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2214-2248 FARADAY AVE; ; PCR06005; Permit
01-24-2006 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR06005 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: PCR 2121204300 $0.00 Lot #: 0 Construction Type: NEW FARADAY SPECTRUM-DEFERRED TRUSS SUBMITTAL-AFFECTS ALL 9 BUILDINGS Applicant: TSA CONTRACTING SUITE 301 4350 EXECUTIVE DR SAN DIEGO, CA 92121 858 784-3650 Status: ISSUED Applied: 01/12/2006 Entered By: RMA Plan Approved: 01/24/2006 Issued: 01/24/2006 Inspect Area: Owner: FARADAY SPECTRUM L L C C/O KENNETH R SATTERLEE 4350 EXECUTIVE DR #301 SAN DIEGO CA 92121 Plan Check Revision Fee Additional Fees $240.00 $0.00 Total Fees:$240.00 Total Payments To Date:$240.00 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which von have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 FaradayAye., Carlsbad, CA 92008 Address (include Bldg/Suite #)& FOR OFFICE USE ONLY PLAN CHECK NO. / EST. VAL. Plan Ck. Deposit Validated By , / Date , // Business Name (at this address) Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total # of units Assessor's Parcel #Existing Use Proposed Use SO. FT.#of Stories t of Bedrooms tf JWf . *foJ tiifbO ff of Bathrooms '-*$» Name Address City State/Zip Telephone ft _. ___ .Fax # lle^fo$ii$ra^ Address Name Address City State/Zip Telephone # (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exwmption. 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]). State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q 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 [$100] OR LESS) n CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: O 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). l~l 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). l~l I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide 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 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? Q 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? Q YES Q Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? n 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. NO 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 I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the 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'Q" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commencaa within 1 80 das from the date of such permit or if the building or work authorized by such pe/mit is suspended or abandonedIat any time after the work is commenceL APPLICANT'S SIGNATURE J'ft/ within 1 80 da r,a pe"riod of ection 106.4.4 Uniform Building Code). DATE WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation In Partnership -with government for (BuiCtfing Safety DATE: January 20, 20O6 a ji JURISDICTION: City of Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO.: PC05-33 REV (PCR06-005) SET: I PROJECT ADDRESS: CRC Lots 3 & 4 PROJECT NAME: Faraday Spectrum Building 1-9 • 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: Telephoned Date contacted: (by: ) Fax#: Mai! Telephone Fax In Person • REMARKS: Revision consists of differred truss package. By: Bryan Zuppiger Enclosures: Esgil Corporation D GA D MB D EJ D PC 01/12/06 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 City of Carlsbad PC05-33 REV (PCR06-005) January 20, 2006 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: Bryan Zuppiger BUILDING ADDRESS: CRC Lots 3 & 4 BUILDING OCCUPANCY: B PLAN CHECK NO.: PC05-33 REV (PCR06-005) DATE: January 20, 2006 TYPE OF CONSTRUCTION: VN BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) cb <rl Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) Plan Check Fee by Ordinance $240.00 Type of Review: Repetitive Fee Repeats D Complete Review D Other m Hourly Structural Only Hours * Esgil Plan Review Fee $192.00 Based on hourly rate Comments: macvalue.doc S.E. CONSULTANTS, Inc Structural Engineering Consultants December 08, 2005 D.A. Whitaker 1108 Greenfield Drive ElCajon, CA 92021 Project. Project # _ Submittal # Date Reviewed by TSA Contracting SUBMITTAL REVIEW &£> ATTN: Craig RE: Faraday Carlsbad, CA Quincy Joist #: 4215-05 Dear Craig, This letter is to certify the following joist calculations J101-J106, J201-J205, TJ206, TJ207, J208, TJ209, J210-J213, TJ214, TJ215, J217,J218, J301-J307, J401-J407, J501-J506, J601-J605, TJ606, J607, TJ608, J609-J613, J701-J708, G201-G208, G601, G602, calculations are dated October 19, 2005), and were designed as per the Bill of Materials prepared by Quincy Joist Company for the referenced project. I further certify that Quincy Joist Company is a member of t The Professional Engineers Seal is not intended to certi does or does not conform to any National, State, or Local Please call Quincy Joist Company if you have any questions!) Joist Institute . ry thatrtheDui Furnish asn Coding Codesri — " a" ^°™ted Rejected Q Revise and Resubmit Sincerely, S. E. Consultants, Inc. D D Rejected D D Submit Specifi Checking Is only for general confirm atConcept of the Project and general Information given in the Contract Do,. Shown is subject to the requiremfc Specifications. Contractor is respond dimensions which shall be confirmed Job site; fabrication processes art construction; coordinate ofJTrk trades, and the i ARCHITECT" Steven cnauo, Vice-President This review is only for genera) conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with the requirements of the plans and specifications. Approval of a specific item shall not include approval of an assembly of which the item is a component. Contractor is responsible for: dimensions to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication processes or to ihe means, methods, techniques, sequences and procedures of construction; coordination of his or her Work with that of all other trades; and for performing all work in a safe- and satisfactory manner. PRIME STRUCTURAL ENGINEERS Date -By, 5800 East Thomas Road, Suite 104 • Scottsdale, AZ 85251 Phone: (480) 946-2010 • Fax: (480) 946-1909 •n'Op O > zrn co X 13 c O ^RLSBAD.C\ V> o •^o CD< tt73rn T| OJ 1 X X i ) 1 oOl u>z: OTl 5 t_o CD FARADAY J~omo-tTJ o> H TJJ m ^ > o 0en > S. i 1 -i ' COmm SKETClb s> o>o IIA.t7sac o COm COS >O.u Jk %©>2: -D '-o > q 3 O Ul7; w? > Tla n M' © CDOH 1 O'/) -A c_ i uro r-X 248/128fei" Q ^ ^ O) CO 0 — t.Q / wmm 7;rr C Hb X5 5\D =7.2K DUE 1OwmCO S. O >oa 3) © >Z T? 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ANGLE AND 6" LONG D1-NO KNIFE PL. & GIRDER SEAT SHALJE TO KNIFE PL.L BE DESIGNED•n H n6 3 c JNO).CCENTRIC AXIAL-g idr "V a o § D LOAD TYPE• i DESIGN NOTESAnn-i innnaffliANvpps s E 8 i « i R] 3 iii co> » Ol 1 1 n aM > I i r / > FT) BDR e"(CTO) [ XD D H s s3 £ u c ?3 K U C 13 K tn u ^ *> 1 ! - * a•^• « S A I t 1U 1 - t Xi a . o V Xs 1 0 » •j oj roS SI i) U 5 *? * u i S 1 Ul jh Oto£ Ul *5 cn ^ O (to i8 f U L A K C K V} L .U A 1 Clo ro32 .) £ U 3*2 n ui ^GIRDER I QUINCY JOIST COMPANY ^p^BILL OF ^ '\JrVi 22253 wsouh«mAv« TEL (wsisse-iBoo I wTT *L vPk iMATERIALS llA.vOFkW fiudwy., AZ 85328 FAX:(B23\3B8.1»M ^®f7T»^£ X < Q r- 3, n X O m os £ O g c n SHIP TO:CARLSBAD.CACK-D BY:Tl 3 DRAWN BY:X X 5 to i C c_oCD FARADAY SPECTRUMDATE PRINTED3 y o01 > i in H N9 D-n »SW | %a>aCO (Dw O> ~ D II fO3) io4*@ RIGHT END /// ;- OOTOM 32G 4N 9.09/3.56o S CDO -•J l" N) O (O i" 1 * <^ * i - ^ 9 O 1—O Q m •n LATE @ LEFT END // A,E D nii o r o3 D 050) S. i.Q. O) © 1 Hm o w -. O)o 24G 3N 8.95/3.7510G>t" C/l t" u CO ^ 3 1 ? «• «« 1 m CF) i -j c 3 n IS 0 TJ >NO. . | LENGTHZ OJ D CD 73 D D 0 } I 1 1 1 ! J SEAT DIM-l H•) ra•) D 0 'REMARK "1- .|IH3/VS3VIQ - Z l\ 1.1 IH M Hilt -H-fTTTr*" r [1 § " fl A § « 3* -* O ^ T T y C T a _i au 3 o i "V a D LOAD TYPEREVISION #DESIGN NOTESBDL 6'(STO) 1 L o 5i y\\^ p\} 1J \/ i. BDR S'(STD) 1 O fl C NJ I i ii K n x. tn W | j {\ " 2iX » 1' m . t- e X *i a WALUE!( C I s J> T O il *> ^3 u • ^ "5 n (A ! A t f.I =P s ^ S GIRDER 1 QUINCY JOIST COMPANY ^^BILLOF f *\l 22253 WSoulhwiAv. TEL: (8331 5R«-ionn 1 U z u • c k. 1• "^B r\ J 1 \ \OJ *H(./flMATERIALS • ^-^p^y^^y- Buuk*y«. AZ asaw FAX: (833) sas-iaaa ^^rr^5^I Ois Dz < • D ) » 10/25/2005 11;39:37 , Mark J101 Quincy Joist Design ;1: 4.10 Job No: 4215-05 SegOl Name : FARADAY Joist 32LS248/128 Base length 48-10 LETC Panel = 3-11 / 2-6 LE BC Panel =4-0 Depths: LE= 26.00 Pitch/12 01/4 9 panels® 2-0 / 2-0 Ridge Line = 32-00 Ridge Line at = 24- 5 RE TC Panel = 2-6 / 3-11 RE BC Panel * 4-0 Page 1 J101 RE = 26.00 Pitch /12=-0 1/4 Load Case No. PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 248.000 / 128.000 Ib/ft Reactions LE: TC @ 0-2 From L&= 6,936.7 Lbs RE: TC@ 0-2 FromRE= 6,936.7 Lbs Min. Shear: 25% 1,734.2. Lbs Load Case No. \ Part 2 : Reactions LE: TC @ 0- 2 From LE= 6,936.7 Lbs RE: TC@ o-2FromRE= 6,936.7 - - toad Case No. Lbs Min. Shear: 25% 1,734.2 Lbs PT. at any One TC Panel Point.1.00 Kips TC/BC Axial Load 4.44 Kips TC uniform Load 120.000 Ib/ft ,Reduced 25.00 * ,Reduced 25.00 % .Reduced 25.00 * Reactions LE: TC @ 0-2 From LE= 2,874.5 Lbs RE: TC@ 0-2From RE= 2,874.5 Lbs Min. Shear: 25% 718.6 Lbs Load Case No, g Part 2 Reactions LE: TC@0-2From LE= 2,874.5 Lbs RE: TC@ 0-2 From RE= 2,874.5 Lbs Min. Shear: 25% 718.6 Lbs Load Case No. 7 PT. at any One TC Panel Point.1.00 Kips TC/BC Axial Load 4 .44 KipS TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 2,874.5 Lbs .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 * RE: TC @ 0- 2 From RE= 2,874.5 Load Case No. J Part 2 Lbs Min. Shear: 25% 718.6 Lbs Reactions LE:TC @ 0- 2 From LE= 2,874.5 Lbs RE: TC @ 0- 2 From RE= 2,874.5 r CHORD DESIGN Lbs Min. Shear: 25% 718.6 Lbs Inertia (inA4) Defl. Ratio TCBCEff depth Fy Require Actual LL TL 4G 34 30,934 50000 435.0 592.6 240 180 Chord Shear Checkffv) Bridging TC BC RowsBC Spac 12774 14834 3 146.5 Max. Unbrac (in) Ryy Fillers TC BC TC BC TC EP BC 53.7 272.8 1,231 1.136 10 2 0 ANGLE WEB DESIGN W2 B5 1 3.20 W3 43 1 3.1 W3 43 1 3.10 W2 B5 1 3.2 W4 14 1 3.10 VI 01 1. 1.2 W5 22 I 2.90 V2 01 1 1.0 W6 01 1 2.80 V3 01 1 1.0 W7 20 1 2.30 V4 01 1 1.0 W8 01 1 1.80 V5 01 1 1.0 W9 10 1 1.40 V6 01 1 0.6 W10 Wll 01 10 1 1 1.40 1.40 V5 V4 01 01 1 1 1.0 1.0 W12 10 1 1.40 V3 01 1 1.0 W12 10 1 1.40 V2 01 1 1.0 Wll 10 1 1.40 VI 01 1 1.2 W10 01 1 1.40 W9 10 1 1.40 W8 01 1 1.80 W7 W6 20 01 1 1 2.30 2.8 W5 22 1 2.9 W4 14 1 3.1 'END OF DESIGN FOR JJQ1**** 10/25/2005 11:39:44 Mark J102 Quincy Joist Design .el: 4.10 Job No: 4215-05 Seq 01 Name : FARADAY Joist 32LS248/128 Base length 48-10 LE TC Panel - LE BC Panel < 3-11 / 2-6 4-0 Depths: LE= 26.00 Pitch/12 01/4 9 panels® 2-0 / 2-0 Ridge Line = 32-°° Ridge Line at = 24- 5 RE TC Panel = 2-6 / 3-11 RE BC Panel = 4-0 Page 1 J102 RE = 26.00 Pitch /12=-01/4 Load Case No. PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 248.000 / 128.000 Ib/ft Reactions LE: TC @ 0-1 From LE= 6,936.7 Lbs RE: TC@ 0-2FromRE= 6,936.7 Lbs Min. Shear: 25% 1,734.2 Lbs Load Case No. \Part2 Reactions LE: TC @ 0-2 From LE= 6,936.7 Lbs RE: TC@ 0-2 From RE= 6,936.7 - - Load Case No. g Lbs Min. Shear: 25% 1,734.2 Lbs PT. at any One TC Panel Point.1.00 Kips TC/BC Axial Load 7.20 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % Reactions LE: TC @ 0-2 From LB= 2.874.5 Lbs RE: TC@ 0-2FromRE= 2,874.5 Lbs Min. Shear: 25% 718.6 Lbs Load Case No. 6 Part 2 Reactions LE: TC@0-2FromLE= 2,874.5 Lbs RE: TC @ 0-2 From RE= 2.S74.5 Lbs Min. Shear: 25% 718.6 Lbs — Load Case No. 7 PT. at any One TC Panel Point.1.00 Kips TC/BC Axial Load 7.20 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 2,874.5 Lbs Reactions LE:TC @ 0-2 From LE= 2,874.5 Lbs Inertia (inA4) Dcfl. Ratio TCBCEfFdepth Fy Require Actual LL TL 4G 34 30.934 50000 435.0 592.6 240 180 .Reduced 25.00 % .Reduced 25.00 * .Reduced 25.00 * RE: TC @ 0- 2 From RE= 2,874.5 Load Case No. J Part 2 RE: TC@ 0-2 From RE= 2,874.5 CHORD DESIGN Lbs Min. Shear: 25% 718.6 Lbs Lbs Min. Shear: 25% 718.6 Lbs Chord Shear Check(fV) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 12174 14834 3 146.5 53.7 272.8 1.231 1.136 10 2 0 ANGLE WEB DESIGN W2 B5 1 3.20 W3 43 1 3.1 W3 43 I 3.10 W2 B5 1 3.2 W4 14 1 3.10 VI 01 1 1.2 W5 22 1 2.90 V2 01 1 1.0 W6 01 1 2.80 V3 01 1 1.0 W7 20 I 2.30 V4 01 1 1.0 W8 01 I 1.80 V5 01 1 1.0 W9 10 1 1.40 V6 01 1 0.6 W10 Wll 01 10 1 1 1.40 1.40 V5 V4 01 01 1 1 1.0 1.0 W12 10 1 1.40 V3 01 1 1.0 W12 10 1 1.40 V2 01 1 1.0 Wll 10 1 1.40 VI 01 1 1.2 W10 01 1 1.40 W9 10 1 1.40 W8 01 1 1,80 W7 20 1 2.30 W6 01 1 2.8 W5 22 1 2.9 W4 14 1 3.1 1 END OF DESIGN FOR 10/25/2005 13:04:05 Mark J103 Joist 32LS248/128 Quincy Joist Design -el: 4.10 Page 1 J103 Job No: 4215-05 Seo 01 Name ; FARADAY Base length 48- 9 3/4 LETC Panel = 3-11 / 2-57/8 LE BC Panel =4-0 Depths: LE= 26.00 Pitch l\2 01/4 9 panels® 2-0 / 2-0 Ridge Line = 32-00 RE =26.00 Ridge Line at = 24-47/8 Pitch/12=-0 1/4 RETCPane! = 2-5 7/8 / 3-11 RE BC Panel = 4-0 Load Case No.I PT. at any One TC Panel Point.1.00 Kips TC Point Load 2.00/1.00 .Kip ® 36-11 ft TC Uniform Load 248.000 / 128.000 Ib/ft Reactions LE: TC@0-2FromLE= 7,417.9 Lbs RE: TC@ 0-2FromRE= 8,450.2 Lbs Min. Shear: 25% 2,112.5 Lbs Load Case No. \ Part 2 : — — Reactions LE: TC @ 0- 2 From LE= 7,417.9 Lbs RE: TC @ 0- 2 From RE= 8,450.2 Lbs Mia Shear: 25% 2,112.5 Lbs Load Case No. 6 TC/BC Axial Load . . .4.44 Kips .Reduced 25.00 % PT, at any One TC Panel Point. 1.00 Kips ,Reduced 25.00 * TC Point Load 1.00 Kip « 36-11 ft ,Reduced 25.00 % TC Uniform Load 120.000 Ib/ft .Reduced 25.00 % Reactions LE: TC @ 0- 2 From LE= 3,055.0 Lbs RE: TC @ 0- 2 From R&= 3,442.1 Lbs Min. Shear: 25% 860.5 Lbs Load Case No. 6 Part 2 Reactions LE: TC @0-2FromLE= 3,055.0 Lbs RE: TC@ 0-2FromRE= 3,442.1 Lbs Min. Shear: 25% 860.5 Lbs —. : Load Case No. J TC/BC Axial Load 4.44 Kipa ,Reduced 25.00 % PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 % TC Point Load 1.00 Kip e 36-11 ft .Reduced 25.00 % TC Uniform Load 120.000 Ib/ft ,Reduced 25.00 % Reactions LE:TC @ 0- 2 From LE= 3,055.0 Lbs RE: TC @ 0- 2 From RE= 3,442.1 Load Case No. 7 Part 2 Lbs Min. Shear: 25% 860.5 Lbs Reactions LE:TC @ 0-2 From LB= 3,055.0 Lbs Inertia (inA4) Defl. Ratio TC BC Eff depth Fy Require Actual LL TL 43 4G 30,857 5QOQO 503.0 698.3 240 180 RE: TC<2J 0-2FromRE= 3,442.1 CHORD DESIGN Lbs Min. Shear: 25% &60.S Lbs Chord Shear Check(fv) Bridging TC BC RowsBC Spac 13052 14947 13 41.8 Max. Unbrac (in) Ryy Fillers TC BC TC BC TC EP BC 62,6 295,6 1.240 1.231 10 2 0 W2 B5 1 W3 44 1 W4 13 1 W5 23 I W6 01 1 W7 20 1 W8 01 1 W9 10 1 3.40 3.30 3.70 2.80 3.20 2.70 2.20 1,70 W3 W2 VI V2 V3 V4 V5 V6 13 B5 01 01 01 01 01 01 ANGLE WEB DESIGN WIO Wll W12 W12 Wll W10 W9 01 10 10 10 10 10 10 1111 1.70 1.70 1.70 1.70 2 5.5 1 I 1 1 1 1 1 3.9 1.2 1.0 1.0 1.0 1.0 0.8 V5 01 1 1.0 V4 01 1 1.0 V3 10 1 2.0 V2 01 1 1.0 I 1.70 VI 01 1 1.2 J 1.70 1 W8 01 1 W7 10 1 W6 01 1 1.70 1.70 1.80 3.5 W5 30 1 3.9 W4 23 1 3.8 **** END OFDESIGNFOR J203**** 10/25/2005 11:39:54 Mark J104 Quincy Joist Design -si: 4.10 Job No: 4215-05 Joist 32LS248/128 Base length 48-10 LETC Panel = 3-11 / 2-6 LEBC Panel = 4-0 Sea 01 Name : FARADAY Ridge Line = 32.00 Ridge Line at = 24- 5 Depths: LE= 26.00 Pitch/12 01/4 9 panels® 2-0 / 2-0 RE TC Panel: RE BC Panel 2-6 / 3-11 4-0 Page 1 RE = 26.00 Pitch /12=-01/4 Load Case No. PT. at any One TC Panel Point.0.20 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 248.000 / 128.000 Ib/ft Reactions LE: TC@0-2FromLE= 7,121.2 Lbs RE: TC@ 0-2FromRE= 7,121.2 Lbs Min. Shear: 25% 1,780.3 Lbs Load Case No. \ Part 2 : Reactions LE: TC @ 0-2 From LE= 7,121.2 Lbs RE: TC@ 0-2FromRE= 7,121.2 Lbs Min. Shear: 25% 1,780.3 Lbs Load Case No, TC/BC Axial Load 4.44 Kips . PT. at' any One TC Panel Point.0.20 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 * .Reduced 25.00 * .Reduced 25.00 * .Reduced 25.00 * Reactions LE: TC@0-2FromLE= 3,012.9 Lbs RE: TC @ 0-2 From RE= 3,012.9 Lbs Min. Shear: 25% 753.2 Lbs Load Case No. g Part 2 Reactions LE:TC @ 0-2 From LE= 3,012.9 Lbs RE: TC @ 0-2 From RE= 3,012.9 Lbs Min. Shear: 25% 753.2 Lbs Load Case No. 7 ,Reduced 25.00 % .Reduced 25.00 * ,Reduced 25.00 * TC/BC Axial Load 4.44 Kips PT. at any One TC Panel Point.0.20 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 3,012.9 Lbs ,Reduced 25.00 \ RE: TC @ 0- 2 From RE= 3,012.9 Load Case No. J Part 2 Lbs Min. Shear: 25% 753.2 Lbs Reactions LE:TC @ 0- 2 From LE= 3,012.9 Lbs RE: TC @ 0- 2 From RE= 3,012.9 CHORD DESIGN Lbs Min, Shear: 25% 753.2 Lbs Inertia (inA4) Defl. Ratio TC BC Effdepth Fy Require Actual LL TL 4G 34 30.934 50000 445.2 592.6 240 180 Chord Shear Check(fv) Bridging TC BC RowsBC Spac 13180 15284 3 146.5 Max. Unbrac (in) Ryy Fillers TC BC TC BC TC EP BC 47.3 272.8 1.231 1.136 10 2 0 ANGLE WEB DESIGN W2 B5 1 3.30 W3 43 1 3.2 W3 43 1 3.20 W2 B5 1 3.3 W4 22 1 3.50 VI 01 1 1.3 W5 22 1 3.00 V2 01 1 1.2 W6 01 1 2.90 V3 01 1 1.2 W7 20 1 2.40 V4 01 1 1.2 W8 01 1 1.90 V5 01 1 1.2 W9 10 1 1.50 V6 or i 0.6 W10 01 1 1.40 V5 01 1 1.2 Wll 10 1 1.40 V4 01 1 1.2 WI2 10 1 1.40 V3 01 1 1.2 W12 10 1 1.40 V2 01 1 1.2 Wll 10 1 1.40 VI 01 1 1.3 W10 01 1 1.40 W9 10 1 1.50 W8 01 1 1.90 W7 20 1 2.40 W6 01 1 2.9 W5 22 1 3.0 W4 22 1 3.5 **** END OF DESIGN FOR JJQ4**** 10/25/2005 11:40:01 Mark J105 Joist 32LS248/128 Quincy Joist Design -el: 4.10 Job No: 4215-05 Sea 01 Name : FARADAY Base length 48-10 LETC Panel - 3-11 / 2-6 LEBC Panel = 4-0 Depths: LE= 26.00 Pitch/12 01/4 9panels© 2-0 / 2-0 Ridge Line = 32.00 Ridge Line at = 24- 5 RETCPanel= 2-6 / 3-11 RE BC Panel = 4-0 Page 1 J105 RE = 26.00 Pitch /12=~0 1/4 Load Case No. PT. at any One TC Panel Point.0.60 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 248.000 / 128.000 Ib/ft Reactions LE: TC @ 0- 2 From LE= 7,490.3 Lbs RE: TC @ 0- 2 From RE= 7,490.3 Load Case No. \ Part 2 Lbs Min. Shear: 25% 1,872.6 Lbs Reactions LE: TC @ 0-2 From LE= 7,490.3 Lbs RE: TC@ 0-2FromRE= 7,490.3 Lbs Min. Shear: 25% 1,872.6 Lbs Load Case No. 6 TC/BC Axial Load .............. 7.20 Kips PT. at any One TC Panel Point. 0.60 Kips PT. at any One TC Panel Point. 1. 00 Kips TC uniform Load ............... 120.000 Ib/ft .Reduced .Reduced .Reduced .Reduced 25.00 % 25.00 t 25.00 V 25.00 % Reactions LE: TC@0-2FromLE= 3,289.7 Lbs RE: TC @ 0-2 From RE= 3,289.7 Lbs Min, Shear: 25% 822.4 Lbs Load Case No. 6 part 2 Reactions LE:TC @ 0- 2 From LE= 3,289.7 Lbs RE: TC @ 0- 2 From RE= 3,289.7 Lbs Min. Shear: 25% 822.4 Lbs Load Case No. "} .Reduced 25.00 * .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % TC/BC Axial Load 7.20 Kips PT. at any One TC Panel Point.0.60 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 3,289.7 Lbs RE: TC @ 0- 2 From RE= 3,289.7 Load Case No. 7 Part 2 Lbs Min. Shear: 25% 822.4 Lbs Reactions LE:TC @ 0- 2 From LE= 3,289.7 Lbs RE: TC @ 0- 2 From RE= 3,289.7 CHORD DESIGN Lbs Min. Shear: 25% 822.4 Lbs Inertia (irrM) Defl. Ratio TCBCEff depth Fy Require Actual LL TL 42 4D 30.873 50000 465.6 622.6 240 180 Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 13116 15368 3 146.5 52.6 294.4 1.234 1.226 10 2 0 W2 B5 1 W3 44 1 W4 13 1 W5 23 I W6 01 1 W7 20 1 W8 01 1 W9 10 1 1 3.50 3.80 3.70 2.80 3.1Q 2.60 2.10 1.60 W3 W2 VI V2 V3 V4 V5 V6 44 B5 01 01 01 01 01 01 1 1 1 1 I 1 1 1 3.8 3.5 1.6 1.4 1.4 1.4 1.4 0.7 ANGLE WEB DESIGN W10 Wll W12 W12 Wll W10 W9 10 10 10 10 10 10 10 111111 1.50 1.50 1.50 1.50 1.50 1.50 V5 V4 V3 V2 VI 01 01 01 01 01 11111 1.4 1.4 1.4 1.4 1.6 W8 01 1 W7 20 1 W6 01 1 1.60 2.10 2.60 3.1 W5 23 1 2.8 W4 13 1 3.7 **** END OF DESIGN FOR JJQ$**** 10/25/2005 11:40:09 Mark J106 Joist 32LS248/128 Quincy Joist Design -el; 4.10 Job No: 4215-05 Seq 01 Name : FARADAY Base length 48-10 . LETC Panel = 3-11 / 2-6 LE BC Panel =4-0 Depths: LE= 26.00 Pitch/12 01/4 9 panels® 2-0 / 2-0 Ridge Line = 32.00 Ridge Line at = 24- 5 RETCPanel= 2-6 / 3-11 REBCPane!= 4-0 Page 1 J106 RE = 26.00 Pitch /12=-0 1/4 Load Case No. PT. at any one TC Panel Point.0.40 Kips PT. at any One TC Panel Point.1.00 Kips TC Point Load 1.00/0.50 Kip @ 36-11 ft TC Uniform Load 248.000 / 128.000 Ib/ft Reactions LE: TC @ 0-2 From LE= 7,548.0 Lbs RE: TC@ 0-2FromRE= 8,063.5 Lbs Min. Shear: 25% 2,015.9 Lbs Load Case No. I Part 2 : Reactions LE: TC @ 0- 2 From LE= 7,548.0 Lbs RE: TC @ 0- 2 From RE= 8,063.5 Load Case No. fi TC/BC Axial Load 4.44 Kips .Reduced 25.00 % PT. at any One TC Panel Point.0.40 Kips .Reduced 25.00 % PT. at any one TC Panel Point.1.00 Kips .Reduced 25.00 % TC Point Load 0.50 Kip a 36-11 ft .Reduced 25.00 % TC Uniform Load 120.000 Ib/ft .Reduced 25.00 * Lbs Min. Shear: 25% 2,015.9 Lbs Reactions LE:TC @ 0- 2 From LE= 3,242.2 Lbs RE:TC@ 0-2FromRB* 3,435.5 Lbs Min. Shear: 25% 858.9 Lbs Load Case No.6 Part 2 Reactions LE: TC @ 0- 2 From LE= 3,242,2 Lbs RE: TC @ 0- 2 From RE= 3,435.5 Lbs Min. Shear: 25% 858.9 Lbs Load Case No. 7 TC/BC Axial Load 4 .44 Kips .Reduced 25 .00 % PT. at any one TC Panel Point.0.40 Kips ,Reduced 25.00 % PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 * TC Point Load 0.50 Kip @ 36-11 ft TC Uniform Load 120.000 Ib/ft .Reduced 25.00 % .Reduced 25.00 % Reactions LE:TC @ 0- 2 From LE= 3,242.2 Lbs RE: TC@ 0-2 From RE= 3,435.5 Load Case No. J Part 2 Lbs Min. Shear: 25% 858.9 Lbs Reactions LE:TC @ 0- 2 From LE= 3,242.2 Lbs RE: TC @ 0- 2 From RE= 3,435.5 CHORD DESIGN Lbs Min. Shear: 25% 858.9 Lbs Inertia (inA4) Defl. Ratio TC BCEff depth Fy Require Actual LL TL 42 40 30.865 50000 489.7 661.5 240 180 Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 13754 14325 3 146.5 41.1 295.6 1.234 1.231 14 2 0 ANGLE WEB DESIGN W2 B5 1 3.50 W3 45 1 3.7 W3 44 1 3.40 W2 B5 1 3.7 W4 13 1 3.70 VI 01 1 1.5 W5 23 1 2.80 V2 01 I 1.3 W6 01 I 3.20 V3 01 1 1.3 W7 20 1 2.70 V4 01 1 1.3 W8 01 1 2.20 V5 01. 1 1.3 W9 10 1 1.70 V6 01 1 0.7 W10 01 1 1.60 V5 01 1 1.3 Wll 10 1 1.60 V4 01 1 1.3 W12 10 1 1.60 V3 10 1 1.7 W12 10 1 1.60 V2 01 1 1.3 Wll 10 1 1.60 VI 01 I 1.5 W10 10 1 1.60 W9 10 1 1.60 W8 01 1 1.80 W7 20 1 2.30 W6 01 1 3.4 W5 23 1 3.1 W4 14 1 3.8 **** END OF DESIGN FOR JJQ6**** 10/25/2005 11:49:21 Mark J20I Quincy Joist Design A: 4.10 Page 1 J201 Job No: 4215-05 Sea 02 Name : FARADAY Joist 18KS280/160 Base length 17-8 LETCPanel= 2-0 / 0-10 LE BC Panel =2-0 Depth 18.00 3 panels© 2-0 / 2-0 RETCPanel = 0-10 / 2-0 RE BC Panel = 2-0 Load Case No, PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 280.000 / 160.000 Ib/ft Reactions LE: TC @ 0- 2 From LE= 3,320.9 Lbs RE: TC @ 0- 2 From RE= 3,320.9 Lbs Min. Shear: 25% 830.2 Lbs Load Case No. 1 Part 2 Reactions LE: TC@0-2 From LE* 3,320.9 Lbs RE: TC@ 0-2From RE= 3,320.9 Lbs Min. Shear: 25% 830.2 Lbs Load Case No. TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 120 .000 Ib/ft ,Reduced 25.00 % .Reduced 25.00 t .Reduced 25.00 * Reactions LE: TC@0-2FromLE= 1,450.7 Lbs RE: TC@ 0-2FromRE= 1,450.7 Lbs Min. Shear: 25% 362.7 Lbs Load Case No. 6 Part 2 Reactions LE: TC @ o-2 From LE= 1,450,7 Lbs RE: TC@ 0-2FromRE= 1,450.7 Lbs Min. Shear: 25% 362.7 Lbs Load Case No. 7 — TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load. 120 . 000 Ib/ft ,Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % Reactions LE: TC@0-2FromLE= 1,450.7 Lbs RE: TC@ 0-2 From RE= 1,450.7 Lbs Min. Shear: 25% 362.7 Lbs : Load Case No. 7 Part 2 : Reactions LE: TC @ 0-2 From LE= 1,450.7 Lbs RE: TC@ 0-2FromRE= 1,450.7 Lbs Min. Shear: 25% 362.7 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 40 20 17.039 50000 25.9 111.5 240 180 6783 10291 1 106.0 109.7 246.5 1.219 1.027 000 W2 W3 W4 B5 10 10 1 1 1 ANGLE WEB DESIGN W5 W6 W6 W5 W4 W3 W2 VI V2 V3 V2 VI 10 10 10 10 10 10 B5 01 01 01 01 01 111111111111 1.20 1.90 2.30 1.50 0.90 0.90 1.50 2.30 1.90 1.20 0.90 1.00 1.00 1.00 0.90 1 END OFDESIGNFOR J2Q1**** 10/25/2005 Quincy Joist Design ,. . .. I Page 1 J202 11;49:2S .-=1:4.10 Job No: 4215-05 Sea 02 Name : FARADAY Mark Joist Base length Depth J202 18KS280/I60 17-8 18.00 LETCPanel = 2-0 / 0-10 3panels@ 2-0 / 2-0 RETCPanel = 0-10 / 2-0 LEBC Panel = 2-0 REBCPane!= 2-0 Load Case No. \ FT. at any One TC Panel Point.1.00 Kips TC Uniform Load 280.000 / 160.000 Ib/ft Reactions LE: TC @ 0- 2 From LE= 3,320.9 Lbs RE: TC @ 0- 2 From RE= 3,320.9 Lbs Min. Shear: 25% 830.2 Lbs Load Case No. \ Part 2 = Reactions LE: TC@0-2FromLE= 3,320.9 Lbs RE: TC@ 0-2FromRE= 3,320.9 Lbs Min. Shear: 25% 830.2 Lbs Load Case No. TC/BC Axial Load 6.70 Kips , Reduced 25 . 00 % PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 * TC Uniform Load 120.000 Ib/ft .Reduced 25.00 * Reactions LE: TC @ 0-2 From LE= 1,450.7 Lbs RE: TC@ 0-2 From RE= 1,450.7 Lbs Min. Shear: 25% 362.7 Lbs Load Case No. 6 Part 2 : Reactions LE: TC@0-2FromLE= 1,450.7 Lbs RE: TC@ 0-2FromRE= 1,450.7 Lbs Min. Shear: 25% 362.7 Lbs Load Case No. 7 TC/BC Axial Load 6.70 Kips ,Reduced 25 .00 * PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 % TC Uniform Load 120.000 Ib/ft ,Reduced 25.00 % Reactions LE: TC@0-2From LE= 1,450.7 Lbs RE: TC@ 0-2 FromRE= 1,450.7 Lbs Min. Shear: 25% 362.7 Lbs Load Case No. 7 Part 2 Reactions LE: TC@0-2 From LE= 1,450.7 Lbs RE: TC@ 0-2 From RE= 1,450.7 Lbs Min. Shear: 25% 362.7 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 40 20 17.039 50000 25.9 111.5 240 180 6783 10291 I 106.0 109.7 246.5 1.219 1.027 000 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W6 W5 W4 W3 W2 VI V2 V3 V2 VI B5 10 10 10 10 10 10 10 10 B5 01 01 01 01 01 I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1.20 1.90 2.30 1.50 0.90 0.90 1.50 2.30 1.90 1.20 0.90 1.00 1.00 1.00 0.90 **** END OFDESIGN FOR J202**** 10/25/2005 11:49:28 • Mark J203 Quincy Joist Design -el: 4.10 Page l J203 Job No: 4215-05 Seo 02 Name : FARADAY Joist 18KS280/160 Base length 17-8 LE TC Panel> LE BC Panel 2-0 / 0-10 2-0 Depth 18,00 3 panels® 2-0 / 2-0 RETCPanel= 0-10 / 2-0 RE BC Pane! =2-0 Load Case No.1 PT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.40 Kips TC Uniform Load 280.000 / 160.000 Ib/ft Reactions LE: TC @ 0-2 From LE= 3,678.6 Lbs RE: TC@ 0-2 From RE= 3,678.6 Lbs Min. Shear: 25% 919.6 Lbs — Load Case No. \ Part 2 Reactions LE: TC@0-2From LE= 3,678.6 Lbs RE: TC@ 0-2FromRE= 3,678.6 Lbs Min. Shear: 25% 919.6 Lbs Load Case No. 6 TC/BC Axial Load 5.31 Kipa .Reduced 25.00 * PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 % PT. at any One TC Panel Point. 0.40 Kips , Reduced 25.00 * TC Uniform Load 120.000 Ib/ft ,Reduced 25.00 * Reactions LE: TC @ 0-2 From LE= 1,718.9 Lbs RE: TC@ 0-2From RE= 1,718.9 Lbs Min. Shear: 25% 429.7 Lbs Load Case No. 6 Part 2 Reactions LE: TC@0-2FromLE= 1,718.9 Lbs RE: TC @ 0-2 From RE= 1,718.9 Lbs Min. Shear: 25% 429.7 Lbs Load Case No. ~J TC/BC Axial Load 5.31 Kips ,Reduced 25.00 * PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 * PT. at any One TC Panel Point.0,40 Kips .Reduced 25,00 % TC Uniform Load 120.000 Ib/ft .Reduced 25.00 % Reactions LE: TC@0-2FromLE= 1,718.9 Lbs RE: TC@ 0-2FromRE= 1,718.9 Lbs Min. Shear: 25% 429.7 Lbs Load Case No. 7 Part 2 Reactions LE:TC @ 0-2 From LE= 1,718.9 Lbs RE; TC @ 0-2 From RE= 1,718.9 CHORD DESIGN Lbs Min. Shear: 25% 429.7 Lbs Inertia (inA4) Defl. Ratio Chord Shear Check(rV) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 40 20 17.039 50000 28.5 111.5 240 180 7622 11492 I 106.0 109.7 246.5 1.219 1.027 000 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W6 W5 W4 W3 W2 VI V2 V3 V2 VI B5 10 10 13 10 10 13 10 10 B5 01 01 01 01 01 1 I 1 1 1 1 1 I 1 1 1 1 1 1 1 1.40 2.10 2.60 1.80 1.00 1.00 1.80 2.60 2.10 1.40 1.10 1.20 1.20 1.20 1.10 '*** END OF DESIGN FOR J2Q3**** 10/25/2005 11;49:35 Mark J204 Joist 30KS248/128 Quincy Joist Design -el: 4.10 Page 1 J204 Job No: 4215-05 Seq 02 Name : FARADAY Base length 35- 4 1/4 LETCPane!= 2-0 / 1-8 1/8 LE BC Panel =3-0 Depth 30.00 7 panels® 2-0 / 2-0 RETCPanel = 1-8 1/8 / 2-0 RE BC Panel =3-0 Load Case No. PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 248.000 / 128.000 Ib/ft Reactions LE: TC@0-2FromLE= 5,290.2 Lbs RE: TC@ 0-2FromRE= 5,290.2 Lbs Min. Shear: 25% 1,322.6 Lbs Load Cast No. \ Part 2 — Reactions LE: TC@0-2From LE= 5,290.2 Lbs RE: TC@ 0-2 From RE= 5,290.2 Lbs Min. Shear: 25% 1,322.6 Lbs Load Case No. 6 TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load , 120.000 Ib/ft ,Reduced 25.00 * ,Reduced 25.00 * .Reduced 25.00 % Reactions LE: TC @ 0-2 From LE= 2,286.7 Lbs RE: TC@ 0-2FromRE= 2,286.7 Lbs Min. Shear: 25% 571.7 Lbs Load Case No. 6 Part 2 Reactions LE: TC@0-2From LE= 2,286.7 Lbs RE: TC@ 0-2FromRE= 2,286.7 Lbs Min. Shear: 25% 571.7 Lbs Load Case No. 7 : TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft ^Reduced 25.00 % ,Reduced 25.00 % .Reduced 25.00 * Reactions LE: TC@0-2FromLE= 2,286.7 Lbs RE: TC@ 0-2FromRE= 2,286.7 Lbs Min. Shear: 25% 571.7 Lbs Load Case No. J Part 2 Reactions LE:TC @ 0- 2 From LE= 2,286.7 Lbs RE: TC @ 0- 2 From RE= 2,286.7 CHORD DESIGN Lbs Min. Shear: 25% 571.7 Lbs Inertia (inA4) Defl. Ratio Chord Shear Check(fV) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 40 20 29.039 50000 168.8 323.0 240 180 10618 17642 3 106.0 72.2 246.5 1.219 1.027 200 W2 B5 1 W3 30 1 W4 30 1 W5 30 1 W6 01 1 W7 23 I W8 01 1 1.90 2.90 3.20 2.80 2.40 1.90 1.50 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1 ANGLE WEB DESIGN W9 W10 W10 W9 W8 W7 W6 W5 W4 W3 W2 13 13 13 13 01 23 01 30 30 30 B5 11111111111 1.10 1.10 1.10 1.10 1.50 1.90 2.40 2.80 3.20 2.90 1.9 VI 10 1 1.0 V2 10 1 1.0 1 I 1 1 1 1.0 1.0 1.0 1.0 1.0 1.0 1.0 *** END OF DESIGN FOR J204**** 10/25/2005 11:49:40 .' Mark J205 Joist 30KS248/128 Quincy Joist Design _.el: 4.10 Page 1 J205 Job No: 4215-05 See 02 Name: FARADAY Base length 35- 4 1/4 LETCPane!= 2-0 / 1-8 1/8 LE BC Panel = 3-0 Depth 30.00 7 panels® 2-0 / 2-0 RETCPanel= 1-8 1/8 / 2-0 RE BC Panel = 3-0 Load Case No. PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 248.000 / 128.000 Ib/ft Reactions LE: TC@0-2From LE= 5,290.2 Lbs RE: TC@ 0-2FromRE= 5,290.2 Lbs Min. Shear: 25% 1,322.6 Lbs Load Case No. \ Part 2 = Reactions LE: TC @ 0- 2 From LE= 5,290.2 Lbs RE: TC @ 0- 2 From RE= 5,290.2 Lbs Min. Shear: 25% l ,322.6 Lbs Load Case No. fj TC/BC Axial Load 6.70 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft ,Reduced 25.00 % .Reduced 25.00 % ,Reduced 25.00 * Reactions LE: TC @ o- 2 From LE- 2,286.7 Lbs RE: TC @ 0-2 From RE= 2.2S6.7 Lbs Min.Shear: 25% 571.7 Lbs Load Case No. (, Part 2 Reactions LE: TC@o-2From LE= 2,286.7 Lbs RE: TC@ 0-2 From RE= 2,286.7 Lbs Min. Shear: 25% 571.7 Lbs Load Case No. J TC/BC Axial Load 5.70 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft ,Reduced 25.00 % .Reduced 25.00 % ,Reduced 25.00 % Reactions LE: TC@0-2From LE= 2,286.7 Lbs RE: TC@ 0-2FromRE= 2,286.7 Lbs Min. Shear: 25% 571.7 Lbs Load Case No. 7 Part 2 Reactions LE:TC @ 0- 2 From LE= 2,286.7 Lbs RE: TC @ 0- 2 From RE= 2,286.7 CHORD DESIGN Lbs Min.Shear: 25% 571.7 Lbs Inertia (inM) Defl. Ratio Chord Shear Checkffv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 40 20 29.039 50000 168.8 323.0 240 180 10618 17642 3 106.0 72.2 246.5 1.219 1.027 200 W2 B5 1 W3 30 1 W4 30 1 W5 30 1 W6 01 1 W7 23 1 W8 01 1 1.90 2.90 3.20 2.80 2.40 1.90 1.50 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1 ANGLE WEB DESIGN W9 W10 W10 W9 W8 W7 W6. W5 W4 W3 W2 13 13 13 13 01 23 01 30 30 30 .85 11111111111 1.10 1.10 1.10 1.10 1.50 1.90 2.40 2.80 3.20 2.90 1.9 VI 10 1 1.0 V2 10 1 1.0 1 1 1 1 1 1.0 1.0 1.0 1.0 1.0 1.0 1.0 *** END OFDESIGN FOR J2Q5**** 10/25/2005 11-49:46 , Mark TJ206 Quincy Joist Design Jl: 4.10 Page 1 TJ206 Job No: 4215-05 Seq 02 Name : FARADAY Joist Base length 30KS248/128-OC 35-41/4 LETCPane1= 2-0 / 1-8 1/8 LE BC Panel =3-0 Depth 30.00 7 panels @ 2-0 / 2-0 RE TC Panel = 1-8I/8/ 2-0 RE BC Panel = 3-0 Load Case No, PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 248.000 / 128.000 Ib/ft Reactions LE: TC@0-2 FromLE= 5,290.2 Lbs RE: TC@ 0-2FromRE= 5,290.2 Lbs Min. Shear: 25% 1,322.6 Lbs Load Case No. \ Part 2 Reactions LE: TC@0-2FromLE= 5,290.2 Lbs RE: TC@ 0-2FromRE= 5.290.2 Lbs Min. Shear: 25% 1,322.6 Lbs Load Case No. 6 TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 * .Reduced 25.00 * .Reduced 25.00 % Reactions LE: TC @ 0-2 From LK= 2,286.7 Lbs RE: TC@ 0-2FromRE= 2,286.7 Lbs Min. Shear: 25% 571.7 Lbs Load Case No. g par*2 Reactions LE: TC @ 0- 2 From LE= 2,286.7 Lbs RE: TC @ 0-2 From RE= 2,286.7 Lbs Min, Shear: 25% 571.7 Lbs Load Case No. 7 TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load. 120.000 Ib/ft .Reduced 25.00 * .Reduced 25.00 * .Reduced 25.00 % Reactions LE: TC@0-2From LE= 2,286.7 Lbs RE: TC@ 0-2FromRE= 2,286.7 Lbs Min. Shear: 25% 571.7 Lbs Load Case No. 7 Part 2 Reactions LE:TC @ 0- 2 From LE* 2,286.7 Lbs RE: TC@ 0-2 From RE= 2,286.7 CHORD DESIGN Lbs Min. Shear: 25% 571.7 Lbs Inertia (inM) Defl. Ratio Chord Shear Check(fV) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 40 20 29.039 50000 168.8 323.0 240 180 10618 17642 3 106.0 72.2 246.5 1.219 1.027 200 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 WlO W10 W9 W8 W7 W6 W5 W4 W3 W2 VI V2 B5 30 30 30 01 23 01 13 13 13 13 01 23 01 30 30 30 B5 10 10 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1.90 2.90 3.20 2.80 2.40 1.90 1.50 1.10 1.10 1.10 1.10 1.50 1.90 2.40 2.80 3.20 2.90 1.9 1.0 1.0 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1111111 1.0 1.0 1,0 1.0 1.0 1.0 1.0 Vr= BOB intr Ooo.JV *** END OF DESIGN FOR TJ2Q6**** 10/25/2005 13;39:58 - Mark TJ207 Quincy Joist Design -~1: 4.10 Page 1 TJ207 Job No: 4215-05 Sea 02 Name : FARADAY Joist Base length 30LS248/128-OC 34- 8 LETCPanel= 3-3 / 2-1 LE BC Pane! = 3-9 Depth 30.00 6panels® 2-0 / 2-0 RETCPanel= 2-1 / 3-3 RE BC Panel = 3-9 Load Case No. FT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 248.000 / 128.000 Ib/ft Reactions LE: TC@0,2 From LE= 5,167.5 Lbs RE: TC@ 0-2 From RB= 5,167.5 Lbs Min. Shear: 25% 1,291.9 Lbs Load Case No. 1 Part 2 Reactions LE: TC@0-2FromLE= 5.167.5 Lbs RE: TC@ 0-2FromRE= 5,167.5 Lbs Min. Shear: 25% 1,291.9 Lbs Load Case No. 9 PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 120 Ib/ft TC/BC Axial Load 158.90 Kips ,Reduced 41.00 % Reactions LE: TC @ 0- 2 From LE= 2,970.2 Lbs RE: TC @ 0- 2 From RE- 2,970.2 Lbs Min. Shear: 25% 742.5 Lbs Load Case No. 9 Part 2 Reactions LE: TC @ 0- 2 From LE= 2,970.2 Lbs RE: TC @ 0- 2 From RE= 2,970.2 Lbs Min. Shear: 25% 742.5 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 72 20 28.594 50000 162.7 454.1 240 180 12523 18205 2 138.6 64.7 246.5 1.841 1.027 020 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 W4 W3 W2 VI V2 01 40 20 20 01 10 01 10 10 01 10 01 20 20 40 01 01 01 211111111111111211 5.30 3.00 2.80 2.40 1.90 1.50 1.00 1.00 1.00 1.00 1.50 1.90 2.40 2.80 3.00 5.30 1.40 1.2 V4 V3 V2 VI 01 01 01 01 1111 1.2 1.2 1.2 1.4 V3 01 1 V4 01 1 1.2 1.2 = 8,844.19 ***** END OF DESIGN FOR fJ20 7**** 10/25/2005 11:50:06 . Mark J208 Joist 30KS248/128 Quincy Joist Design Jl: 4.10 Page 1 J208 Job No: 4215-05 Seo 02 Name : FARADAY Base length 35-1 LETC Panel = 2-0 / 1-61/2 LEBC Panel = 3-0 Depth 30.00 7panels® 2-0 / 2-0 RETCPanel= 1-61/2/ 2-0 RE BC Panel =3-0 Load Case No. PT. at any One TC Panel Ppint.1.00 Kips TC Uniform Load 248.000 / 128.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 5,256.2 Lbs Reactions LE:TC @ 0- 2 From LE= 5,256.2 Lbs RE: TC @ 0- 2 From RE= 5,256.2 Load Case No. \ Part 2 RE: TC@ 0-2 From RE= 5,256.2 Load Case No. TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 2,274.2 Lbs Reactions LE:TC @ 0- 2 From LE= 2,274.2 Lbs ,Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % RE: TC @ 0- 2 From RE= 2,274.2 Load Case No. 6 Part 2 RE: TC @ 0- 2 From RE= 2,274.2 Load Case No. 7 TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 2,274.2 Lbs .Reduced 25.00 * ,Reduced 25.00 % .Reduced 25.00 % RE: TC @ 0- 2 From RE= 2,274.2 Load Case No. ~} Part 2 Reactions LE:TC @ 0- 2 From LE= 2,274.2 Lbs RE: TC @ 0- 2 From RE= 2,274.2 CHORD DESIGN Lbs Min. Shear: 25% 1,314.1 Lbs Lbs Min. Shear: 25% 1,314.1 Lbs Lbs Min. Shear: 25% 568.5 Lbs Lbs Min. Shear: 25% 568.5 Lbs Lbs Min. Shear: 25% 568.5 Lbs Lbs Min. Shear: 25% 568.5 Lbs Inertia (inM) Defl. Ratio TC BC Eff depth Fy Require Actual LL TL 40 20 29.039 50000 165.1 323.0 240 180 Chord Shear Check(fV) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 10495 17424 3 105.2 74.9 246.5 1.219 1.027 0 0 W2 B5 1 W3 30 1 W4 30 I W5 30 1 W6 01 1 W7 23 1 W8 01 1 1.90 2.90 3.30 2.80 2.40 1.90 1.50 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1 ANGLE WEB DESIGN W9 W10 W10 W9 W8 W7 W6 W5 W4 W3 W2 VI V2 13 13 13 13 01 23 01 30 30 30 B5 10 10 1 1 1 I 1 1 1 1 1 1 1 1 1 1.10 1.10 1.10 1.10 1.50 1.90 2.40 2.80 3.30 2.90 1.9 1.0 1.0 1 1 1 1 1 1.0 1.0 1.0 1.0 1.0 1.0 1.0 **** END OF DESIGN FOR J208**** 10/25/2005 11:50:12 • Mark TJ209 Quincy Joist Design -el: 4.10 Page 1 TJ209 Job No: 4215-05 Seq 02 Name : FARADAY Joist Base length 30KS248/128-OC 35-1 LETCPanel = 2-0 / 1-61/3 LE BC Panel =3-0 Depth 30.00 7 panels® 2-0 / 2-0 RETCPanel= 1-6 1/2 / 2-0 RE BC Panel =3-0 Load Case No. PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 248.000 / 128.000 Ib/ft Reactions LE: TC@0-2 From LE= 5,256.2 Lbs RE: TC@ 0-2 FromRE= 5,256.2 Lbs Min. Shear: 25% 1,314.1 Lbs Load Case No. \ Part 2 Reactions LE: TC@0-2FromLE= 5,256.2 Lbs RE: TC@ 0-2FromRE= 5,256.2 Lbs Min. Shear: 25% 1,314.1 Lbs . • Load Case No. 6 TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 * ,Reduced 25.00 * .Reduced 25.00 * Reactions LE: TC@0- 2 From LE= 2,274.2 Lbs RE: TC@ 0-2 From RE= 2,274.2 Lbs Min. Shear: 25% 568.5 Lbs Load Case No, 6 part 2 Reactions LE: TC @0- 2 From LE= 2,274.2 Lbs RE: TC @ 0-2 From RE= 2,274.2 Lbs Min. Shear: 25% 568.5 Lbs Load Case No. 1 TC/BC Axial Load 5.31 Kips PT. at any one TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 * .Reduced 25.00 % .Reduced 25.00 % Reactions LE: TC @ 0- 2 From LE= 2,274.2 Lbs RE: TC @ 0- 2 From RE= 2,274.2 Lbs Min. Shear: 25% 568.5 Lbs Load Case No. 1 Part 2 Reactions LE:TC @ 0- 2 From LE= 2,274.2 Lbs RE: TC @ 0- 2 From RE= 2,274.2 CHORD DESIGN Lbs Min. Shear: 25% 568.5 Lbs Inertia (inM) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 40 20 29.039 50000 165.1 323.0 240 180 10495 17424 3 105.2 74.9 246.5 1.219 1.027 000 ANGLE WEB DESIGN W2 B5 1 W3 30 1 W4 30 1 W5 30 1 W6 01 1 W7 23 1 W8 01 1 W9 13 1 W10 W10 W9 13 13 13 1 1 1 W8 01 1 W7 23 1 W6 01 1 W5 30 1 W4 30 1 W3 30 1 W2 B5 1 1.90 2.90 3.30 2.80 2.40 1.90 1.50 1.10 1.10 1.10 1.10 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1 1.50 1.90 2.40 2.80 3.30 2.90 1.9 VI 10 1 1.0 V2 10 .1 1.0 1 1 1 1 1 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Pcr= 911.71 **** END OF DESIGN FOR TJ209**** 10/25/2005 11>50:18 ' Job No Mark Joist Base length J210 30KS248/128 35- 1 LETC Panel - 2-0 / 1-61/2 LE BC Panel = 3-0 PT. at any One .TC Panel Point. 1.00 Kips TC Uniform Load. 248.000 / 128.0 Reactions LE: TC @ 0- 2 From LE= 5,256.2 Lbs Reactions LE: TC @ 0- 2 From LE= 5.256.2 Lbs PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE: TC @ 0- 2 From LE- 2,274.2 Lbs Reactions LE: TC @ 0- 2 From LE= 2,274.2 Lbs TC/BC Axial Load 6.70 Kips PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE: TC @ 0- 2 From LE= 2,274.2 Lbs Reactions LE: TC @ 0- 2 From LE= 2,274.2 Lbs Inertia (inA4) Defl. Ratio TC BC Eff depth Fy Require Actual LL TL 40 20 29.039 50000 165.1 323.0 240 180 W2 W3 W4 W5 W6 W7 W8 W9 B5 30 30 30 01 23 01 13 11111111 1.90 2.90 3.30 2.80 2.40 1.90 1.50 1.10 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 I 1 1 1 1 1 1 1.0 1.0 1.0 1.0 1.0 1,0 1.0 Quincy Joist Design ,,el: 4 10 j : 4215-05 Sea 02 Name : FARADAY Depth 30.00 7 panels® 2-0 /2-0 RE TC Panel = 1-61/2 RE BC Panel =3-0 oo ib/ft RE: TC @ 0- 2 From RE= 5,256.2 Lbs Min. 5 RE: TC @ 0- 2 From RE= 5,256.2 Lbs Min. £ .Reduced 25.00 * .Reduced 25.00 % .Reduced 25.00 * RE: TC@ 0-2 From RE= 2,274.2 Lbs Min. S RE: TC @ 0- 2 From RE= 2,274.2 Lbs Min. S .Reduced 25.00 % .Reduced 25.00 * RE: TC @ 0- 2 From RE= 2,274.2 Lbs Min. S RE: TC @ 0- 2 From RE= 2,274.2 Lbs Min. S Chord Shear Check(rv) Bridging Max. Unbrac (in) TC BC RowsBC Spac TC BC TC 10495 17424 3 105.2 74.9 246.5 1.21 ANGLE WEB DESIGN W10 W10 W9 W8 W7 W6 W5 W4 W. 13 13 13 01 23 01 30 30 30 111111111 1.10 1.10 1.10 1.50 1.90 2.40 2.80 3.30 2.( Page I J2IO 2-0 Jhear: 25% 1,314.1 Lbs Jhear: 25% 1,314.1 Lbs hear: 25% 568.5 Lbs . hear: 25% 568.5 Lbs hear: 25% 568.5 Lbs hear: 25% 568.5 Lbs R.yy Fillers : BC TC EP BC -.' 9 1.027 000 J W2 VI V2 B5 10 10 1 1 1 )0 1.9 1.0 1.0 ' END OFDESIGNFOR J210**** 10/25/2005 Il;50:24 • Mark J211 Joist 30KS248/128 Quincy Joist Design -el: 4.10 Page 1 J211 Job No: 4215-05 Seq 02 Name : FARADAY Base length 35- 5 3/4 LETC Panel" 2-0 / 1-87/8 LEBC Panel = 3-0 Depth 30.00 7panels® 2-0 / 2-0 RETCPanel= 1-87/8/ 2-0 RE BC Panel = 3-0 Load Case No, PT. at any One TC Panel Point.0.SO Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 248.000 / 128.000 lb/ft Reactions LE:TC @ 0- 2 From LE= 3,874.6 Lbs RE: . TC @ 6- 2 From RE= 5,874.6 Load Case No. \ Part 2 Lbs Mia Shear: 25% 1,468.7 Lbs Reactions LE:TC @ 0- 2 From LE= 5,874.6 Lbs RE: TC@ 0-2 From RE= 5,874.6 Load Case No, 6 Lbs Min. Shear: 25% 1,468.7 Lbs TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.0.60 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 lb/ft Reactions LE:TC @ 0- 2 From LE= 2,719.0 Lbs .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 * RE: TC@ 0-2 From RE= 2,719,0 Load Case No. 6 **art 2 Lbs Min. Shear: 25% 679.7 Lbs Reactions LE:TC @ 0- 2 From LE= 2,719.0 Lbs RE: TC @ 0- 2 From RE= 2,719.0 Load Case No. 7 Lbs Min. Shear: 25% 679.7 Lbs TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.0.60 Kips PT. at any One TC Panel Point.1.00 Kips TC uniform Load 120.000 lb/ft Reactions LE:TC @ 0- 2 From LE= 2,719.0 Lbs ,Reduced 25.00 % .Reduced 25.00 % ,Reduced 25.00 * .Reduced 25.00 V RE: TC @ 0- 2 From RE= 2,719.0 Load Case No, J fart 2 Lbs Min. Shear: 25% 679.7 Lbs Reactions LE:TC @ 0- 2 From LE= 2,719.0 Lbs Inertia (inA4) Defi. Ratio TC BC Eff depth Fy Require Actual LL TL 41 22 29.026 50000 186.4 366.2 240 180 RE: TC @ 0- 2 From RE= 2,719.0 CHORD DESIGN Lbs Min. Shear: 25% 679.7 .Lbs Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 10590 17149 3 106.4 83.9 247.6 1.223 1.031 000 W2 B5 1 W3 30 1 W4 30 1 W5 30 1 W6 01 1 W7 23 1 W8 01 1 2.10 2.90 3.20 2.80 2.70 2.00 1.80 V3 V4 V5 V4^ V3 V2 VI 10 10 10 10 10 10 10 1 1.4 W9 20 I 1.30 ANGLE WEB DESIGN W10 W10 W9 W8 W7 W6 W5 W4 W3 W2 13 13 20 01 23 01 30 30 30 B5 1 1 1 1 1 I 1 1 1 1 1.00 1.00 1.30 1.80 2.00 2.70 2.80 3.20 2.90 2.1 VI V2 10 10 1 1 1.4 1.4 1 1 1 1 1 1.4 1.4 1.4 1.4 1.4 1.4 1 END OF DESIGN FOR J211**** 10/25/2005 11;50:30 • Mark J212 Joist 30KS248/128 Quincy Joist Design -el: 4.10 Page 1 J212 Job No: 4215-05 Sea 02 Name : FARADAY Base length 35- 5 3/4 LETCPanel = 2-0 / 1-87/8 LE BC Panel =3-0 Depth 30.00 7 panels® 2-0 / 2-0 RETCPanel= 1-87/8/ 2-0 RE BC Panel =3-0 Load Case No. PT. at any One TC Panel Point.0.30 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 248.000 / 128,000 Ib/ft Reactions LE:TC @ 0-2 From LE= 5,590.3 Lbs RE:TC@ 0-2FromRE= 5,590.3 Lbs Min. Shear: 25% 1,397.6 Lbs Load Case No,1 Part 2 Reactions LE:TC @ 0- 2 From LE= 5,590.3 Lbs TC/BC Axial Load 6.70 Kips PT. at any One TC Panel Point.0.30 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft RE: Load Case No. TC@ 0-2FromRE= 5,590.3 Lbs Min. Shear: 25% 1,397.6 Lbs ,Reduced ,Reduced ,Reduced , Reduced 25.00 t 25.00 % 25.00 % 25.00 % Reactions LE: TC@0-2From LE= 2,505.7 Lbs RE: TC@ 0-2 FromRE= 2,505.7 Lbs Min. Shear: 25% 626.4 Lbs Load Case No. 6 Part 2 Reactions LE: TC @ 0- 2 From LE= 2,505.7 Lbs RE: TC @ 0- 2 From RE= 2,505.7 Lbs Min. Shear: 25% 626.4 Lbs Load Case No. 7 — TC/BC Axial Load 5.70 Kips PT. at any One TC Panel Point.0.30 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft ,Reduced 25.00 *r .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 * Reactions LE: TC @0-2FromLE= 2,505.7 Lbs RE: TC@ 0-2From RE= 2,505.7 Lbs Min. Shear: 25% 626.4 Lbs Load Case No. 7 Part 2 — Reactions LE:TC @ 0- 2 From LE= 2,505.7 Lbs RE: TC @ 0- 2 From RE= 2,505.7 CHORD DESIGN Lbs Min. Shear: 25% 626.4 Lbs Inertia (inA4) Defl. Ratio Chord Shear Checkffv) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 40 22 29.032 50000 178.4 348.2 240 180 11334 16340 3 106.4 59.3 247.6 1.219 1.031 600 W2 B5 1 W3 30 1 W4 30 i W5 30 1 W6 01 I W7 23 1 W8 01 1 2.00 2.70 3.00 2.60 2.50 1.80 1.60 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1 1.2 ANGLE WEB DESIGN W9 W10 W10 W9 W8 W7 W6 W5 W4 W3 W2 13 13 13 13 01 23 01 30 30 30 B5 1 1 1 1 1 1 I 1 1 I 1 1.00 1.00 1.00 1.00 1.60 1.80 2.50 2.60 3.00 2.70 2.0 VI 10 1 1.2 V2 10 1 1.2 1 1 1 1 1 1.2 1.2 1.2 1.2 1.2 1.2 *** END OF DESIGN FOR J212**** 10/25/2005 11:50:36 ,' Mark J213 Joist 30KS248/128 Quincy Joist Design -el: 4.10 Page 1 J213 Job No: 4215-05 Sea 02 Name : FARADAY Base length 35-1 LETCPanel= 2-0 / 1-61/2 LEBC Panel = 3-0 Depth 30.00 7panels@ 2-0 / 2-0 RETCPanel= 1-6 1/2/ 2-0 RE BC Panel - 3-0 Load Case No. PT. at any One TC Panel Point.0.35 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 248.000 / 128.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 5,587.8 Lbs RE: TC @ 0- 2 From RE= 5,587.8 Load Case No, \ Part 2 Reactions LE:TC ® 0-2 From LE= 5.587.8 Lbs RE: TC @ 0- 2 From RE= 5,587.8 Load Case No, 6 — TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.0.35 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 2,522.8 Lbs Reactions LE:TC @ 0- 2 From LE= 2,522.8 Lbs .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 fc .Reduced 25.00 * RE: TC @ 0- 2 From RE= 2,522.8 Load Case No. fi p"rt 2 • RE: TC@ 0-2 From RE= 2,522,8 Load Case No. 7 TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.0.35 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2. From LE= 2,522.8 Lbs Reactions LE:TC @ 0- 2 From LB- 2,522.8 Lbs ,Reduced 25.00 % ,Reduced 2S.OO % .Reduced 25.00 % .Reduced 25.00 IT RE: TC @ 0- 2 From RE= 2,522.8 Load Case No. 7 Part 2 RE: TC @ 0- 2 From RE* 2,522.8 CHORD DESIGN Lbs Min. Shear: 25% 1,396.9 Lbs Lbs Min.Shear: 25% 1,396.9 Lbs Lbs Min, Shear: 25% 630.7 Lbs Lbs Min. Shear: 25% 630.7 Lbs Lbs Min. Shear: 25% 630.7 Lbs Lbs Min. Shear: 25% 630.7 Lbs Inertia (inA4) Defl. Ratio TC BC Eff depth Fy Require Actual LL TL 40. 22 29,032 50000 174.1 348.2 240 180 Chord Shear Check(fv) Bridging TC BC RowsBCSpac 11258 16189 3 105.2 Max. Unbrac (in) , Ryy Fillers TC BC TC BC TC EP BC 61.8 247.6 1.219 1.031 600 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 B5 30 30 30 01 23 01 20 11111111 2.00 2.70 3.10 2.70 2.60 1.80 1.70 1.20 ,V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1111111 1.2 1.2 1.2 1.2 1.2 1.2 1.2 W10 W10 W9 13 13 20 1 1 1 W8 01 1 W7 23 1 W6 01 1 W5 30 1 W4 30 1 W3 30 1 W2 B5 1 1.00 1.00 1.20 1.70 1.80 2.60 2.70 3.10 2.70 2.0 VI V2 10 10 1 1 1.2 1.2 "* END OFDESIGN FOR J213**** 10/25/2005 11;50:42 Job No Mark Joist Base length TJ214 30KS248/I28-OC 35- 1 LETCPanel= 2-0 / 1-61/2 LEBC Panel = 3-0 PT. at any One TC Panel Point. 1.00 Kips Reactions LE: TC @ 0- 2 From LE= 5,256.2 Lbs Reactions LE: TC @ 0- 2 From LE= 5,256.2 Lbs TC/BC Axial Load. 5.31 Kips PT. at any One TC Panel Point. 1.00 Kips Reactions LE: TC @ 0- 2 From LE= 2,274.2 Lbs Reactions LE: TC @o- 2 From LE= 2,274.2 Lbs PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE: TC @ o- 2 From LE= 2;274.2 Lbs Reactions LE: TC @ 0- 2 From LE= 2,274.2 Lbs Inertia (inA4) Defl. Ratio TCBCEff depth Fy Require Actual LL TL 40 20 29.039 50000 165.1 323.0 240 180 W2 W3 W4 W5 W6 W7 W8 W9 B5 30 30 30 01 23 01 13 1 1 1 1 1 11 1 1.90 2.90 3.30 2.80 2.40 1.90 1.50 1.10 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 1111111 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Quincy Joist Design el- 4 10 j : 4215-05 Sea 02 Name : FARADAY Page 1 TJ214 Depth 30.00 7 panels® 2-0 / 2-0 RETC Panel = 1-6 1/2 / 2-0 RE BC Panel =3-0 00 Ib/ft RE: TC@ 0-2Fn>mRE* 5,256.2 Lbs Min. Shear: 25% 1,314.1 Lbs . RE: TC @ 0- 2 From RE= 5,256.2 Lbs Min. Shear: 25% 1,314.1 Lbs , Reduced 25.00 % .Reduced 25.00 \ , Reduced 25.00 % RE: TC @ 0- 2 From RE= 2,274.2 Lbs Min. Shear : 25% 568.5 Lbs RE: TC @ 0- 2 From RE>= 2,274.2 Lbs Min. Shear: 25% 568.5 Lbs .Reduced 25.00 * , Reduced 25.00 * .Reduced 25.00 % RE: TC @ 0- 2 From RE= 2.274.2 Lbs Min. Shear: 25% 568.5 Lbs RE: TC @ 0- 2 From RE= 2,274.2 Lbs Min. Shear: 25% 568.5 Lbs Chord Shear Cheek(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC •- 10495 17424 3 105.2 74.9 246.5 1.219 1.027 000 ANGLE WEB DESIGN W10 W10 W9 W8 W7 W6 W5 W4 W3 W2 VI V2 13 13 13 01 23 01 30 30 30 B5 10 10 111111111111 1.10 1.10 1.10 1.50 1,90 2.40 2.80 3.30 2.90 1.9 1.0 1.0 •» Jcr= 911,71 Lbs ' END OF DESIGN FOR TJ214**** 10/25/2005 13:46:02 • Mark TJ215 Quincy Joist Design --fil: 4.10 Page 1 TJ215 Job No: 4215-05 Seq 02 Name : FARADAY Joist Base length 30LS248/128-OC 34-8 LETC Panel' LE BC Panel' 3- 3 / 2-1 3-9 Depth 30.00 6panels® 2-0 / 2-0 RETCPaneI= 2-1 / 3-3 RE BC Panel - 3-9 Load Case No. PT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.30 Kips TC Uniform Load 248.000 / 128.000 Ib/ft ReactionsLE: TC @ 0-2 From LE= 5,440.6 Lbs RE: TC@0-2FromRE= 5,440.6 Lbs Min. Shear: 25% 1,360.1 Lbs Load Case No. ] Part 2 Reactions LE: TC @ 0- 2 From LE= 5,440.6 Lbs RE: TC @ 0- 2 From RE= 5,440.6 Lbs Min, Shear: 25% 1,360.1 Lbs Load Case No. 9 PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 120 Ib/ft TC/BC Axial Load 79.43 Kips PT. at any One TC Panel Point.0.30 Kips ,Reduced 41.00 * ReactionsLE: TC @ 0- 2 From LE= 3,243.3 Lbs RE: TC @ 0-2 From RE= 3,243.3 Lbs Min. Shear: 25% 810.8 Lbs Load Case No. 9 Part 2 Reactions LE:TC @ 0- 2 From LE= 3,243.3 Lbs RE: TC@ 0-2 From RE= 3,243.3 Lbs Min. Shear: 25% 810.8 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 53 22 28.861 50000 170.4 461.1 240 ISO 12407 16764 2 135.6 69.6 247.6 1.439 1.031 420 ANGLE WEB DESIGN W2 W3 B5 40 1 1 W4 W5 22 20 1 1 W6 01 1 W7 W8 10 01 1 1 W9 W9 10 10 1 1 W8 W7 01 10 1 1 W6 W5 01 20 1 1 W4 W3 22 40 1 1 W2 VI B5 01 1 I V2 01 I V3 01 1 V4 01 1 2.20 2.80 2.60 2.60 2.10 1.60 1.20 1.10 1.10 1.20 1.60 2.10 2.60 2.60 2.80 2.20 1.40 1.3 1.3 1.3 V4 V3 V2 VI 01 01 01 ' 01 1111 1.3 1.3 1.3 1.4 3,280.80 **** END OF DESIGN FOR TJ215**** 10/25/2005 11:50:58 '' Mark J217 Joist 30KS248/128 Quincy Joist Design -el: 4.10 Page 1 J217 Job No: 4215-05 Seq 02 Name : FARADAY Base lengtii 35-1 LETC Panel = 2-0 / 1-61/2 LE BC Panel = 3-0 Depth 30.00 7 panels® 2-0 / 2-0 RETCPanel= 1-6 1/2/ 2-0 RE BC Panel = 3-0 Load Case No. PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 248.000 / 126 .000 Ib/ft Reactions LE: TC@0-2FromLE= 5,256.2 Lbs RE: TC@ 0-2FromRE= 5,256.2 Lbs Min. Shear: 25% 1,314.1 Lbs Load Case No. \ Part 2 Reactions LE: TC@0-2From LE= 5,256.2 Lbs RE: TC@ 0-2FromRE= 5,256.2 Lbs Min. Shear: 25% 1,314.1 Lbs Load Case No. 6 TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft ,Reduced 25.00 * .Reduced 25.00 * .Reduced 25.00 * Reactions LE: TC @0- 2 From LE= 2,274.2 Lbs RE: TC @ 0- 2 From RB= 2,274.2 Lbs Min. Shear: 25% 568.5 Lbs Load Case No, Part 2 Reactions LE: TC@0-2FromLE= 2,274.2 Lbs RE: TC@ 0-2From RE= 2,274.2 Lbs Min. Shear: 25% 568.5 Lbs Load Case No. 7 TC/BC Axial Load 5.31 Kips .Reduced 25.00 % PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 % TC Uniform Load 120.000 Ib/ft .Reduced 25.00 * Reactions LE: TC @ 0- 2 From LE= 2,274.2 Lbs RE: TC @ 0- 2 From RE= 2,274.2 Lbs Min. Shear: 25% 568.5 Lbs — Load Cose No. J Part 2 '• Reactions LE:TC @ 0- 2 From LE= 2,274.2 Lbs RE: TC @ 0- 2 From RE= 2,274.2 CHORD DESIGN Lbs Min. Shear: 25% 568.5 Lbs Inertia (inM) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac(m) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 40 20 29.039 50000 165.1 323.0 240 180 10495 17424 3 105.2 74.9 246.5 1.219 1.027 000 W2 B5 1 W3 3.0 1 W4 30 1 W5 30 1 W6 01 1 W7 23 I W8 01 1 1.90 2.90 3.30 2.80 2.40 1.90 1.50 V3 V4 V5 V4 V3 V2 VI 10 10 10 10 10 10 10 ANGLE WEB DESIGN W9 W10 WIO W9 W8 W7 W6 W5 W4 W3 W2 13 13 13 13 01 23 01 30 30 30 B5 11111111111 1.10 1.10 1.10 1,10 1.50 1.90 2.40 2.80 3.30 2.90 1.9 VI 10 1 1.0 V2 10 1 1.0 1 1.0 1 1.0 1 1.0 1 1.0 1 1.0 1 I.0 1 1.0 •*** END OF DESIGN FOR J217**** 10/25/2005 Mark J218 Quincy Joist Design -.el: 4.10 Page 1 J218 Job No: 4215-05 Seq 02 Name : FARADAY Joist 18KS280/160 Base length 17-8 LETC Panel= 2-0 / 0-10 LEBC Panel- 2-0 Depth 18.00 3 panels @ 2- 0 / 2- 0 RETCPanel = 0-10 / 2-0 RE BC Panel = 2-0 • Load Case No.1 PT. at any One TC Panel Point. 1.00 Kips PT. at any One TC Panel Point.0.40 Kips TC Uniform Load 280.000 / 160.000 Ib/ft Reactions LE: TC@0-2FromLE= 3,678.6 Lbs RE: TC@ 0-2FromRE= 3,678.6 Lbs Min. Shear: 25% 919.6 Lbs Load Case No. \ Part 2 Reactions LE: TC@0-2FromLE= 3,678:6 Lbs RE: TC@ 0-2 From RE= 3,678.6 Lbs Min. Shear: 25% 919.6 Lbs — . Load Case No. 6 : TC/BC Axial Load 5.31 Kips .Reduced 25.00 % PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 * PT. at any One TC Panel Point. 0.40 Kips .Reduced 25.00 * TC Uniform Load 120.000 Ib/ft ,Reduced 25.00 % Reactions LE: TC@0-2 From LE= 1,718.9 Lbs RE: TC@ 0-2FromRE= 1,718.9 Lbs Min. Shear: 25% 429.7 Lbs Load Case No. 6 Part 2 Reactions LE: TC@0-2FromLE= 1,718.9 Lbs RE: TC@ 0-2FromRE= 1,718.9 Lbs Min. Shear: 25% 429.7 Lbs Load Case No. 7 TC/BC Axial Load 5.31 Kips .Reduced 25.00 * PT. at any One TC Panel Point. 1.00 Kips ,Reduced 25.00 % PT. at any One TC Panel Point.0.40 Kips .Reduced 25.00 t TC Uniform Load 120.000 Ib/ft .Reduced 25.00 % Reactions LE: TC@0-2FromLE= 1,718.9 Lbs RE: TC@ 0-2 From RE= 1,718.9 Lbs Min. Shear: 25% 429.7 Lbs Load Case No. 7 Part 2 Reactions LE:TC @ 0-2 From LE= 1,718.9 Lbs RE: TC@0-2FromRE= 1,718.9 CHORD DESIGN Lbs Min. Shear: 25% 429.7 Lbs Inertia (in"4) Deft. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL XL TC BC RowsBC Spac TC BC TC BC TC EP BC 40 20 17.039 50000 28.5 111.5 240 180 7622 U492 I 106.0 109.7 246.5 1.219 1.027 000 W2 W3 W4 W5 W6 W6 W5 W4 B5 10 10 13 10 10 13 10 11111111 ANGLE WEB DESIGN W3 W2 VI V2 V3 V2 VI 10 B5 01 01 01 01 01 1 1 1 1 I 1 1 1.40 2.10 2.60 1.80 LOO 1.00 1.80 2.60 2.10 1.40 1.10 1.20 1.20 1.20 1.10 *** END OFDESIGN FOR J218**** 10/25/2005 11:36:33 •' Mark J301 r Quincy Joist Design Rel. 4 10 Job No: 4215-05 Sea 03 Name : FARADAY Joist 32LS240/120 Base length 58-10 LETCPanel = 3-3 / 2-2 LE BC Panel =4-0 Depths: LE= 24.50 Pitch/12 01/4 12panels© 2-0 / 2-0 Ridge Line = 32.00 Ridge Line at = 29-5 RETCPanel= 2-2 / 3-3 RE BC Panel = 4-0 Page 1 J301 RE = 24.50 Pitch /12=-01/4 PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 240.000 / 120.000 Ib/ft Reactions LE: TC@ 0-2 FromLE= 7,967.3 Lbs RE: TC@ 0-2FromRE= 7,967.3 Lbs Min. Shear: 25% 1,991.8 = Load Case No. \ Part 2 Reactions LE:TC @ 0- 2 From LE= 7,967.3 Lbs RE: TC/BC Axial Load 4.44 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 3,343.0 Lbs RE: TC/BC Axial Load 4 , 44 Kips PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 3,343.0 Lbs RE:TC@ 0-2 From RE= 3,343.0 -]Part2 Reactions LE:TC @ 0- 2 From LE= 3,343.0 Lbs RE: Lbs TC@ 0-2FromRE=* 7,967.3 Lbs Min. Shear: 25% 1,991.8 Lbs .Reduced 25.00 * .Reduced 25.00 V .Reduced 25.00 * Reactions LE: TC @ 0- 2 From LE= 3,343.0 Lbs RE: TC @ 0- 2 From RE= 3,343.0 Lbs Min. Shear: 25% 835.7 Lbs Load Case No, fi Part 2 • TC@ 0-2FromRE= 3,343.0 Lbs Min. Shear: 25% 835.7 Lbs ,Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % Lbs Min. Shear: 25% 835.7 Lbs TC@ 0-2 From RD= 3,343.0 Lbs Min. Shear: 25% 835.7 Lbs Inertia (inA4) Defl. Ratio Chord Shear Check(fV) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 44 43 30-836 50000 724.6 797.2 240 180 13592 14612 3 176.5 42.9 297.7 1.245 1.240 16 0 0 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 W10 Wll W12 W13 W14 W15 W15 W14 W13 W12 Wll W10 B5 41 22 30 13 22 01 20 01 10 01 10 10 01 01 10 10 01 10 01 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 3.90 3.80 4.40 4.00 3.40 3.00 2.90 2.40 1.90 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.6 1.6 1.9 W9 W8 W7 W6 W5 .W4 W3 W2 VI V2 V3 V4 V5 V6 V7 V7 V6 V5 V4 V3 20 01 22 13 30 22 41 B5 01 01 01 01 01 01 01 01 01 01 01 01 11111111.111111111111 2.4 2.9 3.0 3.4 4.0 4.4 3.8 3.9 1.2 1.1 I.I 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 V2 VI 01 01 1 1 1.1 1.2 *** END OF DESIGNFOR J3Q1**** 10/25/2005 11;36:43 •' Mark J302 Quincy Joist Design Rel: 4.10 Job No: 4215-05 Seq 03 Name : FARADAY Joist 32LS240/120 Base length 58-10 LETCPanel= 3-3 / 2-2 LEBC Panel = 4-0 Depths: LE= 24.50 Pitch/12 01/4 12panels® 2-0 / 2-0 Ridge Line ~= 32.00 Ridge Line at = 29- 5 RETCPanel= 2-2 / 3-3 RE BC Panel = 4-0 Page 1 J302 RE = 24.50 Pitch /12=-0 1/4 Load Case No. FT. at any One TC Panel Point.1.00 Kips TC Uniform Load 240.000 / 120.000 Ib/ft Reactions LE: TC@0-2 From LE= 7,967.3 Lbs RE: TC @ 0-2 From RE= 7,967.3 Lbs Min, Shear: 25% 1,991.8 Lbs Load Case No. \ Part 2 — Reactions LE: TC@0-2 From LE= 7,967.3 Lbs RE: TC @ 0-2 From RB= 7,967.3 Lbs Min. Shear: 25% 1,991.8 Lbs Load Case No. 6 TC/BC Axial Load 10 . 39 Kips PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 3,343.0 . Lbs .Reduced 25.00 % .Reduced 25.00 * .Reduced 25.00 % RE: TC@ 0-2 From RE= 3,343.0 Lbs Min. Shear: 25% 835.7 Lbs Load Case No. fi Reactions LE:TC @ 0- 2 From LE= 3,343.0 Lbs RE: TC@ 0-2 From RE= 3,343.0 Lbs Min. Shear: 25% 835.7 Lbs Load Case No. J TC/BC Axial Load 10 .39 Kips PT. at any One TC Panel Point.l.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 3,343.0 Lbs .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % RE: TC @ 0- 2 From RE= 3,343.0 Load Case No. 7 Part 2 Lbs Min. Shear: 25% 835.7 Lbs Reactions LE:TC @ 0-2 From LE= 3,343.0 Lbs Inertia (inA4) Defl. Ratio TC BCEff depth Fy Require Actual LL TL 44 43 30.836 50000 724.6 797.2 240 180 RE: TC @ 0- 2 From RE= 3,343.0 CHORD DESIGN Lbs Min. Shear: 25% 835.7 Lbs Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 13592 14612 3 176.5 42.9 297.7 1.245 1.240 16 0 0 ANGLE WEB DESIGN W2 B5 1 3.90 W9 20 1 2.4 V2 01 1 1.1 W3 41 1 3.80 W8 01 1 2.9 VI 01 1 1.2 W4 22 1 4.40 W7 22 1 3.0 W5 30 1 4.00 W6 13 1 3.4 W6 13 1 3.40 W5 30 I 4.0 W7 22 1 3.00 W4 22 1 4.4 W8 01 1 2.90 W3 41 1 3.8 W9 20 1 2.40 W2 B5 1 3.9 W10 01 1 1.90 VI 01 1 1.2 Wll 10 1 1.60 V2 01 1 1.1 W12 01 1 1.60 V3 01 1 1.1 W13 W14 W15 10 10 01 1 1 1 1.60 1.60 1.60 V4 V5 V6 01 01 01 1 1 1 1.1 1.1 1.1 W15 01 1 1.60 V7 01 1 1.1 W14 10 1 1.60 V7 01 1 1.1 W13 10 1 1.60 V6 01 1 1.1 W12 01 1 1.6 V5 01 1 1.1 Wll 10 1 1.6 V4 01 1 1.1 W10 01 1 1.9 V3 01 1 1.1 '** END OFDESIGNFOR J3Q2**** 10/25/2005 11:36:53 '' Mark J303 Joist 32LS240/12 Job Base length 0 58- 9 3/4 Quincy Joist Design Rel:4,10 No: 4215-05 Seq 03 Name : FARADAY Depths: LE= 24,50 Pitch 712 01/4 Ridge Line Ridge Line at = 32.00 = 29-4 Page I J303 LE TC Panel - 3-3 / 2-1 7/8 LEBC Panel = 4-0 12 panels® 2-0 / 2-0 RE TC Panel = 2- 1 7/8 / 3-3 RE BC Panel =4-0 Load Cose No. \ — ~ TC Point Load 2.00/1.00 Kip @ 11-11 ft PT. at any One TC Panel Point.1.00 Kips TC uniform Load .240.000 / 120.000 Ib/ft Reactions LE: TC@0-2 From LE= 9,562.9 Lbs RE: TC@ 0-2 From RE« 8,366.6 Lbs Min. Shear: 25% 2,390.7 Lbs — Load Case IVo. \ Part 2 Reactions LE:TC @0-2 From LE= 9,562.9 Lbs RE: TC@ 0-2 From RE= 8,366.6 Lbs Min. Shear: 25% 2,390.7 Lbs Load Case No. 6 .Reduced 25.00 t 11-11 ft ,Reduced 25.00 t .Reduced 25.00 % ,Reduced 25.00 % TC/BC Axial Load 4.44 Kips TC Point Load 1.00 Kip & PT. at any One TC Panel Point, 1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE: TC@0-2FromLE= 3,941.3 Lbs RE: TC@ 0-2FromRE*= 3,492.7 Lbs Min. Shear: 25% 985.3 Lbs Load Case No. (j Part 2 Reactions LE: TC @ 0- 2 From LE= 3,941.3 Lbs RE: TC @ 0- 2 From RE= 3,492.7 Lbs Min. Shear: 25% 985.3 Lbs Load Case No. 7 : TC/BC Axial Load 4.44 Kips TC Point Load 1.00 Kip 4 PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 * 11-11 ft .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 * Reactions LE:TC @ 0- 2 From LE= 3,941.3 Lbs RE: TC @ 0- 2 From RE* 3,492.7 Load Case No. 7 Part 2 Lbs Min. Shear: 25% 985.3 Lbs Reactions LE:TC @ 0- 2 From LE= 3,941.3 Lbs RE: TC@ 0-2 From RE= 3,492.7 CHORD DESIGN Lbs Min. Shear: 25% 985.3 Lbs Inertia (inA4) Defl. Ratio TCBCEff depth Fy Require Actual LL TL 51 44 30.71! 50000 808.3 887.8 240 180 Chord Shear Check(fv) Bridging TC BC RowsBC Spac 13218 15060 3 176.4 Max. Unbrac (in) Ryy Fillers TC BC TC BC TC EP BC 51.1 298.9 1.430 1.245 12 0 0 ANGLE WEB DESIGN W2 B7 1 4.60 W9 20 1 2.7 V2 01 1 1.1 W3 4G 1 3.80 W8 01 1 3.2 VI 01 1 1.2 W4 26 1 4.00 W7 23 1 2.8 W5 32 1 4.00 W6 13 1 3.7 W6 23 1 3.90 W5 30 1 4.2 W7 22 1 3.00 W4 23 1 4.1 W8 01 1 2.40 W3 41 1 4.0 W9 13 1 1.70 W2 B5 1 4.1 W10 01 1 2.00 VI 0.1 1 1.2 Wll 13 1 1.70 V2 01 1 1.1 W12 13 1 1.70 V3 10 1 2.0 W13 13 1 1.70 V4 01 1 1.1 W14 13 1 1.70 V5 01 1 1.1 W15 01 1 1.90 V6 01 1 1.1 W15 13 1 1.60 V7 01 1 I.I W14 13 1 1.70 V7 01 1 1.1 WI3 13 1 1.70 V6 01 1 1.1 WI2 01 1 1.9 V5 01 1 I.I Wll 13 1 1.7 V4 01 1 1.1 W10 01 1 2.2 V3 01 1 1.1 10/25/2005 11:36:53 /Quincy Joist Design Rel: 4 10 j Job No: 4215-05 Sea 03 Name : FARADAY Page 2 J303 ***** END OF DESIGN FOR J3Q$**** 10/25/2005 11:37:04 ,' Mark J304 Quincy Joist Design Rel: 4.10 Job No: 4215-05 Sea 03 Name : FARADAY Joist 32LS240/120 Base length 58-10 Depths: LE= 24.50 Pitch /I2 01/4 Ridge Line Ridge Line at = 32.0( = 29-i LETCPanel= 3-3 / 2-2 LE BC Panel = 4-0 12 panels® 2-0 / 2-Q RETCPanel= 2- 2 ( 3-3 RE BC Panel = 4-0 Page 1 J304 RE = 24.50 Pitch /12=-0 1/4 Load Case No. PT. at any One TC Panel Point.0.20 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 240.000 / 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 8,156.7 Lbs RE:TC@ 0-2 From RE= 8,156.7 Lbs Min. Shear: 25% 2,039.2 Lbs Load Case No. Reactions LE:TC @0- 2 From LB- 8,156.7 Lbs TC/BC. Axial Load 4.44 Kips PT. at any One TC Panel Point.0.20 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load. 120.000 Ib/ft RE: Load Case No. Reactions LE:TC @ 0- 2 From LE= 3,485.1 Lbs TC@ 0-2FramRE= 8,156.7 .Reduced 25.00 * .Reduced 25.00 * .Reduced 25.00 * /Reduced 25.00 * TC@ 0-2 From RE* 3,485.1 Lbs Min. Shear: 25% 2,039.2 Lbs Lbs Min. Shear: 25% 871.3 Lbs Reactions LE:TC @ 0-2 From LE= 3,485.1 Lbs TC/BC Axial Load 4.44 Kips PT. at any One TC Panel Point.0.20 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 3,485.1 Lbs RE: • Load Case No. RE: TC@ 0-2 From RE= 3,485.1 • Load Case No. 7 — .Reduced 25.00 \ ,Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % RE: ' TC@ 0-2 From RE= 3,485.1 Lead Case No. 7 Part 2 — Lbs Min, Shear: 25% 871.3 Lbs Lbs Min. Shear: 25% 871.3 Lbs Reactions LE:TC@0-2FromLE= 3,485.1 Lbs Inertia (inA4) Defl. Ratio TC BCEff depth Fy Require Actual LL TL 45 43 30.830 50000 739.4 823.5 240 180 RE: TC @ 0-2 From RE= 3,485.1 CHORD DESIGN Lbs Min. Shear: 25% 871.3 Lbs Chord Shear Check(fV) Bridging Max. Unbrac (in) Ryy Filters TC BC RowsBC Spac TC BC TC BC TC EP BC 12989 14979 3 176,5 53.8 297.7 1.249 1.240 12 0 0 ANGLE WEB DESIGN W2 B5 1 4.00 W9 20 1 2.5 V2 01 1 1.2 W3 41 1 3.90 W8 01 1 3.0 VI 01 I 1.3 W4 23 1 3.90 W7 22 I 3.1 W5 30 1 4.10 W6 13 1 3.5 W6 13 1 3.50 W5 30 1 4.1 W7 22 1 3.10 W4 23 1 3.9 W8 01 1 3.00 W3 41 1 3.9 W9 20 1 2.50 W2 B5 1 4.0 W10 01 I 2.00 VI 01 I 1.3 Wll 10 1 1.60 V2 01 I 1.2 WI2 01 1 1.60 V3 01 1 1.2 W13 10 1 1.60 V4 01 1 1.2 W14 10 1 1.60 V5 01 1 1.2 W15 01 1 1.60 V6 01 1 .1.2 W15 01 I 1.60 V7 01 1 1.2 W14 W13 W12 10 10 01 1 1 1 1.60 1.60 1.6 V7 V6 V5 01 01 01 1 1 I 1.2 1.2 1.2 Wll 10 1 1.6 V4 01 1 1.2 W10 01 1 2.0 V3 01 1 1.2 10/25/2005 1^:37:04 .' Quincy Joist Design Rel. 4 ]0 j Job No: 4215-05 Sea 03 Name : FARADAY Page 2 J304 ***** END OF DESIGN FOR J304**** 10/25/2005 H':37:14 / Quincy Joist Design Rel:4.10 ) Job No: 4215-05 Seq 03 Name : FARADAY Mark Joist Base length Depths: LE= 24.50 J305 32LS240/120 58-10 Pitch /1 2 01/4 Ridge Line Ridge Line at . 32.00 = 29-5 Page 1 J305 RE = 24.50 Pitch /12=-0 1/4 LETC Panel = 3-3 / 2-2 LE BC Panel =4-0 12 panels® 2-0 / 2-0 RETC Panel = 2-2 / 3-3 RE BC Panel = 4-0 Load Case No. PT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.60 Kips TC Uniform Load 240.000 / 120.000 Ib/ft Reactions LE: TC @ 0-2 From LE= 8,535.7 Lbs RE: TC@ 0-2 From RE= 8,535.7 Lbs Min. Shear: 25% 2,133.9 Lbs Load Case No, \ Part 2 Reactions LE: TC @ 0- 2 From LE= 8,535.7 Lbs RE: TC @ 0- 2 From RE= 8,535.7 Lbs Min. Shear: 25% 2,133.9 Lbs Load Case No. & TC/BC Axial Load 4 .44 Kips PT. at any One TC Panel Point.i.00 Kips FT. at any One TC Panel Point.0.60 Kips TC Uniform Load 120.000 Ib/ft Reactions LE: .Reduced 25.00 V .Reduced 25.00 % .Reduced 25.00 * .Reduced 25.00 * Reactions LE: TC/BC Axial PT. at any 0 PT. at any 0 TC Uniform L Reactions LE: Load. , me TC ne TC Reactions LE: TC @ 0- 2 From LE= , Panel Panel Point Point TC @ 0- 2 Froi TC@i 4.44 ..1.00 .0.60 .120.< mLE= ; 3,769.3 Lbs Kips Kips Kips )oo Ib/ft J.769.3 Lbs D-2 FromLE*= 3,769.3 Lbs Inertia (in*4) Defl. Ratio TCBCEff depth Fy Require Actual LL TL 45 44 30.823 50000 769.0 860.9 240 180 RE LoadC RE LoadC RE Chord T 1362 ;: TC @ 0- 2 Frc 'aseNo. 7 , Reduced , Reduced , Reduced , Reduced ; TC@ 0-2 Fro aseNo. J Part 2 ; TC @ 0- 2 Fro CHORD DESIGN - Shear Check(fv) B C BC Rows 3 14430 3 imRE=3,769.3 25.00 * 25.00 % 25.00 * 25.00 % mRE= 3,769.3 mRE=3,769.3 Lbs Min. Shear: 25% 942.3 Lbs Lbs Min. Shear: 25% 942.3 Lbs Lbs Min. Shear: 25% 942.3 Lbs iridging Max. Unbrac (in) Ryy Fillers BC Spac TC BC TC BC TC EP BC 176.5 42.5 298.9 1.249 1.245 16 0 0 ANGLE WEB DESIGN W2 B5 1 4.20 W9 20 1 2.7 V2 01 1 1.4 W3 41 1 4.10 W8 01 1 3.2 VI 01 1 1.6 W4 23 1 4.10 W7 23 1 2.8 W5 40 1 4.30 W6 13 1 3.8 W6 13 1 3.80 W5 40 1 4.3 W7 23 1 2.80 W4 23 1 4.1 W8 01 1 3.20 W3 41 1 4.1 W9 20 1 2.70 W2 B5 1 4.2 W10 01 I 2.20 VI 01 1 1.6 Wll 10 1 1.80 V2 01 1 1.4 W12 01 1 1.70 V3 01 1 1.4 W13 10 1 1.70 V4 01 1 1.4 W14 10 1 1.70 V5 01 1 1.4 W15 01 1 1.70 V6 01 1 1.4 W15 01 I 1.70 V7 10 1 1.4 W14 10 1 1.70 V7 10 1 1.4 W13 WI2 Wll 10 01 10 1 1 1 1.70 1.7 1.8 V6 V5 V4 01 01 01 1 1 1 1.4 1.4 1.4 W10 01 1 2.2 V3 01 1 1.4 10/25/2005 11:37:24 .' Mark 3306 joist 32LS240/I2 Job No: Base length 0 58-10 Quincy Joist Design Rel:4.10 J 4215-05 Sea 03 Name : FARADAY Depths: LE= 24.50 Pitch /12 01/4 Ridge Line Ridge Line at = 32.00 = 29-5 LETCPanel = 3-3 / 2-2 LEBC Panel = 4-0 12 panels® 2-0 / 2-0 RETCPanel = 2-2 / 3-3 RE BC Panel = 4-0 :e 1 J306 RE = 24.50 Pitch /12=-01/4 Load Case No. PT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.80 Kips TC Uniform Load 240.000 / 120.000 Ib/ft Reactions LE: TC@0-2 From LE= 8,725.1 Lbs RE: TC@ 0-2FromRE= 8,725.1 Lbs Min. Shear: 25% 2,181.3 Lbs Load Case No. \ Part 2 Reactions LE: TC @ 0-2 From LE= 8,725.1 Lbs RE: TC@ 0-2 From RE= 8.725.1 Load Case No. fi Lbs Min. Shear: 25% 2,181.3 Lbs TC/BC Axial Load 10.39 Kips PT. at any One TC Panel Point,1.00 Kips PT. at any One TC Panel Point.0.80 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % Reactions LE: TC@0-2FromLE= 3,911.3 Lbs RE: TC@ 0-2 From RE= 3,911.3 Loatt Case No, 6 Lbs Min. Shear: 25% 977.8 Lbs Reactions LE: TC@0-2FromLE= 3,911.3 Lbs RE: TC@ 0-2 From RE= 3,911.3 Lbs Min. Shear: 25% 977.8 Lbs Load Case No. 1 • TC/BC Axial Load 10.39 Kips PT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.80 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 *• .Reduced 25.00 % .Reduced 25.00 * .Reduced 25.00 * Reactions LE: TC @ 0-2 From LE= 3,911.3 Lbs -RE: TC@ 0-2 From RE= 3,911.3 Load Case No. 7 Part 2 Lbs Min. Shear: 25% 977.8 Lbs Reactions LE:TC @ 0- 2 From LE= 3,911.3 Lbs RE: TC @ 0- 2 From RE= 3,911.3 CHORD DESIGN Lbs Min. Shear: 25% . 977.8 Lbs Inertia (inM) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 51 44 30.711 50000 783.9 887.8 240 180 12936 14818 3 176.5 56.5 298.9 1.430 1.245 12 0 0 ANGLE WEB DESIGN W2 B5 1 4.30 W9 20 1 2.8 V2 01 1 1.6 W3 4D 1 3.80 W8 01 1 3.3 VI 01 1 1.7 W4 23 1 4.20 W7 23 1 2.9 W5 40 1 4.40 W6 13 1 3.9 W6 13 1 3.90 W5 40 1 4.4 W7 23 1 2.90 W4 23 1 4.2 W8 01 1 3.30 W3 4D 1 3.8 W9 20 1 2.80 W2 B5 1 4.3 W10 01 1 2.30 VI 01 1 1.7 Wll 10 1 1.80 V2 01 1 1.6 W12 10 1 1.80 V3 01 1 1.6 W13 W14 W15 10 10 10 1 1 I 1.70 1.70 1.70 V4 V5 V6 01 01 10 1 1 1 1.6 1.6 1.6 WI5 10 1 1.70 V7 10 1 1.6 W14 10 1 1.70 V7 10 1 1.6 W13 10 I 1.70 V6 10 1 1.6 W12 10 1 1.8 V5 01 1 1.6 Wll 10 I 1.8 V4 01 1 1.6 W10 01 1 2.3 j V3 01 1 1.6 10/25/2005 11:37:24 •'Quincy Joist Design Rel: 4.10 Page 2 J306 Job No: 4215-05 Seq 03 Name : FARADAY ***** END OF DESIGN FOR J$06**** 10/25/2005 11/37:34 • Mark J307 Quincy Joist Design Rel: 4.10 Job No: 4215-05 Sea 03 Name ; FARADAY Joist 32LS240/120 LETC Panel = 3-3 / LE BC Panel = 4-0 BJ 5 2-2 Base length 58-10 Depths: LE= 24.50 Pitch/12 01/4 12 panels® 2-0 / 2-0 Ridge Line = 32.00 Ridge Line at = 29-5 RE TC Panel = 2-2 / 3-3 RE BC Panel = 4-0 Page 1 J307 RE = 24.50 Pitch /12=-01/4 PT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.80 Kips TC Point Load 1.00/0.50 Kip Load Case No. 11-11 1/2 ft TC Uniform Load 240.000 / 120.000 Ib/ft Reactions LE: TC@0-2 From LE= 9,523.6 Lbs RE: TC@ 0-2FromRE= 8,926.7 Lbs Min. Shear: 25% 2,380.9 Lbs Load Case No. Reactions LE:TC @ 0- 2 From LE= 9,523.6 Lbs RE: Load Case No, TC/BC Axial Load 4 .44 Kips PT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.80 Kips TC Point Load 0.50 Kip 9 11-11 1/2 ft TC Uniform Load 120.000 Ib/ft Reactions LE: Reactions LE: TC @ 0- 2 From LE= 4,210.8 Lbs RE: TC @ 0- 2 From LE= 4,210.8 Lbs RE: TC/BC Axial Load 4.44 Kips PT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.80 Kips TC Point Load 0.50 Kip « 11-11 1/2 ft TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 4,210.8 Lbs RE: Load Case No. I fur i * TC@ 0-2 From RE= 8,926.7 .Reduced 25.00 % .Reduced 25.00 t .Reduced 25.00 % ,Reduced 25 .00 % .Reduced 25.00 * TC @ 0- 2 From RE= 3,986.9 6 Part ?rwrt t, ~~—^^-^^^—^——~m~— TC@ 0-2 From RE= 3,986.9 7/ .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % ,Reduced 25.00 % .Reduced 25.00 % TC @ 0- 2 From RE= 3,986.9 •7 Part 2 Lbs Min. Shear: 25% 2,380.9 Lbs Lbs Min. Shear: 25% 1,052.7 Lbs Lbs Min, Shear: 25% 1,052.7 Lbs Lbs Min. Shear: 25% 1,052.7 Lbs Reactions LE:TC @ 0- 2 From LE= 4,210.8 Lbs RE: TC@ 0-2 From RE= 3,986.9 CHORD DESIGN —• Lbs Min. Shear: 25% 1,052.7 Lbs Inertia (inM) Defl. Ratio TCBCEff depth Fy Require Actual LL TL 51 50 30.602 50000 826.2 897.0 240 180 Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 13685 15193 3 176.5 39.7 342.1 1.430 1.425 12 0 0 ANGLE WEB DESIGN W2 B6 1 4.70 W9 20 1 3.0 V2 01 1 1.6 W3 4D 1 4.30 W8 01 1 3.5 VI 01 1 1.8 W4 22 1 5.50 W7 23 1 3.1 W5 40 I 5.00 W6 10 1 4.6 W6 13 1 4.40 W5 40 1 4.6 W7 23 1 2.90 W4 14 1 4.8 W8 01 1 3.10 W3 4D 1 4.0 W9 20 1 2.60 W2 B6 1 4.4 W10 01 1 2.10 VI 01 1 1.8 Wll 13 1 1.70 V2 01 1 1.6 W12 W13 W14 W15 13 13 13 01 1111 1.70 1.70 1.70 1.90 V3 V4 V5 V6 10 01 01 10 1111 2.0 1.6 1.6 1.6 W15 13 1 1.60 V7 10 1 1.6 W14 13 1 1.70 V7 10 1 1.6 W13 13 1 1.70 V6 10 I 1.6 W12 01 1 1.9 V5 01 1 1.6 Wll 13 1 1.7 V4 01 I 1.6 W10 01 1 2.4 V3 01 1 1.6 10/25/2005 11*37:35 - Quincy Joist Design Rel: 4.10 Page 2 J307 Job No: 4215-05 Sea 03 Name : FARADAY ***** END OF DESIGN FOR J3Q7**** 10/25/2005 11:35:13 ' '. Job No Mark Joist Base length J401 32LS261/126 58-10 LETC Panel = 3-3 / 2-2 LEBC Panel - 4-0 PT. at any One TC Panel Point. 1.00 Kips Reactions LE: TC @ 0- 2 From LE= 8,58 1 .5 Lbs Reactions LE: TC @ 0- 2 From LE= 8,581.5 Lbs PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 135.000 Ib/ft Reactions LE: TC @ 0- 2 From LE= 3,672.0 Lbs Reactions LE: TC @ o- 2 From LE= 3,672.0 Lbs PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 135.000 Ib/ft Reactions LE: TC @ 0- 2 From LE= 3,672.0 Lbs Reactions LE: TC @ 0- 2 From LE= 3,672.0 Lbs Inertia (inA4) Defl. Ratio TCBCEff depth Fy Require Actual LL TL 45 44 30.823 50000 781.5 860.9 240 ISO W2 W3 W4 W5 W6 W7 W8 W9 B5 41 23 40 13 23 01 20 11111111 4.20 4,10 4.10 4.30 3.70 2.80 3.10 2.60 W9 W8 W7 W6 W5 W4 W3 W2 20 01 23 13 40 23 41 B5 I 1 1 1 1 1 1 1 2.6 3.1 2.8 3.7 4.3 4.1 4.1 4.2 V2 VI 01 01 1 1 1.1 1.3 Quincy Joist Design el. 4 JQ : 4215-05 Sea 04 Name : FARADAY Page 1 J401 Depths: LE= 24.50 Ridge Line = 32.00 RE = 24.50 Pitch/12 01/4 Ridge Line at = 29-5 Pitch /12=-0 1/4 I2panels@ 2-0 / 2-0 RETCPanel= 2-2 / 3-3 RE BC Panel = 4-0 00 Ib/ft RE: TC@ 0-2FromR&= 8,581.5 Lbs Min. Shear: 25% 2,145.4 Lbs RE: TC@ 0-2FromRE= 8,581.5 Lbs Min. Shear: 25% 2,145.4 Lbs .Reduced 25.00 * .Reduced 25.00 * , Reduced 25.00 V RE: TC@ 0-2 From RE= 3,672.0 Lbs Min. Shear: 25% 918.0 Lbs RE: TC@ 0-2 From RE= 3,672.0 Lbs Min. Shear: 25% 918.0 Lbs , Reduced 25.00 % .Reduced 25.00 * , Reduced 25 .00 % RE: TC@ 0-2 From RE= 3,672.0 Lbs Min. Shear: 25% 918.0 Lbs RE; TC@ 0-2 From RE= 3,672.0 Lbs Min. Shear: 25% 918.0 Lbs Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 13648 14455 3 176.5 41.8 298.9 1.249 1.245 16 0 0 ANGLE WEB DESIGN W10 Wll W12 W13 W14 W15 W15 W14 W13 W12 Wll WIO 01 10 01 10 10 .01 01 10 10 01 10 01 1 1 1 1 1 1 1 1 3 1 I 1 2.10 1.70 1.70 U7Q 1.70 1,70 1.70 1.70 1.70- 1.7 1.7 2.1 VI V2 V3 V4 V5 V6 V7 V7 V6 V5 V4 V3 01 01 01 01 01 01 01 01 01 01 01 01 1 1 I 1 1 1 1 I I 1 1 1 1.3 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1,1 1.1 1.1 *•* END OFDESIGNFOR J4Q2**** 10/25/2005 11:35:23 •' Mark J402 Quincy Joist Design -el: 4.10 Joist 32LS240/120 Job No: 4215-05 See 04 Name : FARADAY Base length Depths: LE= 24.50 Ridge Line = 32.00 58-10 LETCPanel = 3-3 / 2-2 LE BC Panel = 4-0 Pitch IU 01/4 12 panels® 2-0 / 2-0 Ridge Line at = 29- 5 RETCPanel= 2-2 / 3-3 RE BC Panel = 4-0 Page 1 J402 RE = 24.50 Pitch /12=-01/4 Load Case No. PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 240.000 / 120.000 Ib/ft Reactions LE: TC @ 0-2 From LE= 7,967.3 Lbs RE: TC@ 0-2From RE= 7,967.3 Lbs Min. Shear: 25% 1,991.8 Lbs Load Case No. \ Part 2 Reactions LE; TC@o-2FromLE= 7,967.3 Lbs RE: TC@ 0-2FromRE= 7,967.3 Lbs Min. Shear: 25% 1,991.8 Lbs —: Load Case No. TC/BC Axial Load 10.39 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 V .Reduced 25.00 * ,Reduced 25.00 % Reactions LE: TC@0-2 From LE= 3,343.0 Lbs RE: TC@ 0-2FromRE= 3,343.0 Lbs Min. Shear: 25% 835.7 Lbs Load Case No. (, Part 2 Reactions LE: TC @ 0- 2 From LE= 3,343.0 Lbs RE: TC @ 0-2 From RE= 3,343.0 Lbs Min. Shear: 25% 835.7 Lbs Load Cast No. 7 TC/BC Axial Load 10.39 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 3,343.0 Lbs .Reduced 25.00 * .Reduced 25.00 % .Reduced 25.00 * RE: TC@ 0-2FromRE= 3,343.0 Lbs Min. Shear: 25% 835.7 Lbs Load Case No, ~} Part 2 Reactions LE:TC @ 0- 2 From LE= 3,343.0 Lbs RE: TC @ 0- 2 From RE= 3,343.0 CHORD DESIGN Lbs Min. Shear: 25% 835.7 Lbs Inertia (inA4) Defl. Ratio TC BC Eff depth Fy Require Actual LL TL 44 43 30,836 50000 724.6 797.2 240 180 Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 13592 14612 3 176.5 42.9 297.7 1.245 1.240 16 0 0 ANGLE WEB DESIGN W2 B5 I 3.90 W9 20 1 2.4 V2 01 1 1-1. W3 41 1 3.80 W8 01 1 2.9 VI 01 1 1.2 W4 22 1 4.40 W7 22 I 3.0 W5 30 1 4.00 W6 13 1 3-4 W6 13 1 3.40 W5 30 1 4.0 W7 22 1 3.00 W4 22 1 4.4 W8 01 1 2.90 W3 41 1 3.8 W9 20 I 2.40 W2 B5 1 3.9 W10 01 1 1.90 VI 01 1 1.2 W1I 10 1 1.60 V2 01 1 1.1 W12 01 1 1.60 V3 01 1 1.1 W13 10 1 1.60 V4 01 1 1.1 W14 10 1 1.60 V5 01 1 1.1 W15 01 1 1,60 V6 . 01 1 1,1 W15 01 1 1.60 V7 01 1 1.1 W14 10 1 1.60 V7 01 1 1.1 WI3 10 1 1.60 V6 01 1 1.1 W12 01 1 1,6 V5 01 1 1.1 Wll 10 1 1,6 V4 01 1 1.1 W10 01 1 1,9 V3 01 1 1.1 «* END OF DESIGN FOR J4Q2**** 10/25/2005 11:35:33 •' Job No Mark Joist Base length J403 32LS240/120 58-10 LETC Panel = 3-3 / 2-2 LE BC Panel = 4-0 PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 240.000 / 120.0 Reactions LE: TC @ 0- 2 From LE= 7,967.3 Lbs Reactions LE: TC @ 0- 2 From LE= 7,967.3 Lbs TC/BC Axial Load 4.44 Kips PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE: TC @ 0- 2 From LE= 3,343.0 Lbs Reactions LE: TC @ 0- 2 From LE= 3,343.0 Lbs TC/BC Axial Xroad 4 .44 Kips PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE: TC @ 0- 2 From LE= 3,343.0 Lbs Reactions LE: TC @ 0- 2 From LE= 3,343.0 Lbs Inertia (inM) Defl. Ratio TCBCEff depth Fy Require Actual LL TL 44 43 30.836 50000 724.6 797.2 240 180 W2 W3 W4 W5 W6 W7 W8 W9 B5 41 22 30 13 22 01 20 11111111 '3.90 3.80 4.40 4.00 3.40 3.00 2.90 2.40 W9 W8 W7 W6 W5 W4 W3 W2 20 01 22 13 30 22 41 . B5 11111111 2.4 2.9 3.0 3.4 4.0 4.4 3,8 3,9 V2 VI 01 01 1 1 1:1 1,2 Quincy Joist Design „*!: 4.10 j : 4215-05 Sea 04 Name : FARADAY Depths: LE= 24.50 Ridge Line = 32.00 Pitch 712 01/4 Ridge Line at = 29-5 12 panels® 2-0 / 2-0 RE TC Panel = 2-2 / RE BC Panel = 4-0 30 Ib/ft RE: TC@ 0-2 From RE= 7,967.3 Lbs Min. £ RE: TC @ 0- 2 From RE= 7,967.3 Lbs Min. £ ,Reduced 25.00 * .Reduced 25.00 * .Reduced 25.00 % RE: TC@ 0-2 From RE= 3,343.0 Lbs Min. S RE: TC@ 0-2 From RE= 3,343.0 Lbs Min. S .Reduced 25.00 * .Reduced 25.00 % RE: TC@ 0-2 From RE= 3,343.0 Lbs Min. S RE: TC@ 0-2 From RE= 3,343.0 Lbs Min. S Chord Shear Check(fv) Bridging Max. Unbrac (in) TC BC RowsBC Spac TC BC TC 13592 H612 3 176.5 42.9 297.7 1.24 ANGLE WEB DESIGN W10 Wll W12 W13 W14 W15 W15 W14 W 01 10 01 10 10 01 01 10 10 1 1 I 1 1 1111 1.90 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1. VI V2 V3 V4 V5 V6 V7 V7 V6 01 01 01 01 01 01 01 01 01 i i i i i i i i r 1.2 I.I 1.1 1.1 1.1 I.I 1.1 1.1 1. Page 1 J403 RE = 24.50 Pitch /12=-0 1/4 3-3 shear: 25% 1,991.8 Lbs Jhear: 25% 1,991.8 Lbs hear: 25% 835.7 Lbs hear: 25% 835.7 Lbs hear: 25% 835.7 Lbs hear: 25% 835.7 Lbs Ryy Fillers : BC TC EP BC 5 1.240 16 0 0 13 W12 Wll W10 01 10 01 1 1 1 50 1.6 1.6 1.9 V5 V4 V3 01 01 01 1 1 1 1 I.I 1.1 1.1 ' END OF DESIGN FOR 10/25/2005 U':35:43 .' Mark J404 Quincy Joist Design -vel:4.10 Page 1 J404 Job No: 4215-05 Sea 04 Name : FARADAY Joist 32LS240/120 Base length 58-9 3/4 LETC Panel' LE BC Panel 3-3 / 2-17/8 4-0 Depths: LE= 24.50 Pitch /12 01/4 H panels© 2-0 / 2-0 Ridge Line = 32.00 RE =24.50 Ridge Line at = 29-47/8 Pitch/12=-0 1/4 RE TC Panel = 2-1 7/8 / 3-3 RE BC Panel = 4-0 Load Case No.1 PT. at any One TC Panel Point.1.00 Kips TC Point Load 2.00/1.00 Kip & 11-11 ft TC Uniform Load 240.000 / 120.000 Ib/ft Reactions LE: TC @ 0- 2 From LE= 9,562.9 Lbs RE: TC @ 0- 2 From RE= 8,366.6 Lbs Min. Shear: 25% 2,390.7 Lbs Load Case No. \Part2 Reactions LE: TC@0-2 FromLE= 9,562.9 Lbs RE: TC@ 0-2From RE= 8,366.6 Lbs Mia Shear: 25% 2,390.7 Lbs — Load Case Ata $ — TC/BC Axial Load 4.44 Kips .Reduced 25.00 * PT. at any One TC Panel Point.1.00 Kips ,Reduced 25.00 V TC Point Load 1.00 Kip ® 11-11 ft ,Reduced 25.00 * TC Uniform Load 120.000 Ib/ft .Reduced 25.00 % Reactions LE: TC@0-2FromLE= 3,941.3 Lbs RE: TC@ 0-2FromRE= 3,492.7 Lbs Min. Shear: 25% 985.3 Lbs Load Case No. 6 JB"rt 2 Reactions LE: TC @ 0-2 From LE= 3,941.3 Lbs RE: TC@ 0-2FromRE= 3,492.7 Lbs Min. Shear: 25% 985.3 Lbs Load Case No. 7 TC/BC Axial Load 4.44 Kips .Reduced 25.00 % PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 % TC Point Load 1.00 Kip @ 11-11 ft .Reduced 25.00 % TC Uniform Load 120.000 Ib/ft .Reduced 25.00 % Reactions LE:TC @ 0- 2 From LE= 3,941,3 Lbs RE: TC@ 0-2 From RE= 3,492.7 Load Case No. ^ Part 2 Lbs Min. Shear: 25% 985.3 Lbs Reactions LE:TC @ 0- 2 From LE= 3,941.3 Lbs RE: TC @ 0- 2 From RE= 3,492.7 CHORD DESIGN Lbs Min. Shear: 25% 985.3 Lbs Inertia (inA4) Defl. Ratio TC BC Eff depth Fy Require Actual LL TL 51 44 30.711 50000 808.3 887.8 240 180 Chord Shear Check(fV) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 13218 15060 3 176.4 51.1 298.9 1.430 1.245 12 0 0 W2 B7 1 W3 4G 1 W4 26 1 W5 32 1 W6 23 1 W7 22 1 W8 01 1 W9 13 1 4.60 3.80 4.00 4.00 3.90 3.00 2.40 1.70 W9 W8 W7 W6 W5 W4 W3 W2 20 01 23 13 30 23 41 B5 ANGLE WEB DESIGN W10 Wll WI2 WI3 W14 W15 W15 W14 WI3 W12 Wll W10 01 13 13 13 13 01 13 13 13 01 13 01 1111111.11 2.00 1.70 1.70 1.70 1.70 1.90 1.60 1.70 1.70 1 1 I 1.9 1.7 2.2 1 2.7 1 1 1 1 1 1 1 3.2 2.8 3.7 4.2 4.1 4.0 4.1 VI 01 1 1.2 V2 01 1 1.1 V3 10 1 2.0 V4 01 1 1.1 V5 01 1 1.1 V6 01 1 1.1 V7 01 1 1.1 V7 01 1 1.1 V6 01 1 1.1 V5 01 1 1.1 V4 01 1 1.1 V3 01 1 1.1 V2 VI 01 01 1 1 1.1 1.2 10/25/2005 11:35:43 ' ' • .' ' ' '™\Quincy Joist Design .. . in Page 2 J404jA.61. 4. 1 U J Job No: 4215-05 Sea 04 Name : FARADAY ***** END OF DESIGN FOR J4Q4**** 10/25/2005 11:35:54 ,' Mark J405 Quincy Joist Design -.el: 4.10 Job No: 4215-05 Joist 32LS240/120 Base length 58-10 LETC Panel = 3-3 / 2-2 LE BC Panel = 4-0 Seo 04 Name: FARADAY Ridge Line = 32.00 Ridge Line at = 29- 5 Depths: LE= 24.50 Pitch /12 0 1/4 12 panels® 2-0 / 2-0 Page l J405 RE = 24.50 Pitch /12=-01/4 RETCPand = 2-2 / 3-3 RE BC Panel = 4-0 Load Case No. PT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.40 Kips TC Uniform Load 240.000 / 120.000 Ib/ft Reactions LE: TC @ 0-2 From LE= 8,346.2 Lbs RE: TC@ 0-2FromRE= 8,346.2 Lbs Min. Shear: 25% 2,086.6 Lbs Load Case No. \ Part 2 Reactions LE: TC @ 0-2 From LE= 8,346.2 Lbs RE: TC@ o-2FromRE= 8,346.2 Lbs Min. Shear: 25% 2,086.6 Lbs Load Case No. 6 — TC/BC Axial Load 4.44 Kips PT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.40 Kips TC Uniform Load 120.000 Ib/ft ,Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 * Reactions LE: TC @ 0- 2 From LE= 3,627.2 Lbs RE: TC @ 0- 2 From RE= 3,627.2 Load Case No. 6 Part 2 Lbs Min. Shear: 25% 906.8 Lbs Reactions LE: TC@0-2From LE= 3,627.2 Lbs RE: TC@ 0-2 From R&= 3,627.2 Lbs Min. Shear: 25% 906.8 Lbs Load Case No. 7 TC/BC Axial Load 4.44 Kips PT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.40 Kips TC Uniform Load ..120.000 Ita/ft .Reduced 25.00 * .Reduced 25.00 % .Reduced 25.00 * .Reduced 25.00 * Reactions LE: TC @ 0- 2 From LE= 3,627.2 Lbs RE: TC @ 0- 2 From RE= 3,627.2 • Load Case No. 7 Part 2 Lbs Min. Shear: 25% 906.8 Lbs Reactions LE:TC @ 0- 2 From LE= 3,627.2 Lbs RE: TC @ 0- 2 From RE= 3,627.2 CHORD DESIGN Lbs Min. Shear: 25% 906.8 Lbs Inertia (inA4) Defl. Ratio Chord Shear Check(fV) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 45 43 30.830 50000 754.2 823.5 240 180 13308 15347 3 176.5 48.4 297.7 1.249 1.240 12 0 0 ANGLE WEB DESIGN W2 B5 1 4.10 W9 20 1 2.6 V2 01 1 1.3 W3 41 1 4.00 W8 01 I 3.1 VI 01 1 1.5 W4 23 1 4.00 W7 22 1 3-2 W5 30 1 4.20 W6 13 1 3.6 W6 13 1 3.60 W5 30 I 4.2 W7 22 1 3.20 W4 23 1 4.0 W8 01 1 3.10 W3 41 1 4.0 W9 20 1 2.60 W2 B5 1 4.1 W10 01 1 2.10 VI 01 1 1.5 Wll 10 1 1.70 V2 01 1 1.3 W12 W13 W14 W15 01 10 10 01 1111 1.70 1.60 1.60 1.60 V3 V4 V5 V6 01 01 01 01 1111 1.3 1.3 1.3 1.3 W15 01 1 1.60 V7 01 1 1.3 W14 10 1 1.60 V7 01 1 1.3 W13 10 1 1.60 V6 01 1 1.3 W12 01 1 1.7 V5 01 I 1.3 Wll 10 1 1.7 V4 01 1 1.3 W10 01 1 2.1 V3 01 1 1.3 10/25/2005 11:35:54 Quincy Joist Design j. . IQ Job No: 4215-05 Sea 04 Name : FARADAY Page 2 J405 ***** END OF DESIGN FOR J4ff$**** 10/25/2005 11:36:04 Mark J406 Joist 32LS240/12 i Job No: Base length 0 58-10 Quincy Joist Design ' .,eh 4.10 J 4215-05 Sea 04 Name : FAKADAY Depths: LE= 24.50 Pitch /12 01/4 Ridge Line Ridge Line at = 32.00 = 29-5 LETCPane!= 3-3 / 2-2 LE BC Panel = 4-0 Page 1 J406 RE = 24.50 Pitch /12=-01/4 12 panels® 2-0 / 2-0 RE TC Panel = 2-2 / 3-3 RE BC Panel =4-0 Load Case No. FT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.80 Kips TC Uniform Load 240.000 / 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 8,725.1 Lbs RE:TC@0-2FromRE= 8,725.1 Lbs Min. Shear: 25% 2,181.3 Lbs Load Case No.\ Part 2 Reactions LE:TC @0-2 From LB= 8,725.1 Lbs RE: TC @ 0-2 From RE= 8,725.1 Lbs Min. Shear: 25% 2,181.3 Lbs • • • — Load Case No. $ • • .Reduced 25.00 % .Reduced 25.00 * .Reduced 25.00 * .Reduced 25.00 * TC/BC Axial Load 10.39 Kips PT. at any One TC Panel Point. 1.00 Kips PT. at any One TC Panel Point. 0.80 Kips TC Oniforra Load 120.000 Ib/ft Reactions LE:TC @ 0-2 From LE= 3,911.3 Lbs RE: TC@ 0-2FromRE= 3,911.3 Lbs Mm. Shear: 25% 977.8 Lbs Load Case No. Part 2 - . - Reactions LE: TC @ 0- 2 From LE= 3,911.3 Lbs RE: TC @ 0- 2 From RE= 3,911.3 Load Case No. J TC/BC Axial Load 10.39 Kips .Reduced 25.00 % PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 % PT. at any One TC Panel Point.0.80 Kips .Reduced 25.00 % TC Uniform Load 120.000 Ib/ft .Reduced 25.00 % Lbs Min. Shear: 25% 977.8 Lbs Reactions LE:TC @ 0- 2 From LE= 3,911.3 Lbs Reactions LE:TC @ 0- 2 From LE= 3,911.3 Lbs RE: TC@ 0-2 From RE= 3,911.3 Load Case No. 7 Part 2 RE: TC@ 0-2FromRE= 3,911.3 — CHORD DESIGN Lfas Min. Shear: 25% 977,8 Lbs Lbs Min, Shear: 25% 977.8 Lbs Inertia (inA4) Defl. Ratio TCBCEff depth Fy Require Actual LL TL 51 44 30.711 50000 783.9 887.8 240 180 Chord Shear Check(fV) Bridging TC BC RowsBC Spac 12936 14818 3 176.5 Max. Unbrac (in) Ryy Fillers TC BC TC BC TC EP BC 56.5 298.9 1.430 1.245 12 0 0 ANGLE WEB DESIGN W2 B5 1 4.30 W9 20 I 2.8 V2 01 1 1.6 W3 4D 1 , 3.80 W8 01 1 3.3 VI 01 1 1.7 W4 23 1 4.20 W7 23 1 2.9 W5 40 I 4.40 W6 13 1 3.9 W6 13 1 3.90 W5 40 1 4.4 W7 23 1 2.90 W4 23 1 4.2 W8 01 1 3.30 W3 4D 1 3.8 W9 20 1 2.80 W2 B5 1 4.3 wio wn 01 10 1 1 2.30 1.80 VI V2 01 01 1 1 1.7 1.6 W12 W13 W14 10 10 10 1 1 1 1.80 1.70 1.70 V3 V4 V5 01 01 01 1 1 1 1.6 1.6 1.6 W15 10 1 1.70 V6 10 1 1.6 W15 10 1 1.70 V7 10 1 1.6 W14 10 1 1.70 V7 10 1 1.6 W13 10 1 1.70 V6 10 1 1,6 W12 10 1 1.8 V5 01 1 1.6 wn 10 1 1.8 V4 01 1 1.6 WIO 01 1 2.3 V3 01 1 1.6 1Q/25/2005 11:36:04 •' Quincy Joist Design Page 2 J406 Job No: 4215-05 Sea 04 Name: FARADAY ***** END OF DESIGN FOR J4Q6**** 10/25/2005 11:36:14.' ( Quincy Joist Design -el: 4. 10 Page 1 J407 Job No: 4215-05 Sea 04 Name : FARADAY Mark Joist Base length Depths: LE= 24.50 J407 32LS240/120 58-10 Pitch /12 01/4 LETCPanel = 3-3 / 2-2 12paneis@ 2-0 / 2-0 LE BC Panel =4-0 Ridge Line = 32.00 RE =24.50 Ridge Line at = 29-5 Pitch /12=-0 1/4 RETCPanel = 2-2 / RE BC Panel = 4-0 3-3 PT. at any One TC Panel Point.0.40 Kips PT. at any One TC Panel Point.1.00 Kips TC Point Load 1.00/0.50 Kip 11-11 ft TC -Uniform Load 240.000 / 120.000 Ib/ft Reactions LE: TC @ 0- 2 From LE- 9,145.4 Lbs RE: TC @ 0- 2 From RE= 8,547.1 Lbs Min. Shear: 25% 2,286.3 Lbs Load Case No. \ Part 2 Reactions LE: TC@0-2 From LE= 9,145.4 Lbs RE: TC@ 0-2 FromRE= 8,547.1 Lbs Min. Shear: 25% 2,286.3 Lbs Load Case No, 6" TC/BC Axial Load 4.44 Kips ,Reduced 25.00 % PT. at any One TC Panel Point.0.40 Kips .Reduced 25.00 % PT. at any One TC Panel Point, 1,00 Kips .Reduced 25,00 * TC Point Load 0.50 Kip ® 11-11 ft TC Uniform Load 120.000 Ib/ft .Reduced 25.00 % .Reduced 25.00 % Reactions LE:TC @ 0- 2 From LE= 3,926.8 Lbs RE: TC@ 0-2 FromRE= 3,702.5 Lbs Min. Shear: 25% 981.7 Lbs Load Case No. 6 Port 2 Reactions LE:TC @ 0- 2 From LE= 3,926.8 Lbs TC/BC Axial Load 4.44 Kips PT. at any One TC Panel Point.0.40 Kips PT. at any One TC Panel Point.1.00 Kips TC Point Load 0 . 50 Kip @ 11 TC Uniform Load 120.000 Ib/ft RE: TC @ 0- 2 From RE= 3,702.5 Load Case No, J Lbs Min. Shear: 25% 981.7 Lbs -11 ft .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % Reactions LE:TC @ 0- 2 From LE= 3,926.8 Lbs RE: TC @ 0-2 From RE= 3,702.5 Load Case No. 7 Part 2 Lbs Min. Shear: 25% 981.7 Lbs Reactions LE:TC @ 0- 2 From LB= 3,926.8 Lbs RE: TC@ 0-2 From RE= 3,702.5 CHORD DESIGN Lbs Min. Shear: 25% 981.7 Lbs Inertia (inA4) Defl. Ratio TCBCEff depth Fy Require Actual LL TL Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 1 44 30.711 50000 796.4 S87.8 240 180 13051 14943 3 176.5 54.3 298.9 1.430 1.245 12 0 0 ANGLE WEB DESIGN W2 B6 1 4.50 W9 20 1 2.8 V2 01 1 1.3 W3 4D 1 4.10 W8 01 1 3.3 VI 01 1 1.5 W4 24 1 4.20 W7 23 1 2.9 W5 40 1 4.70 W6 13 1 3.8 W6 22 1 4.20 W5 40 1 4.3 W7 22 1 3.20 W4 23 I 4.1 W8 01 I 2.90 W3 41 1 4.1 W9 20 1 2.40 W2 B5 1 4.2 WIO 01 1 1.90 VI 01 1 1.5 Wll 10 1 1.80 V2 01 I 1.3 W12 10 1 1.80 V3 01 1 1,8 W13 13 1 1.60 V4 01 1 1.3 W14 13 1 1.60 V5 01 1 1.3 W15 01 1 1.80 V6 01 1 1.3 W15 W14 13 13 1 I 1.60 1.60 V7 V7 01 01 1 1 1.3 1.3 W13 13 1 1.60 V6 01 1 1.3 W12 01 1 1.8 V5 01 1 1.3 Wll 10 I 1.8 V4 01 1 1.3 WIO 01 I 2.3 V3 01 1 1.3 IQ/25/2005 ,11:36:14 (•-"" Quincy Joist Design .id: 4.10 j Job No: 4215-05 Sea 04 Name : FARADAY Page 2 J407 ***** END OF DESIGN FOR J4Q7**** 10/25/200,5 ' , ' 11:34:02' Job No Mark Joist Base length J501 32LS240/120 58-93/4 LETCPane!=- 3-3 / 2-17/8 LEBC Panel = 4-0 PT. at any One TC Panel Point. 1.00 Kips -TC Point Load ". 2.00/1.00 Kip 9 TC Uniform Load 240.000 / 120.0 Reactions LE: TC @ 0- 2 From LE= 9,562.9 Lbs Reactions LE: TC @ 0- 2 From LE= 9,562.9 Lbs PT. at any One TC Panel Point. 1.00 Kips Reactions LE: TC @ 0- 2 From LE= 3,941.3 Lbs Reactions LE: TC @ 0- 2 From LE= 3,941 .3 Lbs PT. at any One TC Panel Point. 1.00 Kips Reactions LE: TC @ 0-2 From LE= 3,941.3 Lbs Reactions LE: TC @ 0-2 From LE= 3,941.3 Lbs Inertia (inA4) Defl. Ratio TC BCEff depth Fy Require Actual LL TL 51 44 30.711 50000 808.3 887.8 240 180 W2 W3 W4 W5 W6 W7 W8 W9 B7 4G 26 32 23 22 01 13 11111111 4.60 3.80 4.00 4.00 3.90 3.00 2.40 1.70 W9 W8 W7 W6 W5 W4 W3 W2 20 01 23 13 30 23 41 B5 1 1 1 1 1 1 I 1 2.7 3.2 2.8 3.7 4.2 4.1 4.0 4.1 V2 VI 01 01 1 1 1.1 1.2 Quincy Joist Design el. 4 ]Q j : 4215-05 Sea 05 Name : FARADAY Depths: LE= 24.50 Ridge Line = 32.00 Pitch /12 01/4 Ridge Line at = 29-47/8 12panels@ 2-0 / 2-0 RETCPanel= 2-17/8/ 3-3 RE BC Panel = 4-0 11-11 ft 30 Ib/ft RE: TC @ o- 2 From RE= 8,366.6 Lbs Min. Shear: RE: TC @ 0- 2 From RE= 8,366.6 Lbs Min. Shear : .Reduced 25.00 % 11 ft .Reduced 25.00 % RE: TC@ 0-2 From RE= 3,492.7 Lbs Min. Shear: RE: TC @ 0- 2 From RE= 3,492.7 Lbs Min. Shear : .Reduced 25.00 % .Reduced 25.00 % 11 ft .Reduced 25.00 * RE: TC @ 0- 2 From RE= 3,492.7 Lbs Min. Shear : RE: TC@ 0-2 From RE= 3,492.7 Lbs Min. Shear: Chord Shear Check(fV) Bridging Max. Unbrac (in) Ryy TC BC RowsBC Spac TC BC TC B 13218 15060 3 176.4 51.1 298.9 1.430 1.24 ANGLE WEB DESIGN W10 Wll W12 W13 W14 W15 W15 W14 W13 W 01 13 13 13 13 01 13 13 13 01 1111111111 2.00 1.70 1.70 1.70 1.70 1.90 1.60 1.70 1.70 1 VI V2 V3 V4 V5 V6 V7 V7 V6 V5 01 01 10 01 01 01 01 01 01 01 1 1 1 1 1 1 1 1 1 1 1.2 1.1 2.0 1.1 1.1 1.1 1.1 1.1 1.1 1. Page l J501 RE = 24.50 Pitch /I2=-01/4 25% 2,390.7 Lbs 25% 2,390.7 Lbs 25% 985.3 Lbs 25% 985.3 Lbs 25% 985.3 Lbs 25% 985.3 Lbs Fillers C TC EP BC 5 12 0 0 12 Wll W10 13 01 1 1 9 1.7 2.2 -, V4 V3 01 01 1 1 1 1.1 1.1 1JD/25/20Q5 11:34:03 Quincy Joist Design -,el: 4.10 Page 2 J50I Job No: 4215-05 Seq OS Name : FARADAY ***** END OF DESIGN FOR JjQl**** 10/25/2005 11:34:13 Mark J502 Joist 32LS240/120 LETC Panel - 3-3 / LEBC Panel- 4-0 Quincy Joist Design -el: 4.10 Base length 58-10 2-2 Job No: 4215-05 Seq 05 Name : FARADAY Depths: LE= 24.50 Ridge Line = 32-00 Pitch /12 01/4 12panels® 2-0 / 2-0 Ridge Line at = 29-5 RETCPanel = 2-2 / 3-3 RE BC Panel - 4-0 Page 1 J502 RE = 24.50 Pitch /12=-01/4 Load Case No. \ TC Point Load 1,00/0.50 Kip e 11-11 ft PT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.30 Kips TC Uniform Load 240.000 / 120.000 Ib/ft Reactions LE: TC @ 0- 2 From L&= 9,050.6 Lbs RE: TC @ 0- 2 From RE= 8,452.3 Lbs Min. Shear: 25% 2,262.7 Lbs '• Lead Case No. \ Part 2 Reactions LE:TC @ 0- 2 From LE= 9,050.6 Lbs RE:TC@ 0-2 From RE= 8,452.3 Lbs Min. Shear: 25% 2,262.7 Lbs Load Case No. TC/BC Axial Load 4.44 Kips TC Point Load 0,50 Kip a 11-11 ft PT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.30 Kips TC Uniform Load 120.000 Ib/ft ,Reduced ,Reduced ,Reduced ,Reduced ,Reduced 25.00 % 25.00 % 25.00 % 25.00 % 25.00 * Reactions LE:TC @ 0- 2 From LE= 3,855.8 Lbs RE: TC @ 0- 2 From RE= 3,631.4 Load Case No. 6 Part 2 Lbs Min. Shear: 25% 963.9 Lbs Reactions LE:TC @ 0- 2 From LE= 3,855.8 Lbs TC/BC Axial Load 4.44 Kips TC Point Load 0.50 Kip & PT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.30 Kips TC Uniform Load 120.000 Ita/ft RE: TC @ 0- 2 From RE= 3,631.4 Load Case No. J ,Reduced 25.00 % ,Reduced ,Reduced ,Reduced ,Reduced Lbs Min. Shear: 25% 963.9 Lbs 11-11 ft 25.00 % 25.00 % 25.00 % 25.00 % Reactions LE:TC @ 0- 2 From LE= 3,855.8 Lbs RE: TC@ 0-2 From RE= 3,631.4 Load Case No. 7 Part 2 Lbs Min. Shear: 25% 963.9 Lbs Reactions LE:TC @ 0- 2 From LE= 3,855.8 Lbs RE: TC @ 0- 2 From RE= 3,631.4 CHORD DESIGN Lbs Min. Shear: 25% 963.9 Lbs Inertia (inA4) Defl. Ratio TC BC Eff depth Fy Require Actual LL TL 51 44 30.711 50000 789.0 887.8 240 180 Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 12905 14775 3 J76.5 57.4 298.9 1.430 1.245 12 0 0 ANGLE WEB DESIGN W2 B6 1 4.40 W9 20 1 2.7 V2 01 1 1.3 W3 4D 1 4.00 W8 01 1 3.2 VI 01 1 1.4 W4 24 1 4.10 W7 23 1 2.8 W5 40 1 4.70 W6 13 1 3.7 W6 14 1 3.90 W5 40 1 4.3 W7 22 1 3.10 W4 23 1 4.1 W8 01 1 2.80 W3 41 1 4.1 W9 20 1 2,30 W2 B5 1 4.2 W10 Wll 01 10 1 1 1.90 1.80 VI V2 01 01 1 1 1.4 1.3 W12 10 1 1.80 V3 01 1 1.7 W13 10 1 1.80 V4 01 1 1.3 W14 10 1 1.80 V5 01 1 1.3 WI5 01 1 1.80 V6 01 1 1.3 W15 13 1 1.50 V7 01 1 1.3 W14 10 I 1.80 V7 01 1 1.3 W13 10 1 1.80 V6 01 1 1.3 W12 01 1 1.8 V5 01 1 1.3 Wll 10 1 1.8 V4 01 1 1.3 W10 01 1 2.2 V3 01 1 1.3 10/25/2005 11:34:13 Quincy Joist Design -el: 4.10 Page 2 J502 Job No: 4215-05 See 05 Name : FARADAY ***** END OF DESIGN FOR J$Q2**** 11/17/2005 •15:43:13 Mark J503 Joist 32LS240/120 Quincy Joist Design si: 4.10 Job No: 4215-05 Seg 05 Name : FARADAY Base length 58-10 LETCPanel* 3-3 / 2-2 LEBC Panel* 4-0 Depths: LE= 24.50 Pitch/12 01/4 12panels® 2-0 / 2-0 Ridge Line = 32.00 Ridge Line at = 29- 5 RE TC Panel = 2-2 / 3-3 RE BC Panel = 4-0 Page 1 J503 RE = 24.50 Pitch /12=-0 1/4 Load Case No, PT. at any One TC Panel Point.0.60 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 240.000 / 120.000 Ib/ft Reactions LE:TC @ 0-2 From LE= 8,535.7 Lbs RE1.TC@ 0-2FromRE= 8,535.i Lbs Min. Shear: 25% 2,133,9 Lbs Load Case No.\ Part 2 Reactions LE:TC @ 0-2 From LE= 8,535.7 Lbs RE:TC @ 0- 2 From RE= 8,535.7 Lbs Min. Shear: 25% 2,133.9 Lbs TC/BC Axial Load 10.39 Kips PT. at any One TC Panel Point.0.60 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft Load Case No.6 ,Reduced ,Reduced ,Reduced ,Reduced 25.00 % 25.00 % 25.00 % 25.00 % Reactions LE: TC @ 0- 2 From LE= 3,769.3 Lbs RE: TC @ 0- 2 From RE= 3,769.3 Lbs Min. Shear: 25% 942.3 Lbs Load Case No. g Part 2 Reactions LE: TC@0-2 FromLE= 3,769.3 Lbs RE: TC @ 0-2 From RE= 3,769.3 Lbs Min. Shear: 25% 942.3 Lbs ___. - —— Load Case No. J •—— TC/BC Axial Load 10.39 Kips PT. at any One TC Panel Point.0.60 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 3,769.3 Lbs Reactions LE:TC @ 0-2 From LE= 3,769.3 Lbs ,Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % ,Reduced 25.00 % RE: TC@ 0-2 From RE= 3,769.3 Load Case No. 7 Part 2 RE: TC@ 0-2 From RE= 3,769.3 CHORD DESIGN Lbs Min. Shear: 25% 942.3 Lbs Lbs Min. Shear: 25% 942.3 Lbs Inertia (inA4) Defl. Ratio TC BCEff depth Fy Require Actual LL TL" 45 44 30.823 50000 769.0 860.9 240 180 Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 13623 14430 3 176.5 42.5 298.9 1.249 1.245 16 0 0 ANGLE WEB DESIGN W2 B5 1 4.20 W9 20 1 2.7 V2 01 1 1.4 W3 41 1 4.10 W8 01 1 3.2 VI 01 1 1.6 W4 23 1 4.10 W7 23 1 2.8 W5 40 1 4.30 W6 13 > 1 3.8 W6 13 1 3.80 W5 40 1 4.3 W7 23 I 2.80 W4 23 1 4.1 W8 01 1 3.20 W3 41 1 4.1 W9 20 1 2.70 W2 B5 1 4.2 W10 01 1 2.20 VI 01 1 1.6 Wll 10 1 1.80 V2 01 1 1.4 W12 01 1 1.70 V3 01 1 1.4 W13 10 1 1.70 V4 01 1 1.4 W14 10 1 1.70 V5 01 1 1.4 W15 01 I 1.70 V6 01 1 1.4 W15 01 1 1.70 V7 10 1 1.4 W14 10 1 1.70 V7 10 1 1.4 W13 10 1 1.70 V6 01 1 1.4 W12 01 1 1.7 V5 01 1 1.4 Wll 10 1 1.8 V4 01 1 1.4 W10 01 1 2.2 V3 01 1 1.4 U/17/20Q5 15:43:16' Quincy Joist Design -si: 4.10 Page 2 J503 Job No: 4215-05 Sea 05 Name : FARADAY ***** END OF DESIGN FOR tO/25/2005 11:34:34 Quincy Joist Design '- •> Page 1 J504 Job No: 4215-05 Sea 05 Name : FARADAY Mark Joist Base length Depths: LE= 24.50 J504 32LS240/120 58-10 Pitch/12 01/4 LETCPanel= 3-3 / 2-2 12panels@ 2-0 / 2-0 LEBC Panel = 4-0 Ridge Line = 32-00 RE =24,50 Ridge Line at = 29-5 Pitch /12=-0 1/4. RE TC Panel = 2-2 / RE BC Panel - 4-0 3-3 PT. at any One TC Panel Point.1.00 Kips FT. at any One TC Panel Point.0.60 Kips TC Uniform Load 240.000 / 120.000 Ib/ft Reactions LE: TC@0-2FromLE= 8,535.7 Lbs RE: TC@ 0-2FromRE= 8,535.7 Lbs Min. Shear: 25% 2,133.9 Lbs — Load Case No. \ Part 2 : - Reactions LE:TC @ 0- 2 From LE= 8,535.7 Lbs RE: TC@ 0-2FromRE= 8,535.7 Lbs Min. Shear: 25% 2,133.9 Lbs — Load Case No. 6 - '• - .Reduced 25.00 % .Reduced 25.00 % , Reduced 25.00 % .Reduced 25.00 * TC/BC Axial Load .............. 4.44 Kips FT. at any One TC Panel Point. 1.00 Kips FT. at any One TC Panel Point. 0.60 Kips TC Uniform Load ............... 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 3,769.3 Lbs RE: Load Case No. TC @ 0- 2 From RE= 3,769.3 Lbs Min. Shear : 25% 942.3 Lbs Part 2 Reactions LE:TC@0-2FromLE= 3,769.3 Lbs RE: TC@ 0-2FromRE= 3,769.3 Lbs Min.Shear: 25% 942.3 Lbs '• Load Case No. 7 TC/BC Axial Load 4.44 Kips .Reduced 25.00 % PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 % PT. at any One TC Panel Point.0.60 Kips .Reduced TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 3,769.3 Lbs Reactions LE:TC @ 0- 2 From LE= 3,769.3 Lbs Inertia (inA4) Defl. Ratio TCBCEff depth Fy Require Actual LL TL 45 44 30.823 50000 769.0 860.9 240 180 25.00 % .Reduced 25.00 * RE: TC @ 0- 2 From RE= 3,769.3 Load Case No. 7 Part 2 RE: TC@ 0-2 From RE= 3,769.3 CHORD DESIGN Lbs Min. Shear: 25% 942.3 Lbs Lbs Min. Shear: 25% 942.3 Lbs Chord Shear Check(rV) Bridging TC BC RowsBC Spac 13623 14430 3 176.5 Max. Unbrac (in) Ryy Fillers TC BC TC BC TC EP BC 42.5 298.9 1.249 1.245 16 0 0 ANGLE WEB DESIGN W2 B5 1 4.20 W9 20 1 2.7 V2 01 1 1.4 W3 41 I 4.10 W8 01 1 3.2 VI 01 1 1.6 W4 23 1 4.10 W7 23 1 2.8 W5 40 1 4.30 W6 13 1 3,8 W6 13 1 3.80 W5 40 1 4.3 W7 23 1 2.80 W4 23 1 4.1 W8 01 1 3.20 W3 41 1 4.1 W9 20 1 2.70 W2 B5 1 4.2 WiO W1I W12 01 10 01 1 1 1 2.20 1.80 1.70 VI V2 V3 01 01 01 1 1 1 1.6 1.4 1.4 W13 10 1 1.70 V4 01 1 1.4 W14 10 1 1.70 V5 01 1 1.4 W15 01 1 1.70 V6 01 1 1.4 W15 01 1 1.70 V7 10 1 1.4 W14 10 I 1.70 V7 10 1 1.4 W13 10 I 1.70 V6 01 1 1.4 W12 01 1 1.7 V5 01 1 1.4 Wll 10 1 1.8 V4 01 1 1.4 WIO 01 1 2.2 V3 01 1 1.4 50/25/2005 11:34:34 Quincy Joist Design d. 4 1Q Page 2 J504 Job No: 4215-05 Sea 05 Name : FARADAY ***** END OF DESIGN FOR J504* lfl/25/20Q5 11:34:44 Mark J505 . Joist 32LS240/I2 i Job No: Base length 0 58-10 Quincy Joist Design ' . A:4.10 4215-05 Sea 05 Name : FARADAY Depths: LE= 24.50 Pitch /1 2 01/4 Ridge Line Ridge Line at = 32.00 = 29-5 LETCPanel = 3-3 / 2-2 LEBC Panel = 4-0 12panels® 2-0 / 2-0 RETCPaj«il = 2-2 RE BC Panel =4-0 3-3 Page 1 J505 RE = 24.50 Pitch /12=-01/4 Load Case No, PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 240,000 / 120.000 Ib/ft Reactions LE: TC @ 0-2 From LE- 7,967.3 Lbs RE: TC@ o-2FromRE= 7,967.3 Lbs Min. Shear: 25% 1,991.8 Lbs Load Case No. \ Part 2 Reactions LE: TC @ 0-2 From LE= 7,967.3 Lbs RE: TC@ o-2FromRE= 7,967.3 Lbs Min. Shear: 25% 1,991.8 Lbs Load Case No. 6 : TC/BC Axial Load 4 .44 Kips PT. at any One TC Panel Point.l.00 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 \ ,Reduced 25.00 % ,Reduced 25.00 % Reactions LE: TC @ 0- 2 From LE* 3,34^.0 Lbs RE: TC @ 0- 2 From RE= 3,343.0 Lbs Min. Shear: 25% 835.7 Lbs Load Case No. 6 /*«* ^ Reactions LE: TC @ 0-2 From LE= 3,343.0 Lbs RE: TC @ 0-2 From RE= 3,343.0 Lbs Min. Shear: 25% 835,7 Lbs — • Load Case No. 7 TC/BC Axial Load 4.44 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load. . 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 3,343.0 Lbs ,Reduced 25.00 % .Reduced 25.00 % ,Reduced 25.00 * RE: TC@ 0-2 From RE= 3,343.0 Load Case No. 7 Part 2 Lbs Min. Shear: 25% 835.7 Lbs .Reactions LE:TC @ 0- 2 From LE= 3,343.0 Lbs Inertia (inA4) Defl. Ratio TCBCEff depth Fy Require Actual LL TL 44 43 30.836 50000 724.6 797.2 240 180 RE: TC @ 0- 2 From RE= 3,343.0 CHORD DESIGN Lbs Min. Shear: 25% 835.7 Lbs Chord Shear Check(fv) Bridging TC BC RowsBC Spac 13592 14612 3 176.5 Max. Unbrac (in) Ryy Fillers TC BC TC BC TC EP BC 42.9 297.7 1.245 1.240 16 0 0 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 W10 Wll W12 W13 W14 W15 W15 W14 W13 W12 Wll W10 B5 41 22 30 13 22 01 20 01 10 01 10 10 01 01 10 10 01 10 01 11111111111111111111 1.90 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.6 1.6 1,9 W9 20 I 2.4 V2 01 1 1.1 W8 01 1 2.9 VI 01 1 1.2 W7 22 1 3.0 W6 13 1 3.4 W5 30 1 4.0 W4 22 I 4.4 W3 41 1 3.8 W2 B5 1 3.9 VI 01 1 1.2 V2 01 1 1.1 V3 01 1 1.1 V4 V5 01 01 1 1 1.1 I.I V6 01 1 1.1 V7 01 1 1.1 V7 01 I 1.1 V6 01 1 1.1 V5 01 1 1.1 V4 01 1 1.1 V3 01 1 1.1 ***** END OF DESIGN FOR JSQS**** 10/25/2005 11:34:54' Mark J506 Quincy Joist Design .A: 4.10 Job No: 4215-05 Sea 05 Name ; FARADAY Joist 32LS240/120 Base length 58-10 LETCPanel=. 3-3 / 2-2 LEBCPane!= 4-0 Depths: LE= 24.50 Pitch/12 01/4 12 panels© 2-0 / 2-0 Ridge Line = 32.00 Ridge Line at = 29-5 RETCPanel= 2-2 / 3-3 RE BC Panel - 4-0 Page 1 J506 RE = 24.50 Pitch /12=-0 1/4 Load Case No, PT. at any One TC Panel Point.!.00 Kips TC Uniform Load 240.000 / 120.000 Ib/ft Reactions LE: TC@0-2FromLE= 7,967.3 Lbs RE: TC@ 0-2FromRE= 7,967.3 Lbs Min. Shear: 25% 1,991.8 Lbs = Load Case No. \ Part 2 — Reactions LE: TC@0-2FromLE= 7,967.3 Lbs RE: TC@ 0-2From RE= 7,967.3 Lbs Min. Shear: 25% 1,991.8 Lbs — LoaJ Case No. 6 — TC/BC Axial Load 10.39 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft ,Reduced 25.00 * .Reduced 25.00 % ,Reduced 25.00 * Reactions LE: TC @ 0- 2 From LE= 3,343.0 Lbs RE: TC @ 0- 2 From RE= 3,343.0 Lbs Min. Shear: 25% 835.7 Lbs Load Case No, f> Part 2 Reactions LE: TC @ 0- 2 From LE= 3,343.0 Lbs RE: TC @ o- 2 From RE= 3,343.0 Lbs Min. Shear: 25% 835.7 Lbs Load Case No. 7 TC/BC Axial Load 10.39 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 3,343.0 Lbs .Reduced 25.00 * ,Reduced 25.00 % .Reduced 25.00 * RE: TC@ 0-2 From RE= 3,343.0 Load Case No. "} Part 2 Lbs Min. Shear: 25% 835.7 Lbs Reactions LE:TC @ 0- 2 From LE= 3,343.0 Lbs Inertia (inA4) Defl. Ratio TCBCEff depth Fy Require Actual LL TL 44 43 30.836 50000 724.6 797.2 240 180 RE: TC @ 0- 2 From RE= 3,343.0 CHORD DESIGN Lbs Min. Shear: 25% 835.7 Lbs Chord Shear Check(fv) Bridging TC BC RowsBC Spac 13592 14612 3 176.5 Max. Unbrac (in) Ryy Fillers TC BC TC BC TC EP BC 42.9 297.7 1.245 1.240 16 0 0 . ANGLE WEB DESIGN W2 B5 1 3.90 W9 20 1 2.4 V2 01 1 1.1 W3 41 1 3.80 W8 01 1 2.9 VI 01 1 1.2 W4 22 1 4.40 W7 22 I 3.0 W5 30 1 4.00 W6 13 1 3.4 W6 13 1 3.40 W5 30 1 4.0 W7 22 1 3.00 W4 22 1 4.4 W8 01 1 2.90 W3 41 1 3.8 W9 20 1 2.40 W2 B5 1 3.9 W10 01 I 1.90 VI 01 1 1.2 Wll 10 1 1.60 V2 01 1 I.I W12 W13 01 10 1 1 1.60 1.60 V3 V4 01 01 1 1 1.1 1.1 W14 10 1 1.60 V5 01 1 1.1 W15 01 1 1.60 V6 01 1 1.1 W15 01 1 1.60 V7 01 I 1.1 W14 10 1 1.60 V7 01 1 1.1 W13 10 1 1.60 V6 01 1 1.1 W12 01 1 1.6 V5 01 1 1.1 Wll 10 1 1.6 V4 01 1 1.1 vno 01 I 1.9 V3 01 1 1.1 END OF DESIGN FOR J5Q6**** 1-0/25/2005 11:32:02 Mark J601 Joist 32LS243/123 Quincy Joist Design A: 4.10 Page 1 J60I Job No: 4215-05 Seq 06 Name: FARADAY Base length Depths: LE= 25.50 Ridge Line = 32.00 54- 4 3/4 LETCPanel = 3-2 / 2-03/8 LEBCPanel- 4-0 Pitch/12 01/4 11 panels® 2-0 / 2-0 RE = 25.50 Ridge Line at = 27-23/8 Pitch/12=-0 1/4 RETCPanel' 2-03/8/ 3-2 RE BC Panel = 4-0 Load Case No. PT. at any One TC panel Point.0.80 Kips PT. at any One TC Panel Point.1.00 Kips 'TC Uniform Load 243.000 / 123.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 8,268.7 Lbs Reactions LE:TC @ 0- 2 From LE= 8,268.7 Lbs TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.0.80 Kips PT. at any One TC panel Point.1.00 Kips , TC Uniform Load 120.000 Ib/ft RE: Load Case No. RE: Load Case No. TC@ 0-2FromRE= 8,268.7 Lbs Min. Shear: 25% 2,067.2 Lbs 1 Part 2 TC@ 0-2FromRE= 8,268.7 Lbs Min. Shear: 25% 2,067.2 Lbs 6 ,Reduced ,Reduced ,Reduced ,Reduced 25.00 * 25.00 % 25.00 % 25.00 % Reactions LE:TC @ 0- 2 From LE= 3,707.9 Lbs RE: TC@ 0-2 From RE= 3,707.9 Load Case No. fi Part 2 Reactions LE:TC @ 0- 2 From LE= 3 J07.9 Lbs TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.0.80 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0-2 From LE= 3,707.9 Lbs Reactions LE:TC @ 0- 2 From LE= 3,707.9 Lbs RE: TC @ 0- 2 From RE= 3,707,9 - Load Case No. J .Reduced 25.00 * .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % RE: TC @ 0- 2 From RE= 3,707.9 Load Case No, 7 Part 2 RE: TC @ 0- 2 From RE= 3,707.9 CHORD DESIGN Lbs Min. Shear: 25% 927.0 Lbs Lbs Min. Shear: 25% 927.0 Lbs Lbs Min. Shear: 25% 927.0 Lbs Lbs Min. Shear: 25% 927.0 Lbs Inertia (inA4) Defl. Ratio TC BCEff depth Fy Require Actual LL TL 44 43 30.836 50000 634.3 797.2 240 180 Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 13084 14056 3 163.1 52.1 297.7 1.245 1.240 10 0 0 ANGLE WEB DESIGN W2 B5 1 4.00 W7 22 1 3.1 W3 41 1 3.80 W6 13 1 3.6 W4 23 1 3.90 W5 30 1 4.1 W5 30 1 4,10 W4 23 1 3.9 W6 13 I 3.60 W3 41 1 3.8 W7 22 1 3.10 W2 B5 1 4.0 W8 01 1 3.00 VI 01 1 1.7 W9 20 1 2.50 V2 01 1 1.5 W10 01 1 2.00 V3 01 1 1.6 Wll 10 I 1.60 V4 01 1 1.5 W12 10 1 1.60 V5 01 1 1.6 WI3 WI4 W14 10 10 10 I 1 1 1.60 1.60 1.60 V6 V7 V6 10 01 10 1 1 1 1.5 0.9 1.5 W13 10 1 1.60 V5 01 1 1.6 W12 10 1 1.60 V4 01 1 1.5 Wll 10 1 1.60 V3 01 1 1.6 W10 01 1 2.0 V2 01 1 1.5 W9 20 1 2.5 VI 01 1 1.7 W8 01 1 3.0 'END OF DESIGN FOR J601**** 10/25/2005 14:10:42 Mark J602 Joist 32LS243/123 Quincy Joist Design Kel:4.10 Job No: 4215-05 Seq 06 Name : FARADAY Base length 53-10 LETCPanel = 3-0 / Ml LEBC Panel - 4-0 Depths: LE= 25.50 Pitch/12 01/4 11 panels@ 2-0 / 2-0 Ridge Line = 32.00 Ridge Line at = 26-11 RETCPanel= 1-11 / 3-0 RE BC Panel = 4-0 Page 1 J602 RE = 25.50 Pitch /12=-OI/4 Load Case No, PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 243.000 / 123.000 Ib/ft ReactionsLE: TC @ 0-2 From LE= 7,447.3 Lbs RE: TC@ 0-2FromRE= 7,447.3 Lbs Min. Shear: 25% 1,861.8 Lbs Load Case No. \ Part 2 • ReactionsLE: TC @ 0-2 From LE= 7,447.3 Lbs RE: TC@ 0-2FromRE= 7,447.3 Lbs Min. Shear: 25% 1,861,8 Lbft. Load Case No. fi PT. at any One TC Panel Point.1.00 Kips TC/BC Axial Load 10.42 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 * .Reduced 25.00 * .Reduced 25.00 * ReactionsLE: TC @ 0-2 From LE= 3,117.8 Lbs RE: TC@ 0-2 From RE= 3,117.8 Lbs Min. Shear: 25% 779.4 Lbs Load Case No. 6 p"ti 2 ReactionsLE: TC @ 0-2 From LE= 3,117.8 Lbs RE: TC@ 0-2 From RE= 3,117.8 Lbs Min. Shear': 25% 779.4 Lbs Load Case No. J PT. at any One TC Panel Point.1.00 Kips TC/BC Axial Load 10.42 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 3,117.8 Lbs Reactions LE:TC @ 0-2 From LE= 3,117.8 Lbs .Reduced 25.00 * .Reduced 25.00 % .Reduced 25.00 % RE: TC@ 0-2FromRE= 3,117.8 Load Case No. 7 Part 2 RE: TC@ 0-2FromRE= 3,117.8 CHORD DESIGN — Lbs Min. Shear: 25% 779.4 Lbs Lbs Min. Shear: 25% 779.4 Lbs Inertia (inA4) Defl. Ratio TC BCEff depth Fy Require Actual LL TL 43 4G 30.857 50000 566.3 698.3 240 180 Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 12654 14877 4 129.2 59.2 295.6 1.240 1.231 10 0 0 ANGLE WEB DESIGN . ,j. , W2 B5 1 3.60 W7 22 1 2.7 W3 40 1 3.70 W6 01 1 3.6 W4 14 1 3.90 W5 23 1 3.2 W5 23 1 3.20 W4 14 1 3.9 W6 01 1 3.60 W3 40 1 3.7 W7 22 1 2.70 W2 B5 1 3.6 W8 01 1 2.60 VI 01 1 1.2 W9 14 1 1.80 V2 01 1 1.0 W10 01 1 1.70 V3 01 1 1.0 Wll 10 1 1.50 V4 01 1 1.0 W12 01 1 1.50 V5 01 1 1.0 W13 10 1 1.50 V6 01 , 1 1.0 W14 10 1 1.50 V7 01 1 0.8 W14 W13 10 10 1 I 1.50 1.50 V6 V5 0.1 01 1 1 1.0 1.0 W12 01 1 1.50 V4 01 1 1.0 Wll 10 1 1.50 V3 01 1 1.0 W10 W9 W8 • ,;.01 14 01 . .; 111 •";:• 1.7 1.8 2.6 V2 VI 01 01 1 1 1.0 1.2 < END OF DESIGN FOR JJ02**** 10/25/2005 11:32:20 r ' Quincy Joist Design Rel:4.10 .. Page 1 J603 Job No: 4215-05 Sea 06 Name : FARADAY Mark Joist Base length Depths: LE= 25.50 J603 32LS243/123 53-10 Pitch /12 01/4 LETCPanel= 3-0 / I-M 11 panels® 2-0 / 2-0 LEBC Panel = 4-0 Ridge Line = 32-°0 RE =25.50 Ridge Line at = 26-11 Pitch /I 2=-0 1/4 RETCPanel= 1-11 / RE BC Panel = 4-0 3-0 FT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 243.000 / 123.000 Ib/ft Reactions LE: TC@0-2FromLE= 7,447.3 Lbs RE: TC@ 0-2FromRE= 7,447.3 Lbs Min. Shear: 25% 1,861.8 Lbs Load Case No. \ Part 2 Reactions LE: TC@0-2FromLE= 7,447.3 Lbs RE: TC@ 0-2FromRE= 7,447.3 Lbs Min. Shear: 25% 1,861.8 Lbs Load Case No. (J TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 % .Reduced 25 . 00 % .Reduced 25.00 % Reactions LE: TC@0-2 FromLE= 3,117.8 Lbs RE: TC@ o-2FromRE= 3,117.8 Lbs Min. Shear: 25% 779.4 Lbs Load Case No. 6 fart 2 Reactions LE: TC@0-2FromLE= 3,117.8 Lbs RE: TC@ 0-2FromRE= 3,117.8 Lbs Min. Shear: 25% 779,4 Lbs Load Case No. J TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0-2 From LE= 3,117.8 Lbs Reactions LE:TC @ 0-2 From LE= 3,117.8 Lbs .Reduced 25.00 % .Reduced 25.00 t .Reduced 25.00 % RE: TC @ 0- 2 From RE= 3,117.8 Load Case No. 1 Part 2 RE: TC@ 0-2 From RE= 3,117.8 CHORD DESIGN Lbs Min. Shear: 25% 779.4 Lbs Lbs Min. Shear: 25% 779.4 Lbs Inertia (inA4) Defl. Ratio TC BC Eff depth Fy Require Actual LL TL 43 4G 30.857 50000 566.3 698.3 240 ISO Chord Shear Checkffv) Bridging TC BC RowsBC Spac 12654 14877 4 129.2 Max. Unbrac (in) Ryy Fillers TC BC TC BC TC EP BC 59.2 295.6 1.240 1.231 10 0 0 ANGLE WEB DESIGN W2 B5 1 3.60 W7 22 1 2.7 W3 40 1 3.70 W6 01 1 3.6 W4 14 1 3.90 W5 23 1 3.2 W5 23 1 3.20 W4 14 1 . 3.9 W6 01 1 3.60 W3 40 1 3.7 W7 22 1 2.70 W2 B5 1 3.6 W8 01 1 2.60 VI 01 1 1.2 W9 14 1 1.80 V2 01 1 1.0 W10 01 1 1.70 V3 01 1 1.0 WI1 10 1 1.50 V4 01 1 1.0 W12 01 1 1.50 V5 01 1 1.0 W13 W14 W14 10 10 10 1 1 1 1.50 1.50 1.50 V6 V7 V6 01 01 01 1 1 1 1.0 0.8 1.0 W13 10 1 1.50 V5 01 1 1.0 W12 01 1 1.50 V4 01 1 1.0 Wll 10 1 1.50 V3 01 1 1.0 W10 01 I 1.7 V2 01 I 1.0 W9 14 1 1.8 VI 01 I 1.2 W8 01 1 2.6 .-: ***** END OF DESIGN FOR 10/25/2005 14:12:05 Quincy Joist Design : -Re.: 4.10 Page > J604 f ' Job No: 4215-05 Sea 06 Name : FARADAY Mark Joist Base length Depths: LE= 25.50 J604 32LS243/123 53-10 Pitch /1 2 01/4 LETCPanel = 3-0 / 1-11 11 panels® 2-0 / 2-0 LEBC Panel - 4-0 Ridge Line = 32.00 RE =25.50 ; RidgeLineat = 26-11 Pitch /12=-0 1/4 RETCPanel = 1-11 / 3-0 RE BC Panel =4-0 PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 243.000 / 123.000 Ib/ft Reactions LE: TC@0-2FromLE= 7,447.3 Lbs RE: TC@ 0-2FromRE= 7,447.3 Lbs Mitt. Shear: 25% 1,861.8 Lbs ——— Load Case No. \ Part 2 Reactions LE: TC@0-2FromU&= 7,447.3 Lbs RE: TC@ 0-2FromRE= 7,447.3 Lbs Min. Shear: 25% 1,861.8 Lbs Load Case No. 9 PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120 Ib/ft TC/BC Axial Load 120.80 Kips .Reduced 41.00 Reactions LE: TC@0-2FromLE= 4,157.0 Lbs RE: TC@ 0-2FromRE= 4,157.0 Lbs Min. Shear: 25% 1,039.3 Lbs Load Case No. 9 Part 2 : •- Reactions LE:TC @ 0- 2 From LE= 4,157.0 Lbs RE; TC@ 0-2 From RE= 4,157.0 CHORD DESIGN Lbs Mia Shear: 25% 1,039.3 Lbs Inertia (inA4) Defl. Ratio Chord Shear Checkffv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 63 4G 30.569 50000 566.3 915.9 240 180 13260 15014 4 129.2 62.3 295.6 1.647 1.231 10 2 0 W2 B5 1 W3 40 1 W4 14 1 W5 23 1 W6 01 1 W7 22 1 W8 01 1 W9 13 1 ANGLE WEB DESIGN W10 Wll W12 W13 W14 W14 W13 W12 Wll W10 W9 01 10 01 10 10 10 10 01 10 01 13 1I111 1 1 1 1 1 3.60 3.70 3.90 3.20 3.60 2.80 2.60 1.90 1.70 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.7 1.9 W7 W6 W5 W4 W3 W2 VI V2 V3 V4 V5 V6 V7 V6 V5 V4 V3 V2 VI 22 01 23 14 40 B5 01 01 01 01 01 01 01 01 01 01 01 01 01 1 W8 01 1 2.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2.8 3.6 3.2 3.9 3.7 3.6 1.4 1.2 1.2 1.2 1.2 1.2 1.0 1.2 1.2 1.2 1,2 1.2 1.4 ***** END OF DESIGN FOR J6Q4**** 1-0/25/2005 11:32:39 ' Quincy Joist Design Rel;4.10 Page l J605 Job No: 4215-05 Sea 06 Name : FARADAY Mark Joist Base length Depths: LE= 25.50 J605 32LS243/123 54- 1 1/2 Pitch /12 0 1/4 LETCPanel = 3-1 / 1-113/4 U panels® 2-0 / 2-0 LE BC Panel =4-0 Ridge Line = 32.00 RE =25.50 Ridge Line at = 27-0 3/4 Pitch /12=-01/4 RETCPanel= 1-U3/4/ 3-1 RE BC Panel - 4-0 PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 243.000 / 123.000 Ib/ft Reactions LE: TC@0-2From LE= 7,481.5 Lbs RE: TC@ 0-2 From RE= 7,481.5 Lbs Min. Shear: 25% 1,870.4 Lbs Load Case No. \ Part 2 = Reactions LE: TC@0-2FromLE= 7,481.5 Lbs RE: TC@0-2FromRE= 7,481.5 Lbs Min. Shear: 25% 1,870.4 Lbs —• ; Load Case No. fi — TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 12 0 . 000 Ib/f t ,Reduced 25.00 t ,Reduced 25.00 % .Reduced 25.00 * Reactions LE: TC @ 0- 2 From LE= 3,130.0 Lbs RE: TC @ 0- 2 From R&= 3,130.0 Lbs Min. Shear : 25% 782.5 - Lead Case No. 6 Port 2 Lbs Reactions LE: TC@0-2FromLE= 3,130.0 Lbs RE: TC@ 0-2 From RE= 3,130.0 Lbs Min.Shear: 25% 782.5 Lbs Load Case No. 7 TC/BC Axial Load 5.31 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 * .Reduced 25.00 * .Reduced 25.00 * Reactions LE: TC@0-2 From LE= 3,130.0 Lbs RE: TC@ 0-2 FromRE= 3,130.0 Lbs Min. Shear: 25% 782.5 Lbs Load Case No, "} Part 2 Reactions LE:TC @ 0-2 From LE= 3,130.0 Lbs RE: TC@ 0-2 From RE= 3,130.0 CHORD DESIGN Lbs Min. Shear: 25% 782.5 Lbs Inertia (inA4) Defi. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 43 4G 30.857 50000 575.2 698.3 240 180 12761 15025 4 129.9 57.2 295.6 1.240 1.231 10 0 0 ANGLE WEB DESIGN W2 B5 1 3.60 W7 22 1 2.7 W3 40 1 3.80 W6 01 1 3.6 W4 14 1 3.90 W5 23 1 3.2 W5 23 1 3.20 W4 14 1 3.9 W6 01 1 3.60 W3 40 1 3.8 W7 22 1 2.70 W2 B5 1 3.6 W8 01 1 2.60 VI 01 1 1.2 W9 14 1 1.80 V2 01 1 1.0 W10 01 1 1.70 V3 01 1 1.0 Wll 10 1 1.50 V4 01 1 1.0 W12 01 1 1.50 V5 01 1 1.0 W13 W14 W14 W-I3 10 10 10 10 1111 1.50 1.50 1.50 1.50 V6 V7 V6 V5 01 01 01 01 1111 1.0 0.8 1.0 1.0 W12 01 1 1.50 V4 01 1 1.0 Wll 10 1 1.50 V3 01 1 1.0 W10 01 I 1.7 V2 01 1 1.0 W9 14 1 1.8 VI 01 1 1.2 W8 01 1 2.6 ' END OFDESIGNFOR J6Q$**** 10/25/2005 14:13:19 Mark TJ606 Quincy Joist Design Kel: 4.10 Page 1 TJ606 Joist 32LS243/123-OC Job No; 4215-05 Sea 06 Name : FARADAY Base length Depths: LE= 25.50 Ridge Line = 32-°° RE = 25.50 54-11/2 Pitch 111 01/4 Ridge Line at = 27-03/4 Pitch 712=-01/4 LETCPanel= 3-1 / 1-113/4 LEBC Panel - 4-0 11 panels @ 2- 0 / 2- 0 RE TC Panel - 1-113/4/ 3-1 RE BC Panel = 4-0 Load Case No. PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 243 . 000 / 123 . 000 Ib/ft Reactions LE: TC@0-2FromLE= 7,481.5 Lbs RE: TC@ 0-2FromRE= 7,481.5 Lbs Min. Shear: 25% 1.870.4 Lbs Load Case No. \ Part 2 :— Reactions LE: TC@0-2PromLE= 7,481.5 Lbs RE: TC@ 0-2FromRE= 7,481.5 Lbs Min. Shear: 25% 1,870.4 Lbs Load Case No. 6 TC/BC Axial Load 5.31 Kips PT. at any One TC Panel point.1.00 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 \ .Reduced 25.00 \ .Reduced 25.00 t Reactions LE: TC@0-2FromLE= 3,130.0 Lbs RE: TC@ 0-2FromRE= 3,130.0 Lbs Min. Shear: 25% 782.5 Lbs — Load Case No. 6 Reactions LE: TC @ 0-2 From LE=- 3,130.0 Lbs RE: TC@0-2FromRE= 3,130.0 Lbs Min. Shear: 25% 782.5 Lbs Load Case No. 7 TC/BC Axial Load 5.31 Kipa PT. at any One TC Panel Point.1.00 Kipa TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 3,130.0 Lbs .Reduced 25.00 % .Reduced 25.00 * .Reduced 25.00 * RE: TC @ 0- 2 From RE= 3,130.0 Load Case No. "J Part 2 Lbs Min. Shear: 25% 782.5 Lbs Reactions LE:TC @ 0-2 From LE= 3,130.0 Lbs RE: TC@ 0-2 From RE= 3,130.0 CHORD DESIGN Lbs Min. Shear: 25% 782,5 Lbs Inertia (inA4) Defl. Ratio TC BC Eff depth Fy Require Actual LL TL 43 4G 30.857 50000 575.2 698.3 240 180 Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 12761 15025 4 129.9 57.2 295.6 1.240 1.231 10 0 0 ANGLE WEB DESIGN W2 B5 1 3.60 W7 22 1 2.7 W3 40 1 3.80 W6 01 1 3.6 W4 14 1 3.90 W5 23 1 3.2 W5 23 I 3.20 W4 14 1 3.9 W6 01 1 3.60 W3 40 1 3.8 W7 22 1 2.70 W2 B5 1 3.6 W8 01 1 2.60 VI 01 1 1.2 W9 14 1 1.80 V2 01 1 1.0 W10 01 1 1.70 V3 01 1 1.0 Wll 10 1 1.50 V4 01 1 1.0 W12 01 1 1.50 V5 01 1 1.0 W13 W14 W14 W13 10 10 10 10 1111 1.50 1.50 1.50 1.50 V6 V7 V6 V5 01 01 01 01 1111 1.0 0.8 1.0 1.0 W12 01 1 1.50 V4 01 1 1.0 Wll 10 I 1.50 V3 01 1 1.0 W10 01 1 1.7 V2 01 1 1.0 W9 14 1 1.8 VI 01 1 1.2 W8 01 1 .; 2.6 Error/Warnings Per = 387 Lbs Place Erection Danger Tag 386.91 ' END OF DESIGN FOR 10/25/2005 11:33:02 Mark J607 Quincy Joist Design Page 1 J607 Job No: 4215-05 Sea 06 Name : FARADAY Joist 18LS280/160 Base length 15-3 3/4 LETC Panel1 LE BC Panel 2-3 / 1-47/8 2-3 Depth 18.00 2panels© 2-0 / 2-0 RE TC Panel = I-4 7/8 / 2-3 RE BC Panel = 2-3 Load Case No.1 PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 280.000 / 160.000 Ib/ft Reactions LE: TC @ 0- 2 From LE= 2,958.0 Lbs RE: TC @ 0- 2 From RE= 2,958.0 Lbs Min. Shear; 25% 739.5 Lbs Load Cose No. \ Fort 2 : Reactions LE: TC @ 0- 2 From LE= 2,958.0 Lbs RE: TC @ 0- 2 From RE-= 2,958.0 Lbs Min. Shear: 25% 739.5 Lbs Load Case No. 6 TC/BC Axial Load 5.31 Kips ,Reduced 25.00 % PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 t TC Uniform Load 120.000 Ib/ft .Reduced 25.00. * Reactions LE: TC@0-2FromLE= 1,319.8 Lbs RE: TC@ 0-2 From R&= 1,319.8 Lbs Min. Shear: 25% 329.9 Lbs Load Case No. f, Part 2 Reactions LE: TC@0-2 From LE= 1,319.8 Lbs RE: TC @ 0-2 From RE= 1,319.8 Lbs Min. Shear: 25% 329.9 Lbs -> Load Case No. 7 TC/BC Axial Load 5.31 Kips ,Reduced 25.00 * PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 * TC Uniform Load 120.000 Ib/ft .Reduced 25.00 % Reactions LE: TC@0-2 From LE= 1,319.8 Lbs RE: TC@ 0-2 From RE- 1,319.8 Lbs Min. Shear: 25% 329.9 Lbs — Load Case No. 7 Part 2 = Reactions LE:TC@0-2FromLE= 1,319.8 Lbs RE: TC @ 0-2 From RE= 1,319.8 CHORD DESIGN Lbs Min. Shear: 25% 329.9 Lbs Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 40 20 17.039 50000 18.2 111.5 240 180 5721 9349 1 91.8 109.7 246.5 1.219 1.027 000 W2 W3 W4 W5 W5 W4 W3 B5 13 10 01 01 10 13 1 1 1 1 I 1 1 ANGLE WEB DESIGN W2 VI V2 V2 VI B5 01 01 01 01 1 1 I 1 1 1.20 1.80 1.60 0.80 0.80 1.60 1.80 1.20 0.90 1.00 1.00 0.90 ***** END OF DESIGN FOR JfiQ?**** 10/25/2005 l'5:26:53 ' Mark TJ608 Quincy Joist Design Kel: 4.10 Page 1 TJ608 Job No: 4215-05 Seq 06 Name : FARADAY Joist Base length 18LS280/160-OC 14-8 LE TC Panel: LE BC Panel> 2-0 / 1-4 2-3 Depth 18.00 2 panels© 2-0 / 2-0 RETCPanel = 1-4 / 2-0 RE BC Panel =2-3 Load Case No.1 PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 280.000 / ISO. 000 Ib/ft Reactions LE: TC@0-2FromLE= 2,878.8 Lbs RE: TC@ 0-2 FromRE= 2,878.8 Lbs Min. Shear: 25% 719.7 Lbs Load Case No, I Part 2 : Reactions LE: TC@0-2FromLE= 2,878.8 Lbs RE: TC@ 0-2FromRE= 2,878.8 Lbs Min. Shear: 25% 719.7 Lbs : Load Case No. fi TC/BC Axial Load 10 .42 Kips , Reduced 25 . 00 % PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 % ;'! TC Uniform Load 120.000 Ib/ft ,Reduced 25.00 * Reactions LE: TC@0-2FromLE= 1,299.1 Lbs RE: TC @ 0-2 From RE= 1,299.1 Lbs Min. Shear: 25% 324.8 Lbs: Load Case No. 6 Paft 2 Reactions LE: TC@0-2 FromLE= 1,299.1 Lbs RE: TC@ 0-2 From RE= 1,299.1 Lbs Min. Shear: 25% 324.8 Lbs : Load Case No. 1 TC/BC Axial Load 10.42 Kips .Reduced 25.00 % PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 * TC Uniform Load 120.000 Ib/ft .Reduced 25.00 * Reactions LE: TC@0-2FromLE= 1,299.1 Lbs RE: TC@0-2FromRE= 1,299.1 Lbs Min. Shear: 25% 324.8 Lbs Load Case No. "/ Part 2 Reactions LE:TC @ 0-2 From LE= 1,299.1 Lbs RE: TC @ 0-2 From RE= 1,299.1 CHORD DESIGN Lbs Min. Shear: 25% 324.8 Lbs Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC Eff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 40 20 17.039 50000 16.1 111.5 240 180 6056 10218 1 88.0 109,7 246.5 1.219 1.027 000 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI B5 10 10 01 01 10 10 B5 01 01 01 01 1 1 1 1 1 1 1 1 1 I 1 1 1.10 1.60 1.60 0.80 0.80 1.60 1.60 1.10 0.90 1.00 1.00' 0.90 -= 7,670.68 ' END OF DESIGN FOR fJ608 **** 10/25/2005 14:14:43 Mark J609 Quincy Joist Design Rel: 4.10 Page 1 J609 Job No; 4215-05 See 06 Name : FARADAY Joist 18LS280/160 Base length 14-8 LETCPanel = 2-0 / 1-4 LEBC Panel = 2-3 Depth 18.00 2 panels (2 2-0 / 2-0 RETCPanel= 1-4 / 2-0 RE BC Panel =2-3 Load Case No.I PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 280.000 / 150.000 Ib/ft Reactions LE: TC @ 0-2 From LE= 2,878.8 Lbs RE; TC@ 0-2FromRE= 2,878.8 Lbs Min. Shear: 25% 7\9.7 Lbs Load Case No. \ Part 2 Reactions LE: TC@0-2FromLE= 2,878.8 Lbs RE: TC@ 0-2FromRE= 2,878.8 Lbs Min. Shear: 25% 719,7 Lbs Load Case No. 6 TC/BC Axial Load 5.31 Kips .Reduced 25.00 % PT. at any One TC Panel Point. 1.00 Kips .Reduced 25.00 t TC Uniform Load 120.000 Ib/ft .Reduced 25.00 * Reactions LE: TC@0-2 From LE= 1,299.l Lbs RE: TC@ 0-2 From RE= 1,299.1 Lbs Min. Shear: 25% 324.8 Lbs Load Case No, g Part 2 Reactions LE: TC@0-2 From LE= 1,299.1 Lbs RE: TC@ 0-2 From RE= 1,299.1 Lbs Min. Shear: 25% 324.8 Lbs Load Case No. 7 — TC/BC Axial Load ' 5 .31 Kips .Reduced 25.00 % PT. at any One TC Panel Point. 1.00 Kips .Reduced 25.00 * TC Uniform Load 120.000 Ib/ft .Reduced 25.00 % Reactions LE: TC@0-2 From LE= 1,299.1 Lbs RE: TC @ 0-2 From RE= 1.299.1 Lbs Min. Shear: 25% 324.8 Lbs Load Case No. 7 Part 2 Reactions LE:TC @ 0-2 From LE= 1,299.1 Lbs RE: TC @ 0-2 From RE= 1,299.1 CHORD DESIGN Lbs Min. Shear: 25% 324.8 Lbs Inertia (inA4) Defl. Ratio Chord Shear Check(fV) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 40 20 17.039 50000 16.1 111.5 240 180 5521 10218 1 88.0 109.7 246.5 1.219 1.027 000 W2 W3 W4 W5 W5 W4 W3 W2 B5 10 10 01 01 10 !0 B5 1 1 1 1 1 1 I 1 ANGLE WEB DESIGN VI V2 V2 VI 01 01 01 01 1111 1.10 1.60 1.60 0.80 0.80 1.60 1.60 1.10 0.90 1.00 1.00 0.90 ***** END OF DESIGN FOR J6Q9**** 19/25/2005 11:33:18 Mark J610 Joist 32LS243/123 Quincy Joist Design Rel: 4.10 Page 1 J610 Job No: 4215-05 Sea 06 Name : FARADAY Base length 54- I 1/2 LETC Panel = 3-1 / 1-113/4 LEBC Panel = 4-0 Depths: LE= 25.50 Pitch II2 01/4 11 panels® 2-0 / 2-0 Ridge Line = 32.00 RE =25.50 Ridge Line at = 27-03/4 Pitch /12=-0 1/4 RETCPanel = 1-11 3/4 / 3-1 RE BC Panel = 4-0 Load Case No. PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 243.000 / 123.000 Ib/ft Reactions LE: TC@0-2FromLE= 7,481.5 Lbs RE; TC@ 0-2FromRE= 7,481.5 Lbs Min. Shear: 25% 1,870.4 Lbs Load Case No. 1 Part 2 Reactions LE: TC@0-2FromLE= 7,481.5 Lbs RE: TC@ 0-2FromRE= 7,481.5 Lbs Min. Shear: 25% 1,870.4 Lbs Load Case No. 6 TC/BC Axial Load 10.42 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % Reactions LE: TC@ 0-2 From L&= 3,130.0 Lbs RE: TC@ 0-2 From RE= 3,130.0 Lbs Min. Shear: 25% 782.5 Lbs Load Case No. 6 Reactions LE: TC @ 0-2 From LE= 3,130.0 Lbs RE: TC @ 0-2 From RE= 3,130.0 Lbs Min. Shear: 25% 782.5 Lbs Load Case No. 7 TC/BC Axial Load 10.42 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 120.000 Ib/ft ,Reduced 25.00 % ,Reduced 25.00 * .Reduced 25.00 % Reactions LE: TC @ 0- 2 From LE= 3,130.0 Lbs RE: TC @ 0- 2 From RE= 3,130.0 Lbs Min. Shear: 25% 782.5 Lbs Load Case No. J Part 2 — Reactions LE:TC @ 0- 2 From LE= 3,130.0 Lbs RE: TC@ 0-2 From RE= 3,130.0 CHORD DESIGN Lbs Min. Shear: 25% 782.5 Lbs Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 43 40 30.857 50000 575.2 698.3 240 180 12761 15025 4 129.9 57.2 295.6 1.240 1.231 10 0 0 W2 B5 I W3 40 1 W4 14 1 W5 23 1 W6 01 1 W7 22 1 W8 01 1 W9 14 1 ANGLE WEB DESIGN WIO Wll W12 W13 W14 W14 W13 W12 Wll W10 W9 01 10 01 10 10 10 10 01 10 01 14 111I 1 1 1 1 11 1 3.60 3.80 3.90 3.20 3.60 2,70 2.60 1.80 1.70 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.7 1.8 W7 W6 W5 W4 W3 W2 VI V2 V3 V4 V5 V6 V7 V6 V5 V4 V3 V2 VI 22 01 23 14 40 B5 01 01 01 01 01 01 01 01 01 01 01 01 01 1 W8 01 1 2.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2.7 3.6 3.2 3.9 3.8 3.6 1.2 1.0 1.0 1.0 1.0 1.0 0.8 1.0 1.0 1.0 1.0 1.0 1.2 ***** END OF DESIGN FOR 10/25/2005 ' , 11:33:27 Job No Mark Joist Base length J611 32LS261/126 54-11/2 LETC Panel - 3-1 / 1-113/4 LEBC Panel- 4-0 PT. at any One TC Panel Point. 1.00 Kips- Reactions LE: TC @ 0- 2 From LE= 7,965.6 Lbs Reactions LE: TC @ 0- 2 From LE= 7,965.6 Lbs TC/BC Axial toad 5.31 Kips PT, at any One TC Panel Point. 1.00 Kips TC Uniform Load 135 . 000 Ib/ft Reactions LE: TC @ 0- 2 From LE= 3,432.5 Lbs Reactions LE: TC @ 0- 2 From LE= 3,432.5 Lbs PT. at any One TC Panel Point. 1.00 Kips Reactions LE: TC @ 0- 2 From LE= 3,432.5 Lbs Reactions LE: TC @ 0-2 From LE= 3,432.5 Lbs Inertia (inA4) Defl. Ratio TC BCEff depth Fy Require Actual LL TL 43 42 30.852 50000 613.2 721.1 240 180 W2 W3 W4 W5 W6 W7 W8 W9 B5 40 22 30 01 22 01 20 11111111 3.80 4.00 4.40 3.90 3.80 2.90 2.80 2.30 W7 W6 W5 W4 W3 W2 VI V2 22 01 30 22 40 B5 01 01 11111111 2.9 3.8 3.9 4.4 4.0 3.8 1.2 1.1 Quincy Joist Design Rel. 4 } Q : 4215-05 Sea 06 Name : FARADAY Page I J61I Depths: LE= 25.50 Ridge Line - 32-°° RE = 25.50 Pitch /12 01/4 Ridge Line at = 27-03/4 Pitch /12=-0 1/4 llpanels® 2-0 / 2-0 RETCPand= 1-113/4/ 3-1 RE BC Panel = 4-0 30 Ib/ft RE: TC@ 0-2FromRE= 7,965.6 Lbs Min. Shear: 25% 1,991.4 Lbs RE: TC@ 0-2FromRE= 7,965.6 Lbs Min. Shear: 25% 1.991.4 Lbs .Reduced 25.00 * /Reduced 25.00 % .Reduced 25.00 % RE: TC@ 0-2 From RE= 3,432.5 Lbs Min. Shear: 25% 85S.1 Lbs RE: TC@ 0-2 From RE= 3,432.5 Lbs Min. Shear: 25% 858.1 Lbs .Reduced 25.00 * , Reduced 25.00 % .Reduced 25.00 % RE: TC@ 0-2 From RE=* 3,432.5 Lbs Min. Shear: 25% 858.1 Lbs RE: TC@ 0-2 From RE= 3,432.5 Lbs Min. Shear: 25% 858.1 Lbs Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 13583 15055 4 129.9 42.7 296.3 1.240 1.234 14 0 0 ANGLE WEB DESIGN W10 Wll W12 W13 W14 W14 W13 W12 Wll W10 W9 W8 01 10 01 10 10 10 10 01 10 01 20 01 1 1 I 1 1 1 1 1 1 1 1 1 1.80 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.8 2.3 2.8 V3 V4 V5 V6 V7 V6 V5 V4 V3 V2 VI 01 01 01 01 01 01 01 01 01 01 01 1 1 1 I 1 1 1 1 1 1 I 1.1 1.1 1.1 1.1 0.8 1.1 1.1 1.1 1.1 1.1 1.2 1 END OF DESIGN FOR 10/25/2005 Quincy Joist Design K . . in I Page 1 3612 11:33:31 l: 4.10 Job No: 4215-05 Seq 06 Name : FARADAY Mark Joist Base length Depth J612 18LS315/180 14-8 18.00 LETCPanfcl = 2-0 / 1-4 2panels@ 2-0 / 2-0 RETCPancl= 1-4 / 2-0 LEBC Panel - 2-3 RE BC Panel - 2-3 Load Case No. \ PT. at any One TC Panel Point.1.00 Kipa TC Uniform Load 315.000 / 180.000 Ib/ft Reactions LE: TC @ 0-2 From LE= 3,129,6 Lbs RE: TC@ 0-2FromRE= 3,129,6 Lbs Min. Shear: 25% 782,4 Lbs Load Case No. \ Part 2 —- Reactions LE: TC@0-2FromLE= 3,129.6 Lbs RE: TC@ 0-2FromRE= 3,129.6 Lbs Min. Shear: 25% 782.4 Lbs Load Case No. 6 TC/BC Axial Load 5.31 Kips , Reduced 25. 00 \ PT. at any One TC Panel Point.1.00 Kips ,Reduced 25.00 % TC Uniform Load 135.000 Ib/ft .Reduced 25.00 % Reactions LE: TC@0-2 From LE= i,379.7 Lbs RE: TC@ 0-2FromRE= 1,379.7 Lbs Min. Shear: 25% 344.9 Lbs ——— — Load Case No. 6 **** 2 —— Reactions LE: TC@0-2FromLE= 1,379.7 Lbs RE: TC@ 0-2FromRE= 1,379,7 Lbs Min. Shear: 25% 344.9 Lbs . Load Case No. 7 _— TC/BC Axial Load 5.31 Kips ,Reduced 25.00 % PT. at any One TC Panel Point. 1.00 Kips ,Reduced 25.00 % TC Uniform Load 135.000 Ib/ft .Reduced 25.00 * Reactions LE: TC@0-2 From LE= 1,379.7 Lbs RE: TC@ 0-2FromRE= 1,379.7 Lbs Min. Shear: 25% 344.9 Lbs — . Load Case No. 7 Part 2 Reactions LE: TC@0-2 FromLE= 1,379.7 Lbs RE: TC@ 0-2FromRE= 1,379.7 Lbs Min. Shear: 25% 344.9 Lbs CHORD DESIGN Inertia (111*4) Defl. Ratio Chord Shear Checkffv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 40 20 17.039 50000 17.6 111.5 240 180 5965 11122 1 88.0 109.7 246.5 1.219 1.027 0 0 0 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI B5 10 10 01 01 10 10 B5 01 01 01 01 1 1 1 1 1 1 1 1 1 1 1 I 1.20 1.70 1.70 0.90 0.90 1.70 1.70 1.20 1.00 1.00 1.00 1.00 ***** END OF DESIGN FOR J612**** 1-0/25/2005 il:33:34 Mark J613 Quincy Joist Design Rel: 4.10 Page 1 J613 Job No: 4215-05 Sea 06 Name : FARADAY Joist 18LS315/180 Base length 15-33/4 LETCPanel= 2-3 / 1-47/8 LEBC Panel = 2-3 Depth 18.00 2panels@ 2-0 / 2-0 RETCPanel- 1-47/8/ 2-3 RE BC Panel = 2-3 Load Case No.I PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 315.000 / 180.000 Ib/ft Reactions LE: TC @ 0-2 From LE= 3,220.1 Lbs RE: TC@ 0-2 From RE= 3,220.1 Lbs Min. Shear: 25% 805.0 Lbs — Load Case No. \ fart 2 Reactions LE: TC@0-2 FromLE= 3,220.1 Lbs RE: TC@ 0-2 FromRE= 3,220.1 Lbs Min. Shear: 25% 805.0 Lbs Lead Case No. 6 r TC/BC Axial Load 5.31 Kips .Reduced 25.00 % PT, at any One TC Panel Point. 1.00 Kips .Reduced 25.00 % TC Uniform Load 135.000 Ib/ft ,Reduced 25.00 % Reactions LE: TC@0-2FromLE= 1,404.0 Lbs RE: TC@ 0-2 FromRE= 1,404.0 Lbs Min. Shear: 25% 351.0 Lbs : Load Case No. 6 Part 2 Reactions LE: TC@0-2 From LE= 1,404.0 Lbs RE: TC@ 0-2From RE= 1,404,0 Lbs Min. Shear: 25% 351.0 Lbs Load Case No. 7 TC/BC Axial Load 5.31 Kips .Reduced 25.00 % PT. at any One TC Panel Point.1.00 Kips ,Reduced 25.00 * TC uniform Load 135.000 Ib/ft .Reduced 25.00 % Reactions LE: TC @ 0-2 From LE= 1,404.0 Lbs RE: TC@ 0-2From RE= 1,404.0 Lbs Min. Shear: 25% 351.0 Lbs Load Case No. 7 Part 2 Reactions LE: TC@0-2FromLE= 1,404.0 Lbs RE: TC@ 0-2FromRE= 1,404.0 Lbs Min. Shear: 25% 351.0 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max, Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 40 20 17.039 50000 19.8 111.5 240 180 6189 10141 1 91.8 109.7 246.5 1.219 1.027 000 W2 W3 W4 W5 W5 W4 W3 W2 B5 13 10 01 01 10 13 B5 11111111 ANGLE WEB DESIGN VI V2 V2 VI 01 01 01 01 1111 1.30 1.90 1.70 0.90 0.90 1.70 1.90 1.30 1.00 1.00 1.00 1.00 ***** END OF DESIGN FOR J613**** 10/25/20Q5 f 11:29:07 Quincy Joist Design • ^. . ]0 Page 1 J701 Job No: 4215-05 Sea 07 Name : FARADAY Mark Joist Base length J701 24LS280/140 33-9 LETCPanel= 3-0 / 1-10 1/2 LEBC Panel = 3-0 PT. at any One TC Panel Point. 1.00 Kips TC Uniform Load 280.000 / 140.0 Reactions LE: TC @ 0- 2 From LE= 5,593.5 Lbs Reactions LE: TC @ 0- 2 From LE= 5,593.5 Lbs TC/BC Axial Load 4.44 Kips PT. at any One TC Panel Point. 1.00 Kips Reactions LE: TC @ 0- 2 From LJE= 2,440.8 Lbs Reactions LE: TC @ 0- 2 From LE= 2,440.8 Lbs TC/BC Axial Load 4.44 Kips PT. at any One TC Panel Point. 1,00 Kips TC Uniform Load 140.000 Ib/ft Reactions LE: TC @ 0- 2 From LE= 2,440.8 Lbs Reactions LE: TC @ 0- 2 From LE= 2,440.8 Lbs Inertia (inA4) Defl. Ratio TC BCEff depth Fy Require Actual LL TL 41 23 23.019 50000 167.0 250.4 240 180 W2 W3 W4 W5 W6 W7 W8 W9 B5 40 22 20 01 10 01 10 11111111 2.30 3.40 3.00 2.90 2.40 1.80 1.30 1.20 V4 V3 V2 VI 01 01 01 01 1111 1.0 1.0 1.0 1.1 Depth 24.00 6pane!s@ 2-0 / 2-0 RETCPanel= !-10 1/2/ 3-0 REBCPand= 3-0 DO Ib/ft RE: TC@ 0-2 From RE=* 5,593.5 Lbs Min. Shear: 25% 1,398.4 Lbs RE: TC@ 0-2 From RE= 5,593.5 Lbs Min. Shear: 25% 1,398.4 Lbs .Reduced 25.00 % .Reduced 25.00 * .Reduced 25.00 % RE: TC @ 0- 2 From RE= 2,440.8 Lbs Min. Shear: 25% 610.2 Lbs RE: TC@ 0-2 From RE= 2,440.8 Lbs Min. Shear: 25% 610.2 Lbs .Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % RE: TC@ 0-2 From RE= 2,440.8 Lbs Min. Shear: 25% 610.2 Lbs RE: TC @ 0- 2 From RE= 2,440.8 Lbs Min. Shear: 25% 610.2 Lbs Chord Shear Chcck(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 11678 15335 2 135.0 56.0 248.8 1.223 1.036 400 ANGLE WEB DESIGN W9 W8 W7 W6 W5 W4 W3 W2 VI V2 V3 V4 10 01 10 01 20 22 40 B5 01 01 01 01 1 1 1 1 1 1 1 I 1 1 I 1 1.20 1.30 1.80 2.40 2.90 3.00 3.40 2,30 1.10 1.0 1.0 1.0 ***** END OF DESIGN FOR 11/23/2005 10:12:45 Mark J702 Quincy Joist Design Rel: 4.10 Job No: 4215-05 Sea 07 Name : FARADAY Joist 32LS237/117 Base length 57-2 LETC Panel = 2-0 / 2-5 LEBC Panel = 3-0 Depths: LE= 24.50 Pitch /12 0 1/4 12panels® 2-0 / 2-0 Ridge Line = 32-°° Ridge Line at = 30-5 RETCPanel= 2-9 / 2-0 RE BC Panel = 3-0 Page 1 J702 RE = 25.00 Pitch 712=4)1/4 Load Case No, PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 237.000 / 117.000 Ib/ft Reactions LE: TC @ 0-2 From LE= 7,702.5 Lbs RE: TC@ 0-2 From RE= 7,702.5 Lbs Min. Shear: 25% 1,925.6 Lbs Load Case No, \ Part 2 Reactions LE: TC @ 0-2 From LE= 7,702.5 Lbs RE: TC@ 0-2FromRE= 7,702.5 Lbs Min. Shear: 25% 1,925.6 Lbs : Load Case No, 9 PT. at any One TC Panel Point.1-00 Kips LADDAX,4430,,212000,,Reduced 41.00 % TC Uniform Load 120 Ib/ft Reactions LE:TC @ 0- 2 From LE= 4,377.7 Lbs RE: TC ® 0- 2 From RE= 4,377.7 Load Case No. 9 Part 2 -— — Lbs Min. Shear: 25% 1,094.4 Lbs Reactions LE:TC @ 0- 2 From LE= 4,377.7 Lbs RE: TC @ 0- 2 From RE= 4,377.7 CHORD DESIGN Lbs Min. Shear: 25% 1,094.4 Lbs Inertia (inA4) Defl. Ratio TCBCEff depth Fy Require Actual LL TL 74 43 30.409 50000 659.1 1,128.6 240 180 Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 12792 14072 4 137.2 40.0 297.7 1.855 1.240 020 W10 01 I 1.9 V3 01 1 1.3 ANGLE WEB DESIGN W2 10 2 8.00 W9 20 1 2.4 V2 01 1 1.3 W3 41 1 3.90 W8 01 1 2.9 VI 01 1 1.4 W4 23 1 3.90 W7 22 1 3.0 W5 30 1 4.10 W6 10 1 3.9 W6 13 1 3.50 W5 30 1 3.9 W7 22 1 3.10 W4 22 1 4.4 W8 01 1 3.00 W3 4D 1 3.8 W9 20 1 2.50 W2 10 2 7.9 W10 01 1 2.00 VI 01 1 1,4 Wll 10 1 1.60 V2 01 1 1.3 W12 01 1 1.60 V3 01 1 1.3 W13 10 1 1.50 V4 01 1 1.3 W14 10 1 1.50 V5 01 1 1.3 W15 01 1 1.50 V6 01 1 1.3 W15 10 1 1.50 V7 01 1 1.3 W14 10 1 1.50 V7 01 1 1.2 W13 10 1 1.50 V6 01 1 1.3 W12 01 1 1.5 V5 01 1 1.3 Wll 10 1 1.5 V4 0.1 1 1.3 ***** END OF DESIGN FOR JJQ2**** I™7'20**5 / Quincy Joist Design ( .....09:59:40 . * ' -<el. 4.10 Job No: 4215>05 Sea 07 Name : FARADAY Mark Joist Base length Depths: LE= 24.50 Ridge Line = 32.00 J703 32LS237/117 60-10 Pitch /12 01/4 Ridge Line at = 30-5 LETCPanel = 2-0 / 2-5 13panels@ 2-0 / 2-0 RETCPanel= 2-0 / LEBC Panel - 3-0 RE BC Panel = 3-0 PT..at any One TC Panel Point. 1.00 Kips TC Uniform Load 237.000 / 117.000 Ib/ft Reactions LE: TC @ 0- 2 From LE= 8,138.9 Lbs RE: TC @ 0- 2 From RE= 8,132.1 Lbs Min. J Reactions LE: TC @ 0- 2 From LE= 8,138.9 Lbs RE: TC@ 0-2 From RE= 8,132.1 Lbs Min. S PT. at any One TC Panel Point. 1.00 Kips , Reduced 25.00 % Reactions LE: TC @ 0-2 From LE= 3,449.8 Lbs RE: TC@ 0-2 From RE= 3,444.6 Lbs Min. S Reactions LE: TC @ 0-2 From LE= 3,449.8 Lbs RE: TC@ 0-2 From RE= 3,444.6 Lbs Min. S PT. at any One TC Panel Point. 1.00 Kips , Reduced 25.00 % TC Uniform Load 120.000 Ib/ft , Reduced 25. 00 % Reactions LE: TC @ 0-2 From LE= 3,449.8 Lbs RE: TC @ 0- 2 From RE= 3,444.6 Lbs Min. S Reactions LE: TC @ 0- 2 From LE= 3,449.8 Lbs RE: TC @ 0- 2 From RE= 3,444.6 Lbs Min. S Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC T( 45 44 30.823 50000 789.4 860.9 240 ISO 13372 14091 4 146.0 46.9 298.9 1.21 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W8 W9 W10 Wll W12 W13 W14 W15 W16 W16 W B5 41 23 40 13 23 01 20 01 10 01 10 10 10 10 10 10 11111111111111111 3.30 4.10 4.10 4.30 3.80 2.90 3.30 2.80 2.30 1.90 1.60 1.60 1.60 1.60 1.60 1.60 l.( Wll W10 W9 W8 W7 W6 W5 W4 W3 W2 VI V2 V3 V4 V5 V6 V7 10 01 20 01 23 13 40 23 41 B5 01 01 01 01 01 01 01 11111111111111111 1.9 2.3 2.8 3.3 2.9 3.8 4.3 4.1 4.1 3.3 1.2 1.1 1.1 1.1 1.1 1.1 1. V5 V4 V3 V2 VI 01 01 01 01 01 1 1 I 1 1 1.1 1.1 1.1 1.1 1.1 Page 1 J703 RE = 24.50 Pitch /12=-0 1/4 2-5 Jhear: 25% 2,034.7 Lbs >hear: 25% 2,034.7 Lbs hear: 25% 862.4 Lbs; hear: 25% 862.4 Lbs hear: 25% 862.4 Lbs hear: 25% 862.4 Lbs Ryy Fillers : BC TC EP BC 9 1.245 14 0 0 15 W14 W13 W12 10 10 01 1 1 1 50 1.6 1.6 1.6 V8 V7 V6 01 01 01 1 1 1 I I.I 1.1 1.1 ***** END OF DESIGN FOR J7Q3**** 11/17/20Q5 09:59:52 ( Quincy Joist Design jteL-4.10 Page 1 J704 Job No: 4215-05 Sea 07 Name : FARADAY Mark Joist Base length Depths: LE= 24.50 J704 32LS237/117 60-10 Pitch /1 2 01/4 LETCPanel = 2-0 / 2-5 13panels@ 2-0 / 2-0 LEBC Panel - 3-0 TC Point Load 1.00/0.50 Kip 0 48-11 ft Ridge Line = 32.00 RE =24.50 Ridge Line at = 30-5 Pitch /12=-0 1/4 RETC Panel = 2-0 / RE BC Panel = 3-0 2-5 PT. at any One TC Panel Point.0.80 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 237.000 / 117.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 9,108.9 Lbs Lbs Min. Shear: 25% 2,427.0 Lbs: Reactions LE: TC Point Loi PT. at any < TC/BC Axial PT. at any ( TC Uniform I Reactions LE id. . . . 30B TC ijoad. Jne TC Reactions LE: TC Point Loa PT. at any C TC/BC Axial PT. at any C TC uniform I. Reactions LE: id. ... me TC Load, me TC Reactions LE: TC @ 0- 2 From LE= Panel Point Panel Point TC @ 0- 2 Fro 0.50 :.0.80 4.44 ;.1.00 , ,120. mLE= 9,108.9 Lbs Kip 8 48 Kips Kips KipS 000 Ib/ft 4,104.4 Lbs TC @ 0- 2 From LE^ 4,104.4 Panel Panel Point Point TC @ 0- 2 Froi 0.50 ;.0,80 4 .44 ,.1.00 120. ( nLE= ' Lbs Kip 8 48- Kips Kips Kips )00 Ib/ft 1,104.4 Lbs TC @ 0- 2 From LE= 4,104.4 tbs Inertia (inM) Defl. Ratio TCBCEff depth Fy Require Actual IX TL 53 45 30.691 50000 896.8 989.0 240 180 RJE -LoaJt -11 ft RE LoadC RE • LoadC •11 ft RE LoadC RE Chord T 1229 i; TC @ 0- 2 Fn lose No. 6 , Reduced , Reduced , Reduced , Reduced , Reduced i; TC @ 0- 2 Fn lase No. 6 Part 2 \\ TC @ 0- 2 Fit 'ast No* 7 , Reduced , Reduced , Reduced , Reduced , Reduced : TC@ 0-2 Fro use No. 7 Part 2 : TC@0-2Fro CHORD DESIGN - Shear Check(fv) B C BC Rows '1 15298 4 DmRE=9,708,1 [ 25.00 % r 25.00 % 1 25.00 * L 25.00 * 1 25.00 * >mRE= 4,324.5 imRE=4,324.5 25.00 % 25.00 * 25.00 * 25.00 * 25.00 % mRE= 4,324.5 mRE-4^24.5 Lbs Min. Shear: 25% 2,427.0 Lbs Lbs Min, Shear: 25% 1,081.1 Lbs Lbs Min. Shear: 25% 1,081.1 Lbs Lbs Min. Shear: 25% 1,081.1 Lbs Lbs Min. Shear: 25% 1,081.1 Lbs tridging Max. Unbrac (in) Ryy BCSpac TC BC TC ' BC 146.0 77.2 300.0 1.439 1.249 Fillers TC EP BC 000 ANGLE WEB DESIGN W2 B5 1 3.70 Wll 13 1 1.8 V5 01 1 1.6 W3 4D 1 4.30 W10 01 1 2.5 V4 01 1 1.6 W4 24 1 4.40 W9 20 1 3.0 V3 01 1 1.7 W5 40 1 5.00 W8 01 1 3.5 V2 01 1 1.6 W6 22 1 4.40 W7 30 1 4.2 VI 01 1 1.7 W7 30 1 3.90 W6 23 I 4.2 W8 13 1 3.40 W5 32 I 4.3 W9 22 1 3.00 W4 26 1 4.3 W10 01 1 2.90 W3 4G 1 4.0 Wll 20 1 2.40 W2 B5 1 4.0 W12 01 1 2.00 VI 01 1 1.8 W13 13 1 1.70 V2 01 1 1.6 W14 13 1 1.70 V3 01 1 1.6 W15 13 1 1.70 V4 01 1 1.6 W16 13 1 1.70 V5 01 1 1.6 W16 13 1 1.70 V6 01 1 1.6 W15 13 1 1.70 V7 10 1 1.6 W14 13 1 1.7 V8 01 1 1.3 W13 13 1 1.7 V7 10 1 1.6 W12 01 1 2.0 V6 01 1 1.6 11/17/2005 09:59:52 Quincy Joist Design l: 4.10 Page 2 J704 Job No: 4215-05 Sea 07 Name : FARADAY ***** END OF DESIGN FOR J?Q4**** 11/17/2005 iO:03:38' Mark J705 Quincy Joist Design l: 4.10 Job No: 4215-05 Seq 07 Name : FARADAY Joist 32LS256/121 Base length 60-10 LETCPanel = 2-0 / 2-5 LEBC Panel - 3-0 Depths: LE= 24,50 Pitch/12 01/4 1.3panels® 2-0 / 2-0 Ridge Line = 32.00 Ridge Line at = 30-5 RETCPanel = 2-5 / 2-0 RE BC Panel = 3-0 Page 1 J705 RE = 24.50 Pitch 712=-01/4 Load Case No.1 PT. at any One TC Panel Point.1.00 Kips TC Point Load 2.00/1.00 Kip 9 48-11 ft TC Uniform Load 256,000 / 121.000 Ib/ft Reactions LE: TC@0-2FromLE= 9,102.1 Lbs RE: TC@ 0-2FromRE= 10,325.3 Lbs Min. Shear: 25% 2,581.3 Lbs Load Case No. \Part2 = Reactions LE: TC@0-2FromLE= 9,102.1 Lbs RE: TC@ 0-2FromRE= 10,325.3 Lbs Min. Shear: 25% 2,581.3 Lbs Load Case No. 6 TC/BC Axial Load 5.00 Kips .Reduced 25.00 % PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 % TC Point Load 1.00 Kip 9 48-11 ft .Reduced 25.00 % TC Uniform Load 135.000 Ib/ft .Reduced 25.00 % Reactions LE: TC @ 0-2 From LE= 3,935.7 Lbs RE: TC @ 0- 2 From RE= 4,394.4 Lbs Min. Shear: 25% 1,098.6 Lbs Load Case No. 6 Pal 2 Reactions LE: TC@0-2FromLE= 3,935.7 Lbs RE: TC@ 0-2From RE= 4,394.4 Lbs Min. Shear: 25% 1,098.6 Lbs — Load Case No. "} — TC/BC Axial Load 5.00 Kips .Reduced 25 .00 * PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 % TC Point Load 1.00 Kip a 48-11 ft .Reduced 25.00 * TC Uniform Load 135.000 Ib/ft ,Reduced 25.00 % Reactions LE:TC @ 0-2 From LE= 3,935.7 Lbs RE: TC @ 0- 2 From RE= 4,394.4 Load Case No. 7 Part 2 Lbs Min. Shear: 25% 1,098.6 Lbs Reactions LE:TC @ 0- 2 From LE= 3,935.7 Lbs RE: TC @ 0- 2 From RE= 4,394.4 CHORD DESIGN Lbs Min. Shear: 25% 1,098.6 Lbs Inertia (inA4) Defl. Ratio TCBCEff depth Fy Require Actual LL TL 53 51 30.579 50000 . 934.4 1,026.1 240 ISO Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC . BC TC EP BC 12602 14540 4 146.0 71.1 343.3 1.439 1.430 000 W2 W3 W4 W5 W6 W7 W8 W9 B5 4D 22 40 13 30 01 22 11111111 3.90 3.80 2.90 W6 W5 W4 41 23 1 1 1 5.2 5.1 5.4 ANGLE WEB DESIGN WIO Wll W12 W13.W14 W15 W16 W16 W15 W14 W13 W12 01 14 01 13 01 14 14 14 01 13 13 01 1 1 1 1 1 1 1 I 1 1 1 1 3.70 4.20 5.40 4.90 4.30 Wll WIO W9 W8 W7 13 01 20 01 40 22 111111 1.8 2.1 2.6 3.1 4.3 V5 V4 V3 V2 VI 01 01 01 01 01 11111 1.1 1.1 1.4 1.1 1.2 2.80 1.90 2.10 1.80 2.10 1.70 1.70 1.70 2.00 1.8 1.8 2.1 W3 W2 VI 4G B5 01 1 1 1 V2 01 1 V3 01 1 V4 01 1 V5 01 1 V6 01 1 V7 01 1 V8 01 1 V7 01 1 V6 01 1 4.3 4.2 1.2 1.1 1.1 1.1 1.1 1.1 1.1 1.3 1.1 1.1 11/17/20(^5 10:03:39 Quincy Joist Design -<d: 4.10 Page 2 J705 Job No: 4215-05 SM 07 Name: FARADAY ***** END OF DESIGN FOR J7Q5**** 11/17/2005 10:04:29 Mark J706 Quincy Joist Design l: 4.10 Joist 32LS237/117 Job No: 4215-05 Seo 07 Name : FARADAY Base length Depths: LE= 24.50 Ridge Line = 32.00 60-10 LETCPanel = 2-0 / 2-5 LEBC Panel - 3-0 Depths: LE= 24.50 Pitch/12 01/4 13 panels® 2-0 / 2-0 Ridge Line at = 30- 5 RETCPand = 2-5 / 2-0 RE BC Panel = 3-0 Page 1 J706 RE = 24.50 Pitch /12=-01/4 Load Case No, FT. at any One TC Panel Point.0.80 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 237 .000 / 117 .000 Ib/ft Reactions LE: TC @ 0- 2 From LE= 8,914.7 Lbs RE: TC @ 0- 2 From R&= 8,914.7 Lbs Min. Shear: 25% 2,228.7 Lbs Load Case No. \ Part 2 Reactions LE: TC@0-2FromLE= 8,914.7 Lbs RE: TC@ o-2FromRE= 8,914.7 Lbs Min. Shear; 25% 2,228.7 Lbs Load Case No. 6 TC/BC Axial Load 10.24 Kips , Reduced 25.00 % PT. at any One TC Panel Point.0.80 Kips .Reduced 25.00 % PT. at any One TC Panel Point. 1.00 Kips . .Reduced 25.00 V TC Uniform Load 120.000 Ib/ft .Reduced 25.00 * Reactions LE: TC@0-2FromLE= 4,031.6 Lbs RE: TC@ 0-2FromRE= 4,031.6 Lbs Min, Shear: 25% 1,007.9 Lbs Load Case No. 6 Part 2 — ReactionsLE: TC @ 0-2 From LE= 4,031.6 Lbs RE: TC @ 0-2 From RE= 4,031.6 Lbs Min,Stiear; 25% 1,007.9 Lbs Load Case No. 7 TC/BC Axial Load 10.24 Kips .Reduced 25.00 * PT. at any One TC Panel Point.0.SO Kips .Reduced 25.00 % PT. at any One TC Panel Point. 1.00 Kips .Reduced 25.00 * TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 4,031.6 Lbs .Reduced 25.00 * RE: TC@ 0-2FromRE= 4,031.6 Load Case No. 7 Part 2 Lbs Min. Shear: 25% 1,007.9 Lbs Reactions LE:TC @ 0- 2 From LE= 4,031.6 Lbs Inertia (inA4) Defl, Ratio TC BC Effdepth Fy Require Actual LL TL 51 45 30.705 50000 852.8 920.8 240 ISO RE: TC@ 0-2FromRE= 4,031.6 CHORD DESIGN Lbs Min. Shear: 25% 1,007.9 Lbs Chord Shear Check(fV} Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBCSpac TC BC TC BC TC EP BC 13626 14479 4 146.0 40.4 300.0 1.430 1.249 14 0 0 ANGLE WEB DESIGN W2 W3 W4 B5 4D 24 1 1 1 3,60 4.20 4.30 Wll W10 W9 14 01 22 1 1 1 1.9 2.7 2.9 V5 V4 V3 01 01 01 1 1 1 1.6 1.6 1.6 W5 40 I 4.80 W8 01 1 3.8 V2 01 1 1.6 W6 22 I 4.30 W7 30 1 3.8 VI 01 1 1.7 W7 30 1 3.80 W6 22 1 4.3 W8 01 1 3,80 W5 40 1 4.8 W9 22 I 2.90 W4 24 1 4.3 W10 01 1 2.70 W3 4D 1 4.1 Wll 14 1 1.90 W2 B5 1 3.6 W12 01 1 1.80 VI 01 1 1.7 W13 10 1 1.80 V2 01 1 1.6 W14 10 1 1,80 V3 01 I 1.6 W15 10 1 1.80 V4 01 1 1.6 WI6 10 1 1.8Q V5 01 1 1.6 W16 10 1 1.80 V6 01 1 1.6 W15 10 1 1.80 V7 10 1 1.6 W14 10 I 1.8 V8 01 1 1.2 W13 10 I 1.8 V7 10 1 1.6 W12 01 1 1,8 V6 01 1 1.6 11/17/2005 10:04:29 ( Quincy Joist Design 4<d:4.io Job No: 4215-05 Sea 07 Name : FARADAY Page 2 J706 ***** END OF DESIGN FOR J706**** 11/17/2005 10:05:16 Mark J707 Quincy Joist Design l: 4.10 Job No: 4215-05 Sea 07 Name : FARADAY Joist 32LS237/117 Base length 60-10 LETCPanel = 2-0 / 2-5 LEBCPand= 3-0 Depths: LE= 24.50 Pitch/I2 01/4 13 panels® 2-0 / 2-0 Ridge Line - 32.00 Ridge Line at = 30-5 RETCPaneI = 2-5 / 2-0 RE BC Panel = 3-0 Page 1 J707 RE = 24.50 Pitch /12=-0 1/4 Load Case No, PT. at any One TC Panel Point.1.00 Kips PT. at any One TC Panel Point.0.80 Kips TC Uniform Load 237.000 / 117.000 Ib/ft Reactions LE: TC @ 0- 2 From L&- 8,914.7 Lbs RE: TC @ 0- 2 From RE= 8,914.7 Lbs Min. Shear: 25% 2,228.7 Lbs — toad Case No. \ Part 2 Reactions LE:TC @ 0-2 From LE= 8,914.7 Lbs RE: TC@ 0-2FromRE= 8,914.7 Lbs Min, Shear: 25% 2,228.7 Lbs Load Case No. (j .Reduced 25.00 * .Reduced 25.00 % .Reduced 25.00 * TC/BC Axial Load 4 .44 Kips PT. at any One TC Panel Point. 1.00 Kips PT. at any One TC Panel Point.0.80 Kips TC Uniform Load 120.000 Ib/ft .Reduced 25.00 Reactions LE: TC@0-2FromLE= 4,031.6 Lbs RE: TC@ 0-2FromRE= 4,031.6 Lbs Min. Shear: 25% 1,007.9 Lbs Load Case No. g Part 2 Reactions LE: TC @ 0-2 From LE= 4,031.6 Lbs RE: TC@ 0-2FromRE= 4,031.6 Lbs Min. Shear: 25% 1,007.9 Lbs Load Case No. J TC/BC Axial Load 4.44 Kips .Reduced 25.00 % PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 * PT. at any One TC Panel Point.0.80 Kips .Reduced 25.00 * TC Uniform Load 120.000 Ib/ft .Reduced 25.00 % Reactions LE:TC @ 0- 2 From LE= 4,031.6 Lbs RE: TC @ 0- 2 From RE= 4,031 -6 Load Case No. 7 Part 2 Lbs Min. Shear: 25% 1,007.9 Lbs Reactions LE:TC @ 0- 2 From LE= 4,031.6 Lbs Inertia (in^) Defl. Ratio TCBCEff depth Fy Require Actual LL TL 51 45 30.705 50000 852.8 920.8 240 180 RE: TC@ 0-2 From RE= 4,031.6 CHORD DESIGN Lbs Min. Shear: 25% 1,007.9 Lbs Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TC BC RowsBC Spac TC BC TC BC TC EP BC 13626 14479 4 146.0 . 40.4 300.0 1.430 1.249 1400 ANGLE WEB DESIGN W2 W3 W4 B5 4D 24 1 1 1 3.60 4.20 4.30 Wll WIO W9 14 01 22 1 1 1 1.9 2.7 2.9 V5 V4 V3 01 01 01 1 1 1 1.6 1.6 1.6 W5 40 1 4.80 W8 01 1 3.8 V2 01 1 1.6 W6 22 1 4.30 W7 30 1 3.8 VI 01 1 1.7 W7 30 1 3.80 W6 22 1 4.3 W8 01 1 3.80 W5 40 1 4.8 W9 22 1 2.90 W4 24 1 4.3 WIO Wll 01 14 1 1 2.70 1.90 W3 W2 4D B5 1 1 4.1 3.6 W12 W13 01 10, 1 1 1.80 1.80 VI V2 01 01 1 1 1.7 1.6 WI4 W15 10 10 1 1 1.80 1.80 V3 V4 01 01 1 1 1:6 1.6 W16 W16 10 10 1 1 1.80 1.80 V5 V6 01 01 1 1 1.6 1.6 WI5 W14 10 10 1 1 1.80 1.8 V7 V8 10 01 1 1 1.6 1,2 W13 10 1 1.8 V7 10 1 1.6 W12 01 1 1.8 V6 01 1 1.6 11/17/20(^5 10:05:16 Quincy Joist Design 1: 4.10 Page 2 J707 Job No: 4215-05 Seo 07 Name : FARADAY ***** END OF DESIGN FOR J7QJ**** 1-1/17/2005 iO:06:2o' Mark J708 Quincy Joist Design Rel: 4.10 Job No; 4215-05 Seq 07 Name : FARADAY Joist 32LS237/117 Base length 60-10 LETCPanel= 2-0 / 2-5 LE BC Panel =3-0 Depths: LE= 24.50 Pitch/12 01/4 13 panels® 2-0 / 2-0 Ridge Line = 32-0° Ridge Line at - 30-5 RETCPanel= 2-5 / 2-0 RE BC Panel = 3-0 Page 1 J708 RE = 24.50 Pitch 712=-01/4 Load Case No. PT. at any One TC Panel Point. 0.20 Kips PT. at any One TC Panel Point.1.00 Kips TC Uniform Load 237.000 / 117.000 Ib/ft Reactions LE: TC@0-2FromLE= 8,332.9 Lbs RE: TC@ 0-2FromRE= 8,332.9 Lbs Min. Shear: 25% 2,083.2 Lbs Load Case No. ] Part 2 Reactions LE: TC @ 0- 2 From LE= 8,332.9 Lbs RE: TC @ 0- 2 From RE= 8,332.9 Lbs Min. Shear: 25% 2,083.2 Lbs Load Case No. 6 TC/BC Axial Load 4.44 Kipa .Reduced 25 . 00 * PT. at any One TC Panel Point. 0.20 Kipa , Reduced 25.00 * PT. at any One TC Panel Point.1.00 Kips ,Reduced 25.00 * TC Uniform Load 120.000 Ib/ft .Reduced 25.00 % Reactions LE: TC @ 0- 2 From LE= 3,595.2 Lbs RE: TC @ 0- 2 From RE= 3,595.2 Load Case No. Lbs Min. Shear: 25% 898.8 Lbs Reactions LE: TC @ 0- 2 From LE= 3,595.2 Lbs RE: TC @ 0- 2 From RE= 3,595.2 Lbs Min. Shear: 25% 898.8 Lbs LoadCaseNo. 7 TC/BC Axial Load 4.44 Kipa .Reduced 25.00 % PT. at any One TC Panel Point.0.20 Kips .Reduced 25.00 % PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 % TC Uniform Load 120.000 Ib/ft Reactions LE:TC @ 0- 2 From LE= 3,595.2 Lbs .Reduced 25.00 % RE: TC @ 0- 2 From RE= 3,595.2 Load Case No. 7 Part 2 LBs Min. Shear: 25% 898.8 Lbs Reactions LE:TC @ 0- 2 From LE= 3,595.2 Lbs Inertia (inA4) Defl. Ratio TCBCEff depth Fy Require Actual LL TL 45 44 30.823 50000 805.3 860.9 240 ISO RE: TC@ 0-2 From RE* 3,595.2 CHORD DESIGN — Lbs Min. Shear: 25% 898.8 Lbs Chord Shear Check(fv) Bridging TC BC RowsBC Spac 13699 14436 4 146.0 Max. Unbrac (in) Ryy Fillers TC BC TC BC TC EP BC 40.8 298.9 1.249 1.245 14 0 0 ANGLE WEB DESIGN W2 W3 W4 B5 4D 23 1 1 1 3.40 3.90 4.30 Wll W10 W9 13 01 20 1 1 1 1.7 2.4 2.9 V5 V4 V3 01 01 01 1 1 1 1.2 1.2 1.2 W5 40 1 4.50 W8 01 1 3.4 V2 01 1 1.2 W6 14 1 3.70 W7 23 1 3.0 VI 01 1 1.3 W7 23 1 3.00 W6 14 1 3.7 W8 01 1 3.40 W5 40 1 4.5 W9 20 1 2.90 W4 23 1 4.3 W10 Wll 01 13 I 1 2.40 h70 W3 W2 4D B5 1 1 3.9 3.4 W12 W13 01 10 1 I 1.70 1.70 VI V2 01 01 1 1 1.3 1.2 W14 W15 10 10 1 1 1.70 1.60 V3 V4 01 01 1 1 1.2 1.2 W16 W16 10 10 1 1 1.60 1.60 V5 V6 01 01 1 1 1.2 1.2 W15 W14 10 10 1 1 1.60 1.7 V7 V8 01 01 1 1 1.2 1.1 W13 10 1 1.7 V7 01 1 1.2 WI2 01 1 1.7 V6 01 1 1.2 11/17/2006 10:06:20 Quincy Joist Design Rel: 4.10 Page 2 J708 Job No: 4215-05 Seq 07 Name : FARADAY ***** END OF DESIGN FOR J?Q8**** 10/25/2005 08:25:32 'Quincy Joist Design i |. 4 10 Page 1 G201 Job No: 4215-05 Sea 02 Name : FARADAY Mark Girder Base length Depth G201 30G4N6.65K2.54 31-11 30.00 LETCPaiiel= 4-2 / 3-91/2 2pancls@ 4-0 / 4-0 RETCPaneI = 3-91/2/ 4-2 LEBC Panel - 4-2 RE BC Panel = 4-2 Load Case No. PT. at any One TC Panel Point.1.00 Kips Gir Cone Loads at TC Diagonals PP ..6.65/2.54 Kips Reactions LE: TC@0-2FromLE= 14,173.4 Lbs RE: TC@ 0-2FromRE= 14,173.3 Lbs Min. Shear: 25% 3,543.3 Lbs Load Case No. \ Part 2 Reactions LE: TC@0-2FromLE= 14,173.4 Lbs RE: TC@ 0-2FromRE= 14,173.3 Lbs Min. Shear: 25% 3,543.3 Lbs „——_____ .._ — Load Case No. ft PT. at any One TC Panel Poiiit.1.00 Kips .Reduced 25.00 % TC/BC Axial Load 29.20 Kips .Reduced 25.00 % Gir Cone Loads at TC Diagonals PP 4.11 Kips , Reduced 25.00 % Reactions LE: TC @ 0-2 From LE= 6,820.0 Lbs RE: TC @ 0-2 From RE= 6,820.0 Lbs Min. Shear: 25% 1,705.0 Lbs Load Case No. g Part 2 : Reactions LE: TC @ 0-2 From LE= 6,820.0 Lbs RE: TC@ 0-2FromRE= 6,820.0 Lbs Min. Shear: 25% 1,705.0 Lbs Load Case No. J : PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 % TC/BC Axial Load 29.20 Kips , Reduced 25 . 00 % Gir Cone Loads at TC Diagonals PP 4.11 Kips .Reduced 25.00 % Reactions LE: TC@0-2 FromLE= 6,820.0 Lbs RE: TC@ 0-2FromRE= 6,820.0 Lbs Min. Shear: 25% 1,705.0 Lbs ___ .- LoadCaseNo. J Part2 Reactions LE: TC@0-2From LE= 6,820.0 Lbs RE: TC @ 0-2 From RE= 6,820.0 Lbs Min. Shear: 25% 1,705.0 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBC Spac TC BC TC BC TC EP BC 51 43 28.719 50000 186.6 741.3 240 0 14326 16792 *** 0.0 100.5 297.7 1.430 1.240 6 2 i GIR Jst Brg Check (1 Angle\Ppt/Lc/ActLoad/Capacitv s l 3.3 4.7 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 23 4D 30 22 22 30 4D 23 01 10 10 10 221221222111 9.80 8.70 4.10 4.00 4.00 4.10 8.70 9.80 0.60 0.60 0.60 0.60 Girder BCBs - 1 required spaced equally not more than 24.82 ft r END OFDESIGN FOR Q201**** 10/24/2005 1'5:33:48'Quincy Joist Design , 1-410 Page 1 G202 Job No: 4215-05 Sea 02 Name : FARADAY Mark Girder Base length Depth G202 36G5N6.65K2.54 35-1 36.00 LE TC Panel =3-11/2/3-0 3 panels RE TC Panel = 3- 1 1/21 4-10 LEBC Panel = 3-11/2 RE BC Panel = 4-10 Interior Panels: I panel @ 2-6 / 2-6 , 2 panels @ 4- 0 / 4- 0 Load Case No. \ — PT. at any One TC Panel Point.1.00 Kips TC Point Load 6.65/2.54 Kip fi 3-1 1/2 ft TC Point Load -6.6S/-2.54 Kip ® 6-1 1/2 . Gir Cone Loads at TC Diagonals PP 6.65/2.54 Kips Reactions LE: TC@ 0-2 From LE=* 19,389.7 Lbs RE: TC@ 0-2FromRE= 15,640.8 Lbs Min. Shear: 25% 4,847.4 Lbs Load Case No. \ Part 2 Reactions LE: TC @ 0-2 From L&= 19,389.7 Lbs RE: TC@ 0-2FromRE= 15,640.8 Lbs Min. Shear: 25% 4,847.4 Lbs Load Case No. 9 __, PT. at any One TC Panel Point.1.00 Kips TC/BC Axial Load 61.04 Kips .Reduced 41.00 % Gir Cone Loads at TC Diagonals PP 4.11 Kips TC Point. Load 4.11 Kip ® 3-1 1/2 ft TC Point Load -4 .11 Kip & 6-1 1/2 ft Reactions LE: TC @ 0- 2 From LE= 12,333.3 Lbs RE: TC @ 0- 2 From RE= 9,997.3 Lbs Min. Shear: 25% 3,083.3 Lbs Load Case No. 9 Part 2 — — — Reactions LE: TC@ 0-2 From LE= 12,333.3 Lbs RE: TC@ 0-2FromRE= 9,997.3 Lbs Min. Shear; 25% 3,083.3 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 70 45 34.440 50000 255.0 1,434.4 240 0 10221 17500 *** 0.0 131.9 300.0 1.828 1.249 0 0 1 GIR Jst Brg Check (1 AnglelPpt/Lc/ActLoad/Capacitv 7.1 3.3 6.0 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W6 W5 W4 W3 W2 VI V2 V3 V2 VI 35 30 34 23 30 30 30 40 41 26 40 10 10 10 10 221212212211111 8.30 7.30 4.80 5.60 4.50 4.50 4.90 5.00 8.60 9.20 4.10 0.80 0.80 0.80 0.80 Girder BCBs - 1 required spaced equally not more than 25.00 ft 1 END OF DESIGN FOR G202**** 10/24/2005 15:33:54 ' Mark G203 Quincy Joist Design .1: 4.10 Page 1 G203 Job No: 4215-05 Seq 02 Name : FARADAY Girder Base length 36G6N6.65K2.54 47-2 LETC Panel = 4-10 / 3-11/2 LJ3BC Panel = 4-10 Depth 36.00 4panels@ 4-0 / 4-0 RE TC Panel = 2-51/2! 4-9 RE BC Panel = 4-9 Load Case No. PT. at any One TC Panel Point.1.00 Kips Gir Cone Loads at TC Diagonals PP 6.65/2.54 Kipg Reactions LE: TC@0-2FromLE= 20,584.2 Lbs RE: TC@ 0-2FromRE= 21,118.3 Lbs Min. Shear: 25% 5,279.6 Lbs — = Load Case No. \ Part 2 Reactions LE: TC@0-2FromLE= 20,584.2 Lbs RE: TC@ 0-2FromRE= 21,118.3 Lbs Min. Shear: 25% 5,279.6 Lbs Load Case No. 9 PT. at any One TC Panel Point.1.00 Kips TC/BC Axial Load .104.20 Kips Gir Cone Loads at TC Diagonals PP 4.11 Kips ,Reduced 41.00 % Reactions LE: TC @ 0- 2 From LE= 13,065.8 Lbs RE: TC @ 0- 2 From RE= 13,396.7 Lbs Min. Shear: 25% 3,349.2 Lbs Load Case No. 9 Part 2 Reactions LE:TC@0-2FromUE=13,065.8 Lbs RE: TC@ 0-2 From RE= 13,396.7 Lbs Min. Shear: 25% 3,349.2 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fV) Bridging Max. Unbrac (in) Ryy Fillers TC EC Eff depth Fy Require Actual LL XL TC BC RowsBC Spac TC BC TC BC TC EP BC 74 62 34.144 50000 610.3 2,131.4 240 0 11621 15162 "** 0.0 114.1 391.9 1.855 1.633 400 GIR Jst Bre Check (1 Angle^Ppt/Lc/ActLoad/Capacitv 7 l 3.3 12.9 ANGLE WEB DESIGN W5 W6 W7 W7 W6 W5 W4 W3 W2 VI V2 V3 V3 V2 VI 4D 40 30 30 40 4G 44 4D 34 13 13 13 13 13 13 212212122111111 W2 W3 W4 41 42 43 221 15.70 9.20 5.70 7.70 4.90 4.90 4.90 4.90 7.20 5.50 10.10 13.20 1.20 1.20 1.20 1.20 1.20 1.2 Girder BCBs - 1 required spaced equally not more than 32.67 ft *****£M> OF DESIGN FOR G203**** 10/25/2005 08:28:13 ' Quincy Joist Design ^ . ..Page 1 G204 Job No: 4215-05 Sea 02 Name: FARADAY Mark Girder Base length Depth G204 30G4N8.65K3.4 31-11 30.00 LETCPanel= 4-2 / 3-91/2 2panels@ 4-0 / 4-0 RETCPane1= 3-91/2/ 4-2 LEBC Panel = 4-2 RE BC Panel = 4-2 Load Case No. PT. at any One TC Panel Point.1.00 Kips Gir Cone Loads at TC Diagonals PP 8.65/3.40 Kips Reactions LE: TC@0-2FromLE= 18,173.4 Lbs RE: TC@ 0-2FromRB= 18,173.3 Lbs Min.Shear: 25% 4,543.3 Lbs Load Case No. \ Part 2 — Reactions LE: TC@ 0-2 From LEF 18,173.4 Lbs RE: TC@ Q-2 From RB= 18,173.3 Lbs Min. Shear: 25% 4,543.3 Lbs — Load Case No. 6 __ PT. at any One TC Panel Point. 1.00 Kips ,Reduced 25.00 % TC/BC Axial Load 23 .81 Kips , Reduced 25 .00 % Gir Cone Loads at TC Diagonals PP 5.25 Kips ,Reduced 25.00 % Reactions LE: TC @ 0-2 From LE= 8,530.0 Lbs RE: TC@ 0-2FromRE= 8,530.0 Lbs Min. Shear: 25% 2,132.5 Lbs Load Case No. 6 fort 2 Reactions LE: TC@0-2FromLE= 8,530.0 Lbs RE: TC@ 0-2FromRE= 8,530.0 Lbs Min. Shear: 25% 2,132.5 Lbs Load Case No. 7 _—__ PT. at any One TC Panel Point.l.00 Kips ,Reduced 25.00 % TC/BC Axial Load 23.81 Kips .Reduced 25.00 % Gir Cone Loads at TC Diagonals PP 5.25 Kips , Reduced 25.00 % Reactions LE: TC @ 0-2 FromLE= 8,530.0 Lbs RE: TC @ 0-2 FromRE= 8,530.0 Lbs Min. Shear: 25% 2,132.5 Lbs Load Case No. 7 Part 2 —— Reactions LE: TC@0-2 FromLE= 8,530.0 Lbs RE: TC@ 0-2FromRE= 8,530.0 Lbs Min. Shear: 25% 2,132.5 Lfas CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 61 51 28.463 50000 244.8 930.1 240 0 14277 17157 *** 0.0 1113 343.3 1.628 1.430 400 GIR Jst Erg Check (1 Angle)Ppt/Lc/ActLoad/Capflcitv 5 l 4.3 5.0 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 26 43 30 30 30 30 43 26 01 10 10 10 221221222111 10.60 S.20 5.20 5.10 5.10 5'.20 8.20 10.60 0.70 0.70 0.70 0.70 Girder BCBs - 1 required spaced equally not more than 28.62 ft N* END OF DESIGN FOR G204**** 10/24/2005 15:34:09 ' Mark G205 Quincy Joist Design 1:4.10 Page 1 G205 Job No: 4215-05 Seq 02 Name: FARADAY Girder Base length Depth 36G5N8.65K3.4 35-1 36.00 LETC Panel = 3-I 1/2 / 3-0 3 panels LEBC Panel = 3-11/2 RE TC Panel = 3-1 1/2 / 4-10 RE BC Panel = 4-10 Interior Panels: 1 panel® 2-6 / 2-6 2 panels @ 4-0 / 4- 0 Load Case No.1 PT. at any One TC Panel Point.1.00 Kips TC Point Load 8.65/3.40 Kip ff 3-1 1/2 ft TC Point Load -8-S5/-3.40 Kip ® 6-1 1/2 Gir Cone Loads at TC Diagonals PP 8.65/3.40 Kips Reactions LE: TC@0-2FromLE= 24,946.1 Lbs RE: TC@ 0-2FromRE= 20,084.5 Lbs Min. Shear: 25% 6,236.5 Lbs Load Case No. \ Part 2 —— Reactions LE: TC @ 0- 2 From LE= 24,946.1 Lbs RE: TC @ 0,2 From RE= 20,084.5 Lbs Min. Shear: 25% 6,236.5 Lbs — Load Case No. 6 PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 % TC Point Load 5.25 Kip e 3-1 1/2 ft >Reduced 25.00 % TC Point Load.. . . ; -5.25 Kip <n 5- 1 1/2 ft ,Reduced 25.00 % TC/BC Axial Load 23,81 Kips ,Reduced 25 .00 % Gir Cone Loads at TC Diagonals PP 5.25 Kips .Reduced 25.00 % Reactions LE: TC @ 0- 2 From LE* 11,625.2 Lbs RE: TC @ 0- 2 From RE= 9,397.7 Lbs Min. Shear: 25% 2,906.3 Lbs Load Case No. 6 Part 2 Reactions LE: TC @ 0-2 From LE* 11,625.2 Lbs RE: TC@ 0-2 From RE= 9,397.7 Lbs Min. Shear: 25% 2,906.3 Lbs Load Case No. J —— — PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 % TC Point Load 5.25 Kip ® 3-1 1/2 ft .Reduced 25.00 % TC Point Load -5.25 Kip ® 6-1 1/2 ft .Reduced 25.00 % TC/BC Axial Load 23.81 Kips .Reduced 25.00 % Gir Cone Loads at TC Diagonals PP 5.25 Kips .Reduced 25.00 % Reactions LE: TC @ 0- 2 From LE= 11,625.2 Lbs RE: TC @ 0- 2 From RE= 9,397.7 Lbs Min. Shear: 25% 2,906.3 Lbs — Load Case No. J Part 2 Reactions LE:TC @ 0- 2 From LE= 11,625.2 Lbs RE: TC@ 0-2 From RE= 9,397.7 CHORD DESIGN Lbs Min. Shear: 25% 2,906.3 Lbs Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 62 51 34.454 50000 335.4 1,416.2 240 0 14183 21124 *«* 0.0 119.7 343.3 1.633 1,430 200 GIR Jst Brg Check (1 AngletPpt/Lc/ActLoad/Capacitv 7 l 4.3 6.4 W2 W3 W4 W5 W6 W6 W5 W4 34 32 35 40 40 30 40 41 22121221 ANGLE WEB DESIGN W3 W2 VI V2 V3 V2 VI 4G 32 4D 10 10 10 10 2211111 11.60 7.40 5.60 8.40 5.80 5.80 6.30 5.60 8.90 13.00 4.20 0.70 0.70 0.70 0.70 Girder BCBs - 1 required spaced equally not more than 28.62 ft Error/Warnings 1 FILLER REQ. @ BC PP 2 LOAD CASE # 1 ***** END OF DESIGN FOR Q205**** 10/24/2005 15:34:15 Mark G206 Quincy Joist Design : 4.10 Page 1 G206 Job No: 4215-05 Seq 02 Name : FARADAY Girder Base length 36G6N8.65K3.4 47-11 LETC Panel - 4-10 / 3-11/2 l£BC Panel = 4-10 Depth 36.00 4 panels @ 4-0 / 4-0 RE TC Panel = 3-1 1/2 / 4-10 RE BC Panel = 4-10 Load Case No. PT. at any One TC Panel Point.1.00 Kips Gir Cone Loads at TC Diagonals PP 8.65/3.40 Kips Reactions LE: TC@0-2FromLE= 26,852.0 Lbs RE: TC@ 0-2FromRE= 26,851.9 Lbs Min. Shear: 25% 6,713.0 Lbs — Load Case No. \ Part 2 Reactions LE: TC@ 0-2 From LE= 26,852.0 Lbs RE: TC@ 0-2FromRE= 26,851.9 Lbs Min. Shear: 25% 6,713.0 Lbs Load Case No. g — PT. at any'One TC Panel Point.1.00 Kips TC/BC Axial Load 23.81 Kips Gir Cone Loads at TC Diagonals PP 5.25 Kips ,Reduced 25.00 % ,Reduced 25.00 % .Reduced 25.00 % Reactions LE: TC@0-2FromLE= 12,489.0 Lbs RE: TC@ 0-2FromRE= 12,488.9 Lbs Min. Shear: 25% 3,122.2 Lbs Load Case No. g Part 2 Reactions LE: TC@0-2FromLE= 12,489.0 Lbs RE: TC@ 0-2FromRE= 12,488.9 Lbs Min. Shear: 25% 3,122.2 Lbs Load Case No. J : PT. at any One TC Panel Point.1.00 Kips TC/BC Axial Load 23.81 Kips Gir Cone Loads at TC Diagonals PP 5.25 Kips ,Reduced 25.00 % .Reduced 25.00 % .Reduced 25.00 % Reactions LE: TC @ 0- 2 From LE= 12,489.0 Lbs RE: TC @ 0- 2 From RE= 12,488.9 Lbs Min. Shear: 25% 3,122.2 Lbs Load Case No. J fart 2 Reactions LE:TC @ 0- 2 From LE= 12,489.0 Lbs RE: TC@ 0-2FromRE= 12,488.9 Lbs Min. Shear: 25% 3,122.2 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear CheckffV) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 73 71 34.017 50000 840.9 2,431.6 240 0 12906 14966 *** 0,0 108.2 440.7 1.848 1.836 400 GIR Jst Bro Check fl Angle^Ppt/Lc/ActLoad/Capacitv 7 l 4.3 10.7 ANGLE WEB DESIGN W2 W3 W4 W5 W6 W7 W7 W6 W5 W4 W3 W2 VI V2 V3 V3 V2 VI 43 45 23 43. 41 40 40 41 43 23 45 43 13 13 13 13 13 13 22221221222211111 1 13.8012.0011.00 7.50 5.50 6.30 6.30 5.50 7.50 11.0012.0013.80 1.10 1.10 1.10 1.10 1.10 1.1 Girder BCBs - 1 required spaced equally not more than 36.73 ft 1 END OF DESIGNFOR $206**** 10/24/2005 15:34:24 'Quincy Joist Design , 1-410 Page 1 G207 Job No: 4215-05 Seo 02 Name: FARADAY Mark Girder Base length Depth G207 30G4N8.65K3.4 29-8 30.00 LETCPanel = 3-11 / 1-91/2 2panels© 4-0 / 4-0 RE TC Panel = 3-9 1/2/ 4-2 LEBC Panel = 3-11 RE BC Panel - 4-2 Load Case No. PT. at any One TC Panel Point.1.00 Kips Gir Cone Loads at TC'Diagonals PP 8.65/3.40 Kips Reactions LE: TC@0-2FromLE=19,167.4 Lbs RE: TC@ 0-2FromRE= 17,168.4 Lbs Min,Shear: 25% 4,791.9 Lbs Load Case No. \ Poet 2 —— Reactions LE: TC @ 0-2 From LE=< 19,167.4 Lbs RE: TC@ 0-2FromRE= 17,168.4 Lbs Min. Shear: 25% 4,791.9 Lbs : Load Case No. 6 TC/BC Axial Load 23.81 Kips ,Reduced 25.00 % PT. at any One TC Panel Point. 1.00 Kips .Reduced 25.00 % Gir Cone Loads at TC Diagonals PP 5.25 Kips , Reduced 25.00 % Reactions LE: TC @ 0-2 From LE= 8,982.2 Lbs RE: TC @ 0-2 From RE= 8,069.7 Lbs Min. Shear: 25% 2,245.5 Lbs Load Case No. (, Part 2 Reactions LE: TC@0-2 FromLE= 8,982.2 Lbs RE: TC@ 0-2 From RE= 8,069.7 Lbs Min. Shear: 25% 2,245.5 Lbs Load Case No. 7 TC/BC Axial Load 23.81 Kips .Reduced 25.00 % PT. at any One TC Panel Point.1.00 Kips ,Reduced 25.00 % Gir Cone Loads at TC Diagonals PP 5.25 Kips - .Reduced 25.00 % Reactions LE: TC @ 0-2 From LE= 8,982.2 Lbs RE: TC@ 0-2 From RE= 8,069.7 Lbs Min. Shear: 25% 2,245.5 Lbs •—— Load Case No. ~j Part 2 —— Reactions LE: TC @ 0- 2 From LE= 8,982.2 Lbs RE: TC @ 0- 2 From RE= 8,069.7 Lbs Min. Shear: 25% 2,245.5 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fV) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 53 45 28.691 50000 202.1 864.6 240 0 15023 17422 *** 0-0 109.2 300.0 1.439 1.249 6 0 1 GIR Jst Brg Check (I Angle)Ppt/Lc/ActLoad/CaDacitv 7 l 4.3 6.9 W2 43 2 8.80 W3 26 2 7.20 W4 32 1 5.00 W5 30 2 6.20 W5 30 2 5.00 W4 30 1 5.00 W3 42 2 8.60 W2 26 2 9.80 ANGLE WEB DESIGN VI V2 V2 VI 10 10 10 10 1111 0.60 0.60 0.60 0.60 Girder BCBs - 1 required spaced equally not more than 25.00 ft END OF DESIGN FOR Q207**** 1?/2S/20(* f ,' Quincy Joist Design ( ... Ofc:28:18 . ;l 4- Page 1 G208 Job No: 4215-05 Sea 02 Name : FARADAY Mark Girder Base length Depth G208 24G3N9.05K3.77 23-11 24.00 LETCPanel = 3-5 / 4-61/2 lpanel@ 4-0 / 4-0 RETCPancl= 4-61/2/ 3-5 LEBC Panel = 3-5 RE BC Panel = 3-5 Load Case No. PT. at any One TC Panel Point, 1.00 Kips Gir Cone Loads at TC Diagonals PP 9.05/3.77 Kips Reactions LE: TC@0-2 FromLE= 14,437.2 Lbs RE: TC@ 0-2FromRE= 14,437.2 Lbs Min. Shear: 25% 3,609.3 Lbs Load Case No. \ Part 2 • Reactions LE: TC @ 0- 2 From LE= 14,437.2 Lbs RE: TC @ 0- 2 From RE= 14,437.2 Lbs Min. Shear: 25% 3,609.3 Lbs : Load Case No. 6 PT. at any One TC Panel Point. 1.00 Kips .Reduced 25.00 % TC/BC Axial Load 23.81 Kips , Reduced 25.00 % Gir Cone Loads at TC Diagonals PP 5.28 Kips .Reduced 25.00 % Reactions LE: TC @ 0-2 From LE= 6,586.7 Lbs RE: TC @ 0-2 From RE= 6,586.6 Lbs Min. Shear: 25% 1,646.7 Lbs Load case No, 6 Part 2 Reactions LE: TC@0-2FromLE= 6,586.7 Lbs RE: TC@ 0-2FromRE= 6,586.6 Lbs Min. Shear: 25% 1,,646.7 Lbs — Load Case No. J PT. at any One TC Panel Point.1.00.Kips ,Reduced 25.00 % TC/BC Axial Load 23 .81 Kips .Reduced 25.00 % Gir Cone Loads' at TC Diagonals PP 5.28 Kips , Reduced 25.00 % Reactions LE: TC @ 0-2 From LE= 6,586.7 Lbs RE: TC @ 0-2 From RE= 6,586.6 Lbs Min. Shear: 25% 1,646.7 Lbs Loaj Case No. J Part 2 Reactions LE: TC @ 0-2 From LE= 6,586.7 Lbs RE: TC@ 0-2FromRE= 6,586.6 Lbs Min. Shear: 25% 1,646.7 Lbs CHORD DESIGN ___—. - Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 51 42 22.727 50000 109.9 435.0 240 0 13511 19232 *** 0.0 106.4 296.3 1.430 1.234 402 GIR Jst Brg Check fl Angle>PDt/Lc/ActLoad/Capacitv 5 1 4.5 4.9 ANGLE WEB DESIGN W2 W3 W4 W4 W3 W2 VI V2 VI 22 43 23 23 43 22 10 10 01 222222112 10.60 9.10 3.90 3.90 9.10 10.60 0,60 0.60 0.60 Girder BCBs - 0 required spaced equally not more than 24.69 ft 'END OF DESIGN FOR Q208**** 10/25/2005 Quincy Joist Design , . in Page 1 G601 * * - , . in-1: 4.10 Job No: 4215-05 Seo 06 Name : FARADAY Mark Girder Base length Depth G601 24G3N8.95K3.75 23- 1 1/4 24.00 LE TC Panel =3-4/3-93/4 1 panel @ 4- 0 / 4- 0 RE TC Panel = 4- 6 1/2 / 3-5 .. • LE BC Panel =3-4 RE BC Panel =3-5 Load Case No. PT. at any One TC Panel Point.1.00 Kips Gir Cone Loads at TC Diagonals PP 8.95/3.75 Kips Reactions LE: TC@0-2FromLE= 14,605.3 Lbs RE: TC@ 0-2FromRE= 13,962.9 Lbs Min. Shear: 25% 3,651.3 - Lbs __ Load Case No. \ Part 2 Reactions LE: TC@0-2 From LE= 14,605.3 Lbs RE: TC@ 0-2FromRE= 13,962.9 Lbs Min. Shear: 25% 3,651.3 Lbs —— Load Case No. 6 TC/BC Axial Load 46.10 Kips .Reduced 25.00 % PT. at any One TC Panel Point.1-00 Kips .Reduced 25.00 % Gir Cone Loads at TC Diagonals PP 5.20 Kips ,Reduced 25.00 % Reactions LE: TC@0-2FromLE= 6,634.9 Lbs RE: TC@ 0-2FromRE= 6,353.8 Lbs Min. Shear: 25% 1,658.7 Lbs — Load Case No. 6 Part 2 Reactions LE: TC@0-2FromLE= 6,634.9 Lbs RE: TC@ 0-2FromRE= 6,353.8 Lbs Min. Shear: 25% 1,658.7 Lbs Load Case No. J TC/BC Axial Load 46.10 Kips , Reduced 25. 00 % PT. at any One TC Panel Point.1-00 Kips ,Reduced 25.00 % Gir Cone Loads at TC Diagonals PP 5.20 Kips .Reduced 25.00 % Reactions LE: TC@0-2FromLE= 6,634.9 Lbs RE: TC@ 0-2 FromRE= 6,353.8 Lbs Min. Shear: 25% 1,658.7 Lbs Load Case No, J Part 2 Reactions LE: TC @0-2 From LE= 6,634.9 Lbs RE: TC@ 0-2 FromRE= 6,353.8 Lbs Min. Shear: 25% 1,658.7 Lbs CHORD DESIGN Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL TL TC BC RowsBCSpac TC BC TC BC TC EP BC 61 42 22.596 50000 100.6 475.1 240 0 10492 18676 *** 0.0 114.8 296.3 1.628 1.234 4 0 1 GIR Jst Brg Check (1 Anple^Ppt/Lc/ActLoad/Capacitv 5 l 4.5 5.1 ANGLE WEB DESIGN W2 W3 W4 W4 W3 W2 VI V2 VI 22 4G 40 23 43 14 10 10 10 221222111 10.70 8.60 4,60 4.00 8.70 9.60 0.60 0.60 0.60 Girder BCBs - 0 required spaced equally not more than 24.69 ft ' END OF DESIGN FOR G601 **** 10/25/2005 0^:53:28P Quincy Joist Design j. . -_Page 1 G602 Job No: 4215-05 Seq 06 Name : FARADAY Mark Girder Base length Depth G602 32G4N9.09K3.56 33-03/4 32.00 LETCPanel= 4-4 / 3-71/2 2panels@ 4-0 / 4-0 RETCPane1= 4-71/4/ 4-6 LEBC Panel*= 4-4 RE BC Panel = 4-6 Load Case No, PT. at any One TC Panel Point.1.00 Kips Gir Cone Loads at TC Diagonals PP 9.09/3.56 Kips Reactions LE: TC@0-2FromLE= 19,530.1 Lbs RE: TC@ 0-2FromRE= 18,570.2 Lbs Min. Shear: 25% 4,882.5 Lbs Load Case No. \ fart 2 Reactions LE: TC @ 0- 2 From LE= 19,530.1 Lbs RE: TC @ 0- 2 From RE= 18,570.2 Lbs Min. Shear: 25% 4,882.5 Lbs — —•- Load Case No. fi PT. at any One TC Panel Point.1.00 Kips .Reduced 25.00 % TC/BC Axial Load 26.94 Kips ,Reduced 25 .00 % Gir Cone Loads at TC Diagonals PP 5.S3 Kips ,Reduced 25.00 % Reactions LE: TC @ 0-2 From LE= 9,167.3 Lbs RE: TC@ 0-2 FromRE= 8,727.9 Lbs Min. Shear: 25% 2,291.8 Lbs Load Case No. 6 Part 2 Reactions LE: TC@0-2FromLE= 9,167.3 Lbs RE: TC@ 0-2 FromRE= 8,727.9 Lbs Min. Shear: 25% 2,291.8 Lbs Load Case No. 7 PT. at any One TC Panel Point.1,00 Kips .Reduced 25.00 % TC/BC Axial Load 26.94 Kips ,Reduced 25.00 % Gir Cone Loads at TC Diagonals PP 5.53 Kips , Reduced 25.00 % Reactions LE: TC@0-2FromLE= 9,167.3 Lbs RE: TC@ 0-2FromRE= 8,727.9 Lbs Min. Shear: 25% 2,291.8 Lbs .— load Case No. J Part 2 — Reactions LE: TC@0-2FromLE= 9,167.3 Lbs RE: TC@ 0-2FromRE= 8,727.9 Lbs Min. Shear: 25% 2,291.8 Lbs CHORD DESIGN — Inertia (inA4) Defl. Ratio Chord Shear Check(fv) Bridging Max. Unbrac (in) Ryy Fillers TCBCEff depth Fy Require Actual LL XL TC BC RowsBCSpac TC BC TC BC TC EP BC 62 60 30.337 50000 278.5 1,145.5 240 0 13709 16955 *** • 0.0 124.1 388.8 1.633 1.620 600 GIR Jst Brg Check (1 AnglcVP pt/Lc/ActLoad/Capacitv 7 1 4.5 6.5 ANGLE WEB DESIGN W2 W3 W4 W5 W5 W4 W3 W2 VI V2 V2 VI 40 43 40 30 30 30 50 40 10 10 10 10 221221221111 15.60 9.30 5.70 5.60 4.90 4.90 10.40 15.00 0.70 0.70 0.70 0.70 Girder BCBs - 1 required spaced equally not more than 32.40 ft «**** END OF DESIGNFOR G$02**** -c o s- coo ig$' H £§w Srfl C03> a>^m l-D CO Fg CO f i f » ffl » i > §! & ^