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HomeMy WebLinkAbout2300 FARADAY AVE; ; CB041106; Permit' . \\ City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 rp 04-01-2004 Miscellaneous Permit Permit No: CB041106 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: 2300 FARADAY AV CBAD MISC 2120613500 $0.00 Subtype: OTHER Status: Lot#: 0 Applied: Entered By: Reference #: Plan Approved: ISSUED 04/01/2004 MOP 04/01/2004 04/01/2004 Project Title: Applicant: CUMMINGS ALLISON FOOTINGS ONLY FOR Tl PACIFIC ENVIRONMENTAL TECH INC 135 ENTERPRISE CT 92882 909 582-9306 Owner: C P S PRINTING 2304 FARADAY AVE CARLSBAD CA 92008 Miscelaneous Fee #1 Miscelaneous Fee #2 Additional Fees PERMIT TOTAL PERMIT FEES Total Fees: $60.00 Total Payments To Date: $0.00 Inspector: /<_/j FINAL APPROVAL Date: '-I.,. .2.. 1 .... t? q Issued: Inspect Area: $60.00 $0.00 $0.00 $60.00 Balance Due: $60.00 8925 04/01/04 0002 01 02 GGF• 60u00 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 vou have nreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has nreviouslv otherwise exoired. FOR OFFICE USE ONLY PERMIT APPLICATION PLAN CHECK NO. Of--\ \0~ CITY OF CARLSBAD BUILDING DEPARTMENT· 1635 Faraday Ave., Carlsbad, CA 92008 EST. VAL. _________ _ Plan Ck. Deposit ________ _ Validated By __________ _ Date _____________ _ Legal Description Subdivision Name/Number Unit No. Phase No. Total # of units Name Address City State/Zip Telephone# Fax# Name Address City State/Zip Telephone# Name Address City S.tate/Zip Te!ephone # (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 all~ged exemption. Any violation of Section 7031.5~Y}ipPlican for a permit subjects the a plicant to a civil penalty of not more than five hundred dollars ($5001).~f:Q .. \?.Pt-lrtC. a-\vtflc>a-l1t-Ac.i....,..,. -,a..tt~ l ~ ~ (..bu. Cotic>HA .P. q e.. ~~2-.. '1,'}ob ame State License # _~_'l_q,---'bS'--""-'-l--'---- Address City State/Zip Telephone# License Class g C-l O c,:'l,() City Business License # _______ .. ~~"f ..\ .c,4 Designer Name ~ J:>S ~~ess City State/Zip Telephone State License#_;;::;;:::=:::::::::------ iqfs;';:'tl.®.!\\!!'.~.~PJ2~!'~@AIW.rfh1::.,Z:J::.:.; ~'8?:~~{2::z.;:;.~.~ '.~~;'.::-;:.:~.:;z:; :t:.:"~~;:;:·;:~~;:";::·5,~_.,,:.o..·.: Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. JQ.. 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: L J C Insurance Company~ dr/¥f,pi:,, lt'Ku.(2.. Policy No. Oc.\~101, -,04 Expiration Date --0:;,,;, (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100] OR LESS) D 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 ( 1 0,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE:_--...!I~~-~~~-=------------------DATE q .. (~C>Lf:- ttt~o~l]i~iJJ(QLR!PJ,,,w~ PJFJQN.tt~::t)!'-f0~~t:~f:?i£~ ~::efr ~=~;~0ii-~:.~~p·It1i~::~ f' .. ~~L:J;,,:i:::'.:10::.f':'~,t.:'~ I hereby affirm that I am exempt from the Contractor's License Law for the following reason: .D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Busir:ress and Profes_slons Code: The Contractor's License La.w 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). ·D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed ·pursuant to the Contractor's License Law).. · D I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted 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 _________ _ ~JiM,i~.ifJ;1ttti~(§,EQILQ.tfiQBF/ilQ."&'f8/t$!~,rfi9,~~-~f~j,lj.f{t1Mffli19NiuJ.[G:1/}c:i11E'};~:(£{s:ii::l1~}],};,u;~i"t~ii:i~':icl~~1ti.i:,JSi~~, ~~ \''~:; t .f;t};l1f,i'l 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? 0 YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES D NO Is the facility to be~nstructed withi~ 1,000 feet of the outer boundary of a school site 7 0 YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL 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. 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). ' I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Citt of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, ,JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days.from the date of such permit or if the building or work authorized by such permit is suspended or abandoned ~anytime after the work is com"efu ~ days (Section 106.4.4 Uniform Building Code). / A1>fi>LICANT'S SIGNATURE ---~-..c'-"--~-,-------------------DATE '¼--l • O"'t WHITE: File YELLOW: Applicant PINK: Finance t I • ENVIRONMENTAL i.PACIFIC "'I . TECHNOWGIES, INC. 000 April 1,2004 City of Carlsbad Park Building Department 1635 Faraday Avenue Carlsbad, CA 92008 To Whom It May Concern: Ken Jiron, as an employee of Pacific Environmental Technologies, Inc., has permission to submit, pickup and coordinate the plan check/permit and/or business license process for our project at "Cummins-Allison" Project, 2300 Faraday Avenue, Carlsbad, CA 92009. Sincerely, Jon Gow President & Owner 135 Enterprise Court, Corona, CA 92882-7123 Tel: (909) 582-9306 FAX: (909) 582-9946 www.peticleanair.com / General Contractor's License # 599654 / www.softwallshop.com L (1} City of Carlsbad Bldg Inspection Request Permit# CB041106 Title: CUMMINGS ALLISON Description: FOOTINGS ONLY FOR Tl For: 04/20/2004 Type: MISC Sub Type: OTHER Job Address: 2300 FARADAY AV Suite: Lot 0 Location: APPLICANT PACIFIC ENVIRONMENTAL TECH INC Owner: SIMPSON DOUGLAS G Remarks: AM PLEASE (DRY PACK INSPECTION) Total Time: CD Description Act Comment Inspector Assignment: RB --- Phone: 9097413453 Inspector: Requested By: KEN Entered By: CHRISTINE 11 Ftg/Foundation/Piers G Ci-Jr ~ J~t!-/2--J <;;u, cl,/ e O / C(....n ...s _LJ_ ________ f)-? /S'-,.,4,f',2..<2•~-~ ,P.17.s ~ Associated PCRs/CVs Inspection History Date Description Act lnsp Comments 04/02/2004 11 Ftg/Foundation/Piers AP RB ON 13 PIER FTGS ·._ .. ~6 ~ At-Jc..:tt?g.. W'LT MoD. @ B 3 1 'f51 (e) 1/z 'r A 13. ----- 10+. 1. I , i / I N.e~, 5/2, 'f ho/,,-, )/ 10+-2.. . \ 0- 0 N~v.J ½ 11 ct Hf LTI /c=-Wr[L" BoLT JI_ To-t- \. (:;._L.J3LATt er-.! 9191-998-St,6 "3"d ~OOJOW UOSU8 pc:rv 'retb { e, Se { -F-I -e u-e ! , L"-, ~vovt, d99:90 t,O 61 Jd8 , -. Anson McCook, P.E. 2731 Via Montecito San Clemente, CA 92672 949-366-1615 Mobile 949-279-8469 Email amcsurf@cox.net FAX TRANSMITTAL FORM ~~~,a,i;-,..-=~-~~----------------w..a- Message: Ken To: PETI Name: Ken Jiron Project Cummins Allison Phone: Fax: 760-431-8560 @site From: Anson McCook Date Sent: 04-19-04 Number of Pages: 2 including cover Attached is the column base plate design revision for the columns at B3 and B4, the interior columns. As we discussed, it shows an additional½ inch diameter X 4 inch deep Hilti Kwik Bolt II, 2-½ inches away · ~ · from the existing anchor bolts. This will make up for the partially engaged nuts on the existing anchor bolts. Also, the design shows¼ inch minimum of pourable self-leveling grout between the base plate and footing in lieu of the 1" of dry pack. Note to Building Inspector/Plan Checker: ¼ inch minimum of pourable self-leveling grout between the base plate and footing in lieu of l" of dry pack may be substituted at other base plates on the project wherever placing 1" of dry pack is not feasible. If there are any questions, please call. Thanks Andy 949-279-8469 1 · d 5191-SSE-SvS "3"d ~OOJOW UOSU8 •: l ,, . • • • Structural Calculations . fora Portable Clean Room Frame and Roof Mounted Mechanical _Equipment at Cummins Allison Carl~~d, CA ~ ~f.Q ':c C ,,(J -~ <.,.< •• ~~ • ,W <'r.v,.,1/. G '/iCCo""·, ·, ,,'>-~ ' .. ~ ......... , ' ... , ,; '4 ·o'"\<"'-" '[.:-:,,-~/;!'.'.-J;-. "i;,,. ' , ,;:.;: v· ,, <..,,.\ ,. a-... -(\ "t\ -;~:~.1 ' ,:-...,; t. '{'1 I~, ct: No. 035096 · ~g i, .• ~ Exp '1 / t:Jo/ o5· ;' -"'I ' j.,·. • '<{ . &1~ C/V\\... o<t-~~ OF CA\..\~ % ?;>/t6>/o£f Prepared by: Anson McCook, PE Civil Engineer 2731 Via Montecito San Clemente, CA 92672 March 15, 2004 ... • • • Anson McCook, P .E. Civil Engineer 2731 Via Montecito San Clemente, CA 92672 949-366-1615 Client: Pacific Environmental Technologies Project Name: Cummins-Allison Clean Room, 2300 Faraday Ave. Carlsbad CA. File No. PETI 2359 Date: 3/15/04 Structural Items Corrections for Plan Check No. 04-0510 Please refer to the Plan Review Correction List dated 3/01/04 Item.No. 5 19 20 21 22 23 24 . Comments See Structure calcs pages 9 and 10 Structural sheets are wet stamped and signed. Structural sheets are wet stamped and signed. Weld sizes, bolts and post bases are shown on the plans. · There are ho special inspection items. See item 21. Calculation correction made on sheets 35-39 for Load Cases 4 and 8 where the connection load· case is l .2D+L+2.8E. Footings used in lieu of slab for clean room columns. See pages 44 and 45. Please call me at 949-279-8469 if you have any questions . t I • Table of Contents Tab 1 Roof Framing • Gravity loads, Glulam Beam, Columns, Foundations • Mechanical Platform and Seismic Connections Tab2 Clean Room Frame • Gravity loads, Seismic loads • Beams, Columns, Connections Tab3 Appendix • Connection Hardware • • .. • • • Anson McCook, P.E. - Civil Engineer 2731 Via Montecito San Clemente, CA 92672 949-366-1615 Client: Pacific Environmental Technologies Project Name: Cummins-Allison File No. PETI 2359 Date: 3/15/04 DESIGN NOTES Codes: CBC 2001, UBC 1997 AISC, 9th ed., AISI 1986 with 1989 Addendum, NDS 1997 Steel 1. All structural steel members have been designed in accordance with the Working Stress requirements of AISC. 2. Bolts are ASTM A 325 or Grade 5 in bearing type connections. 3. Steel plates and ~scellaneous parts are ASTM A 35, Fy= 36ksi. 4. Steel tube columns are ASTM A 500, Grade B, Fy=46ksi. 5. Welding shall be in accordance with A WS D 1.1. Electrodes shall be E70:XX. Cold Formed Steel 1. All cold formed steel members and connectio~ have been designed in accordance with the Working Stress requirements of AISI. 2. Cold Formed Structural Steel members have been designed in accordance with ASTM A446 Grade D Fy=50 ksi for 16 ga and thicker. 3. Cold Formed Structural Steel members have been designed in accordance with ASTM A446 Grade D Fy=33 ksi for 18 ga and thinner. 4. Studs, track , joists and sheet steel shall have corrosion resistant protective coating conforming to ASTM A653/ A653M, G60 minimum. Existing Concrete Slab l. The exposed portions of the existing concrete slab have been visually inspected and found to be in serviceable condition. Any portions of the existing slab that are uncovered and found to have cracking, spalling, scaling or other defects not previously discovered, it shall be brought to the attention of the Engineer immediately for evaluation. 2. Unless otherwise noted, the concrete slab is assumed to be ·at least 2000 psi. as noted in the plans Wood l. All wood members shall be accurately placed and carefully fastened according to the plans and requirements of the CBC and National Design Specification for Wood Construction. 2. New wood shall be Douglas Fir, Larch, No.2 and better per WWPA. Plywood shall conform to UBC Standard 23-3 or 23-9 and have the thickness and face veneer quality or Panel Span Rating as noted on the plans. 3. All existing wood members are assumed to be in serviceable condition. If any other conditions are encountered , it shall be brought to the attention of the Engineer immediately for evaluation. 4. Roof and exterior wall penetrations shall be properly flashed and sealed to prevent leaks. Soil l. Allowable Soil Bearing Pressure is lO00psf . • • Procedure Roof Mounted Mechanical Equipment Existing Structure Analysis Procedure and Assumptions 1. Perform a field review of the existing roof to determine roof framing member size, quality and condition. 2. Review as-built plans. 3. Using "Winbeam" analysis software, determine forces and deflections in existing roof framing and s1Jpport structure with the added weight of the new mechanical units. 4. Using the results of the "Winbeam" software analysis, check the stresses in the roof support structure with the added weight of the new mechanical units. 5. Design roof mounting system for the mechanical units and new post and footing, if required. Assumptions 1 .. Existing 5-1/8 X 18 GLB@ Fb=2400psi 2. Existing 5" diameter pipe column @ Fy=36 ksi. 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IN.£CTOR VALi/£ (Of!TION,.l) FROMT El.£VA110H ,. 03/14/2004 • • • w·~k.4 d,v-d wt +a-V\ vJt H2..o µt t.JJe~ ~kl;~ I '2.=bl sso 2~51 { '35 ft~) t ::. 41;,~¢ 42-00~ MJR SPRAY UN£s • FRONT SPRAY LINE C I Lc(l_RRo:~RE~srANr f · ~.... .. -2J" ------D I.UT EL£VAncN MODEL MAX. A B· C NUMBER CFM F105-18S 500 18 10 39 F105-22S 1,000 22 14 43 F105-28S 2,000 28 20 49 F105-32S 2,700 32 24 53 F105-37S 3,700 37 29 58 F105-41S 4,700 41' 33 62 F105-45S 6,000 45 37 66 F105-52S 8,000 52 44 73 http://www.dualldiv.com/html/fume _ f.htm D 44 48 54 58 63 67 71 78 SPRAY H£AD£R ACCESS oocm E F 3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2 PACl<INO AC(:($$ l)OQf!S REQRCULA TION n.OIWE,:TER & e~ VALi/i: (OPTI0NAL) PLAN \'1EW CH~ICAl. IN.1'.CTOR VALIIE (OPTIONAL) A -, :26" ,o· FRONT a.EVA110N CL DRY PUMP QTY. WEIGHT AND H.P. 34 784 (1)2 HP 36 942 (1)2 HP 39 1,094 (1)2 HP 41 1,148 . (1)2 HP 43/2 1,237-(1)2 HP 45-1/ 1,398 (1)2 HP 2 47-11 1,491 (1)5 HP 2 51 1,654 (1)5 HP .i.-c:q;c .> 01 • • 03/14/2004 • • • WinBeam By CAST TIME: 03/15/04 17:58:51 Proj.: Cummins Allison TITLE: Dead+Live Existing Condition ************************************ * SUMMARY OF THE INPUT INFORMATION* ************************************ TYPE OF THE PROBLEM: CONTINUOUS BEAM CALCULATION *Types.and the locations of the supports in Feet Hinged support at X= Hinged support. at X= 7 .5.00 38.000 * Total number of different materials 1 Page: 1 . I I I From X= 0.000 to X= 38.000 * Total number of different sections E= 1800000.000 psi 1 From X= 0.000 to X= 38.000 IX= ~491.000 Inch**4 * Note: * Total At X:= At X= loading acting directly at support number of concentrated loads · 0.000 load P= -1260.000 will be 2 Unit Moment= 0.000 load P= -2520.000 Moment= ignored. Lb Feet 0.000 0.000 * Total number of distributed loads : 1 Unit lb/ft At X= 0.000 Wl= -378.000 At X= ************************** * SUMMARY OF THE RESULTS* ************************** * LENGTH UNIT Feet * MAXIMUM VALUES FORCE UNIT Lb 38.000 W2= -378.000 * Max. displacement .is * Min~ displacement is 0.00107 at X= -0.06400 at X= 5.625 22.750 * * Max. shear force is 6614.99884 * Min. shear force is -7042.57128 * Max. moment is 25563.78517 at * Min. moment is -38981.24567 at TOTAL APPLIED LOADS at at X= X= X= X= 7.500 7.500 28.500 7.500 * Total applied concentrated load: -3780.000 Lb * Total applied concentrated moment: 0.000 Lb Feet * Total applied distributed load: -14363.994 Lb * SUPPORT REACTIONS © . * Reaction at X= * Reaction at X= 7.500 38.000 Force= Force= 13 65 7. 5 7 0 Moment= ,______O. OQCL ., __ y-o..-,1-:'_-. ___ ~ 4486.424 Moment= 0.000 ,~ · V' ec; ,t: 'i'l-0-v~. 5. • • • *********~****************** * DETAILS OF THE ANALYSIS* **************************** * DISPLACEMENT AT OUTPUT POINTS At X= At X= At X= At X= At X= At X= At X= At X= At X= At X= At X= At X= 0.000 Displacement= 1.875 Displacement= 3.750 Displacement= 5.625 Displacement= 7.500 Displacement= 9.500 Displacement= 15.125 Displacement= 19.000 Displacement= 22.750 Displacement= 28.500 Displacement= 30.375 Displacement= 38.000 Displacement= * SHEAR FORCES X= X= X= X= X= X= X= X= X= X= X= X= Coordinate 0.0000 1. 87 50 3.7500 5.6250 7.5000 9.5000 15.1250 19.0000 22.7500 28.5000 30.3750 38.0000 * MOMENTS : Shear (LT side) 4488.7497 5197.4994" 5906.2491 6614.9988 -6286. 5716 -4160.3225 -2695.5731 -1278.0736 895.4255 1604.1752 4486.4240 :-0.00969 -0.00488 -0.00095 0.00107 0.00000" -0.00546 -0.03377 -0.05297 -0.06400 -0.05941 -0.05197 0.00000 Shear (RT side) 3780.0000 4488.7497 5197.4994 5906.2491 -7042.5713 -6286.5716 -4160.3225 -2695.5731 -1278.0736 895.4255 1604.1752 Coordinate Moment (LT side) Moment (RT side) X= X= X= X= X= X= X= X= X= x=· X= X= 0.0000 1. 8750 3.7500 5.6250 7.5000 9.5000 15.1250 19.0000 22.7500 28.5000 30.3750 38.0000 -7751.9529 -16832. 8114 -27242.5757 -38981.2457 -25652.1028 3729. 7867 17,013.0842 24463.6718 25563.7852 23220.4095 0.0000 0.0000 -7751. 9529 -16832. 8114 -27242.5757 -38981.2457 -25652.1028 3729. 7867 17013.0842 24463. 6718 25563.7852 23220.4095 • • • ==================---======----=====-----======----===-==----====---- ·I -WinBeam By CAST TIME : 03/15/04 16:56:20 I Proj.: Cummins Allison Page: 1 I TITLE: GLB Load Case 1, Dead Load Only ************************************ * SUMMARY OF THE INPUT INFORMATION* ************************************ TYPE OF THE PROBLEM: CONTINUOUS BEAM CALCULATION * Types and the locations of the supports in Feet Hinged support at X= Hinged support at X= 7.500 38.000 * Total number of different materials From X= 0.000 to X= 38.000 * Total number of different sections 1 ' E= 1800000.000 ksi 1 From X= 0.000 to X= 38.000 IX= . 2491.000 Inch**4 * Note: loading acting directly at support will pe ignored. * Total number of concentrated loads . 1 Unit Lb Feet At X= 0.000 load P= -1260.000 Moment= 0.000 * Total number of distributed loads : 1 Unit lb/ft At X= 0.000 Wl= -126.000 At X= 38.000 W2= -126.000 ********************fa***** * SUMMARY OF THE RESULTS* ************************** * LENGTH UNIT Feet; FORCE UNIT Lb * MAXIMUM VALUES * Max. displacement is 0.00000 *Min.displacement is · -0.00002 * Max. shear force is 2204.99961 * Min. shear force is -2347.52376 at at at at *Max.moment is 8521.26172 at X= *Min.moment is -12993.74856 at X= * TOTAL APPLIED LOADS X= X= X= X= 5. 625 22. 750. 7. 500· 7.500 28.500 7.500 * Total applied concentrated load: -1260.000 Lb * Total applied concentrated moment: 0.000 Lb Feet * Total applied distributed load: -4787.998 Lb * SUPPORT REACTIONS * Reaction at X= * Reaction at X= 7.500 38.000 Force= Force= 4552.523 Moment= 1495.475 Moment= 0.000 0.000 • • • **************************** * DETAILS OF THE ANALYSIS* **************************** * DISPLACEMENT AT OUTPUT POINTS At X= 0.000 Displacement= At X= 1.875 Displacement"" At X= 3.750 Displacement= At X= 5.625 Displacement= At X= 1:500 Displacement= At X= 9.500 Displacement= At X= 15.125 Displacement= At X-19.000 Disglace:ment= At X= 22.750 Displacemei;it= At X= 28.500 Displacement= At X= 30.375 Displacement= At X= 38.000 Displacement= * SHEAR FORCES Coordinate Shear (LT side) X= 0.0000 X= 1.8750 1496.2499 X= 3.7500 1732.4998 X= 5.6250 1968.7497 X= 7.5000 2204.9996 X= 9.5000 -2095.5239 X= 15.1250 -1386. 7742 X= 19.0000 -898.5244 X= 22.7500 -426.0245 X= 28.5000 298.4752 X= 30.3750 534. 7251 X= 38.0000 1495.4747 * MOMENTS : 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00001 rJ.~t· 1.-'VO ..::.Q. QQQQ2 -0.00002 ~) GB{, -0.00002 -0.00004 0.00000 Shear (RT side) 1260.0000 1496.2499 1732.4998 1968.7497 -2347.5238 -2095.5239 -1386. 7742 -898.5244 -426.0245 298.4752 534. 7251 Coordinate Moment (LT side) Moment (RT side) X= 0.0000 0.0000 X= 1.8750 -2583.9843 -2583.9843 X= 3.7500 -5610.9371 -5610.9371 X= 5.6250 -9080.8586 -9080.8586 X= 7.5000 -12993.7486 -12993.7486 X=:= 9.5000 -8550.7009 -8550.7009 X= 15.1250 1243.2622 1243.2622 X= 19.0000 5671. 0281 5671. 0281 X= 22.7500 8154.5573 8154.5573 X= 28.5000 8521. 2617 8521. 2617 X= 30.3750 7740.1365 7740.1365 X= 38 .0000· 0.0000 t'/ J. ~ d A-1-~ll,;C f 1,..,_f\"" 6) ·--- ftrc,a.-~- • • • WinBeam By CAST TIME: 03/15/04 17:13:12 Proj.: Cummins Allison Page: 1 TITLE: GLB Load Case 2 Live+ Equipment w/ New Col ========--=============-============================================= ************************************ * SUMMARY OF THE INPUT INFORMATION* ************************************ TYPE OF THE PROBLEM: CONTINUOUS BEAM CALCULATION * Types a~d.the locations of the supports in· Feet Hinged support at X= Hinged support at X= Hinged support at X= 7.500 19.580 38.000 * Total number of different materials From X= 0.000 to X= 38.000 * Total number of different sections 1 E= 1800000.000 psi 1 From X= 0.000 to X= 38.000 IX= 2491. 000 Inch**4 * Note: loading acting directly at support will be ignored. * Total number of concentrated loads At X= 0.000 load P= -2520.000 At X= 5.000 load P= -800.000 'At X= 11. 000 load P= -800.000 * Total number of distributed loads : At X= 0.000 Wl= -252.000 At X= At X= 17.000 Wl= -233.000 At X= ************************** * SUMMARY OF THE RESULTS* ************************** * LENGTH UNIT Feet; FORCE UNIT Lb * MAXIMUM VALUES * Max. displacement is 0.00768 at * Min. displacement is -0.04022 at * Max. shear force is 5209.99923 at * Min. shear force is -4906.21032 at * Max. moment is 15517.02653 at X= * Min. moment is -27987. 4 9711 at X= * TOTAL APPLIED LOADS 3 Unit Lb Feet Moment= 0.000 Moment= 0.000 Moment= 0.000 2 Unit lb/ft X= X= X= X= 3~.000 W2= -252.000 35.000 W2= -233.000 13.540 0.000 7.500 19.580 30.500 7.500 * Total applied concentrated load: -4120.000 Lb * Total applied concentrated moment: 0.000 Lb Feet * Total applied distributed load: -13769.994 Lb * SUPPORT REACTIONS * Reaction at X= * Reaction at X= 7.500 19.580 Force= Force= ...::8::.:9~2'-'4,_,.~5~8~0__,_,M:.::::o~m:.::::e.;.;n.;:.t= ___ ~,Q.,,.,Q,,Q,,Q._ ___ ... M _ •• 5636.928 Moment= 0.000 17 t.. oY.f J 3 C) '2-1 +-4552.. -.:.. t'0 4 7 eo I o-o..d Co,~ 'P 1-L- 1-1· ( I:; <.o57 .. ~, • • • * Reaction at X= 38.000 **************************** * DETAILS OF THE ANALYSIS* **************************** * DISPLACEMENT AT OUTPUT POINTS At X= At X= At X= At X= At X= At X= At X= At X= At X= At X= At X= At X= At X= At X=. .At X= At X= At X= At X= At X= At X= At X= At X= At X= * SHEAR 0.000 Displacement= 1.875 Displacement= 3.750 Displacement= 5.000 Displacement= 5.625 Displacement= 7.500 Displacement= 9.500 Displacement= 10.520 Displacement= 11.000 ,Displacement= 13.540 Displacement= 16.560 Displacement= 17.000 Displacement= 19.000 Displacement= 19.580 Displacement= 21.500 Displacement= 24.185 Displacement= 26.000 Displacement= 28.500 Displacement= 28.790 Displacement= 30.500 Displacement= 33.395 Displacement= 35.000 Displacement= 38.000 Displacement= FORCES Coordinate Shear (LT side) X= 0.0000 X= 1. 8750 2992.4998 X= 3.7500 3464. 9996 X= 5.0000 3779.9995 X= 5.6250 4737.4994 X= 7.5000 5209.9992 X= 9.5000 -3210.5810 X= 10.5200 -2953.5411 X= 11. 0000 -2832.5812 X= 13.5400 -1392.5014 X= 16.5600 -631. 4618 X= 17. 0000 -520.5818 X= 19.0.000 449. 4178 X= 19.5800 730.7177 X= 21.5000 -3975. 0107 X= 24.1850 -2672.7862 X= 26.0000 -1792.5116 X= 28. 50-00 -580.0121 X= 28.7900 -439.3621 X= 30.5000 389.9876 X= 33.3950 1794. 0620 X= 35.0000 2572.4867 X= 38.0000 3328.4864 Force= 3328.486 Moment= 0.000 -0.04022 -0.02855 -0.01748 -0.01075 -0.00768 0.00000 0.00505 0.00653 0.00701 0.00768 0.00521 0.00461 0.00120 0.00000 _n~) toL lo--t"cJv~. ·-o. 00450 -0.01075 -0.01402 -0.01634 -0.01642 -0.01603 -0.01214 -0.00849 0.00000 Shear (RT side) 2520.0000 2992.4998 3464.9996 4579.9995 4737.4994 -3714:5808 -3210.5810 -2953.5411 -2032.5812 -1392.5014 -631. 4618 -520.5818 449.4178 -4906.2103 -3975.0107 -2672.7862 -1792. 5116 -580.0121 -439.3621 389.9876 1794. 0620 2572.4867 IM. ~--;e. v--e,.0.,c:. .. ~ fu,r L + ~o-··tr :-:. t:S G:. ~7 #: ® * MOMENTS • Coordinate Moment (LT side) Moment (RT side) X= 0.0000 0.0000 X= 1. 87 50 -5167.9686 -5167.9686 X= 3.7500 -11221. 8743 -11221.8743 X= 5.0000 -15749.9987 -15749.9987 X= 5.6250 -18661. 7171 -18661.7171 X= 7.5000 -27987.4971 -27987.4971 X= 9.5000 -21062.3353 -21062.3353 X= 10.5200 -17918.6330 -17918.6330 X= 11. 0000 -16529.9636 -16529.9636 X= 13.5400 -12180.1088 -12180.1088 X= 16.5600 -9123.9243 -9"123. 9243 X= 17.0000 -8870.4747 -8870.4747 X= 19.0000 -8799.3107 -8799.3107 X= 19.5800 -9141.5500 -9141. 5500 X= 21. 5000 -615.5775 -615.5775 X= 24.1850 8309.0897 8309.0897 X= 26.0000 12361. 3475 12361.3475 X= 28.5000 15327.0020 15327.0020 X= 28.7900 15474.8113 15474.8113 X= 30.5000 15517.0265 15517.0265 X= 33.3950· 12355.6149 12355.6149 X= 35.0000 8851. 4595 8851.4595 X= 38.0000 0.0000 • • • • • ===================================================================== I WinBeam By CAST TIME: 03/15/04 ·17:46:58 I Proj.: Cummins Allison Page: 1 I TITLE: GLB Load Case 3 Live+ Pd+ Equipment w/ New Col ************************************ * SUMMARY OF THE INPUT INFORMATION* ***************************.********* TY.PE OF THE PROBLEM: CONTINUOUS BEAM CALCULATION * Types and the locations of the supports in Feet Hinged support at X= Hinged support at X= Hinged support at X= 7.500 19.580 38.000 * Total number of different materials 1 From X= 0.000 to X= 38.000 * Total number of different sections E= 1800000.000 psi 1 From X= 0.000 to X= 38.000 IX= 2491. 000 Inch**4 * Note: * Total At X= At X= At X= At X= loading acting directly at support will be number of concentrated loads 4. Unit 0.000 load P= -2520.000 Moment= 0.000 load P= -1260.000 Moment= 5.000 load P= -800.000 Moment= ignored. Lb Feet 0.000 0.000 0.000 0.000 11.000 load P= -800.000 Moment= * Total At X= At X= At X= number of distributed loads-: 0. 000 Wl= · -252. 000 At X= 17.000 Wl= -233.000 At X= 0.000 Wl= -126.000 At X= ************************** * SUMMJ\.RY OF THE RESULTS* ************************** * LENGTH UNIT Feet; FORCE UNIT Lb * MAXIMUM VALUES 3 *Max.displacement is * Min. displacement is 0.01082 at X= -0.05864 at x=· * Max. shear force is 7~14.99884 at X= * Min. shear force is -6151. 60362 at X= Unit lb/ft 38.000 W2= 35.000 W2= 38.000 W2= 13.540 0.000 7.500 19.580 -252.000 -233.000 -126.000 V * Max. moment is 20039. 72120 at X= * Min. moment is -40981.24567 at X= 30.500 /•.A ______ 7 ._s_o ...... o _ .... {fJ\0./Y._ J * TOTAL APPLIED LOADS * Total applied concentrated load: -5380.000 Lb * Total applied concentrated moment: 0.000 Lb Feet * Total applied distributed load: -18557.992 Lb C® • * SUPPORT REACTIONS * Reaction at X= 7.500 Force= 12836.751 Moment= o. 000 3 * Reaction at X= 19.580 Force= 6697.229 Moment= 0.000 * Reaction at X= 38.000 Force= 4404.012 Moment= 0.000 **************************** * DETAILS OF THE ANALYSIS * 'Tk.a.:: ::.,. lf'~-C ho~ @, o,\,-1 ~; Y\ oO **************************** * DISPLACEMENT AT OUTPUT POINTS ~rrorf-_s d,o Vt::ut Q.-"')<C--e...e.d. _ ' DY: t-i. 1 VI ~.O 'D -+ t... Lo ~-~( ~ .r -e.o .. ,c_.f-un,,5 At X= 0.000 Displacement= -0.05864 At X= 1.875 Displacement= -0.04157 At X= 3.750 Displacement= -0.02539 At X= 5.000 Displacement= -0.01559 At X= 5.625 Displacement= -0. 01112 If' eQ,c_ ,h.::rr--,~"?. '{\..D,,..,,.J CL> l . At X= 7.500 Displacement= 0.00000 At X= 9;500 Displacement= 0.00725 At X= 10.520 Displacement= 0.00935 . ~ D +-L+ -e~tf At X= 11. 000 Displacement= 0.01002 At X= 13.540 Displacement= 0.01082 At X= 16.560 Displacement= 0.00719 At-X= 17.000 Displacement= 0.00634 At X= 19.000 Displacement= 0.00162 At X= 19.580 Displacement= 0.00000 At X= 21. 500 Disp],acement= -0.00597 At X= 24.185 Displacement= -0.01414 At X= 26.000 Displacement= -0.01836 • At X= 28.500 Displacement= -0.02132 .At X= 28.790 Displacement= -0.02142 A:t X= 30.500 Displacement= -0.02088 At X= 33.395 Displacement= -0.01579 At X= 35.000 Displacement= -0. 01104 At X= 38.000 Displacement= 0.00000 * SHEAR FORCES Coordinate Shear (LT side) Shear (RT side) X= 0.0000 3780.0000 X= 1. 8750 4488.7497 4488.7497 X= 3.7500 5197.4994 5197.4994 X= 5.0000 5669.9992 . 6469. 9992 X= 5.6250 6706.2491 6706.2491 X= 7.5000 7414.9988 · -5421. 7520 X= 9.5000 -4665.7523 -4665.7523 X= 10.5200 -4280.1925 -4280.1925 X= 11. 0000 -4098.7525 -3298.7525 X= 13.5400 -2338.6330 -2338.6330 X= 16.5600 -1197. 0734 -1197. 0734 X= 17. 0000 -1030.7535 -1030.7535 X= 19.0000 191.2460' 191.2460 X= 19.5800 545.6258 -6151.6036 X= 21. 5000 -4978.4841 -4978.4841 X= 24.1850 -3337.9498 -3337.9498 X= 26.0000 -2228.9852 -2228.9852 X= 28.5000 -701. 4858 -701.4858 • X= 28.7900 -524.2959 -524.2959 X= 30.5000 520.5137 520. 5137 ® X= 33.3950 2289.3580 2289.3580 • X= 35.0000 3270.0126 3270.0126 X= 38.0000 4404.0121 * MOMENTS : Coordinate Moment (LT side) Moment (RT side) X= 0.0000 0.0000 X= 1. 8750 -7751. 9529 -7751. 9529 X= 3.7500 -16832. 8114 ...:16832. 8114 X= 5.0000 -23624.9981 -23624.9981 X= 5.6250 -27742.5757 -27742.5757 X=. 7.5000 -40981.2457 -40981.2457 X= 9.5000 -30893.7413 -30893.7413 X= 10.5200 -26331. 3096 -26331. 3096 X= 11.0000 -24320.3627 -24320.3627 X= 13.5400 -17160.8832 -17160. 8832 X= 16.5600 -11821.9666 -11821.9666 X= 17.0000 -11331.8446 -11331. 8446 X= 19.0000 -10492.3372 -10492.3372 X= 19.5800 -10706.0300 -10706.0300 X= 21. 5000 -21.1454 -21.1454 X= 24.1850 11143.6668 11143.6668 X= 26.0000 16195.6604 16195.6604 X= 28.5000 19858.7491 19858.7491 X= 28.7900 20036.4874 20036.4874 X= 30.5000 20039.7212 20039. 7212 X= 33.3950 15972.4320 15972. 4320 X= 35.0000 11511.0371 11511·.0371 • ·x= 38.0000 0~0000 l ,$-5--uj ;,'(A --e~:-t d-es /q;-",.fl,QI I (.j {\5.~) ........... ..:, d .,e ··;;-~t C. ... ,v~(?. .cf " d f-1 &'t-",1 ..e,, ,-1_ t '7 Ov-v.. cf ' 1.·"' .... .£,,.Y''_ .. ~ • Client: Pacific Environmental Technologies .: Project: Cummins Allison Job: 2359 File No. Cummins Date: 3-15-04 Glu-Lam Beams Size 51/8 X18 Input Location or ID Existing GLB Input Tributary Width 21.00 ft Input Span Length 30.50 max Input Unbraced Length 12 inches Input Dead Load 126 plf Input live load 252 plf Input Reaction from Winbeam Analysis 13476 lb Input Shear from Winbeam Analysis 7414 lb Input Moment from Winbeam Analysis 40981 ft-lb Input Deflection from Winbeam Analysis 0.75 in Net Design Forces Reaction 13476 lb Shear 6847 lb Moment 40981 ft-lb WOOD PROPERTIES Input Wood Type Glu-Lam Input Base Allowable Shear Stress 165 psi • Input Base Allowable Bending Stress 2400 psi Input Base Allowable Bearing Stress 625 psi Input Base Modulus of Elasticity 1800000 psi Input Size Factor, Cf 0.92 lnpu_t Wet Service Factor, Cm 1.00 Input Shear Stress Factor, Ch 1.00 Input Load Duration·Factor, Cldf 1.25 live Load MINIMUM SECTION PROPERTIES Area 98 in "2 Section Modulus 178 in "3 Moment of Inertia 2681 in "4 Allowable Deflection @U240 1.53 in BEAM SELECTION Try a Glu-Lam Input Width 5.125 5 1/8 X18 Input Depth 18 in. Input Bearing Length 8 in Area 92 in. "2 Section Modulus 277 in. "3 Mom. of Inertia 2491 · in. "4 STRESSES and DEFLECTIONS Bearing Stress 329 psi < 625 ok Shear Stress 111 psi < 165 ok Bending Stress 1777 psi < 3000 ok • Deflection 0.75 in. < 1.525 ok Glu-Lam Comment: 5 1/8 X18 is ok • • • Client: Project: Job: File No.: Date: Pacific Environmental Technologies Cummins Allison 2359 'Cummins 3-15-04 Steel Column Design . Steel Column Design for members meeting the requirements of of AISC Section 1.5.1.3 for Compression Members Location New Roof Support Pipe Column 1 4 '1 Column Loads · Input Yield Strength, Fy Input Maximum Axial Load, lb Input Column Moment, (min = 0.005P*L )= 670 Input Maximum Unbraced Length, ft Input K Value Load Duration Factor for Bending Column Properties Input Nominal Column Size Input Lb per ft Input Area, sq in Input Moment of Inertia, in"'4 Input Section Modulus, in"'3 Input Radius of Gyration, in Calculated Column Properties KL/r Cc . Column Wt, lb. Calculated Column Stress Axial Stress, fa=P/A Allowable Axial Stress, Fa Bending Stress,fb=M/S Allowable Compressive Bending Stress, Fb, 0. 75-ic·Fy Cm*fb/(1-fa/F'e)Fb fa/Fa Unity Check Cm= 0.85 F'e= 5,905 0.12 0.36 Column Base Plate Check, Fy = 36ksi Minimum Plate Thickness=2-K·M*(Fbrg/Fy)"0.5 Input Length, in · Input Width, in 36000 psi 6700 lb 670 ft-lb 20 ft 1 1 4" dia Pipe Col . 10.79 lb/ft 3.17 in"2 7.23 inA4 3.21 inA3 1.51 in 159 126 216 lb 2114 ok 5905' psi 2,505 psi 27000 psi 0.48 ok 6 6 Input M, ( max. dist from col face to plate edge), in. Input Allowable Bearing Stress, psi 1.375 AV{q 800 @ f'c = 2000 0.25 Input Trial Thickness,in Calculated Plate Properties and Stress Area, Sq-in . Minimum Thickness Bearing Stress, psi Bending Stress, psi 36 sq in 0.247 in 192 ok 23245 ok ••• • • Client: Project: Pacific Environmental Technologies Cummins Allison Job: File No. Date: 2359 Cummins 3-15-04 FOUNDATION DESIGN Location New Pipe Column Soil Parameters Input Basic Bearing Pressure, psf/ft Input Basic Lateral Bearing Pressure, psf/ Input Lateral Sliding Resistance Loads Input Maximum Column Axial Load, P Input Column Dead Load Input Lateral Load Input Moment, M Input Load Duration Factor Footing Dimensions 1000 psf 100 psf 130 psf 6700 120 0 0 1 lb lb lb f-p- Input Footing Depth, ft 1 ft Input Length, L 3 ft Input Width, b 3 ft Vertical Bearing Cap Adjusted for Der: 1000 Lateral B~aring Cap Adjusted for Dep· 100 psf Soil Stress P / A + Mc/I 7 44 psf Lateral Resistance based on bearing 300 lb Lateral Resistance ~ased on area 1170 lb Combined Lateral Resistance 1,470 lb Use a 3 X 3 X 1 ft ftg Concrete Flexure Design Load Factor 1.7 fc 2000 psi Fy 60000 psi beta 0.85 phi 0.9 b 12 in Ultimate Strength Method 0. 75 rho balance rho min As@.75 rho bal As@rho min Trial rho Factored Moment, Mu, ft-lb 1424 ft-lbs Trial d 9 in Trial As/ft 0.36 in."2 "a" with trial As 1.06 in Mn Capacity =0.9*As*Fy*{d-a/2) 13722 ft-lb ok Use 4-# 5 bars-@ 10" OC, As/ft= 0.37 in"2 Vu ok ok 0.0107 0.0033 1.1545 in."2 0.3600 in."2 0.00333 Shear Design Vu<=0.85*Vn=0.85*{Vc+Vs) 1898 lb 9660Ib Vc=2*sqrt(fc)*b*d 0.85*Vn, Shear Capacity 8211 lb Av not req'd >Vu ok ® • l, (J ~ / hol.es -~ '· .. I ''4 ?.~~-~ 1/z.' -M,5. :-..."te ta-d 4'' '$+d' ?~re-e_e,l. ¼ IJ '4-1L • Yz.114~6'' Al3, w/ {4>v-eit'v15 vi u t-s; ~f-4-. . _ * f ±f: £3, @IO:! ..e~ VJo.,d 3'1 c.f y· fo ? t.'>i\ . ~t~eif~TlON -~~!~~ M_u\.L __ \ -- ....... 'f7[A,-.l :r-?'P' pu, .. :r'E" . -/',> e LEV,t3,/j1 b'}.J , ToP .pv ... ;115 l ),t ! 1PL,AN 1hA7f;. f~:1€ ~g~---.,.~-fl"nl~- • • • • Aluminum Composite Panels II Alubond·Lite U.S.A Si9na9e ACM II fireproof Aluminum Composite Panel la. Aluminum Honeycomb Panel riJ Shaped Solid Aluminum Panel ~ Gran.ite11: Serie5 Alubond aluminium honeycomb panel is a new composite material, which is laminated high adhesion so that it conquers the shortcomings of traditional honeycomb panel such as brittleness, low anti-avulsion and impact characteristics, hard to process and high cost Specifications Alubond aluminium honeycomb panel is sandwiched with two skins of high intensity alloy aluminium as face panel between high density aluminium honeycomb as core. The standard thickness of face panel is 0.8mm and 1.0mm, and the total thickness of aluminium honeycomb panel is 8mm, 10mm, 15mm, 20mm or 25mm. The structure and dimension of other specifications can be designed and manufactured according to the demand of thlil customers. Total Al co11er sheet. Al cover sheet Area density Rigidity thickness thickness d1 (front) thickness d2 (reverse) [kg I m2] [kNm2 Im] 8mm 1.0mm 0.8mm 5.8 1.71 10mm · 1.0mm 0.8mm 6.0 2.80 15mm 1.0mm 0.8mm 6.4 7.01 20mm · 1.0mm 1.0mm 7.3 13.7 25mm 1.0mm 1.0mm 7.7 21.9 Remark: cell size is 5mm, thickness is 50mm. Surface coating Section modules [cm3/m] 3.9 5.1 10.1 18.8 23.9 The face of Alubond aluminium honeycomb panel is coated with PVDF coatings or polyester coatings according to the AAMA and ECCA standard. The color range is similar to aluminium composite panel and custom color can also be chosen. The aluminium honeycomb panel used for outdoor should be coated with PVDF coating for high characteristics of anti-weather, anti-ultraviolet, anti-humidity, anti-pollution. Temperature resistance http:/ /www.alubond.com/product_ honeycomp.htm 03/14/2004 . ' • • • 5p-6f · 2 1 ( :S /-r_1c d ,:5 pr:,.. C /.,t,:~ 'J ' t.< 2 0 µ.?I-D /1.~, ;:;-~--Ce;:; 5r-:$f,;< Z/·<&"::.:. 801/. U b:.e # Io f-e /4, ff:;c 1,·"-<'~·-· J ., 5]. f-4-e. 124--1/ ~/vn <l /0;fJ.,.,d /1(:Jf' .--(_... , -- • • ":?f?O.. Ct:vt' :: 4-1 0, t:!:_, /0 I .JDJ6t Z.o ~O.. X !J fz-1 ' ,S ~d pM.o ./.<'r~;cJ) /4-,y-· b-ve:t ce,. (., tr->/ 2. .. ~· :II Io f ..e ;;__ if c.v-:-e.-.;;;, s @ ...<?_A," .. d'? , v-/ al{ Flee vr Go:-vvvi '"!--c ~ 20 ~ fro.,ck.. vJ/ 2?? 6 /vvd7, l"l., ('77 ,,. ~ 1'),S lo.,.,.;::\ f:EJ z.._, ' t7"' V d I l[ I./ / '-'"" . ..-,. I ;, q --0 c".J .,. ,,:_ . ; g 7-11-: //' 1 ) / cro:# c::>f£,, I f .. o:ol';}J.-& 1/'!r...:?... ': ..... •~ (jJ) \H I ·~ • • • Client: Project: Job: File No.: Date: Pacific Environmental Technologies Cummins Allison Roof Mounted Mechanical Equipment 2-06-04 Location Direction Seismic Forces Non-Structural Components and Equipment '\$ ~-rz u e, ~ en?-" @. ?,CfO ,=: North South Controls Lateral Force z Fp=(ap*Ca*lp)/Rp*(1+3*hx/hr)*Wp Seismic Near Source Type Na Soil Type Ca, coefficiei:it ap CaXNa Ip Rp hx hr Seismic Coefficient Equipment Weight Shear Force · Ov~rtuming Moment Check Input-CG distance above deck, h Input CG distance to toe (min), d Fp/Wp= Wp= Fp= Input Plan Dimension North South OTM. Fp*h RM (use 1/2 DL) 1/2*Wp*d Hold Down Force Req'd 0.4 B 1.0 D 0.44 1.00 0.44 1.00 3.00 24 21.50 0.638 2450 lb 1563 lb 30 in 27 in 54 in 46880 in-lb 33075 in-lb 256 lb approximate approximate approximate Lag Screw Connections Input Wood Type· With Steel Side Plate Input Specific Gravity Input Load Duration Factor Input Fastener Diameter Input Lag Screw Strength Input Penetration Depth Input Dowel Bearing Strength, Main Member Input Dowel Bearing Strength of Side Membe Input Thickness of Side Member Re= 0.095 23= 408 Lag Screw Shear Capacity Hold Down/Withdrawal Capacity Number of Lags Required k= 24= OF Larch 0.5 1.33 0.5 45000 2 3150 33000 0.125 15.20 579 271 1007 6 in psi in psi NOS Table 9A psi in. 3"X2X2X1/8 angle galvanized lb lb ® . . • • • . Client: Project: Job: File No.: Date: Pacific Env'ironmental Technologies Cummins Allison Roof Mounted Mechanical Equipment 2-06-04 Location Direction Seismic Forces Non-Structural Components and Equipment AC Platform ~ ~ North South Controls Lateral Force Fp=(ap*Ca*lp)/Rp*(1 +3*hx/hr)*Wp z 0.4 Seismic Near Source Type B Na 1.0 Soil Type D Ca, coefficient 0.44 ap 1.00 ~aXNa 0.44 Ip 1.00 Rp 3.00· hx 23.5 hr 21.50 Seismic Coefficient Fp/Wp= 0.628 Equipment Weight Wp= 800 lb Shear Force Fp= 502 lb Overturning Moment Check Input CG distance above deck, h 18 in approximate Input CG distance to toe (min), d 19 in approximate lnp1,1t Plan Dimension North South 39 in approximate OTM Fp*h 9037 in-lb RM (use 1/2 DL) 1/2*Wp*d 7600 in-lb Hold Down Force Req'd 37 lb Lag Screw Connections With Steel Side Plate Input Wood Type · DF Larch Input Specific Gravity 0.5 Input Load Duration Factor 1.33 Input Fastener Diameter 0.5 in Input Lag Screw Strength 45000 psi Input Penetration Depth 2 in Input Dowel Bearing Strength, Main Member 3150 psi NDSTable9A Input Dowel Bearing Strength of Side Membe 33000 psi Input Thickness of Side Member 0.179 in. 3"X2X2X1/8 angle Re= 0.095. k= 10.82 galvanized 23= 416 24= 579 Lag Screw Shear Capacity 277 lb Hold Down/Withdrawal Capacity 1007 lb Number of Lags Required. 2 . (~ • • • Client: Project: Job: File No.: Pacific Environmental Technologies Cummins Allison Roof Mounted Mechanical Equipment Date: 3-15-04 . Location Direction Seismic Forces Non-Structural Components and Equipment Scrubber Platform @. roof North South Controls lateral Force z Fp=(ap*Ca*lp)/Rp*(1+3*hx/hr)*Wp Seismic Near Source Type Na Soil Type Ca, coefficient ap CaXNa Ip Rp hx hr Seismic Coefficient Equipment Weight Shear Force Overturning Moment Check Input CG distance above deck, h Input CG distance to toe (min), d Fp/Wp= Wp= Fp= Input Plan Dimension North South OTM Fp*h RM (use 1/2 DL) 1/2*Wp*d Hold Down Force Req'd 0.4 B 1.0 D 0.44 1.00 0.44 1.00 3.00 23.6 21.50 0.630 4200 lb 2645 lb 25 in 31.5 in 63 in 66113 in-lb 66150 in-lb 0 lb Lag Screw Connections Input Wood Type · With Steel Side Plate Input Specific Gravity Input Load Duration Factor Input Fastener Diameter Input Lag Screw Shear Capacity Input Hold Down/Withdrawal Cap. per inch Number of Lags Required DF Larch 0.5 1.33 0.5 480 367 5 in lb lb approximate approximate approximate Table 9.3B Table 9A Note: Use 6 lags, 3 on each side evenly spaced w/ 2X2X1/8X0'-3" angle bracket. • • • I. . I . I · I I I \~ ,-. : .1 I 6 I I . I 3 rr °"""'~ 1-e Z ''x 2.. "'y. /~ ,., Tot (> I ... -Gee nJ~.1:J -I ® Z I It x b@ Z,-o o.c... ,Jo ~ : IJ-.-) -.:::,o._ ~-·./ pnyo b,'.v..-5 11-,.D ·t-? [.,._....:;'l.."-.,..-y\ , ® • • (€) TJJ: t-----·-·---·.,,..., ---- \ ~f\J ATE (_,QtJ w_E: C~ :n aN --C@ .~~~v~~) ;;:c. ~=-t1 B 8c:"f2-t2A 1 L -s P LAC£ D ON 12,t;:o~ 1)£:C.l~ 1 "'l O PLA.TA:..P-1 • • • • * t: o --~-'6 ... ____ :n:;>T '1 2)~ j~ _A ~5 t"""· - -ft' f O }('' (' 1/z, ,, ~-el $cv~~ tb1 4 . L) ,-J If Note:.-'· f7l0. c.e, A·-3-5 o-'A. Nov--~ ,i Sour~ s; -€ZS, r,h A-<-, UV\'it ® ~ J • • Soft Wall Frame Design Lateral Analysis and Design Procedure This Soft Wall.Frame system is designed as a rigid moment frame (OMF) made up of hot rolled square tube columns and cold rolled C section beams. Load combinations are as specified in 1997 UBC section 1612.3.2 and 1612.4 equations 12-12 thru 12-18. The analysis program is RISA 3-D. It resolves the loads on the frame into reactions, shears, moments and deflections, includi,:tg p-delta effects. The load combinations are noted in these calculations. Columns are checked for combined bending and axial loads (Unity) in accordance with AISC 9th Edition. Beams are checked for Unity in accordance with the 1996 AISI Cold Formed Design Manual. Connections are designed in accordance with UBC 2213.6 . ' ., e.15,.q • • ([;- . ---/ .-----··. © Ir,. r I I . 2-0 ··{-·· '"" ..... ... . . l I 7 I? :, t'm f' I 1 /.1 ft, .,,_ ::,,,-, « 1~ :;:. i :; , /1, "- .1 '111 /4 f !.,,u o ,;; t.-:1 1¥ ;-1,1 -e A--r 'c c;... /1 h c...!l v-f? V I l:;.i It? Oi d-e.d r J, C::C-C. V\ . /, --n {1-}/j?l_ A{ ' / /0 /· /· I bM ~--- 0,-7!<. _O_ .. ,_l_) "'_-:._5_Y_/ __ 2_x_··_ ,·<_<' __ ~ j. J 4 3/,. @ I" .Z:..9..,. ___ .... I- • (' /D f'"::>, io r?.;. r ( I' \ t:,(f'//1nq;t ' ' , • Is Is Z-3 • Dr-;:; {'-·'1,:: ',,· L, :::. ' /., .. ·,2 :> L -, ::: ,:,,- L.?,,. ''7·· ·. ···c ,/ -l-... ._1 t·-. •, (~ '·,-~ ... 2-3 I(,., i , r o/J-! . /,,::·: i ,,,r \ 2·· \ -f .,____--I '< I 0 r> :.. f ~.,.. --;, / . / . ) .-! .,.-··> /:;;, I .t.. :-:) .. ,, t- I 5.-·) · .. •": t .,.,. .. -r':'J. I ... ,. ' ' . 'I~;, ... :' ·-! /0 ;-:, '.. " ; /t::)o r/). .' . ,.,. ' ' ,I • -. t··' ! ' I ( I oo r:1/ ·~ I ../ 1/i. ___ l -1 rd,,?"' I ® (f) '-' ~ I i ' i t'\J: ...._' • • • Client: Project: Job: File No.: Date: Pacific Environmental Technologjes Cummins Allison 2359 Cummins 2-7-04 STEEL JOIST DESIGN Design for members meeting the requirements of 1997 UBC Section 2217 Lateral Buckling Strength for Cold Formed Steel Structural Members Location Clean Room Common Joist in Chase Design Dead Load,psf Design Live load, psf Joist Weight Tributary Width, ft Span Length, ft Maximum. Unbraced Length, inches Additional Moment, ft-lb Additional Reaction, lb Uniform Load, plf Reactions Shear, lb Moment, ft-lb Allowable Deflection @ L / 240 Trial Joist Size 1 or 2 joists? 16 ga m1 r, 6 depth 1.625 flange 1 Effective Section Properties Thickness 0.0556 lxx 2.86 Sx 0.93 23.00 10.00 1.85 4.00 10.00 12.00 0 0 134 669 669 1673 20077 0.50 psf psf plf ft ft in ft-lb lb plf lb Ube $1~p:;,o·1,tt l-S5o lb C a.f-=-CJ&, 5 ) ~ /o 9 o/L ft-lb in-lb in Torsional Section Properties Xo -1.07 J 0.000595 Cw 1.32 Area 0.56 . Ro 2.57 Rx 2.268 BETA 0.83 ~ Q~ Kt 1.00 Ky 1.00 Sigma Ey SigmaEt Safety Factor Fy Applied Moment 645784 712866 1.67 Moment Capacity Based on Yield Stress Moment Capacity Based on Flange Buckling Flange Stress, psi 50.00 ksi 20077 in-lb 27784 in-lb 582046 in-lb 21635 psi 29940 psi 0.36 in 0.50 in Allowable Flange Stress, psi Deflection, inches · Allowable Deflection @ L / 240 Use single joist 16 gage n,(, 'f', 6 in deep 1.63 flange width controls ok ok " ' • • • Client: Project: Job: File No.: Date: Pacific Environmental Technologies Cummins Allison 2359 Cummins 2-9-04 STEEL JOIST DESIGN Design for members meeting the requirements of 1997 UBC Section 2217 Lateral Buckling Strength for Cold Formed Steel Structural Members Location Clean Room Common Joist not in Chase Design Dead Load,psf 10.00 psf Design Live Load, psf 10.00 psf Joist Weight 1.85 plf Tributary Width, ft 4.00 ft Span Length, ft 19.58 ft Maximum Unbraced Length, inches 12.00 in Additional Moment, ft-lb 0 ft-lb Additional Reaction, lb O lb Uniform Load, plf 82 plf Reactions 801 lb Shear, lb 801 lb Moment, ft-lb 3922 ft-lb 47067 in-lb Allowable Deflection @ L / 240 0.98 in Trial Joist Size 1 or 2 joists? . 16 ga wi,,... 10 depth 1.625 flange 1 Effective Section Properties Torsional Section Properties Thickness 0.0556 lxx 9.96 Sx 1.72 Area 0.78 Rx 3.566 Ry 0.51 Ky 1.00 Sigma Ey SigmaEt Safety Factor Fy Applied Moment 519014 774147 1.67 Moment Capacity Based on Yield Stress Moment Capacity Based on Flange Buckling Flange Stress, psi Allowable Flange Stress, psi Deflection, inches Allowable Deflection @ L / 240 Xo -0.83 J 0.000837 Cw 4.16 Ro 3.70 BETA 0.95 Kt 1.00 50.00 ksi 47067 in-lb 51377 in-lb 1098445 in-lb 27428 psi 29940 psi 0.94 in 0.98 in controls ok ok Use single joist 16 gage m,n . 10 in deep 1.63 flange width • • L ~n.e_,s f o v,.d .3. /87p!/ '< 8 I 1-co(s ' l/1'1..e 2. /2 O?/( X /0 3c:'.-t:lls ~' '. . . t-"N l'~ '-· ~ ~ u .. ·_1... Z ,:,) I ! / 0 I i. l i ,' ! IA\ ',. ' ,I~ {,)::"., .. - I i l ! ll @ --(o --·· rz.. j / ., ____ ., ,.--:3."') -,., ,_, .. • • • Client: Project: Job: File No: Date: Pacific Environmental Technologies Cummins Allison 2359 Cummins 2-7-04 Seismic Forces Base Shear Location Building Type Building System Type Procedure . Direction l'lcw-/h-'Stfl.,)-/1,.. Simplified Base Shear z Soil Profile Seismic Source Type R Ca, coefficient Na Ca Base Shear Coefficient Clean Room Single Story OMF Static V=3.0*Ca*W/R 0.4 . D 8 4.50 0.44 * Na 1.0 0.44 V= 0.293 *W Building Dimensions and Weights Input Length, (depth) ft Input Width, ft Input Wall Height, ft· Input Parapet Height Input Number of Walls Input Wall Unit Weight Input Roof Unit Weight Strip Wall Weight Strip Roof Weight Dead Loads Wall Strip+ Roof Strip, Total w Base Shear V= 0.293 32.00 ft 50.0 ft 12.00 ft 0 ft 2 max 1.0 psf 12.6 psf 24 plf 403 plf 427 plf *W= 125 Diaphragm Load, Fpx Top half of Wall Strip + Parapet+ Roof Strip, wpx 409 Diaphragm Load, Fpx=3.0*Ca*wpx/R 120 Check Fpx < 1.0*Ca*wpx 180 Check Fpx > 0.5*Ca*l*wpx 90 use 120 1997 UBC Reference 1630.2.3.2 plf plf plf ok Table 16-U Table 16-N Table 16-Q Table 16-S 1630.2.3.2 •• • • Client: Pacific Environmental Technologies Project: Cummins Allison · Job: 2359 File No: Cummins Date: 2-7-04 Location Clean Room Building Type Single Story Building System Type OMF Procedure Static Direction € e...1,:,f ~ v,.J.e~ f . . . Seismic Forces Base Shear Simplified Base Shear z V=3.0*Ca*W/R 0.4 1997 UBC Reference 1630.2.3.2 Soil Profile Seismic Source Type R . Ca, coefficient Na Ca Base Shear Coefficient D B 4.50 0.44 * Na 1.0 0.44 V= 0.293 *W Building Dimensions and Weights Input Length, (depth) ft 50.00 ft Input Width, ft. 32.0 ft Input Wall Height, ft 12.00 ft Input Parapet Height . O ft Input Number of Walls 2 max Dead Loads Input Wall Unit Weight 1.0 psf Input Roof Unit Weight 12.6 psf Strip Wall Weight 24 plf Strip Roof Weight 630 plf Wall Strip + Roof Strip, Total W 654 plf Base Shear V= 0.293 *W= 192 plf 636 plf Table 16-U Table 16-N Table 16-Q Table 16-S Diaphragm Load, Fpx Top half of Wall ~trip + Parapet + Roof Strip, wpx Diaphragm Load, Fpx=3.0*Ca*wpx/R 187 plf 1630.2.3.2 Check Fpx < 1.0*Ca*wpx 280 Check Fpx > 0.5*Ca*l*wpx 140 use 187 ok 0 0 • • RISA-3D (R) Version 2.000 =================< Reactions, LC 1: D+Live+E/1.4T >=============~====~=O Joint +-----------Forces-----------+ +-----------Moments----------+ O No. X Y Z Mx My Mz 0 -----------K----------K----------K-----------K-ft-------K-ft-------K-ft-----0 1 0.17 2.72 0.28 0.00 0.00 0.000 4 -0.04 6.90 0.53 0.00 0.00 0.000 6 -0.14 2.20 0.28 0.00 0.00 0.000 7 0.15 1.05 0.28 0.00 0.00 0.000 10 -0.00 3.11 0.53 0.00 0.00 0.000 12 -0.15 1.05 0.28 o.oo 0.00 0.000 Totals: 0.00 17.04 2.15 0 Center of Gravity Coords (X,Y,Z) (ft) : 15.512, 11.000, 7.512 O ------------< Member Section Forces, LC 1: D+Live+E/1.4T >-----------o Member Joints Shear · Shear Moment Moment 0 No. I -J Sec Axial y-y z-z Torque y-y z-z 0 ---------------------K--------K -------K-------K-ft-------K-ft-------K-ft---0 1 1-2 1 2.72 -0.17 0.28 0.00 0.00 0.000 2 2.72 -0.17 0.28 o.oo 1.52 0.950 3 2.72 -0.17 0.28 0.00 3.04 1.910 ----------------------------------------------------------------------------0 2 2-3 1 0 .17 2. 42 0. 01 -0. 00 . . -0. 04. 1. 910 2 0.17 -0.50 0.01 -0.00 0.02 -5.780 3 0.17 -3.42 0.01 -0.00 0.09 9.900 ----------------------------------------------------------------------------0 3 3-4 1 6.90 -0.04 0.53 0.00 -5.78 -0.400 2 6.90 -0.04 0.53 0.00 -2.89 -0.200 3 6.90 -0.04 0.53 0.00 -0.00 -0.000 -----------------------------------------------------·----------------------0 4 ·3-5 1 0.13 2.90 -0.01 0.00 0.08 9.500 2 0.13 0.50 -0.01 0.00 0.02 -4.100 3 0.13 -1.90 . -0.01 0.00 -0.04 1.500 ----------------------------------------.--·--------------------------------0 5 5-6 1 2.20 -0.14 0.28 0.00 -3.04 -1.500 2 2.20 -0.14 0.28 0.00 -1.52 -0.750 3 2.20 -0.14 0.28 0.00 -0.00 · -0.000 ----------------------·-----------------------------------------------------0 6 8-2 1 -o.oo -0.30 -0.00 -0.00 0.04 -3.040 2 -0.00 -0.30 -0.00 -0.00 -0.00 0.000 3 -0.00 -0.30 -0.00 -0.00 -0.04 3.040 ----------------------------------------------------------------------------0 7 7-B 1 1.05 -0.15 0.28 o.oo o.oo 0.000 2 1.05 -0.15 0.28 0.00 1.52 0.820 3 1.05 -0.15 0.28 0.00 3.04 . 1.650 ----------------------. ----------------------------------------------------0 8 8-9 1 0.15 1.36 0.01 -0.00 -0.04 1.650 2 0.15 -0.24 0.01 -0.00 0.01 -2.800 3 0.15 -1.84 0.01 -0.00 0.05 5.550 ----------------------------------------------------------------------'-----0 9 9-10 1 3.11 -o.oo -~~-53 ____ , .. _ .. o.oo.,. ... ~_.,_--s.7_8 -o.oon 2 3.11 -0.00 0.53 o.oo -2.89 -0.000 3 3.11 ~o.oo o.53 o.oo o.oo 0.000 ----------------------------------------------------------------------------0 10 9-11 1 0.15 1.84 -0.01 0.00 0.05 5.550 2 0.15 0.24 -0.01 0.00 0.01 -2.800 3 0.15 -1.36 -0.01 0.00 -0.04 1.650 ----------------------------------------------------------------------------0 11 11-12 1 1.05 -0.15 0.28 0.00 -3.04 -1.650 2 1.05 -0.15 0.28 0.00 -1.52 -0.820 3 1.05 -0.15 0.28 0.00 0.00 -0.000 ------------------------------------.---------------------------------------0 12 3-9 1 0.00 0.58 -0.00 0.00 0.00 5.780 2 0.00 0.58 -0.00 0.00 0.00 -0.000 3 0.00 0.58 -0.00 0.00 -0.00 -5.780 Mc.x R_ __ C in--.ivz:>\~ 60-~ S l eJ.-b cJ,, .. o.,<:-k. · Cf. l M t7\tVl . tJt;e 1/0 / L c. 3 C o I A-:-1-ia--L Co-v,.1"Vt>l? C0J0,.../\.-n';, ------------------------------------------------------------------------__ -_-_-0 __ _ 13 5-11 1 -0.00 0.30 0.00 -0.00 -0.04 3.040 2 -0.00 0.30 . 0.00 -0.00 -0.00 0.000 3 -0.00 0.30 0.00 -0.00 0.04 -3.040 ---------------------------------------------------------------------------0 0 • • • ========< Member Deflections, LC 1: D+Live+E/l.4T >==-~====~-=0 Member +---------Translation---------++-----------Rotation ------------+0 No. Sec x y z x Rotate y Rotate z Rotate 0 ------------in---------in---------in---------rad---------rad---------rad----0 1 1 0.000 0.000 0.000 0.00193 0.00662 0.000910 2 -0.001 0.044 -0.411 0.00193 0.00539 0.000140 3 -0.003 -0.014 -0.660 · 0.00193 0.00171 -0.002170 ----------------------------------------------------------------------------0 2 1 0.014 -0.003 -0.660 -0.00171 0.00193 -0.002170 2 0.014 -0.127 -0.896 -0.00167 0.00249 0.000410 3 0.014 -0.007 -1.039 -0.00163 .-0.00002 0.000330 ----------------------------------------------------------------------------0 3 1 0.007 -0.014 J.039 0.00002 0.00163 0.000330 2 0.003 -0.018 0.674 0.00002 0.00863 0.000160 3 0.000 0.000 0.000 0.00002 0.01096 0.000320 ----------------·-----------------------------------------------------------0 4 1 0.014 -0.007 -1.039 -0.00163 -0.00002 0.000330 2 ~-014 -0.084 -0.896 -0.00167 -0.00248 -o.p00400 3 0.014 -0.002 -0.659 -0.00171 -0.00196 0.001520 ----------------------------------------------------------------------------0 5 1 0.002 -0.014 0.659 0.00196 0.00171 -0.0015.20 2 0.001 -0.047 0.410 0.00196 0.00539 0.000300 3 0.000 . 0.000 0.000 0.00196 0.00661 0.000910 ----------------------------------------------------------------------------0 6 1 0.660 -0.001 0.001 0.00179 0.00119 -0.001710 2 0.660 -0.002 0.030 0.00198 -0.00086 0.000820 3 0.660 -0.003 0.014 0.00217 0.00193 -0.001710 -----------------.----------------------------------------------------------0 7 1 0.000 0.000 0.000 0.00119 0.00662 0.000870 2 -0.001 0.043 -0.411 0.00119 0.00539 0.000210 3 -0.001 -0.001 -0.660 0.00119 0.00171 -0.001790 ----------------------------------------------------------------------------0 8 1 0.001 -0.001 -0.660 -0.00171 0.00119 -0.001790 2 0.001 -0.113 -0.879 -0.00167 0.00268 0.000410 3 0.000 -0.003 -1.039 -0.00163 -0.00003 -0.000000 ----------------------------------------------------------------------------0 9 1 0.003 -0.000 1.039 0.00003 0.00163 0.000000 2 0.002· -0.000 0.674 0.00003 0.00863 0.000000 3 0.000 0.000 0.000 0.00003 0.01096 0.000000 ----------------------------------------------------------------------------0 10 1 0.000 -0.003 -1.039 -0.00163 -0.00003 -0.000000 2 -0.000 -0.113 -0.878 -0.00167 -0.00265 -0.000410 3 -0.000 -0.001 -0.659 -0.00171 -0.00125 0.001780 ----------------------------------------------------------------------------0 11 1 0.001 0.000 0.659 0.00125 0.00171 -0.001780 2 0.001 -0.044 0.410 0.00125 0.00539 0.000210 3 0.000 0.000 0.000 0.00125 0.00661 0.000880 ----------------------------------------------------------------------------0 12 1 -1.039 -0.007 -0.014 0.00033 -0.00002 0.001630 2 -1.039 -0.005 -0.007 0.00016 -0.00007 -0.000770 3 -1.039 -0.003 -0.000 -0.00000 -0.00003 0.001630 ----------------------------------------------------------------------------0 13 1 -0.659 -0.002 -0.014 0.00152 -0.00196 0.001710 2 -0.659 -0.002 0.015 0.00165 0.00071 -0.000820 3 -0.659 -0.001 ·o.ooo 0.00110 -0.00125 0.001110 ------.---------------------------------------------------------------------0 • 1 @ • ===--==< Member Section Forces, LC 3: Col D+.7t+2.8E T >==-=--====O Member Joints Shear Shear Moment Moment O No. I -J Sec Axial y-y z-z Torque y-y z-z O ---------------------K--------K--------K-------K-ft-------K-ft-------K-ft---0 1 1-2 1 3.31 -0.15 1.07 0.00 0.00 0.000 2 3.31 -0.15 .1.07 0.00 5.90 0.840 3 3.31 -0.15 1.07 0.00 11.81 1.680 ----------------------------------------------------------------------------0 2 2-3 1 · 0.14 2.13 0.03 -o.oo .. -0.17 1.680 2 0.14 -0.43 0.03 -o.oo 0.08 -5.110 3 0.14 -2.99 0.03 -0.00 0.33 8.580 ----------------------------------------------------------------------------0 3 3-4 1 !""fzTI -0.04 2.04 0.00 -22.46 -0.400 2 7.71 -0.04 2.04 0.00 -11.23 -0.200 3 7.71 -0.04 2.04 o.oo 0.00 · -0.000 -------------------------------------------------------------· --------------0 4 3-5 1 0.10 2.47 -0.03 0.00 0.33 8.180 2 0.10 0.43 -0.03 0.00 0.08 -3.430 3 0.10 -1.61 -0.03 0.00 -0.17 1.280 ----------------------------------------------------------------------------0 5 5-6 1 2.79 -0.12 1.07 o.oo -11.81 -1.280 2 · 2.79 -0.12 1.07 0.00 -5.90 -0.640 3 2.79 -0.12 1.07 0.00 -0.00 -0.000 ----------------------------------------------------------------------------0 6 8-2 1 -0.00 -1.18 -0.02 -0.00 0.15 -11.810 2 -0.00 -1.18 -0.02 -0.00 -0.01 0.000 ·3 -0.00 -1.18 -0.02 -0.00 -0.17 11.810 --------------------------------------------------------------·-------------0 7 7-8 1 -0.03 -0.13 1.07 0.00 0.00 0.000 2 -0.03 -0.13 1.07 0.00 5.90 0.700 3 -0.03 -0.13 1.07 o.oo 11.81 1.390 ----------------------------------------------------------------------------0 8 8-9 1 0.14 1.15 0.02 -0.00 -0.15 1.390 • 2 0.14 -0.21 0.02 -0.00 0.03 -2.380 3 0.14 -1.57 0.02 -0.00 0.20 4.720 ----------------------------------------------------------------------------0 9 9-10 1 0.89 --0.00 2.04 0.00 -22.46 -0.000 2 0.89 '-0.00 2.04 0.00 -11.23 -0.000 3 0.89 -0.00 2.04 0.00 0.00 0.000 ----------------------------------------------------------------------------0 10 9-11 1 0.14 1.57 -0.02 0.00 0.19 4.720 2 0.14 0.21 -0.02 0.00 0.03 -2.380 3 0.14 -1.15 -0.02 0.00 -0.14 1.400 ----------------------------------------------------------------------------0 11 11-12 1 -0.03 -0.13 1.07 0.00 -11.81 -1.400 2 -0.03 -0.13 1.07 0.00 -5.90 -0.700 3 -0.03 -0.13 1.07 0.00 -0.00 0.000 ---------------------------------------------------------------------------0 12 3-9 1 0.01 2.25 -0.00 0.00 0.00 22.460 2 0.01 2.25 -0.00 0.00 0.00 -0.000 3 0.01 2.25 -0.00 o.oo -0.00 -22.460 -----------------------------------------------------.----------------------0 13 5-11 1 -o.oo 1.18 0.02 -0.00 -0.17 11.810 2 -0.00 1.18 0.02 -0.00 -0.01 0.000 3 -0.00 1.18 0.02 -0.00 0.14 -11.810 ----------------------------------------------------------------------------0 • . ' • ======< Member Section Forces, LC 4 : Conn l.2D+L+2.8ET >========0 Member Joints Shear Shear Moment Moment 0 No •. I -J Sec Axial y-y z-z Torque y-y z-z O ---------------------K--------K--------K-------K-ft-------K-ft-------K-ft---0 1 1-2 1 3.89 -0.19 1.07 0.00 0.00 0.000 2 3.89 -0.19 1.07 o.oo 5.90 1.070 3 3.89 -0.19 1.07 0.00 11.81 2.140 ----------------------------------------------------------------------------0 2 2-3 1 0.18 2.71 0.03 -0.00 -0.17 2.140 2 0.18 -0.55 0.03 -0.00 0.08 -6.490 3 0.18 -3.82 0.03 -0.00 0.33 11.000 ----------------------------------------------------------------------------0 3 3-4 1 9.26 -0.04 2.04 o.oo -22~46 -0.480 2 9.26 -0.04 2.04 Q.00 -11.23 -0.240 3 9.26 -0.04 · 2.04 o.oo -o.oo -0.000 --------------------------------------------.-------------------------------0 4 3-. 5 1 0.13 3.19 -0.03 0.00 0.33 10.520 2 0.13 0.55 -0.03 0.00 0.08 -4.480 3 0.13 -2.09 -0.03 0.00 -0.17 1.650 ----------------------------------------------------------------------------0 5 ·5-6 1 3.21 -0.15 1.01 o.oo -11.01 -1.6so 2 . 3.27 -0.15 1.07 0.00 -5.90 -0.830 3 3.27 -0.15 1.07 0.00 0.00 0.000 ----------------------------------------------------------------------------0 6 8-2 1 -0.00 -1.18 -0.02 -0.00 0.15 -11.810 2 -0.00 -1.18 -0.02 -0.00 -0.01 0.000 3 -o.oo -1.18 -0.02 -0~00 -0.17 11.810 ----------------------.-----------------------------------------------------0 7 7-8 1 0.31 -0.16 1.07 0.00 0.00 0.000 2 0.31 -0.16 1.07 0.00 5.90 0.900 3 0.31 -0.16 1.07 o.oo 11.81 1.810 ----------------------------------------------------------------------------0 8 8-9 1 0.18 1.49 0.02 -0.00 -0.15 1.810 • 2 0.18 -0.27 0.02 -0.00 0.03 -3.080 3 0,18 '-2.03 0.02 -0.00 0.20 6.110 ----------------------------------------------------------------------------0 9 9-10 1 1.81 -o.oo 2:04 o.oo -22.46 -0.000 2 1.81 -0.00 2.04 0.00 -11.23 -0.000 3 1.81 -0.00 2.04 0.00 -0.00 0.000 ----------------------------------------------------------------------------0 10 9-11 1 0.18 2.03 -0.02 0.00 0.19 6.110 2 0.18 0.27 -0.02 0.00 0.03 -3.080 3 0.18--1.49 -0.02 0.00 -0.14 1.810 ---------------------------------------------------------------------------0 11 11-12 1 0.31 -0.16 1.07 0.00 -11.81 -1.810 2 0.31 -0.16 1.07 0.00 -5.90 -0.900 3 0.31 -0.16 1.07 o.oo 0.00 0.000 ----------------------------------------------------------------------------0 12 3-9 1 0.01 2.25 -0.00 0.00 0.00 22.460 2 0.01 2.25 -0.00 0.00 0.00 -~0.000 3 0.01 2.25 -0.00 0.00 -0.00 -22.460 ----------------------------------------------------------------------------0 13 5-11 1 -0.00 1.18 0.02 -0.00 -0.17 11.810 2 -o.oo 1.18 0.02 -0.00 -0.01 0.000 3 -0.00 1.18 0.02 -0.00 0.14 -11.810 ----------------------------------------------------------------------------0 0 • . ' • 0 • • =----===========< Reactions, LC 5: D+Live+E/1.4L >=================O Jo4nt +-----------Forces-----------+ +-----------Moments----------+ O No. X Y Z Mx My Mz 0 -----------K----------K----------K-----------K-ft-------K-ft-------K-ft-----0 1 -0.23 1.98 o.oo 0.00 0.00 0.000 4 -0.53 6.32 -o.oo 0.00 0.00 0.000 6 -0,54 2.34 -o.oo 0.00 0.00 0.000 7 -0.11 1.06 . 0.00 0.00 0.00 0.000 10 -0:36 3.69 -o.oo 0.00 0.00 0.000 12 -0.41 1.66 -o.oo 0.00 0.00 0.000 Totals: -2.16 17.04 0.00 O Center of Gravity Coords (X, Y, Z) (ft) : 15.512, 11.000, 7 .512 O --------------< Member Section Forces, LC 5: D+Live+E/l.4L >=============O Member Joints Shear Shear Moment Moment o No. I -J Sec Axial y-y z-z Torque y-y z-z O ---------------------K--------K--------K-------K-ft-------K-ft-------K-ft---0 1 1-2 1 1.98 0.23 0.00 0.00 o.oo 0.000 2 1.98 0.23 0.00 0.00-0.01 -1.240 3 1.98 0.23 0.00 0.00 0.02 -2.490 ----------------------------------------------------------------------------0 2 2-3 1 0.20 1.98 0.00 -0.00 -0.01 -2.490 2 0.20 -0.94 o.oo -o.oo o.oo -6.610 ff 3 0.20 -3.86 o.oo -o.oo 0.01 12.620 <:::::a:::tcnco s ----------------------------------------------------------------------------0 k;,-e__.ov,..v,.7 3 3-4 1 6.32 -0.53 -o.oo o.oo 0.00 -5.820 2 6.32 -0.53 -0.00 0.00 0.00 -2.910 3 6.32 -0.53 -0.00 0.00 o.oo 0.000 ----------------------------------------------------------------------------0 4 3-5 1 0.10 2.46 0.00 -0.00 -0.01 6.800 2 0.10 0.06 · 0.00 -0.00 0.00 -3.260 3 0.10 -2.34 0.00 -0.00 0.01 5.890 ----------------------------------------------------------------------------0 5 5-6 1 2.34 -0.54 -0.00 0.00 0.02 -5.890 2 2.34 -0.54 -0.00 0.00 0.01 -2.950 3 2.34 -0.54 -0.00 0.00 o.oo -0.000 ----------------------------------------------------------------------------0 6 8-2 1 -0.00 -0.00 -0.00 -0.00 0.01 -0.020 2 -0.00 -0.00 -0.00 -0.00 -0.00 0.000 3 -0.00 -0.00 -0.00 -0.00 -0.01 0.020 ----------------------------------------------------------------------------0 7 7-8 1 1.06 0.11 0.00 0.00 0.00 0.000 2 1.06 0.11 0.00 0.00 0.01 -0.590 3 1.06 0.11 0.00 0.00 0.02 -1.180 ----------------------------------------------------------------------------0 8 8-9 1 0.18 1.06 0.00 -0.00 -0.01 -1.180 2 0.18 -0.54 0.00 -0.00 0.00 -3.240 · / 3 0 .18 -2 .14 0. 00 -0. 00 0 .01 7 .500 Ccn-.JV1),'!? ---;----;=--~~-~------;~~;----=~~;~----=~~~~------~~~~-------~~~~------=;~;~g 1;~ 0-~ ~ 2 3.69 -0.36 -0.00 · 0.00 0.00 -1.950 3 3.69 -0.36 -0.00 0.00 0.00 0.000 ---------------------------------------------·------------------------------0 10 9-11 1 0.12 1.54 0.00 -0.00 -0.01 3.590 2 0.12 -0.06 0.00 -0.00 0.00 -2.370 3 0.12 -1.66 0.00 -0.00 0.01 4.480 ----------------------------------------------------------------------------0 11 11-12 1 1.66 -0.41 -o.oo o.oo 0.02 -4.480 2 1.66 -0.41 -0.00 0.00 0.01 -2.240 3 1.66 -0.41 -0.00 0.00 0.00 -0.000 ----------------------------------------------------------------------------0 12 3-9 1 o.oo -0.00 -0.00 0.00 0.03 -0.000 2 0.00 -0.00 -o.oo 0.00 0.00 -0.000 3 0.00 -0.00 -0.00 0.00 -0.02 0.000 ---------------------------------------------------------------------------0 13 5-11 1 0.00 -0.00 -0.00 0.00 0.01 -0.020 2 . 0.00 -0.00 -0.00 0.00 0.00 -0.000 3 0.00 -0.00 -0.00 0.00 -0.01 0.020 ----------------------------------------------------------------------------0 • < -~ 0 • • ===========< Member Deflections, LC 5 D+Live+E/1.4L >=============0 Member +---------Translation---------++-----------Rotation ------------+0 No. sec x y z x Rotate y Rotate z Rotate 0 ------------in---------in---------in---------rad---------rad---------rad----o 1 1 0.000 0.000 0.000 -0.00023. 0.00004 -0.007540 2 -0.001 -0.476 -0.003 -0.00023 0.00004 -0.006540 3 -0.002 -0.820 -0.004 -0.00023 0.00001 -0.003520 ----------------------------------------------------------------------------0 2 1 0.820 -0.002 .-0.004 -0.00001 -0.00023 -0.003520 2 0.820 -0.153 -0.003 -0.00001 0.00009 0.000780 3 0.820 -0.006 -0.001 -0.00001 -0.00023 0.000080 ---;-~-------~~~~~--~--=~~;;~------~~~~~-----~=.QQ~;-=-~~~~~~~00~~~--~=a~o~~Q;g .42 ~?-eie. 2 o. 003 -o. 565 o. 001 o. 00023 o. 00001 o. 006910 A 2 ., ,... I / .....L-2 ,, 3 0.000 0.000 0.000 0,00023 0.00001 0.009320 · L(f/.,J-· • "17 ----------------------------------------------------------------------------0 4 1 0.820 -0.006 -0.001 -0.00001 . -0.00023 0.000080 2 0.820 -0.057 0.001 -0.00000 0.00008 -0.000030 3 0.820 -0.002 0.003 0.00001 -0.00024 0.000160 -------·--------------------------------------------------------------------0 5 1 0.002 -0.820 -0.003 0.00024 -0.00001 -0.000160 2 0.001 -0.567 -0.002 0.00024 -0.00003 0.006980 3 0.000 0.000 0.000 0.00024 -0.00004 0.009360 -------------------------·--------------------------------------------------0 6 1 0.004 -0.001 0.624 0.00345 -0.00040 -0.000010 2 0.004 -0.002 0.727 0.00349 -0.00107 0.000000 3 0.004 -0.002 0.820 0.00352 -0.00023 -0.000010 ----------------------------------------------------------------------------0 7 1 0.000 0.000 0.000 -0.00040 0.00004 -0.005360 2 -0.001 -0.343 -0.003 -0.00040 0.00004 -0.004880 3 -0.001 -0.624 -0.004 -0.00040 0.00001 -0.003450 ----------------------------------------------------------------------------0 8 l 0.624 -0.001 -0.004 -0.00001 -0.00040 -0.003450 2 0.624 -0.141 -0.003 -0.00001 0.00018 0.000920 3 0.623 -0.004 -0.001 -0.00001 -0.00040 -0.000500 ----------------------------------------------------------------------------0 9 1 0.004 -0.623 0.001 0.00040 0.00001 0.000500 2 0.002 -0.416 0.001 0.00040 0.00001 0.005230 3 0.000 0.000 0.000 0.00040 0.00001 0.006810 ----------------------------------------------------· -----------------------0 10 1 0.623 -0.004 -0.001 -0.00001 -0.00040 -0.000500 2 0.623 -0.086 0.001 -0.00000 0.00016 0.000110 3 0.623 -0.002 0.003 0.00001 -0.00040 0.000120 ----------------------------------------------------------------------------0 11 1 0.002 -0.623 -0.003 0.00040 -0.00001 -0.000120 2 0,001 -0.431 -0.002 0,00040 -0.00003 0.005300 3 0.000 0.000 0.000 0.00040 -0.00004 0.007110 ----------------------------------------------------------------------------0 12 1 -0.001 -0.006 -0.820 0.00008 -0.00023 0.000010 2 -0.001 -0.005 -0.727 -0.00021 -0.00107 0.000010 3 -0.001 -0.004 -0.623 -0.00050 -0.00040 0.000010 ----------------------------------------------------· ---------------·-------0 13 1 0.003 -0.002 -0.820 0.00016 -0.00024 -0.000010 2 0.003 -0.002 -0.726 0.00014 -0.00107 0.000010 3 0.003 -0.002 -0.623 0.00012 -0.00040 -0.000010 ----------------------------------------------------------------------------0 • ========< Member section Forces, LC 7: Col D+.7L+2.8E L >==~-======O Member Joints Shear Shear Moment Moment O No. I -J Sec Axial y-y z-z Torque y-y z-z O ---------------------K--------K--------K-------K-ft-------K-ft-------K-ft---0 l 1-2 l 0.41 1.40 0.01 0.00 0.00 0.000 2 0.41 1.40 0.01 o.oo 0.03 -7.700 3 0.41 1.40 0.01 0.00 0.07 -15.400 ----------------------------------------------------------------------------0 2 2-3 1 0.28 0.40 0.01 -0.00 -0.05 -15.400 . 2 0.28 -2.16 0.01 -o.oo 0.00 -8.370 3 0.28 -4.72 0.01 -o.oo 0.05 19.130 -----------------------------------------------.----------------------------0 3 3-4 1 5.47 -1.95 -0.00 0.00 0.00 -21.480 2 5.47 -1.95 -0.00 o.oo 0.00 -10.740 3 5.47 -1.95 -0.00 0.00 0.00 0.000 ----------------------------------------------------------------------------0 4 3-5 1 -0.01 0.75 0.01 -o.oo -0.05 -2.350 2 -0.01 -1.29 0.01 -o.oo 0.00 -0.160 3 -0.01 -3.33 0.01 -o.oo 0.05 18.350 ----------------------------------------------------------------------------0 5 5-6 1 3.33 -1.67 -0.01 0.00 0.07 -18.350 2 3.33 -1.67 -0.01 0.00 0.03 -9.170 3 3.33 -1.67 -0.01 0.00 0.00 -0.000 ------------------------------------------------------------.---------------0 6 8-2 1 -o.oo -0.01 -0.00 0.00 0.04 -0.070 2 -0.00 -0.01 -0.00 0.00 -o.oo 0.000 3 -0.00 -0.01 -0.00 0.00 -0.05 0.070 --------------------------------------------------'--.----------------------0 7 7-8 1 -0.02 0.87 0.01 0.00 o.oo 0.000 2 -0.02 0.87 0.01 0.00 0.03 -4.800 3 -0.02 0.87 0.01 o.oo 0,07 -9.590 ----------------------------------------------------------------------------0 8 8-9 1 0.25 -0.01 0.01 -0.00 -0.04 -9.590 2 0.25 -1.37 0.01 -0.00 0.00 -4.080 • 3 0.25 -2.73 0.01 -0.00 0.04 12.310 ----------------------------------------------------------------------------0 9 9-10 1 3.13 -1.38 -0.00 0.00 0.00 -15.180 2 3.13 -1.38 -0.00 0.00 0.00 -7.590 3 3.13 -1.38 -0.00 0.00. 0.00 0.000 ----------------------------------------------------------------------------0 10 9-11 1 0.00 0.41 0.01 -o.oo -0.04 -2.880 2 0.00 -0.95 0.01 -0.00 0.00 -0.680 3 0.00 -2.31-0.01 -0.00 0.04 12.390 ----------------------------------------------------------------------------0 11 11-12 1 2.32 -1.13 -0.01 0.00 0,07 -12.390 2 2.32 -1.13 -0.01 0.00 0.03 -6.200 3 2.32 -1.13 -0.01 0.00 -0.00 -0.000 ----------------------------------------------------------------------------0 12 3-9 1 0.00 -o.oo -0.01 0.00 0.10 -0.000 2 o.oo -0.00 -0.01 0.00 0.01 -0.000 3 0.00 -0.00 -0.01 0.00 -0.09 0.000 -------------------------------------------------.--------------------------0 13 5-11 1 o.oo -0.01 -o.oo 0.00 0.05 -0.070 2 0.00 -0.01 -0.00 0.00 0.00 -0.000 3 0.00 -0.01 -0.00 0.00 -0.04 0.070 ----------------------------------------------------------------------------0 0 • . ' • =========< Member Section Forces, LC_ 8: Conn 1.2D+L+2.8EL >=======O Member Joints Shear Shear Moment Moment 0 No. I -J Sec Axial y-y z-z Torque y-y z-z 0 -----------~---------K--------K--------K-------K-ft-------K-ft-------K-ft---0 1 1-2 1 0.99 1.36 0.01 0.00 o.oo 0.000 2 0.99 1.36 0.01 o.oo 0.03 -7.470 3 0.99 1.36 0.01 0.00 0.07 -14.940 ----------------------------------------------------------------------------0 2 2-3 1 0.32 0.98 0.01 -o.oo -0.05 -14.940 2 0.32 -2.28 0.01 -0.00 o.oo -9.750 3 0.32 -5.55 0.01 -0.00 0.05 21,550 ----------------------------------------------------------------------------0 3 3-4 1 7.01 -1.96 -o.oo o.oo o.oo -21.560 2 7.01 -1.96 -0.00 0.00 0.00 -10.780 3 7.01 -1.96 -0.00 o.oo 0.00 0.000 ---------------------------------------------.------------------------------0 4 3-5 1 0.03 1.47 0.01 -0.00 -0.05 -0.010 2 0.03° -1.17 0.01--o.oo o.oo -1.200 3 0.03 -3.81 0.01 -0.00 0.05 18.720 ----------------------------------------------------------------------------0 5 5-6 1 3.80 -1.70 -0.01 o.oo 0.07 -18.720 2 3.80 -1.70 -0.01 0.00 0.03 -9.360 3 3.80 -1.70 -0.01 0.00 0.00 0.000 ·---------------------------------------------------------------------------0 6 8~ 2 1 -0.00 -0.01 -o.oo 0.00 0.05 -0.070 2 -0.00 -0.01 -0.00 0.00 -0.00 0.000 3 -0.00 -0.01 -0.00 0.00 -0.05 0.070 ----------------------------------------------------------------------------0 7 7-8 1 0.32 0.83 0.01 0.00 o.oo 0.000 2 0.32 0.83 0.01 o.oo 0.03 -4.590 3 0.32 0.83 0.01 0.00 0.07 -9.180 --------------· -------------------------------------------------------------0 8 8-9 1 0.29 0.33 0.01 -o.oo -0.05 -9.180 • 2 0.29 -1.43 0.01 -0.00 0.00 -4.780 3 0.29 -3.19 0.01 -o.oo . 0.05 13.690 ----------------------------------------------------------------------------0 9 9-10 1 4.06 -1.38 -0.00 0.00 0.00 -15.180 2 4.06 -1.38 -0.00 0.00 0.00 -7.590 3 4.06 -1.38 -0.00 0.00 0.00 0.000 --------------------·-------------------------------------------------------0 10 9-11 1 0.04 0.87 0.01 -0.00 -0.04 -1.490 2 0.04 -0.89 0.01 -0.00 0.00 -1.380 3 0.04 -2.65 0.01 -0.00 0.04 12.810 ----------------------------------------------------------------------------0 11 11-12 1 2.66 -1.16 -0.01 0.00 0.07 -12.810 2 2.66 -1.16 -0.01 0.00 0.03 -6.400 3 2.66 -1.16 -0.01 0.00 0.00 -0.000 ----------------------------------------------------------------------------0 12 3-9 1 0.00 -0.00 -0.01 0.00 0.10 -0.000 2 0.00 -0.00 -0.01 o.oo 0.01 -0.000 3 0.00 -0.00 -0.01 o.oo -0.09 0.000 ----------------------------------------------------------------------------0 13 5-11 1 0.00 -0.01 -0.00 0.00 0.05 -0.070 2 0.00 -0.01 -0.00 o.oo 0.00 -0.000 3 0.00 -0.01 -0.00 0.00 -0.04 0.070 -------------------. --------------------------.-----------------------------0 • • l • • • Client: Project: Job: File No.: Date: Pacific Environmental Technologies Cummins Allison 2359 Cummins 2-11-04 STl:;EL PERIMETER BEAM DESIGN Design for members meeting the requirements of 1997 UBC Section 2217 Input Data Location Design Dead Load,psf Design Live Load, psf Joist Weight Tributary Width, ft Span Length, ft Maximum Unbraced Length, inches Additional Moment, ft-lb from Risa 3D Additional Reaction, lb from Risa 3D Uniform Load, plf Reactions Shear, lb Moment, ft-lb Allowable Deflection @ L / 240 Trial Joist Size 16 ga n,.,1if' 12 depth 1.625 flange Number of Joists? 2 Effective Section Properties Thickness 0.0556 lxx 14.98 Sx 2.03 Area 0.90 Rx 4.191 Ry 0.49 Ky 1.00 Sigma Ey SigmaEt Safety Factor Fy Applied Moment 469472 761700 1.67 Moment Capacity Based on Yield Stress Moment Capacity Based on Flange Buckling · Flange Stress, psi Allowable Flange Stress, psi Deflection, inches Allowable Deflection @ L / 240 Load·case 1 D+L+E/1.4 L LinesA,C,1,6 · ( 5,vid~s) 0.00 psf 0.00 psf 0.00 plf 17.00 ft 16.00 ft 12.00 in 7500 ft-lb 2140 lb 0 plf 2140 lb 2140 lb 7500 ft-lb 90000 in-lb 0.80 in Torsional Section Properties Xo -0.74 J 0.000958 Cw 6.30 Ro 4.28 BETA 0.97 Kt 1.00 50.00 ksi 90000 in-lb 121437 in-lb 27 48956 in-lb 22189 psi 29940 psi 0.40 in 0.80 in controls ok ok Use 4 joist 16 gage , :·l P' 12 in deep 1.63 flange width • •• . Client: Project: Job: F'ile No.: Date: Pacific Environmental T~chnologies Cummins Allison 2359 Cummins 2-11-04 STEEL PERIMETER BEAM DESIGN Design for members meeting the requiremenfs of 1997 UBC Section 2217 Input Data Load Cases D+L+E/1.4 L Location lines 8,3 and 4 ( c/4:ru lo I t?S,) Design Dead Load,psf 0.00 psf Design Live Load, psf 0.00 psf Joist Weight 0.00 plf Tributary Width, ft 17.00 ft Span Length, ft 16.00 ft Maximum Unbraced Length, inches 12.00 in Additional Moment, ft-lb from Risa 30 12620 ft-lb Additional Reaction, lb from Risa 30 3860 lb Unifonn Load, plf O plf Reactions 3860 lb Shear, lb 3860 lb Moment, ft-lb 12620 ft-lb 151440 in-lb Allowable Deflection @ L / 240 0.80 in Trial Joist Size Number of Joists? 16 ga 12 depth 1.625 flange 4 . Effective Section Properties Thickness 0.0556 Torsional Section Properties lxx 14.98 Sx 2.03 Area 0.90 Rx 4.191 Ry 0.49 Ky 1.00 Sigma Ey SigmaEt Safety Factor· Fy Applied Moment 469472 761700 1.67 Moment Capacity Based on Yield Stress Moment Capacity Based on Flange Buckling Flange Stress, psi Allowable Flange Stress, psi Deflection, inches Allowable Deflection @ L / 240 Xo -0.74 J 0.000958 Cw 6.30 Ro 4.28 BETA 0.97 Kt 1.00 50.00 ksi 151440 in-lb 24287 4 in-lb 5497913 in-lb 18669 psi 29940 psi 0.33 in 0.80.in controls ok ok Use 4 joist 16 gage 12 in deep 1.63 flange width • 1 • • P..1x:e:.? ./.. t ~V) . _}b/n I:. i1t.TW1 \ V. k:-f I:: T (-ea~/--I) A-IJ -~ . I/. ~ I -· /, 11 K. /,,U-€'::> c, .. I {p V . I I f:.4 l<. I •= . -" £__ (nov-f1.. -,4 -I' " 13,1p9 /;Jm,ft-) _??. 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N -e C /tr;ri"~ #/ /1 Y1 o,D8 tJJ.€.fd WT6;<7 /4 C.~O /.u t1-? ~ . I , -T-, 1 bvo.n~(? f ;~ -/! I' ; ~ ; l Uf7 11 L,. --v~ cal ~ I .• /.;, ,.,') :(/ ~ I • • • Client: Project: Job: File No.: Date: Pacific Environmental Technologies Cummins Allison 2359 Cummins 2-7-04 Beam-Column Bolted Connection Design Load Case 4 1.2D+1.0L+2.8E TypeB Input Fastener Properties Fastener Type Diameter Side Metal Thickness Main Member Thickness Fastener Shear Capacity, LDF Number of Fasteners Bracket Type \A)7f Ct, y. 7 Loads and Forces Risa Results 5550 21550 Input Shear/Reaction Input Moment 3/8 bolt 0.375 in 0.0566 in 0.1875 in 806 lb 1.33 20 each Load per Connection 1163 lb 4 members 4520 ft-lb share force Fastener Reactions, R hv, Due to Moment Rhv = Mxy / Sum (X"2+Y"2) Fastener Reactions, Rs Due to Vertical Load Rs = Pl# fasteners Input Fastener Locations and Distances from the Group Centroid ID X-distance X"2 Y-distance Y"2 Rv Rh 1 -2 4 5 25 -241 603 2 -1 1 5 25 -121 603 3 0 0 5 25 0 603 4 1 1 5' 25 121 603 5 2 4 5 25 241 603 6 -2 4 4 16 -241 482 7 -1 1 4 16 -121 482 8 0 0 4 16 0 482 9 1 1 4 · 16 121 482 10 . 2 4 4 16 241 482 11 -2 4 -4 16 -241 -482 12 -1 1 -4 16 -121 -482 13 0 0 -4 16 0 -482 14 1 1 -4 16 121 -482 15 2 4 -4 16 241 -482 16 -2 4 -5 25 -241 -603 17 -1 1 -5 25 -121 -603 18 0 0 -5 25 0 -603 19 1 1 -5 25 121 -603 20 2 4 -5 25 241 -603 Sum X"2 = 40 Sum Y"2 = 410 Select Max Rh = 603 Select Max Rv = 241 Rs= 58 lb Total Maximum Shear Rt=((Rh"2+(Rv+Rs)A2)"0.5 Rt, on Most Heavily Loaded Fastener 673 lb < 1072 ok . ' • • Client: Project: Pacific Environmental Technologies Cummins Allison Job: File No.: Date: 2359 Cummins 2-7-04 Beam-Column Bolted Connection Design Load Case 8 1.2D+1.0L+2.8E . TypeA Input Fastener Properties Fastener Type Diameter Side Metal Thickness Main Member Thickness Fastener Shear Capacity, LDF Number of Fasteners -Bracket Type 3/8" bolt 0.375 in 0.0566 in 0.1875 in 80(? lb 1.33 20 each '-AiT (a;,,."7 . Loads and Forces Risa Results 3190 13690 Input Shear/Reaction Input Moment Load per Connection 1640 lb 6770 ft-lb Fastener Reactions, R hv, Due to Moment Rhv = M:xy / Sum (X/\2:i-Y/\2) Fastener Reactions, Rs Due to Vertical Load Rs = P/# fasteners Input Fastener Locations and Distances from the Group Centroid ID X-distance X/\2 Y-distance Y/\2 Rv Rh 1 -2 4 5 25 -361 903 2 -1 1 5 25 -181 903 3 0 0 5 25 0 903 4 1 1 5 25 181 903 5 2 4 5 25 361 903 6 -2 4 4 16 -361 722 7 -1 1 4 16 -181 722 8 0 0 4 16 0 722 9 1 1 4 16 181 722 10 2 4 4 16 361 722 11 -2 4 -4 16 -361 -722 12 -1 1 -4 16 -181 -722 13 0 0 -4 16 0 -722 14 1 1 -4 16 181 -722 15 2 4 -4 16 361 -722 16 -2 4 -5 25 -361 -903 17 -1 1 -5 · 25 -181 -903 18 0 0 -5 25 0 -903 19 1 1 -5 25 181 -903 20 2 4 -5 25 361 -903 SumX/\2= 40 SumY/\2= 410 Select Max Rh= 903 Select MaxRv= 361 Rs= 82 lb Total Maximum Shear Rt=((Rh/\2+(Rv+Rs)/\2)/\0.5 Rt, on Most Heavily Loaded Fastener 1006 lb > 1072 ok • • n ~ I I I -r I __,,. .,.,,. --·----...___. - - o<>or.:,O o~ i>OC> C)<.)<)60 o 0&0-> b&rl>6 ~ r.>D-1.>ba:l "'6 t,,CJ -z, l -, Z,,-;, i>o I .. . ---- ' -1 I 1 -. t ' ~ =i ,j -i I i ... l • D<)DQO ,. :P,fZ><:.,~ ... (;,. ... ,,-·~7:'; /'" .-.,., ,-. A I 1r I'' I '' I 'r I '' k ~I + -t--1--+--··-- ' I ~ : =t-,,, .. d) d). C) j •• ff\____ -· -.. . '+' I,, -o o O 6 <D . -t·-··· r -z TYpc B fYPE B I p f?L,.,. s HcAIE- 1 ,/ j i+J4- •• • • Client: Project: Job: File No.: Date: Pacific Environmental Technologies Cummins Allison 2359 Cummins 2-7-04 Steel Column Design Steel Column Design for members meeting the requirements of of AISC Section 1.5.1.3 for Compression Members Location Clean Room Common Column Column Loads Input Yield Strength, Fy ASTM 500Gr 8 Input Maximum Axial Load, lb Input Column Moment, (min= 0.005P'424.05 Input Maximum Unbraced Length, ft Input K Value Load Duration Factor for Bending 46000 psi 7710 lb 5,780 ft-lb 11 ft 2 1.33 Column Properties Input Nominal Column Size Input Lb per ft TS 5X5X4/16 Input Area, sq in Input Moment of Inertia, in"4 Input Section Modulus, in"3 Input Radius of Gyration, in Calculated Column Properties KL/r Cc Column Wt, lb. Calculated Column Stress Axial Stress, fa=P/A Allowable Axial Stress, Fa Bending Stress,fb=M/S Allowable Compressive Bending Stress, Fb, 0.75*Fy Cm*fb/(1-fa/F'e)Fb fa/Fa Unity Check Cm= 0.85 F'e= 7,891 0.24 0.21 Column Base Plate Check, Fy = 36ksi Minimum Plate Thickness=2*M*(Fbrg/fy)"0.5 Input Length, in Input Width, in Input M, (max.dist from col face to plate edge), Input Allowable Bearing Stress, psi Input Trial Thickness,in Calculated Plate Properties and Stress Area, Sq-in. Minimum Thickness Bearing Stress, psi Bending Stress, psi 15.62 lb/ft 4.59 in"'2 16.9 in"4 6.78 in"'3 1.92 in 138 111 172 lb 1680 ok 7891 psi 10,230 psi 34500 psi 0.45 ok 10 10 2.5 800 @ f'c = 2000 0.375 100 sq in 0.288 in 79 ok 14012 ok •• • t . ---7/, L, Ii 1 755 ><-:5><.,14 ~ 1 -----, 0 I I j I i I 0 L._ ·-___ _) \ • V • • • U f;J -e 2 -IA ( Ii II D I lz 11 tf /hac '1._,<S?r ~ ~ Cof::. Zx/So-o# ::.-~crcs-oll > 71-B:tt ok 1'!,,/ ~ U:t.e <K dJ, O,,,o. C-t '-AJ ~ Otcc; cf _,_,,,,..f.o.f Jm rct ' 1@ ~2r • • • Client: Pacific Environmental Technologies Project: Cummins Allison Job: 2359 File No. Cummins Date: 3-4-04 FOUNDATION DESIGN Location Lines 3 Band 48 D+L+E/1.4 Soil Parameters Input Basic Bearing Pressure, psf/ft 1000 psf Input Basic Lateral Bearing Pressure, psf/ 100 psf Input Lateral Sliding Resistance 130 psf Loads Input Maximum Column Axial Load, P 6900 lb Input Column Dead Load 120 lb Input Lateral Load 530 lb Input Moment, M 0 f-p Input Load Duration Factor 1.33 Footing Dimensions Input Footing Depth, ft 1 ft Input Length, L 2.67 ft Input Width, b 2.67 ft Vertical Bearing Cap Adjusted for De,: 1000 psf ·Lateral Bearing Cap Adjusted for Dep· 100 Soil Stress P/A + Mc/I 968 psf Lateral Resistance based on bearing 355 lb Lateral Resistance based on area 1233 lb Combined Lateral Resistance 1,588 lb Use a 2.67 X 2.67 X l ft ftg Concrete Flexure Design Load Factor 1.7 Ultimate Strength Method 0. 75 rho balance fc 2000 psi Fy 60000 psi beta 0.85 . phi 0.9 b 12 in rho min As@ .75 rho bal As@rhomin Trial rho Factored Moment, Mu, ft-lb 1466 ft-lbs Triald 9 in Trial As/ft 0.36 in.A2 "a" with trial As 1.06 in Mn Capacity =0.9*As*Fy*(d-a/2) 13722 ft-lb ok Use 4-# 5 bars@10" max OC, As/ft= 0.37 inA2 Vu ok ok 0.0107 0.0033 1.1545 in.A2 0.3600 in.A2 0.00333 Shear Design Vu<=0.85*Vn=0.85*(Vc+Ys) 2197 lb 9660 lb Vc=2*sqrt{fc)*b*d 0.85*Vn, Shear Capacity 8211 lb Av not req'd >Vu ok @ • • • Client: Project: Pacific Environmental Technologies Cummins Allison Job: File No. Date: 2359 Cummins 3-4-04 FOUNDATION DESIGN Location Perimeter Footings Lines A 1-6, B 1 and 6, ·c 1-6 Soil Parameters Input Basic Bearing Pressure, psf/ft Input Basic lateral Bearing Pressure, psf/ Input Lateral Sliding Resistance 1000 psf 100 psf 130 psf Loads D+L+E/1.4 Input Maximum Column Axial Load, P Input Column Dead Load 3690 lb 120 lb Input Lateral Load Input Moment, M Input Load Duration Factor Footing Dimensions 530 lb 0 f-p 1.33 Input Footing Depth, ft 1 ft Input Length, L 1.75 ft Input Width, b 1.75 ft Vertical Bearing Cap Adjusted for De,: 1000 psf Lateral Bearing Cap Adjusted for Oep· 100 Soil Stress PIA+ Mc/I 1205 psf Lateral Resistance based on bearing . 233 lb Lateral Resistance based on area · 530 lb Combined Lateral Resistance 762 lb Use a 1.75 X 1;75 X 1 ft ftg Concrete Flexure Design Ultimate Strength Method 0. 75 rho balance Load Factor 1.7 fc 2000 psi Fy 60000 psi beta 0.85 phi 0.9- b 12 in rho min As@.75 rho bat As@rhomin Trial rho Factored Moment, Mu, ft-lb 784 ft-lbs Trial d 9 in Trial As/ft 0.36 in.A2 "a" with trial As 1.06 in Mn Capacity =0.9*As*Fy*(d-a/2) 13722 ft-lb ok Vu Use 4-# 5 bars@ 10" OC, As/ft= 0.37 in"2 Shear Design Vu<=0.85*Vn=0.85*(Vc+Vs) 17921b ok ok 0.0107 0.0033 1.1545 in,A2 0.3600 in.A2 0.00333 Vc=2*sqrt(fc)*b*d 0.85*Vn, Shear Capacity 96601b 8211 lb Av not req'd >Vu ok ' ' • ICBO Evaluation Service, Inc . 5360 WORKMAN MILL ROAD • WHITTIER. CALIFORNIA 90601-2299 1g Category: DESIGN-Steel (038) :L CURTAIN WALL AND LIGHT GAGE RUCTURAL FRAMING PRODUCTS RICH INDUSTRIES, INC. IRANT STREET, SUITE 2226 3BURGH..PENNSYLVANIA 15219 iUBJECT iteel Curtain Wall and Light Gage Slructuraf Framing Prod-da · 1ESCRIPTION . 1 General: he steel studs and joists are punched and roll fanned in vari- us depths, with the following base metal thicknesses used 1 design: DESIGN TiflCl<NESS GAGE lachcs mm No.20 0.0346 0.879 No.18 O.Oli5l 1.146 No.16 0.0566 l.438 No.14 0.07i3 1 • .811 No.12 0.1017 2.583 No.to 0.1242 3.155 • Studs ~re formed from steel having a minimum 33,000-psi · 28 MPa} yield point {ASTM A 653-SS, Grade 33, or ASTM 570, Grade 33, orASTM A 611, GradeC).Atso, studs are •atlable with minimum yield points of 40,000 psi (276 MPa) STM A 653-SS, Grade 40) and 50,000 psi (345 MPa) STM A 653-SS, Grade 50). 2 Tables and Details: . 1e pamphlet entitled ·curtain WallJLight Gage Structural aming Products," by Dietrich Industries. Inc., 44/95 Oie- :h, dated 1995, is distributed with this report The following lies.and details are a part of this report 1ysfcaJ Structural Properties-Footnotes, mbofs and Definitions • • • • • • .. • • • • • • • • • page 3 1ysical StructuraJ Properties Tables •••••• pages 4-12 ili Cripping Tables-General Notes and Details •••••••••••••••.•••••••••• page 14 nd Load Tables • ~ •••••••••••••••••••• pages 16-20 ial Load Tables ••••••••••••.••••••••• pages 22-29 ·st Load Tables-General Notes • md Details . • • • • • • • • • • • • • • • • • • • • • • • • • page 30 ·st Maximum Allowable Load Tables •• ; •• pages 31-42 ges 13, 15 and 21 are not part of this evaluation report. I Nonbearing Curtain Wall Heights: lwable nonbearing partition heights, using only section ,parties of the steel studs, are noted on pages 15 through Load-bearing Wall Studs: • >Wable axial loads combined-with lateral loads forvariaus ~hts and stud spacings, are noted on pages21 through 29. ER-4784P Reissued August 1, 1999 2.S Floor-Joists: Allowable unifann load for various spans and joists spacings, are noted on pages 30 through 42. . 2.6 Fire-resistive Partitions and Floor--ceiling Assem- blies: Stud partiUon and ffoor--ceillng systems, consisting of various studs and joists, may have one or two-hour fire-resistive rat- ings when complying with assemblies described in Table 7-8 of the Ur,uform Building Code_ ... Stud types, mirtimum depth and gage must be consistent with those described therein • 2.7 Identification: Each stud web is stamped with two circles, at intervals of 48 inches (1219 mm), one noting the gage and the other noting the yield stress. Additionally, each bundle of studs bears a la- bel noting the manufacturers name and address; evaluation reportnumber(ICBO ES ER-4784P), size and type of stud or joist. and gage number. · 3.0 EVIDENCE SUBMITTED Descriptive details, engineering calculation, quality control manual and data indicated compliance with the ICBO ES Ac- ceptance Criteria for Steel Studs, Joists and Tracks (AC46). dated Apnl 1998. 4.0 FINDINGS Thatthe Dietrich Steel Curtain Wall and Light Gage Struc- tural Framing Products, described in this report, comply with the 1997 Unifonn Building Cade"·, subjectto the fol~ lowing conditions:. 4.1 Studs, joists and tracks are installed in accordance with this report and the manufacturer's instruc- tions. 4.2 4.3 4.4 · Allowable heights and loadings do not exceed the values noted in the accompanying booklet. The uncoated minimum· steel thickness of cold~ , formed members, as deUvered to the jobsite, shall be: at feast 95 percent of the thickness used in de- sign. .Complete plans ·and. calculations, including construction details, must be submitted to the building official for each project 4.5 Stud, jaist, and track end reactions resulting from allowable heights and spans noted in the tables must be checked with web crippling as Indicated on 11Allowable Shear and Web Crippling Values for Single Webs,. of the accompanying booklet. 4.6 Sections are manufactured at the Dietrich Indus- tries, Inc., facilities in Colton, California; Stockton, California; and Phoenix, Arizona • This report is subject to re-examination in two years. 'Ian repartsaflCBO Eva/uaJianSaviCI!., Inc., are issut!dsoldy to provide infofflUltionia Cla.uA ~u.s of ICBO, utilizing tht! code upon which tile report . Evaluation reparaare natlo b~construeJ/ as representing aesthetics oranyatherattrifn!tt!$1UJlSpedjicallJ,• addressed nor as an emiorsemt!nt arrecammen- ar use of tire su/Jjea rq,art. · •on is based upon indept:1"knt tests or other tec/,nical data submitted by the applicant Tl,e /CBO Evaluation Service, Inc., tec/micu/ stajf !t<U rt!t'it:Wed tile Its and/oratherduta, but<laesnotpOSSl!SStatfa.cilitiesta make anindepemient ,•erijication. Tl,ereis no warranty by /CBO Evaluation Service, Inc., express '!JI. as to any "Finding•• orotl1er matter;~ the report or us to any product covered byt/1e report. 17th dis.c/aimerindudes, but is 1101 limited to, merc!tarrtabifit)'. • • Physical Structural Properties-611 C Studs CODE GAGE 20 CWN 18 16 14 , 20 18 CSJ 16 14 12 10 20 18 CSW 16 14 12 10 20 18 CSE 16 14 12 10 20 18 css 16 14 12 10 20 18 CSX 16 14 12 10 1::.-H Tr·a-·-:--·k O il-.1..., 20 18 TSB 16 14 12 10 MEMBER Design Flange lip Thickness (in.) (in.) (In.) 1-3/8 3/8 0.0346 1-3/8 3/8 0.0451 1-3/8 3/8 0.0566 1-3/8 3/8 0.0713 . 1-5/8 1/2 0.0346 1·5/8 1/2 0.0451 1-5/8 1/2 0.0566 1-5/8 1/2 0.0713 1·5/8 1/2 0.1017 1-5/8 1/2 0.1242 2 5/8 0.0346 2 5/8 0.0451 2 5/8 0.0566 2 5/8 0.0713 2 5/8 0.1017 2 5/8 0.1242 2·1/2 5/8 0.0346 . 2·1/2 5/8 0.0451 2-1/2 5/8 0.0566 2-1/2, 5/8 0.0713 2-1/2 5/8 0.1017 2-1/2 5/8 0.1242 3 1 0.0346 3 1 0.0451 3 1 0.0566 3 1 0.0713 3 1 0.1017 3 1 0.1242 3·1/2 1 0.0346 3·1/2 1 0.0451 3·1/2 1 0.0566 3-1/2 ·1 0.0713 3-1/2 1 0.1017 3-1/2 1 0.1242 1-1/4' LEG 0.0346 1-1/4' LEG 0.0451 1-1/4" LEG 0.0566 1-1/4'LEG 0.0713 1-1/4"LEG 0.1017 1·1/4" LEG 0.1242 NOTE: Reference typical notes on page 4. Minimum Delivered Thickness Weight (In.) (lb./ft.) 0.0329 1.047 0.0428 1.351 0.0538 1.682 0.0677 2,091 0.0329 1.132 0.0428 1.461 0.0538 1.821 0.0677 2.266 0.0966 3.174 0.1180 3:833 0.0329 1.246 0.0428 1.609 0.0538 2.006 0.0677 2.499 0.0966 3.507 0.1180 4.239 0.0329 1.359 0.0428 1.756 0.0538 2.192 0.0677 2.733 0.0966 3.840 0.1180 4.646 0.0329 1.557 0.0428 2.014 0.0538 2.516 0.0677 3.141 0.0966 4.422 0.1180 5.357 0.0329 1.670 0.0428 2.162 0.0538 2.701 0.0677 . 3.374 0.0966 4.754 0.1180 5.763 0.0329 0.956 0.0428 1.242 0.0538 1.557 0.0677 1.953 0.0966 2.778 0.1180 3.389 GROSS SECTION PROJ=>ERJIES Area Ix Sx Rx ly Sy (in.2) (in,4) (in.3) (in.) (in.4) (in~) 0.320 1.597 0.532 2.234 0.070 0.065 0.413 2.043 0.681 2.224 0.087 0.082 0.514 2.519 0.840 2.214 0.105 0.098 0.639 3.094 1.031 2.200 0.125 0.117 0.346 1.808 0.603 2.286 0.118 0.097 0.447 2.316 0.772 2.277 0.148 0.123 0.557 2.862 0.954 2.268 0.181 0.149 0.693 3.524 1.175 2.255 0.218 0.180 0.970 4.841 1.614 2.234 0.287 0.237 1.171 5.773 1.924 2.220 0.333 0.275 0.3°81 2.090 0.697 2.343 0.211 0.148 0.492 2.683' 0.894 2.336 0.268 0.188 0.613 3.322 1.107 2.327 0.329 0.230 0.764 4.099 1.366 2.316 0.400 0.280 1.072 5:656 1.885 2.297 0.536 0.375 1.296 6.762 2.254 2.284 0.628 0.440 0.415 2.399 0.800 2.403 0.359 0.206 0.537 3.082 1.027 2.396 0.458 0.263 0.670 3.822 1.274 2.389 0.563 0.323 0.835 4.726 1.575 2.379 0.688 0.395 1.174 6.540 2.180 2.361 0.932 0.535 1.420 7.834 2.611 2.349 1.100 0.631 0.476 2.831 0.944 2.439 0.656 0.340 0.616 3.644 1.215 2.433 0.841 0.435 0.769 4.526 1.509 2.426 1,039 0.537 0.960 5.608 1.869 2.417 1.279 0.661 1.351 7.790 2.597 2.401 1,753 0.906 1.637 9.353 3.118 2.390 2.085 1.077 0.511 3.139 1.046 2.480 0.939 0.423 0.661 4.043 1.348 2.474 1.205 0.543 0.826 5.026 1.675 2.467 1.492 0.671 1.031 6.234 2.078 2.459 · 1.840 0.827 1.453 8.675 2.892 2.443 2.533 1.138 1.761 10.425 3.475 2.433 3.022 1.358 0.292 1.393 0.459 2.183 0.034 0.032 0.379 1.808 0.594 2.183 0.043 0.041 0.476 2.267 0.742 2.183 0.054 0.052 0.597 2.843 0.926 2.182 0.067 0.064 0.849 4.050 1.306 2.184 0.092 0.089 1.036 4.955 1.586 2.187 0.109 0.107 UICa·M~~~ EFFECTIVE SECTION PROPERTIES TORSIONAL PROPERTIES 33KSI 50KSI J X Ry Ix Sx Mx Ix Sx Mx Xo 1000 Cw Ro B (in.) (in.4) (ln,3) (in.-lb.) (fn,4) (in,3) (in.-lb.) (in.) (in.4) (ln.s) (In.) BETA 0.466 1.597 0.;513 10145 -0.820 0.128 0.496 2.425 0.886 0.460 2.043 0.681 15016 -0.812 0.279 0.625 2.412, 0.887 0.452 2.519 0.840 18991 2.519 0.819 27587 -0.804 0.550 0.758 2.398 0.888 0.443 3.094 1.031 24034 3.094 1.031 35649 -0.793 1.082 0.911 2.380 0.889 0.583 -1.808 0.538 11516 ·1.088 0.138 0.855 2.598 0.825 0.577 2.316 0.772 16764 ·1.080 0.302 1.082 2.585 0.826 0.570 2.862 0:954 21175 2.862 0.928 30753 -1.071 0.595 1.318 2.572 0.826 0.561 3.524 1.174 26767 3.524 1.174 39811 -1.061 1.173 · 1.595 2.555 0.828 0.544 4.841 1.613 38533 -4.841 1.613 57017 -1.034 3.344 2.102 2.521 0.832 0.533 5.773 1.924 47354 5:773 1.924 69858 -1.013 6.025 2.423 2.498 0.835 0.745 2.051 0.610 12049 -1.474 0.152 1.583 . 2.867 0.736 0.739 2.683 O.B74 17261 -1.467 0.333 2.011 2.855 0.736 0.732 3.322 1.107 24082 3.322 1.004 3Q057 -1.459 0.656 2.462 2.842 0.737 0.723 4.099 1.366 30395 4.099 1.337 44391 -1.448 1.293 2,995 2.826 0.737 0.707 5.656 1.885 43625 5.656 1.885 64788 -1.421 3.694 3.995 2.792 0.741 0.696 6.762 2.253 53499 6.7,62 2.253 79242 -1.399 6.663 4.~46 2.768 0.744 0.930 2.267 0.636 12577 -1.905 0.166 2.650 3.204 0,647 0.923 3.064 0.918 18149 -1.897 ·0.363 3.377 3.193 0.647 0.917 3.822 1.159 22909 3.636 1.069 32018 -1.889 0.716 4.148 3.180 0.647 0.908 4.726 1.522 33141 4.667 1.343 40195 -1.878 1.414 5.068 3.164 0.648 0.891 6.540 2.179 49029 6.540 2.090 70069 -1.851 4.045 6.818 3.130 0.650 0.880 7.834 2.610 59976 7.834 2.589 88453 -1.828 7.302 7.981 3.104 0.653 1.174 2.489 0.634 12533 -2.619 0.190 5.724 3.767 0.516 1.169 3.436 0.997 19704 -2.613 0.417 7.317 3.756 0.516 1.162 4.486 1.366 26999 4.308 1.262 37788 -2.605 0.822 9.020 3.745 0.516 1.154 5.608 1.841 36376 5.597 1.701 50920 -2.596 1.625 11.072 3.730 0.516 1.139 7.790 2.595 57233 7.790 2.564 84479 •2.570 4.658 15.030 3.697 0.517 1.129 9.353 3.115 69959 9.353 3.115 104299 ·2.547 8.420 17.708 3.671 0.519 1.356 2.661 0.652 12876 -3.085 0.204 8,130 4.184 0.456 1.351 3.697 1.044 20634 -3.079 0.447 10.408 4.174 0.456 1.344 4.863 1.442 28491 4.643 1.324 39634 ·3.071 0.883 12.851 4.163 Q.456 1.336 6.234 1.947 38465 6.070 1.760 52689 -3.062 1.746 15.806 4.148 0.455 1.320 8.675 2.888 62765 8.675 2.537 75972 ·3.036 5.008 21.543 4.115 0.456 1.310 10.425 3.473 76680 10.425 3.336 110054 ·3.013 9.059 25.455 4.088 0.457 0.340 1239 0.326 6435 ·0.524 0.117 0.231 2.271 0.947 0.338 1.688 0.505 9970 ·0.522 0.257 0.298 2.270 0.947 , 0.336 2.206 0.671 13257 ·0.520 0.509 0.371 2.269 0.948 0.334 2.843 0.891 17611 -0.517 1.011 0.461 2.267 0.948 0.328 4.050 1.305 29367 -0.509 2.926 0.643 2.267 0.950 0.324 4.955 1.585 36426 -0.501 5.327 0.773 2.267 0.951 ~=-M=,~~~ir.t\'IIU'?I.U,...,~ui:;.1:m,1=~=--=-:t"-'~~~~~~~-'AO.w=.,.w,ox:;-----=-------------------------------------------------7 • Physical Structural Properties-1211 C Studs • -,,. ·"---------DIETRICH ' MEMBER GROSS SECTION PROPERTIES EFFECTIVE SECTION PROPERTIES TORSIONAL PROPERTIES Minimum 33 KSI 50 KSI .J Design Delivered X Flange Lip Thickness Thickness Weight Area· Ix Sx Rx ly Sy Ry Ix Sx Mx Ix Sx Mx Xo 1000 Cw Ro 0 CODE GAGE (In.) (in.) (In.) (In.) (lb./11.) (in.21 (ln.4) (in.3) (In.) (in.4) (ln.3) (in.) (ln.4) (In.a) (ln.-lb.) (ln.4) (In.a) {ln.·lb.) (In.) lln.4) (In.&) (In.) BETA 16 1·5/8 1/2 0.0566 0.0538 2.933 0.896 15.744 · 2.624 4.191 0.212 0.156 0.486 15.744 2.336 46153 14.982 2.028 60714 ·0.744 0.958 6.296 4.284 0.970 CSJ 14 1·5/8 1/2 0.0713 0.0677 3.665 1.120 19.515 3.252 4.174 0.255 0.188 0.477 19.515 3.251 74116 19.515 2.951 88342 -0.734 1.896 7.662 4.265 0.970 12 1-5/8 1/2 0.1017 0.0966 5.170 1.580 27.144 4.524 4.145 0.336 0.249 0.461 27.144 4.522 108015 27.144 4.522 159829 ·0.711 5.446 10.207 4.230 0.972 10 1-5/8 1/2 0.1242 0.1180 6.271 1.917 32.630 5.438 4.126 0.389 0.289 0.451 32.630 5.436 133822 32.630 5.436 197417 ·0.694 9.857 11.851 4.208 0.973 16 2 5/8 0.0566 0.0538 3.118 0.953 17.677 2.946 4.307 0.394 0.243 0.643 17.677 2.660 52569 16.943 2.148 64322 -1.047 1.019 11.467 4.478 0.945 14 2 5/8 0.0713 0.0677 3.898 1.192 21.943 3.657 4.291 0.479 0.296 0.634 21.943 3.656 81350 21.943 3.266 97798 -1.036 2.017 14:031 4.460 0.946 csw 12 2 5/8 0.1017 0.0966 5.503 1.682 30.595 5.099 4.265 0.642 0.397 0.618 30.595 5.097 117995 30.595 5.097 175234 -1.012 5.797 18.913 4.427 0.948 10 2 5/8 0.1242 0.1180 6.678 2.041 36.833 6:139 4.248 0.751 0.466 0.607 36.833 6.137 145715 36.833 · 6.137 215831 -0.993 10.496 22.157 4.405 0.949 16 2·1/2 5/8 0.0566 0.0538 3.303 1.010 19.696 3.283 4.417 0.683 0.344 0.823 19.696 2.682 52990 17.857 2.240 67066 -1.395 1.079 19.363 4.704 0.912 CSE 14 2-1/2 5/8 0.0713 0.0677 4.132 1.263 24.478 4.080 4.403 0.835 0.421 0.813 24.478 3.963 86272 24,187 3.146 94202 ·1.384 2.138 23.785 4.686 0.913 12 2-1/2 5/8 0.1017 0.0966 5.836 1.784 34.194 5.699 4.378 1.132 0.570 0.797 34.194 5.697 128166 34.194 5.501 · 184421 ·1.359 6.147 32.323 4.653 0.915 10 2-1/2 5/8 0.1242 0.1180 7.084 2.165 41.213 6.869 4.363 1.335 0.673 · 0.785 41.213 6.867 157763 41.213 6.818 232923 ·1.338 11.135 38.106 4.631 0.916 16 3 1 0.0566 0.0538 3.628 1.109 22.859 3.810 4.541 1.293 0.574 1.080 22.707 3.162 62485 20.991 2.678 80179 ·1.986 1.185 37.855 5.072 0.847 css · 14 3 1 0.0713 0.0677 4.540 1.387 28.452 4.742 4.528 1.592 0.707 1.071 28.452 4.688 92639 28.415 4.000 119749 ·1.975 2.349 46.684 5.055 0.847 12 3 1 0.1017 0.0966 6.418 1.962 39.846 6.641 4.507 2.185 0.970 1.055 39.846 6.639 146415 39.846 6.557 216034 ·1.949 6.761 63.969 5.023 0.849 ·10 3 1 0.1242 0.1180 7.795 2.383 48.100 8.017 4.493 2.599 1.155 1.044 48.100 8.014 179953 48.100 8.014 268284 ·1.928 12.253 75.882 5.000 0.851 16 3-1/2 1 0.0566 0.0538 3.813 1.165 24.879 4.147 4.620 1.867 0.722 1.266 24.231 3.281 64841 22.191 2.774 83056 ·2.386 1.246 53.937 5.352 0.801 CSX 14 3·1/2 1 0.0713 0.0677 4.773 1.459 30.987 5.165 4.609 2.305 0.891 1.257 30.987 . 4:905 96921 30.319 4.042 121010 -2.375 2.469 66.637 5.335 0.802 12 3-1/2 1 0.1017 0.0966 6.751 2.063 43.445 7.241 4.589 3.177 1.228 1.241 43.445 7.232 157202 43.445 6.483 194106 ·2.348 7.111 91.655 5.302 0.804 10 3-1/2 1 0.1242 0.1180 8.202 2.507 52.480 8.747 4.576 3.791 1.466 1.230 52.480 8.744 193061 52.480 8.405 277244 ·2.327 12.892 109.028 5.278 0.806 "12;; Track 16 1-1/4"LEG 0.0566 0.0538 2.669 0.816 13.104 2.164 4.008 0.060 0.054 0.271 12.862 1.655 32698 ·0.338 0.872 1.793 4.032 0.993 TSB 14 H/4'LEG 0.0713 0.0677 3.352 1.025 16.438 2.708 4.005 0.074 0.067 0.269 16.438 2.641 52191 ·0.336 1.734 2.225 4.029 0.993 12 1-1/4' LEG 0.1017 0.0966 4.774 1.459 23.389 3.833 4.004 0.102 0.093 0.265 23.389 3.831 86195 ·0.329 5.029 ,3.084 4.026 0.993 10 1-1/4"LEG 0.1242 0.1180 5.827 1.781 28.564 4.664 4.005 0.121 0.112 0.261 28.564 4.662 107109 ·0.324 9.160 3.686 4.026 0.994 NOTE: Reference typical notes on page 4. ··-,·.--v,.11~ .. ..,.,,..:,t."'-'~-:1:.i..,_,,.,. •• ,;o,--,,.,..~·,·~"\:'!'"~~:,1:1-1t,;:-,=~ll!.-~=c.,,1111-:,,=-,,;~;,i.e11,,u.,"'-"v,n,-r/:J!'-,n::~ • ..,,.,:w:;,,:,}IJt1tr-..,,_-u,.-,.:,:::~.:.;::Y~=<~W<-'e::~"<"T.>..C".z«m•"1""l"''~nr=:rr~•v=~~~~-~"-"""~~·-------------------=----------= ~ 4 1_ .. ~ -=, Strong!J'ie' CONNECTORS ® • L30 L50 L70 • 1.10 • 1_11 •• I IMI lUYVl"\.nC: / \.IVl"l"Cl.t I uni:> S/LS50 j S/I.S70 * S/LS Patent No. 4,230,416 Typical L30 Installation Typical S/A23 Installation (A21 similar) L 5/Ls REINFORCING AND J SKEWABLE ANGLES General utility reinforcing angles with mulUple uses. S/LS-Field-adjustable angles attach members Intersecting at angles. MATERIAL: L-16 gauge; S/LS-18 gauge FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See Screws, page 4. • S/LS-f,eld-skewable; bend one time only. • Joist must be constrained against rotation when using a single S/LS per connection. MOOEl. LENGTH FASTENERS ALLOWABLE LOADS NO. F1 "2 l30 3 4-1#10 255 60 L50 5 6-#10 965 110 L70 7 8-H10 1375 100 Sll.S50 4½ 4-#10 600 - S/LS70 6¾ 6-#10 915 - 1. No load duration inaease allowed. 2. Loads are for one pa,t only. 3. L30 loads are based on 20 gauge and heallier members. All other loads are based on 16 gauge and heavier members. MATERIAL: 18 gauge FINISH: GalvaniZed Typical L50 Installation INSTAUATION: Use all specified fasteners. See Screws, page 4. DIMENSIONS ALLOWA8LE1 MODEL FASTENERS LOADS NO. W1 W2 L F1 F2 A21 2 1½ 1% 4-1110 150 50 S/A23 2 1½ ·23/4 4-#10 310 70 1. No load duration increase allowed. 1,. 16' . ; • 12'-~' +------10'-6" ____ ,1,jL ,I, ~ ~ , __ .. ··········.-. ,; 1·-10· __ __,,_ ____ 10' --------"-1•-4• --'--------'-.J<_-4' -+-f--a·-10· -+---,I'--s·-o!· , l ! t ,~~-i ¼=·······~~-I i J_ 4'-4" _j_ ········~ 28'-311' 15'-~' ,f-------------+---------------54'-10" ~-,----11-------_.__------+--~-----'- 15'-~· .. 2·-a·g I~____,._ ---../ 2·-a· +---------18'-4i" -+--~------,1<- 3 S-02.1 11·-, @ -"--,-~ 1--, --~-1-s -02----l1 ~ wm1 · . -· .___ 7 : TIPICAL 10 PLACES -,le----"<--10·-1· --,L---l<---------'-----25'-2' ---~>--~------¥- 1 S-02.1 16' 15·-~· 15•-al• • --------------------------------_wL - ~---- ..............••.... · .... ~ ........... ~ ·~ ;.,. _________ ._,, .. , ···················-;··· ±=~ +-5'-3'-f -+----------19'-1~· -. ~. ·------------'-----10' -----------------'----; 25·-~· ------------+ r--, I [gj 2·-a· .. ~. 0'7.J ... s,····· STRUCTURAL FOOTING PLAN 6"x6"x1/4"BASE PLATE 0 2' 4• .. SCALE: 1 / 4" 3'-6" illlE" ··;_.-' a' 1 '-0" 5/8"' HOLES IN PLATE N r (E) GLU-LAM. BEAM ..• 212BOLTS • ~-1 J-2'-8"_j 7 cg] --1· 4" STANDARD PIPE COLUMN 5/a·, HOLES IN PLATE LL__ _ __Jlj 4" STANDARD PIPE COLUMN 1/2"~x8"A.B. W/ LEVELING NUTS & DRYPACK PLAN VIEW 3" .. ·~--~ ................. . .. ':'· . ... .. . • .. • .... . 1, 2· ~ •.•••.•..• ·•·•·•· .. -··.; ····· .,~ ......... i"'. -..................... . ··; ·-;~ ··u -" ·:., -:: • + ............................ . . .. .. .. .. .. . . . • • J"CLR. ,5@10 o.c. EACH WAY ELEVATION COLUMN FOOTINGS 1-A,B,C, 6-A,B,C, 3-A,C, 4-A,C, 0~?sOTING DETAIL (E) 5"SLAB ' 3"CLR. 1/2",xB"A.B. W/ LEVELING NUTS & DRYPACK +-1'-9"-+ PLAN VIEW ELEVATION COLUMN FOOTINGS 3-B 4-B 0 ~?sOTING DETAIL (E) 5"SLAB _,,~--3'-6" --~,,-. PLAN VIEW 1/2"~x8"A.B. 4",PIPE COLUMN W/ LEVELING NUTS & DRYPACK ELEVATION COLUMN FOOTINGS 4.8-A1 J" 0 ~?sOTING DETAIL (E) 5"SLAB 3"CLR. PIPE COLUMN 5 5 9 .'d ·0--- :'::;;.:--< PLENUM CAP LAYOUT I I sJ· ·1 I !IJ· ·1 1· ii)" f~ r ~ 3 l 1-48"-j IOO j-48"--j T l "'-----------' 1-38)"-I . 5 ' 5 5 1 .,,,_,_:;;:: ______ .;,L_ 0 2' 4' a' SCALE: 1 / 4" -1 '-0" PLENUM CAP MARK QlY. 1 1 2 4 3 1 4 6 5 37 6 1 7 6 B 1 9 1 10 4 11 5 12 1 13 3 14 1 City of CARLSBAD- BUILDING DEPT. SIZE 9-1 2"x25" 9-1 2•x95• 9-1 2"x47" 48"x73'" 48"x96" 48"x95" 45•x25" 48"x47" 48"x95" W /CUTOUT 48"x23" 48"x71" 14-1 2"x73" 14-1 2"x96" 14-1 2"x23" • • TRUE THE INFORMATION DISCLOSED HEREIN WAS ORIGINATED BY AND IS PROPER- TY OF PACIFIC ENVIRONMENTAL TECH- NOLOGIES, INC. AND EXCEPT FOR RIGHTS EXPRESSLY GRANTED TO THE CUSTOMER/ RECIPIENT, IN WRmNG, PACIFIC ENVIRON- MENTAL TECHNOLOGIES,INC. RESERVES ALL PATENT, PROPRIETARY, DESIGN, USE, SALE MANUFACTURING AND REPRODUCTION RIGHTS THERETO, WHETHER IN WHOLE OR PART. "" Y'. u u C/J w w :r: 0 u z z :'.'i :'.'i 0.. 0.. 33 w ~ 0 c;j "" C/J I-z ;:; CJ :::J C/J z 0 u w :;;c <( z "" w :;;c ~ :::J u z <( <( :'.'i "" (],'. ~ :::J :::J ~ I-l-o u :::J :::J (],'. (],'. tn tn st st st 0 0 0 . t'J co 0 ~ ~ t'J . N t'J t'J 0 0 0 -.· N u z tO ... "' H "' ~ I "' ~ ~ <O "' t'" r.lJ. ~ z~ CJ> 0 "' ~ ~0 x "' <( ::g 0 N L.. I,:: - uZ8 "' :::, I '° O N 0 u <O "' H O z w <Xl "' v, N I ~ ~ ::c: -a, N ~ 15 <Xl H H "' "' u>u w ~ f-• "' ~z~ z<o w z "' o~ 11. ~ t'" LO 0:: .:_j "'0 w -u f- '-&I.¢ '-lac) 'lac) OAAWN BY. J. HOLLAND DATE 02.13.04 SCALE: AS NOTED JOB NUMBER 2359 DRAW NG NUMBER ... "' tO "' "' "' 0 z w en z w u ::J ·"' "' ; f-z 0 u _J ~ w z w c.:, S-02.1 'I--- SJ I e. ~ ;; m :, "l ll! "' " w "' " ~ ~