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2110 RUTHERFORD RD; ; CB080558; Permit
CJty of Carlsbad 06-05-2008 1635 Faraday Av Carlsbad, CA 92008 Comm~rcial/lndustrial Permit':· Permit No: CB080558 Building lnsp~ction Request Line (760) 602.:2725 Job Address: 2110 RUTHERFORD RD CBAD Permit Type: Tl Sub Type: INDUST Parcel No: 2120702200 Lot#: 0 Status: Valuation: $532,875.00 Construction Type: VN Applied: Occupancy Group: Project Title: Reference #: Entered By: GENOPTIX: 15,225 SF Tl Plan App~QVed: 6,172 SF WRHS TO LAB, 7,061 SF LAB TO LAB, 797 SF LAB Issued: •, Applicant: RENO CONTRACTING INC SUITE 201 1650 HOTEL CIRCLE NORTH SAN DIEGO CA 92108 619-220-0224 Buildlng Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park f:ee LFM Fee Bridge Fee BTD#2 i=ee 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 $2,034.30 $0.00 $1,322.30 $0.00 $0.00 $111.90 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Inspect 6rea: Plan Che.ck#: Owner: BLACKMORE AIRPORT CENTRE C/0 ALLEN J BLACKMORE PO BOX424 RANCHO SANTA FE CA 92067 Meter Size Add'I Reel. Water Con. F.ee Meter Fee SDCWAFee CFO Payoff Fee PFF (3105540) PFF-(4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3~05641) Traffic Impact Fee (4305541) PLUMBING TOTAL . .; : El.,l;C1RICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee TOTAL PERMIT FE;ES ISSUED 03/28/2008 JMA 06/05/2008 06/05/2008 $0.00 $0.00 $0.00 $0.00 $393.15 $0.00 $0.00 $0.00 $540.00 $0.00 $405.00 $160.00 $125.50 $0.00 $1,217.37 $0.00 $0.00 ?? $6,309.52 Total Fees: $6,309.52 Total Payments To Date: $6,309.52 Balance Due: $0.00 ~~~~l~~~N!cann ~ __ ATTACHED -~ Inspector_: ~ . Clearance: _____ _ NOTICE: Please take NOTICE that approval of your project includes !lie 'Imposition' qf fees, dedications, reservations . .<:l other exactions hereafter collectively referred to as "fees/exactions.' You have 90 days from the date this permit was issued'to protest imposition of these f9t::s/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other requireflnformation with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bor any subsequent legal action to attack, review, set aside, void, or annul their imposition. PfF basedlJiJ r (r; f 7;) tk t;,CJrs 4oofeft~ of Carlsbad ~', uO~ }( tkd-o/0 1635FaradayAve.,Carlsbad,CA92008 .,_ I i,..-. 76Q-602-2717/2718/2719/2721 Fax: 760-602-8558 Building Permit Application • . . ' ' JOB ADDRESS 2110 RUTHERFORD ROAD SUITEI/SPACEI/UNIT# HAS I #OFUN , tBEDROOMS tBA.THROOMS 38 DESCRIPTION WORK: .:I -1.."'l .F. OF TENANT IMPROVEMENT LAB.EXPANSION WITH NEW RESTROOMS EXISTING USE AIR CONDITIONING FIRE SPRINKLERS LAB/OFFICE YES[!] NOD YES[a NOD CONTACT NAM ADDRESS 701 i3 STREET SUITE 200 CITY SAN DIEGO STATE CA ZIP 92101 PHONE 619 231 0751 FAX EMAIL EMAIL d_radoicic@fpb~rch.com ; Eschauermann@fpbarc~.com PROPERlYOWNERNAME THE BLACKMORE COMPANY CONTRACTOR BUS.NAME ,RENO CONTRACTING AODRESS 1530 FARADAY AVE SUITE-170 'AOORESS 1450 FRAZEE ROAD SUITE 100 . ' CITY CARLSBAD STATE CA ZIP 92008 CITY ~AN DIEGO STATE CA ZIP 92108 PHONE 760 804 9600 FAX 76() 804 96()7. P.HONE 619 220 0224 FAX 619 220 0229 EMAIL EMAIL ARCH/DESIGNl;_R NAME& "DOR~ STATE UC I STATEUC.t ClASS CITY BUS UC# lllt lDllJ lllli"" nl l'rll!ss•11 Cod,: /"f Oly or C.UOly whidl "'IW"' I ptnnit h ctJIIUUtt, w, i!!'Pfl'!, dllllOIOh Ir r,pair',ny Slnlttulf, prior II itt WUOICI, '111 r,quir,s the ap~iant ~r such p,mit II file 1 signed Stalemt thX he 0 rimed J!lllllllll h the P(!lisi .. of the C,-(s UCltlt lar {°'apcer 9, an,1111•111 widl·llctiodDII of Doisi111 l ol the lusiness and Pnltliio,n C.do} or chat he is wmpt dl.,liim, 01d the bas• ~r the alleged wmptt,~ l"f ,iolation of llcti1111UIJ if 11ff applicant for a punit saijldl th! appliCMt It a ci,iJ pellllty of nit,.,. th11 lift hOldred doll111 ($111)). 070 ~fi~~t:· -;·: .>-. / :"; __ -,_ ..... .. '--'-.e.J Worker,' Componllllon Docl1rotlon: I het!bys/lirm underpene/lyofpequ,yone of tho mllowingdeclsnmo,~, 0 I h~• Ind wlll mlllnllln I Clrtfflclll of conunt Ill lllf-ln1U11 for workers' compensation as provided by Section 3700 of lhe Labor Code, forlhe pe<formance of lhe work for which lhis permitis issued, 0 I hna Ind wlll mlllnllln worker,' comp111-n, as requill!d by Section 3700 of lhe Labor Code, for lhe performance of lhe work for which this perm1tis issued. My workers' compensation insurance carrier and policy number are: Insurance Co.. Policy No. Expiration Dale This section need not be compleled f lhe permit is for one hundll!d dollars ($100) or less, . 0 C.rtfflCIII of ~ .. ption: I certify that in the performance of lhe work for which this permit is issued, I shall not employ any parson in any manner so as lo become subject lo the Workers' Compensallon Laws of California, WARNNG: Fllllu11 lll-"11worllort' compontallon coverage 11 unllWful, and 1h1II 1ubj1C11n .. ployor Ill criminal ponaltin and clvll fin• up ID on1 hundlld thousand doll111 (&100,000), In addition ID tho cootol componaation, d .. 1g11 n prwldad far In Section 3701 ol th1 Labor cod1, lnl1111t and 111Dmoy'1 fan. ' J/S CONTRACTOR SIGNATURE DATE I hQ/Jyalffmr that/ am •"""l'llrom ConfnscfDr's ucense Lawlor/ht ~g r111S011: O I, as°'"""' of Iha property ,or my employees with wages as their sole compensation, \viii do Iha work and Iha sllucture Is not inlended or oWered for sale (Sec. 7044, Bu~ness and Professions Code: The Ccnlraclors License Law does not apply lo an owner of properly :,,ho builds or impn,ves th91801l, and who does such work himself or through his own employ..., provided that such impn,vemenls are not inlended or oWell!d for sale. II, hOW81'8f, the building or lmpn,vemontis sold within one year of completion, Iha owner-builder will have lhe burden of proving that he dij nol build or impn,ve for lhe purpose of sale), as owner of the property, am exclusively conlracting with licensed conlraclor& lo conslluct Iha project (Sec, 7044, Business and Professions Code: The Conlraclors License Law does not apply lo an owner of roparty who builds or lmpn,ves lhareon, and contracts for such projecls '!Ith contractor(&) licensed pursuant In Iha Contraclors License Law), 0 I am exempt under Section. . -Business and ProlesslonsCodeforlhisraason: 1. I personally pion In provide tho major labor and materials for conslluction of Iha proposed property improvemenL Oves ONo 2.1 (have/ have not) signed an appf1Calion for a building permit for Iha proposed work. · 3. I have contracfad with Iha lollowlng person (firm) In pn,vida the proposed conslluction (Include name address/ phone I contniclors' license numb&~: 4. J plan In pn,vlde portions of Iha work, but I hM hill!d Iha following parson In coordinate, supe<V[se and provide lhe major WOik (i;clude name/ address/ phone/ contraclors' license number): . I w1Uprovida soma of Iha work;but h contracfad (hill!dJ ! following persons In provide Iha work indic'!ied ~nclude name/ ~dress/ phone/ lype of work): DATE -& :5 o·B lcertlfytllatlhavereadlhe1ppllcallon1nd-lhatlheabMl-onlsconoctandtllatthlllnformatlononlheplanslsaccurate.la&ree1Dcomply'wltllallCltyonllnancesandSlllelawsre!at1ng1Dbulldlngconstruct10n. I hereby oolho!lze repra,antaiveoflhaQlyofCarlaba:110 onlarupon theai>ova mentioned property for inspection pu!p0688, I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSB',O AGAINST AfL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAYIN AfNWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT, OSHA: An OSHA pemil is requill!d for excavations over 5'0' deep and demohlion or conslruclion of slructurea a,er 3 stories in he,'ghL EXPIRATION: Evely penn~ iS8Ul1(l by the aJilding Official under the p!C'lisions of lhis Code shall expire by limitalion and become null and void if the buHling orwori<authaized by such pennitis not commenced within 180 days !rem the dale of such penrit or If the building orwak ailhorized by it is suspended or abandoned at any ti111B after the work is commenced for a period of 180 days (Section 106.4.4 Uniform BuHding Code), JISAPPLICANT'S SIGNATURE JAL, ,1,t.orl".:--DArj .-~ .-/( (Ji L___~---f--_____::::~~ t City of Carlsbad 1635 Faraday Ave .. Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 / 2721 Fax: 760-602-8558 Plan Check No, Est. Value Plan Ck. Deposit -----------Building Permit Application Date 212-070 JOBADDRUS 2110 RUTHERFORD 'ROAD SUITEl/·S· P>a.•tu_ NIT• IAPN _ 22 _ h,.=•,,,===~,,T.,-... -.-.-.-.-.. -.. -... 71=w1•~.---~,,===·-.-.. ~,-~-~-UN~IT~s·,7o~imo~~ ... -.,-~m,~~w-rn __ .~_TO~ ... '"~.-------r~~OCfm~ilOUPl = · .. ·.. .· ·I · 3{!_ · .. ·;· . . ... , .. V-B -I B:A3,S.:1j DDCRIPTJDN OF WORK: I 15;233 S.F.:OF TENANT 1MpROVEMENT . · .... : ..... LAB ;XPANSION WITH·NEW ~ESTROOMS .: . ·' : . .. ... . . ·,··. . .. . .. . .. ~ISTINGUSE LAB/OFFICE !PROPOSED USE • IGARAGE.{S_F)_ . _ LAB/OFFICI;_ PATIOS {SFJ IOECKS {SF) IFlREPLACE IAJR CONDITIONING IFIRESPRlNKLERS_ -. YESD# NO[ll YES[ll NOD YESl2] NOD COHTAcr NAllli. Emily Schauermann APPUCANriv.u1E FPBArchitects ADDRESS 101 a STREET su1re 200 "00RESs 70"1 ·s ST~EET SUITE 200 CtlY SAN DIEGO STATE CA •• ZIP 92101 CITY SAN.DIEGO STATE CA ZIP 92101 PHONE 619231 0751 .. ,FAX ... : ... ·.··· : EMAIL EMAJL -Esc!Jauerrriann@fpbarct_,.com . . . .. PIIOP£R1YOWNERN.I.M£ THE BLACKMORE COMPANY CONJRACTORBUS.NAM~ RENO CONTRACTING AOORESS 181-1ASTONAVE.,SUITE:102."." .. · .. · .. -... ·.·ADDRESS 1-450FRAZEE.ROAD,SUITE100 ..... CITY CARLSBAD· STATE CA ZIP 92008" CITY SAN·DIEGO STATE CA ZIP 92108 PHONE 76(f804 9600 IFAX 760 804 9607 PHONE 619 220·0224 .. FAX 619 220-0229 ARCH/OfSIGNER NAMI: & AOORE.S."> 070 Workm' Com-ation Oid111tlon: I h•rtby,tr,nn underf)Ollllyol pe,ju/yOM of lho fo/btting d«J,n,w,,., Q I haVI and will mllfmlln • clllfllc&to of conHnt 111 11IUn1urt for wod<.,,. COO"jlO!lHUon ,. p«l'lided by Seclion 3700 oflll• Labor Code, foe the perlcrmance of lhe wort< for which lhis pt<mil I• issued ~ hM lftd wlll mllnllin workort' comptftHllon, ail requied by Socllon 3700 r1 Ille LaborCode, lorlhe poooomr1ce of llie woll< for whl<ll lhi, per:nl is i..ued. Mywort<ers' cotrq>en,atioo mance earn..-and pc6cy runb«..-.:ln,uranceco.. iP.hV~Hi=lt-S P/.OPeP.tY Pd'r;:fNo. v-r~vt3~/"IIL'1,?!fJ1.b<:nDafB f$, lo h... . Thl•soctc,inoodnottie~lodKlheptrmrtlsloronehundraddollars($100)orlecs. "/ / -1 V 0 C.n!IICllo or &om pion: I oerlily 1h1111 Ille polformance of lhfl wctk lor which w, permit 1, lolUed, I ahal not employ any person ,n anym3nner '° a, tobecomo atlbjoct lo th• WO<i<e,.· Co<ri>f>ll,.lim Law• of c~,loml~ WARNING: f alkart lo NC\lrt workm' comptnt1lon ••Yfflll• 1• unllwlul, Ind thill 1u~jtcton tmploy,r 10 <rimlnal ponal~n ind cMI flnn •P lo••• hundred thcu,and dollu1 (&101l,OOO), In additJon1othcc:vt,tafe:omptnNlion,dMn119n1 pnmdtdfor S,ctlon370 k'bo ,,In t1nd1Hom1Y'•f•n. J6 CONTRACTORSIGHATURE I h«fby dl#tm that. I am txempt ft0m connctor'i Ucento Liw for tht fo#tnri?g tN$00' O I, ,. ,,.,,.,. cl the picpe!I) or my """''")'etnti\h w,;os ,s their liOl<r oompenaatioo, wit do lhowal< ,nd lh• strUcluro is not ,ilendeo cr offered for ,.le (Seo. 7044, Busi= and Prole..ioo, Code: Tho Conlr,cla's Liconoo Law d ... not '!)ply to an owner ol -11 -.l1o buids at improves t~eon. and who doouoclnrork himsol! "through his own empk,/oos, providod !hat such i111p10,emeni1 ,,. not 1nlf>lldod o,offe,ed !or .. ,. ff,,-.,, Ille buil<lln; oclmprl,iemen! ii tok! ,rithin one year of complelion, Ille owner-blllderw~ h.,,, Ille bu/den ol provillg l,athe <lid not buld or imprcYO for !ho purpaoe ol s,/e). O I,"""""'°' the properly, am exduslvely cci,lracllng with 1/oensed oootracl<n la CCXIWUCl the p<tjecl(S.C 704•, Buono" and P,01,,..;oss Code· Th& Coou .. la's Ll¢00se Law <foe, not app~ lo an"""°'°' pioperiywhol>uilds0<il1lpro,,e< lheroor1, and1X>11b1clifor Sll<hprojtcl•Wilh IX>lllracloi'(s) llcons<ldpurlUanl l<>lh•Ccnl<acto<'s LlalnseL.aw), 0 I.., exempt ilOCler Secl011 .ll.,..... and PIOf-Code for 1111! reasoo: . 1.1 porsooal~ plan topro,idolhe majctl>i>orand maie,1,1,loc oinltrudloooltlio propo,od prq>e<1y lmprovemenl. Qve, 0No 2, l(luwolhovo no<) iigned 0111R11fo•tlon (Of abu>ldingp,,rnjtf01the pcop-tito<!< 3.1 ho,o ,ootoclod fth tho fc,1owiog porton (Inn) lo j,oMdo the propoaod Ollflmiclioo [moludo nmm, llddn,,.lphc<le i contr•clol1'llor:me numbO<j: ( I plan lo pn,vije pallonsof lhl wori<, but I hM hirad the following person locoord~ale, •J.llOMS• ond provide the majo<wal< [~ciude name/ oddr .. , I phooo / '°"ltaclo!s' license"""""''· 5. I •«ilf l>'Ol'ide"""" crthe....,k, bill I havo contracled llwed) iho folkJwllla peraons io llfOYide lhework ildlCilod (nciu<fe name/ oddJOss I phone I type ol wOII<): ...fS' PROPERTY OWliER SIGNATURE DATE 11 tt,nppliconl or Muro blildln; OCCIJl)<l11 required 10 oubmlt I but/no" plan, a<:11iofy hmrdous n,11erlol$ regis~llllon fom, or risk managem<nl and prevention piO<Jtam under Section& 25505. 255"33 or25534 o/ l1o Presley-Tann«HalanlwsSUbslanc;oA«ounlAct? ov.. Olio · 1, the app-1 or Mura w1ding occupanl requirod to cbfain a penn1tlro111 the ~, polkiboo conlml dlslricl oc al(!l!!alty managemool d•lri<1? Qf., 0No Is \holaomy lo be"'11ir1Jctodwithin 1,000!oototthe outerboond,ry ol uchcol ~le? 0Yes LJNo . . IF Air( OF THE ANSWERS AAEYES,A FINAL CERTIFICATE OF OCCUPANCY W.Y NOT SE tSSUEOUNU:SS me APPUCAl!THAS MET ORIS MEETING THE REQUIREMENTS OF THE OFFICE OF EIIERGENcY SERVICES AHO THE AIR POLLUTION COHTROL DISTRICT. lcer11f)1hafllUl!erudlht1P!lbtlOnandsta1e1ttattlleal>MlnlrlriMdonllconoctlt1Clllllt1t1eJnlo!noo!lonontllepionslsaoi:ume.l"l)l!lllocomplywlllallCNj,onll .. oces•ndStatelaw$mloting1obuildiagoonmx:t10~ lhen,bylllihoiit,~aiw,crlhoOlyofCaf<badloonlorupoolholl>CM!menllonodpJq>Grlyfor'in,poclcxJJlUll)OOC>8.III..SOAGREETOSAVE,INDEMNIFYANOKEEPW,,RMLESSTHECl1YOFCARLSBAD AG'JNST AlLLIAfllllTIES, JUDGMENTS, COSTS HID EXPENSES WliCH MAYIN ANYWAY ACCRUE AG'JNST SAIi) CITY IN CONSEQUENCE Of THE GR'INTINGOFTlllS PERMrr, OSHA:"'10SW\pcrmtlorequ/n,dkrOX01Yaiooarm,Wdoopicxldemolli,nor~ci$i/UCIJJretlOYer3-i1helllhl. EXPIRATION: E'IOl)'pomit la6uod byfle aiilin11 Offda irodor fie pr.,.,..,.of lhi<Co<lo lhillexplrebym(olionond bocomoNJII Md vcill if lhob<Mdingatwork aUll\orlzGd bym:h pormtt 1, rn""""""""' v.illm 100 days mxn 1M datacisuch pomnmllhe bu~ cr\\Crk ail!""'8d by$Ueh pem,ll&$USpOllled or abinmed a any llrrealtorlhilworkl&COOYllli1ood for a poood of 180 day; (Section 100.4.4 Urdlam llulldng Code). ~ APPIJCANT'~SIGNATURE OATE Cltv al Carlsbad · Final Building lnsuection Dept: Building Engineering Planning CMWD St Lit~ Plan Check #.: Date: 10/09/2008 Permit#: CB080558 ·PermitType: Tl Project Name: GENOPTIX: 15,225 SF Tl Sub Type: IN DUST 6,172 SF WRHS TO LAB, 7,061 SF LAB TO LAB, 797 SF .Address: 2110 RUTHERFORD RD Lot: 0 Contact Person: CLARK Phone: 6195203810 Sewer Dist: CA Water Dist: CA •••• 11 t I I 11111 I 11 I 111 I 11 I 11I11111111 I I 11 I 1111 I 11 I I I II 1a1 I II II I II ~I II I II I~ I 111111 I II I 1a11 I I 11111 I I I I 11 I 11 I I I 111 I 11 l I I I 111 I a I II 11 II I I I I 11 I lalll I IS I I II 11111 I Inspected {!.~ Date f (e3 / By: Approved: Disapproved: __ Inspected: /~ 1 Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ 1111a11111111II1111a I I 11111111 I a I I I 11I11111 I IU 111 tal II III Ill II Ill II 11111 II II 11 lllal I I 1111 II Ill I I I I I II Ii I I II I 11 I I I 11111 I I I I 111 I I I 111 I I I I I Ill 11111 a1a1a1 I 1111 Comments: ___________________ ,--____________ _ .. ·-. \ City of Carlsbad Bldg Inspection Request For: 12/17/2008 Permit# CB080558 Inspector Assignment: TP Title: GENOPTIX: 15,225 SF Tl Description: 6,172 SF WRHS TO LAB, 7,061 SF LAB TO LAB, 797 SF LAB TO OFFICE, 745 SF OFFICE TO OFFICE,ON 2ND a=t nno ,en-,, C!-c ••~.,, n~a•n cno O-TAID~ "~.., C!'C' -rn --- Type:_TI Sub Type: INDUST Job Address: 2110 RUTHERFORD RD Suite: Lot: 0 Location: APPLICANT RENO CONTRACTING INC Owner: BLACKMORE AIRPORT CENTRE Remarks: final on PHASE II & Ill Phone: 6195203810 Inspector: j!_ Total Time: CD Description Act Comments Requested By; CLARK CLOWAR Entered By: CHRISTINE 19 Final Structurai J)/J ---'-'---------- 29 Final Plumbing 39 Final Electrical 49 Final Mechanical !-- -- -- Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR011.73 ISSUED PCR01193 ISSUED PCR01265 ISSUED PCR01332 ISSUED PCR02096 ISSUED DEFERRED SUBMITTAL-STEEL JOIST; DEFERED SPANDRELED GLAZING; LOT 38 -REV TO-ELEC LINE £>IA; CANCERV AX; ADD SECOND DOOR TO ELECTRIC ROOM CANCERV AX; REVISIONS PER TRANSMITTAL DATED 3/13iQ2 PCR02186 ISSUE[) CANCERV AX; STRUCT,MECH,ELEC & PLUMBING CHANGES Inspection History Date Description Act lnsp Comments 12/10/2008 14 Frame/Steel/Bolting/Welding AP TP T-CLNG PHS 3 12/10/2008 24 Roughffopout AP TP 12/10/2008 34 Rough Electric AP TP CLNG LITES PHS 3 12/10/2008 44 Rough/Ducts/Dampers AP TP DUCTS PHS 3 12/03/2008 14 Frame/Steel/Bolting/Welding AP TP PHS 3 12/03/2008 24 Roughffopout AP TP 12/03/2008 34 Rough Electric AP TP 12/03/2008 44 Rough/Ducts/Dampers WC TP ' . City of Carlsb.ad Bldg Inspection Request For: 12/17/2008 Permit# CB080558 Inspector Assignme~t: TP 11/18/2008 14 Frame/Steel/Bolting/Welding AP TP T-CLNG PHS. 2 11/18/2008 24 Rough/Topout AP TP 11/18/2008 34 Rough Electric AP TP CLNG LITES PHS 2 11/18/2008 44 Rough/Ducts/Dampers AP TP DUCTS PHS 2 10/28/2008 14 Frame/Steel/Bolting/Welding AP TP WALLS PHS2 10/28/2008 34 Rough Electric AP TP 10/09/2008 89 Final Combo PA TP to occupy PHS 1 only 09/22/2008 44 Rough/Ducts/Dampers PA TP OUTSIDE AIR INTAKE PLMN 09/15/2008 34 Rough Electric AP TP SUB PNLS ~· 09/11/2008 14 Frame/Steel/Bolting/Welding AP TP T-CEIL PNS 1 09/11/2008 34 Rough Electric AP TP CLNG LITES PNS 1 09/11/2008 44 Rough/Ducts/Dampers AP TP DUCTS PLNS PHS 1 09/10/2008 14 Frame/Steel/Bolting/Welding co TP T-CLNG 09/10/2008 23 Gas/Test/Repairs AP TP EXTN TO EQUPT. 09/10/2008 34 Rough Electric WC TP d9/09/2008 21 Underground/Under Floor AP TP 09/09/2008 23 Gas/Test/Repairs .NR TP 09/09/2008 34 Rough Electric WC TP 09/09/2008 44 Rough/Ducts/Dampers PA TP DUCT WRAP 08/25/2008 14 Frame/Steel/Bolting/Welding AP TP DROPSOFFIT 08/25/2008 34 Rough Electric AP TP 08/25/2008 44 Rough/Ducts/Dampers PA TP 08/18/2008 14 Frame/Steel/Bolting/Welding PA TP PHS2WALK 08/18/2008 24 Rough/Topout PA TP 08/18/2008 34 Rough Electric . PA TP 08/14/2008 17 Interior Lath/Drywall PA 'TP 08/14/2008 25 Water HeaterNents AP 'TP d8/07/2008 14 Frame/Steel/Bolting/Welding AP TP SOFFITB , 08/07/2008 34 Rough Electric AP TP 08/07/2008 44 Rough/Ducts/Dampers AP TP 07/30/2008 14 Frame/Steel/Bolting/Welding AP TP SEE CARD LOC. 07/30/2008 34 Rough Electric AP TP 07/29/2008 14 Frame/Steel/Bolting/Welding AP TP 07/29/20Q8 34 Rough Electric AP TP SOFFIT A 07/29/2008 44 Rough/Ducts/Dampers AP TP 07/24/2008 23 Gas/Test/Repairs AP TP WATER HEATER 07/22/2008 14 Frame/Steel/Bolting/Welding AP TP 07/22/2008 17 Interior Lath/Drywall PA TP 07/22/2008 24 Rough/Topout AP TP 07/22/2008 34 Rough Electric AP TP 07/16/2008 14 Frame/Steel/Bolting/Welding AP TP RESTROOMS 07/16/2008 24 Rough/Topout AP TP- 07/16/2008 34 Rough Electric AP TP 07/09/2008 44 Rough/Ducts/Dampers PA TP DUCT TO WRAP 07/02/2008 24 Rough/Topout AP TP 07/01/2008 14 Frame/Steel/Bolting/Welding PA TP 07/01/2008 17 Interior Lath/Drywall PA TP 06/24/2008 14 Frame/Steel/E)olting/Welding co TP 06/24/2008 44 Rough/Ducts/Dampers AP TP duct pre-wrap. OK to insul 06/13/2008 14 Frame/Steel/Bolting/Welding AP TP ROOF REINF. FQR SKY LITES City of Carlsbad Bldg Inspection Request For: 12/17/2008 Permit# CB080558 Inspector Assignment: TP --- 06/09/2008 . 14 Frame/Steel/Bolting/Welding AP TP ROOF REINF. FOR NEW SKYLITES 06/09/2008 21 Underground/Under Floor AP TP AP -;·; CoNSTRuctmN TESTING & ENGINEERING, INC. -J \ -• --~ ' ' • • • - ESCONDIDO, CA - 1441 Montiel Rd. Suite 11~ . _ .. , Escondfdo, CA 92026 (760) 74&'4955 - (760) 746-!IBOO · oot SAN DIEGO, CA--Rl'{ERSiDE, CA ' 124 East 30th.St · , -14538'Meridlan Pkwy ·surtes Ii and c· '. Sulie A · Nlitiprial._City, cf 91950 Awe~[de, CA 92518, .(619).64!l-'400l . (9!/1) 57H~1 (619r649-4038 ·FAX (951) 57_1-4188 FAX VENTURA, CA 1645 PacHic Ave, · Suite 107 ,, Qxnarrl, CA_ 9~~ (805) 486-6475 (805) 481>-9016 FAX TRACY, CA 242 W. Larch Rd. suite F 1(acy, CA '95304 (209),839-2890 (209) 839-2895 FAX SACRAMENTO, CA N. PALM SPRINGS, CA MERCED, CA 362~ Madison Ave. 10020 Indian Ave. 3058 Beachwood Dr. 'Sulte.22 _ Suite 2-K _Mel)'Bd, Ci\ 95348 N. Highlands, CA 95660 N-Palm Springs, CA 92258 (209) 388-9933 . (916) 331-6030 (760) 329-4877 -(209) 388-9939 FAX (916)'331-6037 FAX (760) 328-4896 FAX FINAL REPORT FOR SPECIALtNSPECTION AND MATERIAL TESTING -Tnh PliiUips : -City:Of Carlsbad _ _ Building Inspection b~partm~nt· 163 5 Fru;aday Avenue :carJsbad,, c~ 92009 _ '. , CTE Job No).0-96-l4T SUJ3JEC'f: -· SATISFACTORY. COMPLETION OP .WORK REQUIRING SPECIAL _ iNSPECTIQN PERFORMEP:UNOER_PERMIT NUMBER: CB080558 ) . } . ' -'' .-. • ADPRESS:-2.110 Rutherford Road· Di~ector_ of :Bu;ildin~; 111-spectiort: I d~clare under penalty .of -perjtiry that, to the best -of njy knowledge, all of the work requiring special inspectio~-of ~poty installation, teinfor9ed concrete, and field welding ·has been c~mpleted. The: inspepted work for the· structutels constructed under the subject :petmit,-is in conformance ~ith the apptove4 plap.s, .the inspection and observation program and ot4er consttuctic:nt documents,_ and the .appl1cab1e workmanship provisions . _ of the_ Urtifotin Building G0d~ ·execute~ _?n .this-twen1)1-ninth da:y of October 2008. Toni: Gaeto State-bf c~li:t'ortiia Regi~tratjonNumber 40182. ' . . ·, . ' _Expi~ation Date 9/30/lO ,,1- GECiTEC:HNl·CAL I _'ENVI_RONMENTAL l CON·ST.R'iicrioN IN·SPECTWN_'AND lESTIN-G CIVIL ENG IN E ERIN G I S UR VEY ING CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • TRACY• RIVERSIDE • OXNARD • LANCASTER • SACRAMENTO INSPECTION REPORT PROJECT NAME: {;-.ENO ;17/ / )<". ADDRESS: 2// 0 /2 '-t 7"#.G'/?FO/c.P ~R. G~/Z.LfC?A-£) ARCHITECT: ------~----- ENGINEER: _Rt /./ CONTRACTOR: --~-/E._,.,,/Y' _ _,,(J'---~--~- INSPECTION DATE: 0 Jr /2 J" ,/2 J -~~---.~~---- PLAN FILE: -----~------- BLDG. PERMIT: cu o J--o r...r J::: OTHER: Y/#Z 111 / # INS:PECTION ( )_ CONCRETE . {)~SONRY ( };P!t CONC. Mf'IELI) WELb 0 ( }SHOP WELDING ',c ;: , ( }i1.UE :iJRJVlNG . (, ), ~ATOR PLANT . ( :) EXP,.AN¢B:6R _(}gr:tRE!l : . MATERIAL SAMPLING PAGE OF CTEJOB#/()., ~/~ REPORT# ------ MATERIAL IDENTIFICATION CONC.MIX#/PSI ______ _ GROUT MIX#/PSI.~----- MORTAR TYPE/PSI ____ -"--_ REBARGRA,PE ____ ~~~ STR .. STEEL .4 :J> tr: H.S.BOLT _______ _ MAS. BLOCK_..,.,.----~--'-c ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS '' •• ' \ ''' •• , '.· •• t, • ,, s .. !!'1$Pt:CJIOl-f Pl;RFORMED~ JQa P_ROQLE;Mi.,MATl;:ij[AUO~-NTl:F.icATIQN, PROG~ESS, WQ.RK RE;JECTED, REIVIARKS , .• ,::..~.\·;~ ___ ,, .',''',., .-, ,_ ,~-· ,,',_,,,_,_,,-.,:.,.::·,:1:'-,' ___ ::-· .. ··.,,.:·.:•. ~.,: .. '' .. -. , ... Cc-·CJJ 0. Cettifi¢c'.ltiQli Qf:Con1p1iance:·A11 work, unl~~s :otherwise !lOJ~d, :complies' wJtti the -approve the u.rilfotrrrb,i,iff4ing ~o· ·'e .. , · · · ·' · · ·.. . :. ·· · · · · NAME: (PRINT) -~-~---+----'-""--~~_..,__ CERTIFICATION NO:--=-----'------'--"""'--=---- ns and specifications and GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 1441 MONTIEL ROAD, SUITE 115, ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO •TRACY• RIVERSIDE • OXNARD • LANCASTER • SACRAMENTO INSPECTION.REPORT PROJECT NAME: _(q_&JP~ ....... p-h_c~$ _____ _ ADDRESS: 'zuo '2.u:{t,,,,e;2,9,e,<1 ~Q__ ·- ARCHITECT: ~E_B~P~A~' -------- ENGINEER: (23-l+ CONTRACTOR: ~£&J=· ~-;;i-_V~-------- INSPECTION DATE: _]...__-~ro=---~02'.'-'------- PLAN FILE:~-___________ ....._....c_ BLDG. PERMIT: c..60'&0 S'S:£¾ OTHER: -------------- INSPECTION · ( )CONCRETE ( )MASONRY ( ) P.T. CONC. ( ) FIELD WELD ( ) SHOP WELDING ( ) PILE DRIVING ( ) BATCH PLANT 9(~D(P. ANCHOR .. ( )OTHER MATERIAL SAMPLING PAGE OF CTEJOB# /0 -7'4'/?t_,- REPORT# ------ MATERIAL IDENTIFICATION CONC.MIX#/PSI ______ _ GROUTMIX#/PSI ______ _ MORTAR TYPE/PSI. _____ _ REBAR GRADE. ______ _ STR. STEEL _______ _ H.S.BOLT _______ _ MAS. BLOCK ______ _ ELECTRQDE _______ _ ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS INSPEct1ON PERFORMED,:Je>B PROBLEM, MATERJAl.~DE_NT:lflCATION, P~OGRE~s. WORK REJECTED, REMARKS (?ee.-~'?t..Q ~~?ez:..Lh¼J cc,) S/v.,.,..P-,.;arJ S"~c1 6oL+s Nec.J S,•0v . v A~SGw:£,L1-~~G:12..~~-------------------------- Certification-of Compliance: All work; unless otherwise noted, complies_with'the approved plans and specifications and the uniform building code. NAME: (PRINT) DfLU.lf ,~J tiiJAJ{)C CERTIFICATION NO:?=..=>-"--'})=-~ _-if_· __ --'~=-~J--~---- GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 1441 MONTIEL ROAD, SUITE ll5, ESCONDIDO, CA92026 (760) 746-4955 FAX (760) 746-9806 CoNSTRUCTION TESTING & ENGINEERING,INC. ESCONDIDO • TRACY• RIVERSIDE • OXNARD • LANCASTER • SACRAMENTO INSPECTION REPORT INSPECTION DATE: ~1-.LL~-~~\,.__ _ ___J,l_ PLAN FILE:------~------ BLDG. PERMIT: {t~cr:{0~ OTHER: ?-:-{;I ( ) PILE DRIViNG ( ) BATCH PLANT ( ) EXP. A,NCB~R (·).O'IHER MATERIAL-SAMPLING ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) STRUCTURAL STEEL ( ) BOLTS PAGE (op I CTE JOB# /4 --9(/W:-: REPORT# _____ _ MATERIAL IDENTIFICATION CONC.MIX#/PSI. ______ _ GROUTMIX#/PSI ______ _ MORTAR TYPE/PSI. _____ _ ~BAR GRADE ______ _ STR.STEE1A?1 , ~-4-, ~C ~ I H.S.BOLT _______ _ ( ) MASONRY BLOCK ( ) REBAR . . INSPECTION PERFORMED, JOB PROBl..;!=l\'l,.'IVIATERIAL ID!=,NTIFICATION, PROGRESS,_ WORK REJECTED, REMARKS Certifi tiqn of Compliance: All work, unless otherwise _noted, c6mplies with the approved plans and specifications and the uniform building code. NAME: (PRINT) ~~ CERTIFICATIONNO: _~~]-~-'"It~------- SIGNATURE L-,~-'"~ GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 1441 MONTIEL ROAD, SUITE 115, ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • TRACY• RIVERSIDE • OXNARD • LANCASTER • SACRAMENTO INSPECTION REPORT PROJECT NAME: ?t?t14f'/tX ADDRESS: 'e)UO l6.df,12r-G,vv{ 'f_o{ uo~l'bhad. ARCHITECT: ~_,F-----'--P_,p=-· -------- ENGINEER: R? H CONTRACTOR: 12o,e( -~~~------- INS PE C Tl ON DATE: 6/(8-c,'2$ I PLAN FILE: NIA I BLDG PERMIT: {f5 Q~ g OTHER:_~----------- INSPECTION ~CONCRETE ( )MASONRY ( ) P.T. CONC. ( ) FIELD WELD ( ) SJIOP WELDING ( ) PJLE DRIVING ( ) BA1TH PLANT ( ) EXP. ANCHOR ( )OTHER MATERIAL SAMPLING PAGE _L OF_I_ CTEJOB# P-~I'~ REPORT# Ar IA ~"--r,---- MATERIAL IDENTIFICATION coNC.MIX#/Psr ~f.RF/ er~ GROUT MIX#/PSI _____ _ MORTAR TYPE/PSI _____ _ REBAR GRADE A6/S (€ O) STR. STEEL ______ _ H.S.BOLT _______ _ MAS. BLOCK~------ ELECTRODE~------ oA CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS INSPECTION PERFC.RMED, JOB PROBLl=M, MATERI_AL. !D!;NTIFICATION, PROGRESS, WO.RK REJECTED, REMARKS t2h sel/vt?d f.lC!Mme11.f and t<·t1 ~lid~JG~a~0~-o~---- ~12 t-Ot tY)j >c 0$J ( (j"/\ 8 b g p / l/6(.X)pi> r' ('~l(l Ct/S-fe fc.,v iV1~abv 5fa b on qradQ re.pc<!~ C?rYJd • Certification of Compliance: Al.I work, unles~ otherwise noted, complies with the approved plans and specifications and the uniform building_ code. ~ · · · · · · · GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 1441 MONTIEL ROAD, SUITE 115, ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO • TRACY• RIVERSIDE • OXNARD • LANCASTER • SACRAMENTO INSPECTION REPORT PROJECT NAME: G~o9:t,>< ADDRESS: 'd-\\.C-, )<U-.\½e<~A ~ C°'-<\s'ao<l... ARCHITECT: F?D A.<eo,\ecl~ ENGINEER: UJQ \SQ . / ~ -a B t CONTRACTOR: ~\?J~~~'O~D~------ lNSPECTION ( )CONCRETE ( )MASONRY ( ) P. T. CONC. ( ) FIELD WELD ( ) .SHOP WELDING INSPECTION DATE: b / 1.Q) -er& () 'P_ILE DRIVING I PLAN FILE: -N / A ( ) l3ATCH PLANT I BLDG. PERMIT: C [3 <l> ~ <a~%% ( ) EXE ANCHOR PAGE~ Qpj_ CTE JOB# .1_0--%1. q- REPORT# _.N--'1-J,l'-L-~-"------- MATERIAL IDENTIFICATION CONC.MIX#IPSI _____ _ GROUT MIX#IPSI _____ _ MORTAR TYPEIPSI ____ _ RE;BAR ~RADE -M: 3 U,\f:fi (f.il>) ~-3'!':EEtJ M-!:\ A,E:t\S ~<2l) H.S.BOLT ______ _ MAS. BLOCK ______ _ OTHER: \\\:1-\, ~\!-KE: se©-'S,P . ....¾ ___ OT __ H_E_R_£_:~_·. _y __ EL_E_cT_Ro_n_E.-=-=-===========- \CC..-t;.<S,-le:.~~-~ ~o\~ATERIAL SAMPLING ( ) CONCRETE ( ) MORTAR ( ) GROUT ( ) FIREPROOFING ( ) MASONRY BLOCK ( ) REBAR ( ) STRUCTURAL STEEL ( ) BOLTS· INSPECTION PERFORMED, JOt3 PROBLEM, MATER.IA~ ID~tli':fiFJCATION, PROGRESS, WORK REJECTED, REMARKS . ' ~-' -, -_; -· ' .. -. . . - ___KC-E~-£&1<-ci-~a-(EX..? ,~Jo-60'8 per l-'.pprouecA f?IO.n~ etvd upp[{co.ble d<?\-ui (5 , /e,rated o.f -11,,e WJE?cl-10 n(co ( Certification of Compliance: All work, unless otheryii$e riotecf,~compljes with the approved plans and specifications and the uniform building code. · · · · · · · NAME:(PRINT) ~t~\ ~\\V\ . CERTIFICATION NO: 5d~Qll_\QQ)-l\9_ \ra <:) GEOTECHNICAL & CONSTRUCTION ENGINEERING TESTING & INSPECTION 1441 MONTIEL ROAD, SUITE 115, ESCONDIDO, CA 92026 (760) 746-4955 FAX (760) 746-9806 • -• .i, EsGi.l Corporation In (J!artnersfiip witfi <]overnment for (JJ,ui(aing Safety PATE: May 30, 2008 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 08-0558 PROJECT ADDRESS: 2110 Rutherford Rd. SET:HI PROJECT NAME: Blackmore/Genoptix, Lab./Office TI ~LICA~ D JURIS. 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. ~ 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 jwisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: D Ferguson Pape Baldwin Architects; Attn: Dragan Radoicic 701 "B" Street, Suite 200, San Diego, CA 92101 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted~l-Drapan Radoicic Date contacted:~ 3'°/oVcby,t#IJ) Mail V Telephone Faxv"" In Person REMARKS: By: Sergio Azuela Esgil Corporation D GA D MB D EJ D PC Enclosures: 05/27/08 Telephone#: (619) 231-0751 Fax #: (619) 231-4396 9320 Chesapeake Drive, Suite 208 + San Diego, Califomia 92123 + (858) 560-1468 + Fax (858) 560-1576 -~ " · City of Carlsbad 08-0558 May 30, 2008 RECHECK CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2110 Rutherford Rd. PLAN CHECK NO.: 08-0558 SET: III DATE PLAN RECEIVED BY ESGIL CORPORATION: 05/27/08 REVIEWED BY: Sergio Azuela FOREWORD (PLEASE READ): DATE RECHECK COMPLETED: May 30, 2008 This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, 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. The approval of the plans does not permit the violation of any state, county or city law. A. 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. B. 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. C. 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? DYes DNo. dity of Carlsbad 08-0558 May 30, 2008 • GENERAL 1. Please make all corrections, as requested in the correction list. Submit three new complete 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. 3. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. THE FINAL PLANS WILL BE CHECKED FOR THIS. 4. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: For Mixed Occupancy Buildings, state whether the "nonseparated" or "separated" option was chosen from Section 508.3. SINCE THE PLANS INDICATE "NON- SEPARATED, THEN THE ALLOWABLE FLOOR AREA ANALYSIS MUST BE CHANGED TO USE THE "WORST CASE" ALLOWABLE AREA (NO UNITY EQUATION SHOULD BE USED). IF THE UNITY EQUATION REMAINS, THEN FIRE BARRIERS MUST BE SHOWN ON THE PLANS. Also please note that the UNLIMITED allowable floor area which requires the 60' yard separation on the four sides of the building are not fully contained in the North Side, between lines 1 and 2. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank yoµ. l r ~i EsGil Corporation In Partnersliip witli (jovemment for '.Buifaing Safety DATE: May 12, 2008 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 08-0558 SET: II PROJECT ADDRESS: 2110 Rutherford Rd. PROJECT NAME: Blackmore/Genoptb,c, Lab/Office TI D D D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Ferguson Pape Baldwin Architects; Attn: Dragan Radoicic 701 11B11 Street, Suite 200, San Diego, CA 92101 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: 1Dragan Radoicic Telephone#: (619) ·231-0751 · Date contacted:5' I /1,( (t) ~y/~ Fax #: (619) 231-4396 Mail /Telephone F,ax /1n Person REMARKS: By: Sergio Azuela (by KC) Esgil Corporation 0 GA ~ MB ~ EJ O PC Enclosures: 5/1/08 9320 Chesapeake Drive, Suite 208 + San Di~go, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Cit'y of Carlsbad 08-0558 May 12, 2008 RECHECK CORRECTION LIST JURISDICTION: City of Carlsbad .PROJECT ADDRESS: 2110 Rutherford Rd. PLAN CHECK NO.: 08-0558 SET: II DATE PLAN RECEIVED BY ESGIL CORPORATION: 5/1/08 . REVI_EWED BY: Sergio Azueia (by KC) FOREWORD (PLEASE READ): DATE RECHECK COMPLETED: May 12, 2008 This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, 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. The approval of the plans does not permit the violation of any state, county or city law. A. 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. B. 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. C. 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 parlsbad 08-0558 May 12, 2008 • GENERAL 1, Please make all corrections, as requested in the correction list. Submit three new complete 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. PLANS 3. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. THE FINAL PLANS WILL BE CHECKED FOR THIS. 4. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: For Mixed Occupancy Buildings, state whether the "nonseparated" or "separated" option was chosen from Section 508.3. SINCE THE PLANS INDICATE "NON- SEPARATED, THEN THE ALLOWABLE FLOOR AREA ANALYSIS MUST BE CHANGED TO USE THE "WORST CASE" ALLOWABLE AREA (NO UNITY EQUATION SHOULD BE USED). IF THE UNITY EQUATION REMAINS, THEN FIRE BARRIERS MUST BE SHOWN ON THE PLANS. MISCELLANEOUS LIFE/SAFETY 28. See attached lists for: electrical, energy, plumbing and mechanical corrections. ACCESSIBILITY 29. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. Cit:y of Carlsbad 08-0558 May 12, 2008 ADDITIONAL 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 describe them and where they are loc;;,ted in the plans. Have changes .been made to the plans not resulting from this correction list? Please indicate: D Yes D No 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 perlorm the plan review for your project. If you have any questions regarding these plan review items, please contact Sergio Azuela (by KC) at Esgi/ Corporation. Thank you. + ELECTRICAL & ENERGY PLAN REVIEW + 2005 NEC + PLAN REVIEWER: Morteza Beheshti • ENERGY CONSERVATION 34. The mechanical engineer and the envelope designer must sign the imprinted MECH- 1-C and ENV-1-C forms respectively. Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. City of Carlsbad 08-0558 May 12, 2008 PLUMBING and MECHANICAL CORRECTIONS PLAN REVIEWER: Eric Jensen PLUMBING (2006 UNIFORM PLUMBING CODE) 38. Provide gas line plans and calculations showing gas demands, pipe lengths, and pipe sizing. UPC 1217.0 (boiler(?), LP.G (propane(?) for water heater?) The pressure of the medium pressure gas system is? Please include on the plans. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Eric Jensen at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. City of Carlsbad 08-0558 May 12, 2008 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 SITE PLAN REQUIREMENTS 2. Clearly show that the site development and grading are designed to provide access to all entrances and exterior ground 'floor exits, as well as access to normal paths of travel, per Section 1127B.1. Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, stairways and handrails, etc. Please clearly show on plans the slope for the accessible routes of travel. WHETHER THE SITE/PARKING IS EXISTING OR NOT, THE PLANS MUST SHOW COMPLIANCE WITH CURRENT TITLE 24 PROVISIONS. ACCESSIBLE PARKING 3. At least one in every 8 accessible parking spaces shall be served by an access aisle ~96" in width and designated as VAN ACCESSIBLE, per Section 1129B.3.2. WHETHER THE SITE/PARKING IS EXISTING OR NOT, THE PLANS MUST SHOW COMPLIANCE WITH CURRENT TITLE 24 PROVISIONS. 4. Show that accessible parking spaces comply with Section 1129B.3.1 as follows: Single spaces shall be 14' wide and outlined to provide a 9' parking area and a 5' loading and unloading area on the passenger side of the vehicle. When more than one space is provided, in lieu of providing a 14' space for each space, two spaces can be provided within a 23' area with a 5' loading zone between each 9'0" wide space. Each space is to be a minimum of 18' in depth. WHETHER THE SITE/PARKING IS EXISTING OR NOT, THE PLANS MUST SHOW COMPLIANCE WITH CURRENT TITLE 24 PROVISIONS. 5. The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials). Section 1129B.3.3. WHETHER THE SITE/PARKING IS EXISTING OR NOT, THE PLANS MUST SHOW COMPLIANCE WITH CURRENT TITLE 24 PROVISIONS. 6. Show that a bumper or curb is to be provided, and located at each space, to prevent encroachment of cars into the required width of walkways, per Section 1129B.3.3. WHETHER THE SITE/PARKING IS EXISTING OR NOT, THE PLANS MUST SHOW COMPLIANCE WITH CURRENT TITLE 24 PROVISIONS. 7. Show or note that the maximum slope of the parking surface at the accessible space and adjacent access aisle, in any direction, is s 1 :50 (2%), per Section 1129B.3.4. WHETHER THE SITE/PARKING IS EXISTING OR NOT, THE PLANS MUST SHOW COMPLIANCE WITH CURRENT TITLE 24 PROVISIONS. 1 • City of Carlsbad 08-0558 May 12, 2008 8. Show or note on the plans that the accessible parking spaces are to be identified by a reflectorized sign, permanently posted immediately adjacent to and visible from each space, consisting of: A profile view of a wheelchair with occupant in white on dark blue background. The sign shall ~70 ih.2 in area. When in the path of travel, they shall be posted ~8011 from the bottom of the sign to parking space finished grade. Signs may also be centered on the wall of the interior end of the parking space ~36" from the parking space finished grade, ground or sidewalk. Spaces complying With Section 11298.4.2 shall have an additional sign "Van~Accessible" mounted below the symbol of accessibility per Section 1129B.4. In addition, the surface of each accessible space is required to be marked with the international symbol of accessibility. . WHETHER THE SITE/PARKING IS EXISTING OR NOT, THE PLANS MUST SHOW COMPLIANCE WITH CURRENT TITLE 24 PROVISIONS. 9. Show, or note, that an additional sign shall also be posted ·in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. The sign shall be ~17" x 22" with lettering not :51" in height. Per Section 1129B.4 required wording is as follows. "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at ______ or by telephoning . " WHETHER THE SITE/PARKING IS EXISTING OR NOT, THE PLANS MUST SHOW COMPLIANCE WITH CURRENT TITLE 24 PROVISIONS. STAIRWAYS AND HANDRAILS 14. Show that handrails extend a ~12" beyond top nosing, and >12"-plus-tread-width beyond the bottom nosing, per Section 1133B.4.2.2. Please show the extensions on the plans (sheetA7.20). THIS DOES NOT SEEM TOBE ON THE PLANS. 17. Show or note that interior stair treads are marked at the upper approach and the lower tread of each stair, by a strip of clearly contrasting color, per Section 1133B.4.4, as follows: At least 2" wide (but not more than 4" wide). Placed parallel to and not more than t" from the nose of the step or landing. The strip shall be as slip resistant as the other treads of the stair. THIS DOES NOT SEEM TO BE ON THE PLANS. EsGJI Corporation In 1!artnersli.ip witli. qoverninent for (J3ui{aing Safety DATE: April 9, 2008 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 08-0558 • -PROJECT ADDRESS: 2110 Rutherford Rd. SET:I PROJECT NAME: Blackmore/Genoptix, Lab/Office TI N 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. ~ 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: Ferguson Pape Baldwin Architects; Attn: Dragan Radoicic 701 "B" Street, Suite 200, San Diego, CA 92101 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. ~ Esgil Corporation staff did advise the applicant that the plan check has been completed. D Person contacted:, pra9an Radoicic Telephone#: (619) 231-0751 Date contacted:'-l//~/IJi[_by;/.#3) Fax #: (619) 231-4396 Mail TelephoA; / Faxv In Person REMARKS: \VA\) By: Sergio Azuela Esgil Corporation 0 GA [8] MB [8] EJ O PC Enclosures: Q4/01/08 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 08-0558 April 9, 2008 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS -PLAN CHECK NO.: 08-0558 OCCUPANCY: A-3, B, S-1, L TYPE OF CONSTRUCTION: V-B ALLOWABLE FLOOR AREA: SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: April 9, 2008 FOREWORD (PLEASE READ): JURISDICTION: City of Carlsbad USE: Lab./ Office/Warehouse ACTUAL AREA: 62,371 SF STORIES: 2 HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 04/01/08 PLAN REVIEWER: Sergio Azuela This plan review is limited to the technical requirements Contained in the International 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 2007 CBC, which adopts the 2006 IBC. 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. 105.4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck proce.ss, 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. City of Carlsbad 08-0558 April 9, 2008 • GENERAL 1. Please make all corrections, as requested in the correction list. Submit three new complete 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. Sring 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. • PLANS 2. Please revise the section numbers and notes on the plans to match the 2006 IBC, as adopted by California. 3. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. 4. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: + Occupancy Classification{s). A-3, B, S-1 & L. + For Mixed Occupancy Buildings, state whe_ther the "nonseparated" or "separated" option was chosen from Section 508.3. + Occ_upant Load + Justification to exceed allowable area in Table 503. Please note that the "L" occupancy group classification is not included among the classifications that may be UL floor area. It appears that ·the building is over the allowable floor area. 5. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2007 California Building Code, which adopts the 2006 IBC, 2006 UMC, 2006 UPC ~md the 2005 N~C. a) Please revise the plans to update the information provided under the APPLICABLE CODES; information provided on sheet T1 .1. City of Carlsbad 08-0558 April 9, 2008 • SITE PLAN 6. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." 7. Show dimensioned parking layout, including any required disabled access spaces.. Section A 106.1.1. · • BUILDING AREA 8. As shown, the building(s) is/are over area for the Type of Construction shown. Table 503, a) Note: In California, the State Fire Marshal made the following restrictive changes to the IBC: · i) The provision for allowing fire sprinklers to increase the allowable floor area together with the allowable height is not allowed for Group A and L occupancies, (sprinklers can be used to increase the area or height, but not both). Section 504.2. 9. When a building has more than one occupancy, the area shall be such that the sum of the ratios of the actual arec;1 divided by the allowable area for each occupancy shall not exceed one. This only applies if the "separated occupancies" option is chosen from Section 508.3.3. • FIRE-RESISTIVE CONSTRUCTION 10. Detail how fire-resi"stive wall constru·ction will be maintained at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 712.3.2. 11. Detail on the plans how fire-resistive wall and ceiling protection will be maintained at all duct penetrations, such as at bathroom and kitchen hood fans, laundry room fans and dryer vents. Section 716. 12. Fire dampers shall be installed per Section 716.5 at all duct and air transfer openings of: a) Fire barriers, (occupancy separations) (see exception for walls). 13. Smoke dampers shall be installed per Section 716.5 at all duct and air transfer openings of: a) In California, Section 716.5.2 was modified for Group A, and L occupancies, to state that duct openings in fire barriers shall also be provided with smoke dampers. 14. If smoke dampers are required, the plans shall show the locations of the smoke detectors listed in the options of Section 716.3.2.1 of the IBC. City of Carlsbad 08-0558 April 9, 2008 15. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in IBC Section 712." • INTERIOR WALL AND CEILING FINISHES 16. Provide a note on the plans or on the finish schedule, stating, "Wall and ceiling materials shall not exceed the flame spread classifications in IBC Table 803.5." • FIRE" BARRIERS 17. A 1-hour fire barrier separation is required between the L occupancy and the B occupancy. Table 508.3.3 (see exceptions) 18. Steel electrical outlet boxes at fire barrier walls shall not exceed sixteen square inches, shall not exceed 100 square inches per 100 square feet of wall, and shall be separated by a horizontal distance of twenty-four inches when on opposite sides of a wall. Section 712.3.2. • EXITS 19. Exit access travel distance for "L" occupancies shall be 100 FT maximum. Clearly show it on plans. See Table 1016.1. • STAIRWAYS 20. Stairway handrails should not project more than 4½ inches into the required width. Section 1012.7. 21. Stairway riser must be 4 inches minimum and 7 inches maximum and minimum run shall be 11 inches. Section 1009.3. 22. Handrails (Sections 1012 and 1009.10): a) Handrails are required on each side of stairways. b) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. Additionally, the open sides of stairs shall be provided with 42" high guards, per Section 1013. c) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. If the handrail is not Circular, it shall have a perimeter dimension of at least 4" and not greater than 6.25" with a maximum cross-section dimension of 2.25 inches. d) Handrails projecting from walls ,shall have at least 1-1 /2 inches between the wall and the handrail. e) Handrails shall be contiriypus, without interruption by newel posts or other obstructions. · · f) . Handrails shall extend' 12" beyond the top riser and continue to slope for the depth of one tread beyond the bottom riser. g) Ends of handrails shall be returned to a wall, guard or the walking surface. City o!'Carlsbad 08-0558 April9,2008 • CORRIDORS 23. Doors should not project more than 7 inches into the required corridor width when fully opened, nor more than one-half of the required corridor width when in any position. Section 1008.1.5. Please show it on plans for doors 1802 and 1016. • EXIT SIGNS 24. A tactile sign stating "EXI.T" and complying with ICC A 117 .1 shall be provided adjacent to each door to an egress stairway, an exit passageway and the exit discharge. Section 1011.3. 25. Show two sources of power for the lamps at exit signs. Section 1011.5.3. 26. Show that the means of egress path will be lighted with at least one foot candle at floor level. Section 1006. 27. Show separate sources of power maybe required for exit illumination. Review Section 1006.3. • MISCELLANEOUS LIFE/SAFETY 28. See attached lists for: electrical, .energy, plumbing and mechanical corrections. • ACCESSIBILITY 29. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. • ADOITIONAL 30. A foundation/soils investigation is required for all projects in Seismic Design c·~teg6rl¢ft,··o:·, t qrf:. Section 1802.2. 31. Provide a copy of the project soil report prepared by a licensed civil engineer. The report shall incluoe foundation design recommendations based on the engineer's findings. 32. Provide skylight details to show compliance with Sections 2404 and 2606.5, or specify on the plans .the following information for the skylight( s ): a) Manufacturer's name. b) Model name/number .. c) ICC approval number, or equal. 33. Please remove from the plans the note that reads: "NOT FOR CONSTRUCTION". City of Carlsbad 08-0558 April 9, 2008 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 describe them _and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: a Yes a No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, S1.1ite 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 Sergio Azuela at Esgil Corporation. Thank you. + ELECTRICAL & ENERGY PLAN REVIEW + 2005 NEC + PLAN REVI_EWER: Morteza Beheshti 34. Please complete the hexagonal notes on the single line diagram. 35. Show or note on the plans the tn~thod used to limit fault currents to 10,000 amps or lower on branch circuits. 36. If utilizing a series.,rated system, note on plans: "Overcurrent device enclosures will be identified as series-rated and labeled in accordance with NEC 110-22" and" The overcurrent devices shall be AIC rated per manufacturers. labeling of the electrical equipment". • ENERGY CONSERVATION 37. ihe mechanical engineer and the envelope designer must sign the imprinted MECH-1-C and ENv-1.:.c forms respectively. Note:· If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a c.9gy) where the corrected items have been addressed on the plans. , ·· Ci~y of Carlsbad 08-0558 April 9, 2008 PLUMBING and MECHANICAL CORRECTIONS PLAN REVIEWER: Eric Jensen ARCHITECTURAL PME ITEMS 38. Parts of this tenant improvement may be classified as a Group "L" occupancy. If this is the case, certain mechanical and ventilation requirements required by CBC section 443 must be met. Please respond as to the applicability of this Article section, and, if applicable, provide the various Code requirements. 39. An elevator machinery room is required to be separated from the remainder of the building by fire barriers (706) and horizontal assemblies (711 ). Please detail how these ratings will be maintained for the mechanical openings shown. IBC 3006.4 40. Detail compliance for protection of ductwork and/or fan systems (and) the distance of supply intakes from exhaust terminations when using the pressurization alternate to the standard lobby separation requirement for elevators found in IBC 707.14. 41. Provide data on the proposed hazardous materials to be stored and used. IBC 414. Present the description of the hazardous materials in a format that coincides with the material classifications found in IBC Tables 307.1 (1) and 307.1 (2). · • Clearly show the types of hazardous materials being stored or used. Provide a list of the proposed hazardous materials; include the material safety data sheets (MSDS), if applicable. • Clearly show the amounts for each type of hazardous material to be stored and in use. • Clearly show the locations in the building where each type of hazardous material is being stored or used. • Note: If hazardous materials are present in any amount, forward this information to the mechanical designer for design compliance with UMC Chapter 5. 42. Include a-separate floorplan and a Technical Report as described in IBC 414.1.3 for "H" occupancies, if any exist. PLUMBING {2006 UNIFORM PLUMBING CODE) 43. Drinking fountains are required by UPC Table 4-1 for this occupancy type (if the occupant load exceeds 30). Review the requirements of this Table and provide as necessary. 44. All water supply systems that have quick closing valves installed therein (washing machines, flush valve fixtures, sensor equipped fixtures, etc.) shall have devices installed to control the effects of water hammer. Please detail. UPC 609.10 · · City of Carlsbad 08-0558 April 9, 2008 45. Floors shall slope to the floor drain(s) location(s). Please detail on the architectural floor plans. UPC 411.4 46. Provide gas line plans and calculations showing gas demands, pipe lengths, and pipe sizing. UPC 1217.0 (boiler(?), LPG .(propane(?) for water heater?) 47. Detail the gas regulator requirements: An accessible shut-off valve installed upstream of the regulator itself and vent to the exterior. UPC 1211.10. 48. Include the gas piping sediment trap installed as close as possible to the appliance inlet with the plumbing design. Exceptions: Appliances with an internal sediment trap,(or) ranges, clothes dryers, gas fireplaces, and outdoor grilles. UPC 1212.7. 49. Hot water supplied to a public use lavatory or any bathtub is limited to a maximum temperature potential of 120 degrees. Detail how this temperature limitation is achieved. Note: The water heater thermostat may not be used for compliance with this Code section. UPC 413.1 & UPC 414. 50. Provide the following information concerning the water heater: • Provide combustion air design: Show opening sizes and routing of ducts. UPC 507.0 • Detail the water neater vent installation: Size, routing, slope, and termination location (Minimum 8' from vertical surfaces). UPC 510.0 • An expansion tank or other approved device is required if system pressure relief is not available due to the installation of backflow devices or certain pressure regulators. Please address. UPC 608.3 MECHANICAL (2006 UNIFORM MECHANICAL CODE} 51. The architect (See above) is addressing the potential for "L" occupancy. Please review with the architect if any "L" occupancies exist at this facility and address the mechanical design or responses accordingly. 52. Provide smoke detection in the supply air duct of an "air-moving system" for required shut-off of equipment for smoke control. UMC Section 609.0 I see the SD symbol on the new air .handler however it has no return air, only the CAV equipment has a possibility of recirculation of contaminated air. Review these ceiling installed units for applicability of the minimum 2,000 CFM potential. • An ''air-moving system" is a system designed to provide heating, cooling, or ventilation in which one or more air-handling units are used to supply air to a Gommon space or to draw air from a common plenum or space. UMC Section 203.0 City of Carlsbad 08-0558 April 9, 2008 53. Mechanical room 1012 has a large exhaust duct shown with a SFD: Is a damper approved for this use (and) another duct is shown penetrating the same wall without a damper? 54. If mechanical equipment (including the roof access ladder scuttle) is installed within 1 0' (Building C -1013.5) of the roof edge, fall guards must be provided (A parapet works, if tall enough). Please address. 55. Detail the primary and secondary mechanical condensate waste design: Pipe sizing, routing, and termination areas. UMC 310.0 & UPC 807.2 56. The electrical mechanical design does not appear to be completed. If the product conveying exhaust ductwork is necessary for flammable vapor dilution or to convey hazardous materials to the exterior, standby-power is required. Please detail. 57. Outside air for the new air handler (AH2) is shown where? 58. Describe compliance with UMC 1117.8 for the chiller system pressure relief valve. Show the location of the relief valve on the mechanical plans and detail clearances (20' from openings into the building). 59. Detail the new boiler's flue installation" Sizing, vent material type, and termination location. 60. Include all of the following rooftop terminations: Boiler (both new and existing) true terminations and tl=te vacuum vent termination. ' 61. If exterior eyewash is required by CMC 1130, please add. 62. Ducts containing hazardous material as described in IBC 414.3 shall extend directly to the exterior witllout entering other spaces (exception: LFL less than 25%) and shall not be installed in plenums. 63. Is boiler (2) exterior rated? Is it prote'Cted from the elements, if not? 'Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Eric Jensen at (858) '560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. City of Carlsbad 08-0558 April 9, 2008 DISAaLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 The following disabled access items are taken from the 2007 edition of California Building Code, Title 24. Per Section 109.1, all publicly and privately funded public _accom/llodations and -commercial facilities shall be accessible to persons with disabilities. NOTE: All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24. • REMODELS, ADDITIONS AND REPAIRS 1. When alterations, structural repairs or modifications or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the requirements for new buildings, per Section 11348.2. These requirements apply as follows: a) The area of specific alteration, repair or addition must comply as "new" construction. b) A primary entrance to the building and the primary path of travel to the altered area, must be shown to complywith all accessibility features. ·c) Existing sanitary facilities that serve the remodeled area must be shown to comply with all accessibility features. d) Existing drinking fountains (if any) must be shown to comply with all accessibility features. e) Existing public telephones (if any) must be shown to comply with all accessibility features. • SITE PLAN REQUIREMENTS ~-Clearly show that the site development and grading are designed to provide access to all entrances and exterior ground floor exits, as well as access to normal paths of travel, per Section 11278.1. Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, stairways and handrails, etc. Please clearly show on plans the slope for the accessible routes of travel. • ACCESSIBLE PARKING 3. At least one in every 8 accessible parking spaces shall be served by an access aisle :2::96" ih width and designated as VAN ACCESSIBLE, per Section 11298.3.2. City of Carlsbad 08-0558 April 9, 2008 4. Show that accessible parking spaces comply with Section 11298.3.1 as follows: a) Single spaces shall be 14' wide and outlined to provide a 9' parking area and a 5' loading and unloading area on the passenger side of the vehicle. b) When more than one space is provided, in lieu of providing a 14' space for each space, two spaces can be provided within a 23' area with a 5' loading zone between each 9'0" wide space. c) Each space is to be a minimum of 18' in depth. 5. The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (ih white letters no less than 12" high and located so that it is visible to traffic enforcement officials). Section 11298.3.3. 6. Show that a bumper or curb is to be provided, and located at each space, to prevent encroachment of cars into the required width of walkways, per Section 11298.3.3. 7. Show or note that the maximum slope of the parking surface at the accessible space and adjacent access aisle, in any direction, is s 1 :50 (2%), per Section 1129B.3.4. 8. Show or note on the plans that the accessible parking spaces are to be identified by a reflectorized sign, permanently posted immediately adjacent to and visible from each space, consisting of: a) A profile view of a wheelchair with occupant in white on dark blue background. b) The sign shall ?:.70 in.2 in area. c) When in the path of travel, they shall be posted ?:.80" from the bottom of the sign to parking space finished grade. d) Signs may also be centered on the wall of the interior end of the parking space ?:.36" from the parking space finished grade, ground or sidewalk. e) Spaces complying with Section 11298.4.2 shall have an additional sign "Van-Accessible" mounted below the symbol of accessibility per Section 11298.4. f) In addition, the surface of each accessible space is required to be marked with the international symbol of accessibility. 9. Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each, stall or space. The sign shall be ?:.17" x 22" with lettering not s1" in height. Per Section 1129B.4 required wording is as follows. "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing .placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at ______ or by telephoning --,------" City of Carlsbad 08-0558 April 9, 2008 • DOORS 10. Show or note that all hand-activated door opening hardware meets the following requirements, per Section 11338.2.5.2: a) Latching, or locking, doors in a path of travel are operated with a single effort by lever· type hardware, by panic bars, push-pull activating bars, or other hardware designed to provide passage without requiring the ability to grasp the opening hardware. b) Is to be centered ;:.:::30" but S44" above floor. 11. Show or note that the maximum effort to operate doors shall not exceed 8-½ pounds for exterior doors and 5 pounds for interior doors, with such pull or push effort being applied at right angles to hinged doors and at the center plane of sliding or folding doors. When fire doors are utilized, the maximum effort to operate the door may be increased to not exceed 15 pounds. Section 11338.2.5. • STAIRWAYS AND HANDRAILS The following provisions apply to stairways with one or more risers, per Section 1002.1. 12. Show that handrails are provided on each side of the stairs, per Section 11338.4.1.1. Exception: Private stairways 30" or less in height may have handrails on one side only. 13. Provide sections, details or notes to show that handrails are to be located ;:.:::34" but S38" above nosing of treads, per Section 11338.4.2.1. 14. Show that handrails extend a ~12" beyond top nosing, and ?::12"-plus-tread-width beyond the bottom nosing, per Section 11338.4.2.2. Please show the extensions on the plans (sheet A7.20). 1'5. Per Section 11338.4.2.6.1, provide details, sections or notes to show that handgrip portions.of handrails are: a) ~1 ¼" and S1 ½11in cross sectional dimension. b) The shape may provide an equivalent gripping surface. c) The handgrip portion shall have a smooth surface, without any sharp corners. 16. Stair treads shall be no less than 11" deep, measured from riser to riser. Section 11338.4.5.3, This ppplies eve11 if basic UBC provisions may allow a narrower tread. · · ' City of Carlsbad 08-0558 April 9, 2008 17. Show or note that interior stair treads are marked at the upper approach and the lower tread of each stair, by a strip of clearly contrasting color, per Section 1133B.4.4, as follows: a) At least 2" wide (but not more than 4" wide). b) Placed parallel to and not more than 1" from the nose of the step or landing. c) The strip shall be as slip resistant as the other treads of the stair. 18. Note that all tread surfaces comply with Section 1133B.4.5, as follows: a) Open risers are not permitted. b) Stair treads shall be no less than 11" deep, measured from riser to riser. c) Be slip resistant. d) Have smooth, rounded or chamfered exposed edges. e) Have no abrupt edges at the nosing. • SANliARY FACILITIES • Please show on plans full compliance for all existing Sanitary Facilities. Additional corrections may follow. 19. Show that passageways leading to sanitary facilities have required clear access widths, per Section 1115B.5. Show that all doorways have: a) ~32" clear opening. b) A clear area: i) ~60" in the direction of the door swing. ii) ~44" away from the direction of door swing. c) All strike edge clearance dimensions are required to be met (i.e. 18" strike edge distance). 20. Note that the doorways leading to sanitary facilities shall be identified, per Section 11158.6', as follows: a) An equilateral triangle ¼" thick with edges 12" long and a vortex pointing upward at men's rest rooms.· b) A circle¼" thick, 12" in diameter at women's rest rooms. c) A 12" diameter circle with a triangle superimposed on the circle and within the 12" diameter at unisex rest rooms. d) The required symbols shall be centered on the door at a height of 60". e) Braille signage shall also be located on the wall adjacent to the latch outside of the doorways leading to the sanitary facilities, per Section 11178.5.1. City of Carlsbad 08-0558 April 9, 2008 • MULTIPLE ACCOMMODATION SANITARY FACILITIES FLUSH PCTNATOO ON WIDE SIDE-- 59" MIN. AT FLOOR-MOUNTED W.C. WHEN DOOR SWINGS IN 56" MIN.AT WALL-MOUNTED W.C. WHEN DOOR SWINGS IN 54" MIN. 36" MIN. z GRAB BAR Si 60"MIN. 42" MIN: GRABBAR --, I // I 1 34" I · MIN. CLEAR I / /1s· MIN. 60" MIN. DIAMETER \ CLEAR / \' / ___ / ....-----~ 30" X 48" I CLEAR SPACE I I L __ _ 44" MIN. CLEAR r-- 1 I I I I I City of Carlsbad 08-0558 A,pril 9, 2008 21. Show that the accessible rest room is to be provided with a 60" minimum diameter clear space measured from the floor to a height of 27 inches. NOTE: Doors (other than the door to the accessible toilet compartment) in any position may encroach into this space by n0t more than 12 inches, per Section 1115B.3.1. END OF DOCUMENT I, 'City of Carlsbad 08-0558 April 9, 2008 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: Sergio Azuela BUILDING ADDRESS: 2110 Rutherford Rd. BUILDING OCCUPANCY: A-3, B, S-1 & L BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Tl 15233 Air Conditioning Fire Sprinklers TOTAL VALUE. Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance I ,;. I Plan Check Fee by Ordinance __ 1..-j Type of Re.View: 0 Complete Review D Other PLAN CHECK NO.: 08-0558 DATE: April 9, 2008 Blackmore/ Genoptix/TI TYPE OF CONSTRUCTION: V-B Reg. VALUE ($) Mod. 533,155 533,155 $2,037.151 $1,324.151 D Structural Only D Repetitive Fee =8 Repeats Hourly I Hour * D ,___ __ ---~ $1,140.801 Esgil Plan Review Fee Comments: Sheet 1 of 1 macvalue.doc ' - FER13U~QN PAPI; BAl,_O'.WIN, , , :ARCHlT-EC'.T'S December 08, 2008 ~ Building Permit Department City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 760-602-8558 Subject: Dear Sirs, Plan Change to Permit No. CB 080558 Genoptix Medical Laboratory Laboratory Expansion T.I. 211 0 Rutherford Road Carlsbad, CA 92008 A stair (and related work), new Office 1035, and modified Office 2301 has been deleted from the scope of work. Therefore, the related demolition and new work needs to be removed from the permit. Following is page-by-page description of changes to the above mentioned Permit: 1. SheetT1.1: a. First Floor 'Area of Tl' changed to 12,960, Second Floor 'Area of Tl' deleted. b. Sheetlndex updated: sheets A0.2B, A7.2, A7.3, S-5, SD1, SD2, and E3.2 are deleted from the scope. 2. Sheet T1 .2: 'Area of Tl' changed to 12, 960 sf total. 3. Sheet T2.1: New stairs and Office 1035 deleted from scope. Exiting is unchanged. 4. Sheet T2.2: Stair and modified Office 2301 deleted from scope, area remains 'as-is'. Exiting is unchanged. · 5. Sheet A0.1A: Portion of demo removed from scope; Open Office 1035, Offices 1036 and 1037. 6. Sheet A 1.1: Area of Work graphic bubble red_uced. 7. Sheet A2.1: Stairs and offices removed from scope. Remains 'as-is'. 8. Sheet A2.1A: Stairs and Office 1035 removed from scope. Remains 'as-is'. 9. Sheet A2.2: Stairs and Office removed from scope. 10. Sheet A2.2A: Details 2 and 3 are removed from the scope. 1'1. She.et A2.4: Doors 1035 and 2301 are removed from the scope. 12. Sheet A2.5': Window W17 is removed from the scope. 13. Sheet A2. 7: Stair Lobby 1035 and Office 1035 floor pattern removed from scope. 14. Sheet A2.8: Bottom right and left floor pattern details deleted from scope. 15. Sheet A3.1: New ceiling work removed from scope. 16. Sheet A9.3: Detail 8 deleted from scope. 17. Sheet S-2: 'Area of Work' for new stair deleted from scope. 18. Sheet S-3: 'Area of Work' for new stair deleted from scope. 19. Sheet M2.1: Area of ductwork demo removed from scope. 20. Sheet M4.1: Area of new ductwork and cross corridor duct shafts deleted from scope. 21. Sheet M5.1: ·Stair graphic deleted from scope. 22. Sheet M6.1: Stair graphic deleted from scope. 23. Sheet E2.0: Stair graphic deleted from scope. 24. Sheet E2.1: Portion of demo ceiling work deleted from scope. 25. Sheet E2.2: Portion of new ceilings and stairs deleted from scope. James T. Ferguson AIA Vice President Philip J. Pape AIA Vice President Kennon w. Baldwin AIA President Theodore R. Breunich Vice President CFOAndrew s. Darragh AIA Principal ArchitectDaniel E. Rosenberg AIA Senior Associate 701 B Street Suite 200 San Diego CA 92101 619 231 0751 Fax 619 231 4396 www.fpbarch.com --=> 3 4 . ' . ·: .. ' ' . ' Genoptix Medical Laboratory Expansion T.I. City of Carlsbad Plan Change FPBA Project No. 07103 12/08/2008 Page2 26, Sheet E2.3: Portion of demo graphic removed from scope. 27. Sheet E2.4: Stair graphic deleted from scope. 28. Sheet E2.5: Stair graphic deleted from scope. Summary There are no changes to the exiting plan and should not require any additional plan review. These changes as outlined, combined with the marked-up set the City of Carlsbad has on file, should be sufficient to convey this plan change. This will allow the Certificate of Occupancy to be obtained when called for by the Contractor. If you require any additional information or clarification, please let me know, and it will be resolved promptly. Respectfully Ferguson Pape ealdwin Architects David Boyd Project Architect BUILDING PLANCHECK CHECKLIST DATE: ~~ BUILDING A ' ESS: ca060 s:s-e PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: tf:(J -07,0 .,. '9-:J. EST. VALUE: ENGINEERING DEPARTMENT APPROVAL 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. Please review carefully all comments attached; as failure to comply with instructions in this report can result in suspension of permit to build. ., D A Right-of-Way permit is required prior to construction of the following improvements: DENIAL • I Please see t of deficiencies marked with · . Make necessary corrections to plans or specifi ati s for compliance with applicable codes and stan ards. Submit corrected plans and/or specifications to this office for.review. · ~~=----Date: ~8 /~-*'--=====-D.aie: ~;ft? ________ Date: FOR OFFICIAL USE ONLY !NEERING AUTHORIZATION TO ISSUE BUILDING Pl;RNilT: _By: D Dedication.Application D Dedication Checklist D Improvement Application D Improvement Checklist D Neighborhood Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application D Right-of-Way Permit Submittal Checklist and Information Sheet . D Storm water Applk:abiiity Checklist ;Qate: J/~7 '£6 '< ,._) ~ V ,,;,~~-<• • s, ' ,_, < < <, ,, ••• Name: ENGINEERING DEPT.CONTACT PERSON JOANNE JUCHNIEWICZ City of Carlsbad Address: 1635 Faraday Avenue,.Carlsbad, CA 92008 Phone: (760) 602-27?5 CFD INFORMATION Parcel Map _No: Lots; Recordation: Carlsbad Tract: F:1Bu1Lo1N~~~~c1>!!W09'\ve·nue • Carlsbad, CA 9200i3-731-4 • (760) 602-2720 • FAX (760) 60~Q.'0'5"62 @ ·e 1ST 2ND 3RD ·D D ' D D .D D BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow F. Right-of-Way Width & Adjacent Streets B. Existing & Proposed Structures G. Driveway widths C. Existing Street l_mprovements H. Existing or proposed sewer lateral D. Property Lines I. Existing or proposed water service E. Easements J. Existing or proposed irrigation service 2. Show on site plan: A Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining, street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage .of 2% to swale 5' fJ,way from building." · B. · Existing & Proposed Slopes and Topography . C. Size, type, location, al_ignment of ex·isting or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be ·located within proposed driveways, per standards. . 3. Include on title sheet: A Site address Et Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, et~.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST 1 ST 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE · D D D 4a. Project does not comply with the following Engineering Conditions of approval for Project No. ___________ ........, ____ ......., ______ _ D O D 4b. All conditions are in compliance. Date: ____________ _ D CJ D D D D . F:\BUILDING PLANCHECK CKLST FORM.doc DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17,000 • pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: ----------------,------- Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 ½" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Buildir:1g Permit. Attached please find an application form and submittal· checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax . .Dedication ·completed by: _______________ Date: ___ _ IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value · of the construction exceeds $ 82,000 • pursuant to Carlsbad Municipal Code Section 18.40.040. · Public improvements required as follows: _______________ _ Attached please find an application form and submittal · checklist for the public improvement · requirements. A registered Civil 'Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check proces~. The completed application form and the requirements on the 3 . Rev. 7/14/00 I ' [J D D D D D D D D D D D D D D D F:\BUILDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST checklist must be submitted in person. Applications by· mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. lmp~ovement Plans signed by: __________________ _,__ __ Date: ---- 6.b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please. submit a recent property title report or current grant deed on the property and processing fee of $430 so we may prepare the necessary· Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as foltows: 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering D~partment. Neighborhood Improvement Agreement completed by: Date: 6d. No Public Improvements required. . SPECIAL NOTE: Damaged or defective improvements found adjacent to building s'ite must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS · The conditions that invoke the need for a grading permit are found in Section 15.16.010 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import,· export and remedial). This information must be included on the plans. 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together ~ith the completed application form . attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: '----------------- 7c. Graded Pad Certification required. (Note; Pad certification may be required even if a grading permit is not require(:!.) 4 Rev. 7/14/00 '• 1ST 2ND 3Ro 'D D' D o· D D o·o D D D D D D 0 D D D D· O· F:\BUILOING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST 7d .No Grading Permit required. · 7e. If grading is not required, write "No Grading" on plot plan, MISCELLANEOUS. PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Heal, Carlsbad, CA 92008. District personnel can_ provide forms and as~istance, and will ·check to see if your business enterprise is on the EWA Exempt List. · You may telephone (760) 438-2722, extension 7138, for assistance. · Industrial Waste permit accepted by: Date: 10. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutaAts to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building -permit, whichever occurs first. 1 a.a.STORM WATER APPLICABILITY CHECKLIST equires PSWP (project storm water permit): # Not required Required fees are attached No fees required 5 Rev, 7/14/00 .. D. D D F:IBUILOING PLANCHECK CKLST FORM.doc BUILOING PLAN.CHECK CH~CKLIST WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during. low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner.for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. • If owner/developer proposes a size· other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the ur:iit. , • Maximum service· and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed tb provide the anticipated demand. (manifolds are considered on case by case l!>asis to limit multiple trenching into the· street). 12b. lrrigati9n Use (where recycled water is not available) · All irrigation· meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guideiines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable wat~r is typically a circled "W". The irrigation service should look like: STA 1 +00 Install 2" service and 1.5:meter (estimated 100 gpm) 2. If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading-plans (w/ a ri~ht of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case · _irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared,· but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at p_oint of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Wbrse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection .6 Rev. 7/14/00 ' .. o· o D · F:\BUllolNG PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST 3. In general, all major sloped .areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the .project is only SFD with no HOA). As. long as the project is located within the City recycled' water service boundary, the· City intends on switching these irrigation services/meters to a new recycled water line in the future. 12c. Irrigation Use (where recycled water is available) 1.. Recycled water meters are ·sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water; then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recyc_led water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, iOhey front a street which the recycled water -is there, bµt is ,not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line. is · ch~rge~ with recycled water by CMWD, then the applicant can apply for a refund to the San Diego· County Water Authority (SDCWA) for a refund. However,. let the applicant know that we cannot guarantee the refund, and - they must deal with th_e SDCWA_forthis. I . 7 Rev, 7/14/00 ) ENGINEERING' DEPARTMENT' -, , FEE CALCULATION WORKSHEET stimate based on unconfirmed information from appliqant. --' . ~ ~ Calqu_lation based on bu'ilding lancheck plan submittal: : Addres$: _ :~ldg. Permit No. CE -C?3 D SS6 ~ .... EDU's~ r -? { Types of· Use:---....-------Sq. Ft/Units: ___ ----,-----------------EDU's: _____ _ AOT's: __ / ___ 8 __ Types of Use:-.-----~-ADT's: _____ _ -FEES REQUIR.m;__/"' -· -WITHIN CFO: @<es (no bridge & thoroughfare fee in District_.#1, reduced Traffic Impact Fee) ONO . ~ PARK-IN-llEU FEE l'ARk AREA & #: -.-........... - FEE/UNIT:..,......--,-_.... X NO. UN.ITS: RAFFIC IMPACT FEE _ . _ ADT's/UNITS: _ / 6 · _ X FEE/ADT::, -.> Q _ ·f2 _=$ ( - =$ ~o / , ·.· f/Y.aRIDGE AND THOROUGHFARE FEE (DIST. #1 ~ DIST. #2 __ DIST. #3 _-_)' ' _ ----· ADT's/UNITS: _ X F(:E/ADt:.-____ ___ ;;. . .fd./14:ACILITIE~--S.NMIT.~SNQA.GFTE··.M: ENT FEE-ZONE: _ r·, -; , X, FEE/SQ;FT,/UNIT:._-___ _ SEWER'FEE -EDl)'s: -f ) ( -_ X FE~EDU:~ BENEFIT AREA: _F ___ EDU's: ,2/ X -FEE/EDU:~9 =$ # =$. § ' / =$ 3J?e 9 8, =$ 65'7.'Y?/ . ~-SEWER LATERAL ($2;500) -(!faV7· DRAINAG~ FEES -PLDA ... · ---.-- -ACRES. __ . .__,.-__ X FEE/AC:._--...... 1 __ ~-POTABLE WATER Fees -UNITS' CODE CONNECTION FEE . METER FEE =$ ¢ =$ ;t2 HIGH ___ /LOW __ SDCWAFEE SDCWAFEE 1 of 2 F:\F.EE CALC::ULATION WORKSHEET.doc Rev. 7/14/00 ' i I '! ! .,, •. J ,'t \. ---------L~- t t7 ~ (J/J7) -;. /, >tt U-- ~~ 8j(/W(c17-2 )" it? ..,, slC~~7 cJ) ~ ~ File,· edit" ~ew DocumE;lnt Tools Window Help t;; r~ ,.••j ,,' < ),,', 1· · ·,-··1.i:i,i·vl ' ' ~l& ,, . 1 ii JIREMENTS DETAILED SCOPE OF WORK . lf'. rS-ID_E_W-IT_H_O_UT_ll-l_E_U~S-E_O_F_A __ ---t-1-5.-22-5-.0-0-S-.F-_-O~F-T-EN_A_NT_l~M-PR_O_\_~_M_E_N_T_S_~-~C-E_-_.:,__ __________ -1_1 ____ ~-~-~u [~ ,C: 7 CBC SEC. 1008.1.8). INCLUDES EXISTING LAB AND OFF.ICE SPACE AND TRANSFORMATION OF EXISTING USE : l_-,-: HJWING AN OCCUPANT LOAD , WAREHOUSE INTO NEW LAB SPACE. ~ 1ORSHIP,,KEY LOCKING i' °:'. . E THERE IS A RE1\Dll Y VISIBLE, AREA OF EXISTING $PACES TO SE Al TERED: ~ f ii .: TI-¾IS DOOR SHALL.REMAIN / • ·' C SEC. 1008.1.8.3). W,A.REHOUSE 1st 6,172 SF -6,172 SFTO LAS f. DOVER ANY REQUIRED EXIT LAB 1st 7,061 SF -7,061 SF TO REMAIN LAB t ·. OVTTHEUSEOFAKEY,TOOL, OFFICE 1st 1,542SF-97SFSFTO.LAB,745TOREMAINOFFICE [< i S GRILLS, GRATES QR 2nd 450 Sf -97 SF DEMO FLOOR AREA 253 SFTO REMAIN OFFICE l: ·· 1 ROVED RELEASE DEVICE FOR TOTAL 15,225 SF Jt-4 ,z.. ~l'-c- '-: RIOR SIDE FOR THE PURPOSE ,fo 1 · 0 N RF.QUIRED BY THE le · ,5.__ ~ 1 ID . 008.1.3.5). «-- ;, E 1:-5 E 'WITH 2007 CBC SEC. f003. l tl . ' <( I,, $ TRAVEL WHERE SERVING AN t ROUP H OCCUPANCY (2007 CBC t ! (t,I, l'~ PROPOSED: LAB OFFICE 'fOTAl 14,030SF 998SF 1 $,02.8 SF (15,225 SF -197 SF DEMO FLOOR AREA) 2. THE ONE SUB- SCHI CON SHO' DUR occ /\NO Ct.AF 3. DIMI:: ELE\, ESTI CON· SIZE: EQU TOT' j t · 7 CFC SEC. 1011 .2) ANO HAVE A ! 8. '11.5.3. · 4. CON' j AOVi t~::: , Af-JOIES SITE ~) IN W.::J ~\,. ~~--4z.:a0,;·sa:oa i;-·tt; -, · :.: :-'""'---:--=~.:;.,;,::.;:~_.i.::;.,j,,_-;:--,--__,,.-r,,--..,.;...,,.a---,.,,:::::=:;=:==:--:*"~~~~~~....-.~.,.....,..,....,,..7'.""""'~==------,j !~ f:::i . · 1: fl,~] f! · 1 i of 1 ·_1) ~fr F' :r,i,:j, ·-i~~-,: ' ·.:· ,· : ' I [j' bd '!.JU -= L:'.:J ' . , .. '. -',_ ....... ~· '., ,, ' ;.,, .. , -•· ...... ·1>~ .. .L -'~_\:,\,.~. :.,." ,, .'.' , ' ,, . '... [•,' ff; ;u o ~~,,i._ ~ vr,\.J 1? 7 /J!1 1ll:) ~ -~ • ~ .$ 2 "' "" 0 Cl ~ >, ~ .c ~ ~ .,. .,;_ (.) ~ Q) ..c .c: (.) ·(.) C: C: "' "' a: a: IB,] D 2 "' Cl ~ ij .,,_ (J ., .c: (J C: "' ·a: 0 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB t)f;O~t;jf} Address 1-ll O ~v~fo~O ~. Planner ---'G=i ..... na=-a,,.R=u=iz __________ Phone (760) 602-4675 APN: . 12-l'l · "It)• ,z;z_ ----------,--------------------------,------Type of Project & U_se:_---fl_. _________ Net Project Density: DU/AC Zoning: C~t::1 General Plan: f' I· . Facili,ties Management Zone: ~_£5 __ _ CFD (in/out) #_Date of participation: · Remaining net dev acres: __ _ (For non-residential development: Type of land used created by this permit: ______________ ....:.........:...-----/ Circle One Legend: !ZI Item Complete @tern Incomplete -Needs your acti~n · Environmental Review Required: YES __ NO -;( TYPE . DATE OF COMPLETION: _______ _ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: pa O 0 Discretionary Action Required: YES_.·,_ 'NOL TYPE ___ _ APPROVAURESO. NO. ______ DATE __ PROJECT NO.----------- OTHER RELATED CASES: __________________ _ Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval:. _____________ ----_______________ _ [300 . Coastal Zone Assessment/Compliance Project site located in Coastal ·zone? Y~s~:~9·. X. GA 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): ~ o_ c.r ·· .'' Ha'b1taU/lanage~'ent'P1~n: · ,, · ·.. .:· · .:~ :',. ,_-. Ii · . · ,;. < ,.t·\·,. \· i :Data~Ent,y-Oompleted?YES'·~ NO -~ '" ; . ; :: t ,: : i . .: • .. :\:, , • , , < ··1 .1, ';:-. .~:Jf pr.oP,etty h~$::hiabitatiTyp~_Jp~nfified fn TabJe·t~;, ef 'IJ-IME?, :0.ci-rnplete,H.MR.,Perm.it.ap.Plication and : , • assess .fees in Permits.Plus.,-,-·, .. · · . · . : · · · :· .1. \. ;, ·-i • · • •. ~ • ... • • .. : ·,..., f ~ -. ' ~ / I _. ' • " t f ¥ , ', ,: r t -, l • l • . , , I.~ ,i , ', ' i • ~ • • . I • • • i · ·. , , ,(A/P/Qs, Aqtivity Mai,ntena~AE:r, ente,r CBft, tpol~ar, Sqr~ens.,, Hfy1P F13es, ~~ter ~?~es qf Habitat Type · ''impacted/taken, UPDATE!) ·· .1' , ,. t 1 • • • , · , , -t·':.r .. ~.'I ·{· 1t. ',· _'•J ti '~\~. l'.:\:' 1 ! 1·;·~ "i .··,,' .. r -~-': ,\.: l2SI O D ln·clusionary Housing Fee required: YES:.-,. i.',l NO-.Ji. ,\: ; ;\ , · ,-: · : : , , 'i i (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 YIN, Enter Fee, UPDATE!) . H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 3/06 >' ,, !XJDD OOD D C&lDD ~DD B1 DD ~lDD ~ite Plan: ~rovide a· fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and P.roposed structures, streets, existing. street improvements, right-of-way width, diniensiolia'I setbacks and existing topographical lines -(including all side and rear yard slopes). P:rovide legal description of property and assessor's parcel° number. I i ' Pplicy 44 -Neighborhood Architectural Design ~u.idelines 1.: Applic~bility: YES ___ NO >( . 2.: Project complies YES __ NO __ _ ' Z~ning: ti/k 1. : Setbacks: : Front: :, Interior Side: : Street Side: '.Rear: 1 1Top of slope: I ' Required ______ Shown _____ _ Required Shown _____ _ Required Shown _____ _ Required Shown _____ _ Required Shown _____ _ 2. ',:Accessory structure setbacks: t,5 / A \Front: . . ',Interior Side: $treet Side: Rear: Structure separation: I I 3. ll.ot Coverage: I 4. Height: i I 5. p:arking: I Required Shown Required Shown Required Shown Required Shown Required Shown Required Shown OK TO ISSUE AND ENllERED APPROVAL INTO COMPUTER (J1UP leu11,, DATE (;,t 'f .o~ H:IADMIN\COUNTER\BldgPlnchkRevChklst i Rev 3/06 Carlsbad Fire Department Plan Review Requirements Category: TI , INDUST Date of Report: 05-07-2008 Name:· Address: Permit#: CB080558 RENO CONTRACTING INC SUITE201 1650 HOTEL CIRCLE NORTH SANDIEGOCA 92108 Job Name: GENOPTIX: 15233SF TI Job Address: 2110 RUTHERFORD RD CBAD BUILDING DEPTct COPY Reviewed by: --r-#.4,__,,~~'1;1--- I~E ifi!! ,C@U!"~Bti mtfllsubmitted for review is incomplete. At this time, this office cannot adequately conduct a re"."iew to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plap,s and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0002768 [MET THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONbITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 05/07/2008 By: GR Action: AP ,;/ R2H Engineering, Inc. GENOPTIX TENANT IMPROVEMENTS FOR Structural Calculations FERG·USON PAPE BALDWIN ARCHITECTS BUILDING DEPARTMENT SUBMITTAL SUBJECT: SHEET NO: Stairway Framing •..•.... , ........................................................................................................................ 1 -15 2nd Floor Framing .............................................................................................................................. 16 -20 Columns & Footings ......................................................................................................................... 21 -31 Lateral Loads ..................................................................................................................................... 32 -40 Reference Cale Pages from Designs of Existing Mezzanine ........................................ REF 24 -REF 26 Job No.: 0801-3 Designed By: K.B. Date: 3/27/08 Checked By: K.B. Structural Engineering • Construction Management • Forensic 17150 Via del Campo, Suite 306 San Diego, CA 92127 858,673.8416 tel 858.673.8418 fax Other Offices: Idaho Falls, ID Las Vegas, NV Salt Lake City, UT BY_· ______ SUBJECT 7TA1AWA"f ~,A/:~ WA:( .Ff26MIN ~; r . (21/,;/ X f ISO k~) .., r:}'J ~' . • . (,_:z I l"l.-~ ,'1'"'10 2-5 fh.;:i / '2,$ 1 Nf.,SC, : -= :::: :::: JOB NO. 0801 s DATE ,/t"?/4p, ,. ' SHEET / OF __ z,5 f'lfr. lo~~~ 101.J< 5 p,;~' ~p"i,~ 15'5. rJY-. ;/;GO f JJ-t. '~n R2H Engineering, Inc. ~ PROJECT _____ <i_ENa_V'T_i_t_x ______ _ JOB NO. 0801 ~ DATE __::'3~,/...,;;a;_;;· 8=----- t :, BY------.----SUBJECT. /(£1 ft.A-N ' ~ ~ \)I . I 9) i'-0" _J 3 \)I /".. . <9.~ 1-r·-o· _J s, ~, I I I I I I ·.:: .. SHEET __ tl-_ OF __ _ .22·-,· . l'-1" INSiDE FACE -' 4• OF~ ' ~,. \)11 I 1- • j I c~s (t~wr,J I I It,, I.Jo c; 4: ~ lb. I i-1./, I (_p DD 4 l:er; ;:,74// <:@... c-2 r __ ~_1_6_x:26 ___ +ff---+--_N_l6_~_40 _ _,,__ ___ _.t-tt---"'--i---------1---.•~-~~~ f;,f:~,sr~,~~ \W:. !~ •, - ~ . . 6x26 '. R2H Engineering, Inc. · .. ,.. PROJECT . <if;t-JofTIX --r:r. BY _____ -'--- ~-.. (,z If -::T/<AK.HT ""?T/.Zt!JGEX< 'T~ 'I /3:> (p1--p71--<__ ~ Z...5 r Wpw t:. (CZ.5/ )(°, 0?$ j --= fJ. I~% rt!, w(..L.., ,:::.. ( 2..c;' }(, 100 ) ;::,-6~ 2~1') k,1 RI)(, ~ ~'f.i-ts ) = R~_.,;_ /!t-t· 2'5€> ) -= 1ri1;: c: -G~ie X rz )'"l./ s 6 .. ~8B k.~ · b,828 ~ t, So-o le. I =-<; ... '18 .le.., v/ Jf.:,,o1 Pt>r,,-:t.i~ ~f-ji.1,J ~E=({, I W;pL -:z. ( ~~'7 1 )( ,,05""5) = 0., 1;)8 ~ lvt.-1... '== ('l1S' )(, to<:. ) · +?Pi.~ c 8 i x·.,-pa ~-Y --- ~ ~ ;:. (.EJ1 )( ( '2, .>6 ) - ,1'1 r,_=-{~88 )(1~) 1/B - i::::. o,--z..;;a ~/2 /, lo Le Z.,ok I /2,1-t -k f, f, JOB NO. --.a:O~B"'--""o'-'-1 =->-- DATE -~-'---"-/t..::;;.,~,-::./o:;..>..6..._ __ SHEET __ 7,:-__ OF __ _ .zs1 1.i.-,__;_----1-.,( ~s' k ·:, .. ,,-J f' I ' ), J O:*~·lt.T .,...'!f;;,: li,8 l k ? ,&-(i (.~.-..~UT~ ov-rfor, Rev: 580006 User: KW-0602896, Ver s:s.o, 1-Dec-2003, (c)198_3-2003 ENERCALC Engineering Software Description 12 foot stringer General Information Steel Section: HSS12X4X3/16 Center Span Left Cant. Right Cant Lu : Unbraced Length Distribut_ed Loads DL LL ST Start Location End Location l3 Summary I,,, . #1 0.138 0.250 12.000 I • 12.00 ft 0.00 ft 0.00 ft 2.00 ft #2 Factored Load Combinations .... (1) 1.4D Mu Phi* Mn (2) 1.2D + 1.6L ... Mu Phi* Mn (3) 1.2D + 1.6L + 0.8W ... Mu Phi* Mn (4) 1.2D + 0.5L + 1.3W ... Mu Phi* Mn I Force & Stress Summary _ · ,-._ ; e 111&:dlb\iiZM·iiS eM#M WS 3.937 k-ft 63.954 10.575 63.954 10.575 63.954 5.625 63.954 · Max. M+ Maximum 7.31 k-ft DL _Qn!y_ 2.81 -Max. M- Max.M@Left Max. M @Right Shear@Left Shear @Right Center Deft. Left Cant Deft Right Cant Deft ... Query Deft@ Reaction @ Left Reaction@Rt 2.44 k 2.44 k -0.07-1 in O.OOOin 0:000 in 0.000 ft 2.44 2.44 0.94 0.94 -0.027 0.000 0.000 0.000 0.94 0;94 Title: Dsgnr: Description : Scope: Steel Beam Design .,~••-<1i,>; ? 'i'h •. &-> It I" Job# 08-013 v" Date: 8:11AM, 26 MAR 08 Page 1 08013.ecw:Calculalions ' ~ ~e~:-=~~D 3rd Edition'. 2003 IBC, 2003 NF~ Pinned0Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 Vu Phi *Vn Vu Phi* Vn Vu Phi *Vn Vu Phi *Vn #5 1.312 k 53.056 3.525 53.056 3.525 53.056 1.875 53.056 Fy 46.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. ..:.......- #6 #7 k/ft k/ft k/ft ft ft Beam OK 4>. I i: t& > [ ,: ,. ;; id \I > $ ; ;:;1,; ;;, . \l : ; :Ii . f ,. t ~ t f t;, <<-These columns are Dead + Live Load placed as noted -» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 7.31 k-ft 2.44 2.44 -0.071 -0.071 0.000 0.000 d.000 0.000 0.000 0.000 2.44 2.44 2.44 2.44 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Rev: 580006 User: KW-0602896, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description 12 foot stringer Section Properties HSS12X4X3/16 Depth 12.000 in Web Thick 0.174 in Width 4.000 in Flange Thick 0.174 in Area 5.37 in2 Rt 2.000 in Values for LRFD Design .... J 46.100 in4 Cw 15.70 in6 Title: 'Dsgnr: Description : Scope: Steel Beam Design Weight 18.24 #/ft lxx 91.800 in4 lyy 16.400 in4 Sxx 15.300 in3 Syy 8.200 in3 R-xx 4.130 in R-yy 1.750 in Zx 19.600 in3 Zy 9.000 in3 Job# v/ Date: 8:11AM, 26 MAR 08 ~ ",.u" :;.:;.J.l.'l1'G~'~~~ .. ..,~ - · Rev; 580006 User. KW-0602896, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description 16 foot dog leg stringer General Information Steel Section : HSS12X4X3/1'6 Center Span Left Cant. Right Cant Lu : Unbraced Length 16.00 ft 0.00 ft 0.00 ft 7.00 ft . Distributed Loads DL LL ST Start Location Erid Location ~ Summary lt.••o. #1 0.138 0.250 16.000 I .. #2 Factor~d Load Combinations .... (1.) 1.4D Mu 7.000 k-ft Phi* Mn 63.954 (2) 1.2D + 1.6L ... Mu 18.800 Phi* Mn 63.954. (3) 1.2D + 1.6L + O.SW ... Mu 18.800 Phi* Mn 63.954 (4) 1.2D + 0.5L + 1.3W ... Mu 10.000 Phi* Mn 63.954 ,· Force & Stress Summary ~at:¾ !#S * ;;;z;•3 MBMN#lt I ;:,,g;, Max. M+ Max. M- M.ax. M @ Left Max. M @ Right Shear@Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ... QueryDefl@ Reaction @ Left Reaction@Rt Maximum 13.00 k-ft 3.25k 3.25 k -0.225.in O.OOOin 0.000 in 0.000 ft 3.25 3.25 L, DL _QnJy_ 5.00 1.25 1.25 -0.087 0.000 0.000 0.000 1.25 1,25 Title: Dsgnr: Description : Scope: Steel Beam Design Job# 1'8013 Date: 8:57 AM, 26 MAR 08 Code ~~FD 3rd :_~~· 2003 '.B~, :~~: ~~n Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 Vu Phi *Vn Vu Phi'*Vn Vu Phi *Vn Vu Phi *Vn #4 #5 1.750 k 53.056 4.700 53.056 4.700 53.056 2.500 53.056 Fy 46.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft Beam OK «--These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants .13.00 3.25 3.25 -0.225 -0.225 0:000 0.000 0.000 0.000 ·o.ooo 0.000 3.25 3.25 3.25 3.25 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k $ R2H Engineering, Inc. ...... :· PROJECT _C.._ei_N __ oP....._Tc_,x _________ _ JOB NO. ____.::;_o-=8=0'-'--13>"""---- DATE _';__;_,( 08 ____ _ BY_--'-------SUBJECT_. ________ _ SHEET_~8'--OF __ _ I I~ Po~ un; $,i<?.u-1<:" e:-~ 1 c.c (4 T 1o ~ ' ~· > I. d'-----ffc.1 ___ -,r- «0.- ( 1S "-X:··~s') ~-(1.~ k )( 1, ?5 1 ) + (J, ~ ~ )( o' ) .·+-(!ozz, )(; If> )Y. z.. -~a.., )(16 '}::. f , r,c.. = (1,? 4 Y ~.~' ) ·+ (1 S ~ )( 1:,s') .,... e. + (c.021. )( U:, ) /z ' . ,~ ~ I. 'Pia_ 5', 2 !z If .' :::: -t-. -''-2,'=>?, + 0 ((,, I ·~~ I 0. "'lo tk.. __ ,::::::.. ~,&7 'k :::: ' /ft:, r ~ . Ftt .,.,_ Cf . · ,L)i>·.14·+ (,'7._k.; I ;7k J·:__4,.'?-k..' = -o t... .. / Rb ,'5,'2.5 -1-'2.. G:, ~ +-c +-2, 8 '2. -- (Cal , l<.-b : --$" ,o s I< • = -0,}z. le. 'tb ~Fv = .Cf +- - I Z,82. k I I>, 7~ k.' • Q,G=-7 '<-+ o,.3,2. k. -(.Ka )(o 2-2. 1/r J e ci t: .~ 1 Rev: 580006 User: KW-0602896, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description 16 foot dog leg beam General Information Steel Section: HSS10X4X1/4 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location Point Loads Dead Load Live load Short Term Location 1.1 Summary #1 0.138 0.250 16.000 #1 0.830 1.500 0.250 I - 16.00 ft 0.00 ft 0.00 ft 7.00 ft #2 #2 0.830 1.500 5.000 Factored Load Combinations •••• (1) 1.4D Mu 11.894 k-ft Phi* Mn 65.475 (2) 1.20 + 1.6L ••• Mu 32.859 Phi* Mn 65.475 (3) 1.2D + 1.6L + O.SW ... Mu 32.859 Phi* Mn 65.475 (4) 1.2D + 0.5L + 1.3W ... Mu 17.277 Phi* Mn 65.475 Title: Dsgnr: Description : Scope: Steel Beam Design Job# oBo,~ Date: 12:54PM, 14 MAR 08 Page 1 08013.ecw:Calculations /Si~ 1:i& ;$d ... ·.,;..~~ ' Code Ref: LRFD 3rd Edition, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to-Loads LL & ST Act Together #3 #3 0.450 0.810 11.000 Vu Phi *Vn Vu Phi *Vn Vu Phi* Vn Vu Pt\i*Vn #4 #4 0.450 0.810 15.750 #5 #5 3.930 k 57.877 11.006 57.877 11.006 57.877 5.755 57.877 Fy Load Duration Factor Elastic Modulus 46.00ksi 1.00 29,000.0 ksi Note! Short Term Loads Are WIND Loads. ·__,.; ' #6 #7 #6 #7 k/ft k/ft k/ft ft ft k k k ft Beam OK I Force & Stress Summary i ~ t ;R ii', )iS¥SittH H fii&fN ;p\:§SWnA& ;:"*);g i& tr: 4 ;.;;ib,, -Hath b., i & '** , l •bntt'tll.' ):n ,.,-,,~J MqX. M+ Max. M- Max. -M @ Left Max. M @ Right Shear@Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ... QueryDefl@ Reaction @ Left Reaction@Rt Maximum 22.66 k~ft 7.58 k 6.14 k -0.489in O.OOOin 0.000 in 0.000 ft 7.58 6.14 DL _Qn!L 8.50 2.81 2.30 -0.183 0.000 0.000 0.000 2.81 2.30 <<-These columns are Dead + Live Load placed as noted -->> LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 22.66 k-ft 7.58 6.14 -0.489 -0.489 0.000 0.000 0.000 0.000 0.000 0.000 7.58 7.58 6.14 6.14 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Rev: 580006 User: KW-0602896, Ver 5.8.0, 1-Dec-2003 (c}1983-2003 ENERCALC Engineering Software Description 16 foot dog leg beam Title: Dsgnr: Description : Scope: Steel Beam Design I Section Properties HSS1 0X4X1/4 t·Tu •...,)h,, 1t ;,, :st::!fJ.tiiE H#:t™ii+&~1 f,,: h&, ii, Depth 10.000 in Web Thick 0.233 in Width 4.000 in Flange Thick 0.233 in Area 6.17 in2 Rt 2.000 in Val.ues for LRFD Design ...• J 47.400 in4 Cw 17.10 in6 Weight lxx lyy Sxx Syy R-xx R-yy Zx Zy 20.96 #/ft 74.700 in4 17.700 in4 14.900 in3 8.870 in3 3.480 in 1.700in 19.000 in3 9.960 in3 Job# 0Bo1:1 Date: 12:54PM, 14 MAR 08 Page 2 08013.ecw:Calculalions JOB NO. OBDl3 -~----,. R2H Engineering, Inc .. ··,,· PROJECT ___.,.C@""'---'-N __ o ........ P_-r...,...• __ ,x ______ _ DATE ~ / o8 BY _______ ___ SUBJECT_· ______ _.._ ___ _ SHEET _ _../-'-/_ OF __ _ ,f Pi... -'2-~8/ \.. f'l..(, -4> 77 k n' R£~r ST ~IN (i5'ia.. Wo-=-; I ~ S. -t-(t2.1 ) l. 010 ) <:.. , Z $"S i.;, Wt,..""- .... , ?$~ -,.... lun ... z:; ,$"t>~ I I~ 'Ob[i 'Poi. ,::. ~ Z..,10. L~~ bl-1_, Pu. -~,S,rj-~ z . .Pri_ -~.tf-1.t. ! l \ l \ '-'--! z IX... e-,"&,k '-'--:3 ,t $, (, c;;~ !> f ...... t, -' '/" \' \ \ t \ 1 ...... J ! ' H~ 12 . .:>: 4;1 34 '$ere--co1"1 AJ 1 ~ our f vr ~ 1 .Dl. · 2.6cJ I<. 01... i.~, c... l,I_ ,. 4--7 Ir. '\, Rev: 580006 User: KW-0602896, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Soflware Description 17 foot bent stringer General -Information Steel Section: HSS12X4X3/8 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads #1 DL 0.138 LL 0.250 ST Start Location End Location 17.000 17.00 ft 0.00 ft O.bO ft 2.00 ft #2 Point Loads #1 #2 Dead Load 2.810 Live Load 4.770 Short Term Location 12.000 I Summary I Bl Factored Load Combinations .... (1) 1.40 Mu 21.154 k-ft Phi* Mn 126,615 (2) 1.2D + 1.6L. ... Mu 57.042 Phi *Mn 126.615 (5) 1.2D + 0.5L + 1.0E ... Mu 30.291 Phi* Mn 126.615 J Force & Stress Summary (.,, #5,U 1-#aihi iA@t HUB I MMS»i¥ 5 IQ;,;,* Max. M + Max. M- Max. M@Left Max. M @ Right Shear@Left Shear @ Right Center Defl. Left Cant Deft Right Cant Deft ... Query Def!@ Reaction @ Left Reaction@Rt Maximum 39.43 k-ft 5.83 k 8.95 k -0.380in 0.000in 0.000in 0.000 ft 5.83 8.95 DL __QnJy_ 15.11 2.30 3.46 -0.147 0.000 0.000 0.000 2.30 3.46 Title: Dsgnr: Description : Scope: Steel Beam Design Job# 0802; Date: 8:51AM, 26 MAR 08 , Y f·"'- Page 1 08013.ecw:Calculations Code Ref: LRFD 3rd Edition, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL·& ST Act Together #3 #4 #3 #4 Vu Phi *Vn Vu Phi *Vn Vu Phi *Vn #5 #5 4.840 k 104.030 12.935 104.030 6.894 104.030 Fy Load Duration Factor Elastic Modulus ~ .,.46.0Oksi 1.00 29,000.0 ksi #6 #7 k/ft k/ft k/ft ft ft ,tel Short Term Loads Are SEISMIC Loads. ·-#6 #7 k k k ft Beam OK <<--These columns are Dead + Live Load placed as noted ->> LL LL+ST LL LL+ST @ Center @ Center @ Cants @ Cants 39.43 5.83 8.95 -0.380 -0.380 0:000 0.000 0.000 0.000 0.000 0.000 5.83 5.83 8.95 8.95 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Rev: 580006 · User: KW-0602896, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Soflware t . . ie eic& • Description 17 foot bent stringer Section P_roperties HSS12X4X3/8 w...u~~ .. Depth 12.000 in Web Thick 0.349 in Width 4.000 in Flange Thick 0.349 in Area 10.40 in2 Rt 2.000 in Values for LRFD Design .... J 84.100 in4 Cw 29.50 in6 Title: Dsgnr: Description : Scope: Job# 00017 Date: 8:51AM, 26 MAR 08 Steel Be~m Design ···~·~--~~~--___ J Weight 35.33 #/ft lxx 168.000 in4 lyy 28.900 in4 Sxx 28.000 in3 Syy 14.500 in3 R-xx 4.020 in R-y.y 1.670 in Zx 36.700 in3 Zy 16.600 in3 Rev: 580006 User: KW-0602896, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Sqftware Description 11 foot bent stdnger General Information · .... __,;,,.,~ Steei Section: HSS12X4X1/4 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads #1 DL 0.258 LL 0.250 ST Start Location End Location 11.000 Point Loads #1 Dead Load 2.300 Live Load 3.840 Short Term Location 5.000 I:'" Summary I - 11.00 ft 0.00 ff 0.00 ft 2.00 ft #2 #2 Factored Load Combinations .... (1) 1.4D Mu 14.686 k-ft Phi* Mn 88.320 (2) 1.2D+ 1.6L ... Mu 35.303 Phi* Mn 88:320 (5) 1.2D + 0.5L + 1.0E ... Mu 19.686 Phi* Mn 88.320 Title: Dsgnr: Description : Scope: Steel Beam Design Job# 0801'?7 ./ Date: 9:06AM, 26 MAR 08 f·l4- Code Ref: LRFD 3rd Edition, 2003 IBC, 2003 NFPA 5000 ll " ~~J«~'u1b»lt.~',7 r 'It,.,_,,, • '· ' -~~ · ~~ Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 #3 Vu Phi *Vn Vu Phi *Vn Vu Phi *Vn Fy 46.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi ,te! Short Term Loads Are SEISMIC L~~ds. J ~d.-h,,..,,mt· h'w'l'ao""''~ 'U<t'l' 1)$1' );ei,),'•:f'}')-.;;:-J~·-' •' #5 #5 3.929 k 69.453 8.919 69.453 5.102 69.453 #6 #7 k/ft k/ft k/ft ft ft 1te! Sh~rt Term _Lo~ds ~~,~l.~~.~~.:o: 0 ds. ] #6 #7 k k k ft Beam OK I Force & Stress Summary ken ?$7¾-t' t,. Pi$ ::1a;,:;: ki::i; ! 4A:}rJl:f,:.;;•!ur de ,.,._..,_, < " ;, ;;(;.,,..,..,;,, ¥ ,·, '" • ., •. , •. , , .. , . I§ ., , .. ,. •• "'"'"_) Max. M + Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear @ Right Ce,nter Deft. Left Cant Deft Right Cant Defl ... Query Deft@ Reaction @ Left Reaction@Rt Maximum 24.69 k-ft 6.28 k 5.72 k -o.135in O.OOOin 0.000 in 0.000 ft 6.28 5.72 DL ...Qn!y_ 10.49 2.81 2.60 -0.058 0.000 0.000 0.000 2.81 2.60 <<-These columns are Dead + Live Load placed as noted -->> LL @Center 24.69 6.28 5.72 -0.135 0.000 0.000 0.000 6.28 5.72 LL+ST @Center -0.135 0.000 0.000 0.000 6.28 5.72 LL @Cants 0.000 0.000 0.000 0.000 LL+ST @Cants k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Rev: 580006 Usei: KW-0602896, Ver 5,8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Soflware Description 11 foot bent stringer I Section Properties ~.r;:.;.;:;;_:.;;::;:;;:;;t,~z:J;t..;,#,-. Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design .... J Cw HSS12X4X1/4 12.000 in 0.233 in 4.000 in 0.233in 7.10in2 2.000 in 59.800in4 20.60 in6 Title: Dsgnr: Description : Scope: Steel Beam Design Weight lxx lyy Sxx Syy R-xx R-yy Zx Zy r r11t-,.,....,~,t--·n:w>1'1n~· 24.12 #/ft 119.000 in4 21.000 in4 19.900 in3 10.500 in3 4.100 in 1.720 iii 25.600 in3 11.700 in3 Job# Date: 9:06AM, 26 MAR 08 Page 2 08013.ecw:Calculations BY_--'--'-------SUBJECT ~f/41R WA."( ,~., 4,,1:> JOB NO. ore /3 DATE ~/r~/46 SHEET _ __,_,,/0~ OF __ _ tuoL ~ {l,o ' J: fJ ?Zld:fa)+-(3,; i ){, o lo1kiP.) = , o~7 i£( WLL. 1:::.. (t. DI }{ ,./Ob ) = ; /Ot> ~Ii 11~(.. ~ ~PM ll 1 861, $T.i.ll'I<,€~ ~ 0;45 e,_ ' = 'Z.,~C>!.L DI, fzu---<>!'81 4 f+u... = ?,Ii __ le I~~ =-(I 2,,;;,' J(,;<a )-.:.. ',c;--,/· ·== L-~ k. , "-OL- Q ( ' , )( ) _ .3-2 £.: = l, J 11 k ( '2 l-t.. ::_ ( 2~ 7 • (lob --D l ~, f4-.. £?3 c:f '' !1' ·~!. I • I \ ? \ e 0,/82.. o/, C 0, /(,c w I ,f_ /f ,i 2. ~U> Wlf C{/ .A-V avffef. Rev:· 580006 User: KWa0602896, Ver 5.8.0, 1-Dec-2003 · (c)1983-2003 ENERCALC Engineering Software Description FB-1 General Information Steel Section : W16X26 Center Span Left Cant. Right Cant Lu : Unbraced Leng.th 20.00 ft 0.00 ft ,0.00 ft 2.00 ft · Distributed· Loads I DL LL ST Start Location End Location Point Loads Dead Load Live Load Short Term Location Summary # 1· 0.067 0.100 20.000 #1 0.450 0.810 12.000 I .. # 2 #2 2.600 3.120 16.000 i=actored Load Combinations .... (1) 1.4D Mu Phi* Mn (2) 1.20 + 1.6L ... Mu Phi* Mn (3) 1.20 + 1'.6L + 0.8W ... Mu Phi* Mn (4) 1.20 + 0.5L + 1.3W ... 20.670 k-ft 165.750 45.908 165.750 45.908 165.750 Mu . 26.510 Phi* Mn 165.750 I Force & Stress Sµmmary Iii¼:;, t1ek'!ilhf?U·-MWMw¥ Hst&,Ci-,,t ..... ;;;g;;;,,? Max. M + Max. M- Max. M@Left Max. M @ Right Shear@Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ... QueryDefl@ Reaction @ Left Reaction@Rt Maximum 32.38 k-ft 3.84 k 8.75 k -0.253in O.OOOin 0.000 in 0.000 ft 3,84 8.75 DL ...Qn!L 14.76 1.77 4.07 -0.115 0.000 0.000 0,000 1.77 4.07 Title: Dsgnr: Job # 680 J"? Date: 1 O:OOAM, 26 MAR 08 Description : Scope: Steel Beam Design Code Ref: LRFD 3rd Edition, 2003 IBC, 2003 NFPA 5000 Pinned0Pinned Bm. Wt. Added 'lo Loads LL & ST Act Together #3 #3 0.930 0.820 17.000 Vu Phi. *Vn Vu Phi* Vn Vu Phi* Yn Vu Phi* Vn #4 #4 .#5 #5 5.700 k 115.978 12.372 115.978 12.372 115.978 7.225 115.978 Fy 50.00.ksi -..,._..,j Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft Note! Short Term Loads Are WIND Loads. #6 #7 k k k ft Beam OK <<-' These columns are Dead + Live Load placed as noted -» LL . LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 32.38 k-ft 3.84 8.75 -0.253 -0.253 0.000 0.000 0.000 0.000 0.000 0.000 3.84 3.84 8.75 8.75 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Rev: 580006 User: KW-0602896, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description FB-1 Title: Dsgnr: Description : Scope: Steel Beam·oesign j Section Properties W16X26 g; ;..:~;; .,-,,:$h, ,¼Mn<*'*•* P+ 1-iet5tii8%ii ,;1t·1t; .L~~~,.,- Depth Web Thick Width Flange Thi<;:k Area Rt Values for LRFD Design .... J Cw 15.690 In 0.250 in 5.500 in 0.345 in 7.68 in2 1.360 in 0.260 in4 565.00 in6 Weight 26.09 #/ft lxx 301.000 in4 lyy 9.590 in4 Sxx 38.400 in~ Syy 3.490 in3 R-xx 6.260 in R-yy 1.120 in Zx 44.200 in3 Zy 5.480 in3 K 0.747 in Job# 08017 Date: 1 0:00AM, 26 MAR 08 Page 2 : 08013.ecw:Calculations IJ Rev: 580006 User: KW-0602896, Ver 5.8.0, 1-Dec-2003 (c}198302003 ENERCALC Engineering Software. Description FB-2 General lnforrpation Steel Section : W12X16 Center Span 11.00 ft 0.00 ft 1.50 ft· 2.00 ft Left Cant. Right Cant Lu : Unbraced Length Distributed Loads #1 #2 DL 0.182 LL 0.160 ST Start Location End Location 12.500 Summary II • Factored Load Combinations .... (1) 1.4D Mu 4.038 k-ft Phi* Mn 75.375 (2) 1.2D + 1.6L ••• Mu 7.333 Phi* Mn 75.375 (3) 1.20 + 1.sL + o.aw .•. Mu 7.333 Phi* Mn 75.375 (4) 1.2D + 0.5L + 1,3W ... Mu 4.671 Phi* Mn 75.375 I Force & Stress Summary ,;~ ,%lW¥M Max. M + Max. M- Max. M@Left Max. M @ Right Shear@Left Shear @ Right Center Deft. Left Cant Deft Right Cant Deft · ... QueryDeft@ Reaction @ Left Reaction @ Rt Maximum 5.30 k-ft 1.95 k 1.99 k -o.039in O.OOOin 0.017 in 0.000 ft 1.95 2.54 DL ..Qn.b'._ 2.88 -0.22 -0.22 1.07 1.11 -0.021 · 0.000 0.009 0.000 1.07 1.41 Title: Dsgnr: Description : Scope: Steel Beam Design Job# 680,, Date: 1:19PM, 14 MAR 08 f· 19 Page 08013.ecw:Calculations : Code Ref: LRFD 3rd Edition, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Tqgether Fy Load Duration Factor Elastic Modulus 50.00ksi 1.00- 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Vu Phi *Vn Vu Phi* Vn Vu Phi *Vn Vu Phi* Vn 1.553 k 71.221 2.765 71.221 2.765 71.221 1.779 71.221 <<-These columns are Dead + Live Load placed as noted -->> I.L LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 5 .. 30 2.80 -0.22 -0.40 -0.22 -0.40 1.95 1.05 1.99 1.13 -0.039 -0.039 -0.020 0.000 0.000 0.000 0.017 0.017 0.008 0.000 0.000 0.000 1.95 1.95 1.05 2.29 2.29 1.66 k-ft k-ft k-ft k-ft k k -0.020 in 0.000 in 0.008 in 0.000 in 1.05 k 1.66 k , ~ R2H Engineering, Inc. ,, .. -PROJECT Ce.tJof 'TIX 1':I, JOB NO. 080 I~ DATE ?/ l?/Oa SHEET __ 2-'--J OF __ BY ___________ _ SUBJECT_· ___________ _ (P&..-2 ) 1J ___,,r- ' Ot:,4 L'« ~ll-,r<¼A. ~11 Bill''! ?W,tiN4£1< ~IJMrJ lc,A-p:3, c-r A..,.. IJG,,J f"1€;~. Co#.,J.!i'fl.... N@AA bo,-ro,-, op 5'1"'A)fi.. ; Pi~ ... ~ f / (..4.. ,::;: f 2-01. -- p 2-'-l---- fi>t. ::: f l,v ::! Li f. ~ . ' /Ji:.. -z. Pv.-:!. (t, xt~7, J +-c:z r.4$ x !: J +(,cr1" x f; =-1,08 k (~ ')[ doo ) -r (2 t_,et Y, ~ ) 1-(, B?... Xi:--) = t,(g/ ~ t'b ~ i<. 'I{ 1 e,k f/2S Lt 2<oo"'- %~BJ k 1'41,k -:., . 15".4-ti< f>,(o:5 l( t'l:, oG::, ~ , • R2H Engineering, I: · .. ·. · . PROJECT -----=-q __ ____;..,n-,_,...;_I_X ______ _ JOB NO. 08017:.? DATE ----"'3.,.._,/_o-=8=------ BY ________ --,-SUBJECT ___ ---'-----SHEET_~Z=Z~ OF __ _ c-z. eo,,rrb : C.Af.,..c.. W'r or-et.J71~~ 5.TA/~ '$'($'1":M 7r<..e,l f<l BJO -(:/t;-/I)//'J ~ s '' • r :$~:;.M.-t,<:.. L-~ A a '1b Co\.-'1fi-uJ: Vy'=. ,~, 25 I X JL t:,! '1,.o,, )(f ii: I,'!, ) = ,C:,53 -r;r w = ~,~2,,k \J = c,,h1~ ~ ::; , . .t,7-7 X '1,,W k) == it~D k 4 e=e ui '1fu~ Our-ftJ-r: Title: Dsgnr: Description : Scope: Job# 6801'7 Date: 9:11AM, 26 MAR 08 Rev: 580008 User: KW-0602896, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Column Page 08013.ecw:Calculations Description C-1 General Information Code Ref: AISC LRFD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 i Steel Section HSS6X6X3/16 Fy Duration Factor Column Height 14.000 ft Elastic Modulus End' Fixity Pin-Pin· X-X Unbraced Live & Short Term Loads Combined Y-Y Unbraced J Loads ,. . ..,, * W¥ ·JtWi'd§r,iff&" *' ,d'i,1&-e1'ti'n\i\iffritfl£W·S% .. iiiMin-"' ~%"'.tiiS ,:;t Axial Load ... Dead Load Live Load Short Term Load II Summary I 3.90 k 7.50 k k -· ..... 46.00 ksi 1.000 29,000.00 ksi 0.000 ft 0.000 ft Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments ''~>*< X-X Sidesway : Y-Y Sidesway : Kxx Kyy 3.000 in 3.000 in Restrained Restrained 1.200 1.200 · Steel Section Capacities .•. .85 ":Pn: 155.618 k 0.9 * Mn-x: 0.9 * Mn-y: Column Design OK 24.423 k-ft 27.480 Factored Load Combinations .... AISC H1-1 a & b : (Pu / AphiPn) + 8*'.(Mu/phiMn) <= 1.0 If Pu/phiPn > 0.2, A = 1, B = 8/9; If Pu/phiPn < 0.2, A = 2, B = 1 (1-) 1.4D Pu = 5.460 k (2) 1.2D + 1.6L ... Pu = 16.680 k (5) 1.20 + 0.5L + 1.0E ... Pu = I Stresses . t.Ji:tti "ViiWN£"$fiF RWWFfl&Ma Allowable & Actual Stresses Fa : Allowable fa: Actual Fb:xx: Allow [F3.1J fb : xx Actual Fb:yy: Allow [F3.1J fb : yy Actual 8.430 k Mu-x Mu-y Mu-x Mu-y Mu-x Mu-y Dead 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi = = = = = = 2.831 k-ft Eq. H1 Results = 0.236: 1.0 2.831 4.142 k-ft Eq. H1 Results= 0.374: 1.0 4.142 4.142 k-ft Eq. H1 Results = 0.347: 1.0 4.142 k-ft Live DL + LL DL + Short 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Rev; 580008 User: KW-0602896, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engin~ering Software -~ ,..,.,..,a_' ~ ' • Description C-1 Section Properties HSS6X6X3/16 Depth Web Thick Width Flange Thick Area Rt 6.000 in 0.174 in 6.000 in 0.174 in 3.9.8 in2 o.oo_o in Weight lxx lyy $XX Syy Rxx Ryy Section Type = HSS-Square Title: Dsgnr: Description : Scope: Steel Column 13.52 #/ft 22·,300 in4 22.300 in4 7.420 in3 7.420 in3 2.370 in 2.370 in Job# 08D/ J Date: 9:11AM, 26 MAR 08 Values for LRFD Design .... J 35.ooo in4 Cw 11.80 in6 Zx 8.630 in3 Zy 8.630 in3 0.000 Rev: ·580008 User:,KW-0602896, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Soflware Description C-2 at 3.9 -D.4 Title: Dsgnr: Description : Scope: Steel Column ··- Job# C:>801~ Date: 9:51AM, 26 MAR 08 Page 1 08013.ecw:Calculations General Information Code Ref: AISC LRFD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS6X6X1/4 Column Height 14.000 ft End Fixity Pin-Pin Live & Short Term Loads Combined I Lo~ds ....._ " .., 5 l' ir -a-+; 1'I -, Fy Duration Factor Elastic Modulus X-X Unbraced Y~Y Unbraced 46:00 ksi X-X Sidesway : 1.000 Y-Y Sidesway : 29,000.00 ksi 14.000 ft Kxx 14.000 ft Kyy ' !tot :t)->$ey ;,4,: I Restrained Restrained 1.200 1.200 .Axial Load •.• Dead Load Live Load 5.41 k 6.65 k k Ecc. for X-X Axis Moments Ecc. forY-Y Axis Moments 0.000 in 3.000 in Short Term Load Pofnt lateral Loads... _QL Along Y-Y (strong axis moments) Along X-X.( y moments ) ST 4.500 k k Height 10.500 ft ft Summary Steel Section Capacities • . . .85 *Pn : 123.959 k 0.9 * Mn-x: 0.9 * Mn-y: Column Design OK 35.575 k-ft 37.278 Factored Load Combinations •••. AISC H1-1 a & b : (Pu 7 AphiPn} + B*{Mu/phiMn) <= 1.0 If Pu/phiPn > 0.2, A= 1, B = 8/9; If Pu/phiPn < 0.2, A= 2, B = 1 (1) 1.4D Pu= 7.574 k Mu-x = 11.760k-ft Eq. H1 Results= 0.441: 1.0 Mu-y = 2.995 (2) 1.2D + 1.6L •.. Pu= 17.132 k, Mu-x Mu-y (5) 1.2D + 0.5L + 1.0E ... Pu = 9.817 k Mu-x Mu-y jstresses n;;.: ; + #!#Uk ..,4 5 ii& ;;ms;:;;;, ASSMMN bdiv: b ;-;;_is ir.i o "1 "' Allowable & Actual Stresses Dead Fa : Allowable 0.00 ksi fa : Actual 0.00 ksi Fb:xx: Allow [F3.1] fb : xx Actual Fb:yy: Allow [F3.1] fb : yy Actual 0.00 ksi o.oo ksi 0.00 ksi 0.00 ksi = 11.760 k-ft = 4.254 = 15.288 k-ft = 4.254 k-ft 1 't • " { t i Live · 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Eq. H1 Results = 0.514: 1.0 Eq. H1 Results= 0.583: 1.0 DL + LL DL + Short 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi .. j · Rev: 580008 User: KW-0602896, Ver 5.8.0, 1-Dec-2003 (c)1~83-2003 ENERCALC Engineering Software. h,, '., rffl Ah' Description C-2 at 3.9 ~ 0.4 _Section Properties ,,1-, Depth Web Thick Width Flange Thick Area Rt HSS6X6X1/4 -·· 6.000 in Weight 0.233 in lxx 6.000 in lyy 0.233 in Sxx 5.24 in2 Syy 0.000 in Rxx Ryy Section Type = HSS-Square Title: Osgnr: Description : Scope: Steel Column 17.80 #/ft 28.600 in4 28.600 in4 9.540 in3 9.540 in3 2.340 in 2.340 in Job# t>8D(7 Date: 9:51AM, 26 MAR 08 Page 2 08013.ecw:Calculations --~- Values for LRFD Design .... J 45.600 in4 Cw 15.40 in6 Zx 11.200 in3 Zy 11.200 in3 0.000 A~, R2H Engineering, Inc. . . ~ ProJect Via De La Am1stad Job Number 08011 Designer KB Subject LATERAL FORCE CO!;F. Date 3/DB Sheet_ilof __ Section 1613 IBC 2006 and Chapters 11 and 12 ASCE 7-05 Design Per Code Section 14.1 B. Building Frame Systems 4. Ordim1ry ~teer concentrically braced frames SEISMIC LOAD Soil Site Class = Occupancy Category = I= R= Q= USEO= Cd= D (Table 20.3-1) (Table 1-1 ) (Table 11.5-1) (Table 12.2-1) All Other Structural Systems Hn = [~>'l$.'..;. 7 ft I 1.00 3.25 2 2:0 3.25 Ct= 0.020 x = 0.75 Max Height of Structure = 35 ft (Table 12.2-1) Number of Stories= c:.~LJ:.:~.: .. :: footnote g: flexible diaphragm Diaphragm Flexible Zip CodE1 =1 "5 . • .' ! Latitude = -~~il.1?!~ Suggested htto://earthguake.usgs.gov/research/hazmaos/de Download Java Ground Motion Ca/cu, Near Source Criteria· Response Spectral Acc. (0.2 sec} Ss = r7:tp,(>p7'f %g Response Spectral Acc. (1.0 sec) S1 =LJ}UQ,~..:.:., %g = = 1.166 g 0.441 g 2% PE in 50 Years 2% PE in 50 Years Fa= Fv= 1.049 1.532 SMS = Fa Ss 1.22 SM1 = Fv S1 0.68 @ 5 % Damped Design S ds = 2/3 (SMS} = 0.815 S d1 = 2/3 (SM1) = 0.450 Seismic Base Shear V = Cs= Cs MAX= Cs MIN= CsW 0.251 0.482 0.010 (Table 11.4-1} (Table 11.4-2) Eq. 11.4-1 Eq. 11.4-2 Eq. 11.4-3 Eq. 11.4-4 = Sds / ( RIie) = Sd1 / ( R/le)T Design Category Considerations 0.1sec = D (Table 11.6-1 ) 1.0sec = D (Table 11.6-2 ) Eq. 12.8-1 Eq. 12.8-2 Eq. 12.8-3 Eq. 12.8-5 T= V= 0.7 * V = ·0.288 0.251 0.176 =Ct* { hn) "x Structural Period Eq. 12.8-7 TL= 8 Figure 22-1!: w w Governing Building Base Shear (Strength Design) Governing Building Base Shear (Allowable Stress Design) Vdiaphragm Min = 0.2 * I * Sds * W = Vdiaphragm Max = 0.4 * I * Sds * W = Use ASD Diaphragm !.,oad = 0.164 W 0.327 W 0.176 W Section 12.10.1.1 Diaphragms Figure 11.4-1 DESIGN RESPONSE SPECTRUM Cl> 1.4 u C'CI 1.2 C Cl) &. C: 1.0 Ill 0 CD; 0.8 0:: I'!! -Cl> 0.6 C'CI-.. Cl> .... u 0.4 u u !< 0.2 en 0.0 / -.......__ / 0 0.2 0.4 0.6 ~ 0.8' 1 Period T 1.2 1.4 1.6 1.8 2 ·~~,n ~ ~J R2H Engineering, Inc. -.-¥ PROJECT -4-'£°=iJ=o,_P_,_7_,_t,_,_K ______ _ JOB NO. 08oJ'3:> DATE 3/08 BY _______ _ SUBJECT_--'---------SHEET ,z~ OF _____ +:-,_5 ___ AT ~--0 , (e_,:r I ~ Tl N <fr COt..\Jt-tN,) ( r1' eetJ.r 1 ,:~,_ -~-+'-le. ~,i-.tc;e,<Z ) ,::, -'.~. AL, k. { t..i.., -...--, (vr) vo4 r, -I-Zs; k ) 1)1-:L€t; "5T~IN~ Le. --~ """ u.,.. -z..~o ,.,- ;£ pbt. ::::. 4--1/k ~? Ju--7. 4-t::; le. l 2 ,'Z.('.) I<. ,4. I~~ · <-a~0"f:~ CUfN'f : ~I G:,-..~>c ?4ci;;, IS, ok_. ~~ /A-c..,es R$f '2-t-1i) /?£f-~~ ~001i tl4. t.:Jt.... A-$ f~1~1G~ Title: Dsgnr: Description : Scope: Job# 080/7 Date: 9:32AM, 26 MAR 08 Rev: 580008 User. KW-0602896, Ver 5.8:0, 1-oe·c-2003 (c)1983-2003 ENERCALC Engineering Software Steel Column Description Existing col. C-5 at 3.9 -D.1 General Information Steel Section HSS6X6X3/16 Column Height 14.000 ft End Fixity Pin-Pin Live & Short Term Loads Combined !Loads L I /ltf Axial Load ..• Dead Load Live Load Short Term Load Point lateral Loads ... Along Y-Y (strong axis moments) Along X-X ( y moments ) H Summary ,~ .~ _,_ • .,,. &.·.~ ' I 4.71 k 7.49 k k Fy Duration Factor Elastic Modulus X-XUnbraced Y-Y Unbraced 711' ) Code Ref: AISC LRFD, 1997 USC, 2003 IBC, 2003 NFPA 5000 46.00 ksi 1.000 29,000.00 ksi 14.000 ft 14,000 ft .-.,, ,,, w "t >I »> X-X Sidesway : Y-Y Sidesway: Kxx Kyy Ecc. for X-X Axis Moments Ecc. f<;>r Y-Y Axis Moments 5.000 in 5.000 in _§I_ 2.250 k k Restrained Restrained Height 7.000 ft ft 1.200 1.200 Steel Section Capacities .•. .85 *Pn: 95.350 k 0.9 * Mn-x: 0.9 * Mn-y: Column Design OK 24.423 k-ft 27.480 Factored Load Combinations .... AISC H1-1 a & b : (Pu I AphiPn} + B*(Mu/phiMn} <= 1.0 If Pu/phiPn > 0.2, A = 1, B = 8/9; If Pu/phiPn < 0.2, A = 2, 8 = 1 (t) 1.4D Pu = 6.594 k Mu-x = 10.417 k-ft Ml.r-y = 5.049 (2) 1.2D + 1.6L .•. Pu -17.636 k Mu-x = 10.417 k-ft Mu-y = 7.299 (5) 1.2D + 0.5L + 1.0E .•. Pu = 9.397 k Mu-x = 12.195 k-ft Mu-y = 7.299 k-ft I Stresses . c.;.;:;;;:;; ;;;s;;;,-, ;>vi ;;;;, 1 b;t #4 fi&li #iW# AR WA-d* ~_,,.,;! ,-J;.;.; ~__,;4;;;,a; ; » ; C e ; ._• t,.. ':::Vt'l ¼ ,..,, • N-:. 1 ' r Allowable & Actual Stresses Fa : Allowable fa, Actual Fb:xx : Allow [F3. 1) fb : xx Actual Fb:yy : Allow [F3. 1) fb : yy Actual Dead 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi d.00 ksi Live 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Eq. H 1 Results = 0.645: 1.0 Eq. H1 Results = 0. 785: 1.0 Eq. H1 Results= 0.814: 1.0 DL + LL DL + Short 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Rev: 580008 User: KW00602896, Ver·5.8:0, 1-Dec-200~ . (c)1983-2003 ENERCALC Engineering Software • t ·,--.. --" Description Existing col. C-5 at 3.9 -0.1 title: Dsgnr: Job# 68CJJIJ, Date: 9:32AM, 26 MAR 08 Description : Scope: Steel Column Page 2 08013.ecw:Calculations ~it~~~-' I Section P~operties HSS6X6X3/16 ., / ;: 'M '" ,;;.A1tuit:lh>Ol;;:.;.:;&~u,,~™~--1t#£ (; ~ :f o,,0:~• h $ii \flt):'•'. t'd~1 .} >:'.f I ,Q,r-} t:, #, ¥1>•"""4~ ........ u,' Depth Web Thick Width Flange Thick Area Rt 6.000 in 0.174 in 6.000 in 0.174in 3.98 in2 0.000 in Weight lxx lyy Sxx Syy Rxx Ryy Section Type = HSS-Square 13.52 #/ft 22.300in4 22.300 in4 7.420 in3 7.420 in3 2.370 in 2.370 in Values for LRFD Design .... J 35.000 in4 Cw Zx Zy 11.80 in6 8.630 in3 8.630 in3 0.000 , ~n;; R2H Engineering, Inc. ~ PROJECT 6,e,Jo/)T1,x /. I, BY~·------------SUBJECT _ ___,,,--..,,_--,--------- A, 3,7 -p.,1 AT '3 1'1 -V,4- • • { , = 0 . I PL-.::. pk. - f-r--;!!. IZ,Ofu k. JOB NO. 08013 DATE ~/o S SHEET :>.J: OF __ _ z:;; 11.}9' k · I Lt ) -o StJ.., FT<:;._ F-bo . I "' i 7 '2 ,c ,>e, f--a ½ ft'«cr, PT~ AD.J, TD c;t?A-8;£" 1:/'-t_; , ~ R2H Engineering, Inc. . · @PROJECT~ BY /) ltJ SUBJECT ~ JOB NO. __ D-----'-'l \-'--l ?--~~ DATE_,~~,-::c-~----4r-+-=-.,,,~ SHEE ··--,, ' ' --~: .. · • R2H Engineering, Inc. .':-----'· PROJECT Gt2t-1ofrt X 7, L JOB NO. O8ot 3 DATE _......:;~_,_/_.O-=o"----- BY ______ _ SUBJECT ______ ___, __ SHEET 2'? OF __ _ w ~ n I 7,72, k .. t, ~ PMc t-J:.kr.> o~ · 1,..1 /JE:. j, /1 A ~ ~ ;..r .::=-1 1~11.(. foP..UG. ~ (.1:,7 ~I, )( 17 ') -~ '.;1 I< £~ h = (z .. i~-" }( /, f-}( ..fL-::.z;o)( 1,19..) ~ 8,t~k t... /~€ ftltA/< ,,Y JOB NO. OBol'? '., R2H Engineering, Inc. . • •0-"' PROJECT _(1,-'--'.a,J=._o...:..~-'n_1k ___ · ___ __,;_ __ _ DATE '"-?/ 0 8 BY _________ __ SUBJECT __________ _ SHEET 2?1' OF __ Lt /Jf.'f. (-2. f 10~;~ k I(: <!t? ~ 1. f;,? ) =- t '1. f~R.. Zoos M:,P TAeue \ /Ela~ J . 8::i, ~G:.. "-N'D ~:::: --~-- "2.. ,4· k... / f!JoL-T (1).tJr-f, PLA-rra:s i .(!€,r<o L< )( ,. 4) =- (,CJ)(,~ l;.s,} f-1,'f-le. > 8./1.t:, k ~- {'141r-Jc.._ Ort... -tt f 2..k (o r L--2.>Q8 i>rL #-I I --c"A., S Ill~ 6-F i::: ~ l ~ l.; J:. J-01~T 1./ .., ~ / 4-?'I 4 S'tt:>,E R...s £1t$1Aa Q/C- (Q tJAle-cn-QA/. · • RJH Engineering, Inc. ' '>-,' PROJECT _Gr~e_!'J_r,p_;_,_x_~_. -:r ____ • ---- JOB NO. _d_8_6---"l 3> __ _ DATE _3_/_6 ---'-8 ___ _ BY----,---~--SUBJECT "STAI~ WA 'f'. SHEET 37 OF __ V =--'<-le 4r'7 =.. 1, ,\~ 4- v¼ i c,,13, X 1,4-J(_,12. .:..2.0 J = (I)-~ IA <j $ f J'-t/~<uJI • ~.,.,_1 <i ~t.. T '5 ~ ct c r-r$>d) • • .'1::. -..~,:.~ ,.·,,; ,.:,t .......... . . .... ~ ... ~---' ......... . ~· :•, , ...... , ..... ,,. -·· ~ ... , . ' . ., .. ,,.. ' . ~ ...... ' . , ......... . . -.... , '7"'· .......... , ... .--- Anchor Calculations Anchor Designer for ACI 318 (Version 2.0) Job Name: strong bolt for stair stringer anchoroate/Time: 3/27/2008 8:07:19 AM 1·) Input calculation Type : Analysis Anchor: 3/4" strong-Bolt Built-up Grout Pads : No c1 12 in c2 12 C3 12 in C4 10 in in bl 1 in b2 1 in b3 1 in b4 concrete : Normal weight cracked con~rete : Yes condition : B Thickness, h: 12 in 1 in supplementary edge reinforcement : No Number of Anchors : 1 Embedment Depth : 5.5 in f'c : 4000 psi 'l'c,v : 1.40 <l>FP : 2210 psi Load factor source : ACI 3:I:8 section 9.2 Nua : 0 lb V uax 3160 1 b V uay : 0 1 b Mlix 0 l b '~ ft Muy : 0 lb*ft Moderate/high seismic risk or intermediate/high design category Yes I -- I ' ~. ·~ Vuay Ct;}Muy N ;:Tb ua · 3 ,, •· ~ --,...Vuax . Mux b4 I b1 02 I '+-""'~ SINGLE ANCHOR ·Nua IS POSITIVE FOR TeN$10N AND NEGATIVE r;oR COMPRESSION From• C-SAS-2007: Anchor Model STB75 I d0 = 0. 75 in '.) category= 2 hmin = 8 • 44 i n C. = 6 in min Ductile= No 2) Tension Force on Each Individual Anchor Anchor #1: Nual = 0 lb I O • e Nx = 1 n I O 'n e Ny = l 3).Shear Force on Each Individual Anchor Resultant shear forces in each anchor: hef = 4. 75 in ~ae = 12. 02 in smin = 6.25 in Anchor #"J,.: Vual = 3160 lb, (Vualx = 3160 lb, Vualy = 0 lb) I O • e vx = ,n e'vy=0in Number of influencing edges= 0 4) Steel Strength of Anchor in Tension. [Sec. 0.5.1] Nsa = nAsefuta [Eq. D-3] Number of anchors acting in tension, n = 0 N = 34125 lb (for a single anchor) [C-SAS-2007] sa . <P = 0.65 [D.4.4] <PN5a = 22181.25 lb (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. 0.5.2] Neb = AN/ ANeo'l'~d,N'fe,N 'l'ep,NNb [Eq • D-4] hef = 4. 7500 ,n ANeo = 203. 06 i n2 [Eq. o-.6] ANe = 203.06 in2 small est edge di stance, ca,min = .10 in . 'l'ed N = 1.0000 [Eq. D-10 or D-11] Note: cracking shall be controlled per 'l'e,N = 1.0000 [Sec. D.5.2.6] 'l'ep,N = 1.0000 [Eq. D-12. or D-13] Nb = ke./f I eh 1· \f = 11130. 62 1 b [Eq. D-7] k = 17 e N~ = 11130.62 lb [Eq. D-4] <P = 0.55 [D.4.4] <!>Neb = 6121. 84 lb (for a single anchor) D.5.2.6 6) Pullout Strength Qf Anchor in Tension [Sec. 0.5.3] Neq = 8853(f'/2,500)0·5 = 11198.26 lb <P = 0.55 [D.4.4] <PNeq = 6159.04 lb (for a single anchor) 7) Side Face Blowout Strength of Anchor in Tension [Sec. 0.5.4] \. concrete side-face blowout strength is only calculated for headed anchors with deep embedment and close to an edge, ca1 < 0.4hef' Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] veq = 17019 lb (for a single anchor) [C-SAS-2007] 4> = 0,6 [D.4.4] <t>Veq = 10211.40 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec. D.6.2] In x-direction~ .. vcbx = AvcJAvcox'f'ed,v'f'c,Vvbx [Eq · D-22 ] ,1 = 264 in2 ''Vex · Avcox = 288 i n2 [Eq. D-23] 'f'ed,v = 0. 9500 [Eq. 0.,..,27 or D-28] 'f'c,v = 1.4000 [Sec. D.6.2.7] Vbx = 7(1/d0)0 ·2../d0 ../f' c(ca1)1.5 [Eq. D-24] vbx = 12549.32 lb Vcbx = 15299. 71 1 b [Eq. D-22] 4> = 0.7 [D.4.4] <t>Vcbx = 10709. 80 1 b (for a single anchor) In y-direction ... Vcby = Avc/Avr:.oy'f'ed,v'f'c,vVby [Eq. D-22] Avey = 288 i n2 ~coy = 288 in2 [Eq. D-23] 'l'ed,V = 1. 0000 [Eq. D--27 or D-28] 'f'c,v = 1.4000 [Sec .. D.6.2.7] Vby = 7(1/d0 )0·2../d0 ../f' c(ca1)1.5 [Eq. D-2'4] vby = 12549.32 lb Vcby = 17569. 04 lb [Eq. D-21] 4> = 0.7 [D.4.4] <t>Vcby = 12298. 33 1 b (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = kcpNcb [Eq. D-29] k~ = 2 [Sec. D.6.3.1] N~ = 11130.62 lb (from section (5) of calculations) vcp = 22261. 24 lb 4> = 0.7 [D.4.4] . <t>Vcp = 15582.87 lb (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. D. 7] An additionaJ 0.75 factor will be applied automatically to all design strengths related to concrete failure modes per sec. D.3.3.3. Tension -steel: 0.0000 ~ Breakout: 0.0000 -Pullout: N/A -sideface Blowout: N/A shear -steel: 0.3095 -Breakout: 0.3934 -Pryout: 0.2704 T.Max(0) <= 0.2 and -V.Max(0.39) <= 1.0 [Sec D.7.2] In,teracti on check: PASS use 3/4" diameter strong-Bolt anchor(s) with 5.5 inch embedment '.¢} R2H Engineering, Inc. · · ."' PROJECT _G-e.....__.,J; ____ ct"'""f_-r _____ ,)'C _________ _ JOB NO. 0801 3 DATE -----=-">.,,_/ ....... ofi ___ _ BY ___________ _ SUBJECT-'---------SHEET A-a OF __ _ Ff.> -2.. /:lo, F"t-ANq€ or l~e"/-\,-,. To . .f-.s k Cot..ut..t,.,\ R~cri<:u-1 LAT~Lt. y · · \) l<. :z ,f.t;; c., 1 /{11 z (0 .. 1,, )(o,(ooX <J.'84p 1'}(?~'" }(;;ok~/} :::. 42,7 ~ > 1~? k I.( z. 2. .; /c., 2.. .:Z.. ' OF-PaT, Fe.Ar,I~~ :s. (, ,-H" )(? ,i; l~ ='- .4 . t t-f Lt : (* 1° r S-o t$°,)1 Z,,.(.o ) ~ 11 II ll7 4-> 22.,s k., "SH~ f l-t,a~e;J-J, c:)~ -, v..J"'"'t.D c:,e;,-J¢TK R.'€i4 {) 4 .ti•'-< I( }¾r .::. = J,o~ L~r,z_.,.. ':, 0~ 'Jta -' ld'!:LD ,so Ok - , -~ y T" y-.......,.-..,,.- , ~ R2H Engineering, foe. ~c~"';;;.,:;:;;/",,-i"' 0 \\\ 3, PROJECT __________ -,--___ DATE __ c~-'\_\?_l_d_0~/ ___ _ ! S-/1STl-iJv ~ L0lJ$._ i I \.l{lvJ \A-fit t..,JJO f : ! --·· . ,-·-. ~. "" ··--. ·--( l i i . ··-i-· I r -: ..... ,. --·· ,_,_ -----i---·-··-. ·- i ! I f ' ! • ·---+-.. ··--·---~---·--····-----·-·----~--·--·-·--·----------·---..... _ .. l SHEE 24-OF --- ' • __ 1,,. •• -· -' -----• - ' R2H ENGINEERING CAl../4~ 11545 w:BERNARDO CdUR 3 SAN DIEGO, CA 921.27 Scope: Job# 01113 Date: 10:54AM 24 SEP 01 . (ffi> f· 2 7 General Footing Analysis & Design Page 1 Description FOOTING AT GRlDLINE D-4 jGeneral Information Allowable Soil Bearing ShortTerm Increase Base Pedistal Height Seismic Zone Overburden Weight Live & Short Term Combined f'c Fy Concrete Weight LLoads Appiied Vertical Load ... Dead Load Live Load Short Term Load 769.0 psf 1.330 in 0.000 in 4 0.00 psf 2,500.0 psi 60,000.0 psi 0.00 pcf 6.100 k 36.000 k k Dimensions ... Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Min Steel% Rebar Cover ... ecc along X-X Axis ... ecc along Y-Y Axis 3.350 in 1.480 in 9.500 ft 9.500 ft 24.00 in 12.00 in 12.00 in 0.0000 3.50in Creates Rotation about y:y Axis Creates Rotation about X-X Axis Applied Moments ... Dead Load Live Load Short Term Applied Shears ... Dead Load Live Load Short Term (pressures @ left & right} k-ft 'k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & tight) k k k (pressures@ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures@ top & bot) k k k Summary Footing Design OK 9.50ft x 9.S0ftFooting, 24.0in Thick, w/ Column Support 12.00 x 12.00in x 0.Oin high 9.50ft x 9.50ft Footing, 24.0in Thick, w/ Column Suppo · DL +LL DL+LL +ST Max Soil Pressure 585. 1 585.1 psf Allowable 769.0 1,022.8 psf "X' Ecc, of Resultant "Y'. Ecc, of Re!?ultant 3.350 in 1.480 in X-X Min. Stability Ratio No Overturning Y ~ Y Min. Stability Ratio No Overturning 3.350 in 1.480 in 1.500 :1 Max Mu Actual 6.979 k-ft Required Steel Area Shear Stresses .... 1-Way 2-Way Vu 8.276 20.289 Allowable 0.101 in2 Vn * Phi 85.000 psi 170.000 psi l R2H ENGINEERING (c;~;"""~~~litle: LOT 38 MEZZANINE 11545 w. BERNARDO cou~~Dsgnr_: ~-Weingart SAN DIEGO CA 92127 Descnplron : ' . Scope: Job#01113 Date: 10c54.Ae)~, ito L General Footing Analysis & Design -----------------------------Page 2 Des c rip ti on FOOTING AT GRIDLINE D-4 [Footing Design I .Shear Forces AC/ 9-1 ACI 9-2 AC/ 9-3 Vn * Phi Two-Way Shear 18.63psi 20.29psi 1.89 psi 170.00 psi One-Way Shears ... Vu@ Left -8.08psi 6.83psi 0.64 psi 85.00 psi Vu@Right 7.43psi 6.28psi 0.58 psi 85.00 psi Vu@Top 8.28psi 6.99 psi 0.65 psi 85.00 psi Vu@Bottom 8.04 psi 6.80psi 0.63 psi 85.00 psi Moments AC/ 9-1 ACI 9-2 ACI 9-3 Ru I Phi As Reg'd Mu@ Left 6.95psi 5.87 k-ft 0.55 k-ft 18.4 psi 0.10 in2 per ft Mu@Right 6.88psi 5.82 k-ft 0.54 k-ft 18.2 psi 0.10 in2 per ft Mu@Top 6.95psi 5.87 k-ft 0.55 k-ft 18.4 psi 0.10 in2 per ft Mu@Bottom 6.98psi 5.90 k-ft 0.55 k-ft 18.5 psi 0.10in2 perft [ Soil Pressure Summary I Service Load Soil Pressures Btm-Rt Top-Rt Btm-Lef Top-Lef DL + LL 512.39 585.07 347.90 420.57 psf DL +LL+ ST 512.39 585.07 347.90 420.57 psf Factored Load Soil Pressures ACI Eq. 9-1 848.80 969.18 576.30 696.69 psf ACI Eq. 9-2 717.35 819.09 487.06 588.80 psf ACI Eq. 9-3 66.82 76.29 45.37 54.84 psf [ ACi Factors. (per ACI, applied internally to entered loads) I ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 USC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 1.400 USC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.400 .... seismic = ST ~ : 1.100 .. ,;, . ... Design: Sketches For Genoptix Medical Laboratory Interior Co·ld-F·ormed Metal Framing Martin Corporation September 4, 2008 .. ' .. .. . ,,., oevco e .o: .. g l:.:~7·• e r i n g i n c . ., ,,, ,i,..,r_ t ~ ~4: ~. 'I ...:.-.. t ..... ' ~,., ...... _ ~-., ~-"_ :·~· .. -, t . ~ -· ,_ .... ' ,. ...... _,,... ~-.. .,, .,._ (08-241) ~iO EXCEPTION TAKEN LI REJECTED D REVISE AND RESUB_MIT 0 FURNISH AS CORRECTED CGrreciions or comments mads on the shop drawings during_ _ ihi3 review do !}gt_r~J10l/e_ -eomi:aetor-fronn::otnpITar.ce-with --•-requirGrfrtnts-iif 1he drawlnga and spec:fications. This chack is on!r for revl:av, of gcne:-2.! confo,mance \•:iih the design concei:::t of tho pwJ:::ct ~nd g2:ic:r~I c-Jm;)iianc:.:> wirh the ir.formet:on e:i'.l/sr, !n H13 c~,,tr.~c: d~2:..irc!c.~~s .. ·r11s co:i!ractor ·~ ...,, .-:;,,,..,,.,.,·_ :":*,._ ,> .. -~-·-,.. _1l -,.,,.,..,_.__ ,....{J • ' ~,. ... ~ · !\:I f'cSjJ·J,b, :, . .-; i:.,T. c;,_,(lf1.: r:'.L~; r., ;.; C,.,11 v,dh ig a,. qtBmlue_, and C:ir.~H~:"~~ t·_ :!s.: :::-:L::e~;n~ f.:: :):·;c:: .. ~t~:n proceases and techr:i.J1 ~,:· ~-!: : f .:-;r.:: ~;\! :::_ ~.::r; c .. 11:\i ::•j j :r•:ri J :1i..1 \VOtk \~·i{h thot of air c:; ii·.:· :-:.:·.,-, :, : ; -"',il J p:: dorr1,1n9 ills worl~ in :a. safe and sati;'.';,i·,2.:,~.:;,:t ff::..i;n~r. R)"l Eng!n.zsring. Inc. Date-Sl ,du~ sy _____ i>f) ___ _ • ~pl-[l~ {Zlt.v~ fo(2-l~Mf oJ ~1>17,-Jv ~ S\--;>J~ at->l>{ • -~ •C.d..lJ-~~ fJts~ i\M f\j:lr ~ ~ fU,J\(;vfl}, .. ~ •, a,<...v~ ~ r.:>e:..S.1c,,,p..j ~. FPBA SUBMITT8L uson Pape Baldwin Architects 0 EXCEPTIONS TAKEN SUBMIT SPECIFIED ITEM REVISE AS NOTED -REJECTED =REViSEAND RESUBMIT _-_________ _ COMMENTS OR CORRECTIONS MADE ON THE SUBMITTAL OR SHOP DRAWINGS DURING THIS REVIEW DO NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH REQUIREMENTS OF THE CONTRACT DOCUMENTS. THIS PLAN CHECK IS ONLY FOR REVIEW OF GENERAL CONFORMANCE WITH DESIGN CONCEPT TO THE PROJECT AND GENERAL COMPLIANCE WITH THE INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELA TING ALL QUANTITIES AND DIMENSIONS, SELECTING FABRICATION PROCESSES, AND TECHNIQUES OF CONSTRUCTION COORDINATING CONTRACTOR'S WORK WITH THAT OF ALL OTHER TRADES AND PERFORMING CONTRACTOR'S WORK WITH THAT OF ALL OTHER TRADES AND PERFORMING CONTRACTOR'S WORK IN A SAFE AND SATISFACTORY MANNER. PROJECTNO. 01:,. ~ SUBMITTALNO. S~P.110 I 11A DATE ~' _-1,./0~ REVIEWEDBY:__ .. -~;p i 4 ~ \ oevco .engineering inc. September 10, 2008 RE: Genqptix Denni~ Kehoe M~rtin Corpotati6n 2340 Meyers. Avenue E$coridf<:fo, QA 92029 Dear.Dennis, m Tlii;, leUer(including ·the. 9tfacheq· p!an ano 1.egend) is.P,art-of,l~f!l $ubrp1tt?.Jl:fated 9/4/2008, ~nii is proviqed at the r.~q4est ef R2H Engirieering: It was .. overloqke'd·when -tlie.<;trawlngs and $illclilf:l.tiOns were shipped, so I apologize for any inconveri!ence •. The:att?¢hed P!Bn·1?hO~· the fqtce$ we ~xpect 0h th$·~xistin9 roof:jqists _frorn th~ coi:ri~qrce/ling framing below. See t~e--l~gencl (p~ge. $)fod0ite1} at e~ch i~~cin. T:be p(an bas: bee1}Jevised_,_perour q)$tussfon~. The pli::i'n ,previously ~tJow~ ~Jarger:n~~~ti9n. at:the-.h~ng_ers.16i v,~t of go~liti~ 'i, 1:iut-th~:~h.9_u!d·h;3ve tree~ at-tl:i¢ joi~t.8' west of '3'. Thos~ !~r.ger hanger reactiotis ,{pet ~K~!:51 $lm)_ h~y~:ri¢w ~Elri,a¢1~j?,g~:afong v~lth"tft:e rci:!~Ofll> from ~play wires ·.a~ache<H<:rthose.wo-:ha'rig:ers. Ttli$:1s-.oe.tt;i\:J$e it .is-rpy~µqµ~tl:ltat1tj_(i:igjp~~ p.~Jti~·:~hJtect's)n~i9tence, the east:end ofth~ brow.framioo· ur ~upporte~r by~b~ ~xlSting f1:fl!-_h~1gtj_t..ya,1np-tfii~·~re;,dt'f$teat;tof· by m~: h~rtgefs.and splay iMres -stiaWn rn.our sk~tcnes. De'.i'.ocr En.gineefing t.i~s.neither::desfghe~,Jhe.: gifjw _con.ti~tiofi fo.the-exjs~ng w~n, nor evaluated the,e;x:i~ting wau fortlie-additionaf-'fqrc¢s. we:c1o;no(r¢tµ,1rnn'i~hc:Hrt$ cqrr~iif.~oli.fi9Uf~trori. Whi.fe. !iVE$. load·d~flection of theJoof fr~rtilh!;r wJll,~use the·ceilipg'·l(ll~I: qf:th~' br.~·'I(): Q10V@'K~ft.i9~lly, ~/unMrfimtll~Ja.Hf\e·PtqWWill nqt tend to .mo.vEf~¢ause it is0 \lert/~lly suppoft~d by:tbe fulH1~lght'A'.~lt-This c:ould-:i.1ause·dijrn,~9$· to wall and ceiling firirsh in this area, · S10"';,.,rJ't) 1 j ,., A . 1/ vv'~· Qarl Mangis, PE oesr9n. Engitieer Devoo ·E;ngineering Enclosure (2) . I, PflOJE~TN6: pB-7-4/ ;, __ ,:•., I. ' . rf:6' 2Jp NE' conifer, P.O. Box 1? 11 Corvoiils, Of< 97339 Fox: (5-11) 757-9885 (541) 757·e9'9l D.E$1GN; C,,.JM . OAT£; Av_j ~ ~ i---.-,-~......__,_~~~~-·--~--"+,,-'" +--' ·. ~---4-~----4-~~-1----1----1--..-l- . . U~G.f.N .D. ,_ .. ·.-, .. ~ .... ~ . . ~ ,,. . .. .. NoT~~ o Spill~ cc,ntl . vvf ,;{ ;°fc11e re;("" sy..,~~-z_ \}fr;.fi .. n 0 iio1qv C.<-''1n per $,/c"'-~-1 I) 1"M(?h $ 1.;iil S C> f;pl"~ ·c.:>Af\ • ; r\ p· IPl\f per S-f(~1·f . .. .. .. 0 p~ub!e ~P:';f' i!)r pf~-j\~ . eer SJ/{~<>~' .. , ... . , .•• ,' PAGE OF ·-·---.!,.. ,, ', Genoptix Forces on Roof Joists l{orizonta! Force (/!)~ Parallel to .J9ists_ (§ei!?mk,) Horizontal Force (lb} Perp. to Joists .(Seismic) Downward Downward Force (!b} Force {lb) (Qead Loqd) (Seismic) ·-------- ... _,.,g __ z:~~~::::~Outof P.lane ·.. . ..... ' :~~::~ . . ~; ................................ ..1~ ................................. 2~7 ........................ 1:0 ......... . . ----:'5 ............ Hang?·r.Conneclion @ Ekcsw ·······-· SKcE5'i s(m. fl •.•....... , ................ 17.................. 4.74 ...................... 0 ......... -.. . ,w, .. k\ , ............ ~pfaY,. Connection: ln .~lari~ ......................... SK-E54 .... ,.,.. . ........ .Q 157 ._. ... o .............. 157 '91 .Doubles· la-·Connectfon'.·ln.P.larie. SK-E59· o 294 o 294 N01:E: f o;ces listed are A$D-(uofactored) . .;ing. a~ bas~d.on ttie-j:)resance .of an members, splay \Vires, ana c6nnecti9l}s ·a.s shpvm in Devc;o ctr,1~ing~·- . • . • ., oevco e n g i n e e r i' n g i n c. 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT: Gen -h'-;... , PROJECT No: os -Z-i..( I DESIGN: ()J ti\. DATE: Avj' D 8 I GENl:R.Al.J NOTES I . .. . . . l . . • I Interior Framing , ' I • General I i __ 1.,_ Ve~_Design Cr/t1 ria (below antf dimensions : er drawings. r i 2. verify all e~istin~ ponditions.. . . . "· .1. . . ! . --. i l ---· ----·- 3. oerc_o Engine,E:n~g, lnc.'s scope of ~ork Is limited strictly to thpse items shoVfn on ot,1r sea1Jd dr,wmgs. DesIgg of all other Ite. s Is. by ottier{ . . l . 1 I 4. Engineer of Recprd. to evaluaie effects of Ii, ht-gauge fra,ring on struc~ure. Brace joi~ts asinecessary pe,r EOR's recommendations to resist torsipnal forces. 1 ! -----1-, -----+-----+-----.J.-----........_:,1-------______ ..!_ ___ _____ Desigh. Criteria Lateral Pressure (W lls): 5 psf J • D~ad ~oad (Ceilings); 5 psf tbtal@ E-W cqrridor Clg, 7.5 psf total @ N-S Corridor Clg, )lllith . f · additidral 7.5 psf .at Brows : --1:ive-tcpad~(-eeilings):---· ---~-psf-(-Non-ae~essibl ----------;-----· ·---·--··+ ·-··---- . Dead ~cad (Walls): 8 R'f tptal' . 1 ! I SeismI·c Load: 2007 CyBC, Cate9,ory I, S_ite Class D\ Ss = 1.165, F~ = 1.03, . I Ip= t.~. I i Defle,ion Limit: LJ360 @ Horizontal lements and r 40 @ Vertical Elements, U.N.O! on. drawings · : ;--------------------------------• ---" ___________ l_ ~-~· ----' ---------·-·--·-- I : Materials 1 , , , 1 I l I I I 1. St~ds, track, and ,misc. st,apes tp be manufact~red from steelJ meeting the requirements of i A~TM A6.53, ss Grade ~3 for 4l:mil and lighte'r products and,ASTM A653, $S Grade 50 tor 54.!.mil and heavisr U.N.O. on drawings. ~ ! l : ------i-:---u-~s1gn based on faction properties from ICBO ER-No:-49:43-:p-(SSM~r-ottjer manafa-ctar~s ··--------- are acceptable ppviding provisit! n-1 abqve is 1 1 et and section' properties meet or exceed tib abp_ve listed ICB~ ER. , .. .. . . .. 1.. '. ... l . . . . _ I 3. Sc~ews u$ed in design meet the requirements of Section E4 df the 2001 Editiion of the AISI "Nbrth_-Arrierican SpecificatiQn F r The Desjgn pt Cold-Form~d Steer Structyral Members'' or - ____ s.c¢ew_coJJbactio l~~S_cr.ew.s...sh~pf.orin_tQ...S~E J:78. Screwf shall have sufficient threag~d __________ _ lerigth su~h that minimum of t~ree full, thread~ c~mpletely penetrate each If1yer of the r cti~·necteq parts. · I I : l . I 4. W~lding and wel er qualificatio1-per AWS P1 -~, :siructur~I W~lding Code, Sheet Steel. Usb E6bxx electrop~s Weld~ to be. n~p_ected per ~007: CBC 170f3. For ~ateri~l_le~s than or I eqG~1 to 0.1242" hick, dr.awingslshqw nominaltweld size. Fo~ such material he effective th oat off elds-shall-notrbe-tess-than-tti\e-tnick-ness-of th8Tthinfle$t-e~flfleeted-1:>ar-t. - 5. Sl<?tted deflection! track ~r.JCC .ESR-1042.: . i _ .. 6. L\/jF -(Lo~Veloc;ty Fast~!1.e~st I ~arn~~t, ICC 1 -~R"':_1_7~~-1 ~~~~~SSIO~Alt~ I a. In NormaI1w~ight Concrete: 0.145"~ 1spo, 1600 or 19p0 series, 4f. c,1>-~\.N11: .~ J . 1" _embed1 Min. 3" edge tlistanee, rriin. f o.c. spacingf If gt\\ I ~ __ 7. ~kfa.s! ~ Raroset Trakfast LV~ (Low Velocity f a5:ten~rs) ICC ESR-2579. ___ re_ ~_'(/__ ½90 0.109" diameter ~nd ¾" minimum embedment U.N·.o. on drawings. Min. a: ~o-~Ji'\-09 . . 3-,/16"' edge distf1 nee, min. 4" olc. spacing. I j j(· E.Y.~-c~\., ~: I / / 8"'11t QF~fl..\.~ l . ! l I i i I . i PAGE OF ..,. ..,_ 111 oevc-o engineering inc .. 245 NE Conifer, P.O. Box 1211 CoNallls, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT: Gef\op:,_, x _ _ .. ,·. . . . . .-, PR~JECT ~o: e,3'-Z'·-f i DESIGN: CJM I DATE: if v I 08 111 · oevco e n g i n e e r i n g I n c. c.---- 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 .,., 111 · e n g i n e e r I n g I n c. 245 NE Conifer, P.O. Box 1211 CoNallls, OR 97339 Fax: (541) 757-9B85 (541) 757-8991 --i 111 oevco .. e n g l n e e r l n g l n· c. 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 __ }irett,'-'11> f eq. h~n~elf ! S~ I ! i : i · i i $ee ls~ t~* f~r c~n~ : I -•; \:'='3...1 -ii I. -----1"-l"""l ........... ; _}jl" ... ···--r··· f--........ . [ 1~0.wr' ,J: f\bArt 1 ! ·1 ~ -~ 11 -------l-----l-··-,-···i -~---:-·-~------·· ----!---···--- --+--:'--l---+--+-T~-+--+-l-l---1---1--.J.-l-~1-+---1---l---+-___j..:II _,__ __ -: ' _ _j_ --·----·--_,_i --l---11 ! I i I . I I i i I : ; i I ~-/ j I I I ; /,/ I I i I ! I "-1'._ J._,. -'-1----+--+-I · • ·+--+~ I /! ·v I I i , : , ,~..,-, _, +> 1-,---~! -~ f __ L Sr5~d~~---gl.~--_!_ --- ___ J_ i--·------!------·---·----~-+l-'-~-~1-: -~ --v1w -'-------_: ___ /--___ ; _____ ~--------!-{ *~--f1 -De~-f-~)[. __ . ! I I r\. j ' ' I " ' • I i : -~ -. 1 -7; ~ --I -·;r-+-·-! -~--+-+ ~ -~~---t ··--~-- ' i l ----I "SC I -, ----! ,._ ,._ 'I I ' 1---r I I l i . ' ,,. ,j_ l ./ :, q ;.... j --! ! ll'I Ce,(,'11~ l -----l _ 1 1i" :Y · '\.I ~-~_- 1 \ !_ .J -r , i : · : : l t"f -I 1 ~ d---L-i .L I I 1 ; f""f+11:o· I ; "\,--i-~-1~ . -~ -. it C I --l-r---I i i "T". -:· ---~ ----,-~ --i--·--t-rt+;~t ~,,;zk~1 fllrt=b ttJ-+-1-j-+·-l-~-t tT~~-Bet~~~-!i-\0~~erl5 -;--·: · - l I ... ,L (,.1_J .I.. lo. lr tr I,! !B~~J(::,·~o \!i51-Y..:· ---:·--Jt----;--r-··t· -- 1 .\n. rt:j, , 1--i I i , 1 1 l' I ~ i . • ; l I I _ 1 r· ---1 . . I I j 1 1 i A't R?l"I~ (5 ·1 : I a---1-_,--: . ' l I ' ',: I ' + ..... :--1-1~---rc·~-~---!---r·-:---... --~·-+-·- I ! -rn~ll r"''~ f,t 'i)v,I -~ -~ I bAi2 . ' --· ---:-~---·+· "~--.I---___ __! __ _;_ . , _____ , __ ·--~ ---~-... I I J where :OCc, rs ~ I I I ' . I\@ fprovr I I i : . : l i ! I ------r-···-r---' -Yi-Jo,j_b_'1Li)eflco'\i----·1------. r,i-1-c.--J~!5-'}..I/ I --·-1-1-----l-··· -,· . ! --··-r -i . ·' ..... l i ··--· I I \-' 'Ji' 11 ~ I' : : I : ' ' I l I IJ t ~ I ! ; ' ' ! ' ! I 111 oevco e n g I n e e :r i n g i n c. 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT: :Gevtop+I x PROJECT NO: O 8"~ '2.,t./ ( I DESIGN: O,..i,'\-\ I DATE: Ac(} b 8 j 1 I l i I I ~----, __ __, _ _J _______ , ___ : ---+-----!-------1 1 I : ; 1 . l ! ; I i i __________ ! __ -_--___ -_ -------- ___ _. ___ •----i·------l-·----------;----~,' ---+---l--,11 ·---,--·--· ------------ __ J __ -: I ___ / _______ J __ ----1··· ,L__ --~--_____ L_; _________ 1 : I l . I I I : + I i : : ! . , I i • j· i + ---i . --1 __ --1 . I I r··-----·r·--1-------1 i ----: -----· -,----·-1----1 _____ ,____,__, -+-II ........., -----------r--'. -- : ' i J ' I I 1 ! _, .. -.. ---------... --: ---!-~ ·- --r-·· -t------J--3(qiit/is-i3t----~-1-----·-·r---; -----------------~---~------!-1 ; ' -i---;. . --- I 1 . ' --;------- I .! I ' t,-__ , OF 111 oevco e n g I n e e r I n g I n c. 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 7 57-9885 (541) 757-8991 I I ! I i ' i I i ' : ; l 1 ,1 ; j ,i I I , ; j' I ' I . I i ! ' 11· .I I I I ! ----! ·-.. -·-. I ----1---i--------·t7;~ E'~LI\ ~GJD 7& Li~--J'8ci:11JI\J--@f l\",_ 1 Ge~$----t··-f---------: --! ~ -------: ----,--- , '(__ {),....... -\ I , f I I t I , : I j __ --~~: __ ,__ __ I ] ~11Z-Ji E""il\Uf"' ??/{',+ I ~,.o" I · i f ! I : 111 oevc.o e n g i n e e r i n g I n c. 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT: ~eMp+lx '. " .. . PROJECT NO: C)'{;-7,,t..f/ I DESIGN: e,JM I DATE: AV:) ba I I 1' ii : I i ! l, ! I I ! i ' i I i I I i -1-.. l-7 l ·i 21 -I 1 1 -~r-·.:~~-~r:i-_~-- 1 1 c:-I ! . . I ,-1-,. 7r I , --+--+--t--1--' . I -1-~·--t-~+~-~~-~--~~~i-·4:---~~~~7.~-~~~1-~1---1- , I I ' .i., ! / I I \ ' I',,() vvv '!I ~ -,. t1A~ e, Z1 o,. i 1 ., ~ , 1 i ,...,, , .,, ·., ------·----------·-·11··-l-,B·r,,~.ftf';-----·.Ji, __ , __ -·1' -1 : "l''~-<_--L -i--r'.2.f--z:'.p,pr-'~---\!" --1-~ ----1--;--, I , i I i i : ... _j_ __ _ +-! __ _ _____ __ ____ \ ___ ;.. .... ______ .. 1 ____________ L __________ J ___ 1 __ \ J_. · i ! -__ .. _: ________ _ i I I -i---,.f;9,'.._K·'\. i t l ! I I i ( re'.'.,,,.-/ 1 ! ---! -i----·--[---------------~----1----l------+-------· ·------··-·-f--+-~ l -Tii --~------- ! t I , 1 ·11 . I 1 . . --j l --~---·-lr '1 i -I r-'·-: -H···-· ·--~---,-----+-! --·· ----------·----------l · i -----------r---------------1--+ ------:-----·1··+-----·;· ·1 · - I , .I : : i i I ___ l,: ____ 1 .... ····---·-· -~-1,1....... \ ____ L ___ .I~.----I -------------l. : :;··-·1·,· ... _:, __________ : ; ·--i ..... I I ! i. I I ' ! , T --------,----, , 1 r J i-· , ---- ! -J -------+----+--+--1---1----+---1---111--1---1----1-1-I ! ! _ ; i I I I /:--.1 ·-l I I ! : ; i i i , l ., ~~r l -----·····-·---·-___ 1 ____ : _____ . ! ___ , _____ '. ______ . : i ---:---; ; ---·-· -+--'-·+-~:~-7-;--:---------------·-: ' ---i · ;----- / ~'-----____ J_I __ . ~--!(----~·~~·~~j:;: rJ!:i·--_-i : t :· i --;-- 1 ,-.1---,---;,:;;;' 111--1-----+-...:w-1---~F 1 -=--- 1 :--=--; 1 ·::::-_ 1 -~ __________ ;. .... -f--- 1 -1-+ -i : I I " V -; -~ /j _, ' i ; ; ; I ! I .l ,, I ,?' I I I I I i i ----!--~ ~~-----ll--~ ~----------.--------~--t.) (._J ___ --~' --.-~ _..! 1 "; _ L 1 .. t.~ : ! jf_ ~ . ; . , ---· ; -11 I : [ 11 , ' i ·i -~-7 T-j 1 -"'.'--r\.:-,7 1 1· -T 1 · l --~! ____ ; ____ :-----\ ·---- , l I . I . , , I ' .... 111 'Devc,o e n g i n e e r i n g ·i n c. PROJECJ: (3,cnopfiJ.. 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT No: 'Do ~z,i.f r I DESIGN: OJ./'-"\ I DATE: A vE b~ .. .... ::: 2. '::::)f '/' ' _) ,,.-: 3. -~ oevco e n g i n e e r i n g i n c. ! DATE: 'Jvl 06 REV: PAGE €:;I OF 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 -.····--i . J ! --··-'i l ·-t --~ l D9VC,O e n g I n e e r I ·n g I n c;. -------·-· . NOTES: ~-~------------ :t. Header will deflect laterally 11239 under design loads. 2. J{!lllbs will deflect L/102 parallel to joists and L/210 perp. to joists .. Architect to verify deflection is _ acceptable. -#8 @tz''o.c. T'1f· _ TrG.ck per sec+. _ Jo"ts+ rer Sec+. - p>'5+ E;"d Treick yer sett. vJ/(2)#B ~rz,"o.c f.,. he"der :4i r,is -=> 3 vv/#-t e"-lr'.3 ~ r2\:) .c. :;£,~Tl'Z'5'~'3:,;; I< D~ ;i 'I w/(i)·Wc eC!. lej t,; JaMb i (4) #-i +o htctd.er a·'oo-Je (i) %ZSlb'2 -5!./ -- · f7oxed T4""'b See 8k-s7L-/ (or o.S5e~bli < • . ' PROJECT: , l PROJECT NO: oo-'Z-'-I I DESIGN: ! DATE: A <I t>_~ ; REV: 245 NE Conifer. P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 -Tracfc:: per 5ec-kut\ fvl/-~jf cr,,rte v.J/(i) ~?> f-1-B To 'J"Mb Cf,,p lrf::i i '--"'f a+vd wel:,$ +o jc.wib uJ/(c.) t:t8, T1f- (z.) 3,-ist<o?·'?~ 'f:;o x ed TCI M 6 /:;ee 51" -G: 'i far Assev--.bh1 LI V1, ';,_ I 1/z. "x :;;)1,11I X 01·)'/z 11 w/(B)-#~ e'I-(e5 _ %1-Tl'25-33 Sit/ (011e side .,f f "..JJ~ 0'11'1 J ;¼,?.,S/G.Z·:-3 xo!b'' Crif pie w/{<-1) ti g +o 1ciM~, Tv1p- {i) t,\J~ ~ 5,('0-C. -rv1r, e J()iMbS oevc'.o e n g I n e e r I n g I n c. NOTES:-·-·-· -----------=-.:::::..-:=--- 1. Header will deflect laterally L/17 4 under design loads. 2. Jambs will deflect L/108 parallel to joists and L/159 perp. to joists. Architect to verify deflection is acceptable. ,, ' .:#B @(Z o.(, T-.Jp.- 1 oo?5'200 -~ w/(-i.) ~~ e. - ea, joi~ J (tl)#b +~ jo',5t @ )aM!, loc'M Joist per 5ect,0 "' p15t End Trc.c~ _ _ yer 5ec.f. w/(2).tte <e>rz.··o-C. t"' he"&er ;¾,'2-ilt-'?· =>:> vv/#-t ee.. I 1:3 e l'2 "o -C. ;;£/Z-TlZ'5-'3;,3 ><D~;,'' w/(i)-li'c e'l. 1-ej t" Ja""b e (4) # i +o htt1d.2r Q\)v-.Je -(i)¾iS1f;z-5L/ --- 'E;oud Ja""b Bee S!C·G:L.J (-or ~>)etv-bl1 " . . ' PROJECT: • PROJECT NO: oo. 'Z.., I DESIGN: : PAGE ~I~ OF 245 NE Conifer. P.O. Box 1211 Corvallis, OR 97339 Fc;ix: (541) 757-9885 (541) 757-8991 -Tracie:: per 5e>cf,uf\ fvl/-'1ij+ tr if pie. w/(2) #?> f-i-B To ')"Mb Ct,,p l~S i l-ilf Stvd wet,$ 1"Q j~ wi b uJ/(c.) tt8, T1f (z) 3(,..-z. S/~'2·'?'7 t;,e, X eo JCI M 6 f;ee SlcC-'<;'.<.f [iir AsSeMbl1 i, 11/i ·~ l'/i''x ;;;)Mi/ >'-0'·:;'h'' w/(:~)# <o e"'-(ej _ %1-Tl25-33 s,1/ (011e s,de Jf j "~:7 0'11'1) ;(o--Z,.'$/G.7-7)) xo:f.'' Cr,-fple w/{c./) ti g +o 1ciM6, Ti-1 f · {i) 1.,\JP .@ 5-l ·'o -C. iv!f 0 JOl,.._bS ... oevco n e e r I n g I n c. PROJECT: DESIGN: -r I o' ~ DATE: ,j V o REV: PROJECT NO: i PAGE (:;; 'Z, OF 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 :oevco e n g I n e e r I n g I n c. DESIGN: (>J M. DATE: Jvl 0& PAGE t::3 OF 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT NO: DESIGN: DATE: Jvl rCiS REV: PAGE t7~ OF 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 :Fax: (541) 7 57-9885 (541) 757-8991 t. ··~ ·-,• I -~T ! __ l ' j,.--· ; ' ,.. -·f • ·, '. .. . --;. -----1 .· i "", . . ·::;c ' t .-,,._. 1 .. ·-1 ' • t -/i _f l ' I 1 ' . ·i ' . --r .__ 111 oevco e n ·g I n e e r I n g i n c. PROJECT: _ Ge111opfr><.. PROJECT NO: C8-'ti./ I 245 NE Conifer, P.O. Box 1211 CoNalils, OR 97339 Fax: (541) 757-9885 (541) 757-8991 DESIGN: O,;M I DATE: J" VI b& i i I I ,·---. i. : I : I : i i I l--!----,i---1------'; -·· I ! I ' -· --- ! I I-I I i i I ! -t~-----· . -,-------1 , ·· ---~-----ri·--r------t--· ---f----l - ' ' v 7[5 j"{ re>. i\ 1 ic,(o;t-p5 7 ' I -~ ! i I ' i , :---r ·--· -1-· ---. ----+--+---+--1-----1---· -vJ/ ~ l v~ 1 ~~ ··--·r1\ -.. 7 --:-----_J_ -i-.. -l ; --:_ ·, -~ --1--t ·· ---+-------- i : I . l\ l I i .!, I I I i ; --+---!---+-+--~-,--f..:.--1~--1--_ _,____,_ - t -_ L _ .! :_ _ _ _ _ 1-~ l -·· I : .; ·. j ! ! I -i-il -____ I __ --1--+--+---+--+---+--~-----'-·-+-. ___:=-1--------+---+---,--... ; .. -·:-·· !------·-I ------- l ' I j i ,. I -i ! ! :oevc·o e n g n e e r I n g I n c. DESIGN: : DATE: ,) vi ~Do REV: PAGE 'J:;G, OF 245 NE Conifer, RO, Box 1211 .Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 I , -1 ·! .·· '. -·---j I ' ,-• .. i i oevco e n g i n e e r I n g i n c. DATE: fr I ozs REV: PAGE 67 OF 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 _I ..... :--. . i ·--1 •• , .• -I . ' -I , I ·, : ' l . ' i . -1 ~-! ---~-.I. ~ -•• -1 l ·, ·l : PROJECT: GeYto ff'14.- ..... 7.-; 0": ·svbrvr--/,:1'\ . -..... ' .. _ (Bi.t.' ofheo) T"ip- y )t. '. PROJECT NO: 0 8°-'Z-'1 J · :¼1S"tC;;·p"f3· ·-· · ..... - Cll p lej.S @ e,-.dS: ·A 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757·6991 DESIGN: OJ /J\ DATE: U c..l / a8 J(,-5q. 8iot+ed +o~l~ r2 ~'d;f/ loAj iiJ/#°~ elf: .. 1€) (c,l'\tt.r·;" slo~). . .. ·C'··. f\ (i)-#i eA-e~d of -\-,1:c/c pc. (-i) '3d l' 11/·z.'1 wood screw5 et1. end D1 sfvd & z·1i··8r,,,ee. X '' X Bo~ad Jc,~ -: per .Je,tc.r I i •• "·-···· -.. ---••••• .i •• , ...... ~~~" _,,., ......... -.. . ....... 4;;; ·-... , .. .. . a :-(>.I ~ I '·. t\)-..:...L- PAGE (3"8 OF .. . ,. ... 111 Devco ' •nglneerlng Inc. ,, .. · . 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 111 D9VC:Q e n ·g I n e e r I n g I n c. 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT: (;e'llc:pf1x. PROJECT No: 08-'Z'-I I J DESIGN: OJJ-1 J DATE: Avt; br1 I 1 ! 1 ______ ....;_ I, i , i 1 ____ j _____________ _. _____ ,___ i , -l·i .. -f-i ·---~--l+---+-~~ ---+··~·-·· j. . ·····. ·r T -~---~ • -~---~---i I I l ___ ji-~ I --+~-, ·-t··---1---------+--, .. --:-----!---.. j · . ·---~- , i I l .... I : ! ' ' l I I ! ' i ----!" __ ""_1 __ . ' i j I 1 • ;\ 1. i i . I I , l i ' ? i I I I ! I --r---~--1-7 1 -: '--+-'--,---: -+------<---4--·--'---------·-r··· r·-. --· ------1-----f--- ; i i : I j i i i ! ! ' I . -T --1~~-i a 1 1J7',br'~-PL!A.N1 ~-s.PIAY to~N-~-1wJ-3 __ l --, -, r .:;;,j( ~ , 1 , , : , , , -1 1 . -.----,__ 1 : ----\.I ~ ~5'2. Ji $!A1.-&• N T,S;,, ' -1 l .. --.-··r·--!'\.:, 'li I I ! i i I : · I I l 1 l I I ----------__ L_ --r 1. · r·----·r ·· i ---, i_ I I l , l i ---·! l ! ··'--· ' . : ' i ----:-. -r -------. . .. -----~---_; ---... -! i I ' -i t ---·'· -. l------ 1 ·I --- / ! i .... -... , ........ ,, .. ----.. ....1------ PAGE 6'52-OF Ill• D9VC:O e n g i'n e e r i n g i n c. 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT: Get1opfrx, I PROJECTNO: oo-2,L// I DEs1GN: 6-JM I DATE: A";? b~ , ___ l!. ~--~~~~II: .11~ (?~'--·-·· L L .. _,__J _L _ ·-.. : _ ·-.. ---_ -·. : l I i I I ; ' I I ' I ,··---I---! ' ; l : ; I : I : I -T· · ... ---·:···!--·--.. ; +---7-··1·· .. , ....... --.--;---r .... + .. .; -·l· j -· I ····-i. i I I -l · , I I --~· -; - --·--·, .I ... oevco ' e n g i n e e r i n g i n c. PROJECT: (3.e~ O . -f i l\ i DFL ~ood 8vbp11r/;h '. (i~ o+he-0J 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT NO: 025-'Vi I : DESIGN: OJ IV\ ' DATE: A v3 b8 ~ '-(_ - )< _____ _..;-7F I I . _5~la11. -vJir~ _____ 1 -----------·.: --··-· -----------------------· ... -· pe( 8~·€5.;, ' I ! I J I I l J . NDTf1 :; ! · ---· ···--·--r -----··---···--j----· -·------· · L oo.d 4A svbpvdi I\ ::; ( l"S'r \ b · C?eci. t,Jire1 veH-, ~l'\d :hori'z. ::;;_-zqy· 16 & dcvble ~ires _____ -r~r $_~_-_1_~_?1.._"~!-~'..-~n!d hor1-z. I i I I ' I I . rJpe11-Welo JdM__/1;: : -·· · · · · (1lq of~ers) ··J_[t _ .. _ .. ____ _ -(3)/od X /'/z_'' wood Scre.v1~ l ; .. , --'··----------·--:-·--·-, -------.---·-· ------.. ··---------·· ,-----------r--------·-- i I . 5·· i • I'' --l -----·---... -. I I ! ® 0 /" . ]•!." , I ti -----. --------.. -----,-----------------------.-----------, -----------~!------- PAGE e5'Y oF ., . oevc.o engineering inc. 245 N.E. Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757·9885 (541) 757-8991 PROJECT: Genoptix PROJECT NO: 08-241 DESIGN: CNM DATE: Aug '08 E 0 .... NOTE: Diagonal wires not shown for clarity. (2) #8 EA. FLANGE -TRACK 6LOCKING ~ . SIZE , ~A. TO MATCH " a.: JOISTS, FLACE a 8'-0" O.C. _jg • • EA. END OF CEILING . ~ I <!) :z u -~ ·it1 F~ED CEILING, SEE ~ SECT. FO~ SIZE I :J SPACING 6 .Y §E· u ~ !D -(I) Ol :3 0 ---Hanger per sect. --(2) #8 to ea. hanger • 8 6 EA. JOIST ' < 3) •a FE~ eLOCK L 1.5" x 1.5" x 33mil x cont. 1 1/2" x 33mil cont ___ __, strap w/#8 @ ea joist & (3) #8 @ ea block ...................... -.......................... . ® CEILING JOIST 6RACINC:. ' E55 'SCALE: N.t.&. PAGE E55 OF oevco e n g I n e e r i n g I n c. PROJECT: . 0e~17+i ~ 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT NO: 0'6-z 1./ I . I DESIGN: /}J M. f DATE: Avei a " DESIGN: DATE: Av 'DS. REV: PROJECT NO: PB" -71./ I PAGE 6?7 OF 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 oevco n g Inc. DESIGN: DATE: f\0 '05 REV: OF 245 NE Conifer, P.O. Box 1211 Corvalils, OR 97339 Fax: (541) 757-9885 (541) 757-8991 ' -~1 'I i .l l e n g I n e e r I n g I n c. DESIGN: DATE: REV: PAGE 'c57 OF 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 -- -, , ,, -, _._· 1 I J I: 1: ·Ii IJ ll 11 ll I I I I I I I I I I I I Desig.n Calculations For Genoptix Medical Laboratory Interior Cold-Formed Metal Framing Mart;in Corporation September 4, 2008 · oevco . engineering inc. (08-241) I I I 1.· I Ii Ii II I I INDEX TO CALCULATIONS Genoptix Medical Laboratory Interior, Cold-Formed Metal Framing September 4, 2008 ITEM Design Criteria ~ast-to-West Corridor Ceiling North-to-South Corridor Ceiling Interrupted Jambs at North-to-South Corridor Connections . Hanger conn. @ 8.0. Open-Web Joist Plan Ref D REVISE AND R~SUB,MIT D FURNISH AS CORRECTED FV-1 Engineering, Inc. Date "titS:f c)~ _ Sy .~ · Devco Ref PAGE 1 SK-150-154 2-8 SK-100-102 9-20 SK-E1A 21-27 SK151 C1-C2 $..JbutTJPrL ~l~ Rf2- lM/>bf:r ~ P-1-f~JJ(r J~ 5~ Cf\ll2t OPC..-1. ~i> -~ k£rJ< /JfJ({:,J.J L-\-~~~ ~~ I I 11 . }~-------------~ I I I I I I I I I I I I I I oevco e n g i n. e e r i n g i n c. 245 NE ConifE;>T, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757·8991 PROJECT: G,enopfi)I, PROJECT NO: 0 0' 7,.t./ { DESIGN: C;J /11 . DATE: AVj 6& Gendptix DEA~LOADS' I . l .. _ 9YP.CLG (SIN,GL LAYER) I GYPCLG (DOµBLE LAYER) ' E ... _,.,__ ' _j_Q_ F . . 10 -___ .c,,,_, ___ ·-t--·--·g:i,m~~;rd 1 side ·"---··-; 2:5 -·-r t=trcf 2·,yr····--------f----------... --5:0·-------------- ! Fipish -; 1.0 'I Fin,ish ! · 1.d ! Misc l' ___ _:~ I_ Misc ! ; ==-..:~ 5.0 f J : 7.~ I ' i ' I SEISMIC lOADS -1B 2006 I · i : ; $hort period s,pectral at:celeration :-s--;=Tf/~-'f-Secend spectranicceleratroff:.-s 1 7' ·a:-~--------·-----1---·------· ---· Building Heigl!rt -Hr = 30 ft, Site. C.la_ss =: 0 . I ! I I Oe<:_1.1Pancy cteg9ry =· I , _:3eismic _?esign C~t~pry = D_ ! ! Fa -_1.03, F v,-.1.56, SMs---F.!llsS -1.20, SM1 ""'[S1.., 0.69 l . SOS = 2/3 SM+ = 0'.80 , SD 1 = "Lll3 S M1 = 0.46. j I • , j I • I , I , : i ··---·---EtErJ1ENTS-AND~OMPONENTS·-=-ASCE,-05"'E--q-t3:3-Tt · 13~3 ' -----------------------------+ --·------ -/ (R~su_lts Sho1~ are for Altemat~ Ba$ic Load Compinations Using A~D Desi9,n and ar~ Referenced Equ~tions / 1.4) . fii.511 p l j : Ell' mentType a ~ 11 l · / ; Seismlc-C~fficients --See-.B low for Element.T s I , -·--·-.. ------, i:~Jg·-·------iji~-------__;~-----+ --___ J ----: ---····· -+---- 1-z = 30 O 28 · · i · ' i i I . ! ,=1ement i 1 1' ' T n--ti ! I yp_e l,IJl,-.~Qn . ! . --. ----:-----~1~-c~~~lern~---+~------:-·-·---------+----- DEF ;_ECTIONLIMITS~ · ___ :_J__ . [ . j j' b~:c:~g~-~~:+·~i~~\~11h~0 · ' I -------1--~-'----1--------1-----·-----------______ .. ______ ; ________________________ L __ ----------· -----------: I -----+------i------+-------'---------·---~ .. ---- I ! . ! ! ·, I I PAGE OF I I I I I I I 1: ll It I 1· I I I I I 111: --\ e n g i n. e e ,r I n g: oevco in C. PROJECT: Gen.:. p ti x. 245 NE Conifer. P.O. Box 1211 CoNallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT NO: 08-?-41 I DESIGN: OJ~ I DATE: crvt ~B Ill' 'DSVCO 245 NE Conifer, P.O. Box 1211 CoNallis, OR 97339 Fax: (541) 757-9885 e n g I n e e r i n g· i n c. (541) 757-8991 .•' ; PROJECT: C,ero pt,' x.. PROJECT NO: 0 8 • 7 L{ I I DESIGN: 0J J.,,\ I DATE: J v I CB I 5-tv~5; E' Cnds I I I i I i ----+i----·--r··- ' i r - I I ; I ' ·,l l ; I : --------:;:;;Tc;;;:: . .o;;;!.J1=lr;;;:ra.;;;:C;;;:k==a:i=' =====+i _____ , _____ .. ! ____ __,__! _____ __,_: ___ _ ! '? j l I : -------<-------------- 1/Jk,-:::: "Z :,c ':J.() ~ ''5,0 ,re If.+ ·,!?>-~ c:5.,.0 X 8 =: i..fo 16 ' ! t l l I ! I 1 i j : ~ ~ . . ' ! i 1 . : i ! ____________ r$) __ ;.-8~~--~r, . .6-..~3~----+-----_, ___________ ~1-_ ~ j l ' ' i ------.r:-~---- 1 Sfjl<ct' CJ~/'1 @ ~M~er. lacf'IS 1 _ ; ! ! I 1,'11 ",c: .1'!{' x 33~·1 ·+te:. ~-l\,tP'lil'rJ i,' '. 1 1 1-i . 1 -r -, I ; u-i/{-i) ~ 8 ea: e~ · vV/i0 · 31' ·of fe)( : ; ----------! ----------~ . ; ; . ~--<---"·-------+-------·--------------+----------"--·---·-·-·-----···---,------ L•t.ral Str.,nq'i~cki .·. . ·· I . · I • I i • !l I I : I PAGE :3 OF I I I I I I I I I I I I 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 · PROJECT: Gen" hx. PROJECT NO: D~-'2'-/ I DESIGN: a; M . DATE: {rv f c:>8 i ! Joi~t CDv)A -fo !hfJ~~ers .1 j I /, G I ' i --·-i . I 1 j ···-----.. -·-·- I ----! ~-:: :~(3) ~ ~ ·----l ____ '. 1 I Ht'?p1tr~ . I /)~ T ::: ,Z.'30 I b iio-tifJ +b-t. 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( ,: Lh I I, 111 l,;,ole-or· p_vrc~c.Yf" ;r,; :'"""-ff. v-le~ 11-'-----+------+------~.----:.--;~-:-:--''-+---.-----1--------k-=--~~---(a.p orvvno 1W J b.vtf; C l<-'>r ; . I ' 1 . ! --. l I : t----! . . . [ i i I • • • I ~ I PAGE 4 OF I I I 1: I I. I I I I I I I I I I I I 111: :, oevco .· e n g i n e e r i n g. i n c. 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT: 1 PROJECT NO: D 2,-2,t.f { l DESIGN: 6,/ !At. ·1 DATE: J v-/ DE!!; -----~-;---··----~-~~--~----- I 1' · l : I ! I i 1 ··- 1 I ; 1 i , ' -------+-; -----·-··t-------+-: ------6 Kl=""""""""""""""""'""""""""""""""- ' ! I . ! i ; l ] : ' i : ! . 1,; : I ! : i a-,-----+------.....l.....----___,;_.: -----·---' ________ _;.! ·-·p---------~------1--·----- I i . I I Ii 1-: .. j ; . I ' ,-! i ., -. r PAGE 5 OF I I I I I I I I I I I .1 I I I ·I I I I oevco e n g i n e e r i n g i n c. 245 NE Conifer, P.O. Box 1211 CoNallis, OR 97339 Fox: (541) 757-9885 (541) 757-8991 PROJECT: bf:;() 0 . -fi. X. PROJECT NO: 08"'-Z '-I I DESIGN: {)vii\. . DATE: AL[J 60 ow.J" Brace , l j Spf~ ----·· ---··-··-·-· -·· -· -----,. ---./.-·, I/··· ·---··-1------, . . ' I Loq+~ 5p(c~. c~,1~. w/;t1. !~'' cf OWJ' fl!) f")if,uM\Z€ defl et+1()(\ , 1 • • ; --· --···· --·· ---- I I I I ! 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Box 1211 Corvallis, OR 97339 Fax: (541) 7 57-9885 (541) 757-8991 I: PROJECT No: D 8' -?t-/ I I DESIGN: CJ.JI"'\ I DATE: ;J'v/ h B PAGE / I I I ! ! OF I. I I I I I I I I I I I I I .1 I I I I ·1-1·1 \ D' 9' . :\ lCr 07'. \ , , r ~ v ~1 ,_ , · ; ./ ~ n g i ,n ~ e r i ~-9:.. i .n / 245 NE Conifer, P.O. Box 1211 CoNallis, OR 97339 Fax: (54 l) 757-9885 (541) 757-899l PROJECT: . ~fl f) -¾ X . PROJECT NO: oz;, 7)-// . DESIGN: OJh.. DATE: Avj bo ............. ! ' I (i) 3,C. Z'Sf 0 7-;. 33 + . ..., . . . . .. i r , I i ' ; q :::: o 74i1 "jl :?'B ~ l-/ B,O: 1bj." / =0.3LfS'"l26~ =-q1.ci :tb/,f\ ------'---------"-------~ ! ... '---·-··-,, ... --... l --'' .,. ___ ., .. _ ! ! ---~----· __ j ___ .. ,.. ---·-·----------·--~ ---. ----~------······--: ____ -------_________ , ------------! ~----· ··--. ---·----;_-------· ------· ' . .j I. 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Box 1211 CoNallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 0 S -'2-'-f / I DESIGN: W ,v\ I DATE: J v ( cg - I PAGE 8 OF I I I I I I 1· I I I I I I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior E-W Ceiling, -Joist@ Typ P1 J, Point Loads Load(lb) X-Dist.(ft} R1 P1 P2 20 20 0.00 7.50 Section: 362S162-33 Single C Stud (X-XAxis) 4,66 ft Maxo = 440.9 Ft.:.Lb Moment of-Inertia, i = 0.551 in"4 Loads have not been modified for strength ch~ks Loads fiavia not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Left Cantilever 38.5 0.087 29.1 None Center Span 38.5 0.087 21.0 None ·Right Cantilever 38.5 0.087 29.1 None Combined Bending and Web Crieeling Reaction or Load Brlig Pa Pn 'Pt Load P(lb) (in) (lb) (lb) R1 57.5 1.00 323.4 533.6 R2 57.f? 1.00 323.4 533.6 P1 .20.0 1.50 189.4 331.5 P2 20.0 1.50 189.4 331.5 Combined Bending and Shear Reaction or Vmax Mmax Va Pt load (lb) (Ft.:t.b) Factor R1 34.2 38.5 1.00 R2 34.2 38.5 1.00 P1 20.0 0.0 1.00 P2 20.0 0.0 1.00 Date: R2 Fy= 33.0 ksi Va= 1023.6 lb 7/25/2008 P2 J, 1.42 ft Unifld lb/ft Ma(Brc) Mpos/ Deflection Ft-Lb Ma(Brc) {in) Ratio 440.9, 0.066 0.010 U3500 428.8 0.049 0.005 U12221 440.9 0.066 0.010 U3500 Mmax lntr. Stiffen (Ft-Lb) Value Req'd? 38.5 0.15 No 38.5 0.15 No 0.0 0.05 No 0.0 0.05 No lntr. lntr. VNa M/Ma Um,tiffen Stiffen 0.03 0.09 0.01 NA 0.03 0.09 0.01 NA 0.02 0.00 0.00 NA 0.02 0.00 0.00 NA 0 I I I I I .I I I I I I I I I I I 2001 NQrth American Specification w1io04 Supplement ASO: DATE: 7/25/200& GenoptiXi SECTION DESIGNATION: 362S162-33 Single INPUT PROPERTIES: Weti Height = Top Flange= Bottom Flange = Stiffening Lip·= Punchout Width = 3'.625 in 1.625 in 1.625 in o.5oo in 1.500 in Steel Thickness= 0.0346 in Inside Comer Radius= 0.0765 in Yield Stress, Fy = 33.0 ksi Fy With Cold-Work, Fya = 33.0 ksi Punchout Length = 4.000 in ALLOWABl,:E UNIFORM LOADS INPUT PARAMETERS Deflection Limit: U360 Listed load multiplied by 1.00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Shear and Web Crippling Capacity Base<;! on Unpunched Web End Bearing Length for Web Crippling = 1 in Flexural Bracing: 16.0 in TOTAL ALLOWABLE UNIFORM LOADS {lb/ft) SPAN LENGTH (ft) 6.00 . 8.00 10.00 Without Web Stiffeners 55.1 41.3 24.1 With Web Stiffeners 98.0 47.0 24.1 I I I I I I I I 1: 1: I I I I I I I I I 2001 North American Specific~tion w/2004 Supplement ASD· DA TE: 7/25/2008 · Genoptix SECTION DESIGNATION: 3621125-33 Single INPUT PROPERTIES: Web Height= 3.771 in Steel Thickness = Top Flange= 1.250 in Inside Comer Radius = Bottom Flange = 1.250 in Yield Stress, Fy = 0.0346 0.0765 33.0 Fy With Cold-Work, Fya = 33.0 INPUT PARAMETERS Deflection Limit: U360 ALLOWABLE UNIFORM LOADS . L.isted load multiplied by 1.00 for deflection check in in ksi ksi Listed Allowable Loads Not Modifi~d for Duration of Load for Strength Checks End Bearing Length for Web Crippling = 1 in · Flexural Bracing: 24.0 in TOTAL ALLOWABLE UNIFORM LOADS (lb/ft) SPAN LENGTH (ft) 6.00 8.00 10.00 Without Web Stiffeners 34.9 26.2 16.8 With Web, Stiffeners 63.7 32.8 16.8 I I I I I I I I~ I' I I I I I I I 2001 NASPEC w/2004 Supplement Project: GenopUx Model: Interior E-W Ceiling -Hanger (WP) P1 + 1.50 ft Point Loads Load(lb) X-Dist.(ft) T R1 P1 170 0.00 16.67 ft Date: 7/25/2008 t R2 Section : (2) 362S162-33 Boxed C stud (X-X Axis) Maxo = 881. 7 Ft-Lb Moment of Inertia, I = 1.102 in"4 Fy= 33.0 ksi Va= 2047.2 lb Loads have not been modified for strength checks Loads ,have not been modified for deflection calculations Flexural and Deflection Check Span Left Cantilever Center Span Mmax Ft-Lb 255.0 255.0 Mmax/ Maxo 0.289 0.289 Combined Bending and Web Crippling Reaction or Load pt Load P(lbl Brng (in) Mpos Ft-Lb 203.7 203.7 Pa (lb) Bracing (in) None None Pn (lb) Ma(Brc) Ft-Lb 881.7 881.7 Mmax (Ft-Lb) Mpos/ Ma(Brc) 0.231 0.231 R1 185.3 1.00 646.8 1067.3 255.0 R2 -15.3 -P1 170.0 Combined Bending and Shear Reaction or Vmax pt Load (lb) R1 170.0 R2 15.3 P1 170.0 Combined Bending and Axial Load Axial Ld Span (lb) Left Cantilever 0.0 (t) Center Span 47.0 (c} 1.00 1.50 Mmax (Ft-Lb) 255,0 0.0 0.0 330.4 378.9 Va Factor 1.00 1.00 1.00 Bracing (in) Kyly KtU None None ,None None Member Interconnection Spacing= 24.00 in See NASPEC C4.5 for add'nl interconnection requirements 578.2 663.0 VNa 0.08 0.01 0.08 Max KUr N.A. 165 0.0 0.0 M/Ma 0.29 0.00 0.00 Allow Ld (lb) 8308.0(t) 2139.8 (c} Deflection (in) Ratio 0.123 U292 0.242 U828 lntr. Value 0.33 0.02 0.23 lntr. Unstiffen 0.09 0.00 0.01 P/Pa 0.00 0.02 Stiffen Req'd? No No No lntr. Stiffen NA NA NA lntr. Value 0.29 0.31 © I I· I~ I I I I I I I I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior E-W Ceiling -Hanger (Seismic} 1.50 ft Point Loads Load(lb) X-Dist.(ft) Rt ·P1 105 0.00 Section : (2) 362S162-33 Boxed C Stud (X-X Axis) 16.67 ft Maxo = 881. 7 Ft-Lb Moment of Inertia, I·= 1.102 in"4 Loads have not been modified for strength chec.1<s · Loads have not .been modified for deflection caicul~ions Flexural and Deflection Check Date: Fy= 33.0 ksi Va = 2047.2 lb 7/25/2008 Unifld lb/ft Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo ft.,Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 158.4 0.180 126.4 None 881.7 0.143 0.064 U559 Center Span 158.4 0.180 109.1 None 881.7 0.124 0.110 U1819 Combined Bending and Web Crieeling Reaction or Lo~d Brng Pa Pn Mmax Intr. Stiffen pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Req'd? R1 122.2 1.00 646.8 1067.3 158.4 0.21 No R2 -3.0 1.00 330.4 578.2 0.0 0.00 No P1 105.0 1.50 378.9 663.0 0.0 0.14 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 106.2 158.4 1.00 0.05 0.18 0.03 NA R2 3.0 0.0 1.00 0.00 0.00 0.00 NA P1 105:0 0.0 1.00 0.05 0.00 0.00 NA I I I I 1· 1·· I: I I I I I I I -I I 2001 North American Specification w/2004 Supplement ASD DATE~ 7 /25/200& Genoptix SECTION DESIGNATION: 800S162-43 Single INPUT PROPERTIES: Web Height= Top-Flange = Bottom Flange = Stiffening Lip = Punchout Width = 8.000 in 1.625 in 1.625 in 0.500 in 1.500 in Steel Thickness= 0.0451 in Inside Comer Radius = 0.0712 in Yield Stress, Fy = 33.0 ksi Fy With Cold-Work, Fya = 33.0 ksi Punchout Length = 4.000 in ALLOWABLE CEILING JOIST SPANS INPUT PARAMETERS Dead L~ad = 12.5 psf DL Multiplied by 1.00 for Strength Checks Deflection Limit = U360 Bearing Lengths for Web Crippling: End Condition = t.O in Shear and Web Crippling Capacity Based on Unpunched Web ALLOWABLE CEILING SPANS -SIMPLE SPAN JOIST MECHANICAL BRACING AT: SPACING NONE MIDPt THIRDPt 12.0 in 14' 811 21' 1"' 23' 11" 16.0 in 13' 7" ,19'6" 22' 1" 24.0 in 12' 3" 17'6" 19' 7" I I I I I. I I I I I I· I I I I I I 2001 NASPEC w/2004 Supplement Proj~: Genoptix Modek Interior E-W-Ceiflng -Joist @ Brow Hanijer P1 J, 1.42 ft Point loads Load(lb) X-Dist.(ft) P1 474 0:00 R1 P2 474 7.50 4.66 ft Section: 800S162-43 Single C Stud (X-XAxis) Maxo = 1678.4 Ft-Lb Moment of Inertia, I = 4.500 ,n .... 4 Loads have not been modified for strength checks Ldads have not been modified for deflection calculations Flexural and Deflection Check Date: R2 Fy= 33.0 ksi Va= 1051.2 lb 7/25/2008 P2 J, 1.42 ft Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 673.1 0.401 537.8 None 1678.4 0.320 0.035 U977 Center Span 673.1 0.401 673.1 .None 1519.6 0.443 0.024 U2351 Right Cantilever 673.1 0.401 537'.8 None 1678.4 0.320 0.035 U977 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn · Mmax lntr. Stiffen pt.Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Req'd? R1 474.0 1.00 246.9 432.1 673.1 1.24 YES R2 474.0 1.00 246.9 432.1 673.1 1.24 YES P1 474.0 1.50 281.5 492.6 0.0 0.88 YES P2 474.0 1..50 281.5 492.6 0.0 0.88 YES Combined. Bending and Shear Reactlonor Vm~ Mmax Va lntr. lntr. pt Load {lb) (Ft-lb) Factor VNa MfMa Unstiffen Stiffen R1 474.0 673.1 1.00 0.45 0.40 0.36 NA R2 474.0 673.1 1:00 0.45 0.40 0.36 NA P1 474.0 0.0 1.00 0.45 0.00 0.20 NA P2 474.0 o:o 1.00 0.45 0.00 0.20 NA I I I I I I I I I I :I I I I I I I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior E-W Ceiling -Brow Joist End Track 4.00 ft Sloped/Partial Loads Section : 800T125-43 Single (X-X Axis). Case 1 X1 ft 4.75 Maxo= 10o4.3H-Lb Momentoflnertia, I= 3.484 in"4 Loads have not been modified for strength checks Loads h~v~ not been modified for deflection calculations Flexural and Deflection Check W(X1} lb/ft 16.3 X2 ft 9.75 Date: W(X2) lb/ft 16.3 Fy= 33.0 ksi Va= 1029.8 lb 7/25/2008 5.75 ft Unif Ld lb/ft Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 718.7 0.682 538.9 None 922.0 0.584 0.011 U4399 Right Cantilever 718.7 0.682 461.'7 None 755.7 0.611 0.186 U742 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax lntr. Stiffen pt Load P(lb) (in) . (lb) (lb) (Ft-Lb) Value Req'd? R1 -124.7 1.00 170.9 307.7 0.0 0.37 No R2 474.0 1.00 369.8 665.7 718.7 1.06 YES Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. pt Load (lb) (Ft~Lb) Factor VNa M/Ma Unstiffen Stiffen R1 124.7 0.0 1.00 0.12 0.00 0.01 NA R2 239.4 718.7 1.00 0.23 0.68 0.52 NA Within Span (Unstiffened) U11punched Punched Loc'n, X M(Xl V(X) Loc'n., X M(X) V(X) ~pan (ft) (Ft-Lb) (lb) lntr. (ft) (Ft-Lb) (lb) lntr. Center Span 4.00. -718.7 -234.7 0.52 N.A. N.A. N.A. N.A. Right Cantilever 4.00 -718.7 239.4 0.52 N.A N.A N.A N.A I I I I I I I I I I I I I I I I 1· I· I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior E-W Ceiling -Brow Joist End Track Sloped/Partial Loads 6.00 ft Case 1 Section : 800T125-43 Single (X-X Axis) X1 ft 4.75 Maxo = 1054.3 Ft-Lb Moment of Inertia, I= 3.484 in"4 Loads have not been modified for str~ngth checks Loads have ,not been modified for deflection calculations Flexural and Deflection Check Span Center Span Right Cantilever Mmax Ft-Lb 307.6 307.6 Mmax/ Maxo 0.292 0.292 Combined Bending and Web Crippling Mpos Ft-Lb 156.2 196.3 Bracing (in) None None W(X1) lb/ft 16.3 Ma(Brc) Ft-Lb 789.9 978.1 Date: 7/28/2008 3.75 ft Unit Ld lb/ft X2 ft W(X2) lb/ft 9.75 16.3 Fy= 33.0 ksi Va= 1029.8 lb Deflection Mpos/ Ma(Brc) 0.198 0.201 (in) Ratio 0.004 U16756 0.040 U2246 Reaction or Loa~ Brng Pa Pn Mmax lntr. Stiffen Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Req'd? R1 33.3 1.00 170.9 307.7 0.0 0.10 No R2 316.0 1.00 369.8 665.7 307.6 0.61 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 33.3 0.0 foo 0.03 0.00 0.00 NA R2 164.1 307.6 1.00 0.16 0.29 0.11 NA Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft-Lb) (lb) lntr. (ft) (Ft-Lb) (lb) lntr. Center Span 6.00 -307.6 . -151.9 0.11 N.A. N.A. N.A. N.A. Right Cantilever 6.00 ~307,6 164.1 0.11 NA NA NA NA I 1: I: I I I: I I: I 1: I I I I I I I I 2001 NASPEC w/2004 Supplement Project: Genopti:x; Model: Interior E-W Ceiling -Strongback between OWJs P1 i R,1 8.00 ft Point Loa~s P1 Load(lb) 474 X-Pist.(ft) 3.83 Section : (2) 362S162-43 Back-to-Back C stud (X-X Axis) Maxo = 1224.0 Ft..,Lb Moment of Inertia~ I= 1.420 in114 Loads have not been modified for strength checks Loads have not been modified for deflection calculati9ns Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Date: Fy= 33.0 ksi Va= 3478.2 lb Mpos/ Ma(Brc) (in) 7/28/2008 R2 Deflection Ratio Center Span 946.3 0.773 946.3 None 1082.5 0.874 0.208 U461 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax lntr. Stiffen pt Load P(lb) {in) (lb) (lb) (Ft-Lb) Value Req'd? R1 247.1 1.00 1271.3 2542.7 0.0 0.09 No R2 226.9 1.00 1271.3 2542.7 0.0 0.08 No P1 474.0 1.50 1657:0 2734.1 944.8 0.61 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. PfLo.1;1d (lb) {Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 247.1 0.0 1.00 0.07 0.00 0.01 NA R2 226.9 0.0 1.00 0.07 0.00 0.00 NA P1 247.1 944.8 1.00 0.07 0.77 0.60 NA I I I I I~ I I I I I I I I I 2001 NASPEC w/2004 S'upplement Project: Genoptix Model: Interior E-W Ceiling -strongback between OWJs R1 Point Loads Load(lb) X-Pist.(ft} P1 474 6.00 8.00 ft Date: 7/~-8/2008 P1 J, t R2 Section : (2) 3628162-43 Back-to-Back C Stud (X-X Axis) M"'o = 1224.0 Ft-Lb Moment of Inertia, I= 1.420 in"4 Fy= 33.0 ksi Va= 3478,2 lb Loads 'have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Span Center Span Mmax -Ft-Lb 711.0 Mmax/ Maxo 0.581 Combined-Bending and Web Crippling Reaction or Load Pt load P(lb) R1 118.5 R2 355.5 P1 474.0 Combined 'Bending and Shear Reaction or Vmax Pt load {lb) R1 118.5 R2 355.5 P1 355.5 8mg {in) 1.00 1.00 1.50 Mpo~ Ft-Lb 711.0 Mmax {Ft-i..b) 0.0 0.0 711.0 Pa {lb) Bracing (in) None Pn {lb) Ma(Brc) Ft-Lb 1087.7 Mmax {Ft-Lb) Mpos/ Ma(Brc) 0.654 1271.3 2542.7 0.0 1271.3 2542.7 0.0 1657.0 2734.1 711.0 Va, Factor VNa MfMa 1.00 0.03 0.00 1.00 0.10 0.00 1.00 0.10 0.58 Deflection (in) Ratio 0.146 U659 lntr. Stiffen Value Req'd? 0.04 No 0.12 No 0.50 No lntr. lntr. Unstiffen Stiffen 0.00 NA 0.01 NA 0.35 NA I I I I I I I I I I I I I I AISC 9th Edition, ASD; Project: Genoptix Modek Interior 'E-W Ceiling -Hanger@ Typ {In-Plane Seismic): P1 J, + R1 1.50 ft 16.67 ft Point Loads P1 Load(lb) 137 X-Dist.(ft) 0.00 Section: (2) 362S162-33 Moment of Inertia, I=, .8192 in"4E = R1 R2 Reactions (lb) 157.1 -5.9 Left Cantilever Local X-dist (ft) Max 0.00 0~15 0.30 Q.45 0.60 0.75 0.90 1.05 . V{lb) 138.2 -137.0 -137.1 -137.2 -137.4 -1~7.5 -137.6 -137.7 -137.8 M (Ft-Lb) 206.4 0.0 -20.6 -41.1 -61.7 -82.3 -103.0 -123.6 -144.3 Defl (in) L/305 -0.1179 -0.1056 -0.0933 -0.0810 -0.0689 -0.0569 -0.0451 -0.0334 CenterSQan Local X-dist (ft) Max 0.00 1.67 3.33 5.00 6.67 8.34 10.00 11.67 V(lb) 18.9 18.9 17.6 16.3. 15.0 13.7 12.4 11.1 9.8 M (Ft-Lb) 206.4 -206.4 -176.0 '-147.8 -121.7 -97.9 -76.1 -56.6 -39.2 Defl (in) L/956 0.0000 0.0993 0.1636 0.1985 0.2091 0.2003 0.1764 0.1411 Right Cantilever Local X-dist (ft) Max 0.00 0.00 O.(!O 0.00 0.00 0.00 0.00 0.00 V.(lb) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 M (Ft-Lb) 0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 -0.1 Defl {in) L/0 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Date: 29500 ksi 1.20 -137.9 -165.0 -0.0220 13.34 8.5 -24.0 0.0980 0.00 0.0 -0.1 0.0000 8{1/2008 1.35 -138.1 -185.7 -0.0108 15.00 7.2 -11.0 0.0501 0.00 0.0 -0.1 0.0000 Unif Ld lb/ft 1.50 -138.2 -206.4 0.0000 16.67 5.9 -0.1 0.0000 0.00 0.0 -0.1 0.0000 ® I I I I I I I I I I I I I I I I CFS Version 5.0.2 Section: Section 2.sct Box 3.625x1.625x0.5-20 Gage Genoptix Rev. Date: 8/7/2008 11:28:42 AM By:Carf // \. .... /i $ . ' ~~- Carl Devco, Page 1' ® " . _J 1 .. I I I I I I· I I I I I I I. I· CFS Version 5.02 Section: Section 2.sct. Box 3.625x1 .625x0.5-20 Gag~ Genoptbc Rev. Date: 8/7/2008 11:28:42 AM By: Carl Carl' Devco Page2 Member Check -2004 North American Specification -_US (ASD) Des.ign Parameters: Lx 16. 670 ft Ly Kx 1.0000 Ky Cbx 1.0000 Cby Cmx 1. 0000 Cmy Braced Fiahge: None Moment Loads: p Mx (k} (k-in} Entereq 0.0000 0.000 Applied 0.0000 0.000 Strength 2.5256 11.553 Effective section properties at Ae 0.52423 in"2 Ixe Interaction Equations NAS Eq. C5.2.1-1 (P, Sxe(t) Sxe (b} Mx, My} 16.670 :ft Lt 1. 0000 Kt 1. 0000 ex 1.0000 ey Reduction, R: 0.0000 Vy (k) 0.0000 0.0000 2.0472 applied loads: 1.1025 in"4 0.60825 in"3 0.60825 in"3 My (k-in} 2.477 2. 477 6.937 Iye Sye (1) Sye (r) 0.000 + 0.000 + 0.357 = 16.670 ft 1. 0000 0.0000 in 0.0000 in Vx (k} 0.1380 0.1380 2. 4 02 6 0.8193 in"4 0.50419 in"3 0.50419 in"3 0.357 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.000 + 0.357 = 0.357 <= 1.0 NAS Eq. C3 .. 3.l-1 (Mx, Vy) Sqrt(0.000 + 0.000}= 0.000 <;= 1.0 NAS Eq. C3.3.l-1 (My, Vx) Sqrt (0-.127 + 0.003)= 0.362 <= 1.0 I I, I I I I I I I I I I I I I I I AISC 9th Edition, ASD Project: Genoptix Model: Interior E-W Ceiling,., Hanger@ Brow (In-Plane Seismic) P1 + l R1 1.50 ft 16.67 ft Point Loads P1 Load(lb) 263 X-Dist.(ft) 0.00 Date: Section: (2) (2) 362S162-33 Boxed (Y-Y) Moment of Inertia, I= .8192 in"4E = 29500 ksi R1 R2 Reactions (lb) 291.6 -19.5 Left Cantilever Local X-dist {ft) Max 0.00 0.15 0.30 0.45 0.60 0.75 0.90 1.05 1.20 V (lb) 263.8 -263.0 -263.1 -263.2 -263.2 -263.3 -263.4 -263.5 -263.5 -263.6 M (Ft-Lb) 395.1 0.0 -39.5 -78.9 -118.4 -157.9 -197.4 -236.9 -276.4 -316.0 Defl (in) U283 -0.2464 -0.2207 -0.1951 -0.1696 -0.1443 -0.1192 -0.0945 -0.0701 -0.0462 CenterS~an Local X-dist (ft) Max 0,00 1.67 3.33 5.00 6.67 8.34 10.00 11.67 13.34 V (lb) 27.9 27.9 2TO 26.2 25.4 24.5 23.7 22.9 22.0 21.2 M (Ft-Lb) 395.1 -395.1 -349.3 ~305.0 .c262.0 -220.5 -180.3 -141.5 -104.1 -68.1 Defl (in) U427 0.0000 0.2125 0.3556 0.4381 0.4684 0.4550 0.4057 0.3282 0.2301 Right Cantilever Local X-dist (ft) M~x o;oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 V (lb) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 M (Ft-Lb} 0.2 -0.2 -0.2 -0.2 -0.2 -0.2 -0.2 -0.2 -0.2 -0.2 Defl (in) uo 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 8/13/2008 1.35 -263.7 -355.5 -0.0228 15.00 20.4 -33.5 0.1184 0.00 0.0 -0.2 0.0000 UnifLd lb/ft 1.50 -263.8 -395.1 0.0000 16.67 19.5 -0.2 0.0000 0.00 0.0 -0.2 0.0000 ® I· I I I I I I I I I I I I I CFS Version 5.02 Section: Section .2.sct Box 3.625x1.625xQ.5-20 Gage·· Genoptix Rev. Date; 8/7/2008 11:28:42 AM By: Carl: Gari Devco Page 1 Member Check -2004 North American Spetjfication -US (ASD) Design Parameters: Lx 16.670 :ft Ly Kx 1. 0000 Ky Cbx 1.0000 Cby Cmx 1. 0000 Cmy Braced Flange: None Moment Loads: p Mx (kl (k-in) Entered 0.0000 0.000 Applied 0.0000 0.000 Strength 2.5256 11.553 Effective section properties at Ae 0.52423 in"2 Ixe Interaction Equations NAS Eq. c5.2.1-1 (P, Nl\.S Eq. c:5.2.1-2 (P, NAS Eq. C3.3.l-l NAS Eq. C3.3.l-1 Sxe(t) sxe(b} Mx; My) Mx, My) (Mx, Vy) (My, Vx) 16.670 :ft Lt 1. 0000 Kt 1. 0000 ex 1. 0000 ey Reduction, R: 0.0000 Vy, (k) 0.0000 0.0000 2.0472 applied loads: 1.1025 in"4 0.60825 in"'3 0. 608·25 in"'3 o.obo + 0.000 + 0.000 + 0.000 + Sqrt (.0. 000 + My (k-in) 2.477 2.477 6.937 Iye Sye (1) Sye (r} 0.357 = 0.357 = 0.000)= Sqrt(0.127 + 0.003)= 16.670 ft 1. 0000 0.0000 in 0.0000 in Vx (k) 0.1380 0.1380 2. 402 6 0.8193 in"4 0.50419 in"3 0.50419 in"3 0.357 <= 1.0 0.357 <= 1.0 0.000 <= 1.0 0.362 <= 1.0 Member Check -2004 North American Specification -US (ASD) Design Parameters: LX 16.670 ft Ly 16.670 ft Lt 16.670 ft Kx 1.0000 Ky 1. 0000 Kt 1. 0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: p Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Entered 0.3040 0.000 0.0000 4.745 0.2640 Applied 0.3040 o. oo·o 0.0000 4.745 0 .2640 Strength 2.5256 11.553 2.0472 6.937 2.4026 Effective section properties at applied loads: Ae 0. 4972 6 in"2 Ixe 1. 1011 in"4 Iye 0.7458 in"4 Sxe (t) 0.60750 in"3 Sye (1) 0.48499 in"3 Sxe (b) 0.60750 in"3 Sye (r) 0.43560 in"3 Interaction Equations NAS Eq. C5.2.l-1 (P, Mx, My} 0.120 + 0.000 + 0.753 = 0.873 <= 1.0 NAS Eq. CS.2.1-2 (P, Mx, My) 0.043 + 0.000 + 0.684 = 0. 727 <= 1.0 NAS Eq. C3.3.1-l (~, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.l-1 (My, Vx) Sqrt(0.468 + 0.012)= 0.693 <= 1.0 I I I. I I I: I: I: 11 . ' I: I: I· 1: ·1 I I I I I Oevco ·Engineering} 8/11/2008 ®· £:cceritic Screw Connections (3 Screw$ lnline}: ISplay Conn @ Subpurlin ' ScrewSize #10 Steel mils 97 Va (lb/scr) 169 Vx 294 lb eccentricity 3 in X Vy 294 lb eccentricity 0 in 10 X Moment 882 in-lb X Jw 50.0 in2-Screw Duration Factor 1.60 Qdx= 98.0 lb/screw qdy= 98.0 lb/screw Tension 0 lb Qmx= 88.2 lb/screw Tension 0.0 lb/screw Qmy= 0.0 lb/screw qR= 210.4 lb/screw I Interaction 0.781 I I I I I I I I I I I I I I I I I I I Devco Engineering, 8/11/2008· Wood Screw Design with Steel Side Plate Based on 2005 Nl;)S (ASD) Shear 210.4 lb · Tension 0 lb Angle from shear direction to grain 45 degrees Number of screws 1 Screw Size 1 0d Overall Screw Length 1.5 in Species Douglas Fir-Larch Side Plate Bearing Strength Fes 33000 psi Steel Side Plate Thickness /5 0.1017 in Duration Factor C0 1.60 Wet Service Factor CM 1.00· Temperature Factor Ct 1,00 Group Action Factor Cg 1.00 Geometry Factor C" 1.00 Screw in· End Grain? No Specific Gravity G 0.5 Wood Dowel Beating Strength Fem Wood Dowel Bearing Strength Fem Fe-theta Screw Diameter D 5600 5122 5350 0.190 psi (parallel to grain) psi (perp. to grain) psi ( direction of load) in Thread Bearing Length fm 1.000 in Screw Penetration p 1.398 in Minimum Penetration Pmin 1.140 in Screw Bending Yield Strength Fyb 80000 pst Re 0.16 Rt 9.83 Ko 2.40 Ke 1.13 Yield Mode Im: 11.3-1 Z= 424 lb/scr Yield Mode Is: 11.3-2 Z = 266 lb/scr k1 Yield Mode II: 11.3-3 Z = 169 lb/scr k2 Yield Mode lllm: 11.3-4 Z = 215 lb/scr k3 Yield Mode Ills: 11.3-5 Z = 169 lb/scr Yield Mode IV: 11.3-6 Z = 236 lb/scr Allowable Shear Strength Z' 270 lb/scr Nominal Withdrawal strength W 135 lb/in/scr Allowable Withdrawal Strength W' 217 lb/in/scr Force angle from surface 0.0 degrees Applied Force 210 lb Allowable Force 270 lb/scr lnteraotionl 0.78 IOK Notes: 1. Attached members must be designed separately. 0.64 0.67 8.46 2. For ~dge distanc~, end distances, and spacing requirements, refer to NOS 11.5.1. 3. See NDS for diaphragm & toe-nail factor where applicable. ® I I I I I- I I I I I I I I 1· I I I I I Oevco Engineering 8/11/2008- Eccentic Screw Connections (2 Screws); · H~nger stud interconnection above splays, Screw Size #8 stee• mils 33 Va (lb/scr) 164 Ta (lb/scr) 72 (w/o duration factor) Vx 128 lb eccentricity 1 in 14 •I Vy 0 lb 2 eccentricity 0 in X X Moment 128 in-lb Duration Factor 0.75 qdx= 64.0 lb/screw Qdy= 0.0 lb/screw Tension 0 lb qmx= 0.0 lb/screw Tension o lb/screw qmy= 64.0 lb/screw qR= 90.5 lb/screw ltnteracdon 0.411 I I I I I I I I I I I I I I I I I I I Eccentic Screw Connections (10 Screws In Line); . ~qxed ttanger Stud Interconnection _· I: Screw Size #8 Steel mil$ 33 Va (lb/scr) 164 Ta (lb/scr) 72 (w/o duration factor) Vx 0 lb eccentricity 0 in X X Vy 834 lb X eccentricity 0.8125 in X 9 X Moment 678 in-lb X Jw= 52.1 in2-Screw X X Duration Factor . 0.75 X X qdx= 0.0 lb/screw Qc1y= 83.4 lb/screw Tension 0 lb qmx= 58.5 lb/screw Tension 0 lb/screw Qmy= · 0.0 lb/screw QR= 101.9 lb/screw l Interaction 0.471 I I I I I I I I: I: I: . I' I I I I I I I I 245 NE Conifer, P.O. Box 1211 CoNailis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 j PROJi=CT: PROJECTNO: 08•7)-ff . DESIGN: C}J/U\ DATE:JV/ /00 l ll- ll IL~~ _,/' °301 A ff' ._,M."-Jc , --ei-+---------v-----.+--·---------·--! . ·-· ..... _ ··----:·-···· -·--· .. ... ., ............................... ; ................. .. JL . l ~off',r 'Joi>-f? <E F• f · t ' I . L /ii:: 7,9 rsff (i-(b."\ef-S ~I.JP sJ.....",;~;,iJ i LL-.,, o (v\?"' o.cct?ssib~) ! i : I : : · ----·--------~-; ·----· ···-·--·-... ____ ---... -----·--,~·-------~---la, r,----··-~--~ ··---·,·-·· ,--~----···-·---··--l-··----·· ! : Sf·" :: 7~ ; : l 1 I 1 i i , i : · l 1 I ! , , ((';'ii , ,f5e ~itilC. r-77 ~ z~roc 'v··v , . .. . .... __ ,,. ·-···-!·-··--·-·-··---------..... · -·· ··--····--------.. ---t-··-·· .......... , ......... 1 ; i , I I i I I I : r ,, l i ' I./ 51,,"4h1"~ ' " = I I f ·l --···-----· ·---! II Ii ft/ . if.? . •f.> -; (), f\', I . : ~ _ J __ vr J -11-+: ! ______________ I ___ ~_ i . ~ ! : l ' I I I : i i PAGE OF I I I I I I 1: 1: 1· 1: 1: 1· I I I I I I I [ 'L ,j 1 oevco e n g i n e e r i n g i n c. ! " ! . ! Jo,~: ~o j(t!O~ ; j i .,,_ _ _, -·~-,-.~ ---•~••..,,,_,.. __ w_, ___ •-••-Jn·-·----~•--'"•-•-·--·f,,..~ --•-·-•---•··-• ' i 'ii ' 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 , DESIGN: {)J,..,, DATE: CJ' v / O(S . ---·------~ --· ----~ ---····-.. --.. ··-··· -r· ·-·--·-------- i ! i l l ·©-L-O~/ ... }bl1t 25, j~ .' Clip ,~,i--E: -~~t--~~-~J~:? _____________ :, -···-· --·-·--------·--: ............. ____ _ w{~)*O-Sf!lc~ i ,oil C' J07b5 . ; TL& -rr~c1cfsJJ,-v/WJJ-----1 -----i ! ! . l' PAGE /0 OF I I I I I I I 1; Ii 1: I; I I I I I I I I I. PROJECT: Gerio fi It ~ tJ 1-il tr I ' l ; I ' ' "' l i ' i I j PROJECT NO: DB--z.t-11 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 DESIGN: {41-\ . DATE: Jv( rD,&. -----i--------~---·-··-. ----~-----------. " ,, i ! I i I I • I ~ i I f--.. -·----- ... ·t. -- i j --~-~=- j l l .---~~-----+-----.;---'-----'-------1--·---- 1 I I I .1 ,S ib:::::::_;::;:.:::::::i;a111111 _______________ .,_ .. 1111111 ________ ... P_AG•E-{•f __ O_F __ .... I I I I I I- I Ii Ii I I I I I I I I I I oevco e n g i n e e r i n g i n c. PROJECT: PROJECT NO; Oo · 7J-/ f I i I ,-, --n---'---'---_;__---\\l '-!'-----...... !--- \'6'-D k ! I 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 DESIGN: 6'r-1 DATE: J'e,,, I b B rJ'-01-I ; ..,.l'.:_ I I _ • ., _________ , .. -------···---···-··· ____ •••••• ___ ........... . i I r -----1 · -, i 1 1 i 1 ·,· I j I J I j -, I I' ---· --··,.1 I i ·i I-,--I ' i 1 I I ~ 'e,t:_=.::,:::,=.::,:;::,-;:::.~::,-;:::,::,::,::;.::;.-;:::,::,-;;;:_~-J,;.,1 I l --,.. 7--r . j I -.. ---------(---------------_/ ---··---·---·-----·-··---l. __ 1 -------------·-·-'------------------·-······-·- +' ,, I . l I -1 M/.1)( 1-i I I 1 I I I, .... ----1----~v'.o· L~)-~·· ~~--------'-----------------:--------------------r------------------ i ! j ! I i I I j I I I I ! I ---------1 ------ ti t-J I . J. I PAGE /7-OF ft~·~ I I I I I 1· I I I I I I I 1. I I I I I 1 , e n g_ I n e e r i n g. i n c. 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 : ! -·--l ---! -~------~---- ! t f . ---+, ------------ PAGE 13 J I OF I,: I I I: I I ·I I: _I: I I I I I I I I I I. oevco e n g i n e e r i n g i n c. 245 NE Conifer, P.O. Box 121 l Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT NO= oB-i-~, · DESIGN= w A DATE= 'J",.// 6.a ' I D{ f 7:ss pr+! · t evJf 411.J , ; ' l I i , i -· · ·· --------·----·· --o ------·--· ----. -----------------·-......... 1--·· ---.. --·----· · ;--,----· tr · --·-·-·--, ------·-----···--· 1· ---· · -· f~ ::: G7,'7 '1 @ T•+p r I $fa"' :: (Y,o I ! · == IS''Z-,tp e. ~ f-,-,.t>{rfroV\ I ; l ! i : j ; f j 1 I i ! ; ,,i -: ! i --~----!,J<;e .Ccx:>5L0/l~33 f? (&>J!C ___ t~p _ , __________ ,. ______ ., _ _. __ ·------·--·-·--------'-·--·--· ==--~ ,_ jt1 I I . · ; . ti) ~c)D5f t.c-j3~ f?-ox ~d 1 Sovtl, Ci)d. : ' I I ~ . . I I I I I I I I I· I I I 1_ I I I- I_ I I 1_ ! I I l f l l t I t f l ·-. I t oevco: e n g i n e e r i n g-i n c. 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT NO: 0 8 -''i-'i / DESIGN: tvM DATE: )'vi 06 l 011/'--f'o ~M~~ @ Wes-f ~t'lJ . I ~ ~ cf l 1h ~ Ti.1p1 fl~ ,~ e 5· vt" e11d ~ X .: o···-{t~dl',to ·-c:·(f-tYaH) --------------------· l ; . Tr6-c/C. w~ -= Wro" % :: 3:~~;, .,l--(ff sr~t\ ' ] I : ' : ··------·· I I ____ _! ______ . ____ -------· .. .i._. ! _ _,_______ . ~-----·--~---· --·t-------.. ---·~--- ----·-r------------- ! ..... --(.------+1-----+~----4-------4--- 1 PAGE I is OF I: I I I I I I I I I. I I I I I· I I ,I I oevco, e. n g i n e e r i n gc in c. 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT: Ge>"' -fl~ PROJECT NO: 0 25,-'2-1../ / DESIGN: /)'J Iv\ DATE: CJ' v ( b 6 : bS' 2 :b vJJtr;J 5,11 Rx. F 21---::; K ~ ==-, /-t 1, I . , · l . --... -.---r · HtACf £' x. · ;· ==--·17~·( x· ·--;"·---·+ '4 J<.~}D><. ::1--,,,_--63-I -j b --··--·-- . ; f l i ! 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D,lf1 ;: 30,G. ,b I • ' l ! ! i j .................. -~!------------· ______ _j ________ ---------------'----i i I , . i ---J . ·-------------: ----- ! i . i th (-z.) 34i~r<;.z,5'--f Bb)(tol :-1 e , . 1 1 i I I i ·-==========;==:::;::::;:=::::::::::::~-=====~ . .J .... ---·---~------------------~-..... --------______ j_ ·------..... : l ' --·--· .. --------···----------.. ·-·--!-·-· ----! t i ! . ..; .. ! ! i ! I j -·----------· ---· 1-·-------. ----t : ---+-------·-------f----------_;..... ·-·-·-·-----I-------------------:---------- 1 1 : I j ' I f i ______ _____, i I I PAGE /{;, OF I I I I 1, I I I I I I 245 NE Conifer, P.O. Box 1211 CoNallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT: Ge~ ; K : PROJECT NO: 02' -Z-Lf { DESIGN: ()J tJ\ . DATE: .J'vf !::)t5 ---,---,-'-----'--1\j ' J)L == 7, 5 f ~ e badc.s-pt vi __ .!._·········-·-----... ~---·--·-----·---+-----·----·-·-··= res--psf-@ ·f_(,l~-f,/-ever: (31h<:i::J.;)tt°-·-- i + ! 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Box 1211 CoNaliis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 DESIGN: t,..//v\ 'DATE: JV/ 08 I ' I j ------· ----.---, -----·-·---·-·· ---l ··-... ·--------.. -+-------------------,---------" ·-·· __ , ·!-~--··-----· --· ----.. , i ...: •• --···---·---·· .... ' ; l l I _ e -:-U'R ~OOT{'25-131 (sp(, ce oY)lj ~ qoW'h >) ----·---L--------': ----·-·--·--.; I .. ! ! i ----------·--·----· ........ _ ·---~ -----------------------:-·-----·-------------r-·-----------j __ -- !' l I I i ! -i l ! i ----------------:1--·------·---------... _ --·····-----·---i,' _________ ,_t,', --·---· ___________ .,_:!· ______ • ' i ·----------·--· --j---·--·-·--------- f : i i ! : l ! ; 1 i ' I : I --------------'---------------t------;.,.._---·--r------r-------l..l ~= I I = ~~~ll~~.m'~ i I ; I ! I ff. i I I .------j--------j-----~---------l-----~-------~------·"t--·--·-----·~--r-- 1 I I i . i \ ' ! ! I PAGE /'6 OF I I I I I I I I I I. I' I I I I I I I I PROJECT: Gevio H x , PROJECT NO: ()8-2-'-f / i JaMbk (? ~(OW ' . I I. i !a-1 I 245 NE Conifer, P.O. Box 1211 CoNallis, OR 97339 Fax: (541) 7 57-9885 (541) 757-8991 DESIGN: OJfll . DATE:JV/ Oc . l}Jd1 5,1! ~x --. '2:5 x -z -; f 7,s ilo I i wf ---------r--1:/=eoi-J-:-R~-==-r1:.-J-y-11--+-!$ ~-en,--~--=--1%-,~--+~----·-------·-----· ------------·· -........... --1--....... ------------ "'r i 1r~cr f<, • Ii;•_?:", <it,) . 3H ,b , j , Wd vjJ 5,f/ R.K. ~ 7.f'l ;<" ½-:::--z3·,"1J 16 . , : ~ ·-=--l · 0 0-·_cf-/P(pi\e. · 1 ----.. -·---·-·1·1/tad -;t~--;-t;:-,z_ )<. ~ + r,p·-;-~ = ~o. -( _ --sr-s-:--: ·----------·-· Top : Ti•cl: ~. • '/;,:,x 7, > ~ o, 17 • ~-~,1 + 1,5 I•) • Yjs ,f> , I ' I I ' • I ' I --------~-~d1 Ne~d_ P-i ~-~?_Y> ~-7-:·f 0,\71 ~ ~-~ (3.t1 'j;.J<~/5 -t 7 :~-)< 7rs) )<-½ ><0, 1, ! I I • . ~ t=;,,,e----tk 1·---'---··---·-I -----·-----·v.-=[¾tre----------- ' i . : . . · , · · Sei>/l-11jc fof ((ci£,~ f_'t. ~ f-8:?x7,<5"~"fz.+IS(i,x1,5..-~,/2.);o.lb ..,_ G,0 1:b l I ,:. jq~ :·ib .. . ·1-•. -- 1 \:: .I L I i --! I ' -l . ---·. --- ' ' i ----.------------------r-------- i I PAGE ('1 OF I I I- I I I I I: I I I\ I ,, :1 I I I ,I I PROJECT: ~eY'\o '' l X : ta.sf ~nc~or_s fij:;:=1. --=1=j -== __ = ___ :::::::=i__j= ___ ==--=----:..z1 ==,~ I I I Cf :it:, I I j I· . PROJECT NO: 0/5-?}-/ / I ! ~ 245 NE Conifer, P.O. Box 121 l Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 DESIGN: ~t-1. DATE:Jv/ bg' I i . ~\~J~.-= l l 1 i ----i--------·-···--··--- l PAGE 20 OF I I I· I I I 2001 North American Specification w/2004 Supplement ASD DATE: 7115/2008 Genoptix SECTION DESIGNATION: 362S162-33 Single INPUT PROPERTIES: W~b Height= 3.625 in $tee! Thickness = 0.0346 in Top Flange= 1.625 in Inside Comer Radius = 0.0765 Bottom Flange = 1.625 in Yield Stress, Fy = 33.0 Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 33.0 Punchout Width = 1.500 in Punchout Length = 4.000 ALLOWABLE CEILING JOIST SPANS INPUT PARAMETERS Dead Load = 7 .5 psf Deflection Limit = U360 DL Multiplied by 1.00 for Strength Checks Bearing lengths for Web Crippling: End Condition = 1.0 in Shear and Web Crippling Capacity ~ased on Unpunched Web ALLOWABLE CEILING SPANS -SIMPLE SPAN JOIST MECHANICAL BRACING AT: SPACING NONE MIDPt THIRD Pt 12.0 in 12'4" 14' 9" 14' 9" 16.0 in 11' 5" 13' 4" 13' 4" 24.0 in 10' 3" 11' 8" 11' 8" in ksi ksi in 0 I I I I I I- I: Ii Ii I I I I I I I I I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Ceiling -Typ Stud over wdw (WP) P1 J, R1 1.50 ft Point Loads P1 Load(lb) 27 X-Dist.(ft) 0.00 Section: 362S162-33 Single C Stud (X-X Axis) Maxo = 440.9 Ft-Lb Moment of Inertia, I = 0.551 inh4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations. Flexural and Deflection.Check Mmax Mmax/ Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-lb (in) Ft-Lb Date: Fy= 33.0 ksi Va= 1023.6 lb Mpos/ Ma(Brc) (in) 7/16/2008 R2 Deflection Ratio Center Span 2.8 0.006 2.8 None 440.9 0.006 0.000 1/256934 Combined Bending and Web Crippling Reaction or Load Bmg Pa Pn Mmax lntr. stiffen Pt load P(lb} (in) (lb} (lb} (Ft-Lb} Value Req'd? R1 34.2 1.00 128.6 225.0 0.0 0.14 No R2 7.5 1.00 165.2 ~89.1 0.0 0.02 No P1 26.7 1.50 139.9 244.9 0.0 0.10 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. Pt load (lb) (Ft-Lb) Factor · VNa M/Ma Unstiffen Stiffen R1 26.7-0.0 1.00 0.03 0.00 0.00 NA R2 7.5 0.0 1.00 0.01 0.00 0.00 NA P1 7.5 · 0.0 1.00 0.01 0.00 0.00 NA I I I I I I I I I I I I I I I I 2001 NASPEC w/2004 Supplement Project: Gehoptix Model-: Interior N-S Ceiling-Typ stu~ over wdw {Seis) P1 ! 1.50 ft Point Loads P1 Load(lb) 20 X-Dist.(ft) 0.00 Section: 362S162-33 Single G stud (X-XAxis) Maxo = 440.9 Ft-Lb Moment of IJ1~rtia, I = 0.551 inl\4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations · Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-lb (in) Ft-Lb Date: Fy= 33.0 ksi Va= 1023.6 lb Mpos/ Ma(Brc) (in) 7/16/2008 Unif Ld lb/ft Deflection Ratio Center Span 0.8 0.002 0.8 None 440.9 0.002 0.000 U951619 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax lntr. Stiffen pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Req'd? R1 22.4 1.00 128.6 225.0 0.0 0.09 No R2 2.0 . 1.00 165.2 289.1 0.0 0.01 No P1 20.4 1.50 139.9 244.9 0.0 0.08 No Combined Bending and Shear Re~ionor Vmax Mmax Va lntr. lntr. pt Load (lb} (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 20.4 0.0 · 1.00 0.02 0.00 0.00 NA R2 2.0 0.0 1.00 0.00 0.00 0.00 NA P1 2.0 0.0 1.00 0.00 0.00 0.00 NA I I I I Ii I I I I I 2001: North American Specification w/2004 Supplement ASD PATE: 7/15/2008; Genoptix SECTION DESIGNATION: 362T125-33 Single- INPUT PROPERTIES: Web Height= Top Flange= Bottom Flange = 3.771 in 1.250 in 1.250 in Steel Thickness = Inside Comer Radius= Yield Stress, Fy = 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi Fy With Cold-Work, Fya = INPUT PARAMETERS Deflection Limit: U360 ALLOWABLE UNIFORM LOADS Listed load multiplied by 1.00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks End Bearing Length for Web Crippling = 1 in Flexural Bracing: FULLY BRACED TOTAL ALLOWABLE UNIFORM LOADS {lbm} SPAN LENGTH (ft) 4.00 6.00 Without Web Stiffeners 52.4 34.9 With Web Stiffeners 143.2 63.7 8.00 26.2 32.8 I I I I I I I. 1· I I I I I I I I ·I I I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Ceiling -Jamb@ Typ (WP) R1 Point Loads Load(lb) X-Dist.(ft). P1 + P1 P2 P3 68 63 23 3.67 9.00 10.50 Section: (2) 362S162-54 Boxed C Stud (X-XAxis) 29.25 ft .Maxo = 2213.3 Ft-Lb Moment of Inertia, I= 1.745 in114 Loads have not ~n modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Date: Fy= 50.0 ksi Va= 6743.1 lb 8/13/2008 R2 Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span, Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) Center Span 691.4 0.312 691.2 None 2213.3 0.312 Combined Bending and Web Crippling Reaction or Load Brng Pa pt Load P(lb) (in) (lb) • R1 116.8 1.00 1268.8 R2 35.8 1.00 1268.8 P1 67.5 1.50 2880~0 P2 62.6 1.50 2880.0 . P3 .22.5 1.50 2880,0 Combined Bending and Shear Reaction or Vmax Mmax Va- Pt load (lb) (Ft-Lb) Factor R1 116.8 0.0 1:00 R2 35.8 0.0 1.00 Pt 116.8 427.0 1.00 P2 49.3 690.4 1.00 P3 35.8 671.8 1.00 Combined Bending and Axial Load Axial Ld Bracing (in) Span (U>) Kyly Ktlt Center Span 236.0 (c) 64.0 64.0 Member lnterconneqtion Spacing = 24.00 in See NASPEC C4.5 for add'nl interconnection requirem~nts Pn (lb) 2220.4 2220.4 4752.0 4752.0 4752.0 VNa 0.02 0.01 0.02 0.01 0.01 Max KUr 244 Mmax (Ft-Lb) 0.0 0.0 427.0 690.4 671.8 M/Ma 0.00 0.00 0.19 0.31 0.30 Allow Ld (lb) 1605.3 (c) (in) 1.692 lntr. Value 0.05 0.01 0.13 0.20 0.19 lntr. Unstiffen 0.00 0.00 0.04 0.10 0.09 P/Pa 0.15 Ratio U207 Stiffen Req'd? No No No No No lntr. Stiffen NA NA NA NA NA lntr. Value 0.46 I I I. I I I I I'. ,~ I I I I I I. I I AISC 9th Edition, ASD Project: Genoptix Model: Interior N-S Ceiling.·-Jamb @Typ (In-Plane Seismic) R1 Point Loads Load(lb) X-:Oist.(ft) P1 P2 34 6 9.00 10.50 P1 P2 J, J, 29.25 ft Date: Section: (2) 362S162-54 Boxed (Y-Y) Moment of Inertia, i = 1.3083 in11€ = 29500 ksi R1 R2 Reactions (lb) 39.2 24.3 Left Cantilever Local· X-dist {ft) Max 0;00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 V(lb} 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 M (Ft-Lb) 0.0 0.0 0.0 0.0 o:o 0.0 0.0 0.0 0.0 0.0 Defl (in) LIO 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Center Sean Local X-dist (ft) Max 0.00 2.93 5.85 8.78 11.70 14.63 17.55 20.48 23.40 V (lb) 39.2 39.2 36.8 34.5 32.1 -10.3 -12.6 -15.0 -17.3 -19.7 M (Ft-Lb) 320.1 O.b 111.1 215.5 312.9 303.8 270.3 229.9 182.7 128.6 Defl (in) U315 0.0000 -0.3738 -0.7053 -OJ1544 -1.0890 -1.1077 -1.0231 -0.8506 -0.6083 Right Cantilever Local X-dist (ft) Max · 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 V (lb) 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 M (Ft-Lb) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Defl (in) uo 0.0000 0.0000 0.0000 0.0000 (J.0000 0.0000 0.0000 0.0000 0.0000 © 8/13/2008 R2 0.00 0.00 0.0 0.0 0.0 0.0 0.0000 0.0000 26.33 29.25 -22.0 -24.3 67.7 0.0 -0.3170 0.0000 0.00 0.00 0.0 0.0 0.0 0.0 0.0000 0.0000 I I I. I I I I I: I 1·· I I I I I I I I CFS Version 5.0.2 Section: Section 1.sct Box 3.625x1.625x0.5-16 Gage, Genoptix Rev. Date: 8/13/2008 9:10:50 AM Page 1 Member Check -2004 North American Specification -US (ASD) Design Parameters: Lx 29.250 ft Ly Kx 1.0000 Ky Cbx 1.0000 Cby Cmx 1. 0000 Cmy Braced Flange: None Moment Loao.s: p Mx (kl (k-in) Entered 0.2400 0 .. 000 Applied 0.2400 0.000 Strength 1.4776 28.085 Effective section properties at Ae 0.84382 inA2 Ixe Interaction Equations Sxe(t) Sxe(b) NAS Eq. CS.2.1-1 (P, Mx, My) NAS Eq. CS.2.1-2 (P, Mx, My) NAS Eq. C3.3.1-l (Mx, Vy} NAS Eq. C3.3.1-1 (My, Vx) KL/r exceeds 200. 29.250 ft Lt J,.0000 Kt 1. 0000 ex 1.0000 ey Rteduction, R: 0.0000 Vy (k) 0.0000 0.0000 6.7431 applied loads: 1. 7460 in"4 0.96333 in"3 0.96333 in"3 My (k-in) 3.840 3.840 19 .140 Iye Sye(l) Sye(r) 0.162 + 0.000 + 0.233 = 0.013 +· 0.000 + 0.201 = Sqrt(0.000 + 0.000}= Sqrt(0.040 + 0.000)= 18.750 ft 1.0000 o.ooqo in 0.0000 in Vx (k) 0.0390 0.0390 5.6968 1.3088 in"4 0.80539 in"3 0.80539 in"3 0.396 <= 1. 0 0.213 <= 1.0 0.000 <= 1.0 0.201 <= 1.0 © I I 1· I. I: I I I I I I I I I 2001 North American Specification w/2004 Supplement ASD, DATE: 7/15/2008-. Genoptix SECTION DESIGNATION: 362T125-33 Single INPUT PROPERTIES:. Web Height'= Top Flange= Bottom Flange = 3,771 in t.250 in 1.250 in Steel Thickness = Inside Comer Radius = Yield stress, Fy = 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi Fy With Cold-Work, Fya = INPUT PARAMETERS Deflection Limit: L/360 ALLOWABLE UNIFORM LOADS Listed load multiplied by 1.00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks End Bearing Length for Web Crippling = 1 in Flexural Bracing: FULLY BRACED TOTAL ALLOWABLE UNIFORM LOADS (lb/ft) SPAN LENGTH (ft) 6.00 6.50 Without Web Stiffeners 34.9 32.2 With Web Stiffeners 63.7 54.2 8.00 26.2 32.8 I I I I I I I. I I I I 2001 NASPEC w/2004 Supplement Project: Genopti~ Model: Interior N-S Ceiling -Upper Joist@ Long Span (Typ) R1 Point Loads P1 Load(lb) 68 X-Dist.(ft) 7.58 Sloped/Partial Loads Case 1 Section: 600$162-33 Single C Stud (X-XAxis) P1 J, 14.00 ft X1 ft W(X1) lb/ft 7.58 10.0 Maxo = 950. 6 Ft-Lb · Moment of Inertia, I = 1. 793 ih"4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check X2 ft 14.00 Date: W(X2) lb/ft 10.0 Fy= 33.0 ksi Va= 638.1 lb 7/15/2008 R2 Mmax Mmax/ Mpos aracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo .Center Span 346.2 I 0.364 Combined Bending and Web Crippling Reaclionor Load pt Load P(lb) R1 45.7 R2 86.0 P1 67.5 Combined Bending and Shear Reaction or Vmax Pt Load (lb) R1 45.7 R2 86.1 P1 45.7 Within Span (Unstiffened) Ft-Lb 346.2 Brng {in) 1.00 1.00 1.50 Mmax {Ft-Lb) 0.0 0.4 345.9 Unpunched Span Center Span Loc'n, X (ft) 7.57 M(X) V(X) (Ft-Lb) (lb) 345.3 45:7 (in) 91 Pa (lb) 152'.8 152.8 342.8 Va Factor 1.00 1.00 1.00 lntr. 0.14 Pn {lb) 267.4 267.4 '565.6 Ft-Lb Ma(Brc) (in) 621.5 0.557 0.196 VNa 0.07 0.13 0.07 Mmax (Ft-Lb) 0.0 0.4 345.9 Loc'n, X M/Ma 0.00 0.00 0.36 lntr. Value 0.16 0.29 0.33 lntr. Unstiffen 0.01 0.02 0.14 Punched M(X) V(X) (ft) 7.57 {Ft-Lb) (lb) 345.3 45.7 Ratio U856 Stiffen Req'd? No No No lntr. Stiffen NA NA NA lntr. 0.14 I I I 1· I: I: Ii· I I I I I I I I I I I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Ceiling. -Upper Joist@ Long Span (South End) ~ .. · R1 Point Loads P1 Load(lb) 152 X-Oist(ft} 7.58 Sloped/Partial Loads Case 1 P1 + I 14.00 ft X1 ft 7.58 Section : (2) 6008162-33 Boxed C Stud (X-X Axis) ~axo =· 1901 .. 3 i=t-Lb Moment of Inertia, I= 3.586 inl\4 Lo~ds have not been modified for strength checks Loads have not been· modified for deflection calculations Flexural and· Deflection Check W(X1) lb/ft 10.0 Date: X2 ft . W(X2) lb/ft 14.00 10.0 Fy= 33.0 ksi Va= 1276.1 lb 7/15/2008 t R2 Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 639:9 0.337 639.9 91 1901.3 0.337 0.176 U953 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax lntr. Stiffen Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Req'd? R1 84.4 1.00 305.6 534.8 0.0 0.14 No R2 131.8 1.00 305.6 534.8 0.4 0.22 No P1 1520 1.50 685.6 1131.2 639.4 0.32 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 84.4 0.0 1.00 0.07 0.00 0.00 NA R2 131.8 0.4 1.00 0.10 0.00 0.01 NA P1 84.4 639.4 1.00 0.07 0.34 0.12 NA Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft-lb) (lb) lntr. (ft) {Ft-Lb) (lb) lntr. C.enter Span 7.57 638.2 84.4 0.12 7.57 638.2 84.4 0.12 I I I:. I I I 1· I: I: I I I I I I I I I I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Ceiling -East drop stud @ Long Span (WP) P1 J, R1 Point Loads Load(lb) X-Dist.(ft) P1 P2 11 11 0.00 1.50 Sectioq: 362S162-33 Single C Stud (X-XAxis) 3.00 ft Maxo = 440.9 Ft-Lb Moment of lnerti;1, I = 0.551. in"4 Loads have not been modified for strength checks Loads have not been mQdified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos .Bracing Span Ft-Lb Maxo Ft-Lb (in) Ma(Brc) Ft-Lb Date: Fy= 33.0 ksi Va = 1023.6 lb Mpos/ Ma(Brc) (in) 7/15/2008· R2 Deflection Ratio Center Span 12.2 0.028 12.2 91 440.9 0.028 0.001 U34423 Combined Bending and Web Crippling R~action or Load Brng Pa Pn Mmax lntr. Stiffen pt load P(lb) (in} . (lb) (lb) (Ft-Lb) Value Req'd? R1 21.9 1.00 128.6 225.0 0.0 0.09 No R2 10.6 1.00 165.2 289.1 0.0 0.03 No P1 11.3 1.50 139.9 244.9 0.0 0.04 No P2 11.3 ·1.50 354.6 585.1 12.2 0.03 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. pt Load (lb) (Ft-Lb) F~r VNa M/Ma Unstifferi stiffen R1 11:3 0.0 1.00 0.01 0.00 0.00 NA R2 10.6 0.0 1.00 0.01 0.00 0.00 NA P1 10.6 0.0 1.00 0.01 0.00 0.00 NA P2 5.6 12.2 1-00 0.01 0.03 0.00 NA I I I I I I I I I I I I 2001 NASPEC w/2004 Supplement Proj~t: Genoptix Model: Interior N-S Ceiling -East drop stud @ !,,(mg Span (Seismic) P1 J, Point Loads Load(lb) X-Dist.(ft) . P1 P2 3 3 0.00 1.50 Secti<>n : 362S162-33 Single C Stud (X-X Axis) P2 J, 3.00 ft Maxo = 440.9 Ft-Lb Moment of Inertia, I = 0.551 in"4 Loads have not been modified for strength checks Loads have not been modified for deflecticm calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Ma(Brc) Ft-Lb Date: Fy= 33.0 ksi Va= 1023.6 lb Mpos/ Ma(Brc) (in) 7/15/2008 Unifld lb/ft Deflection Ratio Center Span 3:3 0.007 3:3 None 440.9 0.007 0.000 U126115 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax lntr. Stiffen Pl Load P(lb} (in} (lb) (lb) (Ft-Lb) Value Req'd? R1 5.9 1.00 128.6 225.0 0.0 0.02 No R2 3.0 1.00 16'5.2 289.1 0.0 0.01 No P1 2.9 1.50 139.9 244.9 0.0 0.01 No P2 2.9 1.50 354.6 585.1 3.3 0.01 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 3.0 0.0 1.00 0.00 0.00 0.00 NA R2 3.0 0.0 1.00 0.00 0.00 0.00 NA P1 3.0 0.0 1.00 0.00 0.00 0.00 NA P2 1.5 3.3 1.00 0.00 0.01 0.00 NA I I I 1· 1· I I I I I. I I I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Ceiling -(E) 6" Wall Stud (WP) P1 J, R1 29.25 ft Point Loads P1 Load(lb) 10 X-Dist.(ft) 12.00 Section : 600S162-33 Single C Stud (X-X Axis) Maxo = 950.6 Ft-Lb Moment of Inertia, I= 1.793 in"4 Loads have been multiplied by0,75 for strength checks f.,oads have not been mQdified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft.:Lb (in) Ft-Lb Date: Fy= 33.0 ksi Va= 638.1 lb Mpos/ Ma(Brc) (in) 8/13/2008 R2 Deflection Ratio Center Span 596.4 0.471 596-4 Full 950.6 0.471 1.720 U204 Combined Bending and Web Crippling Reactionor Load Brng Pa Pn Mmax lntr. Stiffen pt Load P(lb) (in) {lb) (lb) {Ft-Lb) Value Req'd? R1 79.0 1.00 152.8 267.4 0.0 0.20 No R2 77.2 1.00 152.8 267.4 0.0 0.20 No P1 10.0 1.50 342.8 565.6 588.1 0.29 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 79.0 0.0 1.00 0.09 0.00 0.01 NA R2 77.2 0.0 1.00 0.09 0.00 0.01 NA P1 19.2 588.1 1.00 0.02 0.46 0.22 NA . Combined Bending arid Axial Load Axial Ld Bracing (in) Max AllowLd lntr. Span (lb) KyLy Ktlt KUr (lb) P/Pa Value Center Span 372.0 (c) 48.0 48.0 154 1221.5 (c) 0.30 0.77 ® I I I ,, I ,, I. 1· I I I I I I 2001 NASPE·c w/2004 Supplement Project: Genoptix Model-: Interior N-S Ceiling, -(E}. {?" Wall Stud (Seismic) P1 J, 29.25 ft Point Loads P1 Load(lb) 14 X-Dist.(ft) 12.00 Section : 600S162-33 Single C Stud (X-X Axis) Maxo = 950.6 Ft-Lb Moment of Inertia, I = 1. 793 in114 Loads have been multiplied by 0.75 for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Span Ft-Lb Maxo Ft-Ll> (in) Ft-Lb Date: Fy= 33.0 ksi Va= 638.1 lb Mpos/ Ma(Brc) (in) 8/13/2008 Deflection Ratio Center Span 324.0 0.256 324.0 Full 950.6 0.256 0.906 U387 Combined Bending and Web Crippling Reaction or Load Bmg Pa Pn Mmax lntr. Stiffen Pl load P(lb). {in) {lb) {lb} {Ft-Lb) Value Req'd? R1 40.2 1.00 152.8 267.4 0.0 0.10 No R2 37.8 1.00 152.8 .267.4 0.0 0.10 No P1 13.6 1.50 342.8 565.6 323.8 0.17 No Combin~ Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. Pl load {lb) {Ft-Lb) Factor VNa MfMa Unstiffen Stiffen R1 40.2 0.0 1.00 0.05 0.00 0.00 NA R2 37.8 0.0 1.00 0.04 0.00 0.00 NA P1 13.9 323.8 1.00 0.02 0.26 0.07 NA Combined Bending and Axial Load Axial Ld Bracing (in) Max AllowLd lntr. Span (lb) KyLy Ktlt KUr {lb) PIPa Value Center Span 372.0 (c) 48.0 48.0 154 1221.5 (c) 0.30 0.52 I 1· I I I I I I I I I I 2001· North American Specification w/2004 Supplement ASD' DATE: 7/15/2Q08' Genoptix SECTION DESIGNATION: 600T125-33 Single INPUT PROPERTIES: Web Height= Top. Flange = Bottom Flange = 6.146 in 1.250 in 1.250 in Steel Thickness = Inside Corner Radius = Yield Stress, Fy = 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi Fy With Cold-Work, Fya = INPUT PARAMETERS Deflection Limit: L/360 ALLOWABLE UNIFORM LOADS Listed load multiplied by 1.00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks End Bearing Length for Web Crippling = 1 in Flexural Bracing: 16.0 in TOTAL.ALLOWABLE .UNIFORM LOAD~· (lb/ft) SPAN LENGTH (ft) 6.00 6.50 Without Web Stiffeners 30.5 28.1 With Web Stiffeners 108.7 92.6 8.00 22.8 61.1 ® I I I .1 ·1 I I' I. 1- 1 I I I ,_ I I I I, I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Ceiling -Mui/ion Jamb @ Long Span (WP) R1 Point Loads . Load(lb) X-Dist.(ft) P1 ! P2 P3· ii P1 P2 P3 140 106 23 3;67 9.00 10.50 Section: (2) 362S162-54 Boxed C stud (X-XAxis) 29.25 ft Maxo = 2213.3 Ft-Lb Moment of Inertia, I= 1. 745 in114 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax ·Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-L.b (in) Ma(Brc) Ft-Lb Date: Fy= 50.0 ksi Va= 6743.1 lb Mpos/ Ma(Brc) (in) @) 8/13/2008 R2 Deflection Ratio Center Span 1150.6 0.520 1150.3 None 2213.3 0.520 2.802 U125 t.--/1ii for Combined Bending and Web Crippling Reaction or Load Brng Pa Pt load P(lb) (in) (lb) R1 210.8 1.00 1268.8 R2 58.5 1.00 1268.8 P1 140.0 1.50 2880.0 P2 106.0 1.50 2880.0 P3 23.3 1.50 2880.0 .·Combined Bending and Shear Reaction or Vmax Mm~ Va Pt load (lb) (Ft-Lb) Factor R1 210.8 0.0 1.00 R2 58.5 0.0 1.00 P1 210.8 770.6 1.00 P2 70.8 1149.2 1,.00 P3 58.5 1098.7 1.00 Combined Benging and Axial Load · Axial Ld Bracing (in) Span (lb) KyLy Ktlt Center Span 236.0 (c) 64.0 64.0 Member Interconnection Spacing = 24.00 in See NASPEC C4.5 for add'nl interconnection requirements Pn (lb) 2220.4 2220.4 4752.0 4752.0 4752.0 VNa 0.03 0.01 0.03 0.01 0.01 Max KUr 244 Mmax (Ft-Lb) 0.0 0.0 770.6 1149.2 1098.7 M/Ma 0.00 0.00 0.35 0.52 0.50 Allowld (lb) 1605.3 (c) lntr. Value 0.09 0.02 0.24 0.33 0.30 lntr. Unstiffen 0.00 0.00 0.12 0.27 0.25 P/Pa 0.15 c~) box.ed Stiffen Req'd? No No No No No lntr. Stiffen NA NA NA NA NA lntr. Value 0.67 I I I I I I I ·1 I I I I I I I I. AISC 9th Edition, ASD Project: Genoptix Model: Interior N-S Ceiling -Mullion Jamb @ Long $pan (In-Plane Seismic) I 1111· R1 Point ·Loads Load(lb) X-Dist(ft) P1 36 9.00 P2 6 10.50 P1 P2 p3· t ·t t P3 36 12.00 29.25 ft Sloped/Partial Loads Case X1 ft W(X1) lb/ft X2 ft 1 0.00 0.7 29.25 Section: (3) ~62S162-54 Boxed C{-Y) Moment of Inertia, I = 1.9625 in"4E = R1 R2 Reactions (lb) ~2.8 43.3 Left Cantilever ·-Local X-dist (ft) Max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 V (lb) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 M (Ft-Lb} 0.0 0.0 0.0 0.0 0.0 0;0 0.0 0.0 0.0 Oefl (in) uo 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 CenterSf;!an Local X-dist (ft) Max 0.00 2.93 5.85 8.78 11.70 14.63 17.55 20.48 V (lb) 62.8 62.8 60.6 58.2 55.8 11.6 -27.3 -30.2 -33.3 M (Ft-Lb) 580.6 0.0 180.5 354.3 521.1 577.1 512.1 427.9 335.0 Defl (in) U260 0.0000 -0.4399 -0.8339 , -1.1376 -1.3119 -1.3424 -1.2423 -1.0331 Right Cantilever Local X-dist (ft) Max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 V (lb) o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 M (Ft-Lb) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Defl (in) uo 0.0000 0.0000 0.0000 ·0.0000 0.0000 0.0000 0.0000 0.0000 Date: 8/13/2008 I I i I R2 W(X2) lb/ft 1.2 29500 ksi 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0000 0.0000 0.0000 23.40 26.33 29.25 -36.5 -39.8 -43.3 233.0 121.5 0.0 -0.7385 -0.3846 0.0000 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0000 0.0000 0.0000 I 1· 1: I I I I I I I I CFS Version 5.0.2 Section: Section 1.sct Box 3.625x1 .625x0.5-16 Gage Genoptix · Rev. Date: 8/13/2008 9:10:50 AM Page 1, Member Check-2004 North American Specification -US (ASD) Design Parameters: Lx 29.250 ft Ly 29.250 ft Lt 18.750 ft Kx 1.0000 Ky 1. 0000 Kt 1. 0000 Cbx 1.0000 Gby 1. 0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R:-0.0000 Loads: p Mx Vy My Vx (k) (k~in) (k) (k-in) (k) Entered 0.2400 0.000 0.0000 3.840 0.0390 Applied 0.2400 o.obo 0.0000 3.840 0.0390 Strengt}:l 1. 477·6 28.085 6.7431 19.140 5.6968 Effe~tive section prope~ties at applied loads: Ae 0.84382 in"2 Ixe 1. 7460 in"4 Iye 1. 3088 in"4 Sxe(t) 0.96333 in"3 Sye(l) 0.80539 in"3 Sxe(bl 0.96333 in"3 Sye (rl 0.80539 in"3 Interaction Equations N,AS Eq. C5.2.1-1 (P, Mx, My) 0.162 + 0.000 + 0.233 = 0.396 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.·013 + 0.000 + 0.201 = 0.213 <= 1.0 NAS Eq. C3.3.1-l (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.l-l (My, Vx) Sqrt(0.040 + 0.000)= 0.201 <= 1.0 KL/r exceeds 200. Member Check -2004 North American Specification -US (ASD) Design Parameters: Lx 29.250 ft Ly 29.250 ft Lt 18.750 ft Kx 1. 0000 Ky 1.0000 Kt 1.0000 Cbx 1. 0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: No.ne Moment Reduction, R: 0.0000 Loads: p Mx Vy My Vx (kl {k-inl (kl (k-in) (kl Entered 0 • .2400 0.000 0.0000 6.972 0.0630 Applied 0.2400 .o. QOO 0.0000 6.972 0.0630 Strength 1. 4776 28.085 6.7431 19.140 5.6968 Effective section properties at applied loads: Ae 0.84382 in"2 Ixe 1.7460 in"4 Iye 1. 3088 in"4 Sxe{t) 0.96333 in"3 Sye(l) 0.80539 in"3 Sxe(b) 0.96333 in"3 Sye (r) 0.80539 in"3 Interaction Equations NAS Eq. C5.2.l-l (·P·, Mx, My) 0.162 + 0.000 + 0.423 = 0.586 <= 1.0 NAS Eq. c5.2.1-2 (P, Mx, My) 0.013 + 0.000 + 0.364 = 0.377 <= 1.0 NAS Eq. C3.3.1-1 ('Mx, Vy) Sqrt{0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.l-l (My, Vx) Sqrt(0.133 + 0.000)= 0.364 <= 1.0 KL/r exceeds 200. ® I I I I ,. I I, I I 1. 'I 1. I I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Ceiling -Typ ..Jamb @ Long Span (WP) R1 Point Loads Load(lb) X-Dist.(ft) P1 J, P2 P3 J, J, P1 P2 P3· 73 63 20 3.67 9.00 10.50 Section: (2) 362S162-54 Boxed C stud (X-X Axis) 29.25 ft Maxo = 2213.3 Ft-Lb Moment of Inertia, I= 1.745 inl\4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Date: Fy= 50.0 ksi Va= 6743.1 lb 8/13/2008 R2 Mmax Mmax/ Mpos Bracing Ma(Brc} Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in} Ft-Lb Ma(Brc) (in) Ratio Center Span 692.5 0.313 692.4 None 2213.3 0.313 1.692 U207 Combined Bending and Web Cri~~ling Reaction or Load Srng Pa Pn Mmax lntr. Stiffen pt Load P(lb) (in) (lb) (lb) {Ft-Lb) Value Req'd? R1 120.2 1.00 1268.8 2220.4 0.0 0.05 No R2 35.7 1.00 1268.8 2220.4 0.0 0.01 No P1 73.1 1.50 2880.0 4752.0 439.6 0.13 No P2 63.1 1.50 2880.0 4752.0 691.6 0.20 No P3 19.7 1.50 2880.0· 4.752.0 669.1 0.18 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 120.2 0.0 1.00 0.02 0.00 0.00 NA R2 35.7 0.0 ·1.00 0.01 0.00 0.00 NA P1 120.2 439.6 1.00 0.02 0.20 0.04. NA P2 47.1 691.6 1.00 0.01 0.31 0.10 NA P3 35.7 669.1 1.00 0.01 0.30 0.09 NA Combined Bending and Axial Load Axial Ld Bracin~ (in) Max Allow Ld lntr. Span (!b) KyLy Ktlt KL/r (lb) P/Pa Value Center Span 236.0 (c) 64.0 64.0 244 1605.3 (c) 0.15 0.46 Member Interconnection Spacing= 24.00 in See NASPEC C4.5 for add'nl interconnection requirement~ 1.: I I I I Ii Ii I, 1: I I· I I I I I I AlSC 9th Edition, ASD' Project: Qenoptix Model: lnteriorN-S Ceiling-Typ Jamb@ Long Span (In-Plane Seismic) I'" R1 Point Loads P1 Load(lb) 30 }{-rnst.(ft} 9.00 Sloped/ Partial Loads P2 5 10.50 P1 P2 P3. J,J,J, P3 31 12.00 Case 1 29.25 ft X1 ft 0.00 W(X1} lb/ft 0.5 X2 ft 29.25 Date: W(X2) lb/ft 0.8 8/13/2008 I I i R2 ·Section : (2) (2) 362$162-54 Boxed (Y-Y) Moment of Inertia, I= 1.3083 inA.£ = 29500 ksi R1 R2 Reactions (lb) 50.8 33.8 Left Cantilever Local X-dist (ft) Max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 V (lb) 0.0 0.0 0.0 0.0. 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 M (Ft-Lb) 0.0 OJ) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Defl (in) .uo 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 CenterSl;!ai'l Local X-dist (ft) Max 0.00 2.93 5.85 8.78 11.70 14.63 17.55 20.48 23.40 26.33 29.25 V (lb) 50.8 50.8 49.3 47.7 46.1 9.2 -23.2 -25.2 -27.2 -29.3 -31.5 -33.8 M (Ft-Lb) 473.1 0.0 146.4 288.3 425.4 470.3 414.3 343.5 267.0 184.4 95.5 0.0 Defl (in) U215 0.0000 -0.5349 -1.0139 -1.3827 -1.5931· -1.6279 -1.5041 -1.2489 -0.8917 -0.4640 0.0001 Right Cantilever Local X-dist (ft) Max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 V (lb) 0.0 0.0 0.0 0.0 0:0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 M {Ft-Lb) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 D~fl (in) uo 0.0001 0.0001 0.0001 0.0001 0.0001 Q.0001 0.0001 0.0001 0.0001 0.0001 0.0001 "· ® Ii I I I I I I, 1, I I, I I I CFS Version 5.0.2 Section: Section 1.sct Box 3.f>25x1.625x0,5-16 Gage Genoptix Rev. D~te: 8/13/2008 9:10:S0AM Page 1· . Member Check -2004 North American Specification -US (ASD) Design Parameters: Lx 29.250 ft Ly 29.250 ft Lt 18. 7 50 ft Kx 1. 0000 Ky 1. 0000 Kt 1. 0000 Cbx 1. 0000 Cby 1.0000 ex 0.0000 in Cmx 1. 0000 Cmy 1. 0000 ey 0.0000 in Braced Flange: ·None Moment Reduction, R: 0.0000 Loads: p Mx Vy, My Vx (k) (k-in) (k) (k-in} (k} Entered 0. 24.00 o. ciao 0.0000 5. 676 0.0510 Applied 0.2400 0.000 0.0000 5. 676 0.0510 Strength 1. 4776 28.085 6.7431 19.140 5.6968 Effective section properties at applied loads: Ae 0.84382 in"2 Ixe ],.. 7460 in"4 Iye 1.3088 in"4 Sxe (t) 0.96333 in"3 Sye (1) 0.80539 in"3 Sxe (b} 0.96333 in"3 Sye (r} 0.80539 in"3 Inte·raction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.162 + 0.000 + 0.345 = 0.507 <= 1.0 NAS Eq. C5.2.l-2 (P, Mx, My) 0.013 + 0.000 + 0.297 = 0.309 <= 1.0 NAS Eq. C3.3.l-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3. 3,.1-1 :(My., Vx) Sqrt(0.088 + 0.000)= 0.297 <= 1.0 KL/r exceeds 200. 1· I I 1· I I I I I I I I I I I 2001 NASPEC w/2004 Suppl_ement Project: Genoptix Model: Interior N-S Ceiling. -Soffit Joist@ Brow R1 7.33 ft Section : 800S162-43 Single C stud (X-X Axis} Maxo == 1678.4 Ft-Lb Moment of Inertia, I= 4.500 in"4 Loads have not been modified for strength c::hecks Loads ·have not been modified for deflection-calculations flexu·ral and Deflection Check Date: Fy= 33.0 ksi Va = 1051.2 lb 7/21/200& UnifLd lb/ft Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 183.8 0.109 117.3 None 1678.4 0.070 0.017 U5071 Center Span 183.8 0.109 82.1 None 1445.4 0.057 0.002 U48312 Combined Bending and Web CriQ(;!ling Reaction or Load Brng Pa Pn Mmax lntr. Stiffen Pt load P(lb) (in) (lb) (lb) (Ft-Lb) Value Req'd? .R1 185.0 1.00 542.0 894.3 183.8 0.25 No R2 29.9 1.00 246:9 432.1 0.0 0.06 No Combined Bending and Shear Reaction or Vmax · Mmax Va lntr. lntr. Pt:Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 105.0 183.8 1.00 0.10 0.11 0.02 NA -R2 29.9 0.0 1.00 0.03 0.00 0.00 NA @ I I I I I I I I I I I I I I 2001 North .American Specification w/2004 Supplement ASD DATE: 7/16/2008 Genoptix SECTION DESIGNATION: 600S162-33 Single INPUT PROPERTIES: Web Height= 6.000 in Steel Thickness = Top Flange= 1.625 in Inside Corner Radius = Bottom Flange = 1.625 in Yield Stress, Fy = 0.0346 0.0765 33.0 Stiffening Up = 0.500 in Fy With Cold-Work, Fya = 33.0 Punchout Width = 1.500 in Punchout Length = ALLOWABLE UNIFORM LOADS INPUT PARAMETERS Deflection Limit: U36() Listed load multiplied by 1.00 for deflection check 4.000 in in ksi ksi in Listed Allowable Loads Not Modified for Duration of Load for Strength. Checks Shear and Web Crippling Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in Flexural BracinQ: 16.0 in TOTAL ALLOWABLE UNIFORM LOADS (lb/ft) SPAN LENGTH (ft) 4.00 6.00 8.00 Without Web Stiffeners 76.4 50.9 38.2 With Web Stiffeners 319.0 211.3 118.8 I I I I I I I'. I: .I; I! -J I: I: I I I I I I I 2001 North Am~rican Specificati9n w/2004 Supplement ASD· DATE: 8/13/2008: · Genoptix SECTION DESIGNATION: 800T125-43 Single INPUT PROPERTIES: Web Height= 8.161 in Steel Thickness = 0.0451 Top Flange= 1.250 in Inside Comer Radius = 0.0712 Bottom Flange = -1.250 INPUT PARAMETERS Deflection Limit: U360 in Yield Stress, Fy = Fy With Cold-Work, Fya = ALLOWAl;4LE UNIFORM LOADS Listed load multiplied by 1.00 for deflection check 33.0 33.0 Listed Allowable Loads Not Modified for Duration of Load for strength Checks End Bearing Length for Web Crippling = 1 in Flexural Bracing: FULLY BRACED TOTAL ALLOWABLE UNIFORM LOADS (lb/ft) SPAN LENGTH (ft) 4.00 6.00 Without Web Stiffeners 85.5 57.0 With Web Stiffeners 514.9 234.3 8.00 42.7 131.8 in in ksi ksi I I I I I I 1· I! . ' I: I I I I I I I I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Ceiling -Jamb@ Brow (WP) R1 Point Loads Load(lb) X-Dist.(ft) P1 J, P2 P3 J, J, P1 P2 P3 68 74 34 3.67 9.00 10.50 Section: (2) 362S162-54 Boxed C stud (X-XAxis) 29.25 ft Max:o = 2213.3 Ft-Lb Moment of Inertia, I = 1. 7 45 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexurtil and Deflection Check Mmax Mma,q Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Ma(Brc) Ft-Lb Date: Fy= 50.0ksi Va= 6743.1 lb Mpos/ Ma(Brc) (in) 8/13/2008 R2 Deflection Ratio Center Span 826.3 0.373 826.2 None 2213.3 0.373 2.030 U173 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax lntr. Stiffen Pt Load P{lb) (in) (lb) (lb) (Ft-Lb) Value Req'd? R1 131.8 1.00 1268.8 2220.4 0.0 0.05 No R2 43.3 1.00 1268.8 2220.4 0.0 0.02 No P1 67.5 1.50 2880.0 4752.0 481.9 0.14 No P2 73.8 1.50 2880.0 4752.0 825.0 0.24 No P3 33.8 1.50 2880.0 4752.0 812.3 0.23 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. l>tload {lb) (Ft-Lb) Factor VNa M/Ma Unstiffen stiffen R1 131.8 0.0 1.00 0.02 0.00 0.00 NA R2 43.3 0.0 1.00 0.01 0.00 0.00 NA P1 131.8 481.9 1.00 0.02 0.22 0.05 NA P2 64.3 825.0 1.00 0.01 0.37 0.14 NA P3 43.3 812.~ 1.00 0.01 0.37 0.13 NA Combined Bending and Axial Load Axial Ld Bracing (in) Max Allow Ld lntr. Span (lb) Kyly Ktlt KUr (lb) P/Pa Value Center Span 398.0 (c) 64:0 64.0 244 1605.3 (c) 0.25 0.71 Member Interconnection Spacing = 24.00 in See NASPEC C4.5 for add'nl interconnection requirements I I I, I: I I I I. I I: . \ ' , Ii \., ! I! J I I I I I I I I ,, 2001 NASPEC w/2004 Supplement Project: Genoptix. Model: Interior N-S Ceiling -Jamb@ Brow (Out of Plane Seis) 1111 R1 Point Loads Load(lb) X-Dist.(ft) P1 J, P2 P3 J, J, P1 P2 P3 24 91 5 3.67 9.00 10.50 Sloped/Partial Loads Case 1 Section: (2) 3628162-54 Boxed C Stud (X-X Axis) 29.25 ft X1 ft 0.00 Maxo = 2213.3 Ft-Lb Moment of Inertia, I = 1. 7 45 in"4 Loads have not been modified for strength checks Loads have not been modified for defl~ion calculations Flexural and Deflection Check W(X1} lb/ft 0.5 X2ft 29.25 Date: W(X2) lb/ft 0.8 Fy = 50.0 ksi Va= 6743.1-lb Page 1/2 8/13/2008 I I T I R2 Mmax Mmax/ Mpos .Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo. Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 710.0 0.321 709.8 None 2213.3 0.321 1.730 U203 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax lntr. Stiffen Pl Load P(lb) (in) {lb) {lb) {Ft-Lb) Value Req'd? R1 95.3 1.00 1268.8 2220.4 0.0 0.04 No R2 42.8 1.00 1268.8 2220.4 0.0 0.02 No P1 23.7 1.50 2880.0 4752.0 345.1 0.10 No P2 90:9 1.50 2880.0 4752.0 708.7 0.21 No P3 4.5 1.50 2880,0 4752.0 673.8 0.18 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 . 95.3 0.0 1.00 0.01 0.00 0.00 NA R2 42.8 0.0 1.00 0.01 0.00 0.00 NA P1 93.4 345.1 1..00 0.01 0.16 0.02 NA P2 66.7 708.7 1.00 0.01 0.32 0.10 NA P3 29.6 673'.8 1.00 0.00 0.30 0.09 NA Within Span (Unstiffened) Unpunched Punched Loc'n,X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) (Ft-Lb) (lb) lntr. (ft) (Ft-Lb) (lb) lntr. Center Span 9.01 708.1 66.7 0:10 8.98 706.7 66.7 0.10 ® I· I I: I. I I I I I I 2001, NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Ceiling. -Jamb@ Brow (Out of Plane Seis} Within Span (Unstiffened} Unpunched Loc'n, X M(X) V(X) Span (ft) (Ft-Lb) (lb) lntr. Combined Bending and Axial Load· Axial Ld Bracing (in) Span {lbl KyLy, KtLt Center Span 398. O ( c) 64.0 64.0 Member Interconnection Spacing= 24.00 in See NASPEC C4.5 for add'nl interconnection requirements Max KUr 244 Date: Punched Loc'n, X M(X) V(X) (ft) (Ft-Lb) (lb) AllowLd {lb} P/Pa 1605.3 (c) 0.25 Page2/2 8/13/2008 lntr. lntr. Value 0.64 ® I I I. I I I I. .1: • I I: I I I I I I I I I AISC 9th Edition, ASD Project: Genoptix Model: interior N-S Ceilin9, -Jamb ~ Brow (In Plane Seis) t R1 29.25 ft Point Loads P1 P2 Load(lb) 57 6 X-bist.(ft) 9.00 10.50 · Sloped/Partial Loads Case X1 ft W(X1) lb/ft X2 ft 1 0.00 0.5 29.25 Section: (2) (2) 362S162-54 Boxed (Y-Y) Moment of Inertia, I = 1.3083 inl\,f = R1 R2 Reactions (lb) 52.1 29.9 Left Cantilever Local X-dist (ft) Max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 V (lb) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 M (Ft-Lb) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Defi (in) uo 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Center Sj;!an Local X-dist (ft) Max 0.00 2.93 5.85 8.78 11.70 14.63 17.55 20.48 V (lb) 52.1 52.1 50.6 49.0 47.3 -17.5 -19.3 -21.3 . -23.3 M (Ft-Lb) 447.2 0.0 150.2 295.8 436.6 411.3 357.5 298.2 233.0 Defl (in) L/236 0.0000 -0.5038 -0.9502 -1.2834 -1.4580 -1.4754 -1.3561 -1.1227 Right Cantilever Local X-dist (ft) Max 0.00 0.00 0.00 0.00 · 0.00 0.00 0.00 0.00 V (lb) 0.0 0.0 0.0 ·O.O 0.0 0.0 0.0 0.0 0.0 M {Ft-Lb) 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 Defl (In) L/0 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 Date: 8/13/2008 W(X2) lb/ft 0.8 29500 ksi 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0000 0.0000 0.0000 23.40 26.33 29.25 -25.4 -27.6 -29.9 161.7 84.2 0.0 -0.8003 -0.4161 0.0001 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0001 0.0001 0.0001 I I· I I I I: I: I I I I I I I ·1 CFS Version 5.0.2 Section: Section 1'.sct Box 3.625x1.625x0.5-16 Gage Genoptix Rev. Date: 8/13/2008 9:1.0:50 AM · Page 11 Member Check-2004 North American Specification -US (ASD) Design Parameters: Lx 29.250 ft Ly 29.250 ft Lt Kx 1. 0000 Ky 1. 0000 Kt Cbx 1.0000 Cby 1. 0000 ex Cmx 1.0000 Cmy 1..0000 ey Braced Flange: None Moment Reduction, R: 0.0000 Loads:· p Mx Vy My (k) (k-i.µ) (k) (k-in) Entered 0.4000 o.oob 0.0000 5.364 Applied 0.4000 0.000 0.0000 5.364 Strength 1. 4776 28.085 6.7431 19.140 Effective section properties at applied loads: 1. 7460 in"4 0.96333 in"3 0. 96333 in"3 Ae O. 84382 in"2 Ixe Interaction Equations Sxe(t) Sxe(b) NAS Eq. C5.2.1-1 (.P, Mx, My) NAS Eq. C5.2.1-2 (P, Mx, My) NAS Eq. C3.3.1-1 (Mx, Vy) NAS Eq. C3.3.1-1 (My, Vx) KL/r exceeds 200. 0.271 + 0.000 0.021 + 0.000 Sqrt(0.000 Sqrt(0.079 + + + + Iye Sye(l) Sye (r) 0.365 = 0.280 = 0.000)= 0.000)= 18.750 ft 1. 0000 0.0000 in 0.0000 in Vx (k) 0.0520 0.0520 5.6968 1.3088 in"4 0.80539 in"3 0.80539 in"3 o. 636 <= 1.0 0.301 <= 1.0 0.000 <= 1.0 0.280 <= 1.0 I; ' ' I I: I I I: I: ' I. 1.· I ' ' I I I I I I I I Oevco Engineering/ 7/22/2008: Eccentic Screw Connections (2 Screws)· f Jamb Connector Screws I Screw Size #8 Va (lb/scr) 244 Steel mils Ta (lb/scr) 43 94 (w/o duration factor) Vx eccentricity Vy eccentricity Moment Duration Factor Qdx= Qdy= Qmx= Qmy= qR= 384 lb 0.8125 in 0 lb 0 in 312 in-lb 0.75 192.0 lb/screw 0.0 lb/screw 0.0 lb/screw 156.0 lb/screw 247.4 lb/screw X 2 Tension Tension I Interaction X 0 lb 0 lb/screw 0.761 I: I I I I I I ,I I I I I I I I I I I I Devco Engineerin9 7/22/2008' Deflection Track Anchors (To Bott Track at Spandrel), Job: Genoptix Rx= Stud Spacing Connection Spacing Min. Steel Thickness Screw Size Duration Factor V= T= Va= Ta= lnfxValue jt k 2.625 58.4 (lb/stud) 16 (in) 8 (in) 33 mil #8.AISI 1.00 rj >I · 1 s (lb/anchor) 8 (lb/anchor) 164 (lb/anchor) 72 (lb/anchor) 0.205 -!, R1 0. 75 Lever Arm (in) t I I 1: I I I I; I I I I 1· I I I I I I I Devco Engineering 7/22/2008, Defl'ection Track Anchors (Double Anchor at Stucture): ---r--· ---¾....---i 11 Rl t Stud/Structure data Rx= Stud Spacing Anchor Spacing V= T= < 3.125 >I . i 58.4 (lb/stud) 16 (in) 16 (in) 29 (lb/anchor -each flute) 14 (lb/anchor -each flute) 0. 75 Lever Arm (in) Anchor Interaction Value 0.240 I Devco Engineering, 7/22/2008; @) 1· Wood Screw Design with Steel Side Pl'ate, Based on 2005 NDS (ASD)' I Shear 29 lb Tension· 14 lb Angle from shear direction to grain 0 degrees I Number of screws 1 Screw Size 08d Overall Screw Length 1.5 in I Species Hem-Fir Side Plate Bearing Strength Fes 33000 psi Steel Side Plate Thickness fs 0.0346 in I Duration Factor C0 1.60 Wet Service Factor CM 1.00 Temperature Factor Ct 1.00 I Group Action Factor C9 1.00 Geometry Factor c~ 1.00 Screw iii End Grain? No I. Specific Gravity G OA3 Wood Dowel ~earing Strength Fem 481'6 psi.(parallel to grain) Wood Dowel Bearing Strength Fem 4430 psi (perp. to grain) Fe-theta 4816 psi ( direction of load) ·1 Screw Diameter D 0.164 in Thread Bearing Length fm 1.000 in Screw Penetration p 1'.465 in I Minimum Penetration Pmin 0.984 in Screw Bending Yield Strength Fyb 90000 psi Re 0.15 I Rt 28.90 Ko 2.20 Ke 1.00 I Yield Mode Im: 11.3-1 Z = 359 lb/scr Yield Mode Is: 11.3-2 Z = 85 lb/scr k1 1.68 Yield Mode II: 11.3,,3 Z = 143 lb/scr k2 0.65 I Yield Mode lllm: 11.3-4.Z = 181 lb/scr k3 23.83 Yield Mode Ills:· 11.3-5 Z = 138 lb/scr Yield Mode IV: 11..3-6 Z = 194 lb/scr I Allowable Shear Strength Z' 136 lb/scr Nominal Withdrawal strength-W 86 , lb/in/scr Allowable Withdrawal Strength W' 138 lb/in/scr I Force angle from surface 25.8 degrees Applied Force 32 lb Allowable Force 137 lb/scr I Interaction I 0.24 IOK Notes: I 1. Attached members must be designed separately. 2. For edge distances, end distances, and spacing requirements, refer to NDS 11.5.1. 3: See NOS for diaphragm & toe-nail factor where applicable. I I I I I I I I I: . I I; ·1 I I I I oevco: e n g .i n e e r i n g i n c. PROJECT: G,eV>o --h >I. PROJECT NO: 08 ~?,'-{ I --.. ---·-,---·----___ /\_ ... ·-·--; ·-··--·-----------·-- i c~c r\ f-(~ahr · i 0 1 -·--.. --------!------· --······----.1 --· -. I l I ! ' 245 NE Conifer. P.O. Box 121 l Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 DESIGN: OJM DATE: AvB b o -. ! ·--·· -----· ---- -··i·. --------- ••-·-••n,-,-•••"••• •-•--·--••' ,1 I J . t/01_· .. ( i l1o~o" I : __ _____,;_ _____ Cf\CX A ! -------------~~-----· PAGE "2--I OF I I I ,, ' . ,, . ' I I I I I· I I I I 245 NE Conifer, P.O. Box 121-1 CoNollis, OR 97339 Fax: (541) 757-9885 (541) 757-8991' PROJECT: Geri o fi 1,, PROJECT NO: OB-'?'-fl DESIGN: (}JM DATE: At(j bet / / / : Loa JS rer p.;-? ! 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Lhe ){/ZT/7'5-33 j l '"=========~ I I I . I -f I ---!.-.------- PAGE ,Z.1,,-OF I I I I I I I , l I ·I ,, I I I- I, I I I I \ (. , r \ D·e·vi co • • ••• •• • ,' :, / t_ __ ) e n g i n e e r i n g, i n c. PROJECT: Geno_ -f IX . PROJECT NO: 0 8 · 2 '-/ / I I ----------··-·-+----------··--........,__-------1 : I --~------,--! --·-------------~t----1·------~ ! I I , ' 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 DESIGN: {)JM DATE: A~ '05 PAGE 23 OF 1· I I I· I I 1, I I I I I I oevco . . e n g i Ii e -e r i n g i n c. PROJECT: (3.el'I O +; X . ! ; l PROJECT NO: 0G). i ~ I 245 NE Conifer, P.O. Box 1211 CoNallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 DESIGN: OJ.A, DATE: A'(] bS ·}· ' ---·----~---·------·· .. ;----··----·-· ··11 _____ ,.__I! --------------·-! .... -... --....... -. -i------! 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V'J b-Y8,?, 1b ! @ /J, C i : 1=1,::,~per_pfril, ,1-::-l itt>----f--------,------> -_· __ ! i ! 1-----l-_:;;;;; __ ;;;;, ;;;;;;;;;;;;;;;;;;;;:;;i;;;;;;;;;;;;;;;:;;;;;;;;;;;;;;;;;;;;;;~~;;;;_;;;; __ ;;;;_;;;;, ;;;;;;;;;;;;;t:i··~-----~-·-·-~·-----1------------~-~ -------, . ·---~-----.. ---------~ .. ~. --· -· ---· ·- 1-! l ! .. ~oi'>Je A0_chorS_ ! l 11 I , yr~-t-lT·-tb-·-I-· ----.. --.L-'.6-J-2-""f-~-b----·:--··--·-----------------·-t---------------.. ---[ ---··--------.... ·i ·---·--· ·-------- ! , i • I ; __ u5e {t) t"ev.-JhC'd !~111se-t tvFt ----i'----. "05. ,,1 I/ oc @ "J14'5 ! i ' . i I i . ; -==t==========-' ------+----=--..-----+------!-------+--------···-·-----+-----+------- • i -,l, •• PAGE Z.5° OF I I I .1 I· I ·I I, I ,, I ' .,. I I: I ·1 ., I. I I PROJECT: Gevio -r;x.. (j) ® ...... ; ............... -------·--i·-~·-·· . -.B~~r-- II [Af:£ D •i - l I ,, lo"J srn i 0) ~ .. ---..................... , .. 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 PROJECT NO: o 8 · V-1 / . DESIGN: 0v M DATE: A '{j o 6 Lovt5 ft!r P1-'21 • i Spar1 ::: l c; ;·o:' @rtb :. Use Goos1&1---CSL/./ ...... TeJ -%'2-T/25~~6 fx;x.{~r ' over '¼?.S/02-33 f3o'f.t'I fo5f'5 Be_fween t;Jdws ~x -f /3o 16 /2 · ~ qu th a ·e.,ds ~ -'-, ,-. (fie uippl e v-../(1-) tt8' TfJ3 g c);p f_ w /('>) #-8 ea ff'}_ Lt<p lv,,,d.Pr · stwf webs -f-0 jr>LA-\b lN/(") :tt-3 : 1 i ® :. U5e 3C,i-Tr2s-r33 i i i t --·-·--. .-----·-·· --------·-i .. ·-----·--·----· !-·----·--·-... , .. --.-.............. ----====::=:::::+:=::::::=: PAGE 2~ OF ·I ·1 I" ,. I I I I I I 245 NE Conifer, P.O. Box 121 l Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 · PROJECT: · Ge110. fix. PROJECT NO: V i-z Lf I DESIGN: OJ M . DATE: A'fJ Ct:$ . w~II freSSvce (s-ff~) --··-(--· ·-------· ·------, -----""" •• • _J ___ -~ H . . . ! I • ,-• H • r• • _,_, ---.. _. __ ,_ ~ A• ---~ .---· ••• -·--· -•• -·--•• -•• ,_ ••••-•••••• • ••• • "• Bil{! f?y; ~ G~-1 i tb ' ' . ' L/ ;I D /,zQi + /,'7 G ; /''ct 1!/'L ' I , etif J<-}( :::. .:,,y ~ X z X :'5-0 :::; , f p _ . _ TopL Trnck, !Z, t ~ ~-?-o_i ¥_ c __ '/1. :3 __ 1b __ _ ____________ , __ ()0t~ of~ Pf~l')e SebslV\f c.. i s,·t/ Rx ::: 2L¢ ,b , ; ---· ----f/~of2x·-;;:·97_j~ + ·"5,7 x-·4--;::-/ 0 ~--"ft;: (6@30)}·---:---.... -... ---· .. · .... 1 • .... : ; : ; . -;; 0,1.1 + /q, I >< ~! ~ /L{q tk> (®){seep, (3) Top TraC/< R~ -= 1J,c.7_C;Sx;c),17 x ¥ ~-I0,'5 lb (~) . ; -;:. " o : 11 X ~f 0,W,<7,'?Ac),!7,<.!~ --== 1,2 (b (®) . -• 1 7----------·-----·· ------i-····-----. -· --· ·--· ----- (b (®} OF I t I I ·I· I ,, I .I I I ,I I I I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Corridor Interrupted Wdw Jamb Below Header {WP) R1 Point Loads Load(lb) X-Dist.(ft) P1 '1, 9.08 ft P1 -::: ~J< %x5,0 6~ V 3.67 Date: 8/11/2008 R2 Section: (2) 362S162-33 Boxed C Stud (X-XAxis) Maxo = 881. 7 Ft-Lb Moment c;,f Inertia, I = 1.102 inA4 Fy= 33.0 ksi Va= 2047.2 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations flexural and Deflection Check Span Center Span. Mmax Ft-Lb 14R9 Mmax/ Maxo 0.169 Combined Bending and Web Crippling Reaction or Load pt Load P(lb) R1 40.6 R2 27.5 Brng {in) 1.00 1.00 Mpos Ft-lb 148.9 Pa {lb) 330.4 330.4 Bracing (in) Full Pn (lb) 578.2 578.2 Ma(Brc} Ft-Lb 881.7 Mmax {Ft-Lb) 0.0 0.0 Mpos/ Ma(Brc) 0.169 P1 68.1 1.50 709.3 1170.3 148.8 Combined Bending and Shear. Reaction or pt L<>ad R1 R2 P1 Vmax (lb) 40.6 27.5 40.6 Combined Bending and Axial Load Axial Ld Span (lb). Center Span 150.0 (c) Member Interconnection Spacing = 23.12 in Mmax {Ft-Lb) 0.0 0.0 148.8 Va Factor 1.00 1.00 1.00 Bracing (in) Kyly Ktlt 65.0 65.0 See NASPEC C4.5 for add'nl interconnection requirements VNa 0.02 0.01 0.02 Max KL/r 75 M/Ma 0.00 0.00 0.17 Allow Ld (lb) 5237.0 (c) Deflection (in) Ratio 0.054 U2027 lntr. Value 0.06 0.04 0.15 lntr. Unstiffen 0.00 0.00 0.03 P/Pa 0.03 Stiffen Req'd? No No No lntr. Stiffen NA NA NA lntr. Value 0.20 0 (i1) I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Corridor Interrupted Wdw Jamb Below Header (Seis) Point Loads load(lb) X-Dist.'(ft) P1 21 ==: 3.67 Pt '1, Section: (2) 362S162-33 .Boxed C Stud (X-XAxis) Maxo = 881. 7 Ft-Lb Moment of lnertta, I = 1.102 in"4 Loaqs have not been modified for strength checks loads have not been modified for deflection calculations Flexural and Deflection. Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Ma(Brc) Ft-Lb Date: Fy= 33.0ksi Va = 2047.2 lb Mpos/ Ma(Brc) (in) 8/11/2008 Unif Ld lb/ft Deflection Ratio Center Span · 55.5 0.063 55.5 Full 881.7 0.063 0.021 U5181 Combined Bending and Web Crippling Reaction or Load Brng. Pa Pt Load P(lb) (in) (lb) R1 16.8 1.00 330:4 R2 12.7 1.00 330.4 P1 21.3 1.50 709.3 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor R1 16.8 0.0 1.00 R2 12.7 0.0 1'.00 P1 13.5 55.5 1.00 Combined Bending and Axial load Axial·ld Bracing lin) Span (lb) KyLy KtLt Center Span 150.0 (c) 65.0 65:0 Member Interconnection-Spacing;: 23.12 in See NASPEC C4.5 for add'nl interconnection requirement~ Pn (lb) 578.2 578.2 1170.3 VNa 0.01 0.01 0.01 Max KUr 75 Mmax (Ft-Lb) 0.0 0.0 55.5 M/Ma 0.00 0.00 0.06 Allowld (lb) 5237.0 (c) lntr. Value 0.03 0.02 0.05 lntr. Unstiffen 0.00 0.00 0.00 P/Pa 0.03 Stiffen Req'd? No No No lntr. Stiffen NA NA NA lntr. Value 0.09 © I I I I I I I I I I I I I I I I I I 2001 NASPEC w/2004 Supplement Project: Genopti)I: Model: Interior N-S Corridor Interrupted Wdw Jamb 'A' Header Vert R2 4.00 ft 6.00 ft Section : (2) 600S162-54 Boxed C stud (X-X Axis) Maxo =· 5054.2 Ft-Lb Moment of Inertia, I = 5. 721 in114 ·Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check R3 Date: 4.50 ft Fy= 50.0 ksi Va= 5645.8 lb 8/11/2008 Unifld lb/ft Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Span 98.6 0.020 33.8 Full 5054.2 0.007 0.000 U151081 Center Span 109.0 0.022 65.0 Full 5054.2 0.013 0.002 U42383 Right Span 109:0 0.022 48.3 Full 5054.2 0.010 0.001 U78576 Combined Bending and'Web Crippling Reaction or Load Brng Pa Pn Mmax lntr. Stiffen Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Req'd? R1 50.4 1.00 1197.9 2096.3 0.0 0.02 No R2 210.4 1.00 '2590.5 4274.3 98.6 0.06 No R3 222.8 1.00 2590.5 4274.3 109.0 0.06 No R4 60.2 1.00 1197.9 2096.3 0.0 0.03 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. Pt Load (lb) (Ft-lb) Factor VNa M/Ma Unstiffen Stiffen R1 50.4 0'.0 1.00 0.01 0.00 0.00 NA R2 110.8 98.6 1.00 0.02 0.02 0.00 NA R3 114.2 109.0 1.00 0.02 0.02 0.00 NA R4 60.2 o.o 1.00 0.01 0.00 0.00 NA I I I I 1: I· I; I; 11 I I I I I I I I I I 2001 NASPEC w/2004Supplement Project: Genoptix Model: Interior N-S Corridor Interrupted Wdw Jamb W Header Lat (WP) Point Loads P1 Load(lb) 28 X-Dist.(ft) 4.00 SlopedfPartial loads P2 28 10.00 Section : (2)362T125-33 Boxed (X-X Axis) Case 1 14.50 ft X1 ft 4.00 Maxo = 572.9 Ft-Lb Moment of Inertia, -I = 0. 769 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection ca'lculations Flexural and Deflection Check W{X1) lb/ft 13.3 X2ft 10.00 Date: W{X2) lb/ft 13.3 Fy= 33.0 ksi Va= 2047.2 lb P..age 1f2 8/11/2008 Unif Ld lb/ft Mmax-Mmax/ Mpos Bracing Ma(Brc} Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in} Ratio Center Span 445.1 0.777 445.1 Full 572.9 0.777 0.728 U239 Combined Bending and Web Crippling Reaction or Load Brng Pa, Pn Mmax lntr. Stiffen Pt load P(lb) (in) (lb) (lb) (Ft-Lb) Value Req'd? R1 97.0 1.00 209,4 376.9 0.0 0.23 No R2 92.4 1.00 209.4 376.9 0.0 0.22 No P1 27.5 1.50 446.0 802.7 357.0 0.40 No P2 27.5 1.50 446.0 802.7 378.2 0.43 No Combined Bending and Shear· Reaction or Vmax Mmax Va lntr. lntr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 97.0 0.0 1:00 0.05 0.00 0.00 NA R2 92.4 O.Q 1.00 0,05 0.00 0.00 NA P1 82.1 357.0 1.00 0.04 0.62 0.39 NA P2 75.5 378.2 1.00 0.04 0.66 0.44 NA Within Span (Unstiffened) Unpunched Punched .Loc'n,X M(X) V(X) Loc'n, X M(X) V(X) Span (ft) {Ft-Lb) {lb) lntr. {ft) {Ft-Lb} (lb) lntr. Center Span 7.19 445.1 0.3 0.60 N.A. N.A. N.A. N.A. I I I I I I I Ii I! I I I I I I I I 2001: NASPEC w/2004 Supplement Project: Genoptix Model·: Interior N-:-S Corridor lnterrupteg Wdw Jamb 'M Header·Lat(Seis) P1 P2 13 13 Point Loads Load(lb) X-Dist.(ft) 4.00 10.00 Sloped/Partial Loads Section : (2} 362T125-33 Boxed (X-X Axis} 14.50 fl: X1 ft 4.00 Maxo = 572.9 Ft-Lb Moment of Inertia, I = 0. 769 inJ\4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check ,. W(X1) lblft 5.6 X2ft 10.00 Date: W(X2) lb/ft 5.6 Fy= 33.0 ksi Va= 2047.2 lb 8/11/2008 Unifld lb/ft Mmax Mmax/ Mpos Bracing Ma(Brc} Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 300.2 0.524 300.2 Full 572.9 0.524 0.495 U351 Combined. Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax lntr. Stiffen Pt load P(lb) (in} (lb) (lb) (Ft-Lb) Value Req'd? R1 71.8 1.00 209.4 376.9 0.0 0.17 No R2 69 .. 8 1.00 209.4 376.9 0.0 0.17 No P1 12.7 1.50 446.0 802.7 241.2 0.27 No P2 12.7 1.50 446.0 802.7 256.8 0.28 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. Pt Load (lb) (Fi-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 71.8 0.0 1.00 0.04 0.00 0.00 NA R2 69.8 0.0 1.00 0.03 0.00 0.00 NA P1 49.2 241.2 1.00 0.02 0.42 0.18 NA P2 44.2 256.8 1.00 0.02 0.45 0.20 NA Within Span (Unstiffened) Unpunched Punched Loc'n,X M(X) V(X} Loc'n, X M(X) V(X) Span (ft) {Ft-Lb) {lb) lntr. {ft} {Ft-Lb) {lb) !ntr. Center Span 7.22 300.2 0.0 0.27 N.A. N.A. N.A. N.A. ® 11 I I I I I I· I .I· I 1. I I: I I I I I I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Corridor Interrupted Wdw Jamb '8', 'C' Header Vert R2 4.00 ft $ection : (2) 600S162-'54 Boxed C stud (X-X Axis} Maxo = 5054.2 Ft-Lb Moment of Inertia, I = 5. 721 inA4 Loads have not been modified for strength checks Lq11ds have not ,been modified for deflection calculations Flexural and Deflection Check 6.00 ft Date: Fy= 50.0 ksi Va = 5645.8 lb 8/11/2008 UnifLd lb/ft Mmax Mmax/ .Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Span 131.3 0.026 56.7 Full 5054.2. 0.011 0.000 U176303 Right Span 131.3 0.026 109.5 Full 5054.2 0.022 0.004 U20525 CombinectBending and Web Crippling Reaction or Load ·Brng Pa Pn Mmax lntr. Stiffen Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Req'd? R1 42.2 1.00 1197.9 2096.3 0.0 0.02 No R2 242.2 1.00 2590.5 4274.3 131.3 0.07 No R3 90.6 1.00 1197.9 2096.3 0.0 0.04 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. ,Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 42.2 0.0 1.00 0.01 0.00 0.00 NA R2 134.4 131.3 1.00 0.02 0.03 0.00 NA R3 90.6 0.0 1.00 0.02 0.00 0.00 NA 0 I I I I I 1: 1· I I· 1- I I I I I I I ' 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Corridor Interrupted Wdw Jamb 'B'; 'C' Header Lat (WP), R1 Point Loads P1 ·Load(lb) . 28 X-Dist.(ft) 4.00 Sloped/Partial Loads P1 J, \; Case 1 10.00 ft X1 ft 4.00 Section : (2) 362T125-33 Boxed (X-X Axis) . Maxo = 572.9 Ft-Lb Moment of Inertia, I = 0. 769 in"4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and -Deflection Check W(X1) lb/ft 13.3 X2 ft 10.00 Date: W(X2) lb/ft 13.3 Fy= 33.0 ksi Va= 2047.2 lb 8/11/2008 R2 Mmax Mrhax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb C!,!nterSpan 215.2 0.376 215.2 Combined Bending and Web Crieeling Reaction or Load 13mg pt Load P{lb) {in) R1 59.2 1.00 R2 85.7 1.00 P1 27.5 1.50 Combined Bending and Shear Reaction or pt Load R1 R2 P1 Within Span (Unstiffened) Vmax {lb) 59.2 85.7 44.3 Mmax (Ft-Lb) 0.0 0.0 207.0 Unpunched Loc'n,X M(X) V(X) Span Center Span (ft) 4.98 (Ft-Lb) {lb) 215.2 0.0 (in) Full Pa {lb} 209.4 209.4 446.0 Va Factor 1.00 1.00 1.00 lntr. 0.14 Pn {lb) 376.9 376.9 802.7 Ft-Lb Ma(Brc) (in) 572.9 0.376 0.165 VNa 0.03 0.04 0.02 Mmax {Ft-Lb} 0.0 0.0 · 207.0 Loc'n,X MfMa 0.00 0.00 0.36 lntr. Value 0.14 0.21 0.25 lntr. Unstiffen 0.00 0.00 0.13 Punched M(X) V(X) (ft) N.A. {Ft-Lb) {lb) N.A. N.A. Ratio U726 Stiffeh Req'd? No No No lntr. Stiffen NA NA NA lntr. N.A. I I I I: I I; I: I I I I I I I I . 2001 NASPEC w/2004· Supplement Project·: Genoptr)(! Model: Interior N-S Corridor Interrupted Wdw Jamb 181, 'C' Header /_at (Seis) Point Loads Load(lb) x::oist.(ft) P1 13 4.00 Sloped/Partial Loads Section : (2) 362T125-33 Boxed (X-X Axis) P1 + Case 1 10.00 ft X1 ft 4.00 Maxo = 572.9 Ft-Lb Moment of lnerti~, I = 0.769 in"4 Loads have not been modified for strength checks loads have not been modified for deflection calcul~ions flexural and Deflection Check Span Center Span Mmax Ft-Lb 144.3 Mmax/ Maxo 0.252 Combined Bending and. Web Crippling Mpos Ft-Lb 144.3 Bracing (in) Full W(X1) lb/ft 5.6 Ma(Brc) Ft-Lb 572.9 X2 ft 10.00 Date-: W(X2) lb/ft 5.6 8/11/2008 Unifld lb/ft Fy= 33.0 ksi Va = 2047.2 lb Mpos/ Ma(Brc) 0.252 Deflection (in) Ratio 0.112 U1071 :Reaction or Load Bmg Pa Pn Mmax lntr. Stiffen Pt load P(lb) (in) {lb) {lb) {Ft-Lb) Value Req'd? R1. 46.2 1:00 209.4 376.9 0.0 0.11 No R2 57.1 1.00 209.4 376.9 0.0 0.14 No P1 12.7 1.50 446 .. 0 802.7 139.2 0.16 No Combined Bending an·d Shear Reaction or Vmax Mmax v~ lntr. lntr. Pt load {lb) (Ft-Lb) Factor VNa MfMa Unstiffen Stiffen R1 46.2 0.0 1.00 0.02 o'.oo 0.00 NA R2 51.1 0.0 1.00 0.03 0.00 0.00 NA P1 23.5 139.2 1.00 0.01 0.24 0.06 NA Within Span (Unstiffened) Unpunched Punched Loc'n, X M(X) V(X) Loc'n,X M(X) V(X) Span (ft) (Ft-Lb) (lb) lritr. {ft) {Ft-Lb) (lb) lntr. Center Span 4,95 144.3 0.1 0.06 N.A. N.A. N.A. N.A. ® 1· I I I I I I: I: ·I I I I I I I I I I 2001: North American Specification w/2004 Supplement ASD DATE: ·8/13/2008· Genoptix SECTION DESIGNATION: 362T125-33 S_i11gle INPUT PROPERTIES: Web Height= Top Flange= Bottom Flange = 3.771 in 1.250 in 1.250 in Steel Thickness = Inside Corner Radius = Yield Stress, Fy = 0.0346 in 0.0765 in 33.0 ksi 33.0 ksi Fy With Cold-Work, Fya = INPUT PARAMETERS Deflection limit: U360 ALLOWABLE UNIFORM LOADS Listed load multiplied by 1.00 for deflection check Listed Allowable Loads Not Modified for Duration ,of Load for strength Checks End Bearing Length for Web Crippling = 1 in Flexural Bracing: FULLY BRACED TOTAL A~LOWABLE UNIFORM LOADS (lb/ft) SPAN LENGTH {ft) 1_0.00 14:50 Without Web Stiffeners 16.8 5.5 With Web Stiffeners 16.8 5.5 12.00 9.7 9.7 I I I· I I I I I I I I I I I I 2001 NA~PEC W/2004 Supplement Proj~ct: Genoptix Model: Interior N-S CorridorWdw Jamb 'B','C' (WP) R1 Point Loads Load(lb) X-Oist(ft) P1 1 P1 68 3.67 P2 P3 tt P2 P3 110 30 9.08 10.50 $ection : (2) 362S162-54 Boxed C Stud (X-X Axis) 29.25ft Maxo = 2213.3 Ft-Lb Moment of Inertia, I = 1. 7 45 in~4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb {in) Ma(Brc) Ft-Lb Date: Fy= 50.0 ksi Va= 6743.1 lb Mpos/ Ma{Brc) {in) ® 8/11/2008· R2 Deflection Ratio Center Span 1035.7 0.468 1035.3 None 2213.3 0.468 2.500 U140 Combined Bending and Web Crfel!ling Reaction or Load Brng Pa Pn Mmax 1ntr. Stiffen Pt Load P{lb) (In) {lb) (11>) (Ft-Lb) Value Req'd? R1 154.6 1.00 1268.8 2220.4 0.0 0.06 No R2 53.5 1.00 1268.8 2220.4 0.0 0.02 No P1 68.1 1.50 2880.0 4752.0 565.4 0.17 No P2 110.0 1.50 ?880.0 4752.0 1034.6 0.30 No P3 30.0 1.50 2880.0 47520 1003.1 0.28 No Combined BendlnQ and Shear Reaction or Vmax Mmax Va lntr. lntr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 154.6 0.0 1.00 0:02 0.00 0.00 NA R2 53.5 0.0 1.00 0.01 0.00 0.00 NA 'P1 154.6 565.4 1.00 0.02 0.26 0.07 NA P2 86.5 1034.6 1.00 0.01 0.47 0.22 NA P3 53.5 1.003.1 1.00 0.01 0.45 0.21 NA Combined Bending and Axlal Load Axial Ld Bracing (in) Max AllowLd lntr. Span (lb) Kyly Ktlt. KL/r (lb) P/Pa Value Center Span 300.0 (c) 65.0 65.0 244 1605.3 (c) 0.19 0.73 Member Interconnection Spacing = 24.00 in See NASPEC C4.5 for add'nl interconnection requirements I I I I I I I I I I I I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Corridor Wdw Jamb 'B', 'C' (Seis Out of Plane) R1 Point Loads Load(lb) X-Dist(ft) P1 t P1 21 3:67 29.25-ft P2 P3 80 8 9.08 10.50 ® Date: 8/11/2008 R2 Section: (2) 362S162-54 Boxed C Stud (X-XAxis) Maxo = 2213.3 Ft-Lb Moment of Inertia, I= 1.745 inA4 Fy= 50.0ksi Va= 6743.1 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check S~n Center _Span Mmax Ft-Lb 672.8 Mmax/ Maxo 0.304 Combined Bending and'-Web Crippling Reaction or Load PtLoad P(lb) R1 90.2 R2 42.0 P1 21.0 P2 80.1 P3 7.7 Combined Bending and Shear Reaction or Vmax Bmg (in) 1.00 1.00 1.50 1.50 1.50 Mpos Ft-Lb 672.4 Mmax Pa (lb)- 1268.8 1268.8 2880.0 2880.0 2880.0 Bracing (In) None Pn (lb) 2220.4 2220.4 4752.0 4752.0 4752.0 Va Ma(Brc) Ft-Lb 2213.3 Mmax (Ft-Lb) 0.0 0.0 324.6 672.0 646.8 Mpos/ Ma(Brc) 0.304 PtLoad (lb) (Ft-Lb) Factor· VNa M/Ma R1 90.2 0.0 1.00 R2 42.0 0.0 1.00 P1 87.3 324.6 1.00 P2 62.0 672.0 1.00 P3 27.0 646.8 1.00 Combined Bending and Axial. Load Axial Ld Bracing (In) Span (!b) Kyly Ktlt Center Span 300.0 (c) 65.0 65.0 "Member Interconnection Spacing = 24.00 in See NASPEC C4.5 for add'nl interconnection requirements 0.01 0.01 0.01 0.01 0.00. Max KUr 244 0.00 0.00 0.15 0.30 0.29 Allow Ld (lb) 1605.3 (c) Deflection (in) Ratio 1.663 U211 lntr. Value 0.04 0.02 0.09 0.20 0.18 lntr. Unstiffen 0.00 0.00 0.02 0.09 0.09 P/Pa 0.19 Stiffen Req'd? No No No No No lntr. Stiffen NA NA NA NA NA lntr. Value 0.54 I I I I I I I I I I I I I I AISC 9th Edition, ASD Project: Genoptix; Model: . Interior N-S Corridor Wow Jamb 'B','C' (Seis In Plane). R1 Point Loads Load(lb) X-Dlst(ft) P1 P2 46 8 9.08 10.50 P1 P2 ii 29.25ft @ Date: 8/11/2008 R2 Section: (2) ~S162-54 Boxed (Y-Y) Moment of Inertia, I = 1.3083 inA4 E = 29500 ksi Reactions (lb) · Left Cantilever Max V (lb) 0.0 M (Ft-lb) 0.0 Deft (In) UO Center Span R1 48.3 0.00 0.0 0.0 0.0000 Max 0.00 V (lb) 48.3 48.3 M (Ft-Lb) 405.5 0.0 Deft (In) U254 0.0000 ~ ~II Rl~ht Cantilever I~ ~ Max 0.00 V(lb) 0.0 0.0 M (Ft-Lb) 0.0 0.0 Defl (in) uo 0.0001 R2 28.7 0.00 0.00 0.00 0.0 0.0 0,0 0.0 0.0 0.0 0.0000 0.0000 0.0000 2.93 5.85 8.78 45.9 43;6· 41.3 137.8 268.8 392.9 -0.4646 -0.8767 -1.1860 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0001 0.0001 0,0001 Local X-dlst (ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0:0 0.0 0.0 0.0 0.0 0.0 0,0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Local X-dlst (ft) 11.70 14.63 17.55 20.48 23.40 26.33 29.25 . -14.7 -17.0 -19.4 -21.7 -24.0 -26.4 -28.7 380.7 334.4 281.2 221.2 154.3 80.6 0.0 -1.3513 -1.3713 -1.2634 -1.0480 -0.7481 -0.3894 0.0001 Local X-dist (ft) 0.00 ·0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 I. I I. 1: I I I I I I I CFS Version 5.0.2 Section: Secti'on 1.sct Box 3.625x1.625x0.5-16 Gag~ Genoptix . Rev. Pate: 8/11/2008 3:25:40 PM Page 1 ......;.--:.-:..-:..-:..-:..-:..-:..-:..-:..-:..-:..-:..-:..-:..-:..-:..-:..-:..-:..-:..-:..-:..-:..-:....--/--------"---------, /; ' L..L.. $ ~-------------~ ~------------- Section Inputs @ I I I I I: I: I I I I I I I I I CFS Version 5:0.2 Section: .Section "f.sct Box B.625x1 .625x0.5-16 Gage Genoptix Rev. Date: 8/11/2008 3:25:40 PM Material: A653 SS Grade 50/1 No strength increase from cold :work of forming. Modul·us 0£ Elasticity, E 29500 k.si Yield strength, Fy 50 ksi Tensile Strength, Fu 65 ksi Warping Constant Override, cw 0.0063688 inA6 Torsion Constant override, J 2.1739 inA4 Connector Spacing 24 in Left channel, Thickness 0. 0566 in (16 Gage) Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k (in) (deg) (in) Coef. 1 0.5000 270.000 0.084900 None 0.000 2 1.6250 180.000 0.084900 Single 0.000 3 3.6250 90.000 0.084900 Cee 0.000 4 1. 6250 0.000 0.084900 Single 0.000 5 0.5000 ~90.000 0.084900 None 0.000 Right Channel, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k (in) (deg) (in) Coef. 1 0.5000 -90.000 0.084900 None 0.000 2 1.6250 o .• 000 0.084900 Single 0.000 3 3.6250 90.000 0.084900 Cee 0.000 4 1. 6250 180.000 0.084900 Single 0.000 5 0.5000 270.000 0.084900 None 0.000 Page2 ® Hole Size Distance (in) (in) 0.0000 0.2500 0.0000 0.8125 0.0000 1.8125 0.0000 0. 8125 0.0000 0.2500 Hole Size Distance (in) (in) 0.0000 0.2500 0.0000 0.8125 0.0000 1. 8125 0.0000 0.8125 0.0000 0.2500 I I I I I I I I I I I I I I I I I- I CFS Version 5.0.Z Section: Seqti<m 1.scl Box 3.625x1.625x0.5-16 Gage: Genoptix Rev. Date: 8/11/2008 3:25:40 PM Page3 Member Check -2004 North American Specification -US (ASD) Design l?c;trameters: Lx 29.250 ft Ly Kx 1. 0000 Ky Cbx 1. 0000 Cby Cmx 1. 0000 Cmy Braced Flange: None Moment Loads: l? Mx (kl (k-inl Entered 0.3000 0.000 Applied 0.3000 0.000 strength 1.9586 28.085 Effective section properties at Ae 0.84382 inA2 Ixe Interaction Equations Sxe(t) Sxe.(bl NAS Eq. C5.2.1-1 (l?, Mx, My} NAS Eq. cs.2.1-2 (P, Mx, My} NAS Eq. C3.3.1-1 (Mx, Vy} NAS Eq. C3.3.1-1 (My, Vx} KL/r exceeds 200. 19.506' ft Lt 1. 0000 Kt 1.0000 ex 1. 0000 ey Reduction,. R: 0.0000 Vy (kl 0.0000 0.0000 6.7431 applied loads: 1. 7460 inA4 0.96333 inA3 0.96333 inA3 6.153 + 0.000 + 0.016 + 0.000 + Sqrt(0.000· + Sqrt(0.065 + My (k-inl 4.866 4.866 19.140 Iye Sye (1) Sye (r) 0.276 = 0.254 = 0.000)= 0.000)= 19.500 ft 1.0000 0.0000 in 0.0000 in Vx (kl 0.0483 0.0483 5.6968 1. 3088 inA4 0.80539 inA3 0.80539 inA3 0.429 <= 1.0 0.270 <= 1.0 0.000 <= 1.0 0.254 <= 1.0 ® I I I I I I I I I· I 'I I I I I I 1· I 2.001 NASPEC wr.l004 Supplement Project: Genoptix Model: Interior N-S Corridor Wdw Jamb 'A 1' (WP) R1 Point Loads Load(lb) X-Dlst.(fl:) P1 t P1 68 3.67 P2 P3 148 38 9.08 10.50 29.25ft Date: 8/11/2008 R2 Section : (2) 362S162-54 Boxed C Stud (X-X Axis) Maxo = 2213.3 Ft-Lb. Moment of Inertia, I= 1.745 in"4 Fy= 50.0 ksi Va= 6743.1 lb Loads have not been modified for ~gth checks Loads have not been modified for .deflection calculations Flexural and Deflection Check Span Center Span Mmax Ft-Lb 1322.5 Mmax/ Maxo 0.598 Combined Bending and Web Crippling 'Reaction or Load Pt Load P(lb) Brng (In) Mpos Ft-Lb 1322.0 Pa (lb) Bracing (in) None Pn (lb) Ma(Brc) Ft-Lb 2213.3 Mmax (Ft-Lb) Mpos/ Ma(Brc) 0.597 R1 186.2 1.00 1268.8 2220.4 0.0 R2 68.3 1.00 1268.8 :P1 68.1' 1.50 2880.0 P2 148.0 1.50 2880.0 P3 38.4 1.50 2880.0 Combined Bending and Shear Reaction or Vmax Mmax_ Va Pt Load (lb) (Ft-Lb) F~ctor R1 186.2 0.0 1.00 R2 68.3 a.a 1.00 P1 1862 680.9 1.00 P2 118.1 1321.0 1.00 P3 68.3 1281.0 1.00 Combined Bending and Axial Load Axlalld Bracing (in} Span (lb) Kyly KtLt Center Span 400.0 (c) 65.0 65.0 Member lnlerconnection Spacing = 24.00 in See NASPEC C4.5 for add'nl interconnection requirements 2220.4 4752.0 4752.0 4752.0 VNa 0.03 0.01 0.03 0.02 0.01 Max KUr 244 0.0 680.9 1321.0 1281.0 M/Ma 0.00 0.00 0.31 0.60 0.58 Allowld (lb} 1605.3 (c) Deflection (in) Ratio 3.178 U110 lntr. Value 0.08 0.03 0.20 0.39 0.35 lntr. Unstiffen 0.00 0.00 0.10 0.36 0.34 P/Pa 0.25 Stiffen Req'd? No No No No No lntr. Stiffen NA NA NA NA NA lntr. Value 0.98 I ·I I I I I I I I I I I ·1 2001 NASPEC w/2004 Supplement Project: Genopti)(i Model: Interior N-S CorridorWdw Jamb 'A2'.r,NP) R1 Point Loads Load(lb) X-Dist(fl:) P1 t P1 68 3'.67 P2 P3· ii 29.25ft P2 P3 92 38 9.08 10.50 Date: 8/11/2008 R2 Section : (2) 362S162-54 Boxed C Stud ~X Axis) Maxo = 2213.3 Ft-Lb Moment of Inertia, I= 1. 7 45 in"'4 Fy= 50.0ksi Va= 6743.1 lb Loads have not been modified for strength checks L~ads have not been modified for deflection calculations Flexural and Deflection Check Span Cen\erSpan Mmax Ft-Lb 1284.3 Mmax/ Maxo 0.580 Combined Bending and Web Crippling 'ReactiO!l or Load PtLoad P(lb) R1 196.6 R2 99.7 Bing (In} 1.00 1.00 Mpos Ft-Lb 12~-~ . Pa (lb) 1268.8 1268.8 Bracing .(in) None Pn (lb) 2Z2():4 2220.4 Ma(Brc) Ft-Lb 2213.3 Mmax (Ft-Lb) 0.0 0.0 Mpos/ Ma(Brc) 0.580 P1 68.1 1.50 2880.0 4752,0 696.5 P2 92.4 1.5Cl 2880.0 P3 38.4 1.50 .2880,0 Combined Bending and Shear Reaction or Vmax Mmax Va Ptload (lb) (Ft-Lb} Factor R1 196.6 0.0 1.00 R2 99.7 a.a 1.00 P1 184.5 696.5 1.00 P2 98.4 1278.1 LOO P3 37.3 1284.3 1.QO Combined Bending and Axial Load Axial Ld Bracing (in) Span (lb) Kyly Ktlt Center Span 400.0 (c) 65.0 65.0 Member Interconnection Spacing = 24.00 in · See NASPEC C4.5 for add'nl intert:onnection requirements 4752.0 4752.0 VNa 0.03 0.01 0.03 0.01 0.01 Max KUr 244 1278.1 1284.3 M/Ma 0.00 0.00 0.31 0.58 0.58 Allowld (lb) 1605.3 (c) Deflection (in) Ratio 3.436 U102 lntr". Value 0.08 0.04 0.20 0.36 0.35 lntr. Unstiffen 0.00 0.00 0.10 0.33 0.34 P/Pa 0.25 Stiffen Req'd? No No No No No lntr. Sffffen NA NA NA NA NA lntr. Value 0.96 I I I I I I I I I I I I I I' I I I I I 2001 NASPEC wl2004 supplement Project: Genoptix Model: Interior N-S CorridorWdw Jamb 'A1' (Seis Out of Plane) R1 Point toads LQad(lb) X-Dist(ft} P1 t P1 21 3.67 P2 P3 tt 29.25ft P2 P3 106 10 9.08 10.50 Date: 8/11/2008' R2 Section : (2) 362S162-54 Boxed C Stud (X-X Axis) Maxo = 2213.3 Ft-Lb Moment of Inertia, I = 1.7 45 in"'4 Fy= 50.0 ksi Va= 6743.1 lb Loads have not been modlfled for strength checks , Loads have not been modlfted for deflection calculations Flexural and Deflection Check Span Center Span Mmax Ft-Lb 773.9 Mmax/ Maxo 0.350 Combined Bending and Web Crippling Reaction or Load Pt Load P(lb) R1 97.7 R2 39.1 P1 21.0 P2 106.0 P3 9.~ .combined _Bending and Shear Reaction or Vmax Pt load (lb) R1 97.7 R2 39.1 P1 97.7 P2 76.7 P3 39.1 Combined Bending and Axial Load Axial Ld Span (lb) Center·Span 400.0 (c) Member Interconnection Spacing = 24.00 in Mpos Ft-Lb 773.4 Bracing (in) None Ma(Brc) Ft-Lb 2213.3 Mpos/ Ma(Brc) 0.349 Brng Pa . (In) (lb) 1.00 1268.8 1.00 1268.8 1.50 2880.0 1.50 2880.0 1.50 2880.0 Mmax Va (Ft-Lb) Factor 0.0 1.00 0.0 1.00 357.4 1.00 772.9 1.00 733.2 1.00 Bracing (in) KyLy Ktlt 65.0 65.0 Pn (lb) 2220.4 2220.4 47520 4752.0 47520 VNa 0.01 0.01 0.01 0.01 0.01 Max KUr 244 Mmax (Ft-Lb) 0.0 0.0 357.4 772.9 733.2 M/Ma 0.00 0.00 0.16 0.35 0.33 AllowLd (lb) 1605.3 (c) See NASPEC C4.5 for add'nl interconnection requirements Deflection (in) Ratio 1.815 U193 Jntr. Value 0.04 0.02 0.10 0.23 0.20 lntr. Unstiffen 0.00 0.00 0.03 0.12 0.11 P/Pa 0.25 Stiffen Req'd? No No No No No lntr. Stiffen NA NA NA NA NA lntr. Value 0.68 I I: 1· I I. I I I I I I I 2001 NASPEC w/2004 Supplement Proj~t: Genoptfx. Model: Interior N-S Corridor Wdw Jamb 'A2.' (Seis Out of Plane) R1 Point Loads Load(lb) X.pisl(ft) P1 t P1- 21 3.67 P2 P3· ii 29.25ft P2 P3 70 10 9.08 10.50 Date: 8/11/2008 R2 Section: (2) 362S162-54 Boxed C ~ (X-XAxis) Maxo = 2213.3 Ft-Lb Moment of.Inertia, I = 1.7 45 inA4 Fy= 50.0 ksi Va= 6743.1 lb Load!> have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflectlon,Check Span Center Span Mmax Ft-Lb 675.4 Mmax/ Maxo 0.305 Combined Bending and Web Crippling Reaction or Load Pt Load P(lb) R1 93.3 R2 48.3 P1 21.0 P2 69.8 P3 9.8' Combined Bending and Shear Reaction or Vmax PtLoad (lb) R1 93.3 R2 48.3 P1 88.2 P2 59.6 P3 22.0 Combined Bending and Axial Load Axial L,d Span (lb) Center Span 400.0 (c) Member Interconnection Spacing = 24.00 in Mpos Ft-Lb 67,5.3 Bracing (in) None Ma(Brc) Ft-Lb 2213.3 Mpos/ Ma(Brc) 0.305 Bmg Pa . (In) (lb) 1.00 1268.8 1.00 1268.8 1.50 2880.0 1.50 2880;0 1.50 2880:0 Mmax Va (Ft-Lb) Factor 0.0 1.00 Q.O 1.00 ;331.6 1.00 674.7 1.00 659.8 1.00 Bracing (in) KyLy KtLt 65.0 65.0 Pn (lb) 2220.4 2220.4 4752.0 4752.0 4752.0 VNa 0.01 0.01 0.01 0.01 0.00 Max KL/r 244 Mmax (Ft-Lb) 0.0 0.0 331.6 674.7 659.8 M/Ma 0.00 0.00 0.15 0.30 0.30 AllowLd (lb) 1605.3 (c) See NASPEC C4.5 for acld'nl interconnection requirements Deflection (in) Ratio 1.739 L/202 lntr. Value 0.04 0.02 0.09 0.20· 0.18 lntr. Unstiffen 0.00 0.00 0.02 0.09 0.09 P/Pa 0.25 Stiffen Req'd? No No No No No lntr. Stiffen NA NA NA NA NA lntr. Value 0.62 I I I 1· I I I ll ll I I I- I I AISC 9th Edition, A~D· .Project: Genoptix Model: Interior Na$ Corridor Wdw Jamb 'A' (Seis In Plane) R1· Point loads Load(lb) X-Dlst.(ft) · P1 59 9.08 P2 10 10.50 P1 P2 41 29.25ft Date: 8/11/2008 Unif Ld lb/ft R2 Section: (2) 362S162-54 Boxed f(-Y) Moment of Inertia, I = 1.3083 in"4 E = 29500 ksi R1 R2 Reactions (lb) 58.5 33.5 Left Cantilever Local X-dist (ft) Max 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 V(lb) o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 M (Ft-Lb) 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Deft (In) uo 0.0000 0.0000 0.0000 0.0000 0.0000· 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Center Sean Local X-dist (ft) Max 0.00 2.93 5.85 8.78 11.70 14.63 17.55 20.48 23.40 26.33 29.25 V(lb) 58.5 58.5 56.2 53.8 51.5 -19.4 -21.8 -24.1 -26.5 -28.8 -31.1 -33.5 M (Ft-Lb) 498.5 0.0 167.8 328.7 482.8 464.2 404.0 336.9 262.9 182.1 94.5 0.0 Deft (in) U210'\_, 0.0000 -0.5647 -1.0653 -1.4402 -1.6384 -1.6594 -1.5259 -1.2635 -0.9007 -0.4683 0.0001 eo1" Right Cantilever I, Local X-dlst (ft) Max 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 V(lb) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 M (Ft-Lb) 0.0 0.0 0.0 6.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Deft (in) LIO 0.0001 0.0001 O.OOQ1 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 I I: I I 1. I I I I I I I I I I I I I CFS Version 5.0 .. 2 Section: Section 1.sct Box 3.625xt.625x0.5-16 Gage Genoptix Rev. Date: 8/11/2008 3:25:40 PM Paget Member Check -2004 North American Specification -US (ASD) Design Parameters: LX 29.250 ft Ly 19.500 ft Lt 19.500 ft Kx 1. 0000 Ky 1. 0000 Kt 1. 0000 Cbx 1.0000 Cby 1. 0000 ex 0.0000 in Crox 1. 0000 Cmy 1. 0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: p Mx Vy My Vx (k} (k-in} (k} (k-in} (k) Entered 0.3000 0.000 0.0000 4.866 0.0483 Applied 0.3000 0.000 0.0000 4.866 0.0483 strength 1.9586 28.085 6.7431 19.140 5.6968 Effective section properties at applied loads: 1. 7460 in"4 0.96333 in"3 0.96333 in"3 Ae 0.84382 in"2 Ixe Interaction Equations Sxe(t) Sxe(b) ~AS Eq. C5.2.1-l (P, Mx, My) NAS Eq. C5.2.1-2 (P, Mx, My) NAS Eq. C3.3.1-l (Mx, Vy) NAS Eq. C3.3.1-1 (My, Vx) KL/r exceeds 200. Iye Sye(l) sye (r} 1. 3088 in"4 0.80539 in"3 0.80539 in"3 0.153 + 0.000 + 0.276 = 0.429 0.016 + 0.000 + 0.254 = 0.270 Sqrt(0.000 + 0.000)= 0.000 Sqrt(0.065 + 0.000)= 0.254 <= <= <= <= 1.0 1.0 1.0 1.0 Member Check -2004 North American Specification -US (ASD) Design Parameters: Lx 29.250 ft Ly Kx 1. 0000 Ky ·cbx 1. 0000 Cby Cmx 1. 0000 Cmy Braced Flange: None Moment Loads: p Mx (k) (k-in) Entered 0.4000 0.000 Applied 0.4000 0.000 Strength 1. 9586 28.085 Effective section properties at Ae 0.84382 in"2 Ixe Interaction Equations NAS Eq. c5.2.1-1 (P, NAS Eq. CS.2.1-2 (P, NAS Eq. C3.3.l-1 NAS Eq. C3.3.l-l KL/r exceeds 200. Sxe (t) Sxe(b} Mx, My) Mx, My) (Mx, Vy) (My, Vx) 19.500 ft Lt 1. 0000 Kt 1.0000 ex 1. 0000 ey Reduction, R: 0.0000 Vy (k) 0.0000 0.0000 6.7431 applied loads: 1. 7460 in"4 0.96333 in"3 0.96333 in"3 0,,204 + 0.000 + 0.021 + 0.000 + Sqrt(0.000 + My (k-in) 5.982 5.982 19.140 Iye Sye (1) Sye (r} 0.349 = 0.313 = 0.000)= Sqrt(0.098 + 0.000)= 19.500 ft 1. 0000 0.0000 in 0.0000 in Vx (k) 0.0585 0.0585 5.6968 1. 3088 in"4 0.80539 in"3 0.80539 in"3 0.553 <= 1.0 0.334 <= 1.0 0.000 <= 1.0 0.313 <= 1.0 I I I I I I I I 1· I I· I I. I I I I I I Devco Engineering: 8/11/2008- Deflection Track Anchors (to Bott Track at Spandrel) Job: Genoptix Rx= Stud Spacing · . Connection Spacing Min. Steel Thickness Screw Size Duration Factor V= T= Va= Ta= lnfxValue j+ k 2.625 99.7 (lb/stud) 16 (in) 8 (in) 33 mil #SAISI 1.00 ti >I 25 (lb/anchor) 14 (lb/anchor) 164 (lb/anchor) 72 (lb/anchor) 0.350 t Rt 0.75 Lever Arm (in) t © I I I. I ·1 I I· I I· I I I· I 1· I I I I I Oevco EngJneeringj 8/11/2008\ Deflection 1·rack Anchors (Doubl'e Anchor at Stucture)' Stud/Structure data Rx= Stud Spacing Anchor Spacing V= T= < ¼ I 3.125 99. 7 (lb/stud) 1Q (in) 16 (in) >I i ~ t i 50 (ib/ijnchor -each flute) 24 (lb/anchor -each flute) 0.75 Lever Arm (in) Anchor Interaction Value 0.390 ® I· I. I I I. I·: I: I. I: I I I· I I I I I Devco Engineering.1 8/11/2008 Wood Screw Desfgn with Steel Side Plate Based on 2005 NOS (ASD) Shear 50 lb Tension 24 lb Angle .from shear direction to grain 90 degrees Number of screws 1 Screw Size 08d Overall Screw Length 1.5 in Species Douglas Fir-Larch S.ide Plate Bearing Strength Fes 33000 psi. Steel Side Plate Thickne$S Is 0.0346 in Duration Factor C0 1.60 Wet Service Factor CM 1.00 Temperature Factor Ct 1.00 Group Action Factor C9 1.00 Geometry Factor Ct. 1.00 Screw in End Grain? No Specific Gravity G 0.5 Wood Dowel 1;3earing Strength Fem Wood Dowel Bearing Strength Fem Fe-theta Screw Diameter D 5600 5513 5513 0.164 psi (parallel to grain) psi (perp. to grain) psi (direction of'load) in Thread Bearing Length Im 1.000 in Screw Penetration p 1.465 in Minimum Penetration Pmin 0.984 in Screw Bending Yield Strength Fyb 90000 psi R~ 0.17 Rt 28.90 ·Ko 2.20 Ke 1.25 Yield Mode Im: 11.3-1 Z = 411 lb/scr Yield Mode Is: 11.3-2 Z = 85 lb/scr Yield Mode II: 11.3-3 t. = 163 lb/scr Yield Mode lllm: 11.3-4 Z = 200 lb/scr Yield Mode Ills: 11.3-5 Z = 146 lb/scr Yield Mode IV: 11.3-6 Z ;::: 206 lb/scr Allowable Shear Strength Z' 136 lb/scr Nominal Withdrawal strength W 117 lb/in/scr Alloy,able Withdrawal Strength W' 187 lb/in/scr Force angle from surface 25;6 degrees Applied Force 55 lb Allowable Force 143 lb/scr lnteractionl 0.39 IOK Notes: 1. Attached members must b~ designed separately. k1 k2 k3 1.92 0.65 22.32 2. For edge distances, end distances, and spacing requirements, refer to NOS 11.5.1. 3. See NDS for diaphragm & toe-nail factor where applicable. ®· I I I I- I 1; I' I I I I I I I I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Corridor Interrupted Wdw Jamb 'D' 'E' Header Vert R2 R3 6.00 ft 4.00 ft Section : (2) 600S162-54 Boxed C Stud (X-X Axis) Maxo = 5054.2 Ft-Lb Moment of lnerti~, I = 5. 721 in114 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Date: 6.00 ft Fy= 50.0 ksi Va= 5645.8 lb 8/28/2008· UnifLd lb/ft Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Max<;>. Ft-Lb (in) Ft-Lb Ma(Brc} (in) Ratio Left Span 11.8.5 0.023 118.5 Full 5054.2 0.023 0.004 U18030 Center Span 109.4 0.022 61.2 Full 5054.2 0.012 0.001 U50082 Right Span 118.5 0.023 118.5 Full 5054.2 0.023 0.004 U18031 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax lntr. Stiffen pt Load P(lb} (in) (lb) (lb} (Ft-Lb) Value Req'd? R1 94.3 1.00 1197.9 2096.3 0.0 0.04 No R2 205.7 1.00 2590.5 4274.3 109.4 0.06 No R3 205.7 1.00 2590.5 4274.3 109.4 0.06 No R4 94.3 1.00 1197.9 2096.3 0.0 0.04 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen "R1 94.3 0.0 1.00 0.02 0.00 0.00 NA R2 130.7 109.4 1.00 0.02 0.02 0.00 NA R3 130.7 109.4 1.00 0.02 0.02 0.00 NA R4 94.3 0.0 1.00 0.02 0.00 0.00 NA ® I I I. I I I I I I I I I I I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Corridor lnterrtJpted Wdw Jamb 'D' 'E' Header Lat (WP) P1 P2 28 28 Point Loads Load(lb) X-Dist.(ft) 6.00 10.00 Sloped/Partial Loads Section : (2) 362T125-33 Boxed (X-X Axis) Pt J, Case 1 2 16.00 ft X1 ft 0.00 10.00 Maxo = 572.9 Ft-Lb Moment of Inertia, I = 0. 769 inJ\4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check W(X1) lb/ft 13.3 13.3 Date: X2 ft W(X2) lb/ft 6.00 13.3 16.00 13.3 Fy= 33.0 ksi Va= 2047.2 lb 8/28/2008 Unif Ld lb/ft Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-LI;> Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 526.5 0.919 526.5 Full 572.9 0.919 1.104 U174 Combined Bending and Web CriE!E!ling Reaction or Load Brng Pa Pn Mmax lntr. Stiffen pt Load P(lb} (in) (lb) (lb} (Ft-lb) Value Req'd? R1 137.9 1.00 209.4 376.9 0.0 0.33 No R2 137.9 1.00 209.4 376.9 0.0 0.33 No P1 27.5 1.50 446.0 802.7 518.9 0.57 No P2 27.5 1.50 446.0 802.7 518.9 0.57 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. pt t,..oad (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen stiffen R1 137.9 0.0 1.00 0.07 0.00 0.00 NA R2 137.9 0.0 1.00 0.07 0.00 0.00 NA P1 35.4 518.-9 1.00 0.02 0.91 0.82 NA P2 35.4 518.9' 1.00 0.02 0.91 0.82 NA Within Span (Unstiffened) Unpunched Punched Loc'n,X M(X) V(X) Loc'n, X M(X) V(X} Span (ft) (Ft-Lb) (lb) lntr. (ft) (Ft-Lb) (lb) lntr. Center Span 8.00 526.5 o~o· 0.84 N.A. NA NA N.A. ® I I I I I I I I I I I I- I I I I I I I 2001 NASPEC w/2004 Supplement Project: Genoptix Model: Interior N-S Corridor Interrupted Wdw Jamb 'D' 'E' Header Lat (Seis} R1 P1 P2 13 13 Point Loads Load(lb) X-Dist.(ft) 6.00 10.00 Sloped/Partial Loads Section : (2) 362T125-33 Boxed (X-X Axis) Case 1 2 16.00 ft X1 ft 0.00 10.00 Maxo = 572.9 Ft-Lb Moment of Inertia, I= 0.769 in"4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check W(X1) lb/ft 5.6 5.6 X2ft 6.00 , 16.00 Date: W(X2) lb/ft 5.6 5,6 Fy= 33.0 ksi Va = 2047.2 lb 8/28/2008 R2 Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 359.4 0.627 359.4 Full 572.9 0.627 0.744 U258 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax lntr. Stiffen pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Req'd? R1 91.9 1.00 209.4 376.9 0.0 0.22 No R2 91.9 1.00 209.4 376.9 0.0 0.22 No P1 12.7 1.50 446.0 802.7 348.0 0.38 No P2 12.7 1.50 446.0 802.7 348.0 0.38 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 91.9 0,,0 1.00 0.04 0.00 0.00 NA R2 91.9 0.0 1.00 0,04 0.00 0.00 NA P1 24.3 348.0 1.00 0.01 0.61 0.37 NA P2 24.3 348.0 1.00 0.01 0.61 0.37 NA Within Span (Unstiffened) Unpunched Punched Loc'n,X M(X) V(X} Loc'n,X M(X} V(X) Span (ft) (Ft-Lb) (lb) lntr. (ft) (Ft-Lb) (lb) lntr. Center Span 8.00 359.4 0.0 0.39 N.A. N.A. N.A. N.A. I I I I I I I I I I I I I I I I I I I 2001 NASPEC w/2004 Supplemenf Project: Genoptix Model: Interior N-S Corridor Interrupted Wdw Jamb 'O' 'E' Top Track R.1 16.00 ft Section: 3~2T125-33 Single (X-XAxis) Maxo = 286.4 Ft-Lb Moment of Inertia, I = 0.384 in"4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mm~ Mmax/ Mpos. Bracing Ma{Brc) Span Ft-Lb Maxo Ft-Lb {in) Ft-Lb Date: Fy= 33.0 ksi Va= 1023.6 lb Mpos/ Ma{Brc) (in) 8/28/2008 R2 Deflection Ratio Center Span 120.0 0.419 120.0 Full 286.4 0.419 0.488 U394 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax lntr. Stiffen Pt Load P{lb) {in) {lb) (lb) (Ft-Lb) Value Req'd? R1 30.0 1.00 104.7 188.5 0.0 0.14 No R2 30.0 1.00 104.7 188.5 0.0 0.14 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. Pt Load {lb) {Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 30.0 0.0 1.00 0.03 0.00 0.00 NA R2 30.0 0.0 1.00 0.03 0.00 0.00 NA ® I I I I I 1· I I: I I I I I I I I I 2001 NASPE:C w/2004 Supplement Proj~ct: Genc;,ptix Model: Interior N-S Corridor Wdw Jamb 'D', 'E' r,NP} R1 Point Loads Load(lb) X-Dist.(ft) P1 i P2 P3 ii 29.25 ft P1 P2 P3 68 149 41 3.67 9.08 10.50 Date: 8/28/2008 R2 Section : (2) 362S162-54 Boxed C Stud (X-X Axis). Maxo = 2213.3 Ft-Lb Moment of Inertia, I = 1. 7 45 in"4 Fy= 50.0 ksi Va= 6743.1 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check $pan Center Span Mmax Ft-Lb 1345.7 Mmax/ Maxo 0.608 Mpos Ft-Lb 1345.2 Bracing (in) None Ma(Brc) Ft-Lb 2213.3 Mpos/ Ma(Brc) 0.608 Combined Bending and Web Crlpplim;t Reaction or Load Bmg Pa pt Load P(lb) (in) (lb) R1 188.8 1.00 1268.8 R2 69.6 1.00 1268.8 P1 68.1 1.50 2880.0 P2 149.0 1.50 2880.0 P3 41.3 1.50 2880:0 Combined Bending and Shear · Reaction or Vmax Mmax Va pt Load (lb) (Ft-Lb) Factor R1 188.8 0.0 1.00 R2 69.6 0.0 1.00 P1 188.8 690.2 1.Q0 P2 120.7 1344.2 1.00 P3 69.6 1306.3 1.00 Combined Bending and Axial Load ~ialLd Bracing (in) Span (lb) KyLy Ktlt Center Span 400.0 (c) 65.0 65.0 Member Interconnection Spacing = 24.00 in See NASPEC C4.5 for add'nl interconnection requirements Pn (lb) 2220.4 2220.4 4752.0 4752.0 4752.0 VNa 0.03 0.01 0.03 0.02 0.01 Max KUr 244 Mmax (Ft-Lb) 0.0 0.0 690.2 1344.2 1306.3 M/Ma 0.00 0.00 0.31 0.61 0.59 Allow Ld (lb) 1605.3 (c) Deflection (in) Ratio 3.238 U108 lntr. Value 0.08 0.03 0.20 0.39 0.36 lntr. Unstiffen 0.00 0.00 0.10 0.37 0.35 P/Pa 0.25 Stiffen Req'd? No No No No No lntr. Stiffen NA NA NA NA NA lntr. Value 1.00 I I I 1· I· I I I 2001 NASPEC w/2004 Supplement ·Project: Genoptix Model-: . Interior N-S Corridor Wdw Jamb 'D', 'E' (Seis Out of Plane) R1 Point Loads Load(lb) X-Dist.(ft) P1 J, P2 P3 J, J, P1 P2 P3 21 149 9 3.67 9.08 10.50 Section: (2) 3628162-54 Boxed ~ Stud (X-XAxis) 29.25 ft Maxo = 2213.3 Ft-Lb Moment of Inertia, I= 1.745 in"4 Loads have not been modified for strength checks Loads. have not been modified for deflection calculations Date: Fy= 50.0 ksi Va= 6743.1 lb 8/28/2008 R2 I Flexural and Deflection Check I I I I· I I I I· I Span Center Span , Mmax Ft-Lb 1112.9 Mmax/ Maxo 0.503 Combined Bending and Web Crippling Reaction or Load Pl Load P(lb) R1 138.7 R2 63.9 Pt 21.0 P2 149.0 P3 9.2 Combined Bending and Shear Reaction or Vmax. Pl load (lb) R1 138.7 R2 63.9 P1 135.8 P2 110.5 P3 48.9 Combined Bending and Axial Load Axial Ld Span (lb) Center Span 400.0 (c) Mpos Ft-Lb 1112.2 Bracing (in) None Ma(Brc) Ft-Lb 2213.3 Mpos/ Ma(Brc) 0.503 Brng Pa (in) (lb} 1.00 1268.8 1,00' 1268,8 1.50 2880:0 1.50 2880,0 1.50 2880.0 Mmax Va (Ft-Lb) Factor 0.0 1.00 0.0 1.00 501.8 1.00 1111.5 1.00 1058.5 1.00 Bracing (ht) Kyly . Ktlt 65.0 65.0 Pn (lb} 2220.4 2220.4 4752.0 4752.0 4752.0 VNa 0.02 0.01 0.02 0.02 0.01 Max KL/r 244 Mmax (Ft-Lb) 0.0 0.0 501.8 1111.5 1058.5 M/Ma 0.00 0.00 0.23 0.50 0.48 Allow Ld (lb) 1605.3 (c) Member Interconnection Spacing = 24.00 in See NASPEC C4.5 for add'nl interconnection requirements Deflection (in) Ratio 2.677 1/131 lntr. Value 0.06 0.03 0.14 0.33 0.29 lntr. Unstiffen 0.00 0.00 0.05 0.25 0.23 P/Pa 0.25 Stiffen Req'd? No No No No No lntr. Stiffen NA NA NA NA NA lntr. Value 0.87 ® I I I· I I I. I' I 1, I I I I I I AISC 9th Edition, ASD Project: Genoptix Model: Interior N-S Corridor Wdw Jamb 'D', 'E' (Seis In Plane) r P1 P2 ii R1 29.25 ft Point Loads P1 P2 Load(lb) 86 11 X-Dist.(ft) 9.08 10.50 Section: (2) 362S162-54 Boxed (Y-Y) Moment of Inertia, I = 1.3083 in".£= R1 R2' Reactions (lb) 77.5 42.1 Left Cantilever Local X-dist (ft) Max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 V (lb) 0.0 0.0, 0.0 ·0.0. 0.0 0.0 0.0 0.0 0.0 M (Ft-Lb) 0.0 0.0 0.0 0;0 0.0 0.0 0.0 0.0 0.0 Defl {in) uo 0:0000 0.0000 0.,0000 0.0000 0.0000 0.0000 0.0000 0.0000 Center Sean L~al X-dist (ft) Max 0.00 2.93 5.85 s:1s 11.70 14.63 17.55 20.48 V {lb) 11.5 77.5 75.2 72:8 70.5 -28.0 -30.4 -32.7 -35.1 M (Ft-Lb) 671.0 0.0 223.3 439.8 649.5 615.2 529.8 437.5 338.4 Defl {in) U159 0.0000 -0.7477 -1.4101 a.1_.9043 -2.1614 -2.1836 -2.0031 -1.6552 Right Cantilever Local X-dist (ft) Max 0.00 Q.00 0.00 0.00 0.00 0.00 0.00 0.00 V {lb) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 M (Ft-Lb} 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Defl (in) uo 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 Date: 8/28/2008 R2 29500 ksi 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0000 0.0000 0.0000 23.40 26.33 29.25 -37.4 -39.7 -42.1 232.4 119.6 0.0 -1.1778 -0.6117 0.0001 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0001 0.0001 0.0001 I 1: I I, I ·I I· I I I I I I CFS Version 5.0.2 Section: Sectfon tscl. 1;3ox 3.625x1 .625x0.5-16 Gage Genoptlx · Rev. Date: 8/28/2008 1 :35:01 PM· Page 1 fylember Check-2004 North American Specification -US (ASD) Design Parameters: Lx 29.250 ft Ly Kx 1.0000 ky Cbx 1.0000 Cby Cmx 1.0000 Cmy Braced Flange: None Moment Loads: p Mx (k) (k-in) Entered 0.4000 o. 000 Applied 0.4000 0.000 Strength 1.9586 28.085 Effective section prqpert;;Les at Ae O. 843-82 in"2 Ixe Interaction Equations NAS Eq. c5.2.1-1 (P, NAS Eq. c5.2.1-2 (P, NAS Eq. C3.3.1-1 NAS Eq. C3.3.1-1 KL/r exceeds 200. Sxe(t) Sxe(b) Mx, My) Mx, My) {Mx; Vy} (My, Vx) 19.500 ft Lt 1. 0000 Kt 1. 0000 ex 1.0000 ey Reduction, R: 0.0000 Vy (k) 0.0000 0.0000 6.7431 applied loads: 1. 7460 in"4 0.96333 in"3 0.96333 in"3 0.204 + 0.000 + 0.021 + 0.000 + My (k-in) ' 8. 052 8.052 19.140 Iye Sye(l) Sye(r) o. 469 = 0.421 = 19.500 ft 1.0000 0.0000 in 0.0000 in Vx (k) 0.0780 0.0780 5.6968 1. 3088 in"4 0.80539 in"3 0.80539 in"3 0.673 <= 1.0 0.442 <= 1.0 Sqrt{0.000 + 0.000}= 0.000 <= 1.0 Sqrt{0.177 + 0.000)= 0.421 <= 1.0 I I I- I I I I I I oevco .' -e n g i n e e r i n g· i n c. PROJECT= G e/110 -ti'x ·--t ' I . ·-·--··----···r·-! 1'----1.....--'1 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 . PROJECi l'ilO:' 0 c5 · '2 '-/ f DESIGN: W /.1 DATE: :)'vn b8 I l , ·j-·-·---------1 .. ·-----------·---[-------·-·--, ---·-- . ' . I r? Cl! I ! ! t, ~ I I ' ' : I i-PAGE C-J OF I I 'I I I I I- I I I I I 1- oevco ,, e n g i n e e r i n g i n c. PROJECT: G e,t'\o f' I<. T t L/7~ 1b I 1/z ''asi A '3b 1].,cf I I I -----j--,_ Use ;k "Q A 76 7f'rd [G,d ! w/ dfvble l)vt Tip I ; ' PROJECT NO: 0 'c) ~ 2 <-f / -----;-------! I 245 NE Conifer, P.O. Box 1211 Corvallis, OR 97339 Fax: (541) 757-9885 (541) 757-8991 DESIGN: AJ/11. . DATE: Jvvi Qi : : . i -~-----·---· l i ' ! ! 7-·-----+--~----·--------,--------- ! -------!--____ i ________ j ____ _J ___ _ i ; ! i f 1 I ' l -·--···--··· ·---_/.. ---· -·-l i I -------------------4----r'--t-- i I I f l ' j ! ! I I I ! -~ --- ' i I I ! ----------!-· -----·------ 1 ! ---1----T I I . l I ! Ii-------!--- . I. I - I I -----·--·-·------1 ·---------. ·--r. I PAGE C-7-OF • Geotechnical • Geologic • Coastal • Environmental 5741 Palmer Way • Carlsbad, C~lifornia 92010 • {760) 438-3155 • FAX {760) 931-0915 The Blackmore Company 1811 Aston Avenue, Suite 102 Carlsbad, California 92008 Attention: Ms. Britta Beecher April 28, 2008 W.O. 5688-A-SC Subject: Update Geotechnical Evaluation, Proposed Tenant Improvements, Lot 38 of the Carlsbad Research Center, City of Carlsbad, San Diego County, California 92008 Dear Ms. Beecher: lr:1 accordance with your request and authorization, GeoSoils, Inc. (GSI) has prepared this report for the purpose of revising and updating our previous referenced reports (see the Appendix), in light of the proposed -improvements. The scope of work included a review of the referenced documents (see the Appendix), areview of the architectural improvement plans prepared by Ferguson, Pape, Baldwin Architects (FPBA, undated), review of existing , onsite conditions, analysis of data, and preparation of this update geotechnical evaluation. Unless specifically superceded in the text of this report, the conclusions and recommendations presented in GS( (1996b, 2001 b, and 2001 c) should be considered valid and applicable. SCOPE OF SERVICES The scope of our services has included the following: 1. Review of the available geologic. literature for the site (see the Appendix). 2. Geologic site reconnaissance. 3. Evaluation of seismic design· parameters. 4. Engineering and geologic analysis of data collected. 5. Preparation of this report and accompaniments. ' y SITE DESCRIPTION AND PREVIOUS WORK The subject property is a irregularly-shaped parcel, approximately 3.4 acres in size, located northeast of the intersection of Aston Drive and Rutherford Road in the Carlsbad Research Center, City of Carlsbad, San Diego County, California. The site is bordered by Rutherford Road on the southwest, and industrial properties on the remaining sides. An initial phase of mass grading associated with the construction of a "sheet" graded lot was performed with observation and testing services provided by San Diego Geotechnical Consultants, Inc. (SDGCI, 1984). This phase of grading resulted in the removal of unsuitable soils· (i.e., topsoils,colluvium, undocumented fills, etc.), and the placement of compacted fill above the bedrock to create a sheet graded building pad. A preliminary geotechnical study was performed for the site by GSI in 1996 (GSI, 1996b). This study evaluated the site based on the industry standards at that time, and provided earthwork and foundation design construction recommendations for the proposed structure. Following the completion of the preliminary report, a subsequent phase of site grading was completed with observation and testing services provided by GSI (1999 and 2001 c), and resulted in the construction of the existing building pad. Earthwork completed consisted of the removal and recompaction of existing, near-surface fills, undercutting of bedrock within about 4feet of finish padgrade, and placement of additional fills (GSI, 1999 and 2001c). As-built reports were subsequently issued by GSI (1999, 2001 b, and 2001 c), presenting summaries of-observation and testing services provided during grading, trench backfill, etc.,and provided additional .site design and canst.ruction recommendations, as necessary, for the now-existing structure. These, and other reports prepared by GSI, are .indicated in the Appendix. PROPOSED DEVELOPMENT It is our understanding that the proposed development would consist of tenant ·improvements to the interior of the existing structure. General improvements are shown on the architectural plans prepared by FPBA (undated). It is anticipated1hatany additional foundation/flooring improvement wouid utilize continuous footings and slab-on-grade floors. Building loads are unknown at this time but are assumed typical for this type of relatively light construction improvement. Sewage disposal is to be accommodated by tying into the regional municipal system. EARTH MATERIALS/AS-BUILT GEOLOGY A review of GSI (1996b, 1999, 2001 b, and 2001 c) indicate that bedrock underlying the site consists of claystonesbelongingto the Cretaceous-age Point Loma Formation. Overlying bedrock onsite are compacted fills, consisting predominantly of earth materials (i.e., clays) The Blackmore Company Lot 38, C.arlsbad Research Center File:e:\wp9\5600\568Ba.upg GeoSoil's, Inc. W.o. 5688-A-SC April 28, 2008 Page2 derived from the underlying sedimentary bedrock. A review of GSI (2001 c) indicates that the thickness of existing fills beneath the existing structure vary from approximately 4 to 8 feet. GROUNDWATER Regional groundwater was not encountered in preparation of GSI (1996b, 1999, 2001 b, and 2001 c). However, seepage may occur locally {due to heavy precipitation or irrigation) ih areas Where relatively permeable soils overlie relatively impermeable soils or bedrock. Such materials may be encountered in the earth units that exist onsite. Thus, this potential is significant on the subject site and should be disclosed to all interested parties. Perched groundwater conditions along fill/bedrock contacts, and along zones of contrasting permeabilities, should not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area{s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. This should be disclosed to the owner of the facility and all interested/affected parties. SEISMIC DESIGN PARAMETERS Based on the site conditions, and Chapter 16 of the Uniform Building Code/California Building Code ([UBC/CBC], International Conference of Building Officials [ICBO], 1997 and 2001; California Building Standards Commission [CBSC], 2007), minimal seismic parameters are provided in the following tables: ,.=--; ! :·-·, . ' ··: "' : :'F' :: 1~7/2001 UBC/CBC ;Cf.fAPTEi:H''";'"/';··':<'" ., ,•:·;·, '., ":P;:,.-; ::->' ,_.:: ;·, ~· '":, ~ .~ '. '·' ·,. t' 1-:_', ... ~-• _',. • ', , ', , ~ __ .' ·_ , ~. r ,,:, ,,_' ,Q,~Jl',._;;!-t;.~ ... ~ 1 -:i. :_ ;/11 (•;' L'\!~1":.:!, .:·:_. ;'se1sivi1e:'i>.AtiAMeTeRs :·: 1 • I Seismic Zone (per Figure 16-2*) 4 Seismic Zane Factor (per Tabla 16-1*) 0.40 Soil Profile Type (per Table 16-J*) So Seismic Coefficient C11 (per Table 16-Q*) 0.44N8 Seismic CO!:lfficient Cv (per Table 1.6-R*) 0.64Nv Near Source Factor N. (per Table 16-S*) 1.0 Near Source Factor N., (per Table 16-T*) 1.0 Distance to Seismic Source 6.6 mi (10.6 km) Sel~mic Source Type (per Tabla 16-U*) B Upper Bound Earthquake (Rose Canyon fault) Mw6.9 PHSA (1 o oercent orobabilitv of exceedance lh so vears) 0.25a I• Figure and Table references from Cha~ter 16 of the. UBClCBC (ICBO1 1997/CBSC1 2007). I The Blackmore Company Lot 38, Carlsbad Research Center Flle:e:\wp9\5600\5688a.upg GeoSoils, lne. W.O. 5688-A-SC April 28, 2008 Page3 The table below summarizes the site-specific design criteria obtained from the 2007 CBC. We used the computer program Seismic Hazard Curves and Uniform Hazard Response Spectra, provided by the U.S.G.S. The short spectral response uses a period of 0.2 seconds. , · : . ·· ?,'.;:, :,: ,.,,,:, , · ,.:1::> ·, ;,i_:::·;, cee·seiSMic·D1.;s1Gt•f PARAii.fEn;Rs:·v·i:::, . ·" ''}:. ·_;;·:·. ' .. ·" , '1·.: , ,. • ,, .-:. , 1-=r·. ::-~: r ,-~, :~~~ 1'.1··, J • 1 ... :, ~-. •. ~, ••• ,,._, ..,_, .z.., . • ... ~ ,, •• • • .i..: ,: , . ~----·· : ........ ,, ..... , .. : t · i '. _\',",,,' ,. .... ' ·: : .:..-:V.; \ '. '.f tt:;r;,P.A'.FiAf-1,~~ifi'.;':\/t: ::: 1·: \/ .. y/\'. ~•}vAi:mt·· : ',\:;~ ~1 ..-'r , ·; /~f ,(,':,:;,,: :i ' · ·: • ' ,., JBC~'G~REFERENCE . Site.Class D Table 1613.5.2 Spectral Response -(0.2 sec), s. 1.1.65g Figure 1613.5(3) Spectral Response ~ .(1 sec), S1 0.441g Figure 1613.5(4) Site Coefficient, F. 1.034 Table 1613.5.3(1) Site Coefficient, F v 1.6 Table 1613.5.3(2) Maximum Considered Earthquake Sp13ctral 1:2059 Section 1613.5.3 Response Acceleration (0.2 sec), SMs (Eqn 16-37) Maximum Considered Earthquake Spectral 0.687g Section 1613.5.3 Response Acceleration (1 sec), ~1 (Eqn 16-38) _5% Damped Design Spectral Response 0.803g Section 1613.5.4 Acceleration (0.2_sec), Sos (Eqn 16-39} 5% Damped Design Spectral Response 0.458g Section 1613.5.4 Acceleration (1 sec\. Sn, (Ean 16-40) Conformance to the criteria above for seismic design does not constitute any kind of guarantee or assurance that significant structural dama,ge or ground failure will not occur in the event of a large earthquake. The primary goa,I of seismic design is to protect life, not to eliminate all .damage, since such design may be economically prohibitive. Cumulative effects of seismic events are not included in the code and regular maintenance and repair following significant seismic events (i.e., Mw4.5, .or greater) will likely be necessary. LABORATORY.TESTING Laboratory tests were performed in preparation of GSI {1996b and 2001 c), on a representative sample of representative site earth materials in order to evaluate their physical characteristics. Test procedure$ used and results obtained are presented below. Expansion Index Testing Expansion Index (f:.I.) testing was performed on representative soil samples, in general accordance with ASTM D 4829, at the completion of site grading (GSI, 2001 c). A review of GSI (1996b and 2001 c) indicates that the E.I. for soils underlying the site range from 57 to 93 {medium to possibly highly expansive per the UBC/CBC [ICBO, 1997; CBSC, 2007]). . The Blackmore Company l.,ot 38, Carlsbad Research Center File:e:\wp9\5600\5688a.upg GeoSoils, Ine. W.O. 5688-A-SC April 28, 2008 Page4 Atterberg Limits Tests were performed on a representative soil sample to evaluate the liquid limit, plastic limit, and plasticity index (P.I.) in general accordance with ASTM D 4318 (GSI, 1996b and 2001 c). Testing evaluated a liquid limit {LL) = 63, a plastic limit (PL) = 23, and a P.I. = 40. EARTHWORK CONSTRUCTION RECOMMENDATIONS Based on.a review of FPBA (undated), site grading is not anticipated. However, should the scope of Work change to include grading, an grading should conform to the guidelines presented in the UBC/CBO (ICBO, 1997; CBSC, 2007), the requirements of the County, and as indicated in GSI (1996b). Prior to grading, a GSI representative should be present at the preconstruction meeting to provide additional grading guidelines, if needed, and review the earthwork schedule; During earthwork construction, all site preparation and the general grading procedures. of the contractor should be observed and the fill selectively tested by a representative(s} of GSL If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act (Cal-OSHA), and the Construction Safety Act should be met. PRELIMINARY FOUNDATION RECOMMENDATIONS The preliminary foundation design and construction recommendations are based on laboratory testing and engineering analysis ofonsite earth materials by GSI. In the event that the information concerning the pr~posed development plan is not correct or any changes in the design, location; or loading conditions of the proposed structures are made, the conclusions and recommendations contained in this report shall not be considered valid ·unless the changes are reviewed and conclusions of this report are modified or approved in writing by thiS" office. Foundation designers should considered the following information as minimums, from a. geotechnical standpoint, and meet the minimum design criteria provided in the UBC/CBC (ICBO, 1997; CBSC, 2007} to reduce the on-going adverse effects of expansive soils. As indicated, the information and recommendations presented in this section are considered minimums and are not meant to supercede design(s) by the project structural engineer or civil engineer specializing in structural design. Upon request, GSI could provide additional consultation regarding soil parameters, as related to foundation design. The Blackmore Company Lot 38, Carlsbad Research Center File:e:\wp9\5600\5688a,upg GeoSoils, ln.e. W.O. 5688-A-SC April 28, 2008 Pages Conventional Foundation Design Design 1. Gonventional-spread and continuous footings may be used to support the proposed residential structures provided they are founded entirely in competent bearing material. 2. An allowable bearing value of 2,000 pounds per square foot (psf), may be used for design offootings which maintain a minimum widtt, of 15 inches (continuous) and 24 inches square (isolated), and a minimum depth of at least 24 inches into the properly compacted fill. The bearing value may be increased by one-third for seismic or other temporary loads. This value may be increased by 20 percent for each additional 12 inches in depth to a maximum of 3,000 psf. No increase in bearihg value for .increased footing width is recommended. 3. For lateral sliding resistance, a 0.35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. 4. Passive earth pre~sure may be computed as an equivalent fluid having a density of 300 pounds per cubic foot (pct) with a maximum earth pressure of 3,000 psf. 5. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 6. Maximum settlement is not expected to exceed approximately 1 inch and should occur below the 'heaviest loaded columns. Differential settlement is not expected to exceed approximately ½ inch betwesn similar elements is a 20-foot span. Construction The following foundation construction recommendations are presented as a minimum criteria from a soils engineering viewpoint. Recommendations by the project's design structural engineer or architect, which may exceed the soils engineer's recommendations, should take precedence over the following minimum requirements. 1, Continuous footings should be founded at a minimum depth of 24 inches below the lowest adjacent ground surface, and have a minimum width of 1S inches. Isolated footings should be a minimum 24 inches square and also embedded at least 24 inches into suitable earth material.. Ail footings should be minimally reinforced with four No. 5 reinforcing bars, two near the top, and two near the bottom (in cross section), in accordance with the structural engineer recommendations. Isolated interior piers and columns should The Blackmore Company Lot 38, Carlsbad Research Center Fite:e:\wp9\5600\5688a.upg GeoSoil.s, Inc. W:O. 5688-A-SC April 28, 2008 Page6 be founded at a minimum depth of 24 inches below the lowest adjacent ground surface, and al$o reinforced per the structural engineer. 2. A grade beam, reinforced as above, and at least 12 inches square, should be provided across any large entrances (if proposed). The base of the reinforced grade beam should be at the same elevation as the adjoining footings. 3. Concrete slabs for lightly loaded areas, such as office space, etc., should minimally be 5 inches thick, and reinforced with No. 3 reinforcement bars placed on 18-inch centers, in two horizontally perpendicular directions {i.e., long axis and short axis). AU slab reinforcement should be supported to ensure proper mid-slab height positioning during plaqetnent of the concrete. 11Hooking" of reinforcement is not an acceptable method of positioning. 4. Concrete slabs should be underlain with a vapor retarder. Please refer to the following section entitled "Soil Moisture Considerations" for a discussion of slab underlayment. 5. · The project structural engineer should consider the use of transverse and longitudinal control joints to help control slab cracking due to concrete shrinkage, or expansion. Control jointspacingsshould minimally be equal to 30T, where "T" is the thickness of the slab,. in inches,. · 6. The project structural engineer st,ould design slabs in areas subject to high loads (i.e., machinery, fork lift, storag<3 racks, etc.). Modulus. of subgrade reaction {k-value) should be used in the design of the .floor slab supporting these types of loads. A k-value (modulus of subgrade·reaction) of 100 pounds per square inch per inch (pci) should be utilized. Lo·ad transfer joints between old/new slabs (i.e., keyed, dowel, etc.) should be considered. 7. Slab subgradeshould be compacted to at least 90.percent relative compaction, and should be free of loose and uncompacted material prior to placing concrete. 8. Soils generated from footin_g excavations to be used onsite should be compacted to a minimum relative compaction 90 percent of the laboratory standard, whether it is to be placed inside the foundation perimeter or in the yard/right-of-way areas. This material must 1:1ot alter pbsitive drainage patterns that direct drainage away from the structural areas and toward the street. SOIL MOISTURE CONSIDERATIONS GSI has evaluated the potential for vapor or water transmission through any new slab, in light of typical floor coverings and improvements. Please note that generally slab moisture emi~sion rates range from about 2 to 27 lbs/24 hours/1,000 square feet from a typical The Blackmore C<>mpany Lot 38, Carlsbad Research Center File:e:\wp{l\5600\5688a.upg GeoSoil.s, inc. W.O. 5688-A-SC April 28, 2008 Page? slab (Kanare, ·-2005), while floor covering mam,ifacturers generally recommend about 3 lbs/24 hours as an upper limit. Thus, the Client wm need to evaluate the following in light of a cost v. benefit analysis (owner compl~ints and repairs/replacement), along with disclosure to interested/affected parties. Considering the anticipated typical water vapor transmission rates, floor coverings and improvements (to be chosen by the Client)· that can tolerate those rates without distress, the following alternatives are provided: • Concrete slab underlayment should consist of a 10-mil to 15-mil vapor retarder, or equivalent, with all laps sealed .per the UBC/CBC (ICBO, 1997; CBSC, 2007) and the manufacturer's recommendation~ The vapor retarder should comply with the ASTM E 17 45 -Class A or 8 criteria, and be installed in accordance with ACI 302.1 R-04. • . The 10-to 15-mil vapor retarder (ASTM E-17 45 -Class A or B) shall be installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). • The vapor retarder may be placed on 2 incnes of clean sand (S.E. >30), which is placed directly on properly compacted subgrade soils. The vapor retarder should be overlain by a 2-inch thick layer of washed sand (S.E.>30). • Concrete should have a .maximum water/cement ratio of 0.50. This does not supercede Table 19-A-4 of the UBC/C{30 (ICBO, 1997; CBSC, 2007) for corrosion or other corrosive requirements. Additional concrete mix design recommendations should be provided by the structtJral consultant and/or waterproofing specialist. Concrete finishing and workablity should be addressed by the structural consultant and a waterproofing specialist. • Where slab water/cement ratios are as indicated above, and/or admixtures used, the structural consultant should also make changes to the concrete in the grade beams and footings in kind, so that the concrete used in the foundation and slabs are designed and/or treated for more uniform moisture protection. • The owner(s) should be specificallyadvised·which areas are suitable for tile flooring, wood flooring, or other types of water/vapor-sensitive flooring and which are not suitable. In all planned floor areas, fl'ooring shall be installed per the manufactures recommendations. • The moisture content of the existing subsoils. in the interior improvement area should be sealed in (visqueen), so as to not allow them to dry out, otherwise distres.s may occur. Conversely, adding waterto this area may also cause distress. The Blackmore Company Lot 38, Carlsbad Research Center File:e:\wp9\5600\5688a.upg GeoSoils, lne. W.O. 5688-A-SC April 28, 2008 Page a • Additional recommendations regarding water or vapor transmission should be provided by the architect/structural engineer/slab or foundation designer and should be consi_stent with the ~pacified fioor coverings indicated by the architect. Regardless of the mitigation, some limited moisture/moisture vapor transmission through the slab should be anticipated. Construction crews may require special training for installation of certain product(s), as well as concrete finishing techniques. The use of specialized product(s) should be approved by the slab designer and water-proofing consultant. Atechnical representative of the flooring contractor should review the slab and moisture retarder plans and provide comment prior to the construction of the foundations or improvements. The vapor retarder.contractor shouldhave representatives onsite during the initial installation. WALL DESIGN PARAMETERS CONSIDERING EXPANSIVE SOILS A review of FPBA .(undated) does not indicate.that new retaining walls are proposed, and are therefore not anticipated. Should the scope of work change to include walls, walls plans should be submitted to this office for review and comment. DEVELOPMENT CRITERIA Gutters and Downspouts As previously discussed in the drainage section, the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures. If utilized, the downspouts should be drained jnto PVC collector pipes or other non,.erosivedevices (e~g., paved sw~les or ditches; below grade, solid fight-lined PVC pipes; etc.), that will carry the water away from the structure, to an appropriate outlet, in accordance With the recommendations of the design civil engineer. Downspouts and gutters are not a requirement; however, from a geotechnical viewpoint, provided that positive drainage is incorporated into project design-{as discussed previously). Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained i'n this. report are incorporated into final design and construction and that prudent surfaceand subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from-occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. The Blackmore Company Lot 38, Carlsbad Research Center File:e:\wp9\5600\5688a.upg GeoSoils, Inc. W.6 5688-A-SC April 28, 2008 Page9 Groundwater conditions may change with the .introduction of irrigation, rainfall, or other factors. Site Improvements If in the future, any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. This office should be notified in advance of any fill placement, grading of the site, or trench backfilling-after rough grading has been completed. This includes any grading, utility trench and retaining wall backfills, flatwork, etc. Should any future expansion of the building footprint be planned, the earthwork recommendations presented herein and in GSI (1996b) shall be considered valid on a preliminary basis. The joining of the old/new portions of the building footprint expansion will likely require subfootings or underpinning at the juncture. The new footings and slabs that extend to the perimeter of the, building will need to adhere to applicable or adoptable {current) codes. A soil moisture pre-soaking plan will be required in this type of building addition. Tile Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Additional Grading · This office should be notified in advance of any fm placement, supplemental regrading of the site, or trsnch backfilling after rough grading has been completed. This includes completioh of grading in the street, driveway approache~, driveways, parking areas, and utility trench and retaining wall backfills. Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to evaluate that the excavations have been made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials" are exposed within the footing excavation, a deeper footh:ig or removal and recompaction of the subgrade materials would be recommended at that time. Footinf:J trench spoil and any excess soils generated from utility trench The Blackmore Comp~ny Lot38,-Carlsbad Research Center Flle:e:\wp9\5600\5688a.upg GeoSoils; lne. W.O. 5688-A"SC April 28, 2008 Page 10 excavations shoLJld be compacted to a minimum relative compaction of 90 percent, if not removed from the site. · Trenching/Temporary Construction Backcuts Considering the nature of the onsite earth materials, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls/backcuts at the angle of repose (typically 25 to 45 degrees [except as specifically superceded within the text of this report]), should be anticipated. All excavations should be observed byan engineering geologist or soi.I engineer from GSI, prior to workers entering the excavation or trench, and minimally conform to Cal-OSHA, state, and local safety codes. Should adverse conditions exist, appropriate recommendations would be offered at that time. The above recommendations should be provided to any contractors and/or subcontractors; or owners, etc., that may perform such work. Utility Trench Backfill 1 . All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratQry standard. As an alternative for shallow (1.2-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of .30 or greater may be utilized and jetted or flooded into place. Observation, probing and testing should be provided to evaluate the desired results. 2. Exterior trenches adjacent to, and Within areas extending below a 1 : 1 plane projected from the. outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand .backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to evaluate the desired results. 3. All trench excavations should conform to Cal-OSHA, $fate, and local safety codes. 4. Utilities crossing grade beams, perimeter beams, ·or footings should either pass below the footing or grade beam-utilizing ahardened collar or foam spacer, or pass through the footing or grade beam in accordance With the recommendations of the structural engineer. ihe Blackmore Company Lot 38, Carlsbad Research Canter Flle:e:\wp9\5600\5688a.upg GeoSoils, lne. W.O. 5688-A-SC April 28, 2008 Page 11 SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSl:RVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages: • During grading/recertification. • During excavation. • During placement of slibdrains, toe drains, or other subdrainage devices, prior to placing fill and/or backfill. • . After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of r~inforcing steel or concrete. • Prior t<:> pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break {i.e., sand, pea-gravel, etc.), or vapor retarders {i.e., visqueen, etc.). • During retaining wall subdrain installation, prior to backfill placement. • During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. ~ During slope construction/repair. • When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. • When any developer or owner improvements, such as flatwork, spas, pools, walls, etc., are constructed, priorto construction. • A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/Qr to comply with code requirements. OTHER DESIGN PROFESSIONALSJCONSULTANTS The design civil engineer, structural engineer, post-tension designer, architect, landscape architect, wan designer, etc., should review the recommendations provided herein, incoJporate those recommendations into an their respective plans, and by explicit The Blackmore Company Lot 38, Carlsbad Research Center Flle:e:\wp9\5600\5688a.upg GeoSoils, Inc. w.o. ssaa-A-sc April 28, 2008 Page 12 reference, make this report part of their project plans. This report presents minimum design criteria for the design of slabs, foundations and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer. Please .note that the recommendations contained herein are not intended to preclude the transmission of water or vapor through the .slab or founqation. The structural engineer/foundation and/or slab designer should provide recommendations to not allow water or vapor to enter into the structure so as to cause damage to another building component, or .so as to limit the installation of the type of flooring materials typicalJy used for the particular application. The structural engineer/designer should analyze. actual. soil~structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should consider all applicable codes and authoritijtive sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minimums presented herein should be.adopted. It is considered likely that some, more restrictive details will be required. If the structural engineer/designer has any questions. or requires further assistance, they should not hesitate to call or otherwise transmittheir requests to GSI. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI ancJ the governing agency, in writing, that the proposed founda.tions and/orimprovements can tolerate the amount of differential settletnent and/or expansion characteristics and other design criteria specified herein. PLAN REVIEW Final project plans{grading, precise grading, founoation, retaining wall, landscaping, etc.), should be reviewed by 1his office prior to· construction, so that construction is in accordance with the conclusions and recommendations of this report. Based on our review, supplemental recommendations and/or further geotechnical studies may be warranted. LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. the Blackmore Company Lot 38, Carlsbad Research Genter Flle:e,\wp9\5600\56881ii.upg GeoSo.ils, Inc. W.0. 5688-A-SC April 28, 2008 Page 13 " .. Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty, · either express or implied, is given. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed When GSI is not requested to be onsite, to evaluate if our r~commendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding · any· other agreements that may be in place.. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of servicesforthis portion of the project. All samples will be disposed ofafter30 days, unless specifically requested by the client, in writing. The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Attachment Appendix -References Distribution: (4) Addressee The Blackmore Company Lot 38, Carlsbad Research Center File:e:\wp9\5600\5688a.upg GeoSoils, lne. W~O. 5688-A-SC April 28, 2008 Page 14 APPENDIX REFERENCES ACI Committee 302, 2004, Guide for concrete,floor and slab construction, ACI 302.1 R-04, dated June. ASTM E 1745-97, 2004, Standard specification for water vapor retarders used in contact with soil or granular fill under concrete slabs. California Building Standards Commission, 2007, -California building code. California,_ State .of, 2001, Senate Bill 800, Burton. Liability: construction defects, February 23; approved by Governor September 20, 2002; filed with Secretary September 20; 2002; effective January 1, 2003. Ferguson, Pape, Baldwin Architects, undated, Genoptix lab expansion T.I., 211 o Rutherford Road, Carlsqad, Ca .. 92008, Sheets A2.1, A2.1A, A2.2, A2.2A, Nojob no. GeoSoils, Inc., 2001-a, Discussion of offsite drainage ditch, Carlsbad Research Center, Lot 38, Carlsbad, San Diego·County,California, W.0. 204_7-B-SC, dated July 17. ~-, 2001 b, Final compaction report for backfill of storm drain trench, sewer trench, parking lot and street subgrade te$ting, base testing, and foundation footing excavations, Lot 38 of Carlsbad Research Center, City of Carlsbad, San Diego County, Califotnia, W.O. 2047-C/D/E-SC, dated February 4. ___ , 2001 c, Final compaction report of supplemental earthwork, Carlsbad Research Center, Lot 38, Carlsbad, San Diego County, California, W.0. 2047-8-SC, dated Juhe 19. --, 2000, A discussion of site conqitions and supplemental earthwork recommendations, Carlsbad Research Center, Lot 38, Catifornia, W.O. 2047-A-SC, dated November 17. _. _, 1999, Interim compaction report, Carlsbad Research Center, Lot 38, Carlsbad, California, W.O. 2047-8-SG, dated December 21. -~· 1997, Foundation plan review, Lot 38, Carlsbad Research Center, Carlsbad, California, W.0. 2047-8-SC, dated February 17. __ , 1996a, Grading plan review, Lot 38, CT 81-10,. Unit No. 2A, Carlsbad Research Center, Carlsbad, California, W.O. 2047-B-SC, dated December 12, 1996. __ , 1996b, Update preliminary geotechnical evaluation, Carlsbad Research Center, Lot 38, California, W.O. 2047-A-SC, dated June 28. OeoSoils, .Inc. International Code Council, Inc., 2006, International building code and international resjdential code for one-and two-family dwellings. International Conference of Building Officials, 2001, California building code, California code of regulations title 24, part 2, volume 1 and 2. , 19~7, Uniform building code: Whittier, California, International conference of --· building officials, Volumes 1, 2, and 3: especially Chapter 16, Structural forces (earthquake provisions}; Chapter 18, Foundations and retaining walls; and Chapter A-33, Excavation and grading. Kanare, Howard, M.,. 2005, Concrete floors and moisture, Engineering Bulletin 119, .Portland Cement Association. Romanoff, M., 1989~ Underground corrosion, National Bureau of Standards Circular 579, Published by· National Association of Corrosion Engineers, Houston, Texas, originally issued April 1 , 1957. Sah Diego Geotechnical Consultants, Inc., 1984; As.,.graded geotechnical report, Carlsbad Research Center, Phase II and Ill, Carlsbad tract no. 81-10, Carlsbad, California, Job no. SD116240, dated May 23. State of California, 2006, Civil Code, Sections 896-897. The Blackmore Company File:e:\wp9\5600\5688a.uge GeoSoils; Ine. Appendix Page2 t. CERTIFICATE OF COM:PLIANCE (Part 1 of 2) ENV1 PROJECT NAME DATE GENOPTIX LAB EXPANSION Tl 5/27/2008 PROJECT ADDRESS CARLSBAD, CALIFORNIA PRINCIPAL DESIGNER-ENVELOPE TELEPHONE Building Permit# FPBA (619) 231-0751 DOCUMENTATION AUTHOR TELEPHONE GARY JARA (858) 541-0788 ,._ __ , Checked by/Date nforcement Agency Ui GENERAL INFORMATION DATE OF PLANS 5/27/20Q8 I BUILDING CONDITIONED FLOOR AREA 48,437 saft lcuMATE ZONE 7 BUILDING TYPE 0 NONRESIDENTIAL 0 HIGH-RISE RESIDENTIAL D HOTEUMOTEL GUEST D RELOCATABLE-Indicate: D specific climate -list , or D all climates PHASE OF CONSTRUCTION D NEW CONSTRUCTION D ADDITION 0 ALT-ERA TION D UNCONDITIONED (file affidavit) METHOD OF ENVELOPE D COMPONENT ·0 OVERAL.:L. ENVELOPE COMPLIANCE SUPPORTING FORMS D ENV-2-C (Component) 0 ENV-3-C (Overall Envelope) D ENV-4-C (Skylight Worksheet) SUBMITTED ·- STATEMENT OF COMPLIANCE .. This Certificate of Compliance lists the building features and performance specifications need to comply with Title 24, Parts 1 and 6 of the California Code of Regulations. This certificate applies only to building envelope requirements. The documentation preparer hereby certifies that the documentation is accurate and complete. _ DOCUMENTATION AUTHOR SIGNATURE DATE GARY JARA 5/27/2008 The Principal Envelope Designer hereby certifies that the proposed building design represented in this set of-construction documents is consistent With the other corhplianC(l forms and worksheets, with the specifications, and with any other calculations submitted with this permit application. The proposed building·has been designed to meet the envelope requirements contained in sections 110, 116 through 118, and 140, 142, 143 or 149 of Title.24, Part 6. Please check one: 0 I hereby affirm that-I am eligible under the provisions of Division. 3 of the Business and Professions Code to sign this document as the person responsible for-its preparation; arid that I am licensed in·the State of California as a civil engineer or mechanical engineer, or I am a licensed architect. D I affirm that l·am eligible under the provisions of Division 3 of the Business and Professions Code by section 5537.2 or 6737.3 to sign this document as the person-responsible for its preparation; and that I am a-licensed contractor performing. this work. D I affirm that I am eligible under Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described as exempt pursuant to Business and Professions Code Sections 5537, 5538 and 6737 .1. · hese sections of.the.Business and Professions Code are rinted in full in the Nonresidential Manual.) FPBA ENVELOPE MANDATORY MEASURES Indicate location on plans of Note Block for Mandatory Measures SEE M1.1 INSTRUCTIONS TO APPLICANT ENVELOPE COMPLIANCE & WORKSHEETS (check box if work~heet is included) ,for detailed instructions on tne use of tnIs and an Energy t:mciency :standards compuance'forms, please refer to the Nonresidential Manual published ·hv thA· -.• ,;n Fni:,rnv {"n, nmissinn D ENV-1-C Certificate of Compliance. Required on plans for·all submittals. Part·2 may be incorporated in schedules on plans. D ENV-2-C Use with the Envelope Component compliance method_. D ENV-3-C Use with the Overall Envelope compliance method. D ENV-4-C Optional. Use for the minimum skylight requirements for large enclosed spaces. 2005 Nonresidential Compliance Forms CERTIFICATE OF COMPLIANCE (Part 1 of 3) MECH-1-C PROJECT NAME DATE GENOPJIX LAB EXPANSION Tl 5/27/2008 PROJECT ADDRESS CARLSBAD, CALIFORNIA PRINCIPAL DESIGNER-MECHANICAL TELEPHONE Building Permit # Eugene T. Walsh (858) 541-0788 DOCUMENTATION AUTHOR TELEPHONE GARY JARA (858) 541-0788 Checked by/Date Enforcement Agency Use GENERAL INFORMATION DATE _OF PLANS 5/27/2008 I BUILDING CONDITIONED FLOOR AREA 11,873 sqft lcLIMATE ZONE 7 BUILDING TYPE EJ NONRESIDENTIAL 0 HIGH-RISE RESIDENTIAL D HOTEUMOTEL GUEST ROOM PHASE OF CONSTRUCTION E] NEW CONSTRUCTION D ADDITION D AL. T_ERA TION D UNCONDITIONED (file affidavit) METHOD OF ENVELOPE COMPLIANCE 0 PREVIOUS ENVELOPE PERMIT E] ENVELOPE COMPLIANCE ATTACHED STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance sp~cifications need to comply with Title 24, Parts 1 and 6 of the California Code of Regulations. This certificate applies only to building mechanical requirements. The documentation preparer hereby certifies that the documentation is accurate and complete. DOCUMENTATION AUTHOR SIGNATURE DATE GARY JARA 5/27/2008 The Principal-Mechanical Designer hereby certifies that the proposed building design represented in set nstruction documents is consistent with tlie other compliance forms and worksheets, with the specifications, and-with any other· calculations submitted with this permit application. The proposed building has bee·n designed to meet the mechanical requirements contained in the applicable parts of Sections 100, 101, 102, 110 through 115, 120 through 125, 142, 144 and 145. D The plans & specifications meet the requirements of Part 6 (Sections 10-103a). D The installation certificates meet the requirements of Part 6 (10-103a 3). D The operation & maintenance information meets the requirements of Part 6 (10-103c). Please check one: (These sections of the Business and Professions Code are printed in full in the Nonresidential Manual.) El I hereby affirm that I am-eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am licensed in the State of California as a civil engineer or mechanical engineer, or I am a licensed architect. D I affirm that I am eligible under the exemption of Division.3 of the Business and Professions Code by section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor performing this work. D I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type-of work described pursuant to Business and Professions Code Sections 5537, 5538 and 6737 .1. PRINCIPAL MECHANICAL DESIGNER-NAME SIGNATURE "'-,,..,.-"\ IDATE ILIC# ENVELOPE MA=~~~~:~ :~::URES *&t::·v:;,-,:)---.a..--51-27_/_20_0_8 _ ___._ _____ M_2_63_8_0 ___ --I 0 Indicate location on plans ofNote Block for Mandatory Measures SEE M1.1 .. ., INSTRUCTIONS_ TO APPLICANT MECHANICAL-COMPLIANCE & WORKSHEETS (check box if worksheet is included) El MECH-1-C Certificate of Compli~nce. Part 1 of 3, 2 of 3, 3 of 3 are required on plans for all submittals El MECH-2-C Certificate of Compliance. Part 1 of 3, 2· of. 3, 3 of 3 are required for all submittals, but may be on plans. El MECH-3-C Certificate of Compliance are.required for all submittals with mechanical ventilation, but may be on plans. .. El MECH-4-C Certificate of Compliance are required for all prescriptive submittals, but may be on plans. 2005 Nonresidential Compliance Forms April 2005 t .. CERTIFICATE OF COM.PLIANCE {Part 2 of 3) MECH-1-C PROJECT NAME IDATE GENOPTIX LAB EXPANSION T! 512712008 Designer: This form is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for mechanical systems. The designer is required to check the boxes by all acceptance tests that apply and list all equipment that requires an acceptance test. If all equipment of a certain type requires a test, list the equipment description and the number of systems to be tested in parentheses. The NJ number designates the Section in the Appendix of the Nonresidential ACM Manual that describes the test. Also indicate the person responsible for performing the tests (i.e. the installing contractor, design professional or an agent selected by the owner). Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Building Departments: Systems Acceptance. Before occupancy permit is granted for a newly constructed building or space, or a new space conditioning system serving a building or space is c;,perated for normal l.lse, all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance. In addition a Certificate of Acceptance, MECH-1-A, Form shall be submitte.d to the building department that certifies plans, specifications, installation certificates, and operating and maintenance information meet the requirements of § 10- 103(b) and Title 24 Part 6. Test Description Test Performed By: * 0 MECH-2-A: Ventilation System Acceptance Document INSTALLING Variable Air Volume Systems Outdoor Air Acceptance CONTRACTOR • • Constant Air Volume Systems Outdoor Air Acceptance Test required on all New systems both New Construction and Retrofit. Equipment requiring acceptance testing ALL SCHEDULED CA V'S AND FC-1-1. * D MECH-3-A: Packaged HVAC Systems Acceptance Document NIA Test required on all New packaged systems both New Construction and Retrofit. ,, Equipment requiring acceptance testing NIA * D MECH-4-A: Air-Side Economizer Acceptance Document NIA Test required' on all new air-side economizers for both New Construction and Retrofit. Units with economizers that are installed at the factory and certified with the Commission do not require equipment testing but do require construction inspection. Equipment requiring acceptance testing NIA 2005 Nonresidential Compliance Forms April 2005 CERTIFICATE OF COMPLIANCE (Part 3 of 3) MECH-1-C PROJECt NAME DATE GENOPTIX LAB EXPANSION Tl 05/27/08 · Test Description Test Performed By: $ D MECH-5-A: Air Distribution Acceptance Document N/A This testrequired ff the unit serves 5,000 ft 2 of space or less and .25% or mqre of the ducts are in nonconditioned or semiconditioned space line an attic. New systems that meet the above requirements. Retrofit systems that meet the above requirements and either extend ducts, replace ducts or replace the packaged unit. Equipment requiring acceptance testing N/A $ D MECH..-6-A: Demand Control Ventilation Acceptance Document N/A All new DCV controls installed on new or existing packaged systems must be tested. Equipment requiring acceptance testing N/A $ D MECH-7-A: Supply Fan Variable Flow Controls Acceptance Document N/A All new VAV fan volumen controls installed on new or existing $ystems must be tested. Equipment requiring acceptance testing NIA $ 0 MECH-8-A: .Hydronic System Control Acceptance Document INSTALLING • Variable Flow Controls, Applies to chilled and hot water systems. CONTRACTOR • Automatic Isolation Controls, Applies to new boilers and chillers and the primary pumps are connected to a common header. • Supply Water Temperature Reset Controls, Applies to new constant flow chilled and hot water systems that have a design capacity greater than or equal to 500,000 Btu/hr. • Water-loop Heat Pump Controls, Applies to all new waterloop heat pump systems where the combined loop pumps are greater than 5 hp. • Vadable Frequency Control, Applies to al/new distribution pumps on new variable flow chilled, hydronic heat pump or condenser water systems Where the pumps motors are greater than 5 hp. · Equipment requiring acceptance testing P-3AND P-6 2005 Nonresidential Compliance Forms April 2005 AIR SYSTEM REQUIREMENTS PROJECT NAME: ITEM or SYSTEM TAG(S) MANDATORY MEASURES Heating Equipment Efficiency Cooling Equipment Efficiency Heat Pump Thermostat Furnace Controls Naturc:il Ventilation Minimum Ventilation VAV Minimum Position Control Demand Control Ventilation l:ime Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Puct Insulation PRESCRIPTIVE MEASURES Calculated Heating Capacity2 Proposed Heating Capacity2 Calculated Cooling Capacity2 Proposed Cooling Capacity2 Fan Control DP Sensor Location Supply Pressure Reset (DOC only) Simultaneous Heat/Cool Economizer Heat and Cool Air Supply Reset Duct Sealing GENOPTIX LAB EXPANSION Tl N/A T-24 Section 1'12(a) 112(a) 112(b) 112(c), 115(a) 121(b) 121(b) 121(c) 121(c) 121 (c), 122(e) 122(e} 122(f) 122(a) 123 124 144(a & b) 144(a & b) 144(a & b) 144(a & b) 144(c) 144(c) 144(c) 144(d) 144(e) 144(f) 144(k) <' (Part 1 of 3) MECH-.2-C DATE: 5/27/2008 AIR SYSTEMS, Central or Single Zone 1: For each central and single zone air systems (or group of similar units) fill in the reference to sheet number and/or specification section and paragraph number where the required features are documented. If a requirement is not applicable, put "N/A" in the column. 2: Not required for hydronic heating or cooling. Either enter value here or put in reference to plans and specifications per footnote 1. 2005 Nonresidential Compliance Forms April 2005 ..,, WATER SIDE SYSTEM REQUIREMENTS (Part 2 of 3) MECH-2-C PROJECT NAME: GENOPTIX LAB EXPANSION Tl DATE: 5/27/2008 WATER 2 SIDE SYSTEMS: Chillers, Towers, Boilers, Hydronic Loops ITEM or SYSTEM TAG(S) NIA I MANDATORY MEASURES T-24 Section Reference on Plans or Specification 1 E;quipment Efficiency 112(a) Pipe Insulation 123 PRESCRIPTIVE MEASURES Calculated Capacity 144(a & b) Proposed Capacity 144(a & b) Tower Fan Controls 144(h) Tower Flow Controls 144(h) Varial;>I~ Flow System Design 144(i) Chiller and Boiler Isolation 144(j) CHW and HHW Reset Controls 144(i) WLHP Isolation-Valves 144(j). VSD on CHW, CW & WLHP Pµmps >5HP 144(j) DP Sensor Location 144(i) 1: For each chiller, cooling tower, boiler; and hydronic loop (or groups of similar equipment) fill in the reference to sheet number and/or specification section and paragraph number where the required features are documented. If a requirement is not applicable, put "N/A" in the column. 2: Water side systems include wet side systems using other liquids such as glycol or brine. 2005 Nonresidential Compliance Forms April 2005 f, SERVICE HOT WATER & POOL REQUIREMENTS (Part 3. of 3) MECH-2-C ' ' ' PROJECT NAME: GENOPTIX LAB EXPANSION Tl DATE: 5/27/2008 Service Hot Water, Pool Heating ITEM or SYSTEM TAG(S) N/A MANDATORY MEASURES T-24. Section Reference on Plans or Specification 1 Water Heater Certification §113{a) Water Heater Efficiency '§113{b) Service Water Heating Installation §113 {c) Pool and Spa Efficiency and Control §114 {a) Pool and Spa Installation §114 {b) - Pool Heater -No Pilot Light §115 {c) Spa Heater -N<:> Pilot Light §115 {d) 1: For each water heater, pool heat and domestic water loop (or groups of similar equipment) fill in the reference to sheet number and/or specification section and paragraph number where the required features are documented. If a requirement is not applicable, put "N/A" in the column. 2005 Nonresidential Compliance Forms April 2005 ME-CHANICAL VENTILATION AND REHEAT MECH-3-C PROJECT NAME GENOPTIX LAB EXPANSION Tl DATE 51?-712008 MECHANICAL VENTILATION (§121(b)2) REHEAT LIMITATION (§144(d)) AREA BASIS OCCUPANCY BASIS VAVMinimum A B C D E F G H I J K L M N Min Min REQ'D 30%of Max of Design Zone/ Condition CFM CFM by Numof CFM CFMby V.A. Design Design B x0.4 · Columns minimum Transfer System Area per Area People per Occupant Max of Ventilation Air Zone cfm/ft2 H, J, K, Air Air (ft2) (ft2) BxC Person ExF DorG cfm Supply or300 setpoint cfm cfm CAV1-21 973 0.15 146 7 15 105 146 150 NIA NIA NIA NIA NIA CAV1-22 346 0.15 52 3 15 45 52 55 NIA NIA NIA NIA NIA CAV1-23 938 0.15 141 12 15 180 180 180 NIA NIA NIA NIA NIA CAV1-24 797 0.15 120 10 15 150 150 150 NIA NIA NIA NIA NIA CAV1-25 730 0.15 110 12 15 180 180 180 NIA NIA NIA NIA NIA CAV1-26 48Q 0.15 72 10 15 150 150 150 NIA NIA NIA NIA NIA CAV1-27 1030 0.15 155 20 15 300 3_Q0 .. 300 NIA NIA NIA NIA NIA CAV1-28 318 0.15 48 6 15. 90 90 90 NIA NIA NIA NIA NIA CAV1-29 ~76 0.15 146 8 15 120 146 150 NIA NIA NIA NIA NIA CAV1-30 993 0,1!> 149 16 15 240 240 240 NIA NiA NIA NIA NIA CAV1-31 645 0.15 97 12 ~5 180 180 180 NIA NIA NIA NIA NIA · CAV1-32 2240 0.15 336 15 15 225 336 ~40 NIA NIA NIA NIA NIA Totals 131 2.150.25 2165 · Column I Total Design Ventilation Air N/A ·c Minimum ventilation rate per·section §121, Table 121-A. E Based on fixed seat or the greater of the expected number of occupants and 50% of the CBC occupant load for egre$s purposes for spaces without fixed seating. H. Required Ventilation Air (REQ'D V.A.) is the larger of the ventilation rates calculated on an AREA BASIS or OCCUPANCY BASIS (Column Dor G). I Must be greater than or equal to H, or use Transfer Air (column N) to make up the difference. J Design fan supply cfm (Fan CFM) x 30%; or K Condition area (tt2) x 0.4 cfm/ft2; or L Maximum of Columns H, J, K, or 300 cfm M This must be less than or equal to Column Land greater than or equal to the sum of Columns H plus N. Transfer Air must be provided where the Required Ventilation Air (Column H) is greater than the Design Minimum Air (Column M). Where required, N transfer air must be greater than or equal to the difference between the Required Ventilation Air (Column H) and the Design Minimum Air (Column M), Column H minus M. 2005 Nonresidential Compliance Forms April 2005 - ,MECHANICAL VENTILATION AND REHEAT . MECH-3-C ·, PROJECT NAME . GENOPTIX LAB EXPANSION Tl DATE 512712008 MECHANICAL VENTILATION (§121 {b )2) .. REHEAT LIMITATION {§144{d)) AREA BASIS OCCUPANCY BASIS VAV Mini!rlum A B C D E F G H I J K L M N Min Min REQ'D 30% of Max of Design Condition CFM CFM Design Design Columns Zone/ Area CFMby Numof CFM by V.A. Ventilation Air Zone BX 0.4 H, J, K, minimum Transfer System per Area , People per Occupant Max of cfm/ft2 Air Air (ft2) (ft2) BxC Person ExF DorG cfm Supply or300 setpoint cfm cfm FC-1-1 320 0.15 48 8 15 120 120 120 NIA NIA NIA. NIA NIA Totals 8 120 120· Column I Total D~sign Ventilation Air N/A C Minimum ventilation rate per Section §121, Table 121-A. E Based on fixed seat or the greater of the expected number of occupants and 50% of the CBC occupant load for egress purposes for spaces without fixed seatinQ. H Required Ventilation Air (REQ'D VA) is the larger of the ventilation rates calculated on an AREA BASIS or OCCUPANCY BASIS (Column Dor G). I Must be greater than or equal to H, or use Transfer Air (column N) to make up the difference. J Design-fan supply cfm (Fan CFM) x 30%; or K Condition area (ft2) x 0.4 cfm/ft2; or L Maximum of Columns H, J, K, or 300 cfm M This must be less than or equal to Column Land greater than or equal to the sum of Columns H plus N. Transfer Air must be provided where the Required Ventilation Air (Column H) is greater than the Design Minimum Air (Column M). Where required, N transfer air must be greater than or equal to the difference between the Required Ventilation Air 2005 Nonresidential Compliance Forms April 2005 IHVAC MISC PRESCRIPTIVE REQUIREMENTS: MECH-4-CI PROJ.ECT NAME GENOPTIX LAB EXPANSION Tl IFAN POWER CONSUMPTION §144(c) NOTE: Provide one copy of this worksheet for each fan system with a total fan system horsepower greater than 25 hp for Constant Volume Fan Systems or Variable Air Volume (VAV) Systems when using the Prescriptive Approach. FAN DESCRIPTION NIA FILTER PRESSURE ADJUSTMENT Equation. 144-A A) If filter pressure drop is greater than 1 inch W. C. enter filter pressure drop. SP a on line 4 and Total Fan Pressure SP1on-Line 5. B) Calculate Fan Adjustment l:lnd enter on line 6. C) Calculate Adjusted Fan Power Index and enter on Row? [[] DESIGN ' E.FFICIENCY BRAKE HP MOTOR DRIVE 1) TOTAL FAN SYSTEM POWER (WATTS, SUM COLUMN F) 2) SUPPLY DESIGN AIRFLOW (CFM) 3) TOTAL FAN SYSTEM POWER INDEX (Row 1 / Row 2) 1 4) SP a 5)SP1 6) Fan Adjustment= 1-(Sp. -1)/SP1 7) ADJUSTED FAN POWER INDEX (Line 3 x Line 6) 1 m NUMBER OF FANS DATE 5/27/2008 IT] PEAK WATTS 8 XE x 746 / (C X D) W/CFM W/CFM 1. TOTAL FAN SYSTEM POWER INDEX or ADJUSTED FAN POWER INDEX must not exceed 0.8 w/cfm, for CV systems or 1.25 w/cfm forVAV systems ITEM or SYSTEM TAG(S) PRESCRIPTIVE MEASURES r.:24 Reference on Plans or Specification 1 Section Electric Resistance Heating2 §144 (g) Heat Rejection System3 §144 (h) Air Cooled Chiller Lim,tation4 §144 (I) 1. Fill in the reference to sheet number and/or specification section and paragraph number where the required features are documented. If a requirement is not applicable, put "N/A" in the column. 2. Total installed capacity (Mbtu/hr) of all electric lieat on this-porject exclusive of electric auxiliary heat for heat pumps If electric heat is us(?d explain which exception(s) to §144(g) apply. 3. Are centrifugal fan cooling. towers used on this project? (Enter "Yes" or "No") If centrifugal fan cooling towers are used explain which exception(s) to §144(h) apply. 4. Total installed capacity (tons) of all chillers and air·cooled chillers under this permit, If there are more than 100 tons of air-cooled chiller capacity being installed explain which exception(s) to §144(i) apply. 2005 Nonresidential Compliance Forms April 2005 __ .;;;.. Occupational Services, Inc, March 12, 2008 RE: Hazardous Materials Report GenOptix, Inc. 2110 Rutherford Rd. Carlsbad, CA 92008 6397Nancy Ridge Drive San Diego, CA 92121 Phone: 858-_558-6736 Fax: 858-558-6756 www.occserv.com NOTE: AMOUNTS OF HAZARDOUS MATERIALS IN Tms BUILDING ARE SMALL In reference to this list address, I am providing you a Hazardous Materials Report which lists the amounts of hazardous material~ that will be stored and used at this facility. Please note the about the format of this report. l. The Physical and Health Hazard Report Summaries give total quantities in units of pounds, gallens, and cubic feet for storage, use closed system, and use open system. 2. Amounts of hazardous materials shown to be zero means that that class of material does not exist for that classification and system. 3. The Detailed Summary utilizes the following unit abbreviations for the Unit column: a. ML=milliliters b. L=Liters c.. GAL=Gallons d. Gram=Grams e. MG=milligrams 4. In the Detailed Summary, the Quantity in Gallons column is the sum total amount of material storage, closed system, and open system. 5. There are very small amounts of solid materials. In accordance with the 2007 California Building Code Section 307, hazardous material can be stored in the exempt amounts specified in Table 307.1(1) MAXIMUM ALLOW ABLE QUANTITIY PER CONTROL AREA OF HAZARDOUS MATERIALS POSING A PHYSJCAL HAZARD and Table 307.1(2), MAXIMUM ALLOW ABLE QUANTITIY PER CONTROL AREA OF HAZARDOUS MATERIALS POSING A HEALTH HAZARD. Please note that footnoted of Table 307.1(1) allows materials to be increased 100% in spririklered buildings. Footnote e of Table 307.1(1) allows another 100% increase of materials when stored in approvec:l storage cabinets. Since this building is fully sprinklered and hazardous materials will be stored in approved storage cabinets, hazardous materials stored and used·in this building will not exceed the maximum allowable quantities listed in Table 307.1(1) or Table 307.1(2). There are no H-occupancies in this building. The proper occupancy classification for this building is B. Please refer to the attached reports for quantities ofhazru:dous materials which will be at this facility. Should you have any questions, please contact meat 619-861-0612/paul@occserv,com. Sincerely, Occupational Services, Inc. 7~~ Paul A. Zoubek, CSP, CIH Manager, Health & Safety Programs Attachments: Health Hazard Report Summary Physical Hazard Report Summary Detailed Chemical inventory Report ~--~ OCCUP,ITTONAL SE]J.VICES, INC. ~\~\ .-. ,j' ... " " GenOptix, Inc. Physical Hazard Report Summary Sto_rage Closed S:ystem Open System CLASS Lbs·. Gallons Cu,Ft. Lbs. Gallons Cu.Ft. Lbs. Gallons Location Control Area One COMBUS_TIBLE LIQUID CLASS II 0.000 5.793 0.000 0.000 0.290 0.000 0.000 0.000 COMBlJSTIBLE LIQUID CLA$S ill-A 0.000 1.026 0.000 0.000 0.051 0.000 0.000 0.000 COMBUSTIBLE LIQUID CLASS ill-B 0.000 2.325 o.opo 0.000 0.116 0.000 0.000 0.000 COMBUSTIBLE FIBER 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 CRYOGENIC,FLAMMABLE OR OXIDIZING 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EXPLOSIVES 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 FLAMMABLE,GAS 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 FLAMMABLE LIQUID CLASS I-A 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 F+,AMMABLE LIQUID CLASS I-B 0.000 60.450 0.000 0.000 3.023 0.000 0.000 0.000 FLAMMABLE LIQUID CLASS I-C 0.000 1.088 0.000 0.000 0.054 0.000 0.000 0.000 FLAMMABLE SOLID 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 .,:, ORGANIC PEROXIDES CLASS I 0.000 0:000 0.000 0.000 0.000 0.000 0.000 0.000 ORGANIC PEROXIDES CLASS II 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ORGANIC PEROXIDES CLASS ill 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ORGANIC PEROXIDES CLASS IV 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ORGANIC PEROXIDES CLASS V 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 OXIDIZER CLASS 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 OXIDIZER CLASS 2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 OXIDIZER CLASS 3 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 OXIDIZER CLASS 4 0.000 0.000 0.000 Q.000 0.000 0.000 0.000 0.000 OXIDIZER, GASEOUS OR LIQUIFIED 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 PYROPHORIC 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 UNSTABLE (REACTIVE) CLASS 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 UNSTABLE (REACTIVE) CLASS 2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 UNSTABLE (REACTIVE) CLASS 3 1.101 0.000 0.000 0.055 0.000 0.000 0.000 0.000 UNSTABLE (REACTIVE) CLASS 4 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 RADIOACTIVES 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Wednesday, March 12, 2008 Page 1 of2 ' ! GenOptix, Inc. Physical Hazard Report.Summary Storage· Closed System Open System CLASS Lbs. Gallons Cu.Ft. Lbs. Gallons Cu.Ft. Lbs. Gallons WATER REACTIVE CLASS 1 1.654 0.159 0.000 0.083 0.008 0.000 0.000 0.000 WATER REACTIVE CLASS 2 1.101 0.000 0.000 0.055 0.000 0.000 0.000 0.000 WATER REACTIVE CLASS. 3 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 NON HAZARDOUS 0.000 0.000 15,024. 0.000 0.000 751.200 0.000 0.000 000 Wednesday, March 12, 2008 Page2 of2 I • < Location CLASS CORROSIVES HIGHLY TOXICS TOXICS Wednesday, March 12, 2008 GenOptix, Inc. Health Hazard Report Summary Control Area One Storage Closed System Open System Lbs. Gallons Cu.Ft. Lbs. Gallons Cu.Ft. Lbs. Gallons 1.654 60.952 0.000 0.083 3.048 0.000 0.000 0.000 1.104 0.026 0.000 0.055 0,001 , 0.000 0.000 0.000 0.992 5.661 0.000 0.050 0.283 0.000 0.000 0.000 Page 1 ofl Inventory Report for GenOptix, Inc. Location Control Area One Class: COMBUSTIBLE LIQUID CLASS II (LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon Acetic Ac1d"Glacial 64-19-7 ML 500.000 0.132 B-Plus Fixative (CS shipper kits) 050,-00-0 ML 500.000• 0.132 FORMALDEHYDE WASTE 50-00-0 gallon 5.000 5.000 Formaldehyde, Menthanol 50-00-0 L 2.000 0.528 Summary for Gallons (4 detail records) Sum 5.793 Class: COMBUSTIBLE LIQUID CLASS III-A {LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon Mercaptoethanol 60-24-2 ML 100.000 0.026 Xylene Substitute 68551-16-6 GAL 1.000 1.000 Summary for Gallons (2 detail records) Sum 1.026 Class: COMBUSTIBLE LIQUID CLASS III-B (LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon BD F ACS Shutdown Solution 122-99-6 L 8.000 2.114 Dimethyl Sulfoxide 67-68-5 ML 150.000 0.040 Formamide 75-12-7 ML 100.000 0.026 SYB:if Green I 163795-75-3 ML 500.000 0.132 Triton 9002-93-1 Mt 50.000 0.013 Summary for Gallons (5 detail records) Sum 2.325 Class: CORROSIVES (LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon Wednesday, March 12, 2008 Page 1 of9 > ) Location Control Area One Class: CORROSIVES (LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon Acetic Acid Glacial 64-19-7 ML 500.000 0.132 Ethylene diainine tetra-acetic acid 107-15-3 GAL 0.000. 0.000 FLAMMABLE/CORROSIVE WASTE SOL VE 000739-00-0 gallon 55.000 55.000 FORMALDEHYDE WASTE 50-00-0 gallon 5.000 5.000 Formaldehyde, Menthanol 50-00-0 L 2.000 0.528 Fyrite, Fluid Co2 1310-58-3 ML 500.000 0.132 Hydrochloric acid 7647-01-0 ML 500.000 0.132 Pottassium Hydroxide 1310-58-3 ML 2.000 0.001 Sodium Hydroxide 1.0 N 1310-73-2 ML 100.000 0.026 Summary for Gallons (9 detail records) Sum 60.9S2 Class: CORROSIVES (SOLID) Cname CAS# Unit Quantity Quantity in Lbs. Pottassium Hydroxide 1310-58-3 gram 250.000 0.551 Sodium Hydroxide 1310-73-2 gram 501.000 1.104 Summary for Lbs. (2 detail records) Sum 1,654 Class: FLAMMABLE LIQUID CLASS I-B (LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon Acetone 67-64-1 L 8.000 2.114 diff A TPak 67-63-0 L 5.000 1.321 Ethanol/Ethyl Alcohal 64-17-5 ML 500.000. 0.132 FLAMMABLE/CORROSIVE WASTE SOL VE 000739-00-0 gallon 55.000 55.000 lorn Stain/ Methanol 67-56-1 ML 30.000 0.008 Isopropanol 67-63-0 ML 1500.000 0.396 Methanol/ Alcohal 67-56-1 L 4.000 1.057 Wednesday, March 12, 2008 Page2 of9 > .,. r Location Control Area One Class: FLAMMABLE LIQUID CLASS I-B (LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon Sigmacote 142-82-5 ML 100.000 0.026 Toluene 108-88-3 L 1.000 0.264 Wright Giemsa Stain 67-56-1 ML 500,000 0.132 Summary for Gallons (10 detajl records) Sum 60.450 Class: FLAMMABLE LIQUID CLASS I.,.C (LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon Cytoseal XYL 1330-20-7 ML 118.000 0.031 Ethylene diamine tetra-acetic acid 107-15-3 GAL 0.000 0.000 Xylenes 1330-20-7 L 4,000 1.057 Summary for Gallons (3 detail records) SUill 1.088 Class: HIGHLY TOXICS (LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon Mercaptoethano( 60-24-2 ML 100;000 0.026 Summary for Gallons (1 detail-record) Sum 0.026 Class: HIGHLY TOXICS (SOLID) Cname CAS# Unit· Quantity Quantity in Lbs. Colchicine 64-86-8 MG 1000.000 0.002 Sodium Azide 26628-22-8 gram 500.000 1.101 Summary for Lbs. (2 detail records) Sum 1.104 Class: IRRITANTS (LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon Wednesday, March 12, 2008 Page3 of9 j Location Control Area One Class: IRRITANTS (LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon lOx TAE Buffer 77-86-1 L 1.000 0.264 Acetone 67-64-1 L 8.000 2.114 BD FACS Shutdown Solution 122~99-6 L 8.000 2.114 B-Plus Fixative (CS shipper kits) 050-00-0 ML 500.000 0.132 CellSearch Circulating Cell Kit (Endothelial) 6381-92-6 ML 100.000 0.026 CellSearch Circulating Tumor Cell Control Kit 6381-92-6 ML 100.000 0.026 CellSearch Circulating ·Tumor Cell Kit (Epithelli 6381-92-1! ML 100.000 0.026 Cytoseal XYL 1330-20-7 ML 118.000 0.031 diff ATPak 67-63-0 L 5.000 1.321 Dimethyl Sulfoxide 67-68-5 ML 150.000 0.040 Ethanol/Ethyl Alcohal 64-17-5 ML 500.000 0.132 EthidiumBromide Solution 1239-45-8 ML 5.000 0.001 Fotmamide 75-12-7 ML 100.000 0.026 Histopaque 26873-85-8 ML 800.000 0.211 !om Stain 14459-95-1 ML 250.000 0.066 lorn Stain/ Methanol 67-56-1 ML 30.000 0.008 Iom Stain/ Potassium Ferrocyanate 14459-95-1 ML 250.000 0.066 Isopropanol 67-63-0 ML 1500.000 0.396 Mercaptoethanol 60-24-2 ML 100.000 0.026 MethanoilAlcohal 67-56-1 L 4.000 1.057 Sigmacote 142-82-5 ML 100.000 0.026 SYBRGreenl 163795-75-3 ML 500.000 0.132 Toluene 108,88-3 r: 1.000 0.264 Triton 9002-93-1 ML 50.000 0.013 TrypanBlue 72-57-1 ML 100.000 0.026 Wright Giemsa Stain 67-56-1 ML 500.000 0.132 Wednesday, March 12, 2008 Page4of9 / Location Control Area One Class: IRRITANTS (LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon Xylene Substitute .68551-16-6 GAL 1.000 1.000 Xylenes 1330-20-7 L 4.000 1.057 Summary for Gallons.(28 detail records) Sum 10.737 Class: IRRITANTS (SOLID) Cname CAS# Unit Quantity Quantity in Lbs. Ammonium Chloride 12125-02-9 gram 1000.000 2.203 Calcium ·chioride 10043-52-4 gram 100.000 0.220 Camptothecin 7689-03-4 MG 100;000 0.000 C~onate -Bic¢,onate Buffer Capsuls 144-55-8 MG 50.000 0.000 Chlorambucil 305-03-3 gram 200.000 0.441 D:OC2 (Diethyloxathiacyanine) 905-96-4 MG 300.000 0.001 Dasatinib 863127-77-9 gram 1.000 0.002 Fludarabine 21679-i4-1 MG 50.000 0.000 Magnesium Chloride Hexahydrate 7791-18-6 gram 100.000 0.220 Mitoxantrone Hydrochloride 65271-80-9 MG 100.000 0.000 Phorbol 12-myristate 13-acetate 16561-29-8 MG 1.000 0.000 Phosphate Buffered Saline Tablet 7778-77-0 MG 100.000 0.000 Sodium Acetate Anhydrous 127-09-3 gram 500.000 1.101 Sodium Chloride 7641-14-5 gram 1500.000 3.304 Sodium Dodecyl sulfate 151-21-3 gram 100.000 0.220 Staurosporine 62996-74-1 MG 1.000 0.000 Summaryt'or Lbs. (16 detail records) Slliil 7.713 Class: NON HAZARDOUS (GAS) Cname CAS# Unit Quantity Quantity in Cu. Ft. Wednesday, March 12, 2008 Pages of9 -· ) Locati~n Control Area One Class: NON HAZARDOUS (GAS) Cname CAS# Unit Quantity Quantity in Cu. Ft. LIQUID CARBON DIOXIDE 124-38-9 C 3520.000 3,520.000 LIQUID CARBON DIOXIDE 124-38-9 C 3520.000 3,520.000 LIQUID CARBON DIOXIDE 124-38-9 C 3520.000 3,520.000 LIQUID NITROGEN 7727-37-9 C 4464.000 4,464.000 Summary for Cu. Ft. (4 detail records) Sum 15,024.000 Class: OTHER HEALTH HAZARDS (LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon B-Phis Fixative (CS shipper kits) 050-00-0 ML 500.000 0.132 Cytoseal XYL 1330-20-7 ML 118.000 0.031 dift:AT Pak 67-63-0 L 5.000 1.321 Ethanol/Ethyl Alcohal 64-17-5 ML 500.000 0.132 Ethidium Bromide Solution 1239-45-8 ML 5.000 0.001 FLAMMABLE/CORROSIVE WASTE SOL VE 000739-00-0 gallon 55.000 55.000 FORMALDEHYDE WASTE 50-00-0 gallon 5.000 5.000 Formaldehyde, Menthanol 50-00-0 L 2.000 0.528 Formamide 75-12-7 ML 100.000 0.026 fom Stain/ Methanol 67-56-1 ML 30;000 0.008 Isi,>propanol 67-63-0 ML 1500:000 0.396 Mercaptoethanol 60-24-2 ML 100.000 0.026 Methanol/ Alcohal 67-56-1 L 4.000 1.057 Toluene 108-88-3 L 1.000 0.264 TrypanBlue 72-57-1 ML 100.000 0.026 Trypsin 9002,07-7 ML 100.000 0.026 Wright Giemsa Stain 67-56-1 ML 500.000 0.132 Xylenes 1330-20-7 L 4.000 1.057 Wednesday, March 12, 2008 Page 6 of9 .. / Location Control Area One Class: OTHER HEALTH HAZARDS (LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon Summary for Gallons (18 detail records) Sum 65.166 Class: OT.HER HEALTH HAZARDS (SOLID) Cname CAS# Unit Quantity Quantity in Lbs. Ammonium.Chloride 1712~-02-9 gram 1000.000 2.203 Calcium Chloride 10043-52-4 gram 100.000 0.220 Camptothecin 7689-03-4 MG 100.000 0.000 Chlorambucil 305-03-3. gram 200.000· 0.441 Colchicine 64-86-8 MG 1000.000 0.002 Dasatinib 863127-77-9 gram 1.000 0.002 Fludarabine 21679-14-1 MG 50.000 0.000 Mitoxantrone·Hydrochloride 65271~80~9 MG .. 100.000 0.000 Phorbol 12-myristate 13-acetate 16561-29-8 MG 1.000 0.000 SodiumAzide 26628-22-8 gram 500.000 1.101 Sodium Dodecyl sulfate 151-21-3 gram 100.000 0.220 Summary for Lbs. (11 detail records) Sum 4,190 Class: UNSTABLE (REACTIVE) CLASS 3 (SOLID) Cnaoie CAS# Unit Quantity Quantity in Lbs. Sodium Azide 26628-22-8 gram, 500.00!) 1.101 Summary for Lbs: (1 detail record) Sum 1,101 Class: SENSITIZERS (LIQUIDS) Cna~e CAS# Unit Quantity Quantity in Gallon B-Plus Fixative (CS shipper kits) 050-00-0 ML 500.Q00 0.132 Wednesday, March 12, 2008 Page7 of9 r Location Control Area One Class: SENSITIZERS (LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon Dimethyl Sulfoxide 67-68-5 ML 150.000 0.040 FORMALDEHYDE WASTE 50-00-0 gallon 5.000 5.000 Formaldehyde, Menthanol 50-00-0 L 2.000 0.528 SYBRGreenI 163795-75-3 ML 500.000 0.132 Summary for Gallons (5 detail records) Sum 5.832 Class: SENSITIZERS (SOLID) Cname CAS# Unit Quantity Quantity in Lbs. Fludllrabine 21679-14-1 MG 50.000 0.000 Summary for Lbs. (I detail record) Sum 0.000 Class: TOXICS (LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon Ethylene diamirte tetra-acetic acid 107-15-3 GAL 0.000 0.000 FORMALDEHYDE WASTE 50-00-0 gallon 5.000 5.000 Formaldehyde, Menthanol 50-00-0 L 2.000 0.528 Fyrite, Fluid Co2 1310-58-3 ML 500.000 0.132 Pottassium Hydroxide 1310-58-3 ML 2.000 0.001 Summary for Gallons (5 detail records) Sum 5.661 Class;· TOXICS (SOLID) Cname CAS# Unit Quantity Quantity in Lbs. Camptothecin 7689-03-4 MG 100.000 0.000 Chlorambucil 305-03-3 gram 200.000 0.441 Mitoxantrone Hydrochloride 65271-80-9 MG 100.000 0.000 Wednesday, March 12, 2008 Page 8 of9 1 '\ ' ~ ' . [ Location Control Area One Class: TOXICS (SOLID) Cname CAS# Unit Quantity Quantity in Lbs. Pottassium Hydroxide 1310-58-3 gram 250.000 0.551 'summary for Lbs. ( 4 detail records) Sum 0.992 Class: WATER REACTIVE CLASS 1 (LIQUIDS) Cname CAS# Unit Quantity Quantity in Gallon Fyrite, Fluid Co2 1310-58-3 ML 500.000 0.132 Pottassium Hydroxide 1310-58-3 ML 2.000 0.001 Sodium Hydroxide 1.0 N 1310-73-2 ML 100:000 0.026 Summary for Gallons (3 detail records) Sum 0.159 Class: WATER REACTIVE CLASS 1 (SOLID) Cname CAS# Unit Quantity Quantity in Lbs. Pottassium Hydroxide 1310-58-3 gram 250.000 0.551 Sodium.Hydroxide 1310-73-2 gram 501.000 1.104 Summary for Lbs. (2 detail records) Sum 1.654 Class: WATER REACTIVE CLASS 2 (SOLID) Cname CAS# Unit Quantity Quantity in Lbs. Sodium.Azide 26628-22-8 gram 500.00() 1.101 Summary for Lbs. (I detail record) Sum 1.101 Wednesday, March 12, 2008 Page9 of9 ;,i --·~ SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE Business Name . , • Business Contact Telephone# ~tJoPnx. ,,2110 R-vr#e=,er01eo £L> .. ca;e.L..S&?o (760) Project Addre§S City State Zip Code £ I 10 1<,·<.Jt#eteFCXJD tc,~D·, ca ~J..Ssa o CA-9:Z oog Mailing Address City State Zip Code ./21i 0 /?,urHeteJro~o ~ . CAl?.JJ.S,S;;J 0 CA-C/2 008 OFFICE USE ONLY UPFPl 2 Ov,q1 I HV# ~D-53le?-\ BP DATE '7 fl 2. I Ol.o .aGJ>-6~00 APN# ,a I .!J -0 7 C) --:P.2 Plan File#, Project Contact· h . f.s. FFBArc ,kc ~01 23/'s~ 4"cJ1$:zco, 9.2101 Telephone# A-TT: ,£:01/ ID BOYO Co! ( GI 9. )-.!23/ -0751 The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICAllON: Indicate by circling the item, whether your business will' use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. 1. Explosive.or Blasting Agents 5. Organic Peroxides @ Water. Reactives · ® Corrosives 2. Compressed Gases 6. · Oxidizers ~ ·cryogenics ® Other Health Hazards @Flammable/Combustible Liquids 7 Pyrophorics ®. Highly Toxic orToxic Materials 15. None ofThese. 4. Flammable Soli<;!s @ Unstable Reactives 12. Radioactives PART II: SAN-DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH -HAZARDOUS MATERIALS DIVISIONS (HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 1255 Imperial Avenue, 3'0 floor, San Diego, CA 92101. Call (619) 338-222.2 prior to the issuance of a building permit. Expected Date of Occupancy: se.r: / 0 I FEES ARE REQUIRED. YES NO 1. 18 0- 2. gJ D 3. l&l D Is your business listed on the reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities equal to or greater than 55galfons, 590 pounds, 200 cubic feet, or carcinogens/reproductive toxins in any quantity? 4. 5. 6. D D D lKI Will your business use an existing or install an.underground storage tank? ~ Will your business store or handle 'Regulated Substances (CalAR.P)? _ ~ ·Will y9ur business use or install a Hazardous Waste Tank System (Title 22, Article 1 O)? 0 CalARP Exempt I Date Initials 0 CalARP Requir~d I Date Initials 0 CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT: If the answer to any of the questions below is yes, applicant must contact the Air Pollutioo Control District (APCD), 10124 Old Grove Road, San Diego, CA 92131-1649, telephone (858) 586-2600 prior to the issuance of a building or demolition permit. Note: if thE:l answer to questions 3 or 4 is yes, applicant must also s1.1bmit an asbestos notifica.tion form to the APCD at least 1 O working days prior to commencing demolition or renovation, except demolition or renovation of residential' structures of four units or less. Contact the APCD for more information. YES 1. D 2. D 3. D 4. D NO ~ Will the subject facility or construction activities include operations or equipment that emit or-are capable of emitting an air contaminant? (See the -APCD factsheet athttp://www.sdapcd.org/info/facts/permits.pdf, and the list-of-typical-equipment requiring an APCD permit on the reverse side of this from. Contact APCD if you have any questions). D (ANSWER ONLY IF QUESTION· 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? (Public and private schools may be found after search of the California School Directory at http://www.cde.ca.gov/re/sd/; or contact the qppropriate school district). Kl WilUhere be renovation that involves handling of any friable asl)estos materials, or disturbing any material that contains non-friable asbestos? ~ Will there be demolition involving the removal of a load supporting structural member? Briefly describe business activities: Briefly describe proposed project: _ lo..'P '-X 'f""'-"''E. \ O"f'\. FOR OFFICIAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: _____________________________ _ BY: ______________ ~------------DATE: __ -~/~-~/ __ EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO APCO APCO COUNTY-HMO APCO HM-9171 (04/07) County of San Diego -DEH -Hazardous Materials Division CB080558 2110 RUTHERFORD RD GENOf'TIX: 15,225 SF Tl n 17') ~i::-11\/01.J~ Tl'"'\ I AR 7 On1 ~i:: .I AA TO I .AR 797 SF ff'"~.._.., . ..,. _,. 3/ '2% [ Ck -~ C. ·":), f=-·JQ.E_ d;, ESbi· L J/ T-"2-'-1: -+ 6 <«-.u-e"f'; c..1/1/oi ~ ~ FC tj~tj-0// c§~C-Lfa? 5'/,gJog ~:ir-~ ~~caA_a.,v~tH3t1,c 5 I 1 :i. 1 o t /JJ:: m tAf 4A cf_ cJt11._ dj lZ {,)M ~~ ,u,J-J/4 ~, u w4 4 /4//Ul &tf Y ~ Md -}11 .E_c.1f' /4 . _ /J -~ /{()_·UJl.41 1YJ fl·Lvtl; .d-0:J p It; !of ·~ ~~ ~ &' /"/L ( !¼--71) O aw/J ;/; I!½ f>~~t{~~n Annroved Date Bv - Building /Jr¥-O,f--~- Planning S:-/1/-of--0 ~./ .,,a Engineering .5'/,;J7/?Jf3 ~ -/. ,,... Fire ?:; /-, fr; r, --~, Health _ HazMat/AirQuality 3 (z.f?(o~ lJ rV'A- Comments Date Building 1/-?-ti-S-/ I ::J.k)I r-,3o Planning ~1/0'6 Engineering c.+/i}O'b 5-ZZ Fire Forms/Fees Sent Rec'd Due? By School y N -- CFO y N II n PFF I y) N rJ;;:o .X PE&M 4 .Jo~ 161/lf y N ~ Specfal Insp. I y N 7 Fire } N ~ y Sewer 1 I y N , 5 /, .;i..;o~ e~C5---tL. ~ -I--:/ f//1-o/ i/t'l-r:>'( -~ JJ-f) fe, . . · . Fees Complete""~ V Annllcation & R~~ ted Docs. Comnleie Mei} Lo.a_ s-81-oe ~t~· :~ Jo ~,se _ s'O~~ -v-.k-.'~-~~ s~.~ ~~~ lo :~~-~"$ -~~ \)~ 0 ~~ o--,P (?.,~ (o ~ c,(J ~· ~t.;id, ~~~~ S:3D-1)~&it 'ClJVI_ . . v-1Jf: ;trt-;f)-01/:111,i&/~r~-~ -F~#eK, r,,fr/o& i6Sltei>~ ~ .' '' ~