The URL can be used to link to this page

Home My WebLink About2300 FARADAY AVE; ; CB040510; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 04-12-2004 Commercial/Industrial Permit Permit No: CB040510 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 2300 FARADAY AV CBAD Tl Sub Type: INDUST Lot#: 0 Status: Valuation: Occupancy Group: 2120613500 $50,190.00 Construction Type: NEW Reference #: Applied: Entered By: Project Title: CUMMINS-ALLISON CORP-1673 SF Plan Approved: WAREHOUSE TO CLEAN ROOM/MANUFACTURING Issued: Applicant: PACIFIC ENVIRONMENTAL TECH INC 135 ENTERPRISE CT 92882 909 582-9306 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee $357.91 $0.00 $232.64 $0.00 $0.00 $10.54 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Inspect Area: Plan Check#: Owner: C P S PRINTING 2304 FARADAY AVE CARLSBAD CA 92008 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF PFF (CFO Fund) License Tax License Tax (CFO Fund) Traffic Impact Fee Traffic Impact (CFO Fund) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees TOTAL PERMIT FEES ISSUED 02/13/2004 RMA 04/12/2004 04/12/2004 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $35.00 $0.00 $0.00 $0.00 $0.00 $0.00 $636.09 Total Fees: $636.09 Total Payments To Date: $232.64 Balance Due: $403.45 PPR VAl 9799 04/12/04 0002 01. 02 DATE 1/1qt1GLEAP.ANC ,------ SIGNATURE 'r~t}~.Q C\;~ ~ \ ~ PERMIT APPLICATION FOR OFFICE USE ONH,/J PLAN CHECK NO. L4J o 'itJ t;; D EST. VAL. 5 O; I Cj[) ..... CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad CA 92008 Plan Ck. Deposit-------,&--:--;;:....:;:.=-· Validated By -:::--1----J---/,£-~'---- Date __ ......,."'"'".,__,.__,~<--.1,.._-1----- · Legal Description Lot No. Subdivision Name/Number Unit No. S~asQit.13/04 02 Assessor's Parcel # Existing Use l,(} 6-t\'.WQR-!§R%'C9MP!;N:SA'tlbN:··tl':'1t·,".'.'.t/·h::':.''.)\t'\""'.·,:'J'.,/.'.;;(w,·:·:r:y»-·''·,·,·,·tW:·mrrtr:nttf'M,':t"\::w;,;»tf+':'W:>t:h\!i'.iY<tMlltYA:W!'. ': Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit 1s issued. }4, I have and will maintain worker's compensation, as required by Section 3700 of the labor. Code, for the performance of the work for which this permit 1s issued. My worker's compensation in~~,~'ii ;_a~:r;~~y ~~e: It I I ' "2... I L l l 1-.oof'- lnsurance Companylf}__p~·~ 710'1!_ Policy No._(2T,~_~(2:,_':"_0"J ____ Expiration Date .-" :/ (THIS SECTION NEED'NOT BE COMPLETED IF THE PERMIT JS 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 orkers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars($100,000), in additi n the cost comp;"nsation, damages are provided for in Section 3706 of the Labor Code, interest and attorne~fees.1 U SIGNATURE. _____ ~ ~~~.Y_c!l,l___:: _______________ DATE k ~ l _ •1) ::{ ;n, .. ,tn.wwea-1:11.11@1eRpitltl/ARAX .. ,.,.>-.. = ............. · ... r ................. ·.:t ............ :;.,:: .. :.,.<: ................... : ......... :.../ ............. t.:.; .. / ...... w:': .. , ...... :.:<;. ': .. ;;;;..:-,D~\ .. ..;.z ... : .. ;;v::, .. • .... :f I hereby affirm that I am exempt from the actor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will d the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 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). O 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. D YES D NO 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/ /ontractors 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 ___________ _ WHITE: File YELLOW: Applicant PINK: Finance PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad CA 92008 Page 2 of 2 .co,rft1;-tit;mnts1zctmr,1;i.Jffl:N°mttetJP¥Mt4vf3.u1@t(q'•RE;RMlfi--i0N:t'f:'i::'\·/t''*fl1<-\<':,,;:·.::!}t:;.:,y:{\h/:§k'+Ai!'t:':J,Jt::,,J:::} .. /L,:/t:;:.:""w:'.LJ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration for or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES D 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. <(~''··'j!ilr,l}%~U$'fl~;iiilii?tlffi@·~~tiiW:y.:.lm:··:::y··:::·::;·:wy;:::i:;i""//l f"' ;::'':""'·}:i:M>!t!:i:f:+:,.,.·3,:::·:·=y. ;:,::::•,i/(ii'}'':'·,!:;}:m;!:t:':;,}}:::•4,:•;:,.?: :.:m)'ti,:_:,:::;._:::;:;::ttttrn=:@ I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(1) Civil Code). LENDER'S NAME___________________ LENDER'S ADDRESS ____________________ _ ML9~J:WLlAAl)lFR!'iJ:t11):!BATt0~\4\:•\»Mt,,,:::#M:A·,·,:tL.dMfH:!.: ;;_:_:_::t=:::::::::,:{f(fiMWL:':,:•:(':'·''''l)''''''U'U·'.))'''''::t::;:;:::::f(}''''''L'''':WtM;t'''!j':/;t.t·F .• &k. I certify that I have read the application and state that the above information is correct and that the information on the plans 1s accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGEMENTS, 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 of 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 at any time after the work is commenced for a period f ?: days (Se;tion }06.4.4 Uniform Building Code). APeUCANTSffiG'Arne, U,.,-.~ CATE 1,,.. • I~ · 0 ± WHITE: File YELLOW: Applicant PINK: Finance Inspection List Permit#: CB040510 Type: Tl INDUST CUMMINS-ALLISON CORP-1673 SF WAREHOUSE TO CLEAN ROOM/MANUFA Date lnseection Item Inspector Act Comments 07/15/2004 89 Final Combo PY AP 07/15/2004 89 Final Combo RI 07/06/2004 14 Frame/Steel/Bolting/Weldin TP AP MEZ DECK SHTING 07/06/2004 44 Rough/Ducts/Dampers RI early as possible 07/06/2004 44 Rough/Ducts/Dampers TP PA SCRUBBER (PLANS SHOW C/OUTS) 07/06/2004 44 Rough/Ducts/Dampers TP AP COND& HUMPH 07/02/2004 44 Rough/Ducts/Dampers TP NR 06/24/2004 14 Frame/Steel/Bolting/Weldin TP co MEZ DECK SHTING 06/24/2004 15 Roof/Re roof TP WC 06/24/2004 44 Rough/Ducts/Dampers TP PA UHP /@ MEZ 06/21/2004 15 Roof/Re roof TP WC 06/21/2004 44 Rough/Ducts/Dampers TP co NOTICE ATTCH. 06/18/2004 15 Roof/Re roof TP NS RE-SCHD 6/21 06/18/2004 44 Rough/Ducts/Dampers TP NS 06/04/2004 84 Rough Combo TP AP T-CEIL CLN RMS, CEIL LITES CLN RMS, DUCTS CLN RMS 06/01/2004 34 Rough Electric TP CA 06/01/2004 44 Rough/Ducts/Dampers TP CA 05/26/2004 14 Frame/Steel/Bolting/Weldin TP co 05/26/2004 34 Rough Electric TP co T--CEIL NOTICE ATTACHED 05/26/2004 44 Rough/Ducts/Dampers TP co 05/17/2004 14 Frame/Steel/Bolting/Weldin TP NR LOC. NO SUPP. 05/07/2004 14 Frame/Steel/Bolting/Weldin PY AP CLEAN ROOF AREAS & ROOF PLATFORMS 05/07/2004 34 Rough Electric PY AP 05/07/2004 44 Rough/Ducts/Dampers PY NR 05/05/2004 14 Frame/Steel/Bolting/Weldin -TP co NOTICE ATTACHED 05/05/2004 34 Rough Electric TP co 04/22/2004 14 Frame/Steel/Bolting/Weldin TP NR EQUPT PLATFORM N.P.P. Friday, July 16, 2004 Page 1 of 1 JUL-15-2004 02:26PM FR'OO-CUll:\l!NS ALLISON +17804318580 T-579 P.002/00S F-991 ~. .. ,, __ . City of Carl,sbad 16~S far...day .l•Nlff!Lte, Carlsbad C;Jfifl'lrn~ !l:?00!! INSPECTION RECORD INSPECTION RECORD-CARD WITH AF" PllOVED PLANS MUST Bf. KEPT ON THI:. jOB CAi.t. PRIOR 'fO 2:00 P.M. fOR NEXT WORn'. OA-~KTWN :BU!lDf.NG lNSf'i:CTlCN: /-~2-2~1/ ',·--------J03 /',OOf!.fSS: ______ _ ~---l.DT NO./SlT/Tf: _____ _ OWNF.RS NA\alE: __ Oi:5G405'i0 2300 l'AAAOAY AV C9AO .;, ___ ,,,'f=-~ ~--UMMiNS-A-L-l.lSGN-COR.P-~.673 .SF ')NS,·. OA.'f.fft_.fl/1,( LIJL/ l~f.W!{,~.p'. WARE HOUSE TO CL!:AN ROOM/MANUFAG'TUf!::ll ~C;:O~N-TR-A""'c°"10-=--g """"""""'=~==,f==!,;,,!,:!e===f= Tl iNOUST 8UILD!NG lot#'. ·PAClf!¾C&"-NlRONM.ENTJ'.L TECH .lNC _______________ _ Type of ln.,1Jection • f'Ol.JNDATlON REh'H'O?.CED S'l'l:R MASONRY BUILDING. Af'l'R.0\/.ED ro COVER O.ito I Inspector Notes -b CROUT Q WALL DRAINS j' ' ---,-,f1""'1.i'"'"""1•A_t..,-..:e"-"1t-=-s------------~-.i--------+------!!--.Jl-~--.M.---,..-_--=,---r:"'_---_-/....-~=,.,,= POI.JRSTR!PS -------+-----+---. "" /0.L , • FlV,ME !NSVtATION I INTF.f<IOR ~AT!i & DRYWALL _r_lN_A_L~--~----,,-=-:-=--------l-----=""""•~-~---J.------------------PLUMBING _;:.o...;s..;.·1;_•,,_!"'f.R_A_N_o_s_tJC_-_:o __ a_ruc __ :0-=----+---,.,,--+-----+----------------- -l;-·-N_'rn:...,c_i;:c=--w....,t,,,..~-'~-o""""'o,,....w_.•_--=.s=-11;:-r=o,......w_A_r_1:_R_-+---~~"F"~·=~--+-----~---------- .....:.T=O:_P.:0:.:L:..:!T_.:0:....:.W:.:.'A.;:$.:.rF:..· _..:Cl::..W:..:.:__A:.:.Tc::"R:..._ ___ -l-------+------+-----------·~------ --.:T...:lJ..;.6_A_N_l;J_S_H_O_W_ER_l'_A_N ____ ~---+---~-i-,1 -~Q-••=~-l------------~----- Cl GAS T:.;;E..:.s1 .... · ,___o;:;..;c::..':.:'~.:..P.,.,IP_lN.,..c::.... _____ +------+-----f-----------~----~·-owmn JiJ,/1,jl,is D SOLi'~ WATER ~--~-::....-__:_.:..::.:..: __ -l------1------+-------------~---i;JNAl ·-~----.--,_, _____ -______ 4-_____ -1-------<f-----------===-· ELECTRICAL -i:iTLilcraic UNDERGROUND ROUGH ELECTRIC ',\/A~~:; .. I ::;_/7 ,< tJ l.f Id . ,, !!DUO!-! tL£CTRlC Cl:lUNG --r·~ (¥/AW [r'-1' • 0 fU:CTRJCSffi-Vl!--:::--cf---=C}""'T=tM~f'OR.,,..,..'A_R..,.'Y----;·--"''.f'· ;~--='---i------. n BONDING D i'OOL ----+--------1---1,.-~~-------------- =flNA!~-~------ MECHArvlCAl. l!M!:>l!:tC.il>'..OUND CUCTS & P!PlNC ,...,_ C'. -Cfu,;;:i & ft.l:M. D R£f, f-'!PiNC d/ ..,t/ t, I{ I,!./ -4--.::::-,WV. /t,;M.,/ -·gra~.mli5:sm'EMS~,,------+~---'t-=C~....,;,'l--_----l,--A;;...,¥U-I e ,i/ik ~.&1:/Z--- _v1:_'.i-_1T_lt_A_TI_N_G_S_Y_Sl_'Ei-._1_s _______ __;1------·-1-,, ____ 4-l ______________ _ FINAL 8ui!0dingDc91.(111sµectionsl (760)6(12-2725 j//Jo /iJ'4 'f.-l]'fl¥-,,t ·-(J..,\W{,) (760) 431J .. 2r22 Ext 1JS1 ...._.,,,_..=--,,a -----------------'"------'-------',-~------------- }!l:V 5/2000 SEE BACK FOR SPtCIAl NOTES JUl-15-2004 OMSPM F!W.'!H:Wl.!INS AlllSON +17604318560 T-579 P.003/003 F-991 'T~-Of Jr,ap,.c~!Gn ~I~ Jnspector 'Notes FIRE AJS U~D~RGR~UND NS OVERHEAD i::>" I :lr., I 11 /./ ('_ . .fJ(ti. c/.'... AJSFiNAL ' Atff() cXTil".'Cutsl-ttNG $YSTfM Mf:DlCAl.CAS AlARM SYSTEM l ·- Section 5416. Health 1m.d ~fety Code, State of California (a) There shalt be not fess tha!'! one water doset for each 20 empf¢yees ot fractlomi! part' thereof working ,it a · ~ttucticn job-site. Th€ water dos-et shaH -consist of a pat-em.ed (:hemk.al typ.e toilet. {b) For the purpose of this section the term construction site sh.ii1 mean the location on ,,vhich actual coliWUction of a btlllcilng ,s ln progress. (c} A 1tlo1atlon of this section shail constitute a mhdemeanor . ..AJ1 canst.ruction O( work for which 8 permit ls required shall be subject to inspection and all such construction or work shall remain i:!Ccessible and exposed for inspection purposes um11 ·approved by the inspec,ior. Vv'o1k shall nor be done beyond the point indicated il'i each stH.:cessivc inspection without fir:;t e;htaining th€ approval of the inspector. ADDiTiONAl N01ES ----------------------------~----~- -----~------------·~--~~~-·-~------------- -----------------~-----~--· ... -------------- City of Carlsbad Bldg Inspection Request For: 07/15/2004 Permit# CB040510 Inspector Assignment: TP Title: CUMMINS-ALLISON CORP-1673 SF Description: WAREHOUSE TO CLEAN ROOM/MANUFACTURING Type: Tl Job Address: Suite: Location: Sub Type: INDUST 2300 FARADAY AV Lot 0 APPLICANT PACIFIC ENVIRONMENTAL TECH INC Owner: SIMPSON DOUGLAS G Remarks: --- Phone: 9097419077 Total Time: Requested By: MICHAEL Entered By: ROBIN CD Description 19 · Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical -- Associated PCRs/CVs lnsQection Histo!}'.'. Date Description Act 07/06/2004 14 Frame/Steel/Bolting/Welding AP 07/06/2004 44 Rough/Ducts/Dampers AP 07/06/2004 44 Rough/Ducts/Dampers PA 07/02/2004 44 Rough/Ducts/Dampers NR 06/24/2004 14 Frame/Steel/Bolting/Welding co 06/24/2004 15 Roof/Reroof WC 06/24/2004 44 Rough/Ducts/Dampers PA 06/21/2004 15 Roof/Reroof WC 06/21/2004 44 Rough/Ducts/Dampers co 06/18/2004 15 Roof/Reroof NS 06/18/2004 44 Rough/Ducts/Dampers NS 06/04/2004 84 Rough Combo AP 06/01/2004 34 Rough Electric CA 06/01/2004 44 Rough/Ducts/Dampers CA 05/26/2004 14 Frame/Steel/Bolting/Welding co 05/26/2004 34 Rough Electric co lnsp TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP Comments MEZ DECK SHTING COND& HUMPH SCRUBBER (PLANS SHOW C/OUTS) MEZ DECK SHTING UHP /@ MEZ NOTICE ATTCH. RE-SCHD 6/21 T-CEIL CLN RMS, CEIL LITES CLN RMS, DUCTS CLN RMS T--CEIL NOTICE ATTACHED 4/ 8'/oY DATE: 8/ 25/04 EsGil Corporation In (f'artnersliip witli <]ovemment for <Bui{rfing Safety JURISDICTION: City of Carlsbad PLAN CHECK NO.: 04-0510 SET: II PROJECT ADDRESS: 2300 Faraday Ave PROJECT NAME: Cummins -Allison -Clean Room D~CANT ~ D PLAN REVIEWER D FILE IZ! The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applica_nt that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person D REMARKS: By: Doug Moody Enclosures: Esgil Corporation D GA D MB D EJ D PC 3/18/04 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In <Partnersli.ip witli. government for <Bui{aing Safety DATE: 3/25/04 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 04-0510 SET: II PROJECT ADDRESS: 2300 Faraday Ave PROJECT NAME: Cummins -Allison-Clean Room O~ANT ~ \ 0 PLAN REVIEWER 0 FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D · The applicant's copy of the check list is enclosed for the jurisdiction _to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Ken Jiron / John Gow 135 Enterprise Court, Corona, CA 92882 D · Esgil Corporation staff did not advise the applicant that the plan check has been completed. IZ] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Ken Jiron/ John Gow Telephone#: 909-582-9946 Date contacted: olzs/oy (by: fAx) Fax #: 909-582-9306 Mail ,;;.....:re1ephone D REMARKS: Faxv In Person By: Doug Moody Esgil Corporation D GA D MB D EJ D PC Enclosures: 3/18/04 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ·-1 City of Carlsbad 04-0510 3/25/04 RECHECK PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2300 Faraday Ave DATE PLAN RECEIVED BY ESGIL CORPORATION: 3/18/04 REVIEWED BY: Doug Moody FOREWORD (PLEASE READ}: PLAN CHECK NO.: 04-0510 SET: II DATE RECHECK COMPLETED: 3/25/04 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, · 1997. Uniform Building Code, the approval of the plans does not permit the violation of any,. · state, county or city law. A. Please make all corrections on the original tracings and submit three new sets of prints to: ESGIL CORPORATION. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding-these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from,this list? OYes ONo -( City of Carlsbad 04-0510 3/25/04 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad . Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Delive·r all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be . reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. . . . . . These corrections are in response to items not fully addressed or as the result of information provided, the text in bold print indicates the unresolved issue. 4. A complete description of the a_ctivities and processes that will occur in this _ tenarit space should be provided. A listing of all hazardous materials should be included. The materials listing should be stated in a form that would make classification in Tables 3-D and 3-E possible. The building official requires a technical report to identify and develop methods of protection from hazardous materials. Section 307.1.6. No Information was provided. 5. Please provide the listing and installation information for the equipment to be installed in the clean room. The installation information but not the listing information was provided. PLUMBING 11. . The plans indicate equipment referred to as wet benches are these connected to the water system? Please provide complete plans indicate if backflow prevention is required? Five pieces of equipment are shown on the new equipment list as requiring drainage please provide complete plumbing plans. MECHANICAL (2000 UNIFORM MECHANICAL CODE) " 12. Please imprint on the plans the City of Carlsbad Policies and Procedures for Roof Mounted Equipment to the plans. Please review the City requirements and revise the plans to show compliance. -f City of Carlsbad 04-0510 3/25/04 13. Please clarify the return air path. How does the return air pass from the return air walls to the air handler? Are the chases between the clean rooms intended to be return air chases? Please revise the plans to show the product conveying duct systems not to be installed with in duct or plenums Section 505.1. Show all duct and plenums to comply with Section 602.2. 14. Clearly indicate on the plans the exhaust ventilation system compliance with _UMC Chapters 5 & 6. With out the technical report the exhaust requirements 16. are not determinable. · a) Detail ducts conveying explosives or flammable vapors, fumes or dusts shall extend directly to the exterior of the building without entering other spaces. UMC Section 505.1. b) Detail clearances from combustibles as per UMC Sections 506.7 & 610.7. ENERGY CONSERVATION Please revise the plans the energy forms on sheets A-01, E-01 and M-01 are illegible. Please indicate how the room loads were determined on the MECH-4 form? The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. EsGil Corporation In (}!artnersliip witli (]ovemment for <Bui{aing Safety DATE: 3/1/04 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 04-0510 PROJECT ADDRESS: 2300 Faraday Ave SET:I PROJECT NAME: Cummins -Allison -Clean Room D~NT D~ D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and ·substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. lZ] The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. lZ] The applicant's copy of the check list has been sent to: Ken Jiron / John Gow 135 Enterprise Court, Corona, CA 92882 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. lZ] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Ken Jiron/ John Gow (",H) Telephone#: 909-582-994-fr 95or.. Date contacted: 3/, /oL..J (by: kt--) Fax #: 909-582-9S66 991./te, . Mail -Telephone....,..... Fax In Person D REMARKS: By: Doug Moody Esgil Corporation D GA D MB D EJ D PC Enclosures: 2/17/04 . tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 04-0510 3/1/04 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 04-0510 OCCUPANCY: Fl TYPE OF CONSTRUCTION: VN ALLOWABLE FLOOR AREA: SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 2/13/04 DATE INITIAL PLAN REVIEW COMPLETED: 3/ 1/04 FOREWORD (PLEASE READ): JURISDICTION: City of Carlsbad USE: Manufacturing ACTUAL AREA: 1673sf STORIES: 1 HEIGHT: OCCUPANT LOAD: 8 DATE PLANS RECEIVED BY ESGIL CORPORATION: 2/17/04 PLAN REVIEWER: Doug Moody This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1997 UBC. The followii:ig items listed need clarification, modification or change. All items must be ·satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. · To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. TENANT IMPROVEMENTS WITHOUT SPECIFIC ENERGY DATA OR POLICY SUPPLEMENTS (1997UBC) tiforw.dot City of Carlsbad 04-0510 3/1/04 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635_Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad · Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Each sheet of the plans must be signed by the person responsible for their preparation, even though there are no structural changes. Business and Professions Code. 2. Plans and calculations shall be signed by the California state licensed engineer or architect where.there are structural changes to existing buildings or structural additions. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. 3. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 edition of the California Building Code (Title 24 ), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 1999 NEC. 4. A complete description of the activities and processes that will occur in this tenant space should be provided. A listing of all hazardous materials should be included. The materials listing should be stated in a form that would make classification in Tables 3-D and 3-E possible. The building official requires a technical report to identify and develop methods of protection from hazardous materials. Section 307 .1.6. . 5. Please provide the listing and installation information for the clean room wall panels shown in detail 14 on sheet A-11.0. 6. Please provide the listing and installation information for the equipment to be installed in the clean room. City of Carlsbad 04-0510 3/1/04 • ELECTRICAL (1999 NATIONAL ELECTRICAL CODE) 7. Please note on the plans "AC Cable is not allowed in A, B, E, H, and I occupancies. NM cable is restricted (without City approval) to one and two family dwellings. Note on plans that an equipment ground conductor is to be installed in all flexible conduits". 8. Please complete the electrical plans to" show the equipment shown on sheet A- 07. 9. Please clearly show the location of the panels and circuit numbers for the circuits feeding all the equipment to be installed in the clean room shown on A-07. 10. Please show the wiring method, conduit size and conductors for the equipment to be installed in the new clean room. • PLUMBING 11. The plans indicate equipment referred to as wet benches are these connected to the water system? Please provide complete plans indicate if backflow prevention is required? • MECHANICAL (2000 UNIFORM MECHANICAL CODE) 12. · Please imprint on the plans the City of Carlsbad Policies and Procedures for Roof Mounted Equipment to the plans. 13. Please clarify the return air path. How does the return air pass from the return air walls to the air handler? Are the chases between the clean rooms intended to be return air chases? 14. In Groups B, F, M, and S Occupancies, or portions thereof, where Class I, II, or Ill-A liquids are used (in any amount), mechanical exhaust shall be provided sufficient to produ'ce six air changes per hour. Such mechanical exhaust shall be taken from a point at or near the floor. UBC, Section 1202.2.2. 15. Clearly indicate on the.plans the exhaust ventilation system compliance with UMC Chapters 5 & 6. a) Detail the required make-up air as per UMC, Section 505.3. b) Detail the exhaust outlet clearances as per UMC, Sections 504.5 (Environmental) & 506.9 (Product conveying). c) Clearly show the type of material to be exhausted by each exhaust system. d) Clearly show the duct materials are suitable for the intended use. UMC, Section 506.1 & 610.1. ..J City of Carlsbad 04-0510 3/1/04 e) Clearly show the exhaust duct material and gage used for each duct size. See UMC Table 6-7. f) Separate and distinct systems shall be provided for incompatible materials. UMC Section 505.1 g) Detail ducts conveying explosives or flammable vapors, fumes or dusts shall extend directly to the exterior of the building without entering other spaces.-UMC Section 505.1. h) Detail minimum duct conveying velocities as per UMC Section 505.2 and Table 5-1. i) Detail duct cleanouts as per UMC Section 506.3. j) Detail required explosion venting of dust collection systems as per UMC Section 506.4 & 610.4. , k) Detail duct support as per UMC Sections 506.5 & 610.5. I) Detail fire protection as per UMC Sections 506.6 & 610.6. m) Detail clearances from combustibles as per UMC Sections 506.7 & 610.7. n) Detail protection from physical damage as per UMC Sections 506.8 & 610.8 • ENERGY CONSERVATION 16. Please revise the pfans the energy forms on sheets A-01, E-01 and M-01 are illegible. 17. The completed and signed ENV-1, LTG-1, and MECH-1 forms must be imprinted on the plans. 18. Please have the document author and the principle designer of the ENV-1, LTG- 1 and MECH-1 forms sign the imprinted document. • STRUCTURAL 19. Plans and calculations shall be signed by the California state licensed engineer or architect where there are structural changes to existing buildings or structural additions. Please include the California license number, seal, date of license expiration and date plans are signed. Business and Professions Code. 20. Please have the structural engineer review stamp and sign the plans several items are not clearly shown such as the specification of the welding sizes, the number, size and type of bolts at each connection, the size of the post bases etc. 21. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. • REQUIRED SPECIAL INSPECTIONS City of Carlsbad 04-0510 3/1/04 In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM FIELD WELDING REQUIRED? YES. REMARKS 22. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. 23. Please clarify the calculations to show the connections to be design for an Omega of 2.8 per section 2213.8.3.1 of the UBC. 24. Please revise the base foundation calculations to show the overall thickness h to be taken 2" less than the actual thickness. Section 1922.4.8 of the UBC. DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS 25. It is unclear from the plans if the restrooms servicing the tenant improvement are disabled accessible, please provide a dimensioned restroom plans showing the restroom to be accessible compliant. · 26. Show that accessible lavatories comply with the following, per Sections 1115B.2.1.2: a) When lavatories are adjacent to. a side wall or partition, there shall be a minimum of 18" to the center line of the fixture to the wall. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly descri.be them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes CJ No CJ · The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. i City of Carlsbad 04-0510 3/1/04 ~ALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: Doug Moody PLAN CHECK NO.: 04-0510 DATE: 3/ 1/04 BUILDING ADDRESS: 2300 Faraday Ave BUILDING OCCUPANCY: Fl TYPE OF CONSTRUCTION: VN BUILDING AREA Valuation Reg. VALUE PORTION (Sq.Ft.) Multiplier Mod. Tl 1673 City Valuation Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance 1994 UBC Building Permit Fee : ;..,_ I 1994 UBC Plan Check Fee '.., 'l Type of Review: 0 Complete Review D Structural Only D Repetitive Fee 2~,'l Repe~ts D Other D Hourly I Hour * Esgil Plan Review Fee Comments: ($) 50,190 50,190 $348.91! $226.791 $195.391 Sheet 1 of 1 macvalue.doc . . i, ·•0ji04/2004 06: 07 7146922389 PACIFIC ENVIRNMTL PAGE 02 ~ :3-31-oy e.~~ 1$,c"r Sc.J.,c.p:-~ ~ W7J,,,c dFr 8y /OX IIECHANICAL SIZING AND FAN POWER MECH-4 If ROJECT NAME DATE CUMMINS ALLISON CLEANROOM 3/31/04 l YSTEMNAME Split System AHU-1 FLOORAf~3 OTE: Provld• one copy of thl• form for eact, mechanlc:•I system when using the Prescriptive ,Approach. ] ilZING AND EQUIPMENT ~l=LECTION ~ 1. DESIGN CONDITIONS: COOLING • OUTDOOR DRY 8ULB TE114PERATURE (APPENDIX C) 87 OF OF • OUTDOOR WET BULB TEMPERATURE (APPENDIX C) 7C OF -INDOOR, DRY BULB TEMPERATURE SEE ASHRAE CHAPTER 8, 1993 OR APPENDIX B 69 OF I 69!°F 2. SIZING: -DESIGN OUTDOOR AIR [ 315001 CFM (MECH 3; COLUMN I) 63.372 116.662 • ROOM LOADS 182,32' 13,143 -RETUFIN VENTED LIGHTING 0 n/a • RETURN AIR DUCTS 9,116 657 -RETURN FAN C 0 • SUPPLY FAN 0 C " SUPPLY DUCTS ~ .. 9,116 657 TOTALS L 263 9251 ' 1311191 ' SAFETY /WARM-UP FACTOR ~ 1.43 MAXIMUM ADJUSTED LOAD (TOTALS FROM ABOVE x SAFETY/ WARM-UP FACTOR) 187,501 0 3. SELECTION: ol [ 305?0291 I INST~LLED EQUIPMENT CAPACITY (ADJUSTED FOR DESIGN CONDITIONS) Btu/ Hr Btu/ t4t IF INSTALLED CAPACITY EXCEEDS MAXIMUM ADJUSTED LOAD, EXPLAIN IFAN POWER CONSUMPTION ~ [[] @] @] [[l m @] DESIGN ~FFICIENCY NUMBER PEAK WATTS CFM FAN DESCRIPTION BRAKE HP MOTOR OR.IVE OF FANS B ,c Ex 749 / (C X 0 (Supply fana) ·--- Supply Fan 1.340 82.5% 97.0% 1.0 1,249 7,000 --- Exhaust Fan 4.600 89.5% 97.0% 1.0 3,953 -· -... ,_ I TOT.ALB I 5,20~! 1,0001 NOTE: Include only fan sy•tems excHdlng 25 HP (see Section 144). TOTAL FAN SYSTEM I Total Fan Sy,lem Power Demand may not excHd 0.8 Watts/cfm for 0.7431 I cona1•rat volume •y•te.-ie or 1.26 Watts/cfm for V //lV !lyatem:11, POWER DEMAND W.ATTBtCFM Col, I' / Col. o i ~nergyPro 3. 1 By EnergySoll User Number 6360 Job Number 2359 Page: 1• of 19 I ,, TITLE 24 REPORT Title 24 Report for: CUMMINS ALLISON CLEANROOM 2300 FARADAY AVE CARLSBAD, CA 92008 Project Designer: Pacific Environmental Technologies, Inc. 135 Enterprise Ct . Corona, CA 92882 909-582-9306 Report Prepared By: Jon Gow 2$ Pacific Environmental Technologies, Inc. 135 Enterprise Ct. Corona, Ca 92882 (909) 582-9306 Job Number: 2359 Date: 3/16/04 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number: 2359 User Number: 5580 CAoLf oSID ~. -. CA C.ontr. Lf~ # ,18513 / C-51 I " I p 11538 COTA AVE., LONG. BMCH, CA "90913 • PH.: ~7-2003 • FX: 582-437-2023 • admlnOllllltlalnllhop.~ -, ,. "'8ffl1 'Phone, 562-437-2003. ,.. 562-437-2023' Filx Cover Sheet . ' ,, .S"b.n NUMBER OF PAGES OF THIS. FAXED COMMUNICATION INCLUDING COVER: ·---t-- (lr you do not receJve all faxed pages clearly; please call the SNDP•t 562-437 .. 2003 lmmedl Message: ···-- ... , . ' 4rP f£+J pifk, I I '"•• .. ,., 2 .ft. ,.,. NOTHING BBATS A WELD/ 10 39\;;id 7331S 1Icl3W ~ · .. ' .. ' Mar. 19 04 Ol:26p CCC Steel,Inc (310) 83?-78?8 05MQr04 6:13 TEST C E R T I F I C A T E No: 1 ... . . ::; •( . ·: ,' ' ;.,, '' • I ~: ' ,, ' ' : Sold BY! . Vest Incorporated 6023 Alcoa Avenue Los Angeles, ca. 90058 Tel: 323-581-8823 Fox: 323-581-3465 Sold To: { 18000) CCC STEEL INC. P.O. BOX 5932 -COMPTONJ CA 90224-5932 LAB TECHNICIAN Paae: 1 .... Last -·--·-·-----------------~----------- G0 39'v'd 7331S 1Ii:13W P/0 No L23271 Rel 53780-008 S/0 No 1 BIL No 1 Inv No 55962-00$ ShP 05Mar04 Inv ShiP To: ( O) CCC STEEL INC. P.O. BOX 5932 COMPTON, CA 90224-5932 8 --- I, . ---r 1 --. ,'- 1 --- --------1--·~-...... ·--·--..-.--... -.. --,-- M (S) w <.!J <I a.. _J w w I-(f) I- H Cl'.'. w ~ M N (S) N i'-M v N \.D ID \.D .-I M (S) v (S) (S) N ' .-I .-I ' v (S) ··- ) ) ) ) ·) ~ .. Lt "\. ' ·- .. ~ l ) J !. j: ) ) ) l{J ) - )·. ,,. ) t ~!b·., ·, -' -------=-----·-----------...----~------· ._. -· ··l-z~~RO.# /Oy7 ··--:t, ~- --·--· ·-------· _ d.·t·ofJ · .- ; l0 .. ~ ~!-l'r:~-=;r # FT,/4::// . :,LI Cl A~ ::c c5' W ---!Ai (A) :-!;-, HYUNOAI HYffXD ti fl At I!! ~-EMY"3 t:_ 'iiloli'3 1 CERllFICAtENa -.• u:a PAGE : r;•. :.._~g,~ .q :ml. ~-:mt MffilOI -.= ·• ; MILL INSPECTION CERTIFICATE : [.' ·";!At,•~ : ~~Al ~ ~!!:~ 2651!!~_ ~ -mm! 'II t ~ ~ . 3t .: -~·. -. ., .-,· :~ r ~ • · ·• ~ , ca.mwrr M NO-· ,&UVJ..> . • • • j .. HfAD OffC£ #265. 'ra!mpo-do!'lg, 0..d<."13)1. tlsan. Ka-ea (IJ.SIH Fl..JWJ} TB.:(052}21!0-1111-4 FAX:(052)a,H3916 ~ =· ~ -.. . ' CCMilOOOY ' ,; 'E..,B.W. iSTiifL .PJ~ ... ;~_ I JI .... if ~ • kl-S-AW1::. : Ai~!JAJ ~~,,. ,u~ l 0-21!!Xl lllID • milil! s.. 7f tfflCi: l ~IIUNI -·-... 11.1•-••1,r~ I ---· -- -... -... /.~---r (: ! .. l ,::n::i:i~t:i::a. G$XlO ~~ 0• • •""• -.,, _, .. .,.. I ."-,.•· .. ._.,_,,.,....._.._. • .,_, •-=•--""=!'7.:-d"''V.( -~ ·~ _,_, "i'=W~II .Iii "' J!I .. 11($ .. ll< .5:"=I "11!1 ~-= ~ ~ "I t!!I !I} ~ ~ ~%} ~ g ~ "' ~ -;,;I ~ ~ II? 8 ui 1 •• CXWIEi'iEST HARO . TmSI..ETEST CHB.eCN...OOMFOSl'OOtl TYPE DIMENSIO~ =~ ~ ii Oj ~~~ .JESS ~ 21~~5: i§ ic~ ,c OF ,, S'l ~ x.l!i, 31 Xi! ot QIJAN. .. ~ :><I~\!!:!!. TENSILE i.-.:; till WEIGHT ~ DIP ~ J"w l'FE (CU1DIA. x THICK.:>< I.ENGTH) TIN· TEST ~ it ~I ~ STREHGTH :ct~ C Si Mn P SCIINiCtMo Vt«> N. Q!q I!'~ if EM) MPa .!II§ <i~ 2N: iBST HEATOO. NGTH B ;IW Sig 4-e. ... !i OCl,\f flAi:I l!EIS ~to W •I 7 (PCSj (i(G) ~,H~~, ~ g,. -=A~: HV PSI 'q£1~ % 1~ >< 100 X 1000 X 100 "' IDIID ~ '£ ;is;l .ca: !!i!.S ... :z f3 1~1!! ffiJE. iiB }-3/8" .x . 15,f x:!4. {W' ~ 2.!H 176 r.i :.; ti ~ ;;. ~ ~ 38.0 ~.8 n 5 2 51 ll 4 2 1 1 l rr t eo.:;. X 3,.!,l].a JC 7.3}hl( ) 2500 54100 ~ ME ~ }-711f' X • '.Y:f' x:?A. oo.r 54 3,.ffl rm ~ lu 115 c;i,; G' ~l 3-J..6 .,. .. 33 l5 I 'i'9 13 S 2 1. 2 ll'r ........ J 73.0l!II X 5. lblZll. I: 7.31.6!{ j .:500 -14900 ~ M£ 12 2-718" X .313" x.ID.llll' 9!! .10.~ ·rro i;;; -:.; ~~ (j i,..>JUUU'2U 33.2 .gj.9 l2 as 2 81 12 7 2 l 1 1 rr ~ 73.0. lC 5. l&:111 X J.2. 19]!! ) 2500 ~ ~ ~ 56700 m£ ii t-112" X _z;r xz4..oor . 50 5.SSt 1$ ,; Ii ti 6.; G , ..... IB306619 3J2 45.3 .34 ~ 2 7'J 12 6 2 1 J 2 rr J 11-1.?Am X b.U2ml.X 7.31fH ) ~ ~ ~ jorAL-> 25,S 21.T5i . . . . . ! . . I . ' ' --I l . . = . ,. EtOCW.. IWH:l'ISM TE,l : Gl!I ~ r-tl I < ~ -w l:I IC . -. -[!DT d. l:nd'i!!H!!i .. .-· ~ ~ . . • . . • ', • ,; .• · f!:]IE:-.-~~~ill.~Oolsitle~ I!] Uril'i:Ml'(ll:.,.._l,lldl) (UUnllefl(ll!-,F:!'alll,l:lndjJ ., . t·,-l"-. t;...... I!:!!~... [. 00 -·-!"'""·-· . i.::;i----........ r-j:: . 1-, . G:Gaanlled R:liMlffl!Vinni EIE:SMt&d l!]!Weti~Toist-R¥el=!"III. [!J ~T.a>4~ ( .'· ) l!:!g DrilT-.~111 • ai . !J:~ O:OioJICo161u 'iE;ThlMl!fild ~A1llo1float'iflt"lfl t. ~ aimT91'"'1ffl \ • f!!!~~T'•BJl.'lll . F.f'EC!am9 le. 'Jtlm~ f · , • • . •. · C:Cr.lillarCOl!qJ EL:EIIIIE!ld ~---~-~-. · ,00 B:8-llllll.!i11'1' · ·.. ~~:Wai:l,,_H. · : -. -A.:k;llal~ S::Sal!QiluEI!!' •. OO?jH:~iC~1'j'••dai:Ulr.,_lli! ~ . . :· •... . .. ¥J:~~-' . ii,,,:.: ·.,: .• ' . . . • ... -. . . -i -" .· _., ... · -·· .. -t ;·. ,.~ ·WE .. ~~~~=~-¥!~ ~!tLJCI. . .· ..... •":.; .:·.-·:. I'U [J_ .· J'P.A, -.: .-. :-· •, ~ r ..... __ 4,-;:. ~·;_ ~--I ,. ·. ,ilX/&IB>~wrtft~~iim . ·-~TION~.ORDEl:i/ ./ : . .-; · . .' -·~ . · -rwwn ~ lEMI GBERAI..IIGR .. -. ' 'IIPS-BSOl'-631-G-Cll...'l • .. _-?:" __ ;:~~-_·. ': ~: . . . ifit-~ ' -.,, .• _.:,. ::. :;..' , · .' -' ·-· >-\\=l.·.-::_ ..... /.::· ., JDX21!!1'l .. -. ·:··-~-"1)-·. . • 1 ~·: · .. : ....... · ·:-. '." .-. . il!.-~~ . : .... .·. .,, . .. -.. .. '<;j" (SJ ~ ',· <[ 0... _J w w 1-(.D 1-H 0::: w ::E (Y) N (SJ N r--(Y) '<;j" N lD U1 lD ,-I (Y) (SJ ,, '<;j" (SJ (SJ N ....__ ,-I ,-I ....__ '<;j" (SJ ,., ., C c_orus 16,sialDfl' Al Corns UK Limited Corus Construction & Industrial P.O. Box 1, Scunthorpe, North Lincolnshire, DN16 18P. Telephone: 01724 404040 Fax: 402353 Telex: 52601 M INSPEC' Zn Accord.an, All TION CERTIFICATE Al, ~e w~th DJ:N.50049/SNl.0204 3.lB Cruws !Id'. No.. A.I! IVm1!:sOrder1lwuN9. l.17594/ 27 Cnsw,oersOawNn. 106913 ~redu<f ASffl A992-98/ASffl AS72-97 SO+S9l(APG W lll!..!M l.2 X 4. X 16 I.;S/FT Length 55' -. Date ~ -4/10/02 -i{:ulNo, } SBS!l/02/002595:!.0/L, . 282755/ 27 J Bl/a INSPEC'rl:OH As R.o!.led. Bd/AlO CCC P.O-tit.21462 LONG BEACH W.-git~IKII T=~ Z=Tht-oui;fl 'Jliid<.llfSli S=Sob-Slu-....., M=Mid-'l'idmaett lllQ BS OIO u cu 02 Cl~ C1J Cl Cl Chm:p, ltnj>atl D D p i v .. ld ~ R,:, El.oi,g'l1> i " Qnautif:l• Call/llcal Ne. l'iu,ocNo, .. Sin$ l!fue,r,11, Rm A • • • • i C Re Rrn ~ Lo= C ' I ! i i ~ • P.S.J:. 8"' ~ D Ooi!s n SJ1edlictliua Ii.fill 50038 '55267 · J.8 Mu 652.67 8.!: 12 82929 152794 &5862 7~ 23 r,56000 70000 8(l 23 l.2 Pieces >in Tota:i FULLY KILLED, .FJ:RB GRAINED Q,=Q11¥11t1'-'rhidwess 1H=Thlrd·nd""""" ll~Surfil.u A=S,q,ply c-liWlfl N,,Nom,alired SR=&rtiS.l!.oll,vel SA=Str-ala Agi,d OIII ~F ror:w: 13.o.s. cc A~ C Si Mn J? s er Mo Ni Al. .10 a.so .02t .20 .4.0 L.SO .03~ .045 1:1.350 .1sa 45( .09 .22 o.se .Ol.J .01• O.Oll .002 011 .033 C ANALYSIS% C7i-l ca Nb N Sn 'l'i V lt,Jittv Mn/C CEV ii.oo .6"0~ .ooo .Ql2 .110 .150 _45 .oo, .00;! .004 .002 .OOJ • 018 .020 9.56 .24 On bomlr e.rennu-UKl..im.ct..i, Iii• maamaclilln:r, '1"hese l1:Slllts..., <ectilit1l ~ Cmm UKLlDlimd asd miw ,ml,. c&o R<J~f!I ur lllt l'roih..s llesai!'li-, ~~~ All •riciaa.l lD.S]Hldiotl Cttlir=tes mu•d IJy o.r... UK Llimtu Will omtain ellher "" 1t111'bum,IJ ... 1, .,-be All§lttpc,tflll ..,;111 a Cnrnr UK Limlteil ffll"'"'1a<i<eil lor;a, or a t11111llinalioo oa boCI!. AII.Y n,dpil!n.t.,ra C<J,Y ofo. Cnrus UK Limile<l r..sp,,cru,n O!rtlfic:ruo M willtou! filbtt' tl1e .le.al or vr.o.1=11:i~ sl1ould e11S11t'I lrmu llte Slll'JIUH' fhal ;, is i, lnl• and 800lnlle n_pn,d'lu:tion or Ille Nigi,ml. HI ~ 0... E 0... Ill (\J ~ ~ lS) (\J l'-(\J :ii ~ l.O "St (J) (J) N co If) (J) lS) (J) 0 z X a: LL ~ 11 7 LL WIRE HANGER FASTENED-~-------- TO FIXTURE OR HEPA FILTER TO STRUCTURE ABOVE FLUORESCENT LIGHT FIXTURt: .., OR HEPA FILTER ONT-BAR CEILING WIRE SCHEDULE 2 WIRES O TO 56 lbs 4 WIRES OVER 56 lbs OGOJRS @ LIGHTS/HEPA FILTERS SEE SHEET A-06 LIGHT FIXTURE/HEPA FILTER SUPPORT . RE FIELD INSPECTION CORRECTION .FORT-GRID CUMMINS ALLISON CASE 1: Where grid locations have no more than 2 filters adjoining each other, the grid can support the HEP A fan filters and other components. In' this case the wires at the con1ers of the filters can be treated as seismic restraints and d.o not have to be in tension. CASE 2: Where grid locations have 3 or more J-TEP A fan filters adjoining each other (the photo room) the filters have to be supported in.dependent of the grid (however, up to 45% of the filter's weight could he supported by the grid without exceeding the mfr's design limits of 16.5 lbs/lffor main. runner #7301 supported at 4 ft oc. No contribution from the cross tees has been assumed which would otherwise increase the percentage that the grid could support) .. rn the later Case tho wires shall be in tension and reasonably plumb. ff the wires cannot be affixed to the deck joists in a plumb con.figuration the following detail is an acceptable alternative. f"-4:Gfl J-··Of--l f C.orJ NG"Gr; o-rJ L;ttl.-C.-5-. ~ 8.tf ::-. )7#/. -· /wire, f ~!~"'es - C&f7 -;;! l31If>1?ti- #& xh,,, ?l?57 C, Of := j ; # >'/1 p OK- .. ~· 4719 Palm Avenue La Mesa, CA 91941 Klausbruckner & Associates .,-·~~~=~=~~====~= 'Y Tel: (619) 466-6860 June 14, 2004 Jon Gow Pacific Environmental Technologies, Inc. 13S Enterprise Court Corona, CA 92882 RE: Cummins-Allison~ Carlsbad, CA 2300 Faraday Court Exhaust Ventilation Calculations Dear Mr. Gow: Fax: (619) 466-6233. I am writing to follow up our telephone conversation, as it pertains to the exhaust ventilation of flammable vapors within the Cummins-Allison facility located at 2300 Faraday Court. As discussed in our conversation. "flammable vapor" is defined in the mechanical code as concentration of flammable constituents in air exceeding 25% ofits lower flammable limit (LPL). Based on Section 5,1.14 and Attachment #23 ofmy report (dated January 7, 2004), local exhaust ventilation proposed at a rate of 298.43 cfin will maintain the flammable vapors for the proposed materials in use to below 25% LFL. Per UMC 506.6 and 610.6, sprinklers are required in ducts exceeding 10" in cross-sectional dimension when ducts convey flammable vapors. Sprinklers are not required if the above conditions arc met for the proposed flammable materials in use. If you have any questions or need additional information, do not hesitate to call me. Sincerely c;~~ Elley Klausbruckner Fire Protection Consultant Ul 'd lvS9 'ON Vvdov: l vOOl ·vl ·Nnr C\I !l. E: CI: lf) (SJ CS) .-; "" CS) CS) (\J m (\J C ~ I.D "" en en C\I OJ lf) Oi (S) Oi .. 0 z X CI: LL z 0 8= I\ II 11 II 11). ,. c:-..i I ..i- . I 1 -1 j_ __ _L u; . , LL: , < --r-·-' ~ .. . 0 I 1a"0---L. I b C'i 3170 SCfM + {ACID VAPORS) 12·~ OOWN TO WET BENCH 61 m.@ 1000 SCFM :-.. l;'l & ALL EXHAUST DUCT TO BE Of, FRP, POLYPRO, PVC MATERIALS OR AN APPROVED EQUAf. PER SEC. 506.1.2 & 610.1.2 U.M.C • *EXPOSED DUCTWORK ON ROOF TO BE MINlt.W. IS POSSlBLE. ARE SPRINKLERS AND ACCESS PANELS NOT REQUIRED PER CONSULTANT 16."ot \ 2170 SCFM 14"~ 1170 SCA.\ 12"0 870 SCFM to"~ 750 SCFM (SOLVENT VAPORS) LI i7 {LESS THEN 25% LF.L) ~ B"OS DOWN TO -H 12' -6" AS.F. EQUIPMENf b (SOLVENT (LESS THEN 25% LF.l) EQ.@v 4 "0 DOWN TO -:_!. (PHOTO-RESIST VAPOR) 300 SCFM MASK ALIGNER (GOLD CYANIDE + 12"~ DOWN TO SEE SECTION EO.@l PLAllNG BATI-1 VAPORS) WET BENCH 12 TI-ilS SHEET 1 0"~ DOWN TO EQ fss\ 120 SCfU PLATING BENCH ·\'::!/ (HEAT EXHAUST) EQ ®7 1000 SCfM ' 750 SCfM -~Jl4 ~~~ ~-~I ~PACIFiC ~-,·~ I '9. t ---j tff~INC SK -5 ~-....,_ -_________ __. ---- CUSil:lMER's rw.tE:. CUMMINS ALLISON 2300 FARADAY AVE. CARLSBAD, CA 92008 .. . .... JOB /f:241 PLANNINC/ENCINEERINC APPROVALS PERMIT NUMBER --"'-'-CB_,,,Q,.,__q_,__-_s_/O____ DATE f).. /J. & foe/ ADDRESS __ J_3_cc> __ fu-=--~-~--=---,---_.._~-'------""------------ RESIDENTIAL RESIDE.NTIAL ADDITION MINOR C < $10,000.00) OTHER PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING -------'--------------- PLANNER DATE ENGINEER~~~ DATE .~/84/oCJ oocs/Misforms/Plannlng Engineering Approvals C: C: C: ca "' "' c:: a: a: ODD ODD ODD DOD DU/AC -~--Facilities Management Zone: ~ CFD (in/out) #_Date of participation: Remaining net dev acres: __ _ Circle One (For non-residential development: Type of land used created by this permit: ___________________ _, Legend: [8] Item Complete D Item Incomplete -Needs your action Environmental Review Required: YES NO TYPE ___ _ DATE OF COMPLETION: _______ _ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES_ NO __ TYPE ___ _ APPROVAURESO.NO. ______ DATE __ PROJECT NO. ________ _ OTHER RELATED CAS~S: __________________ _ Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: ______________________ _ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES __ NO __ CA Coastal Commission Authority? YES __ NO__ . If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, · San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determ·ination Form already completed? YES If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: NO __ 1) Stamp Building Plans as "Exempt'' or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. lnclusionary Housing Fee required: YES NO (Effective date of lnclusionary Housing Ordinance -May 21, 1993.) Data Entry Completed? YES __ NO __ (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: H:\ADMIN\eOUNTER\BldgPlnchkRevChklst Rev 9/01 ODD ODD DOD DOD DOD ODD DOD ODD Site Plan: 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right- of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number. Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES ___ NO __ _ 2. Project complies YES NO ___ _ Zoning: 1. Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Top of slope: Required Shown 2. Accessory structure setbacks: Front: Required ------Shown ------Interior Side: Required ------Shown ------Street Side: Required --~---Shown ------Rear: Required ------Shown ------Structure separation: Required ------Shown ------ 3. Lot Coverage: Required ------Shown ------ 4. Height: Required _____ _ Shown ------ 5. Parking: Spaces Required ------Shown ------ (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required ------Shown ------ Additional Comments Correction #1 -Please show on Sheet 1 the total number of parking spaces provided and required on site for each use per Chapter 21 .44. Correction #2 -Is there any proposed roof mounted equipment associated with this building permit? If so, will the equipment be screened by an existing parapet wall or is new screening material required? Please see the attached handouts for examples. ~K TO ISSUE AND ENTERED APPROVAL INTO COMPUTER~-DATE_-+--+-1'.__v H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Carlsbad Fire Department 040510 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review Requirements Category: Fire Prevention (760) 602-4660 Date of Report: _02_1_24_12_0_0_4 _______ _ Building Plan Reviewed by: Name: Pacific Envronmental Address: 135 Enterprise Ct. City, State: Corona CA 92882 Plan Checker: Job#: 040510 ------- Job Name: Cummins-Allison Corp Bldg#: CB040510 ----------------------- Job Address: 2300 Faraday Av Ste. or Bldg. No. ------------------ IZI Approved D Approved Subject to D Incomplete Review FD Job# The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the . applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/ or specifications to this office for review and approval. 1st 040510 2nd FD File# 3rd Other Agency ID I• • -- • Structural Calculations fora Roof Mounted Screen for Mechanical Equipment at Cummins Allison Carlsbad, CA Prepared by: Anson McCook, PE Civil Engineer 2731 Via Montecito San Clemente, CA 92672 March 30, 2004 -Lea..ds! w, V\J Pv---e~~-e. ! Me~ Z (1 tr., z~_.A ') f:: Ce~ i~r\N · -eh_= 2-S + ~'.:? 213 1 i~=-(b, 4 ( Tc-b I~ . I e,, ~ ~ t=) Ce.=-/. 2. '3 (te-b /,e. Ito A-~) C~:: ·/, 3J ( ~bl-e-l<oA II) Iµ=-/,o (Ta-bk ltoA k) P= /, '23x /, $x ;,,, 4-?<I, 0 ==-z. &>, z, r~ f .Je f 'd::. ;P:: 2 ~ Z. ?~/-. • .I .. ~ !=----I .. J 1.t:,lf B' /I e,'-011 ~f-0 I( J, 1l t~ -o l ?.4 ~to" ~ I PL~"1 ;1 II p I II I' I 1l I 1, ,: I ~ J... IL cl. 1 - • • e-oc..d C~b1~~ If //-c:,y-n o---t. ~-~'c.-L~ CCJ7Mbo (I&? I 2 · 3, 2) C ~ck.. ~ 1 P(!).M-e f F//?:l lAA.e... D = '3 -s 1 >e. S p=S / = ·-18 ;11 J. L.:::. o f1;=-!l~ '13% = 72 f-r Mt-1 ~ ~ x 131/ -= g,"g f-p 2-/~ Mv -1-/Jll-f eFiK~y>< ~<j;J><~ < >- (S) ;t<:>72 ;< I 2-+ ~~ ~ ~~/~ = 01 Bo t._ I, o o'fe_ • ..a------2i~,,; X .., ,3 0 8 6,~0!, I;, ~;i<:-~2 'Z.~~I. • TT'. 'Ra;/ f>.,,~;r: (~~-) U1,,e 2 /2 x 2 f,,z__,x ~'-a,,,,,~ /.e, ( ,,,,-(=-'?"") 2f2v = Z-x 72,tt·::. /11~ 1ZH-:-~b8 # 72~c~5 ( ~/{t~'fi· /2_() --~M~=O 8~8( 3,0 f ~'? )-721,:; X 4', 75 1 ::: 0 . · Rb;= 7~~ :11: < > ?Zo-. ::: 0 ./:/:. f;-ettd ,:,.,j = 3"$~ I, 7~ ~ (,,44 f-f ' fa_ + lb = .f:!: (<.. ~ + ,!::J_11d'Z = 0, 13,8 ,J f::o.._ 'Ii /, Oo/_)(. 20 1(6~ • "74/ y. t-Z. 1t~i. • . 0.. • • bid~~~ /&fb # ~:;;. (1, 75 "+ z,37s'-)~ = ~.it.' 12. ~ /1..$ ;_ ( re.,1:e a-~, A1:1,c. B-fh. c J) It,, 4' #/ P., A /,<~ t . .' t._ <. t:~ /o ~1-$1 I~?-.:: ~ 7 ~?!-fZa,_; /. r;}.v ~ 72 ~ Pet;,1--~~ ,F::. 1616 it u~e Yz, 11 t/ M,~ (fJ • Po{;)f-/a-a-~e c:,,/J'~ T-::: /+72t:t-144::: /~2-'t>df u~¼''I M/3 C~f'~ z.o/c-r. ' ea..r ~ 2. 0 /e->f ~~ Clip ,/412uo{ ~'""WIJ --~Ce, -/;;,e;.';:X!, dtf' 6:nA.{n:,/? d,z-uj- v-::: 7~&, ¢f ) /04&.# T::: 1c:;72;tf r'd-2 ~ ¾x _? q / .a-:;. Scr~S, z~ 1so 16. n6l-e c;, .3 73 w,: 2c,e,,. .#;}11 r.e.:, fcs.tl-e. 1. z.4 Nos 1~" 7 I I uJ' p) Z i ~--2. Cjt,x :3 '1x-¢gc:/* Z ~L=--_ _;______ __ _______ = 75/ # ..i2t!L ~= ~ ~ v.-l'f'. Co? o( r Z 1 ?/J1 <;;( ZCJ~ x3x, 2/ i-1-<E>ox I 71 -t..f)t:' ' 7vW W, = ;. :33x 2x7s;1t"" !'1'1Z5# > 1&1&-11: Cl?, u6e z. --~ 11/>)<3 11 I c;;1 -1'> c r>evJS sxz.::zxa.www i H~s..~ • • /J o+e : G\ a-1 ".,_,,,.'3 e 0-l( w.eµ a-bf--ev- ~bv-ic-o.-~--·, (£>,Jr -----------•----------------------·--;··----------•--• . cs -w--------; 1': L 3"x3nx1 / 4"x,J,, -=-w; (2) 3/s"<t>x3" LAG BOLTS --,-1 /2"'/J M.B. , z 22 z 2 22 2 z r~;;;::pc_~~~~9 I ~~•~(§?) T J _L Dir L-.eJ~ l :. I • I • Al ~~ _ __,.,.. ------ . ' . . . . . )-----... CSG-c~rr¢N. / A-A ~ tJort". t . -7 f'o0T ~ (~._,-w,J 'f3(2AGS SIMl~1 ---------------I._, / ------ A L-L 12--cro:-p ' Co t,hJ E'l... 'TU.':J-N S ~ D 'PGJ G"TtZAn &N s 6/t-At,..'- ' 1': ---' ts: (S) CS) _p,. ts) 1':) w w ---J I-' _p,. 01 LD 1':) 1':) w CD LD 7J I> 0 H TJ H 0 fTI z < H :;o z ::s:: -I r --------------~e: We~~ P12-~~D. 7J I> G) [Tl CS) _p,. -.· . ,., t- • •• • Structural Calculations for a Portable Clean Room Frame and Roof Mounted Mechanical Equipment at Cummins Allison Carlsbad, CA Prepared by: Anson McCook, PE Civil Engineer 2731 Via Montecito San Clemente, CA 92672 March 15, 2004 •• • • t 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 no 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 . 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 • • • l 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 miscellaneous 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 AWS Dl.l. Electrodes shall be E70:XX. Cold Formed Steel 1. All cold formed steel members and connections have been designed in accordance with the Working Stress requirements of AISI. 2. Cold Fonned 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 1. 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 1. 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 b~ properly fla~hed and sealed to prevent leaks. Soil 1. Allowable Soil Bearing Pressure is l000psf . j' ' • • • 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 support 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. (]) • '- • J l -' ---·-_,_ 1 , ' -j -f i O 1_--l<J 1, '5 __ i _______________ So, 5 __ ----;( I 'Pcv-f: ~01 l (a::.·!J' ' • r -e ;1, 115,--r~- :J l • , ' 7;)/M~ch, .,z J -J!'..L {_.-:/ f7 '~ '9-f.AA _ t., ur 1/bV 11""" 3 .:::- Y ?-// pf d'z,vz::iv·d ,f-~ ;,._AJ C I, j A.A , ~f'v1vrl::.s, ,;,,'frV.-1, == To lo-I D ::: /.,S /2? f-. 2-,. 5 pe, /'. 2-1 o ?~r (p.o ?:::,,/ 2 u n~, b. @ ~ct? #/-ea : ( t~J) -Z.J! ~ rv:1:>. /Ir-cc.:(~+ -i )x1>$1 ~· 7C)8 ft?.- /1 _J.]d~ I L :: 12 _e._5-'t_:_ ______ _ • UM ; ,{c,v-lM J3 -R.C'-,Nv\ lo··-~ d ,; , 1 . • 2- Wo :. & f·<;J r-y( z ! I ~ /2-?.. t2lf tr>,__ == 12-r-s (-/ z I , =--Z 5 2 pl.f 2 ' _.,.,,., Ps -= 12 oo ~/; "C> ,. = 2-3 3 ? I/-: } • 1 2, • . 4 . • C A. . .fl-C k. c ;x 1~ /r~ j 8 ~ 0vv1,.J Col u vn. sr! ~t-/A.. ·2 --X/611,~V'I. j I oo. d Cb?A d/ ~~, P o-n IJf 0r.,,_d V+L 1) -P. /-e, v 1/1/1 ; vi..e M o,.,v, -e,vt +s; _ 6 A_Q,.,q y·s I y .e 0-e.-fz~"'-:..5 / // ea c A ~\I,-, s , ~:2,,..;-1 G /.....a.,c.~ o v I '1 / tli. a.I 11,-1 ('l -y f crr:r. d c?' .l • • •• uuau u1V1s1on ,) Duall Divisi fume & Gas Wet Scrubbers ,,, Vertical&. Horizontal Wet Scrubbers for Air Pollution Control Models & Specifications -Previous Page F103 AND F105 HORIZONTAL FUME SCRUBBERS WITH SELF-CONTAINED RECIRCULATION SYSTEMS Horizontal fume scrubbers are offered in standard sizes from 500 to 63,000 CFM. They are ideal when a low profile is a necessity. The F103 and F105 incorporates an overhead weir to insure complete saturation of filter media. Remote recirculation systems available. ~R SPf.t/\ Y t!NtS ·- r FRONT SPRJ.¥ Lil'fE C ..__-----D---=~-i LEFT El.EVA.TION SPRAY H£AOER ACCE:SS OOOR · O•ol'ERf'LOW P.ACl{lt,G ACCESS OOOR$ MIST EUMtNATOR D PLAN VIEW QtttMICAL IN..ECTOR VAL'tt: (O?TlQl\l!,L) B ,o~ FRONT ELEVATION £age 1 et--4 @) http://www.dualldiv.com/htm1/fume _ f.htm 03/14/2004 • • • uuau u1v1s10n ) w~k.4 dv-d u.)t VJ e~ d kc I ( 1 rz.~1 sso vJt +o-V\ {?>s{t~) K2..o µt 2~51 it::. 4,i~¢ 'l'tBR SPRAY UNl:'.S • FRONT SP-RAY LINE · C Olt£flR.OW ~-....L-~ .... ~----~-r----_-_-_-_-_-_-_-_-_-_-_o-_-_~ ... fi/;,--;:;._;;;.-~ ... t:;;'-ORNR l S!ON RESISTANT . BASE A-·---.i-23• '-------D--~-----' I.EFT ELEVAllON MODEL MAX. A B C D E NUMBER CFM F105-18S 500 18 10 39 44 3 F105-22S 1,000 22 14 43 48 3 F105-28S 2,000 28 20 49 54 3 F105-32S 2,700 32 24 53 58 3 F105-37S 3,700 37 29 58 63 3 F105-41S 4,700 41 33 62 67 3 F105-45S 6,000 45 37 66 71 3 F105-52S 8,000 52 44 73 78 3 http://www.dualldiv.com/html/fume _ f.htm PACKING ACctSS Q~S RECIRCULA T!ON fLOl!!MtT£R & SAU. V.J\L 1/£ (OPTIONAL} Pl,AN\'IEW OOOR 01£MICAI. IN.ECTOR VAL VE (OP'nONAL) A PACKING _J REMOVAL t6" -------so· ,o .. ,__ _____ 10s·~. ~---- F'RONT W:VATION F CL DRY PUMP QTY. WEIGHT AND H.P. 2 34 784 (1)2 HP 2 36 942 (1)2 HP 2 39 1,094 (1)2 HP 2 41 1,148 . (1)2 HP 2 43/2 1,237-(1)2 HP 2 45·1, 1,398 (1)2 HP 2 2 47-\ 1,491 (1)5 HP 2 2 51 1,654 (1)5 HP Eage 3 01;·4 @ 03/14/2004 • • • WinBeam By CAST TIME: 03/15/04 17:58:51 Proj.: Cummins Allison Page: 1 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= 7.500 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= loading acting directly at support will be number of concentrated loads 2 Unit 0.000 load P= -1260.000 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= 38.000 W2= -378.000 ************************** * SUMMARY OF THE RESULTS* ************************** * LENGTH UNIT Feet; FORCE UNIT Lb * MAXIMUM VALUES * Max. displacement is 0.00107 at * Min. displacement is -0.06400 at * Max. shear force is 6614.99884 at * Min. shear force is -7042.57128 at * Max. moment is 25563. 78517 at X= * Min. moment is -38981.24567 at X= * TOTAL APPLIED LOADS X= 5.625 X= 22.750 X= 7.500 X= 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= 13657.570 Moment- Force= 4486.424 Moment= 0.000 0.000 },"~0.7\' t/' <'-6£ ,t'Ge;-0, 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. 8750 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 -'O .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 17013. 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 ,r • • • WinBeam By CAST TIME: 03/15/04 16:56:20 Proj.: Cwnmins Allison Page: 1 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 From X= 0.000 to X= 38.000 IX= 1 E= 1800000.000 ksi 1 2491.000 Inch**4 * Note: loading acting directly at support will be ignored. * Total number of concentrated loads .l 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 ************************** * 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= 0.00000 At X= 1. 875 Displacement= 0.00000 At X= 3.750 Displacement= 0.00000 At X= 5.625 Displacement= 0.00000 At X= 7.500 Displacement= 0.00000 At X= 9.500 Displacement= 0.00000 At X= 15.125 Displacement= -0.00001 At X= 19.000 Dj,sg_l,acemen.t~--, -Q ,QQQ.Q2__ At X= 22.750 Displacement= -0.00002 At X= 28.500 Displacement= -0.00002 J .a r lQ/C}~sv.. @. I o-c_,a_. ~.- At X= 30.375 Displacement= -0.00002 At X= 38.000 Displacement= 0.00000 * SHEAR FORCES Coordinate Shear (LT side) Shear (RT side) X= 0.0000 1260.0000 X= 1. 8750 1496.2499 1496.2499 X= 3.7500 1732.4998 1732.4998 X= 5.6250 1968.7497 1968.7497 X= 7.5000 2204.9996 -2347.5238 X= 9.5000 -2095.5239 -2095.5239 X= 15.1250 -1386.7742 -1386.7742 • X= 19.0000 -898.5244 -898.5244 X= 22.7500 -426.0245 -426.0245 X= 28.5000 298.4752 298.4752 X= 30.3750 534.7251 534. 7251 X= 38.0000 1495.4747 * MOMENTS : 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. 000.0 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 • • • • 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 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 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: * Total At X= At X= At X= loading acting directly at support will be number of concentrated loads 3 Unit 0.000 load P= -2520.000 Moment= 5.000 load P= -800.000 Moment= 11.000 load P= -800.000 Moment= ignored. Lb Feet 0.000 0.000 0.000 * 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. 49711 at X= * TOTAL APPLIED LOADS 2 Unit lb/ft X= X= X= X= 3,8. 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: -1~769.994 Lb * SUPPORT REACTIONS * Reaction at X= * Reaction at X= 7.500 19.580 Force= Force= ...:8::...:9::...:2=-4=-•::...;5::..:8::..:0a.....:M.:.;o::.:m"""e""'n"'"t"'"=---"'""'Q..,~-·~- 5636.928 Moment= 0.000 ' ' ,, l-o~tll' q .. '2> q~1 + 45SZ.:::. 1~41 to < I':) fc57 » o1-:s \ o-o...,d C. O~ ~ ']) +-L- • * Reaction at X= 38.000 **************************** * 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= 5.000 Displacement= At X= 5. 625 Displacement= At X= 7.500 Displacement= At X= 9.500 Displacement= At X= 10.520 Displacement= At X= 11.000 ,Displacement= At X= 13.540 Displacement= At X= 16.560 Displacement= At X= 17.000 Displacement= At X= 19.000 Displacement= At X= 19.580 Displacement= At X= 21. 500 Displacement= At X= 24.185 Displacement= At X= 26.000 Displacement= At X= 28.500 Displacement= At X= 28.790 Displacement= At X= 30.500 Displacement= At X= 33.395 Displacement= • At X= 35.000 Displacement= At X= 38.000 Displacement= * SHEAR 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= 19.0000 449.4178 X= 19.5800 730.7177 X= 21. 5000 -3975.0107 X= 24.1850 -2672. 7862 X= 26.0000 -1792.5116 X= 28.5000 -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 + 14'15 :l.'\1 4~Z~ > -0.04022 -0.02855 -0.01748 -0.01075 -p.00768 0.00000 0.00505 0.00653 0.00701 0.00768 0.00521 ~ 3~7# 6~ ~. 6~ ~~ &'}e., 0.00461 0.00120 0.00000 n J.M_} U) l, -lo'f~<Jv h~A-· -0.00450 -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 1tA o.~ If' --e..o,,i:_ ~ ~-r L + i2-'fy.i'tr ~ s ~ ~7 1=t: ® • * MOMENTS Coordinate Moment (LT side) Moment (RT side) X= 0.0000 0.0000 X= 1.8750 -5167. 9686 -5167.9686 X= 3.750D -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 -9123.9243 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 • • • • • WinBeam By CAST TIME: 03/15/04 17:46:58 Proj.: Cummins Allison Page: 1 TITLE: GLB Load Case 3 Live+ Pd+ Equipment w/ New Col ************************************ * 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= 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= * Total 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= 11.000 load P= -800.000 Moment= 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= 3 Unit 38.000 35.000 38.000 ************************** * SUMMfiRY OF THE RESULTS* ************************** * LENGTH UNIT Feet; FORCE UNIT Lb * MAXIMUM VALUES ignored. Lb Feet 0.000 0.000 0.000 0.000 lb/ft W2= W2= W2= -252.000 -233.000 -126.000 * Max. displacement is 0.01082 at X= 13.540 * Min. displacement is -0.05864 at X= 0.000 * Max. shear force is 71114.99884 at X= 7.500 /,/l/1.0..7 * Min. shear force is -6151.60362 at X= 19.580 \( *.Max. moment is 20039.72120 at X= 30.500 -,-~-~½£_~Y-l:1 * Min. moment is -40981.24567 at X= 7.500 * 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 • • • * SUPPORT REACTIONS * Reaction at X= 7.500 * Reaction at X= 19.580 * 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 4488.7497 X= 3.7500 5197.4994 X= 5.0000 5669.9992 X= 5.6250 6706.2491 ® Force= 12836.751 Moment= 0.0001 Force= 6697.229 Moment= 0.000 Force= 4404.012 Moment= 0.000 " Ra.... ::., Jf'e.o<.,c f:½:,-v\"2 @. O+ l ~; Y\ oQ :?V~t_s. do ~+ Q_--;,<c-eec.{ . OY,i i.1 VI <".,.S) P --r L. Lo··¢~(~ r-e.o..,<:. fusr,{) -0.05864 -0.04157 -0.02539 -0.01559 -0. 01112 ' 0.00000 0.00725 0.00935 0.01002 0.01082 0. 00719 0.00634 0.00162 0.00000 l? low~(¾ fe,Y D-1-L+.e'b-vrr 1_.J>~ t~1c>n -:it-· ~ b~~ · -0.00597 -0.01414 -0.01836 -0. 02132 -0.02142 -0.02088 -0.01579 -0. 01104 0.00000 Shear (RT side) 3780.0000 4488.7497 5197.4994 6469.9992 6706.2491 X= 7.5000 7414.9988 · -5421. 7 520 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 -1030.7.535 -1030.7535 X= 19.0000 191. 24 60' 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 X= ;35.000D 3270.0126 X= 38.0000 4404.0121 * MOMENTS : X= X= X= X= X= X= X= X= X= X= X= X= X= X= X= X= X= X= X= X= X= X= ·x= Coordinate Moment (LT side) 0.0000 1. 8750 -7751.9529 3.7500 -16832. 8114 5.0000 -23624.9981 5.6250 -27-742.5757 7.5000 -40981.2457 9.5000 -30893.7413 10.5200 -26331.3096 11. 0000 -24320.3627 13.5400 -17160. 8832 16.5600 -11821. 9666 17.0000 -11331. 8446 19.0000 -10492.3372 19.5800 -10706.0300 21.5000 -21.1454 24.1850 11143.6668 26.0000 16195.6604 28.5000 19858.7491 28.7900 20036.4874 30.5000 20039.7212 33.3950 15972. 4320 35.0000 11511. 0371 38.0000 0.0000 + ~)( I 6 ~-t j l--e?::~ d-e ":.--"\ c;,-,,,,.~e-d ., () 2289.3580 3270.0126 Moment (RT side) 0.0000 -7751. 9529 -16832. 8114 -23624.9981 -27742.5757 -40981. 2457 -30893.7413 -26331. 3096 -24320.3627 -17160.8832 -11821.9666 -11331. 8446 -10492.3372 -10706.0300 -21.1454 11143.6668 16195.6604 19858.7491 20036.4874 20039.7212 15972.4320 11511. 0371 f-1. m,,-.,1 ,&/!. t '7 CN\/1,-cl (1 .L' . ,rc;-o r 1-,'\_/\ a _j ~ I' (.?-Y' ''!) ? "'' 0. ( Cd l,cJ a I( ® 0. OA.J-e. d.e61jN.cf, • Client: Pacific Environmental Technologies Project: Cummins Allison Job: 2359 File No. Cummins Date: 3-15-04 Glu-Lam Beams Size 5 1/8 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 Input Wet Service Factor, Cm 1.00 Input Shear Stress Factor, Ch 1.00 Input Load Duration Factor, Cldf 1.25 Live Load MINIM.UM SECTION PROPERTIES Area 98 in A2 Section Modulus 178 in A3 Moment of Inertia 2681 in A4 Allowable-Deflection @L/240 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. A4 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 Comment: Glu-Lam 51/8 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 1r 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 36000 psi 6700 lb 670 ft-lb 20 ft 1 1 Column Properties Input Nominal Column Size Input Lb per ft 4" dia Pipe Col 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-x·Fy Cm= 0.85 F'e= 5,905 Cm*fb/(1-fa/F'e)Fb fa/Fa Unity Check Column Base Plate Check, Fy = 36ksi Minimum Plate Thickness=2*M-X·(Fbrg/Fy)"0.5 Input Length, in Input Width, in 0.12 0.36 Input M, ( max. dist from col face to plate edge), in. 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 10.79 lb/ft 3.17 inA2 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 1.375 ftv&( 800 @ f'c = 2000 0.25 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 Bearing Cap Adjusted for Dep· 100 psf Soil Stress P/A + Mc/I 744 psf Lateral Resistance based on bearing 300 lb Lateral Resistance based on area 1170 lb Combined Lateral Resistance 1,470 lb Use a 3 X 3 X l 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 Triald 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 inA2 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 9660 lb Vc=2*sqrt(fc)*b*d 0.85*Vn, Shear Capacity 8211 lb Av not req'd >Vu ok ·-• • t 4'' '-S+d= 17;F-c~f. ¼ IJ '4-1[_ l, (J 'PlA>--1. -rop PlAT'€' I ··(: ~ - e LEYA TT tr'hJ , 'fo·P PL..A:fc PLAN 1?; A;?-,f:_ f L/\ tE: -.,,_"-W£~-~...,_-,11,.=-t" .., ......... / • • • ruuoona u~A: ruuoona,ruuoona composite panels usa,U:SA aluminium composite panel.. . .!!age 1 of2 II Aluminum Composite Panels II Alubond-Ute U.S.A Signage A(M A I u b ·~·-, n du.5.A, A:iuminum ifoney,comp Panel It Fir£proof Alo min um (omposit~ Panel • Aluminum rJomiyrnmb Panel ~ Shaped Solid A!umim1m Pane! i-J Granite.-.: Series 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, '°',t~; and the total thickness of aluminium honeycomb panel is 8mm, 10mm, 15mm, -f:.r flii_,· 20mm or 25mm. re The structure and dimension of other specifications can be designed and manufactured according to the demand of the customers. Total thickness 8mm 10mm 15mm 20mm 25mm Al co\/er sheet. Al cover sheet thickness d1 (front) thickness d2 (reverse) 1.0mm 0.8mm 1.0mm 0.8mm 1.0mm 0.8mm 1.0mm 1.0mm 1.0mm 1.0mm Remark: cell size is 5mm, thickness is 50mm. Surface coating - Area density [!<g I m2J 5.8 6.0 6.4 7.3 7.7 Rigidity [kNm2 / m] 1.71 2.80 7.01 13.7 21.9 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 ' -( :sA,\.d 1-1 :::. • ' t. < Z o 1~ -fit.. rxf-t-, k>·~--ce ::: 5 ?;,f?< Z 1 -:< & i ::;,_ 8c? It u b--e # /o f.f?/4 &>cv~~i,) dB f-4-~r~---/vv-cl ),:;f.,A.,J • • • ~-Ce., ~r~c/vt' :::: 4 I 0, c:_, ~ =-It? I u/-;::. 5 p-:::..+ \/--1 ~11 . ~~~--vvM-:e-c:fio"v\ 2o~ fvo,,,c~ v-( 2o? 6/uvd7 , •~ Ci]) 7 I ;, c../-o D.,c . . > 1~~ * ofe._ ; ... ..-r \Ji • • • 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 \\ se.-rz u e, 6Erf'.t.."1 @. fi.oot= 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 24 21.50 0.638 2450 lb 1563 lb 30 in 27 in 54 in 46880 in-lb 33075 in-lb 256 lb 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= DF Larch 0.5 1.33 0.5 45000 2 3150 33000 0.125 15.20 579 271 1007 6 in psi in approximate approximate approximate psi NOS Table 9A psi in. 3"X2X2X1/8 angle galvanized lb lb ® • • • . 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 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 CaXNa 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 Input Plan Di_mension 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 371b 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 NOS Table 9A 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 u t;;,e., I -'?' VtA f-'';?Ct\l\ A -;;J-5 I w / 4-4 1 ·t; iTK-~1\1 .. +0 AC.. u Yl·\tt w/ ~ -*IO 5C-tr~../2· '!M. to pl(J(ft .. :sr',v\ ~"',.,.""~'./"''7: Cap~, 2x4:x l~f:>tt..,. . (~ • • • Client: Project: Job: File No.: Date: Pacific Environmental Technologies Cummins Allison Roof Mounted Mechanical Equipment 3-15-04 . Location Direction Seismic Forces Non-Structural Components and Equipment Scrubber Platform @. rvof North South Controls Lateral Force z Fp=(ap*Ca*lp)/Rp*(1 +3*hx/hr)*Wp 0.4 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 B 1.0 D 0.44 1.00 0.44 1.00 3.00 23.6 21.50 0.630 4200 2645 lb 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 OF Larch 0.5 1.33 0.5 480 367 5 in lb lb approximate approximate approximate Table 9.38 Table 9A Note: Use 6 lags, 3 on each side evenly spaced w/ 2X2X1/8X0'-3" angle bracket. • • • --- l'J;/.1: /l _ _.---- ? l '1l \/J21DJ. t ....a.v--eN',.{d 7f c;:;c>ed , I l I ·'8 I I I ! I a l 1-· - d:i I I I. -'-- -I I -* '\ . I \\iS;:,' ® Z r 1, _)( b@ i-o 6.L- ,J0 t-e.. ! V--11°' 1~-V' f-V-07_:i (1~..1,5 v,t,D f (7 l~..E;,,<;v"\ , • (€) T J]: \ ~r·JATE: GD~J:Jf: c~ -(@ sq:.v/U:;, cl1) • • • • *° lo _1];~---W.T '1 ~~i~ _A -35,.... -#" fo X" f 1/i-'' ~-el. $CV'~~ Note..-1• flG.-c,e... A -3-S A~<-, Uv\~f (9 t") J ·--6- -• • • 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 3-0. It resolves the loads on the frame into reactions, shears, moments and deflections, including 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 @ 12.t:SI+ 8-D /-1o :OEL 11\(c::; •• • ~ I ,c-C\J . ---.. " ,, It,, . --r--:----- © J t,,Vl{1 J.e.f Is ' . 6 ---et ? 1,1,,,u e Ir,. r I f f5 Ce1"7A /,/?J(lr~-<J (o~d 'D f-e Cr h ~ cf !~ . -(j 8 G -,r--- / /0 / /· I 1/JA cxd-e ( /:->' 1},ru_ f0.A bM 0 0 ,., ,:;:;: ')( , ,, , -// _, ,r..._,11,;;,l<''/.C. jjA-2" --------''----------..,...., ' Ir:::?} @ z_o' ------------I • • ,Zt5/J 3-D MoDcL. 1 ""'"'.=:==--=,~o,;;:-=-·=·= .. ==-=· =·#=====- Z-3 •. J J -GJ ...,_,. C l (' /D f'-5 'r °' -= r--1 :: 1.~~ ·n 1 J • ,,. { b =-· I l...- L ., :;::. "'" I I (5 -1-0_5.? ) z:.. ,,--I ? '-{' /3 I 5 .. ·, · . /: ... /"'· .. :: ) ,,· 20 \" /0 /? '. :- 2- /o., ,, .. 1 /Oo c././. ,_.2-l ~j t •., •. l<.t, / ,,·;;\ '-,.. ,.i fl"'' f,,"?/ ...,. / J- 1/7_ I 1 ,-a'-e l --~~---' -~-"": '_,. ( ,_rJ ~-•. ?1~ rll'. ;_i 'J?-J-J-1 I oo r .. ,// ® ([) • • • Client: Project: Job: File No.: .Date: Pacific Environmental Technologies 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 16 ga l'l'tii""• 1 or 2 joists? 6 depth 1.625 flange 1 Effective Section Properties Thickness 0.0556 lxx 2.86 Sx 0.93 Area 0.56 Rx 2.268 Ry 0.57 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 Allowable Flange Stress, psi Deflection, inches Allowable Deflection @ L / 240 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 lb ft-lb in-lb in u~ 5,~f>5o"Tri Ls50 c a-f-=-CJlS ) 009 o/e..... Torsional Section Properties Xo -1".07 J 0.000595 Cw 1.32 Ro 2.57 BETA 0.83 Kt 1.00 50.00 ksi 20077 in-lb 27784 in-lb 582046 in-lb 21635 psi 29940 psi 0.36 in 0.50 in controls ok ok Use single joist 16 gage JH:,.,-, 6 in deep 1.63 flange width • • • 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 Farmed 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 O 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 >111 r- 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 ol< ak Use single joist 16 gage min· 10 in deep 1.63 flange width • • Loa cl 'WVJ @_ So /lvv c./ ( ..., Av1<); CJ?; /,"vrJ ~~;--/,, 40/x .32/x /o_e~f+ /0/,<3?1)(~ 2:;;e-sl = /2,& p;;;/ .c-o' ~2 1 ~· ;;,C .,,,.J~- £-,,,._/ l87p/( X" Z5 I 1ct:::>(s --.... _ ' @ --CD l11~ J._ ~), ; l -,f3r ;,\,; ~ . ~............J-,.-1----L-· I g 7 p/.f·;,( It. 1 , :::: ?ioo~d., h,..:::, Ce:> /1.,.• 14"1 77 s Ai -> L;~.s . A 0-,o/\j P /2 orff X /0 3c::..P Is • f-.me'? B W/,d C 1-2 D t· 1 r x is , . -:: :3 ct::J I ? I I .! ze., I 10 i. z~ I l J (·n\ ~ ! .A( • • • Client: Project: Pacific Environmental Technologies Cummins Allison Job: 2359 File No: Cummins Date: 2-7-04 Location Building Type Building System Type Procedure Direction Nor·lh-'SlP...1/1,.. Clean Room Single Story OMF Static Seismic Forces Base Shear Simplified Base Shear V=3.0*Ca*W/R 0.4 1997 UBC Reference 1630.2.3.2 z 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 32.00 ft Input Width, ft 50.0 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 403 plf Wall Strip + Roof Strip, Total W 427 plf Base Shear V= 0.293 *W= 125 plf 409 plf Table 16-U Table 16-N Table 16-Q Table 16-S Diaphragm Load, Fpx Top half of Wall Strip + Parapet+ Roof Strip, wpx Diaphragm Load, Fpx=3.0*Ca*wpx/R Check Fpx < 1.0*Ca*wpx 180 120 plf 1630.2.3.2 Check Fpx > O.S*Ca*l*wpx 90 use 120 ok • • • Client: Project: Pacific Environmental Technologies 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 € a.1,;,f ~ ~.e1;, 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 Strip+ 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 (Rl version 2.000 ===================< Reactions, LC 1: D+Live+E/l.4T >====================O Joint +-----------Forces-----------+ +-----------Moments----------+ 0 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 ~.Q.:..53 0.00 o..,oo 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 0.00 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 0 --------------< 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 O ---------------------K--------K ·-------K-------K-ft-------K-ft-------K-ft---0 1 1-2 1 2.72 -0.17 0.28 o.oo 0.00 0.000 2 2.72 -0.17 0.28 0.00 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 -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 7 7-8 1 1.05 -0.15 0.28 0.00 0.00 0.000 2 1.05 -0.15 0.28 o.oo 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 Mc.x fZ_ C. 61/\. kk,. ba.~ ::> l (;il b cJr~(_ k. . Cd M t"\IV1 , Ut2..e IN I L c.. 3 c: 0 i A':i';C,-t <'.'..o"" +vol<;;, C,::, /, .. n'Vl-n 'S ----------------------------------------------------------------------'-----0 ~ • 9 9-10 1 3.11 -0.,,0L........Q..:..~--o.oo _____ ,, -5. 78 -o.oo.u Pe..,,,-.,.,~.-ef-e-.v~ 2 3.11 -0.00 0.53 0.00 -2.89 -0.000 3 3.11 -0.00 0.53 0.00 0.00 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 ----------------------------------------------------------------------------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 -0.121 -0.896 -0.00167 0.00249 o.00M10 3 0.014 -0.007 -1.039 -0.00163 -0.00002 0.000330 ----------------------------------------------------------------------------0 3 1 0.001 -0.014 J.039 0.00002 o.00163 -o.ooo3JD 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 0.014 -0.084 -0.896 -0.00167 -0.00248 -0.000400 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 -0.001520 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 0.000 0.00178 -0.00125 0.001710 ----------------------------------------------------------------------------0 • ========< Member Section Forces, LC 3: Col D+.7L+2.8E T >=============O 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 3.31 -0.15 1.07 0.00 o.oo 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 -0.00 -0.17 l.680 2 0.14 -0.43 0.03 -0.00 0.08 -5.110 3 0.14 -2.99 0.03 -0.00 0.33 8.580 ----------------------------------------------------------------------------0 3 3-4 1 !Till -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 0.00 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 0.00 -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 0.00 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 o.oo -11.23 -0.000 3 0.89 -0.00 2.04 o.oo 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 0.00 -0.00 -22.460 ----------------------------------------------------------------------------0 13 5-11 1 -0.00 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 0.00 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 0.00 -22.46 -0.480 2 9.26 -0,04 2.04 0.00 -11.23 -0.240 3 . 9.26 -0.04 2.04 0.00 -0.00 -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 3.27 -0.15 1.07 0.00 -11.81 -1.650 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 -0.00 -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 0.00 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 -0.00 2.04 0.00 -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 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 0.00 -0.00 -22.460 ----------------------------------------------------------------------------0 13 5-11 1 -0.00 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.~0 0.14 -11.810 ----------------------------------------------------------------------------0 0 • • 0 • • =====--=<==========< Reactions, LC 5: D+Live+E/l.4L >===================O Joint +-----------Forces-----------+ +-----------Moments----------+ 0 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 -0.00 0.00 0.00 0.000 6 -0.54 2.34 -o.oo o.oo 0.00 0.000 7 -0.11 1.06 0.00 0.00 0.00 0.000 10. -0.36 3.69 -0.00 0.00 0.00 0.000 12 -0.41 1.66 -0.00 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/1.4L >--------------0 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 1.98 0.23 0.00 0.00 0.00 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 ~ \,~f 2 0.20 -0.94 0.00 -0.00 0.00 -6.610 'l 3 0.20 -3.86 o.oo -0.00 0.01 12.620 C..tnr:!YP S ---------------------------• ------------------------------------------------0 b ,e,CV'\-V',LJ 3 3-4 1 6.32 -0.53 -0.00 0~00 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 0.00 0.000 ----------------------------------------------------------------------------0 4 3-5 1 0.10 2.46 0.00 -0.00 -0.01 6.800 2 0.10 0.06 o.oo · -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 0.00 -0.000 ----------------------------------------------------------------------------0 6 8-2 1 -0.00 -0.00 -0.00 -0.00 0.01 -0.020 2 -o.oo -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 -o.54 o.oo -o.oo o.oo -3.240 C , I 3 0.18 -2.14 0,00 -0.00 0.01 7 .500 (r{A .l,-1).'.:, ----------------------------------------------------------------------------0 'g-e.o-.,.,..~ ~ 9 9-10 1 3.69 -0.36 -0.00 0.00 0.00 -3.910 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 o.oo -0.00 o.oo -2.370 3 0.12 -1.66 0.00 -0.00 0.01 4.480 ----------------------------------------------------------------------------0 11 11-12 1 1.66 -0.41 -0.00 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 0.00 -0.00 -0.00 0.00 0.03 -0.000 2 0.00 -0.00 -0.00 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/l.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 11 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 o.0000~ -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 ----------------------------------------------------------------------------0 3 1 0.006 -0.820-~ Q. • .Q.O...Q.ll.__,_~Q.QQ.O.l ___ :::.Q..,..Q.Q.Q.Q.!JJJ.... _42 M.e;..7-ete, 2 0.003 -o.565 0.001 0.00023 0.00001 0.006910 1 I , 3 0.000 0.000 0.000 0.00023 0.00001 0.009320 A-l t(fl.,<.)= , 4-? ' ----------------------------------------------------------------------------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 1 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 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 0.41 1.40 0.01 0.00 0.00 0.000 2 0.41 1.40 0.01 0.00 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 -0.00 0.00 -8.370 3 0.28 -4.72 0.01 -0.00 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 -0.00 -0.05 -2.350 2 -0.01 -1.29 0.01 -0.00 0.00 -0.160 3 -0.01 -3.33 0.01 -0.00 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 o.oo -0.000 ----------------------------------------------------------------------------0 6 8-2 1 -0.00 -0.01 -0.00 0.00 0.04 -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 -0.02 0.87 0.01 0.00 0.00 0.000 2 -0.02 0.87 0.01 0.00 0.03 -4.800 3 -0.02 0.87 0.01 0.00 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 -0.00 -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 0.00 -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 0.00 -0.01 -0.00 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 l.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 -0.00 -0.05 -14.940 2 0.32 -2.28 0.01 -0.00 0.00 -9.750 3 0.32 -5.55 0.01 -0.00 0,05 21,550 ----------------------------------------------------------------------------0 3 3-4 1 7.01 -1.96 -0.00 0.00 0.00 -21.560 2 7.01 -1.96 -0.00 0.00 0.00 -10.780 3 7.01 -1.96 -0.00 0.00 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 -0.00 0.00 -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 0.00 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 . o.oo 0.000 ----------------------------------------------------------------------------0 6 8-2 l -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 o.oo o.oo 0.000 2 0.32 0.83 0.01 0.00 0.03 -4.590 3 0.32 0.83 0.01 o.oo 0.07 -9.180 ----------------------------------------------------------------------------0 8 8-9 1 0.29 0.33 0.01 -0.00 -0.05 -9.180 • 2 0.29 -1.43 0.01 -0.00 o.oo -4.780 3 0.29 -3.19 0.01 -0.00 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 o.od o.o3 -6.400 3 2.66 -1.16 -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 0.00 -0.00 -0.01 0.00 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 0.00 0.00 -0.000 3 0.00 -0.01 -0.00 0.00 -0.04 0.070 ----------------------------------------------------------------------------0 • • • • Client: Project: Job: F'ile No.: Date: Pacific Environmental Technologies Cummins Allison 2359 Cummins 2-11-04 STEEL PERIMETER BEAM DESIGN Design for members meeting the requirements of 1997 UBC Section 2217 Input Data Load·case 1 D+L +E/1.4 L 1 ) Location Lines A, C, 1, 6 ( 'S 111-q r..es Design Dead Load,psf 0.00 psf d 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 7500 ft-lb Additional Reaction, lb from Risa 30 2140 lb Uniform Load, plf O plf Reactions 2140 lb Shear, lb 2140 lb Moment, ft-lb 7500 ft-lb 90000 in-lb. Allowable Deflection @ L / 240 0.80 in Trial Joist Size Number of Joists? 16 ga Yl'/!tn 12 depth 1.625 flange 2 Effective Section Properties Torsional 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 Xo -0.74 J 0.000958 Cw 6.30 Ro 4.28 BETA 0.97 Kt 1.00 Moment Capacity Based on Yield Stress Moment Capacity eased on Flange Suckling Flange Stress, psi 50.00 ksi 90000 in-lb 121437 in-lb 27 48956 in-lb 22189 psi 29940 psi 0.40 in controls ok Allowable Flange Stress, psi Deflection, inches ok Allowable Deflection @ L / 240 0.80 in Use 4 joist 16 gage rn1n 12 in deep 1.63 flange width • •• • Client: Project: Job: File No.: Date: Pacific Environmental Technologies 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 Case5 D+L +E/1.4 L , Location Lines 8,3 and 4 ( d{:ru b I es.) 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 3D 12620 ft-lb Additional Reaction, lb from Risa 3D 3860 lb Uniform Load, plf 0 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 Torsional 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 Xo -0.74 J 0.000958 Cw 6.30 Ro 4.28 BETA 0.97 Kt 1.00 Moment Capacity Based on Yield Stress Moment Capacity Based on Flange Buckling Flange Stress, psi 50.00 ksi 151440 in-lb 24287 4 in-lb 5497913 in-lb 18669 psi 29940 psi 0.33 in controls ok Allowable Flange Stress, psi Deflection, inches Allowable Deflection @ L / 240 Use 4 joist 0.80 in 16 gage 12 in deep 1.63 flange width ok • • • -12J_'r'.C(; 1--t ~V> T (eaf:>f -I) l,LJ-e.,;. /_ (n e;-v-f1-. - ?(Y!..,ft-) ..Jc!>;'.Y! t, A -I.J ·[p C., ... I tr-, / /-/-t, (p B-t, l, c-t & I 8-31 1 t-3/ 1 M1..n,·v1, V. /c.-{ f: I/. 3 I . J I at~ -. ,, 7 V . I I (!/4 '< .~,. • ,, <JI k ' /?J,/p') 3 .Ji_ ___ -R v ....---- I/" ,__,,..,.. B 2/ .,5$ -·-· $,_55 _____ __:::l-c.......oJA.._tvo_/j f)-€ t;:,_ y- _N_o_.:,l.......;:-c=--.,,~---L.r..:::;.D_,.:d.~_k'o/21~:.1.r_<;_~1., frvcJ-1,,-5h 1 . T1Ju _A· T/r-13 ccn n..e.c {c:.e,,-", s @ fi -J; &, • • • ,, ,. 2,. Q. I I In ( b.@(.?',rM'1 k ' bvcuk.?-f:) {o?r N vwttu,r-Ovvi J ( ~rt/-( ,s ~e.z .,5 F r::q-,-:;. rl s luw:t, , 1-1 ~ 2·/550 Ip. J ~ l 75 I 7-;t,. -;o /2. '· P bo //4, ,:.::t t " ' ~I '-: ! l J-v~ ~If T= 21550 /e ,. --·-' __ ,..,.--· O,· 'Z,"vr_z- 'l • • • C/4.$2.~i:~ { /;7/A-Abt~d l;;o/f ;; /4n~:;; e'.$ - h =· r-Jo2>0 -tt = I ~Bio ?"-'i.. --It 0, 2 ,;, z.. f.--:;: V -:;;.. e:.1111 -;>17op6i. ,¥ A ~ ::: (.?, z /J,'I ;?!. T-1--V ,L V:: 6550 :tt= fr';) . 4-4 II (,., )./2 /d -y. Iv---s5so·tt" ~ ;.),,;; 7 :!t/_ri 1 X4 II _J_l_~_;,;,5_e?_I~-- / ' ( /I I' (o 7 :i< 4 ><.3 ea. O. ~1 < l {) ok.. ..;.;. / I i~"'.' .;;f,1: -L-" /'/\ uJ.e/d w Tl,,;,< 7 -/o c.,.e:> I u IN) -~ t~·+--~1 ~ 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 Thickn~ss Main Member Thickness Fastener Shear Capacity, LDF Number of Fasteners Bracket Type 1v1Jif t,p 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 (XA2+YA2) Fastener Reactions, Rs Due to Vertical Load Rs = Pl# fasteners Input Fastener Locations and Distances from the Group Centroid ID X-distance XA2 Y-distance YA2 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 XA2 = 40 Sum YA2 = 410 Select Max Rh = 603 Select Max Rv = 241 Rs= 58 lb Total Maximum Shear Rt=((RhA2+(Rv.+Rs)A2)A0.5 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 Input Shear/Reaction Input Moment WT <a;;.-1 Loads and Forces Risa Results 3190 13690 Load per Connection 1640 lb 6770 ft-lb Fastener Reactions, R hv, Due to Moment Rhv = Mxy / Sum (XA2+YA2) Fastener Reactions, Rs Due to Vertical Load Rs = P/# fasteners Input Fastener Locations and Distances from the Group Centroid ID X-distance XA2 Y-distance YA2 1 -2 4 5 25 2 -1 1 5 25 3 0 0 5 25 4 1 1 5 25 5 2 4 5 25 6 -2 4 4 16 7 -1 1 4 16 8 0 0 4 16 9 1 1 4 16 10 2 4 4 16 11 -2 4 -4 16 12 -1 1 -4 16 13 0 0 -4 16 14 1 1 -4 16 15 2 4 -4 16 16 -2 4 -5 25 17 -1 1 -5 25 18 0 0 -5 25 19 1 1 -5 25 20 2 4 -5 25 Sum XA2 = 40 Sum YA2 = 410 Select Max Rh = 903 Select Max Rv = 361 Rs= 82 lb Total Maximum Shear Rt=((RhA2+(Rv+Rs)A2)A0.5 Rt, on Most Heavily Loaded Fastener 1006 Rv Rh -361 903 -181 903 0 903 181 903 361 903 -361 722 -181 722 0 722 181 722 361 722 -361 -722 -181 -722 0 -722 181 -722 361 -722 -361 -903 -181 -903 0 -903 181 -903 361 -903 lb > 1072 ok • ,-YP \ • l I 1...,.....,...., I ,,,,,,,. I I C.o{ . • ---. ·-~---~-~ 0 <:>Oo" .......,...~,____....,.,,.~~"-... c;:>Dt>r:::Jo -z ., -I -! . '. ot:tooO os::>--i1,S,? I i c>.,CoO 00&0'1 -. ~ .. -I j t:, 0-66 %5-. -~ :l o/.l<7>be:,. - I! ""6 t:,1)~ . -? c)-:, i>D ,.· -, . .-... - I ! l 1 _ ~L12y~_tl1~~ --------·- I/( ( I ,, [ I'( I / '' k k }--¥-{-~---- ! I I , I ! , , J~ / '' -0 0 cl.) , --<D-----r 1'' . :-· 6 0 0 0 cb ~1---- . 1/;· LA-Yovr. --- 1"-cPE B D 'BL--:S ttt:.~.e.- ,,/ < • •• • 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 B Input Maximum Axial Load, lb Input Column Moment, (min = 0.005P;424.05 Input Maximum Unbraced Length, ft Input K Value 46000 psi 7710 lb 5,780 ft-lb 11 ft 2 1.33 Load Duration Factor for Bending 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-X·(Fbrg/fy)"0.5 Input Length, in Input Width, in Input M, ( max. distfrom 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 inA2 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 • • • I L~ f10/.125 ;;,r Ht '//-i Ht> I, lJ !;_cf 0. ¾C j,_ DY I 0 --_ _) \ I ~ « .. - • I I 1· U $ -e 2 ,... µ; / -ri H 1) I ½, 1 t/ Avie &.A.YI!" ,b _ -:tJ.· Ca.f-:::.. Zx/Sov· ;.. ~crao-# > 71--B# ok:. Ai,,/~ u~ <ff.de/, ere,,'~ ~ o,.cc:cl-Vv<..f.Cc( ,,,,, fa-ct, • • • • • < . ..,,, Client: Pacific Environmental Technologies Project: Cummins Allison Job: 2359 File No. Cummins Date: 3-4-04 FOUNDATION DESIGN Location Lines 3 B and 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 Dei: 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 1 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 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" max OC, As/ft= 0.37 inA2 Shear Design Vu<=0.85*Vn=0.85*(Vc+Vs) 2197 lb 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 9660 lb 8211 lb Av notreq'd >Vu ok • • • Client: Project: Job: File No. Date: Pacific Environmental Technologies Cummins Allison 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 Loads D+L+E/1.4 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 3690 lb 120 lb 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 Dep· 100 Soil Stress P/A + Mc/I 1205 Lateral Resistance based on bearing . 233 Lateral Resistance based on area 530 Combined Lateral Resistance 762 Use a 1.75 X 1.75 X 1 ft psf lb lb lb 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 784 ft-lbs Triald 9 ~ 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 inA2 Shear Design Vu<=0.85*Vn=0.85*(Vq+Vs) 1792 lb 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 9660 lb 8211 lb Av not req'd >Vu ok ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT Ccpyright © 1999 ICBO Evaluation Seivice, Inc. Filing Category: DESIGN-Steel (038} STEEL CURTAIN WALL AND LIGHT GAGE STRUCTURAL FRAMING PRODUCTS OIETRICH INDUSTRIES, INC. SOO GRANT STREET, SUITE 2226 PITTSBURGH,.PENNSYLVANIA 15219 f-:.0 SUBJECT Steel Curtain Wall and Light Gage Structural Framing Prod- ucts. Z.O DESCRIPTION · 2.1 General: The steel studs and joists are punched and roll formed in vari~ ous depths, with the following base meta! thicknesses used in design: DESIGN THICKNESS GAGE lncha:s mm No.20 0.0346 0.879 No.18 0.0451 1.146 No.16 0.0566 1.438 No.14 0.0713 l.811 No.12 0.1017 2.583 No. to 0.1242 3.155 Studs are formed from steel having a minimum 33,000-psi · (228 MPa} yield point (ASTM A 653-SS, Grade 33, or ASTM A570, Grade 33, orASTM A 611, Grade C}.Also, studs are available with minimum yield points of 40,000 psi (276 MPa) (ASTM A 653..SS, Grade 40) and 50,000 psi (345 MPa) (ASTM A 653-SS, Grade 50). 2.2 Tables and Details: The pamphlet entitled "Curtain wall/Ught Gage Structural Framing Products ... by Dietrich Industries, Inc., 44195 Die- trich, dated 1995, is distributed with this report The following tables.and details are a part of this report Physical Structural Properties-Footnotes, Symbols and Definitions • • • • • • • • • • • • • . • • • page 3 Physical Structural Properties Tables •••••• pages 4-12 Web Clipping Tables-General Notes and Details .•.••••••••.•••.••••••.••• page 14 Wind Load Tables • ~ ••••••••••••.••••••• pages 16-20 Axial Load Tables •••••••••••••••••••••• pages 22-29 Joist Load Tables-General Notes . and Details • • • • • • • • • . • • • • • • • • • • • • . • • • page 30 Joist Maximum Allowable load Tables ••• · •• pages 31-42 Pages 13, 15 and 21 are not part of this evaluation report. 2.3 Nonbearing Curtain WaU Height5: Allowable nonbearing partition heights, using only section properties of the steel studs, are noted on pages 15 through 20. 2.4 Load-bearing Wall Studs: . • !owable axial loads combined-with lateral loads far-various eights and stud spacings, are noted onpages21 through 29. 2.5 Floor Joists: ER-4784P Reissued August 1, 1999 Allowable unifonn load for various spans and joists spacings, are noted on pages 30 through 42. . 2.6 Fire-cesistive Partitions and Ft0or-ceiling Assem- blies: Stud partition and floor-ceiling systems, consisting of various studs and joists. may have one ortv,o-haurfire-resistive rat- ings when complying with assemblies described in Table 7-8 of the Ur:,ifbnn Building Gade_"". Stud types, m~nimum 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 stads bears a la- bel noting the manufacturer's name and address, evaluation report number (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 Wan and Light Gage Struc- tural Framing Products, described in this report. comply with the 1997 Uniform Building Cade"', subject to the fol- lowing conditions: 4.1 Studs, joist.sand tracl,;:s are installed in accordance with this report and the manufacturer's instruc- tions. 4..2 Allowable heights and loadings do not exceed the values noted in the accompanying booklet. 4.3 The unco"ated minimum· stee! thickness of cold-· formed members, as delivered ta the jobsite, shall be at least 95 percent of the thickness used in de- sign. 4.4 -Complete plans ·and calculations, including construction details, must be submitted to the building official for each project 4.5 Stud, joist, and track end reactions resulting from allowable heights and spans noted in the tables must be checked with web crippling as Indicated on 04.aJiowable 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-e:xamination in two years. Evaluation t'l![IOrts oflCBO Evaluation Service. Inc., are is:ruedso/eiy to provide infonntidoaio ClassA member.s of JCBO. u.tili;Jng tl,e code upon whidi t/iereport is based. Evaluation repara are nouo be-construed as representing lll!Slhetics oi-any other attributes noupet:ljically atldressetl nor as an entlorsement arrer:ommen- dation for use of the su/Jjea report. · · This report is based upon indep,mdent tt!SIS or other teclanical data £ubmitted by the applicant. Tlte ICBO Evaluation Service, Ille., tee/mica[ stajfltas ret•iewi!d rfle lesl resu/t:r and/orat/cerduta, but does not poss~t1Slft1.cililies ta make an indepenaent l'erificution. Tltere is no warranty by ICBO Evaluation Service, Inc., express or inrp~ed, l1S to any" Finding•• orot/1er mutter in Jl,e reportarusto m,y produt:tCD'ft:red by tJ,e report. Tltis disclaimer includes, hut is ,wt limited to, mercl1anta_~ility. =~•-==,=~•=-·~-"-~=-~~~,=-====-==~=-·===-~=-~'a""'"" =u =·= ww=-= Physical Structural Properties-6" C Studs MEMBER GROSS SECTION PROPERTIES EFFECTIVE SECTION PROPERTIES TORSIONAL PROPERTIES ·mAacH, - '-.,. Minimum 33KSI 50 KSI J Design Delivered X Flange Lip Thickness Thickness Weight Area Ix Sx Rx ly Sy Ry Ix Sx Mx lx Sx Mx Xo 100D Cw Ro 8 CODE GAGE (in.) (in.) (in.) (in.) (lb,/ft.) (in.2) (in.4) (in.3) (in.) (in.4) (in~) (in.) (in~) (ln,3) (in.-lb.) (in.4) (in.3) (in.-lb.) (in.) (In~) (in.s) (In.) BETA 20 1-3/8 3/8 0.0346 0.0329 1.047 0.320 1.597 0.532 2.234 0.070 0.065 0.466 1.597 0.513 10145 -0.820 0.128 0.496 2.425 0.886 CWN 18 1-3/8 3/8 0.0451 0.0428 1.351 0.413 2.043 0.681 2.224 0.087 0.082 0.460 2.043 0.681 15016 -0.812 0.279 0.625 2.412 0.887 16 1-3/8 3/8 0.0566 0.0538 1.682 0.514 2.519 0.840 2.214 0.105 0.098 0.452 2.519 0.840 18991 2.519 0.819 27587 -0.804 0.5,50 0.758 2.398 0.888 14 1-3/8 3/8 0.0713 . 0.0677 2.091 0.639 3.094 1.031 2.200 0.125 0.117 0.443 3.094 1.031 24034 3.094 1.031 35649 ·0.793 1.082 0.911 2.380 0,889 20 1·5/8 1/2 0.0346 0.0329 1.132 0.346 1.808 0.603 2.286 0.118 0.097 0.583 ·1.808 0.538 11516 -1.088 0.138 0.855 2.598 0.825 18 1·5/8 1/2 0.0451 0.0428 1.461 0.447 2.316 0.772 2.277 0.148 0.123 0.577 2.316 0.772 16764 -1.080 0.302 1.082 2.585 0.826 CSJ 16 1-5/8 1/2 0.0566 0.0538 1.821 0.557 2.862 0.954 2.268 0.181 0.149 0.570 2.862 0.954 21175 2.862 0.928 30753 ·1.071 0.595 1.318 2.572 0.826 14 1-5/8 1/2 0.0713 0.0677 2.266 0.693 3.524 1.175 2.255 0.218 0.180 0.561 3.524 1.174 26767 3.524 1.174 39811 -1.061 1.173 · 1.595 2.555 0.828 12 1-5/8 1/2 0.1017 0.0966 3.174 0.970 4.841 1.614 2.234 0.287 0.237 0.544 4.841 1.613 38533 . 4.841 1.613 57017 -1.034 3.344 2.102 2.521 0.832 10 1-5/8 1/2 0.1242 0.1180 3.833 1.171 5.773 1.924 2.220 0.333 0.275 0.533 5.773 1.924 47354 5.773 1.924 69858 -1.013 6.025 2.423 2.498 0.835 20 2 5/8 O.Q346 0.0329 1.246 0.381 2.090 0.697 2.343 0.211 0.148 0.745 2.051 0.610 12049 -1.474 0.152 1.583 2.867 0.736 18 2 5/8 0.0451 0.0428 1.609 0.492 2.683' 0.894 2.336 0.268 0.188 0.739 2.683 0.874 17261 -1.467 0.333 2.011 2.855 0.736 csw 16 2 5/8 0.0566 0.0538 2.006 0.613 3.322 1.107 2.327 0.329 0.230 0.732 3.322 1.107 24082 3.322 1.004 3Q057 -1.459 0.656 2.462 2.842 0.737 14 2 5/8 0.0713 0.0677 2.499 0.764 4.099 1.366 2.316 0.400 0.280 0.723 4.099 1.366 30395 4.099 1.337 44391 ·1.448 1.293 2.995 2.826 0.737 12 2 5/8 0.1017 0.0966 3.507 1.072 5.656 1.885 2.297 0.536 0.375 0.707 5.656 1.885 43625 5.656 1.885 64788 ·1.421 3.694 3.995 2.792 0.741 10 2 5/8 0.1242 0.1180 4.239 1.296 6.762 2.254 2.284 0.628 0.440 0.696 6.762 2.253 53499 6.7,62 2.253 79242 -1.399 6.663 4.646 2.768 0.744 20 2-1/2 5/8 0.0346 0.0329 1.359 0.415 2.399 0.800 2.403 d.359 0.206 0.930 2.267 0.636 12577 -1.905 0.16,6 2,650 3.204 0.647 18 2·1/2 5/8 0.0451 0,0428 1.756 0.5~7 3.082 1.027 2.396 0.458 0.263 0.923 3.064 0.918 18149 -1.897 ·o.363 3.377 3.193 0.647 CSE 16 2·1/2 5/8 0,0566 0.0538 2.192 0.670 3.822 1.274 2.389 0.563 0.323 0.917 3.822 1.159 22909 3.636 1.069 32018 -1.889 0.716 4.148 3.180 0.647 14 2-1/2 5/8 0.0713 0.0677 2.733 0.835 4.726 1.575 2.379 0.688 0.395 0.908 4.726 1.522 33141 4.667 1.343 40195 -1.878 1.414 5.068 3.164 0.648 12 2-1/2 5/8 0.1017 0.0966 3,840 1.174 6.540 2.180 2.361 0.932 0.535 0.891 6.540 . 2.179 49029 6.540 2.090 70069 -1.851 4.045 6.818 3.130 0.650 10 2·1/2 5/8 0.1242 0.1180 4.646 1.420 7.834 2.611 2.349 1.100 0.631 0.880 1:834 2.610 59976 7.834 2.589 88453 -1.828 7.302 7.981 3.104 0.653 20 3 1 0,0346 0.0329 1,557 0.476 2.831 0.944 2.439 0.656 0.340 1.174 2.489 0.634 12533 -2.619 0.190 5.724 3.767 0.516 18 3 1 0.0451 0.0428 2.014 0.616 3.644 1.215 2.433 0.841 0.435 1.169 3,436 0.997 19704 -2.613 0.417 7.317 3.756 0.516 css 16 3 1 0.0566 0.0538 2.516 0.769 4,526 1.509 2.426 1.039 0.537 1.162 4.486 1.366 26999 4.308 1.262 37788 -2.605 0.822 9.020 3.745 0.516 14 3 1 0.0713 0.0677 3.141 0.960 5.608 1.869 2.417 1.279 0.661 1.154 5.608 1.841 36376 5.597 1.701 50920 ·2.596 1.625 11.072 3.730 0.516 12 3 1 0.1017 0.0966 4.422 1.351 7.790 2.597 2.401 1.753 0,906 1.139 7.790 2.595 57233 7.790 2.564 84479 -2.570 4.658 15.030 3.697 0.517 10 3 1 0.1242 0.1180 5,357 1.637 9.353 3,118 2.390 2.085 1.077 1.129 9.353 3.115 69959 9.353 3.115 104299 -2.547 8.420 17.708 3.671 0.519 20 3·1/2 1 0.0346 0:0329 1.670 0.511 3.139 1.046 2.480 0.939 0.423 1.356 2.661 0.652 12876 -3.085 0.204 8.130 4.184 0.456 18 3·1/2 1 0.0451 0.0428 2.162 0.661 4.043 1.348 2.474 1.205 0.543 1.351 3.697 1.044 20634 -3.079 0.447 10.408 4.174 0.456 CSX 16 3·1/2 1 0.0566 0.0538 2.701 0.826 5.026 1.675 2.467 1.492 0.671 1.344 4.863 1.442 28491 4.643 1.324 39634 -3.071 0.883 12.851 4.163 0.456 14 3-1/2 ·1 0.0713 0.0677 . 3.374 1.031 6.234 2.078 2.459 · 1.840 0.827 1.336 6.234 1.947 38465 6.070 1.760 52689 -3.062 1.746 15.806 4.148 0.455 12 3-1/2 1 0.1017 0.0966 4.754 1.453 8.675 2.892 2.443 2.533 1.138 1.320 8.675 2.888 62765 8.675 2.537 75972 -3.036 5.008 21.543 4.115 0.456 10 3-1/2 1 0.1242 0.1180 5.763 1.761 10.425 3.475 2.433 3.022 1.358 1.310 10.425 3.473 76680 10.425 3.336 110054 -3.013 9.059 25.455 4.088 0.457 6a Track 20 1-1/4" LEG 0.0346 0.0329 0.956 0.292 1.393 0.459 2.183 0.034 0.032 0.340 1.239 0.326 6435 -0.524 0.117 0.231 2.271 0.947 18 1-1/4" LEG 0.0451 0.0428 1.242 0.379 1.808 0.594 2.183 0.043 0.041 0.338 1.688 0.505 9970 -0.522 0.257 0.298 2.270 0.947 TSB 16 1-1/4'LEG 0.0566 0.0538 1.557 0.476 2.267 0.742 2.183 0.054 0.052 0.336 2.206 0.671 13257 -0.520 0,509 0.371 2.269 0.948 14 1·1/4" LEG 0.0713 0,0677 1.953 0.597 2.843 0.926 2.182 0.067 0.064 0.334 2.843 0.891 17611 ·0.517 1.011 0.461 2.267 0.948 12 1-1/4" LEG 0.1017 0.0966 2.778 0.849 4.050 1.306 2.184 0.092 0.089 0.328 4.050 1.305 29367 -0.509 2.926 0.643 2.267 0.950 10 1-1/4" LEG 0,1242 0.1180 3.389 1.036 4.955 1.586 2.187 0.109 0,107 0.324 4.955 1.585 36426 -0.501 5.327 0.773 2.267 0.951 NOTE: Reference typical notes on page 4. ~~v=~.:ir~~~~.:«~~f'<SC'IW~l.'IW..-"'?.~~=~~~-='\lll:.::I~~~~~ --~=m•Uli-W~~ .. ..u::=u..c...:.w.:.:w==~ .u:w.:u.~,.,-=--==-=--==--=~ 7 iO •• • • :;:i=:ii1~~=-~~~~===.t='OT~a~1mi~=~""'=.~~~~~..;;........;.:....;w..,;;;;:.=:....z;. i..; .www. ...ct Physical Structural Properties-1211 C Studs MEMBER GROSS SECTION PROPERTIES EFFECTIVE SECTION PROPERTIES Minimum 33 KSI 50 KSI Design Delivered Flange Lip Thickness Thickness Weight Area Ix Sx Rx ly Sy Ry Ix Sx Mx Ix Sx CODE GAGE (In.) (in.) (In.) (In.) (lb./11.) {in.2) (ln.4) {in.a) (In.) (in.4) (In~) (in.} (ln.4) (In.a) (ln.-lh.) (ln.4) {In~) 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 14 1·5/8 1/2 0.0713 0.0677 3.665 1.120 19.515 3.252 4.174 0.255 0.188 0.471 19.515 3.251 .74116 19.515 2.951 CSJ 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 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 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 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 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 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 36.8p3 6.137 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 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 CSE 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 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 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 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 css 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 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 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 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 CSX 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 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 i2'1 Track 16 H/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 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 12 H/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 10 H/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 NOTE: Reference typical notes on page 4 • .;-, • ..,..,, -.,_~~~~=w:;....-.:-;:,.=-,rl':;,;:<t1=~~~r.'lf~~,,,~,.=:<:;,,-.:::r.:t"-A1~1'l.~r..;,r~~=~=<ru>•;i:;:~,,,=~~~~=-i:m-=-.~~==m=~-=...~=~ ~ §fl .J •• -DIETRICH ,, "-.. TORSIONAL PROPERTIES J X Mx Xo 1000 Cw Ro 0 (in.-lb.) (in.) (fn.4) (ln.B) (in.) BETA 60714 ·0.744 0.958 6.296 4.284 0.970 88342 ·0.734 1.896 7.662 4.265 0.970 159829 ·0.711 5.446 10.207 4.230 0.972 197417 ·0.694 9.857 11.851 4.208 0.973 64322 ·1.047 1.019 11.467 4.478 0.945 97798 ·1.036 2.017 14.031 4.460 0.946 175234 ·1.012 5.797 18.913 4.427 0.948 215831 ·0.993 10.496 22.157 4.405 0.949 67066 ·1.395 1.079 19.363 4.704 0.912 94202 ·1.384 2.138 23.785 4.686 0.913 184421 ·1.359 6.147 32.323 4.653 0.915 232923 ·1.338 11.135 38.106 4.631 0.916 80179 ·1.986 1.185 37.855 . 5.072 0.847 119749 ·1.975 2.349 46.684 5.055 0.847 216034 ·1.949 6.761 63.969 5.023 0.849 268284 ·1.928 12.253 75.882 5.000 0,851 83056 ·2.386 1.246 53.937 5.352 0.801 121010 ·2.375 2.469 66.637 5.335 0.802 194106 ·2.348 7.111 91.655 5.302 0.804 277244 ·2.327 12.892 109.028 5.278 0.806 ·0.338 0.872 1.793 4.032 0.993 ·0.336 1.734 2.225 4.029 0.993 ·0.329 5.029 3.084 4.026 0.993 ·0.324 9.160 3.686 4.026 0.994 I~ ~ . ' . . ~ !1 r1 ,. ' ' 1 (1 L ! !' ' ! r j ! I ~ I I l ;. ' 1 • ! L30 L50 L70 L10 1. D 1ru lll.JVVM.nC / \JVl'~l'ICv I Un~ S/LS50 J S/LS70 J. S/LS Patent No. 4,230,416 . AOJUSTABlE < FROMO.T0!35'. BENOONETil,IE ONLY. <" ...... ~ ... '·\-:_\\-,.. S/lS Top View Typical L30 Installation Typical S/A23 Installation (A21 similar) L., /Ls REINFORCING AND SKEWABLE ANGLES General utility reinforcing angles with multiple uses. S/1_$-Field-adjustable angles attach members intersecting at angles. MATERIAL: L-16 gauge; S/LS-18 gauge ANISH: Galvanized INSTALLATION: 11 Use all specified fasteners. See Screws. page 4. • S/LS-fielcl-skewable; bend one time only. ., Joist must be constrained against rotation when using a single S/LS per connection. MODEL LENGTH FASTENERS ALLOWABI.E LOADS NO. Ft Fi l30 3 4-#110 255 60 L50 5 6-#110 965 110 l70 7 8-ft10 1375 100 S/LSSO 4¼ 4-1#10 600 - S/LS70 6¾ 6-#10 915 - 1. No load duration inclease allowed. 2. Loads are for one part only. 3. 1.30 loads are based on 20 gauge and heavier members. All olher toads are based on 16 gauge and heavier members. Typical L50 Installation , A!NIGJLIES MATERIAL: 18 gauge ANISH: Galvanized. INSTALLATION: Use all specified fasteners. See Screws, page 4. DIMENSIONS ALlOWABLE1 u.ooa FASTENERS LOADS NO. w, W2 L F1 F2 A21 2 1½ 13/a 4-1!10 150 50 S/A23 2 1½ ·:?3/4 4-#10 310 70 1. No load duration increase allowed. CB040510 2300 FARADAY AV CBAD CUMMINS-ALLISON CORP-1673 SF WAREHOUSE TO CLEAN ROOM/MANUFACTURII Tl INDUST Lot#: PACIFIC ENVIRONMENTAL TECH INC I \ ~/ulolf T6~-f:_Jl/Lrr 1-..-<AJ_ L.) I~ /v-Jf ~ ~ ~r1fJ-~L~ alo-1/04-~~ cd: ~ ~ .3/ I (o(,1-~~ G Lrn . J/1~/t:J, ~1'-Mi-JJ: bJ/Jpvv;/ !Jk,1-~ ~ o :1z-z./0 1 ~ c. LM_/ c 111 x@ r <!. . . '3 /~5/ tJlf fJC.tL CLVVl , J J 3 I / o 4 CM I;j # 1!1 Jo [J h t c .-~ /;J /ff /°UA4 ~ 4j1/ovt -(1.. hA]I e). llwrd-~, '-"-':J v ~i --;yo ql\.,/otf ~1},, v( CiK/ Lcv L[; ct l,tt( -:r~ c/414) rJ~ . f l!f.V;, CV \ U 't., -t;; \ TO FROM BUILDING PLANNING ENGINEERING FIRE APPR/FORM HEALTH DEPT HAZ MAT/ AIR QUAL OTHER SEWER DISTR BLDG GRADING LETTER .,, /,, APPLICANT APPLICANT a,v/z1 v'f c).1a,/c,1.f PLAN CORR -----+-----ENG CORR -----;-----SCHOOL FORM CFO FORM -61---~,~--,-rl6""'>Y--;r----PE & M WORKSHEET _______ _,, ____ Pl r,r:; """"" r C'v1PtETE