: 23.50 50.75 [4,987.62 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W11 W10 W9 W8 W7 W6 W5 W4 W3 V1S TC Tension tc Compresior 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 0.00 0.00 0.00 0.00 W2 0.00 Standard Verticals Member V2 Position Interior 24,871. 24,819- 24,819. 30,393. 30,393. 34,380. 34,380. 37,257. 37,257. 50 57 57 61 61 32 32 25 25 39,024.41 39,024.41 39,027.63 39,027.63 37,263.42 37,263.42 34,389.44 34,389.44 30,405.68 30,405.68 24,833.97 24,833.97 24,887.93 Reaction RE: 4,987.62 Minimum Shear 1,246.91 BC Tension BC Compresior Web Tension 0.00 0.00 10,112.11 10,112.11 16,167.58 16,167.58 20,743.34 20,743.34 23,839.40 23,839.40 25,455.75 25,455.75 23,845.66 23,845.66 20,753.54 20,753.54 16,181.71 16,181.71 10,130.17 10,130.17 0.00 0.00 Max Tension 0.00 0 0 0 0 0 0 0 0 00 00 00 00 00 00 00 00 0.00 0 0 0. 0 0, 0. 0. 0. 0. 0. 0. 0. 0. Max Comp. 1,120.80 Length 26.87 00 00 00 00 00 00 00 00 00 00 00 00 00 8,405.60 0.00 0.00 5,544.49 0.00 4,420.61 0.00 3,296.74 0.00 2,172.86 0.00 0.00 2,169.87 0.00 3,293.75 0.00 4,417.63 0.00 5,541.50 0.00 0.00 8,424.63 Max TC Comp.: Max BC Tension 39,027.63 25,455.75 Web Comp. Web Length! PP Dist. 0.00 1,254.65 6,637 0 4,982. 0 3,858. 0. 87 00 55 00 68 00 2,734.80 0.00 1,656.46 1,656. 0. 2,731. 0. 3,855. 0. 4,979. 0. 6,636. 46 00 81 00 69 00 56 00 27 1,256.40 0.00 43 27 38 35 35 35 35 35 .34 .08 .27 .70 .70 .70 .70 .70 35.70 35 35 35 35 35 35 35 35 35 35 38 27 .70 .70 ,70 .70 .70 .70 .70 .70 .70 .70 .27 10 43.43 0-2 2-8 5/8 3-0 5-3 1/4 7-2 3/4 9-2 1/4 11-1 3/4 13-1 1/4 15-03/4 17-01/4 18-11 3/4 20-11 1/4 22-103/4 24-10 1/4 26-9 3/4 28-9 1/4 ; 30-8 3/4 32-8 1/4 34-7 3/4 ; 36-7 1/4 ; 39-2 38-10 1/2 . STRESS ANALYSIS - PAGE 2 ^Mp, — Job Number: W C^"|S 01-0170 Job Name: MV TECHNICAL -BLDG1 H " %___!M ^ Location: ^k VV-* CARLSBAD, CA Chord Properties Chord Area TC BC 0.7780 0.5516 Rx 0.6149 0.6236 Axial and Bending Analysis K: " \Fy: 1.00 150,000.00 Top Chord Check En Length Bending Load Axial Load fa Maximum K L/r Rz 0.3929 0.3963 '"Hi: 30,000.00 d Panel LE 30.63 362.94 24,871.50 15,984.77 Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desij Member W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Stress an Web Tension 8,405.60 0.00 5,544.49 0.00, 4,420.61 0.00 3,296.74 0.00 2,172.86 49.80 24,381.15 60,203.68 0.9203 3107.30 2162.34 7523.66 2115.16 1 23,508.43 0.7440 Date Run: 7/27/01 ; Joist Description: Short Span Crimp 2 8 K2 16/1 28 Ryy Y 1 .2389 0.5755 1.2238 0.5530 Ix 0.2942 0.2145 Q 1.0000 0.8979 Mark: J48 Material : 26 = 2 x 2 x .205 21=2x2x.143 ; Mom of Inertia: LL 240: LL 240: 1 466.60 364.47 364.47 First rA Panel LE 30.63 362.94 '4,819.57 15,951.39 77.94 19,421.06 60,203.68 0.9205 3107.68 1148.08 7524.56 1123.03 0 23,475.96 0.8682 . interior Panel First Panel RE 23.50 30.75 191.49 362.34 39,027.63 24,83 3.97 25,082.83 15,960.65 38.22 78.26 26,079.69 19,358.38 102,244.38 59,715.33 0.9019 0.9198 734.38 3112.41 367.19 1162.19 1778.13 7536.02 359.18 1136.83 8 0 26,860.96 23,496.67 0.9761 0.8721 Max Bridg TC: 14-11 5/8 '. End Panel RE 30.63 362.94 24,887.93 15,995.33 49.80 24,381.15 60,203.68 0.9203 3117.15 2158.50 7547.50 2111.40 •4 23,542.83 0.7443 Allow Tension 16,235.65 16,546.53 6,183.57 11,848.68 6,183.57 9,786.93 6,183.57 9,786.93 6,183.57 0.00 0.00 2,169.87 0.00 3,293.75 0.00 4,417.63 0.00 5,541.50 0.00 _8,424.63 0.00 0.00 7,818.57 7,818.57 6,183.57 9,786.93 6,183.57 9,786.93 6,183.57 11,848.68 6,183.57 16,546.53 16,235.65 6,183.57 6,183.57 Web Comp 0.00 6,637.87 0.00 4,982.55 0.00 3,858.68 0.00 2,734.80 0.00 1,656.46 1,656.46 0.00 2,731.81 0.00 3,855.69 0.00 4,979.56 0.00 6,636.27 0.00 1 ,256.40 1,120.80 Allow Comp 2,868.15 7,503.60 1,165.31 5,065.52 1,165.31 4,203.22 1,165.31 4,203.22 1,165.31 2,327.31 2,327.31 1,165.31 4,203.22 1,165.31 4,203.22 1,165.31 5,065.52 1,165.31 7,503.60 2,855.21 2,024.61 2,056.55 Weld 2.6x0.215 3.1 x 0.143 3.4x0.109 2.4x0.138 2.7x0.109 2.3x0.113 2.0x0.109 2.0x0.113 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.113 2.0x0.109 2.3x0.113 2.7x0.109 2.4x0.138 3.4x0.109 3.1 x 0.143 2.6x0.215 2.0x0.109 2.0x0.109 Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Gap BE 1.00 Max Bridg BC: 24-5 3/4 stween Chords: Min Weld Len 2X: 0.5000 . . ___ . ; Max Load Fillers TC: : 39,994.97 Max Load no Fillers TC: 34,903.24 TC OAL/Ryy: 402.4841 BC Stress: 28,030.75 BC L/Rz: 12S.0438 i TC Shear Stress: 6,057.31 j : BC Shear Stress: 8,669.69 i Material RH = round 7/8 21=2x2x.143 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 15 = 1 1/4x1 15 = 1 1/4x1 1/4 x.109 1/4 x.109 10 = 1x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1x1x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 : 10 = 1 x1 X-.109 21 =2x2x.143 RH = round 7/8 10 = 1x1 x.109 10 = 1x1 x.109 27-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARLSBAD CA JOIST NAME: 28K216/128 MARK: J48 "AXIAL LOAD AND BENDING". END PANEL 1 Leg' Thickness = K = Length = TC ANGLES 3.500 in. 0.344 in. 50.000 ksi 1.000 in 1.000 30.630 in REINFORCEMENT: 2 Width s 4.000 in. Thickness = 1.000 in. h = 0.500 in. PLATECTR. PROPERTIES: At = ltx = rtx = Panel P. Stx = MM Panel Stx = 8.579 in"2 15.449 inM 1.342 in 11.886 in'3 9.086 tn*3 Gravity Axial Load * 24,493.58 Ibs. Lateral axial load = 27,200.00 Ibs. Bending Load = 362.94 Ibs./ H. Bearing Depth* 3.00 in. Eccentricity - Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Pe = Cm = 1.300 in 38,398.69 Ibs-in. 37,346.89 Ibs-in. 2,854.95 psi 3.272.58 psi 4,110.50 psi 30,000.00 psi 44.50 107.00 25,184.85 psi 75,413.95 psi 0.99 Kl/ra = Cc = Fa = Fe = Cm = 22.83 107.00 27,994.05 psi 286,609.50 psi 1.00 No filler Panel point <• 0.6 Fy » 30,000.00 psi fa + fb« 6,127.53 OK With filler Panel point <• 0.6 Py ' fa + fb' 30,000.00 psi 6.127.53 OK Mid panel <• fa/Fa + Cm"fb/((1-fa/FB)*Q-Fb)' 1.00 0.25 OK Mid panel <• fa/Fa + Cm*fb/((1-fa/F'»)*crFb) i 1.00 0.24 OK STRESS ANALYSIS - PAGE 1 ] ^•M, — Job Number: FC*Y\ 01-0170 Geometry Base Length: Working Le 41-105/8 41-65/8 Variable Left End BC Panel 3-8 TC Panel 2-8 5/8 First Half 1-71/4 First Diag. 5-3 1/4 Depth 28.00 Loads Uniform Load in TC (plf) Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Date Run: ; 7/25/01 i ! Joist Description: Short Span Crimp 28 K2 16/1 28 ngth: \ Joist Depth: \ Efective Depth: BC Panel Length: | 28.00 [26.89 9 @ 3-11 Right End 3-8 2-8 5/8 1-73/8 5-3 3/8 28.00 & Add Load any PP (Ibs) Additional Bending in BC (Ibs) VAZ '' "v7^/\ ( y\ Mark: J49 Shape: Parallel Chords . \^\l/ 21 6.00: .Live Load (plf) 1 ,000.00 ! .Additional Bending in TC (Ibs) 250.00! !TC Axial Load (Ibs) \/\/\js*i 128.00 250.00 7,500.00] Stress Analysis Summary Int. Panel TC: Max Panel BC: I Reaction LE: 23.50 47.00 4,987.63 Member W2 V1S W3 W4 W5 W6 W7 : we W9 W1Q W11 W11 W10 W9 W8 W7 W6 ,. W5 W4 W3 V1S W2 Reaction RE: 4,987.62 Minimum Shear: 1,246.91 TC Tension TC Compresioij BC Tension 6C Compresior 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 0.00 0.00 0.00 0.00 0.00 11,143. 10,969. 10,969. 98 12 12 15,610.23 15,610.23 19,593.61 19,593.61 22,468. 22,468. 13 13 24,811.74 24,811.74 24,816.03 24,816.03 22,474.29 22,474.29 19,602.72 19,602.72 15,622.29 15,622.29 10,968.76 10,968.76 11,143.98 0.00 0.00 10,103.64 10,103.64 16,154.04 16,154.04 20,725.97 20,725.97 23,819.43 23,819.43 25,434.43 25,434.43 23,825.69 23,825.69 20,736.15 20,736.15 16,168.15 16,168.15 10,121.68 10,121.68 0.00 0.00 0. 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0.00 0.00 Web Tension 9,665.21 0.00 0.00 5,542.48 0.00 4,419,01 0.00 3,295.54 0.00 2,172.07 0.00 0.00 2,169.09 0.00 3,292.55 0.00 4,416.02 0.00 5,539.49 0.00 0.00 9,665.20 Max TC Comp.: Max BC Tension 24,816.03 25,434.43 Web Comp. Web Length 0.00 1,265.49 5,731. 0. 4,980. 0. 64 00 74 00 3,857.28 0.00 2,733.81 0.00 1 ,655.86 1,655.86 0.00 2,730.82 0.00 3,854.29 0.00 4,977.76 0.00 5,742.89 1,266.71 0.00 49.87 29.20 33 35 35 35 35 35 35 .07 .71 .71 .71 71 .71 71 35.71 35 35 71 71 35.71 35 35 35 35 71 71 71 71 35.71 35 33 71 15 29.20 49 87 PP Dist. 0-2 2-8 5/8 3-8 5-3 1/4 7-2 3/4 9-2 1/4 11-13/4 13-1 1/4 15-03/4 17-0 1/4 18-11 3/4 20-11 1/4 22-103/4 24-10 1/4 26-9 3/4 i 28-9 1/4 30-8 3/4 32-8 1/4 34-7 3/4 36-7 1/4 39-2 38-2 5/8 i Standard Verticals i. Member V2 Position 'Max Tension Interior 0.00 Max Comp. 1 ,049.74 Length 26.89J ! STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Date Run: 7/25/01 Joist Description: Short Span Crimp 2 8 K2 16/1 2 8 Mark: J49 j Chord Properties Chord TC BC Area 0.5516 0.5516 Rx 0.6236 0.6236 Rz 0.3963 0.3963 Ryy 1 .2238 1 .2238 Y 0.5530 0.5530 Ix 0.2145 0.2145 Q 0.8979 0.8979 Material 21 =2x2 x. 143 i 21 =2x2x.143 ; Axial and Bending Analysis K: Fy: 1.00 50,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Pane! Stress Fb: Mom of Inertia: \ LL 240: LL 240: Max Bridg TC: Max Bridg BC: 30,000.00 399.36 J311.95 311.95 14-9 1/2 24-5 3/4 End Panel LE 30.63 362.94 11,143.98 10,102.41 77.27 16,432.79 61,920.55 0.9511 3107.30 2162.34 10481,22 2787.20 0 20,583.63 0.7324 First Panel LE 30.63 362.94 10,969.12 9,943.88 77.27 18,258.65 61,920.55 0.9518 3107.68 1148.08 10482.48 1479.85 0 20,426.36 0.6069 Interior Panel 23.50 191.49 24,816.03 22,496.58 37.68 23,722.75 105,160.17 0.9144 734.38 367.19 2477.11 473.29 4 24,973.70 0.9688 First Panel RE 30.75 362.34 10,968.76 9,943.56 77.58 18,207.64 61,418.28 0.9514 3112.41 1162.19 10498.44 1498.03 0 20,441 .99 0.6092 End Panel RE 30.63 362.94 11,143.98 10,102.40 77.27 16,432.791 61,920.55 0.951 1 |_ 3117.15 2158.50 10514.43 2782.24 0 20,616.83 0.7321 j Gap Between Chords: 1.00 Min Weld Len 2X: 0.5000 Max Load Fillers TC: 25,630.60 Max Load no Fillers TC: 22,670.84 -, —TC OAL/Ryy: 407.4479 BC Stress: 28,011-41 BC URz: 118.5825 TC Shear Stress: 8,887.40 BC Shear Stress: 8,887.40 Web Desi( Member W2 W3 W4 W5 ' W6 W7 W8 ' W9 W10 W11 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 an Web Tension 9,665.21 0.00 5,542.48 0.00 4,419.01 0.00 3,295.54 0.00 2,172.07 0.00 0.00 2,169.09 0.00 3,292.55 0.00 4,416.02 0.00 5,539.49 0.00 9,665.20 0.00 0.00 Aflow Tension 12,367.14 14,531.25 6,183.57 1 1 ,848.68 6,183.57 9,786.93 6,183.57 9,786.93 6,183.57 7,818.57 7,818.57 6,183.57 9,786.93 6,183.57 9,786.93 6,183.57 11,848.68 6,183.57 14,531.25 16,235.65 12,367.14 6,183.57 Web Comp 0.00 5,731.64 0.00 4,980.74 0.00 3,857.28 Q.OO 2,733.81 0.00 1,655.86 1,655.86 0.00 2,730.82 0.00 3,854.29 0.00 4,977.76 0.00 5,742.89 0.00 1,266.71 1,049.74 Allow Comp 2,921.02 7,571.38 1,166.16 5,069.19 1,166.16 4,205.87 1,166.16 4,205.87 1,166.16 2,329.00 2,329.00 1,166.16 4,205.87 1,166.16 4,205.87 1,166.16 5,069.19 1,166.16 7,556.73 2,169.29 7,417.99 2,056.55 Weld 6.0x0.109 3.1x0.125 3.4x0.109 2.4x0.138 2.7x0.109 2.3x0.113 2.0x0.109 2.0x0.113 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.113 2.0x0.109 2.3x0.113 2.7x0.109 2.4x0.138 3.4x0.109 3.1 x 0.125 3.0x0.215 2.0x0.109 2.0x0.109 Qty 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 Material 10 = 1 x1 x.109 20 = 2 x 2 X. 125 10 = 1x1 x.109 1G = 1 1/2x1 1/2 x. 138 10=1 x1 x.109 1C = 1 1/2x1 1/2X.113 10=1x1 x.109 1C = 1 1/2x1 1/2X.113 10 = 1 x1 x.109 15 = 1 1/4x1 1/4 x, 109 15 = 1 1/4x1 1/4 x.109 10 = 1 x1 x.109 1C = 1 1/2x1 1/2X.113 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 10 = 1 x1 X.109 20 = 2x2 x. 125 RH = round 7/8 10 = 1 x1 x.109 10 = 1 x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MVTECHNICAL LOCATION: CARSBAD. CA JOIST NAME: 28X216/128 MARK: J49 "AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.143 in. 50.000 ksi 1.000 in 1.000 30.630 in REINFORCEMENT; 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTR. PROPERTIES: At» ltx = rtx = Panel P. Stx = Mid Panel Stx = 3.103 in*2 2.114 in*4 0.825 in 1.262 in*3 1.596 inA3 Gravity Axial Load = 11,143.98 Ibs. Lateral axial load = 7,500.00 Ibs. Bending Load = 362.94 Ibs./ ft. Bearing Depth = 3.00 in. Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Fe = Cm = 1.676 in 16,113.43 IbS-lfl. 14,561.63 Ibs-in. 3,59124 pel 12,766.83 psi 9,121.46 psi 30,000.00 psi 77.28 112.92 18,256.61 psi 25,004.14 psi 0.96 No filler Panel point <• 0.6 Fy <• 30,000.00 psl fa + fb- 16,360.07 OK Kl/rx = Ce = Fa-- With filler Panel point <• 0.6 Fy ' fa + fb' 37.11 112.92 23,787.95 psi 108,454.95 psi 0.99 30,000.00 pSJ 16,360.07 OK Mid panel <• fa/Fa + Cmfb/((1-fa/F-e)"Q*Fb) i 1.00 0.58 OK Mid panel <• fa/Fa + Cm*fb/((1-fa/F*e)*Q*Fb) < 1.00 0.50 OK STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Job Name: MV TECHNICAL-BLDG1 Location: CARLSBAD, CA Date Run: 7/25/01 Joist Description: Short Span Crimp 28K216/128 Mark: J50 Geometry Base Length: 41-10 1/8 Working Length: Joist Depth: 41-61/8 28.00 Elective Depth: 26.89 BC Panel Length: 9 @ 3-11 Shape: Parallel Chords Variable BC Panel TC Panel First Half First Diag. Depth Left End 3-8 2-8 1/2 1-7 5-3 28.00 Right End 3-8 2-8 1/2 1-7 5-3 28.00 Loads Uniform Load in TC (pif) Add Load any PP (Ibs) Additional Bending in BC (Ibs) 216.00 'Live Load (plf) 1 ,000.00 1 , Additional Bending in TC (Ibs) 250.00 |TC Axial Load (Ibs) 128.00 250.00 7,500.00 Stress Analysis Summary Int. Panel TC: I Max Panel BC: 23.50 47.00 Reaction LE: 4,983.13 Reaction RE: 4,983.12 ?£•Minimum Shear 1,245.78 Max TC Comp..- 24,769.68 Max BC Tension 25,388.09 | Member W2 V1S W3 W4 W5 W6 W7 W8 W9 : W10 W11 W11 W10 W9 W8 W7 W6 W5 W4 W3 V1S W2 TC Tension tc Compresior 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 0.00 0.00 0.00 0.00 0.00 11,140.03 10,963.96 10,963.96 15,575.48 15,575.48 19,558.85 19,558.85 22,433.38 22,433.38 24,765.40 24,765.40 24,769.68 24,769.68 22,439.54 22,439.54 19,567.96 19,567.96 15,587.54 15,587.54 10,978.10 10,978.10 11,156.45T BC Tension Be Compresior 0.00 0.00 10,057.29 10,057.29 16,107.69 16,107.69 20,679.63 20,679.63 23,773.09 23,773.09 25,388.09 25,388.09 23,779.35 23,779.35 20,689.81 20,689.81 16,121.81 16,121.81 10,075.35 10,075.35 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Web Tension 9,658.95 0.00 0.00 5,542.48 0.00 4,419.01 0.00 3,295.54 0.00 2,172.07 0.00 0.00 2,169.08 0.00 3,292.55 0.00 4,416.02 0.00 5,539.49 0.00 0.00 9,679.34 Web Comp. Web Length 0.00 1 ,264.73 5,705.15 0.00 4,980.74 0.00 3,857.28 0.00 2,733.81 0.00 1,654.37 1,654.37 0.00 2,730.82 0.00 3,854.29 0.00 4,977.76 0.00 5,703.78 1,267.88 0.00 49.87 29.25 32.93 35.71 35.71 35.71 35.71 35.71 35.71 35.71 35.71 35.71 35.71 35.71 35.71 35.71 35.71 35.71 35.71 32.93 29.30 49.98 PP Dist. 0-2 2-8 1/2 3-8 5-3 7-2 1/2 9-2 11-1 1/2 13-1 15-01/2 17-0 18-11 1/2 20-11 22-101/2 24-10 26-9 1/2 28-9 30-8 1/2 32-8 34-7 1/2 36-7 39-1 5/8 38-2 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 0.00 1,049.51 26.89I STRESS ANALYSIS - PAGE 2 ISP Chord Properties Chord Area TC BC 0 0 5516 5516 Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Rx n 0.6236 0.6236 Date Run: • 7/25/01 Joist Description: Short Span Crimp 28K216/128 Rz Ryy Y 0.3963 1.2238 0.5530 0.3963 1.2238 0.5530 Ix 0.2145 0.2145 Q 0.8979 0.8979 Mark: J50 Material '. 21 =2x2x.143 I 21 =2x2x.143 ; Axial and Bending Analysis K: 1.00 Top Chord 50,000.00 Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desij Member W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W11 W10 W9 W8 W7 W6 W5 Stress jn Web Tension 9,658.95 0.00 5,542.48 0. 4,419. 00 01 0.00 3,295.54 0.00 2,172.07 0. 0. 00 00 2,169.08 0.00 3,292.55 0.00 4,416.02 0.00 W4 i W3 W2 V1 V2 5,539.49 0.00 9,679.34 0.00 0.00 I Fb: \ Mom of Inertia: \ LL 240: j LL 240: \ Max Bridg TC: 30,000.00 399.36 312.89 312.89 14-91/2 End PanelLE 30.50 363.54 11,140.03 10,098.82 76.95 16,478.60 62,429.14 0.9515 3086.04 2 48. /O 10409.50 2769.61 0 20,508.32 0.7295 Allow Tension 12,367.14 14,531.25 6,183.57 11,848.68 6,183.57 9,786.93 6,183.57 9,786.93 6,183.57 7,818.57 7,818.57 6,183.57 9,786.93 6,183.57 9,786.93 6,183.57 11,848.68 6,183.57 14,531.25 16,235.65 12,367.14 6,183.57 First Panel LE 30.50 363.54 10,963.96 9,939.21 76.95 18,309.56 62,429.14 0.9522 3086.40 1138.76 10410.73 1467.83 0 20,349.94 0.6046 Interior Panel First Panel RE 23.50 30.63 191.49 362.94 24,769.68 10,978.10 22,454.57 9,952.03 37.68 77.27 23,722.75 18,258.65 105,160.17 61,920.55 0.9146 0.9518 734.38 3091.12 367.19 1152.85 2477.11 10426.63 473.29 1486.00 4 0 24,931.69 20,378.66 0.9670 0.6076 = End Panel RE 30.50 363.54 11,156.45 10,113.70 76.95 16,478.60 62,429.14 0.9514 3095.87 2144.86 10442.66 2764.67 0 20,556.36 0.7303 Web Comp 0.00 5,705.15 0.00 4,980.74 0.00 3,857.28 0.00 2,733.81 0.00 1,654.37 1,654.37 0.00 2,730.82 0.00 3,854.29 0.00 4,977.76 0.00 5,703.78 0.00 1,267.88 1,049.51 Allow Comp 2,921 .02 7,600.43 1,166.16 5,069.19 1,166.16 4,205.87 1,166.16 4,205.87 1,166.16 2,329.00 2,329.00 1,166.16 4,205.87 1,166.16 4,205.87 1,166.16 5,069.19 1,166.16 7,600.43 2,160.16 7,405.80 2,056.55 Weld 6.0x0.109 3.1 x 0.125 3.4x0.109 2.4x0.138 2.7x0.109 2.3x0.113 2.0x0.109 2.0x0.113 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.113 2.0x0.109 2.3x0.113 2.7x0.109 2.4x0.138 3.4x0.109 3.1 x 0.125 3.0x0.215 2.0x0.109 2.0x0.109 Qty 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 Max Bridg BC: 24-5 3/4 ! ; Gap Between Chords: '•• :1.00 ! \MinWeldLen2X: 0.5000 !L „ „__ Max Load Fillers TC: 25,630.60 Max Load no Fillers TC: 22,670.84 TC OAURyy: 407.0394 ac Stress: ; 27,969.40 \BCURz: 1118.5825 TC Shear Stress: 8,881.03 6C Shear Stress: 8,881.03 Material 10 = 1 x1 x.109 20 = 2x2 x. 125 10 = 1 x1 x.109 1G = 1 1/2x1 1/2 x. 138 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1C = 1 1/2x11/2 x. 113 10 = 1 x 1 x.109 15 = 1 1/4x1 15 = 1 1/4x1 1/4 x 1/4 x .109 .109 10 = 1 x 1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x 1 x.109 1G = 1 1/2x1 1/2 x. 138 10 = 1 x1 x.109 20 = 2x2x.125 _, RH = round 7/8 10 = 1 x1 x.109 10 = 1 x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 28K216/128 MARK: J50 "AXIAL LOAD AND BENDING". END PANEL 1 rC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.143 in. 50.000 ksi 1.000 in 1.000 30.500 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTR. Gravity Axial Load = 11.140.03 Ibs. Lateral axial load = 7.500.00 Ibs. Bending Load = 363.54 Ibs./ ft. Bearing Depth = 3.00 in. Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kl/iz- Cc = Fa = Fe = Cm = 1.676 in 16,089.20 Ibs-in. 14,548.00 Ibs-in. 3,589.97 psi 12,749.63 psi 9,112.93 psi 30,000.00 psi 76.95 112.92 18.309.56 psi 25,217.74 psi 0.96 PROPERTIES: At= 3.103 in"2 ltx= 2.114 inM rtx = 0.825 in Panel P. Stx= 1.262 in"3 Mid Panel Stx= 1.596 in"3 Kl/rx- CC = Fa: Pe = Cm = No filler Panel point <« 0.6 Fy • 30,000.00 psi fa+Tb» 16,339.60 OK With filler Panil point <* 0.6 Fy 36.95 112.92 23,805.67 psi 109,381.46 psi 0.99 30,000.00 psi 16,339.60 OK Mfd pantl <• fa/Fa + Cm'fb/((1-fa/F'e)*Q*Fb) < 1.00 0.57 OK Mid panel <• fa/Fa + Cm*fb/«1-«a/F'trcrFb) > 1.00 0.50 OK STRESS ANALYSIS - PAGE 1 ^^m, Job Number: W £^f\ 01-0170 Geometry Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Base Length: Working Length: \ Joist Depth: 41-105/8 41-65/8 i 28.00 Variable Left End BC Panel 3-8 TC Panel 2-8 5/8 .First Half 1-71/4 First Diag. 5-3 1/4 Depth 28.00 Loads Uniform Load in TC (plf) Right End 3-8 2-8 5/8 1-7 1/4 5-3 1/4 28.00 ,:> Add Load any PP (Ibs) Additional Bending in BC (Ibs) 'A/ Date Run: • : 7/25/01 ! Joist Description: Short Span Crimp 28K232/128 Efective Depth: \ BC Panel Length: 26.89 9 @ 3-11 _A_/^.\ ./7\:/7^ Marie I J51 ' Shape: Parallel Chords x/Xl/ 232.00 Live Load (plf) 1,000.00: | Additional Bending in TC (Ibs) 250.00' i TC Axial Load (Ibs) i Stress Analysis Summary Int. Panel TC 23.50 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 , W10 W11 ; W11 W10 W9 W8 W7 ; W6 W5 W4 W3 V1S W2 Standard 1 Member V2 ;.- Max Panel BC: 47.00 TC Tension tc C 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 0.00 0.00 0.00 0.00 0.00 Verticals Position Interior Reaction LE; 5,320.04 ^ompresior 11,511. 11,323. 11,323. 16,265. 16,265. 01 14 14 23 23 20,496.27 20,496.27 23,881.34 23,881.34 26,345.90 26,345.90 26,350.34 26,350.34 23,890.00 23,890.00 20,505.93 20,505.93 16,278.06 16,278.06 11,338.21 11,338.21 11,528.53 I Reaction RE: 5,320.04 ~] Minimum Shear 1,330.01 \./\/\l^*\ — 128.00 250.00 7,500.00 I Max TC Comp.: Max BC Tension 26,350.34 26,982.53 BC Tension BC Compresioi! Web Tension 0.00 0.00 10,770.63 10,770.63 17,206.22 17,206.22 22 22 25 ,053.40 ,053.40 ,312.18 25,312.18 26,982.53 26 25 25 22 22 17 17 10 10 ,982.53 ,318.71 ,318.71 ,064.18 ,064.18 ,221.22 ,221.22 ,789.84 ,789.84 0.00 0.00 Max Tension 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 0.00 0.00 0.00 0.00 0.00 0.00 Max Comp. 1,088.74 Length 10,245.75 0.00 0.00 5,855.35 0.00 4,648.52 0.00 3,441 .69 0.00 2,234.86 0.00 0.00 2,231.65 0.00 3,438.48 0.00 4,645.31 0.00 5,852.14 0.00 0.00 10,267.39 Web Comp. Web Length 0. 1,317. 6,065. 0. 5,251. 00 55 67 00 94 0.00 4,045.11 0.00 2,838.28 0.00 1,766.43 1,766.43 0.00 2,835.07 0.00 4,041.90 0.00 5,248.73 0.00 6,064.18 1,320.85 0.00 49 29 33 35 35 35 35 35 35 35 35 35 .87 .19 .07 .71 .71 71 71 71 71 71 71 71 35.71 35 35 71 71 35.71 35 35 35 33 29 49 71 71 71 07 24 97 PP Dist. 0-2 2-8 5/8 3-8 i 5-3 1/4 7-2 3/4 9-2 1/4 11-1 3/4 13-1 1/4 15-03/4 17-01/4 18-11 3/4 20-11 1/4 22-103/4 ! 24-101/4 ii 26-9 3/4 28-9 1/4 30-8 3/4 32-8 1/4 34-7 3/4 36-7 1/4 39-2 38-2 1/2 26.89 STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 Location: CARLSBAD, i Job Name: | MV TECHNICAL -BLDG1 CA Date Run: 7/25/01 Joist Description: Short Span Crimp 28K232/128 Mark: J51 Chord Properties Chord TC BC Area 0.6254 0.5516 Rx 0.6208 0.6236 Rz 0.3951 0.3963 Ryy 1.2286 1.2238 Y 0.5603 0.5530 Ix 0.2410 0.2145 Q 0.9522 0.8979 Material \ 23 = 2x2x.163 ; 21 = 2x2 x. 143 j Axial and Bending Analysis K: \Fy: ~ ~~[ 1.00 50,000.00 30,000.00 Mom of inertia: 424.20 LL 240: 331.35 LL 240: 331.35 Max Bridg TC: 14-10 1/8 Max Bridg BC: 24-5 3/4 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment , Mid Panel Moment Panel Point fb :Mid Panel fb Fillers Panel Point Stress Mid Panel Stress End Panel LE 30.63 378.94 11,511.01 9,202.47 77.51 17,029.24 61,353.51 0.9550 3244.29 2257.66 9690.67 2624.21 0 18,893.13 0.6436 First Panel LE 30.63 378.94 11,323.14 9,052.27 77.51 18,921.38 61,353.51 0.9557 3244.68 1198.69 9691.83 1393.31 0 18,744.11 0.5331 Interior Panel 23.50 191.49 26,350.34 21,065.74 37.86 24,998.16 104,197.16 0.9191 734.38 367.19 2193.57 426.80 0 23,259.32 0.8599 First Panel RE 30.75 378.34 11,338.21 9,064.32 77.82 18,864.47 60,855.84 0.9553 3249.84 1213.51 9707.26 1410.53 0 18,771.58 0.5359 End Panel RE 30.63 378. 94 i 11,528.53 9,216.47 77.51 17,029.24 61,353.51 0.9549 3254.57 2253.65 9721.37 2619.55 0 18,937.84 0.6443 Gap Between Chords: 1.00 Min Weld Len 2X: 0.5000, _ — . . i Max Load Fillers TC: 30,715.62 Max Load no Fillers TC: 26,979.18 TC OAURyy: 405.8442 BC Stress: 29,414.82 BC URz: 118.5825 TC Shear Stress: 8,319.62 BC Shear Stress: 9,476.23 Web Design Member W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Web Tension 10,245.75 0.00 5,855.35 0.00 4,648.52 0.00 3,441.69 0.00 2,234.86 0.00 0.00 2,231.65 0.00 3,438.48 0.00 4,645.31 0.00 5,852.14 0.00 10,267.39 0.00 0.00 Aftow Tension 12,367.14 14,531.25 6,183.57 13,309.92 6,183.57 9,786.93 6,183.57 9,786.93 6,183.57 7,818.57 7,818.57 6,183.57 9,786.93 6,183.57 9,786.93 6,183.57 13,309.92 6,183.57 14,531.25 16,235.65 12,367.14 6,183.57 Web Comp 0.00 6,065.67 0.00 5,251.94 0.00 4,045.11 0.00 2,838.28 0.00 1,766.43 1,766.43 0.00 2,835.07 0.00 4,041.90 0.00 5,248.73 0.00 6,064.18 0.00 1,320.85 1,088.74 Allow Comp 2,919.89 7,570.77 1,165.89 5,659.14 1,165.89 4,205.01 1,165.89 4,205.01 1,165.89 2,328.45 2,328.45 1,165.89 4,205.01 1,165.89 4,205.01 1,165.89 5,659.14 1,165.89 7,570.77 2,159.33 7,417.69 2,056.55 Weld 6.3x0.109 3.3x0.125 3.6x0.109 2.3x0.156 2.9x0.109 2.4x0.113 2.1 x 0.109 2.0x0.113 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.113 2.1x0.109 2.4x0.113 2.9x0.109 2.3x0.156 3.6x0.109 3.3x0.125 3.2x0.215 2.0x0.109 2.0x0.109 Qty 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 Material 10 = 1 x1 x.109 20 = 2x2x.125 10 = 1 x1 x.109 1J-1 1/2x1 1/2 x. 156 10 = 1 x 1 x .109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 15 = 1 1/4x1 1/4 x.109 15 = 1 1/4x1 1/4 x.109 10 = 1 x1 x.109 1C = 1 1/2x1 1/2X.113 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x. 156 10 = 1 x1 x.109 20 = 2x2x.125 RH = round 7/8 10 = 1 x1 x.109 10 = 1 x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 28K232/128 MARK: J51 'AXIAL LOAD AND BENDING". END PANEL 1 Leg = Thickness = Fy = Gap = K = Length = TC ANGLES 2.000 in. 0.163 in. 50.000 ksi 1.000 in 1.000 30.630 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTR. PROPERTIES: At = ltx = rtx = Panel P. Stx = Mid Panel Stx = 3.251 in"2 2.238 in"4 0.830 in 1.310 in«3 1.732 inA3 Gravity Axial Load = 11,511.01 Ibs. Lateral axial load = 7,500.00 Ibs. Bending Load = 378.94 Ibs./ ft. Bearing Depth = 3.00 in. Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Fe = Cm = 1.708 in 16,511.74 Ibs-in. 14,891.53 Ibs-in. 3,540.91 psi 12,600.08 psi 8,598,45 psi 30,000.00 psi 77.52 109.65 18,919.11 psi 24,850.38 psi 0.96 Kl/rx = Co = Fa = Pe = Cm = 36.92 109.65 25, 11 5. 78 psi 109,575.09 psi 0.99 No filler Panel point <» 0.6 Fy • 30,000.00 psi fa+fb» 16,140.99 OK With filler Pannl point <« 0.6 Fy 30.ooo.oo psi 16,140.99 OK Mid panel <» fa/Fa +• Cm"fb/((1-fa/F'e)*Q*Fb) i 1.00 0.52 OK Mid panel <• fa/Fa + Cm-fb7((1^a/F8)-Q-Fb)« 1.00 0.45 OK STRESS ANALYSIS - PAGE 1 ^te — Job Number: W C^Vv 01-01701*>P Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Geometry Base Length: Working Length: } Joist Def. 49-1 1 5/8 49-7 5/8 J 32.00 Variable i Left End BC Panel 5-0 TC Panel 4-4 First Half 2-1 First Diag. 7-1 Depth 32.00 Loads Uniform Load in TC (plf) Right End 5-7 1/2 3-6 7/8 1-3 1/8 6-10 5/8 32.00 c Add Load any PP (Ibs) Additional Shear in Webs Additional Bending in BC (Ibs) Dafe Run: i 7/27/01 ! I Joist Description: Long Span 32LH232/128 Mark: T52 ith: I Efective Depth: BC Panel Length: I Shape: \ 30.86 9 Special {Parallel Chords \ \/ /••. '"'" /\\ //\ A /\ • /-•• V V7 \/ \i/ 232.00 Live Load (plf) 1, 000.00 ;; Cone. Load TC @ 24-11 3/4 (Ibs) 400.00 ; Additional Bending in TC (Ibs) 250.00 !!TC Axial Load (Ibs) \ /^ '/\\£//"•"i^ i 128.00 ; 800.00 250.00 7,500.00 Stress Analysis Summary Int. Panel TC 27.00 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 .. W10 W11 W11 W10 W9 W8 W7 W6 W5 W4 W3 V1S W2 Standard i Member V2 ;.• Max Panel BC: \Reaction LE: 54.00 6,657.79 Reaction RE: 6,657.62 Minimum Shear I Max TC Comp,: MaxBC Tension 1 ,664.45 35,51 1 .97 36,436.99 TC Tension tC Compresior BC Tension BC Compresior 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 0.00 0.00 0.00 0.00 0.00 Verticals Position Interior 14,329.72 14,173.71 14,173.71 20,583. 20,583. 19 19 26,960.59 26,960.59 32,149.83 32,149.83 35,511.97 35,511.97 35,401.04 35,401.04 31,958.84 31,958.84 26,689.53 26,689.53 20,319.85 20,319.85 15,129.01 15,129.01 15,595.51 0.00 0.00 15,750.92 15,750.92 23,680.81 23,680.81 29,783.60 29,783.60 34,059.29 34,059.29 36,436.99 36,436.99 33,908.33 33,908.33 29,552.57 29,552.57 23,369.72 23,369.72 15,359.77 15,359.77 0.00 0.00 Max Tension 0.00 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Max Comp. 1 ,680.58 Length 30.86 Web Tension 15,062.75 0.00 0.00 7,563.69 0.00 6,176.42 0.00 4,789.15 0.00 3,401.89 0.00 0.00 3,462.68 0.00 4,849.95 0.00 6,237.21 0.00 7,624.48 0.00 0.00 16,807.11 Web Comp. Web Length 0. 1,936. 8,072. 0. 6,870. 0. 5,482. 0. 4,095. 00 18 47 00 05 00 79 00 52 0.00 2,600.60 2,769.05 0.00 4,156.31 0.00 5,543.58 0.00 6,930.84 0.00 7,108.76 2,326.19 0.00 65 31 39 41 41 41 41 41 41 41 41 .70 88 71 00 00 00 00 00 00 00 00 41.00 41.00 41.00 41 41 41 41 41 34 00 00 00 00 00 36 39.48 72.40 PPDist. | 0-2 i 4-4 5-0 ' 7-1 9-4 11-7 13-10 16-1 I 18-4 . 20-7 ; 22-10 25-1 27-4 29-7 31-10 34-1 36-4 38-7 40-10 : 43-1 46-4 3/4 44-4 1/8 ii STRESS ANALYSIS - PAGE 2 i ^M Job Number: I Job Name: W ^^Y) 01-0170 | MV TECHNICAL - BLDG1 • *_^H ^,. Location: ^L V^J- CARLSBAD, CA Chord Properties Chord TC BC Area 0 0 7780 7130 Rx 0.6149 0.6174 Axial and Bending Analysis K: 0.75 Top Chord 50,000 Check 00 Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desij ! Member W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W11 ; wio W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Stress 3"Web Tension 15,062.75 0.00 7,563.69 0.00 6,176.42 0.00 4,789.15 0.00 3,401.89 0.00 0.00 3,462.68 0.00 4,849.95 0.00 6,237.21 0.00 7,624.48 0.00 16,807.11 0.00 0.00 Rz 0.3929 0.3938_j Date Run; ; 7/27/01 Joist Description: Long Span 32LH232/128 Ryy Y 1.2389 0.5755 1.2345 0.5690 Ix 0.2942 0.2718 Q 1.0000 1.0000 Mark: T52 Material 26 = 2x2x.205 25 = 2x2x.187 I Fb: I Mom of Inertia: I LL 240: I LL 240: \ Max Bridg TC: \ 30,000.00 1 708.99 1 324.90 324.90 1 7-6 5/8 End Panel LE 50.00 322.00 14,329.72 9,209.63 81.31 18,748.72 22,585.79 0.8777 6312.12 5526.32 15283.42 5405.74 1 24,493.05 0.7582 First Panel LE 33.00 368.36 14,173.71 9,109.36 83.98 18,204.09 51,849.83 0.9473 7220.34 574.73 17482.49 562.19 0 26,591 .85 0.5219 : Interior Panel First Panel RE 27.00 39.75 398.67 345.21 35,511.97 15,129.01 22,823.34 9,723.33 34.36 101.16 26,597.86 14,435.78 137,697.22 35,735.59 0.9337 0.9184 2018.25 5209.96 1009.13 1860.23 4886.75 12614.79 987.11 1819.64 0 0 27,710.09 22,338.11 0.8949 0.7501 E End Panel RE 40.88 342.09 15,595.51 10,023.14 104.03 13,760.28 33,795.56 0.9110 5162.15 3652.37 12499.02 3572.67 0 22,522.16 0.8826 Allow Tension 29,820.59 26,225.28 7,818.57 14,531.25 6,183.57 13,309.92 6,183.57 9,786.93 6,183.57 8,906.25 8,906.25 6,183.57 9,786.93 6,183.57 13,309.92 7,818.57 14,531.25 7,818.57 16,546.53 17,812.50 7,818.57 6,183.57 Web Comp 0.00 8,072.47 0.00 6,870.05 0.00 5,482.79 0.00 4,095.52 0.00 2,600.60 2,769.05 0.00 4,156.31 0.00 5,543.58 0.00 6,930.84 0.00 7,108.76 0.00 2,326.19 1,680.58 Allow Comp 2,720.47 8,823.29 2,501.88 8,412.08 1,252.72 6,067.16 1,252.72 4,459.79 1,252.72 2,830.94 2,830.94 1,252.72 4,459.79 1,252.72 6,067.16 2,501.88 8,412.08 2,501.88 7,444.40 4,085.12 2,698.71 2,211.94 Weid 4.1 x 0.245 2.9x0.188 4.7x0.109 3.7x0.125 3.8x0.109 2.4x0.156 3.0x0.109 2.4x0.113 2.1 x 0.109 2.0x0.125 2.0x0.125 2.1 x 0.109 2.5x0.113 3.0x0.109 2.4x0.156 3.9x0.109 3.7x0.125 4.7x0.109 3.3x0.143 9.1x0.125 2.0x0.109 2.0x0.109 Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 1 Max Bridg BC: '- • 24-81/4 : ; Gap Between Chords: 1.00 I Min Weld Len 2X: \ 0.5000 |' — - — — — • — — — * i Max Load Fillers TC: \ 39,836.61 ! Max Load no Fillers TC: 36,128.65 TC OAURyy: I 480.7814 BC Stress: 29,993.36 j BC URz: ; 137.1214 ; \TCShearStress: 8,750.81 : BC Shear Stress: \ 9,582.36 Material RP = round 1 1/8 28 = 2 x 2 x .232 15 = 1 1/4x11/4 x .109 20 = 2x2x.125 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x .156 10 = 1 x1 x.109 1C = 1 1/2x11/2 x. 113 10 = 1 x1 x.109 18 = 1 1/4x11/4 x 18 = 1 1/4x1 1/4 x .125 .125 10 = 1 x1 x.109 1C = 1 1/2x11/2 x. 113 10 = 1 x1 x .109 1J = 1 1/2x1 1/2 x 15 = 1 1/4x1 1/4 x .156 .109 ; 20 = 2x2x.125 15 = 1 1/4x11/4 x .109 21=2x2x.143 18 = 1 1/4x1 1/4 x 15 = 1 1/4x1 1/4 x .125 .109 10 = 1 x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD. CA JOIST NAME: 32LH232/128 MARK: T52 "AXIAL LOAD AND BENDING". END PANEL 1 Leg = Thickness = Fy = Gap = K = Length = TC ANGLES 2.000 in. 0.205 in. 50.000 ksi 1.000 in 1.000 50.000 in r REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PROPERTIES: At = ltx = rtx = Panel P. Stx = Mid Panel Stx = 3.556 inA2 2.462 inM 0.832 in 1.396 rnA3 1.992 in*3 PLATE CTK. Gravity Axial Load = 14,329.72 Ibs. Lateral axial load = 7,500.00 Ibs. Bending Load = 322.00 Ibs./ ft. Bearing Depth = 3,00 in. Eccentricity = Moment Pp = • Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = Pe = Cm = 1.764 in 21,614.62 Ibs-in. 17,946.20 Ibs-in. 4,029.79 psl 15,484.84 psi 9,009.37 psi 30,000.00 psi 127.25 107.00 9,222.40 psi 9, 222. 40 psi 0.87 No filler Panel point <» 0.6 Fy » 30,000.00 psl fa + fl)« 19,514.62 OK Wtoc Cc- Cm = With filler Pant) point <- 0.6 Fy • fa+tb» 60.09 107.00 22,702.51 psi 41,359.92 psi 0.97 30,000.00 psi 19,514.62 OK Mid panel <= fa/Fa + Cm*nM(1-fa/F«rQ*Fb)' 1.00 0.90 OK Mid panel <• fa/Fa + Cm*fb/((1-fa/F«)-Q-Fb) • 1.00 0.50 OK STRESS ANALYSIS - PAGE 1 ! ^•M .»„_ Job Number W C^Y} 01-0170 Job Wame; MV TECHNICAL -BLDG1 • %_J^B ^ Location: ^L VV-1 CARLSBAD, CA Geometry Base Length: Working Length: 49-7 7/8 49-3 7/8 Variable Left End BC Panel 5-0 TC Panel 4-4 First Half 2-1 First Diag. 7-1 Depth 32.00 Loads Uniform Load in TC (plf) Joist Description: Long Span 32LH232/1 28 Date Run: • \ 7/27/01 .! i Marie: :| T53 \> Joist Depth: \ Efective Depth: BC Panel Length: \ Shape: ! 32.00 [ 30.85 9 @ 4-6 Parallel Chords Right End 5-7 1/2 3-6 0-11 3/8 6-6 7/8 32.00 Add Load any PP (Ibs) Additional Shear in Webs Additional Bending in BC (Ibs) Stress Analysis Summary •. /"N ' y v ' -/' \X\X\XXX\X " "< 232~00 Live Load (plf)" 1, 000.00 1 Cone. Load TC @ 24-10 (Ibs) 200.00: Additional Bending in TC (Ibs) 250.00: TC Axiaf Load (Ibs) Int. Panel TC: Max Panel BC: \ReactionLE: \Reaction RE: 27.00 54.00 J6.421 .42 J6.421 .50 Member TC Tension f C Compressor W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W11 W10 W9 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 W8 i 0.00 W7 0.00 W6 0.00 W5 j 0.00 W4 W3 V1S W2 Standard ' Member V2 0.00 0.00 0.00 0.00 Verticals Position Interior 20,224.12 20,068.05 20,068.05 26,180.69 26,180.69 31,134.25 31,134.25 34,717.05 34,717.05 36,929.09 36,929.09 36,747.66 36,747.66 34,380.02 34,380.02 30,641.63 30,641.63 25,532.49 25,532.49 21,000.32 21,000.32 21,461.07 Max Tension 0.00 " 128TOO 400.00 250.00 15,800.00 I Minimum Shear: \MaxTCComp.: \MaxBCTension I 1 ,605.38 1 36,929.09 34,089.92 BC Tension BC Compresior Web Tension 0.00 0.00 15,119.84 15,119.84 22,638.42 22,638.42 28,329.32 28,329.32 32,192.55 32,192.55 34,089.92 34,089.92 31,846.91 31,846.91 27,776.23 27,776.23 21,877.88 21,877.88 14,151.85 14,151.85 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Max Comp. 1,564.52 Length 14,137.10 0.00 0.00 6,984.79 0.00 5,597.33 0.00 4,209.88 0.00 2,822.42 0.00 0.00 2,979.91 0.00 4,367.36 0.00 5,754.82 0.00 7,142.27 0.00 0.00 15,807.66 Web Comp. ^/Veb Length 0. 1,736. 7,511. 0. 6,291. 00 68 78 00 06 0.00 4,903.60 0.00 3,516.15 0.00 2,133. 2,286. 51 18 0.00 3,673.63 0.00 5,061.09 0.00 6,448.54 0.00 6,386.14 2,057.05 0.00 65 31 39 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 32 40 72 .69 .87 .70 .99 99 99 99 99 99 99 99 99 99 99 99 99 99 99 99 88 02 40 PPDist. ! 0-2 ! 4-4 ! 5-0 ! 7-1 ! 9-4 i 11-7 : 13-10 ; 16-1 ; 18-4 20-7 22-10 25-1 27-4 29-7 31-10 :. 34-1 I 36-4 38-7 ! ; 40-10 43-1 46-1 7/8 44-0 3/8 : 30.85 STRESS ANALYSIS - PAGE 2 i IS? Chord Properties Chord Area TC BC 0.8742 0.7130 Job Number: 01-0170 I Job Name: |MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Rx 0.6113 0.6174 Rz 0.3918 0.3938 I Date Run; ! 1 7/27/01 ' I Joist Description: Long Span 32LH232/128 Ryy Y 1 .2455 0.5852 1.2345 0.5690 Ix 0.3266 0.2718 " ' Q " 1.0000 1.0000 Mark: : , T53 ! Material : ! 28 = 2 x 2 x .232 ; 25 = 2 x2x. 187 \\ Axial and Bending Analysis K: Fy: 0.75 50,000 Top Chord Check 00 Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desij Member W2 W3 , W4 W5 W6 W7 W8 W9 W10 W11 W11 W10 W9 ; ws W7 W6 W5 W4 W3 W2 V1 V2 Stress 3n Web Tension 14,137.10 0.00 6,984.79 0.00 5,597.33 0.00 4,209.88 0.00 2,822.42 0.00 0.00 2,979.91 0.00 4,367.36 0.00 5,754.82 o.oo' 7,142.27 0.00 15,807.66 0.00 0.00 En Fb: Mom of Inertia: I LL 240: I LL 240: \ Max Briefer TC: I Max Bridg BC: \ \ 30,000.00 747.90 349.29 349.29 17-73/4 24-81/4 j| d Panel LE 50.00 322.00 20,224.12 11,567.53 81.80 18,650.91 22,319.46 0.8445 6312.12 5526.32 13669.86 4950.51 1 25,237.40 0.9095 Allow Tension 29,820.59 23,339.25 7,818.57 14,531.25 6,183.57 10,781.25 6,183.57 9,786.93 6,183.57 7,818.57 7,818.57 6,183.57 9,786.93 6,183.57 11,848.68 6,183.57 14,531.25 7,818.57 14,531.25 17,812.50 7,818.57 6,183.57 First Panel LE 33.00 368.36 20,068.05 11,478.27 84.23 18,153.40 51,238.43 0.9328 7220.34 574.73 15636.76 514.85 0 27,115.03 0.6529 . Interior Panel First Panel RE 27.00 36.88 398.67 354.03 36,929.09 21,000.32 21,122.23 12,011.49 34.46 94.12 26,584.66 16,037.88 136,073.53 41,035.49 0.9379 0.9122 2018.25 4934.92 1009.13 1509.53 4370.83 10687.33 903.98 1352.24 0 0 25,493.06 22,698.82 0.8280 0.8071 Web Comp 0.00 7,511.78 0.00 6,291 .06 0.00 4,903.60 0.00 3,516.15 0.00 2,133.51 2,286.18 0.00 3,673.63 0.00 5,061.09 0.00 6,448.54 0.00 6,386.14 0.00 2,057.05 1,564.52 Allow Comp 2,720.84 7,901.38 2,502.77 8,413.03 1,253.17 4,937.14 1,253.17 4,461 .02 1,253.17 2,502.77 2,502.77 1,253.17 4,461,02 1,253.17 5,430,20 1,253.17 8,413.03 2,502.77 6,788.58 4,085.59 2,625.82 2,213.34 = End Panel RE 40.00 344.50 21,461.07 12,275.03 65.44 21,767.88 34,874.16 0.8944 4801.59 3591.84 10398.58 3217.59 1 22,673.61 Weld 3.9 x 0.245 2.7x0.188 4.3x0.109 3.4x0.125 3.5x0.109 2.6x0.125 2.6x0.109 2.1x0.113 2.0x0.109 2.0x0.109 2.0x0.109 2.0x0.109 2.2x0.113 2.7x0.109 2.5x0.138 3.6x0.109 3.5x0.125 4.4x0.109 3.4x0.125 8.5x0.125 2.0x0.109 2.0x0.109 Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 1 0.7119 ! Gap Between Chords: \ ! 1.00 Min Weld Len 2X: 0.5000., — _-• Max Load Fillers TC: \ I 44,883.40 : Max Load no Fillers TC: 40,684.18 : TC OAL/Ryy: J475.1990 BC Stress: 28,347.52 SC URz: 137.1214 : 7~C Shear Stress: 7,464.62 SC Shear Stress: 9,234.69 ! Material RP = round 1 1/8 26 = 2 x 2 x .205 15 = 1 1/4x1 1/4 x .109 ; 20 = 2x2x.125 10 = 1 x1 x.109 1E = 1 1/2x1 1/2 x. 125 10 = 1 x1 x.109 : 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 15 = 1 1/4x1 1/4 x 15 = 1 1/4x1 1/4 x .109 .109 10=1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1 x1 x.109 1G = 1 I 1/2x1 1/2 x. 138 10 = 1 x 1 x.109 20 = 2x2x.125 15 = 1 1/4x1 1/4 x .109 20 = 2x2x.125 18 = 1 1/4x1 1/4 x 15=1 1/4x1 1/4 x .125 .109 10 = 1x1x.109 ,, 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 32LH232/128 MARK : T53 'AXIAL LOAD AND BENDING". END PANEL 1 Leg = Thickness = Fy = Gap = K = Length = TC ANGLES 2.000 in. 0.232 in. 50.000 Ksi 1.000 In 1000 50.000 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 1.000 in. PLATE CTR. PROPERTIES: At» ltx = rtx = Panel P. Stx = Mid Panel Stx = 3.748 in*2 3.187 in"4 0.922 in 1.920 ln*3 2.378 inA3 Gravity Axial Load = 20,224.12 IDs. Lateral axial load = 15,800.00 IDS. Bending Load - 322.00 Ibs./ ft. Bearing Depth = 3.00 In. Eccentricity = Moment Pp = Moment Mp = fa = Panel P. ft = Mid Panel ft = Fb = Kl/rz = Cc = Fa = Fe = Cm = 1.660 in 34,611.86 Ibs-in. 30,943.24 Ibs-in. 5,395.47 psi 18,026.01 psi 13,010.53 psi 30,000.00 psi 127.62 107.00 9,168.61 psi 9,168.61 psi 0.82 No filler Panel point <• 0.6 Fy « 30,000.00 psf fa + fb= 23,421.48 OK Kl/rx = Cc: Fa< With filler Paint point <• 0.6 Fy ' Ta+lb1 54.22 107.00 23,679.01 psi 50,790.03 psi 0.97 30,000.00 psi 23,421.48 OK Mid panel <» fa/Fa + Cm*fb/((1-Ta/F'B)"Q"Fb)' 1.00 1.46 NC Mid panel <• fa/Fa + Cm*fb/((1-fa/Fe)*Q*Fb)' 1.00 0.70 OK STRESS ANALYSIS - PAGE 1 i ^^H Job Number: W C^IS 01-0170 I Job Wame: MV TECHNICAL -BLDG1 • %_J^B ^ Location: ^L W^-* CARLSBAD, CA Geometry Base Length: Working Length: 1 Jo/sf Depth: 49-11 5/8 49-75/8 32.00 Variable Left End BC Panel 5-0 TC Panel 4-4 First Half 12-1 Right End 5-7 1/2 3-6 7/8 1-31/8 First Diag. J7-1 6-105/8 Depth 32.00 Loads Uniform Load in TC (plf) 32.00 ,:, Add Load any PP (Ibs) Additional Shear in Webs Additional Bending in BC (Ibs) V Joist Description: Long Span 32LH232/128 Date Run: j • 7/27/01 I ! Mark: | T54 i Efective Depth: I BC Panel Length: I Shape: ! 30.84 9 @ 4-6 Parallel Chords ! ^XX\L/\//\/A 232.00 i Live Load (plf) 1,000.00 Cone. Load TC @ 24-1 1 3/4 (Ibs) 400.00; Additional Bending in TC (Ibs) 250.00 TC Axial Load (Ibs) \y\!/\\/ 128.00 800.00 250.00 16,150.00 /> "I Stress Analysis Summary Int. Panel TC 27.00 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W11 W10 W9 W8 W7 W6 W5 W4 W3 V1S W2 Standard i Member V2 X Max Panel BC: 54.00 TC Tension tC C 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 0.00 0.00 0.00 0.00 0.00 Verticals Position Interior Reaction LE: 6,657.79 Reaction RE: [6,657.62 Minimum Shear: 1,664.45 iompresior BC Tension BC Compresior1 Web Tension 20,821.81 20,665.71 20,665.71 27,078. 27,078. 56 56 32,343.58 32,343.58 36,237.57 36,237.57 38,760.50 38,760.50 38,677.26 38,677.26 36,094.25 36,094.25 32,140. 32,140. 19 19 26,815.09 26,815.09 21,621.51 21,621.51 22,088.26 0.00 0.00 15,759.21 15,759.21 23,693.27 23,693.27 29,799.27 29,799.27 34,077.21 34,077.21 36 36 33 33 29 29 23 23 15 15 ,456.17 ,456.17 ,926.18 ,926.18 ,568.13 ,568.13 ,382.02 ,382.02 ,367.86 ,367.86 0.00 0.00 Max Tension 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 0.00 0.00 0.00 0.00 0.00 ' 0.00 Max Comp. 1,696.82 Length 15,068.93 0.00 0.00 7,565.41 0.00 6,177.83 0.00 4,790.25 0.00 3,402.67 0.00 0.00 3,463.47 0.00 4,851.05 0.00 6,238.64 0.00 7,626.22 0.00 0.00 16,814.35 Max TC Comp.: Max BC Tension 38,760.50 36,456.17 Web Comp. Web Length 0. 1,952. 8,074. 0. 6,871. 0. 5,484. 0. 4,096. 0. 00 48 15 00 62 00 04 00 46 00 2,601 .20 2,769. 0. 68 00 4,157.26 0.00 5,544.84 0.00 6,932.43 0.00 7,109.48 2,342.87 0.00 65 31 39 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 34 .69 .86 .70 .99 .99 .99 .99 .99 .99 .99 .99 .99 .99 .99 99 99 99 .99 .99 .35 "~ 39.46 72 40 PP Dist. 0-2 4-4 5-0 7-1 9-4 11-7 13-10 16-1 18-4 ; 20-7 22-10 : 25-1 27-4 29-7 31-10 34-1 36-4 38-7 40-10 43-1 ; 46-4 3/4 44-4 1/8 . 30.84: STRESS ANALYSIS - PAGE 2 ! •WM, Job Number; Job Name: W€^f\ 01-0170 MVTECHNICAL • • »"^B ^, Location: <Ah l^-l ' CARLSBAD, CA Chord Properties Chord Area ! TC 0 BC 0 Axial and Ber K: 0.75 Top Chore 8742 Rx 0.6113 7780 C ding Anal Fy: 50,000 Check 00 Length Bending Load Axial Load fa Maximum K L/r Fa F'e i Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desij , Member W2 W3 W4 W5 W6 W7 W8 W9 : W10 W11 W11 ' W10 : W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Stress jn Web Tension 15,068.93 0.00 7,565.41 0.00 6,177.83 0.00 4,790.25 0.00 3,402.67 0.00 0.00 3,463.47 0.00 4,851 .05 0.00 6,238.64 0.00 7,626.22 0.00 16,814.35 0.00 0.00 Rz 0.3918 .6149 Q.3£... L ysis )29 - BLDG1 Date Run: 7/27/01 I Joist Description: , Long Span 32LH232/1 28 Ryy Y 1.2455 0.5852 1.2389 0.5755 [Fb: I Mom of Inertia: [30,000.00 J783.61 End Panel LE 50.00 322.00 20,821.81 11,909.39 81.80 18,650.91 22,319.46 0.8399 6312.12 5526.32 13669.86 4950.51 1 25,579.26 0.9357 First Panel LE 33.00 368.36 20,665.71 11,820.11 84.23 18,153.40 51,238.43 0.9308 7220.34 574.73 15636.76 514.85 0 27,456.87 0.6719 Allow Tension 29,820.59 26,225.28 7,818.57 14,531.25 6,183.57 13,309.92 6,183.57 9,786.93 6,183.57 8,906.25 8,906.25 6,183.57 9,786.93 6,183.57 13,309.92 7,818.57 14,531.25 7,818.57 16,546.53 17,812.50 7,818.57 6,183.57 Ix 0.3266 0.2942 Q 1.0000 1 .0000 Mark: T54 I Material i i 28 = 2 x 2 x .232 26 = 2x2x.2Q5 ; LL 240: I LL 240: I Max Briefer TC: 359.10 359.10 17-73/4 ! Interior Panel First Panel RE 27.00 39.75 398.67 345.21 38,760.50 21,621.51 22,169.74 12,366.80 34.46 101.46 26,584.66 14,366.53 136,073.53 35,314,20 0.9348 0.8949 2018.25 5209.96 1009.13 1860.23 4370.83 11282.97 903.98 1666.41 0 0 26,540.57 23,649.77 0.8676 0.9373 Web Comp 0.00 8,074.15 0.00 6,871.62 0.00 5,484.04 0.00 4,096.46 0.00 2,601.20 2,769.68 0.00 4,157.26 0.00 5,544.84 0.00 6,932.43 0.00 7,109.48 0.00 2,342.87 1,696.82 Allow Comp 2,721.10 8,828.90 2,503.37 8,413.66 1,253.47 6,070.46 1,253.47 4,461.84 1,253.47 2,832.63 2,832.63 1,253.47 4,461.84 1,253.47 6,070.46 2,503.37 8,413.66 2,503.37 7,449.15 4,085.90 2,700.45 2,214.27 I End Panel RE 40.88 342.09 11 f\OQ 1C££,UOO'j£D 12,633.76 66.87 21,510.72 33,397.05 0.8865 5162.15 3652.37 11179.43 3271.81 1 23,813.19 0.7428 Weld 4.1 x 0.245 2.9x0.188 4.7x0.109 3.7x0.125 3.8x0.109 2.4x0.156 3.0x0.109 2.4x0.113 2.1 x 0.109 2.0x0.125 2.0x0.125 2.1 x 0.109 2.5x0.113 3.0x0.109 2.4x0.156 3.9x0.109 3.7x0.125 4.7x0.109 3.3x0.143 9.1 x 0.125 2.0x0.109 2.0x0.109 Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 1 Max Bridg BC: ! 24-9 3/8 i Gap Between Chords: , ', 1.00 ! Min Weld Len 2X: ! 0.5000• — — — - • — — — — — - 1 Max Load Fillers TC: 44,883.40 Max Load no Fillers TC: i 40,684.18 j TC OAURyy: 478.2098 . BC Stress: 27,516.08 | BC URz: 137.4287 ! TC Shear Stress: t 7,746.62 BC Shear Stress: 8,751.91 j I Material RP = round 1 1/8 28 = 2 x 2 x .232 15 = 1 1/4x1 1/4 x .109 20 = 2 x 2 x. 125 10 = 1x1 x.109 1J = 1 1/2x1 1/2 x.156 10 = 1 x1 x.109 1C = 1 1/2x1 1/2X.113 ; 10 = 1 x1 x.109 18 = 1 1/4x1 18 = 1 1/4x1 1/4 x. 125 1/4 x. 125 10 = 1 x1 x.109 1C = 1 1/2x1 1/2 x. 113 10 = 1x1 x.109 1J = 1 1/2x1 1/2 x 15 = 1 1/4x1 1/4 x .156 .109 20 = 2x2x .125 15 = 1 1/4x1 1/4 x.109 21=2x2x.143 ; 18 = 1 1/4x1 1/4 x 15 = 1 1/4x1 1/4 x .125 : .109 10 = 1 x1 x.109 j STRESS ANALYSIS - PAGE 1 Job Number: \Job Name: 01-0170 MVTECHNICAL - BLDG1 Location: CARLSBAD, CA Date Run: 7/27/01 Joist Description: Long Span 32LH232/128 Mark: T55 Geometry Base Length: 55-4 1/4 Working Length: 55-0 1/4 TJoist Depth: 32.00 Efective Depth: 30.82 BC Panel Length: 9@5-4 S/iape: Parallel Chords Variable BC Panel First Half First Diag. Depth Left End 4-8 1-4 6-0 32.00 Right End 4-8 2-0 1/4 6-8 1/4 32.00 v '• /\ • ' '- . '' \ ' /\ X'\ : /*"'-• '•'/ ' -vX ' - •'' \;/ \ / \;/ \ Loads Uniform Load in TC (ptf) Add Load any PP (fbs) Additional Shear in Webs Additional Bending in BC (Ibs) 232.00 Live Load (plf) 1,000.00: Cone. Load TC @ 27-8 1/8 (Ibs) 400.00 ; Additional Bending in TC (Ibs) 250.00: TC Axial Load (ibs) r 128.00 800.00 250.00 7,500.00, Stress Analysis Summary Int. Panel TC: Max Panel BC: 32.00 64.00 Reaction LE: 7,282.42 Reaction RE: 7,282.42 Minimum Shear 1,820.60 Max TCComp.: 42,760.49 Max BC Tension 43,692.31 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W11 W10 W9 W8 W7 • W6 W5 W4 W3 V1S W2 TC Tension tC Compresioii BC Tension BC Compresiori Web Tension 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 0.00 0.00 0.00 0.00 0.00 14,609.46 14,477.74 14,477.74 21,252.10 21,252.10 30,577.92 30,577.92 37,750.54 37,750.54 42,354.01 42,354.01 42,760.49 42,760.49 38,488.20 38,488.20 31,646.75 31,646.75 22,302.12 22,302.12 14,462.21 14,462.21 14,609.45 0.00 0.00 15,001.81 15,001.81 26,028.17 26,028.17 34,485.37 34,485.37 40,373.42 40,373.42 43,692.31 43,692.31 40,945.48 40,945.48 35,388.62 35,388.62 27,262.60 27,262.60 16,567.42 16,567.42 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15,608.92 0.00 0.00 9,397.99 0.00 7,614.42 0.00 5,830.85 0.00 4,047.27 0.00 0.00 3,817.36 0.00 5,600.93 0.00 7,384.51 0.00 9,168.08 0.00 0.00 15,608.91 Web Comp. Web Length 0.00 1,842.71 7,955.73 0.00 8,506.21 0.00 6,722.63 0.00 4,939.06 0.00 3,155.49 2,624.34 0.00 4,709.15 0.00 6,492.72 0.00 8,276.29 0.00 8,882.96 1,925.10 0.00 62.18 31.84 34.73 44.43 44.43 44.43 44.43 44.43 44.43 44.43 44.43 44.43 44.43 44.43 44.43 44.43 44.43 44.43 44.43 39.22 31.84 62.18 PP Dist. 0-2 4-0 4-8 6-0 8-8 11-4 14-0 16-8 19-4 22-0 24-8 27-4 30-0 32-8 35-4 38-0 40-8 43-4 46-0 48-8 51-4 1/4 50-8 1/4 Standard Verticals Member Position Max TensionT Max Comp. Length V2 Interior 0.00 1,964.50 30.82! STRESS ANALYSIS - PAGE 2 ! ISP Chord Properties Chord Area TC 0 9375 BC 0.8742 Axial and Bending A K: 0.75 Top Chord Job Number: 01-0170 Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Rx 0.6089 0.6113 Rz 0.3911 0.3918 nalysis Fy: 50,000.00 Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desi< Member W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Stress 3n Web Tension 15,608.92 0.00 9,397.99 0.00 7,614.42 0.00 5,830.85 0.00 4,047.27 0.00 0.00 3,817.36 0.00 5,600.93 0.00 7,384.51 0.00 9,168.08 0.00 15,608.91 0.00 0.00 Date Run: 7/27/01 ! \Joist Description: Long Span 32LH232/1 28 Ryy Y 1.2500 0.5917 1.2455 0.5852 Ix 0.3476 0.3266 Q 1 .0000 1.0000 Mark: \ T55 Material '. 29 = 2 x 2 x .250 i 28 = 2 x 2 x .232 I Fb: I Mom of Inertia: LL 240: \ LL 240: I Max Bridg TC: 30,000.00 860.23 289.42 289.42 1 7-8 1/2 End Panel LE 46.00 329.83 14,609.46 7,791.71 117.61 10,796.61 26,165.73 0.9107 5294.91 4863.49 10726.69 4139.29 0 18,518.40 0.9006 First Panel LE 24.00 419.50 14,477.74 7,721.46 61.36 22,484.00 96,122.73 0.9759 6732.87 692.17 13639.78 589.10 0 21,361.23 0.3643 Allow Tension 29,820.59 18,762.93 9,786.93 16,546.53 7,818.57 14,531.25 6,183.57 13,309.92 6,183.57 9,786.93 9,786.93 6,183.57 13,309.92 6,183.57 14,531.25 7,818.57 16,546.53 9,786.93 26,225.28 29,820.59 6,183.57 6,183.57 I Interior Panel First Panel RE 32.00 32.25 372.63 371.53 42,760.49 14,462.21 22,805.60 7,713.18 40.91 82.45 25,704.24 18,517.66 96,122.73 53,234.00 0.9051 0.9565 2649.78 6114.22 1324.89 394.29 5368.05 12386.47 1127.61 335.57 4 0 28,173.64 20,099.65 0.9318 0.4290 Web Comp 0.00 7,955.73 0.00 8,506.21 0.00 6,722.63 0.00 4,939.06 0.00 3,155.49 2,624.34 0.00 4,709.15 0.00 6,492.72 0.00 8,276.29 0.00 8,882.96 0.00 1,925.10 1,964.50 Allow Comp 3,037.12 8,351.34 3,867.36 9,448.79 2,130.54 7,957.14 1 ,066.79 5,178.12 1,066.79 3,867.36 3,867.36 1,066.79 5,178.12 1,066.79 7,957.14 2,130.54 9,448.79 3,867.36 9,046.65 3,037.12 2,076.70 2,216.60 E End Panel RE 46.00 329.83 14,609.45 7,791.71 117.61 10,796.61 26,165.73 0.9107 5428.60 4808.97 10997.53 4092.89 i 0 18,789.24 0.8986 Weld 4.3 x 0.245 3.3x0.163 5.6x0.113 4.0x0.143 4.7x0.109 3.6x0.125 3.6x0.109 2.1 x 0.156 2.5x0.109 2.0x0.113 2.0x0.113 2.4x0.109 2.0x0.156 3.5x0.109 3.5x0.125 4.6x0.109 3.9x0.143 5.5x0.113 3.2x0.188 4.3 x 0.245 2.0x0.109 ,2.0x0.109 Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Max Bridg BC: \ ! 24-107/8 jj Gap Between Chords: i1.00 ; Min Weld ten 2X: I 0.5000 I Max Load Fillers TC: \ 46,011.34 i Max Load no Fillers TC: I 40,299.12 ; TC OAL/Ryy: \ 528.2000 BC Stress: i 29,321.88 BCURz: 163.3555 ! 7C Shear Stress: 7,547.15 BC Shear Stress: 8,125.76 Material RP = round 1 1/8 23 = 2x2x.163 1C = 1 1/2x1 1/2 x. 113 21 =2x2x.143 15 = 1 1/4x1 1/4 x.109 20 = 2x2x.125 10=1x1x.109 I 1J = 1 1/2x1 1/2 x .156 ; 10 = 1x1x.109 ; 1C = 1 1/2x1 1C = 1 1/2x1 1/2 x. 113 1/2 x. 113 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x.156 10 = 1 x1 x.109 20 = 2 x 2 x. 125 : 15 = 1 1/4x1 1/4 x.109 j 21=2x2x.143 ;| 1C = 1 1/2x1 1/2X.113 'I 28 = 2 x 2 x .232 j RP = round 1 1/8 ! 10 = 1 x1 x.109 10 = 1 x1 x.109 i I 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 32LH232/128 MARK: T55 "AXIAL LOAD AND BENDING". END PANEL 1 TCANOUES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.250 in. 50.000 ksl 1.000 in 1.000 46.000 in REINFORCEMENT: 2 Width = 2.000 in. Thickness = 1.000 in. h = 0.750 in. PROPERTIES: At = ltx = rtx = Panel P. Six = Mid Panel Stx = 3.875 in"2 2.660 in*4 0.829 in 1.469 in"3 2.236 in"3 pure CTR. Gravity Axial Load = 14.609.46 Ibs. Lateral axial load = 7,500.00 Ibs. Bending Load = 329.83 Ibs./rt. Bearing Depth = 3.00 in. Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = F'e = Cm = 1.810 in 20.848.63 Ibs-in. 17,668.01 Ibs-in. 3,770.18 psi 14,188.65 psi 7,899.99 psi 30,000.00 psi 117.61 107,00 10,796.61 psi 10,796.61 psi 0.90 Kl/rx = Cc = Fa = F'e = Cm = 55.52 107.00 23,467.92 psi 48,450.13 psi 0.98 No filler Panel point <• 0.6 Fy • 30,000.00 psi fa+fb" 17,958.83 OK With filler Panel point <• 0.6 Fy 30,000.00 psi 17,958.83 OK Mid panel <• fa/Fa + CmTb/((1-fa/Fe)*Q*Fb) i 1.00 0.71 OK Mid panel <• fa/Fa + Cmfb/«1-fa/Fe)*Q*Fb) i 1.00 0.44 OK STRESS ANALYSIS - PAGE 1 Job Number 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Joist Description: Short Span Crimp Date Run: 7/25/01 30K216/128 Mark: J27A Geometry Base Length: 48-0 Variable BC Panel TC Panel First Half First Diag. Depth Working Length: 47-8 Left End 4-0 3-0 0-6 4-6 30.00 Joist D 30.0C Right End 3-0 2-4 0-6 3-6 30.00 Depth: DO Efective Depth: 28.85 BC Panel Length: 11 @ 4-0 Shape: Parallel Chords | Loads Uniform Load in TC (plf) iAdd Load any PP (Ibs) Additional Shear in Webs Additional Bending in BC (Ibs) 216.00 1,000.00 760.00 250.00 Live Load (plf) Cone. Load TC @ 24-0 (+,-) (Ibs) Additional Bending in TC (Ibs) TC Axial Load (Ibs) 128.00 1,520.00 250.00 7,500.00 Stress Analysis Summary Int. Panel TC: i 24.00 Max Panel BC: 48.00 Reaction LE: 6.408.00 Reaction RE: 6,408.00 Minimum Shear: 1,602.00 Max TC Comp.: 37,121.82 Max BC Tension 37,735.78 Member : W2 ! V1S W3 . W4 W5 W6 W7 W8 W9 W10 W11 W12 : W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 V1S W2 TC Tension TC Compresiorj BC Tension BC Compressor 908.87 908.87 908.87 1,501.61 1,501.61 2,450.00 2,450.00 3,398.38 3,398.38 4,346.77 4,346.77 5,295.15 5,295.15 5,058.06 5,058.06 4,109.67 4,109.67 3,161.29 3,161.29 2,212.90 2,212.90 1,264.51 1,264.51 671.77 671.77 671.77 12,922.27 12,776.27 12,776.27 16,934.50 16,934.50 22,746.29 22,746.29 28,975.69 28,975.69 33,767.53 33,767.53 37,121.82 37,121.82 36,418.02 36,418.02 32,704.34 32,704.34 27,553.10 27,553.10 21,348.24 21,348.24 15,328.48 15,328.48 11,007.40 11,007.40 11,082.27 0.00 0.00 10,706.78 10,706.78 19,092.50 19,092.50 26,040.68 26,040.68 31,551.30 31,551.30 35,624.38 35,624.38 37,735.78 37,735.78 34,740.88 34,740.88 30,308.41 30,308.41 24,438.40 24,438.40 17,130.84 17,130.84 8,385.73 8,385.73 0.00 0.00 0.00 0.00 1,027.42 1 ,027.42 1,975.80 1,975.80 2,924.19 2,924.19 3,872.58 3,872.58 4,820.96 4,820.96 5,532.25 5,532.25 4,583.87 4,583.87 3,635.48 3,635.48 2,687.09 2,687.09 1,738.71 1,738.71 790.32 790.32 0.00 0.00 Web Tension 13,856.33 0.00 582.20 8,476.03 741.46 7,352.13 741.46 6,228.24 741.46 5,104.35 741.46 3,980.45 370.73 741.46 4,261.43 741.46 5,385.32 741 .46 6,509.22 741 .46 7,633.11 741.46 8,757.00 582.20 0.00 11,490.23 Web Comp. Web Length 1,072.82 2,057.14 7,041.52 741.46 7,914.08 741.46 6,790.19 741.46 5,666.29 741.46 4,542.40 741.46 2,599.00 3,699.48 741.46 4,823.38 741 .46 5,947.27 741.46 7,071.16 741.46 8,195.06 741.46 7,225.37 1,866.74 881.01 54.30 31.25 29.47 37.53 37.53 37.53 37.53 37.53 37.53 37.53 37.53 37.53 37.53 37.53 37.53 37.53 37.53 37.53 37.53 37.53 37.53 37.53 37.53 29.47 29.94 44.59 PP Dist. 0-2 3-0 4-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-6 28-6 30-6 32-6 34-6 36-6 38-6 40-6 42-6 44-6 45-8 45-0 Standard Verticals Member 1 Position Max Tension Max Comp. Length V2 Interior 285.00 2,507.61 28.85 STRESS ANALYSIS - PAGE 2 Chord Properties Chord TC BC Axial and Area 0 0 7780 7780 Location; CARLSBAD, CA Rx 0.6149 0.6149 Rz 0.3929 0.3929 Joist Description: Short Span Crimp 30K216/128 Ryy Y 1.2389 0.5755 1.2389 0.5755 Ix 0.2942 0.2942 Q 1.0000 1 .0000 Mark: J27A Material 26 = 2 x 2 x .205 26 = 2 x 2 x .205 Bending Analysis is. 1.00 Top Chord Fy: 50,000 Check 1 Fb: Mom of Inertia: LL 240: 00 30,000.00 648.07 335.33 Length Bending Load Axial Load fa Maximum K L/r Fa F'e • Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design : Member : W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 : W6 W5 W4 W3 W2 V1 V2 Web Tension 13,856.33 582.20 8,476.03 741.46 7,352.13 741.46 6,228.24 741.46 5,104.35 741.46 3,980.45 370.73 741 .46 4,261.43 741 .46 5,385.32 741.46 6,509.22 741.46 7,633.11 741.46 8,757.00 582.20 11,490.23 0.00 285.00 End Panel LE 34.00 348.35 12,922.27 8,305.07 86.53 15,907.70 48,844.69 0.9490 3049.25 2808.66 7383.10 2747.37 0 15,688.17 0.6268 First • Panel LE 18.00 466.00 12,776.27 8,211.23 45.81 24,990.33 174,273.03 0.9859 4078.05 425.61 9874.12 416.33 0 18,085.35 0.3429 LL 240; 335.33 I Interior Panel First Panel RE 24.00 187.50 14.00 537.43 37,121.82 11,007.40 23,857.98 39.03 7,074.39 35.63 25,967.42 26,429.75 98,028.58 288,084.00 0.9026 750.00 375.00 1815.96 366.82 4 0.9926 2634.68 699,86 6379.30 684.59 0 25,673.94 13,453.69 0.9334 0.2909 Max Bric/ff TC: 14-11 5/8 E End Panel RE 26.00 389.08 11,082.27 7,122.51 66.17 19,473.02 83,527.31 0.9744 1908.12 1868.75 4620.10 1827.97 0 11,742.61 0.4307 Allow Tension 21,205.75 14,531.25 8,906.25 16,546.53 7,818.57 14,531.25 7,818.57 14,531.25 6,183.57 13,309.92 6,183.57 9,786.93 9,786.93 6,183.57 13,309.92 6,183.57 14,531.25 7,818.57 14,531.25 7,818.57 16,546.53 8,906.25 14,531.25 12,367.14 12,367.14 7,818.57 Web Comp 1,072.82 7,041.52 741.46 7,914.08 741.46 6,790.19 741 .46 5,666.29 741.46 4,542.40 741.46 2,599.00 3,699.48 741.46 4,823.38 741.46 5,947.27 741.46 7,071.16 741 .46 8,195.06 741.46 7,225.37 881.01 2,057.14 2,507.61 Allow Comp 3,061.05 8,217.04 2,340.28 9,330.68 2,068.25 7,866.67 2,068.25 7,866.67 1,035.60 5,026.75 1,035.60 3,754.30 3,754.30 1,035.60 5,025.75 1,035.60 7,866.67 2,068.25 7,866.67 2,068.25 9,330.68 2,340.28 8,217.04 3,582.70 7,157.77 3,491.19 Weld 4.1 x 0.230 3.8x0.125 4.6x0.125 3.7x0.143 4.5x0.109 3.7x0.125 3.8x0.109 3.1 xO.125 3.2x0.109 2.0x0.156 2.5x0.109 2.0x0.113 2.2x0.113 2.6x0.109 2.1 x 0.156 3.3x0.109 3.2x0.125 4.0x0.109 3.8 x 0.125 4.7x0.109 3.9x0.143 4.7x0.125 3.9 x 7.1 x 0.125 0.109 2.0x0.109 2.0 x 0.109 Qty 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 1 Max Bridgr BC; 21-1 7/8 Gap Between Chords: 1.00 Min Weld Len 2X: 0.5000i— — • — • — — — — — - — • j Max Load Fillers TC: 39,805.30 Max Load no F///ers TC: 34,555.26 TC OAURyy: 461.7116 BC Stress: 27,884.49 BC UKz: 122.1588 TC Shear Stress: 7,883.99 BC Shear Stress: 1 7,883.99 Material RM = round 1 20 = 2 x 2 x. 125 18 = 1 1/4x11/4 x. 125 21 =2x2 x. 143 15 = 1 1/4x1 1/4 x.109 20 = 2x2x .125 15 = 1 1/4x11/4 x.109 20 = 2x2x.125 10 = 1 x1 x.109 1J = 1 1/2x11/2 x .156 10 = 1 x1 x.109 1C = 1 1/2x1 1C = 1 1/2x1 1/2X.113 1/2X.113 10 = 1 x1 x.109 1J = 1 1/2x11/2x .156 10 = 1 x1 x.109 20 = 2x2 x. 125 15 = 1 1/4x11/4 x .109 20 = 2x2x.125 15 = 1 1/4x11/4 x .109 21 =2x2x.143 18 = 1 1/4x11/4 x .125 20 = 2x2x.125 10 = 1x1 x.109 10 = 1x1 x.109 r 15 = 1 1/4x1 1/4 x .109 S-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 30K216/128 MARK: J27A "AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leo = Thickness = Fy = Gap = K = Length = 2.000 in. 0.250 in. 50.000 ksi 1.000 in 1.000 26.000 in REINFORCEMENT: 2 Width= 2.000 in. Thickness = 1.000 in. h = 0.750 in. PLATE CTR. PROPERTIES: At = ltx = rtx = Panel P. Stx = Mid Panel Stx = 3.875 in"2 2.660 in"4 0.829 In 1.469 ln*3 2.236 in"3 Gravity Axial Load = 11,082.27 Ibs. Lateral axial load = 7.500.00 Ibs. Bending Load = 389,08 Ibs./ ft. Bearing Depth = 3.00 in. Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kite- Cc = Fa = Pe = Cm = 1.810 in 16,318.40 Ibs-in. 15,119.75 Ibs-in. 2,859.90 psi 11,105.58 psi 6,760.58 psi 30,000.00 psi 66.47 107.00 21,582.01 psi 33,795.31 psi 0,97 Kl/nt = Cc = Fa = Fe = Cm = 31.38 107.00 26,980.62 psi 151,657.50 pei 0.99 No filler Panel point <« 0.6 Fy » 30,000.00 psi fa + fb- 13,965.52 OK With filler Panel point <« 0.6 Fy ' fa + ft>i 30,000.00 psi 13,965.52 OK Mid panel <• fa/Fa + Cm'fb/((1-fa/F»rQ*Fb) • 1.00 0.37 OK Mid panel <• fa/Fa + Cm"fb/«1-fa/Fe)*Q*Fb) i 1.00 0.33 OK ISP STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Job Name: MV TECHNICAL - BLDG1 Location: CARLSBAD, CA Date Run: 7/27/01 Joist Description: Short Span Crimp 30K216/128 Mark: J38A Geometry Base Length: 47-11 3/4 r Working Length: ~\Joisi Depth: ! 47-7 3/4 30.00 Elective Depth: 28.84 BC Panel Length: 11 @4-0 Shape: Parallel Chords Variable BC Panel TC Panel First Half First Diag. Depth Left End 4-0 3-0 0-6 4-6 30.00 Right End 3-0 2-0 0-5 3/4 3-5 3/4 30.00 Loads Uniform Load in TC (plf) Add Load any PP (Ibs) Cone. Load TC @ 23-1 1 7/8 (+,-) (Ibs) Additional Bending in TC (Ibs) TC Axial Load (Ibs) 216.00 1,000.00 1,520.00 250.00 7,500.00 i Live Load (plf) iConc. Load TC @ 23-1 1 7/8 (Ibs) Additional Shear in Webs Additional Bending in BC (Ibs) 128.00 620.00 1,070.00 250.00 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 6,715.75 ^Reaction RE: 16,715.75 Minimum Shear 1,678.94 Max TC Comp.: 39,994.21 Max BC Tension 40,721.88 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W13 W12 W11 W10 W9 W8 W7 W6 W5 W4 W3 V1S W2 TC Tension tC Compresior 909.18 909.18 909.18 1,502.12 1,502.12 2,450.82 2,450.82 3,399.53 3,399.53 4,348.23 4,348.23 5,296.94 5,296.94 5,054.82 5,054.82 4,106.12 4,106.12 3,157.41 3,157.41 2,208.70 2,208.70 1 ,260.00 1 ,260.00 672.00 672.00 672.00 13,292.88 13,146.83 13,146.83 17,546.57 17,546.57 24,077.18 24,077.18 30,820.90 30,820.90 36,126.58 36,126.58 39,994.21 39,994.21 39,143.83 39,143.83 34,909.20 34,909.20 29,236.51 29,236.51 22,219.35 22,219.35 15,807.79 15,807.79 1 1 ,276.42 11,276.42 11,388.06 BC Tension BC Compresior 0.00 0.00 11,265.29 11,265.29 20,166.06 20,166.06 27,628.80 27,628.80 33,653.49 33,653.49 38,240.15 38,240.15 40,721.88 40,721.88 37,206.26 37,206.26 32,252.61 32,252.61 25,860.91 25,860.91 18,031.18 18,031.18 8,763.41 8,763.41 0.00 0.00 0.00 0.00 1,027.76 1,027.76 1,976.47 1,976.47 2,925.18 2,925.18 3,873.88 3,873.88 4,822.59 4,822.59 5,529.17 5,529.17 4,580.47 4,580.47 3,631.76 3,631.76 2,683.06 2,683.06 1,734.35 1 ,734.35 785.65 785.65 0.00 0.00 Web Tension 1 5,022.65 0.00 582.21 9,280.88 741.56 8,156.83 741 .56 7,032.78 741.56 5,908.73 741.56 4,784.68 363.06 741 .56 5,071.55 741.56 6,195.60 741.56 7,319.65 741 .56 8,443.70 741.56 9,567.74 581.22 0.00 12,503.14 Web Comp. Web Length 1,073.08 2,407.36 7,672.60 741.56 8,718.85 741.56 7,594.81 741.56 6,470.76 741.56 5,346.71 741.56 3,180.11 4,509.53 741.56 5,633.58 741.56 6,757.62 741.56 7,881.67 741.56 9,005.72 741.56 7,882.15 2,287.95 881.18 54.29 31.24 29.46 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 37.52 29.41 31.24 44.58 PP Dist. 0-2 3-0 4-0 4-6 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-6 28-6 30-6 32-6 34-6 36-6 38-6 40-6 42-6 44-6 45-1 1 3/4 44-1 1 3/4 Standard Verticals ___ Member Position fMax Tension! Max Comp. Length V2 Interior 290.94 3,003.33 28.84! STRESS ANALYSIS - PAGE 2 : ^^m, — Job Number: Job Name: W. C^Y* 01 -01 70 MV TECHNICAL - BLDG1 • ' %__^B ^. Location: ^L W^-* f CARLSBAD, CA Chord Properties Chord TC Area 0.8742 BC 0.7780 Axial and Bending A K: \Fy: 1.00 j 50,000 Top Chord Check Rx 0.6113 0.6149 Rz 0.3918 0.3929 Ryy Y Date Run: 7/27/01 ; Joist Description: Short Span Crimp 30K21 6/128 1.2455 0.5852 1.2389 0.5755 Ix 0.3266 0.2942 Q 1.0000 1.0000 Mark: \ J38A ; Material ; 28 = 2 x 2 x .232 i 26 = 2 x 2 x .205 nalysis 00 Length Bending Load Axial Load fa I Maximum K L/r ; Fa , F'e Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb "Fillers i Panel Point Stress Mid Panel Web Desij Member W2 W3 W4 W5 W6 W7 W8 : W9 : W10 W11 W12 W13 W13 W12 W11 •W10 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Stress 3n Web Tension 15,022.65 582.21 9,280.88 741.56 8,156.83 741.56 7,032.78 741.56 5,908.73 741.56 4,784.68 363.06 741.56 5,071.55 741.56 6,195.60 741.56 7,319.65 741.56 8,443.70 741.56 9,567.74 581.22 12,503.14 0.00 290.94 \Fb: Mom of Inertia: \LL 240: 30,000.00 685.34 355.08 End Panel LE 34.00 348.35 13,292.88 7,603.09 86.78 15,859.81 48,268.73 0.9527 3049.25 2808.66 6603.63 2516.01 0 14,206.72 0.5742 First Panel LE 18.0C 466.0C 13,146.83 7,519.56 45.94 24,970.26 172,218.05 0.9869 4078.05 425.61 8831.66 381.27 0 16,351.21 0.3143 Allow Tension 21,205.75 14,531.25 9,786.93 16,546.53 8,906.25 14,531.25 7,818.57 14,531.25 6,183.57 14,531.25 6,183.57 9,786.93 13,309.92 6,183.57 14,531.25 7,818.57 14,531.25 7,818.57 16,546.53 8,906.25 16,546.53 9,786.93 14,531.25 16,235.65 7,818.57 7,818.57 LL 240: 355.08 • Interior Panel First Panel RE 24.00 187.50 17.75 469.52 39,994.21 11,276.42 22,875.38 6,449.74 39.26 45.31 25,935.17 25,065.4^ 96,872.66 177,103.42 0.9055 750.00 375.00 1624.24 335.93 4 0.9891 1701.09 30.55 3683.97 27.37 0 24,499.62 10,133.71 0.8953 Web Comp 1 ,073.08 7,672.60 741.56 8,718.85 741 .56 7,594.81 741 .56 6,470.76 741.56 5,346.71 741.56 3,180.11 4,509.53 741.56 5,633.58 741.56 6,757.62 741.56 7,881.67 741.56 9,005.72 741 .56 7,882.15 881.18 2,407.36 3,003.33 Allow Comp 3,059.56 8,216.97 3,753.27 9,329.57 2,339.64 7,865.82 2,067.68 7,865.82 1,035.32 7,865.82 1,035.32 3,753.27 5,025.36 1,035.32 7,865.82 2,067.68 7,865.82 2,067.68 9,329.57 2,339.64 9,329.57 3,753.27 8,226.48 2,659.65 2,983.16 3,491 .19 0.2583 Max Bridg TC: 15-05/8 -. End Panel RE; 22.00 420.55 11,388.06 6,513.60 56.15 21 ,026.90 115,286.47 0.9831 1524.25 1426.61 3300.99 1277.97 0 9,814.59 Weld 4.4 x 0.230 4.1 x 0.125 5.5x0.113 4.1 x 0.143 4.4x0.125 4.1 x 0.125 4.3x0.109 3.5x0.125 3.7x0.109 2.9x0.125 3.0 x 2.0 x 0.109 0.113 2.0x0.156 3.1 x 3.0 x 3.8 x 3.6 x 4.5 x 3.7 x 4.5 x 4.2 x 5.7 x 4.2 x 3.9 x 2.0 x 2.0 x 0.109 0.125 0.109 0.125 0.109 0.143 0.125 0.143 0.113 0.125 0.215 0.109 0.109 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 1 0.3542 1 Max Bridg BC: \ 21-2 | Gap Between Chords: 1.00 Min Weld Len 2X: ! 0.5000 ! Max Load Fillers TC: 44,726.74 Max Load no Fillers TC: 38,821.50 TC OAURyy: 459.0413 BC Stress; 29,803.64 BC URz: 122.1588 ; TC Shear Stress: 7,359.19 BC Shear Stress: 8,323.19 Material RM = round 1 |i il 20 = 2 x 2 x. 125 1C = 1 1/2x1 1/2X.113 21 =2x2 x. 143 18 = 1 1/4x1 1/4 x .125 20 = 2x2x.125 j 15 = 1 1/4x1 1/4 x .109 20 = 2 x 2 x. 125 10 = 1 x1 x.109 20 = 2x2x.125 10 = 1x1 x.109 1C = 1 1/2x1 1/2 x. 113 : 1J = 1 1/2x1 1/2 x .156 ; 10 = 1 x1 x.109 20 = 2x2x.125 15 = 1 1/4x1 1/4 x .109 20 = 2 x 2 x. 125 15 = 1 1/4x1 1/4 x .109 21=2x2x.143 : 18 = 1 1/4x1 1/4 x .125 21 =2x2x.143 1C = 1 1/2x1 1/2 x. 113 20 = 2x2x.125 i RH = round 7/8 \± 15 = 1 1/4x1 1/4 x 15 = 1 1/4x1 1/4 x .109 ! .109 j STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Location: CARLSBAD Job Name: MV TECHNICAL ,CA - BLDG1 Date Run: 7/27/01 I Joist Description: Long Span 32LH232/128 Mark: T55A Geometry Base Length: 55-41/4 • Working Length: \JoistDepth: 155-01/4 32.00 Efective Depth: 30.59 BC Panel Length: 9@5-4 Shape: Parallel Chords Variable BC Panel First Half First Diag. Depth Left End 5-0 1-0 6-0 32.00 Right End 5-0 1-81/4 6-8 1/4 32.00 " \ /\ • /\ / • /v ^/ Loads Uniform Load in TC (plf) Add Load any PP (Ibs) Cone. Load TC @ 27-8 1/8 (+,-) (Ibs) Additional Bending in TC (Ibs) TC Axial Load (Ibs) 232.00 Live Load (plf) 1 ,000.00: i Cone. Load TC @ 27-8 1/8 (Ibs) 1,520.00 1 .Additional Shear in Webs 250.00' Additional Bending in BC (Ibs) 128.00 800.00 1,160.00 250.00 7,500.00 Stress Analysis Summary Int. Panel TC 32.00 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 W11 W10 W9 W8 W7 W6 W5 W4 W3 V1S W2 ;.• Max Panel BC: I Reaction LE: Reaction RE: Minimum Shear 64.00 8,042.42 8,042.42 2,010.60 TC Tension tc Compresior 1,080.63 1,080.63 1 ,080.63 1,900.41 1,900.41 3,092.83 3,092.83 4,285.25 4,285.25 5,477.66 5,477.66 5,631.37 5,631.37 4,438.96 4,438.96 3,246.54 3,246.54 2,054.12 2,054.12 1,080.63 1 ,080.63 1,080.63 16,428.07 16,229.01 16,229.01 23,526.51 23,526.51 34,931.34 34,931.34 43,747.73 43,747.73 49,975.67 49,975.67 50,590.15 50,590.15 44,695.88 44,695.88 36,213.16 36,213.16 25,141.99 25,141.99 16,205.55 16,205.55 16,428.07 BC Tension BC Compresior 0.00 0.00 16,853.42 16,853.42 29,552.48 29,552.48 39,663.09 39,663.09 47,185.25 47,185.25 52,118.96 52,118.96 47,966.57 47,966.57 40,778.07 40,778.07 31,001.13 31,001.13 18,635.74 18,635.74 0.00 0.00 0.00 0.00 1,304.21 1,304.21 2,496.62 2,496.62 3,689.04 3,689.04 4,881.46 4,881 .46 6,073.87 6,073.87 5,035.16 5,035.16 3,842.75 3,842.75 2,650.33 2,650.33 1,457.92 1,457.92 0.00 0.00 Web Tension 19,843.14 0.00 612.28 11,634.25 824.84 9,843.72 824.84 8,053.18 824.84 6,262.65 824.84 612.19 6,031.84 824.84 7,822.37 824.84 9,612.91 824.84 11,403.44 683.55 0.00 19,843.14 Max TC Comp.: Max BC Tension 50,590.15 52,118.96 Web Comp. Web Length 1,221.74 2,762.94 9,217.59 824.84 10,738.98 824.84 8,948.45 824.84 7,157.92 824.84 5,367.38 4,517.26 824.84 6,927.10 824.84 8,717.64 824.84 10,508.17 824.84 10,194.95 2,848.61 1,221.74 65.57 32.86 32.86 44.27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 44.27 36.69 32.86 65.57 PP Dist. 0-2 4-0 5-0 6-0 8-8 11-4 14-0 16-8 19-4 22-0 24-8 27-4 30-0 32-8 35-4 38-0 40-8 43-4 46-0 48-8 51-41/4 50-4 1/4 Standard Verticals ___^ Member [ Position [ Max Tension I Max Comp. I Length V2 Interior 146.95 2,959.59 30.59 STRESS ANALYSIS - PAGE 2 ¥^t> Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 • ' %_ ^B rf. Location: ^L v^-1 ' CARLSBAD, CA Chord Properties Chord TC BC Area 1.0151 1.0151 Rx 0.7748 0.7748 F<z 0.4934 0.4934 Axial and Bending Analysis K: \ Fy: 0.75 [50,000.00 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa F'e Cm Panel Point Moment , Mid Panel Moment Panel Point fb :Mid Panel fb Fillers Panel Point Stress Mid Panel Web Desi{ Member W2 W3 W4 W5 W6 W7 W8 W9 ; W10 W11 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 : V1 Stress jn Web Tension 19,843.14 612.28 11,634.25 824.84 9,843.72 824.84 8,053.18 824.84 6,262.65 824.84 612.19 6,031.84 824.84 7,822.37 824.84 9,612.91 824.84 1 1 ,403.44 683.55 19,843.14 0.00 V2 146.95 Date Run: '• 7/27/01 I Joist Description: Long Span 32LH232/128 Ryy Y 1.4312 0.7033 1.4312 0.7033 Ix 0.6093 0.6093 \Fb: Mom of Inertia: \LL240: 1 30,000.00 951.26 320.04 End Panel LE 46.00 329.83 16,428.07 8,092.20 93.22 16,030.63 42,363.22 0.9427 5294.91 4863.49 7806.47 2806.93 0 15,898.67 0.6175 First Panel LE 24.00 419.50 16,229.01 7,994.15 48.64 23,876.40 155,626.00 0.9846 6732.87 692.17 9926.50 399.48 0 17,920.64 0.3491 Q 0.9673 0.9673 Mark: •. j T55A Material '. \ 2C = 2 2C = 2 1/2x2 1/2x2 1/2 x. 212 1/2 x. 212 LL 240: 320.04 : Interior Panel First Panel RE 32.00 372.63 32.25 371.53 50,590.15 16,205.55 24,919.88 32.43 7,982.59 65.36 26,034.97 21,254.45 155,626.00 86,187.69 0.9359 2649.78 1324.89 3906.66 764.65 4 0.9722 6114.22 394.29 9014.39 227.56 0 28,826.54 16,996.98 0.9865 0.3840 Max Bridg TC: 20-3 1/4 = End Panel RE 46.00 329.83 16,428.07 8,092.20 93.22 16,030.63 42,363.22 0.9427 5428.60 4808.97 8003.57 2775.46 0 16,095.77 0.6163 Allow Tension 21,562.50 20,190.72 11,848.68 18,762.93 10,781.25 16,546.53 8,906.25 14,531.25 7,818.57 14,531.25 11,848.68 6,183.57 14,531.25 8,906.25 16,546.53 9,786.93 18,762.93 11,848.68 26,225.28 21,562.50 7,818.57 7,818.57 Web Comp 1,221.74 9,217.59 824,84 10,738.98 824.84 8,948.45 824.84 7,157.92 824.84 5,367.38 4,517.26 824.84 6,927.10 824.84 8,717.64 824.84 10,508.17 824.84 10,194.95 1,221.74 2,848.61 2,959.59 Allow Comp 8,759.08 9,856.06 4,670.62 11,082.61 4,270.35 9,476.93 2,428.12 7,978.70 2,145.88 7,978.70 4,670.62 1,074.47 7,978.70 2,428.12 9,476.93 3,895.21 11,082.61 4,670.62 10,337.84 8,759.08 3,814.82 4,204.04 Weld 10.7x0.125 3.5x0.176 5.7x0.138 4.4x0.163 5.3x0.125 4.2x0.143 4.3x0.125 3.9x0.125 3.9x0.109 2.9x0.125 2.2x0.138 3.7x0.109 3.7x0.125 4.2x0.125 4.1 x 0.143 5.7x0.113 4.3x0.163 5.6x0.138 3.7x0.188 10.7x0.125 2.0 x 0.109 2.0x0.109 Qty 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 1 Max Bridg BC: 26-7 3/4 Gap Between Chords: ' 1.00 Min Weld Len 2X: 0.5451 Max Load Fillers TC: 51,299.18 Max Load no Fillers TC: 47,060.36 TC OAL/Ryy: 461.3328 BC Stress: 28,621.62 BC L/Rz: 129.7024 TC Shear Stress: j 7,997.58 BC Shear Stress: 7,997 58 Material 1E = 1 1/2x1 i 1/2 x. 125 24 = 2x2 x. 176 1G = 1 1/2x1 1/2 x, 138 23 = 2x2x.163 1E = 1 1/2x1 1/2 x. 125 21 = 2x2x.143 18 = 1 1/4x1 1/4 x .125 20 = 2x2x.125 i 15 = 1 1/4x1 1/4 x.109 20 = 2x2x.125 j 1G = 1 1/2x11/2 x. 138 10 = 1 x1 x.109 20 = 2x2 x. 125 18 = 1 1/4x1 1/4 x. 125 21 =2x2x.143 1C = 1 1/2x1 1/2 x. 113 23 = 2x2x.163 1G = 1 1/2x1 1/2 x. 138 28 = 2 x 2 x .232 1E = 1 1/2x1 15 = 1 1/4x1 15 = 1 1/4x1 1/2 x. 125 1/4 x 1/4 x .109 .109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME: MV TECHNICAL LOCATION: CARSBAD, CA JOIST NAME: 32LH232/128 MARK: T55A "AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.500 in. 0.212 in. 50.000 ksi 1.000 in 1.000 46.000 In REINFORCEMENT: 2 Width = 2.000 In. Thickness = 1.000 in. h = 0.750 in. PROPERTIES: At = ltx = rtx = Pand P. Six = Mid Panel Stx = 4.030 in"2 2.989 in«4 0.861 in 1.682 irT3 2.444 in"3 PLATE CTR. Gravity Axial Load = 16,428.07 Ibs. Lateral axial load = 7,500.00 Ibs. Bending Load = 329.83 Ibs./ ft. Bearing Depth = 3.00 in. Eccentricity = Moment Pp = Moment Mp - fa = Panel P. fb = Mid Panel fb * Fb* Kl/rz* Cc* Fa = Pe = Cm = 1.777 in 20,599.35 Ibs-in. 17,418.73 Ibs-in. 4,076.33 psi 12,248.24 psi 7.125.70 psi 30,000.00 psi 93.22 108.79 16,030.63 psi 17,183.02 pat 0.93 Kl/rx = Cc! Fa' Pe = Cm = No filler Panel point <» 0.6 Fy • 30,000.00 psi fa + fb- 16,324.57 OK WKh filler Paiwl point <• 0.6 Fy - 53.41 108.79 23,167.18 psi 52,341.48 psi 0.98 30,000.00 psi 16,324.57 OK Mid panel <• fa/Fa + Cm*fb/((1-fa/Fe)"Q"Fb) < 1.00 0.55 OK Mid pan«l <• fa/Fa + Cm"fb/((1*/F«)*Q"Fb) > 1.00 0.44 OK STRESS ANALYSIS - PAGE 1 Job Number: 01-0170 Job Name: IMV TECHNICAL-BLDG1 Location: CARLSBAD, CA Date Run: 7/26/01 Joist Description: Short Span Crimp 22K279/162 Mark: J43A Geometry Base Length: 31-63/8 Working Length: \Joist Depth: 31 -2 3/8 ]_22.00 Elective Depth: 20.84 BC Pane/ Length: 7 Special Snaps: Parallel Chords Variable BC Panel TC Panel First Half First Diag. Depth Left End 3-8 1-11 5/8 0-1 1/4 3-91/4 22.00 Right End 3-7 1/8 1-11 5/8 0-2 3-9 1/8 22.00 Loads Uniform Load in TC (plf) Add Load any PP (Ibs) Cone. Load TC @ 15-9 1/4 (+,-) (Ibs) Additional Bending in TC (Ibs) TC Axial Load (Ibs) 279.00 Live Load (plf) 1 ,000.00 1 ; Cone. Load TC @ 1 5-9 1 /4 (Ibs) 1,520.00! Additional Shear in Webs 250.00: Additional Bending in BC (Ibs) 21,000.00! 162.00 620.00 1,070.00 250.00 Stress Analysis Summary Int. Panel TC: 26.00 Max Panel BC: 50.00 Reaction LE: 5,921.75 Reaction RE: 5,922.47 I Minimum Shear: 1,480.62 Max TC Comp.: 39,227.20 Max BC Tension 33,640.64 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 W4 W3 V1S W2 TC Tension TC Compresiori BC Tension BC Compresioi 1,148.19 1,148.19 1,148.19 1,838.46 1 ,838.46 3,150.67 3,150.67 4,462.88 4,462.88 4,407.73 4,407.73 3,149.36 3,149.36 1,836.27 1 ,836.27 1,125.02 1,125.02 1,125.02 24,319.47 23,950.86 23,950.86 28,187.89 28,187.89 34,751.47 34,751.47 39,387.52 39,387.52 39,227.20 39,227.20 34,739.84 34,739.84 28,170.01 28,170.01 23,790.23 23,790.23 24,142.00 0.00 0.00 11,244.38 11,244.38 21,280.83 21,280.83 28,747.24 28,747.24 33,640.64 33,640.64 28,735.90 28,735.90 21,261.15 21,261.15 11,216.37 11,216.37 0.00 0.00 0.00 0.00 1,182.36 1,182.36 2,494.57 2,494.57 3,806.78 3,806.78 5,118.99 5,118.99 3,805.90 3,805.90 2,492.81 2,492.81 1,179.73 1,179.73 0.00 0.00 Web Tension 16,287.36 0.00 570.83 9,466.38 869.00 7,764.40 869.00 6,062.43 869.00 91 1 .59 5,818.93 869.58 7,769.93 869.58 9,471 .90 572.81 0.00 16,017.24 Web Comp. Web Length 1,281.80 3,095.55 6,749.69 869.00 8,615.39 869.00 6,913.42 869.00 5,207.47 5,506.20 829.05 6,918.94 869.58 8,620.92 869.58 6,770.70 3,033.41 1,261.26 46.89 29.15 20.88 31.79 31.79 31.79 31.79 31.79 31.79 33.32 30.31 31.79 31.79 31.79 31.79 20.94 28.54 46.11 PP Dist. 0-2 1-11 5/8 3-8 3-9 1/4 5-9 1/4 7-9 1/4 9-9 1/4 11-91/4 13-91/4 15-91/4 17-11 1/4 19-9 1/4 21-9 1/4 23-9 1/4 25-9 1/4 27-9 1/4 _, 29-6 3/4 27-11 1/4 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 0.00 2,327.54 20.84! STRESS ANALYSIS - PAGE 2 Job Number: 01-0170 Job Name: MV TECHNICAL -BLDG1 Location: CARLSBAD, CA Date Run: 7/26/01 ! Joist Description: Short Span Crimp 22K279/162 Mart: J43A Chord Properties Chord TC BC Area 0.9375 0.6730 Rx 0.6089 0.6189 Rz 0.391 1 0.3944 r—R^y 1.2500 1.2318 Y 0.5917 0.5650 Ix 0.3476 0.2578 Q 1 .0000 0.9808 Material 29 = 2 x 2 x .250 24 = 2x2x.176 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of inertia: LL 240: 341.01 629.34 LL 240: 629.34 "TAtex Bridg TC: 115-1 1/4 Max Bridg BC: 20-4 1/8 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r Fa Fe Cm Panel Point Moment Mid Panel Moment Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress End Panel LE 21.63 487.09 24,319.47 12,970.38 55.29 21,154.96 118,395.80 0.9671 1956.63 1495.28 3963.84 1272.63 0 16,934.22 0.6592 First Panel LE 21.63 487.09 23,950.86 12,773.79 55.29 23,505.52 118,395.80 0.9676 1956.28 563.88 3963.12 479.92 0 16,736.91 0.5608 Interior Panel 26.00 452.08 39,227.20 20,921.17 42.70 25,447.54 81,903.38 0.8978 2122.25 1061.13 4299.35 903.12 1 25,220.52 0.8584 First Panel RE 21.50 488.30 23,790.23 12,688.12 54.97 23,557.78 119,776.51 0.9682 1951.33 548.13 3953.10 466.51 0 16,641.22 0.5554 End Panel RE 21.63 487.09 24,142.00 12,875.73 55.29 21,154.96 118,395.80 0.9674 1946.86 1499.16 3944.05 1275.93 0 16,819.78 0.6548 Gap Between Chords: 1.00 Min Weld Len 2X: 0.5000 • Max Load Fillers TC: 45,910.24 Max Load no Fillers TC: 38,999.27 TC OAURyy: 299.5000 BC Stress: 29,340.69 BC URz: 126.7765 TC Shear Stress: 6,408.14 BC Shear Stress: 9,064.58 Web Design Member W2 W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 W4 W3 W2 V1 V2 Web Tension 16,287.36 570.83 9,466.38 869.00 7,764.40 869.00 6,062.43 869.00 911.59 5,818.93 869.58 7,769.93 869.58 9,471.90 572.81 16,017.24 0.00 0.00 Allow Tension 17,812.50 10,781.25 9,786.93 14,531.25 7,818.57 13,309.92 6,183.57 10,781.25 11,848.68 6,183.57 13,309.92 7,818.57 14,531.25 9,786.93 10,781.25 16,235.65 12,367.14 6,183.57 Web Comp 1,281.80 6,749.69 869.00 8,615.39 869.00 6,913.42 869.00 5,207.47 5,506.20 829.05 6,918.94 869.58 8,620.92 869.58 6,770.70 1,261.26 3,095.55 2,327.54 Allow Comp 7,997.24 7,125.36 5,169.28 8,965.56 3,139.42 7,207.38 1,571.95 5,785.09 6,038.18 1,729.41 7,207.38 3,139.42 8,965.56 5,169.28 7,112.41 2,710.43 7,662.75 3,412.93 Weld 8.8x0.125 3.6x0.125 5.6x0.113 4.6x0.125 4.8x0.109 3.0x0.156 3.7x0.109 2.8x0.125 2.7x0.138 3.6x0.109 3.0x0.156 4.8x0.109 4.6x0.125 5.6x0.113 3.6x0.125 5.0x0.215 2.0x0.109 2.0x0.109 Qty 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 Material 18 = 1 1/4x1 1/4 x. 125 1E = 1 1/2x1 1/2 x. 125 1C = 1 1/2x1 1/2 x. 113 20 = 2x2x.125 15 = 1 1/4x1 1/4 x. 109 1J = 1 1/2x1 1/2 x. 156 10=1 x1 x.109 1E = 1 1/2x1 1/2 x. 125 1G = 1 1/2x1 1/2 x. 138 10 = 1 x1 x.109 1J = 1 1/2x1 1/2 x. 156 15 = 1 1/4x1 1/4 x.109 20 = 2x2x.125 1C = 1 1/2x1 1/2X.113 1E = 1 1/2x1 1/2 x. 125 RH = round 7/8 10 = 1 x1 x.109 10 = 1 x1 x.109 8-Jul-01 JOB NUMBER: 01-0170 JOB NAME; MV TECHNICAL LOCATION: CARSBAD. CA JOIST NAME: 22K279/162 MARK: J43A "AXIAL LOAD AND BENDING". END PANEL 1 TC ANGLES Leg = Thickness = Fy = Gap = K = Length = 2.000 in. 0.250 in, 50.000 ksi 1.000 in 1.000 21.630 in REINFORCEMENT: 2 Width= 2.000 In. Thickness = 1.000 in. h= 1.000 in. Gravity Axial Load = Lateral axial load = Bending Load = Bearing Depth = 24.319.47 Ibs. 21,000.00 IbS. 487.09 Ibs./ft. 3.00 in. PLATE CTR. PROPERTIES: At" ltx = rtx = Pane) P. Stx = Mid Panel Stx = 3.875 in"2 3.281 inM 0.920 In 1.951 !n"3 2.489 ln"3 Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = F'e = Cm = 1.681 in 37.684.32 lbs-in. 36,645.77 lbs-in. 6,275.99 psi 19.310.92 psi 14,725.76 psi 30,000.00 psi 55.30 107.00 23,503.43 psi 48,830.38 ps! 0.96 No filler Panel point <" 0.6 Py - 30,000,00 psi fa + fb- 25,586.91 OK Kl/rx = Cc = Fa = cm = With filler Panel point <• 0.6 Fy ' fa + fb' 23.51 107.00 27,918.35 psi 270,276.64 psi 0.99 30,000.00 psi 25.566.91 OK Mid panel <• fa/Fa + Cm"fb/((1-fa/Fe)*Q*Fb): 1.00 0.81 OK Mid panel <• fa/Fa + Cmfb/((1-fa/Fe)'Q*Fb) i 1.00 0.72 OK r