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CP1603_Calcs and Shop Drawings
AUBURN WASHINGTON Request for Submittal Approval Form 0 New Submittal ❑ Re- torturer of No O ❑ Material Acceptance Documentation for Submittal No Contract/rrolen Name lCwl Greek Springs Transmission Main Re lacement Prolecil DPt6D3 Date O Contractor Phal Brothers Construction, Inc subcontractor Creative Com cs"Eas Grou General ubminal Title 1#56 Bridge Decking Stamped Shop Dranal For assntance in completing this form, please refer to Section 9 39 OI the Special Pi.... For Material For City Subminals Use Only Bid Its Submittal cesalptlm Name and Loa[wn COMracl SpetlfltabOn RNerence FequeR Request Approval Submittal ASubmittal Printer NO. Mawdalsofmanu cures M Fabricator, Manufacturer used Of No Approval Acceptance PmduttRype or Pit Number or Pang511eMN mbtt OPL Natered Cc& Cc& BAK 35 8ddg0[houfg Shop Creatve Composites ❑ ❑ 3503 MCN Draxnge ❑ ❑ 3700 MCN 6 El 11:1 A. Submit lAppwal Cutlesforus WEngineer 0. MmdalAux meC esforume Enginmr NET NO Exceptions Taken 1 Acceptance based upon a"Sausfactory'Ten Report for samples of meta is to be MCN Make Corrections Noted(No ressubmbsion required) incorporated into poled for seceptence AR Amend and Ritua [ 2 $u ita Manufacwreh Cemfina &ComplMrc (WC)br'Acceptance"pnormuseof flR Reacted Res -submit material NR Nor Rrvlewed 3. Sul Catalog Curs fw acceptance Pdw to use M mMedal. 4 Submn Slop Drawingsfw'Appoval' pdorto fabrication omerenal S. Only "AppmvedbrSbipmenp'R45WTInspec , ar-Fabrication Approval decal' material shaflbempal (FMemlPmlerMonry) 6 WWIt CMI6CateofMMedalsotlgln(CMO).(Fe MIPM)e Only) J N/A 8 source Approved 9. Approval Wrtbheld. Submk Samples for preliminary ... maker 10 Appoval'Mthheltl a/ Miscellaneous Acceptance Criteria (Lb in On RemoNSfor 12. LAG -Approved CMabg Cut Mcumented with. [ Mfg. CeR Of Caruso Q Visual lnspMion City Remarks: Engineer Signature. I Date: 6l/2cl ENG-139, Revised 8/20 OrsLck..m 1"11112r Report Prepared By MCI . r CREATIVE Trent Crouse 9 fit"/ COMPOSITES Product DesignEnglners Not IS tfk GROUP Creative Pultrusions Inc.' O1 Gary K. Munkelt & 4 Associates, LLC Report Prepared For stmomre emmlting Fipioeen pivetta Brothers Construction, Inc. IAI E. CAaetnut PA to Suite 101 shn"11pn,rut, sir Coal Creek Springs Transmission Mom Replacement Pop min os ae nia 5/22/2024 y - Introduction The following design requrements and calculations oA based off full section testing that Creative Pultrusions Inc (CPI( Performed during the first production rue of the GR116 deck Dee to the deck width being Isn and the footprint length of 112in, CPI assumed the wheel footprint load distributed evenly across the deck e.e Design Requirements Below are the load requirements along with the geometry. Maintenance lomaw =Z500 Ibf SFAAsno=4 Len9mroo,on l I 1 2 in b =5 in Maintenance,cgppw Ibf w.= b =6000 fl P =Maintenanceippmyi•SFMRASc=10000HIS ShearAreacauacr 2.5 in. 0.281n-4=2.81n° Ixaaiie=6.346 in° Sxosue:=4 161 Ina 116 i=46500M psi 09=4185000 psi L.=161n=133B _ ar=1 M e c :EL—o-b: IDIn DONDF RESUBMIT CONTRACTISOCUMENE iota: ASTIGN SUDAT"S.:wIN ONLY FAR CEiaMin?imu lu?nim DEREN ohebve ItB I By APPROVAL ADD SUBMISSION CONTREQUIR REPRESENTS ISLAS HIS HAS DETERFAINED ADD VERWED MAMMALS FIELD MERESUREMENTSANG CONSBRUI a 4 rtANDAMiwwrw lin rrnwernwce u+o oe 6/6/2024 JACOBS we SR:1E MCLI ES 'ertrz 'CR1IEeMAR 'Modd'L' 'GP11E Fex_ro Meac.n c6mmg reI factor i_m.oPIaed _e-gn roes -D'SZSICe ad4c S'nI. IN edge ^aCO 'Dnl'ell[e r'nm ii of SUGooc to edge of focmnnt Page 1 Design Calculations for wheel loading Shear and Moment calculators based on worst one conditions. •Shear calc based off of simple Sheo MW= w—b •(2•C+b)=1953.13 HO beam with a uniform load partially 2•L distributed Shea Shessuscdaad:= SheofAke =697.54 psi Shear/veaGR16 ShecoShengfhgao„w :=4200 psi '75=787S p+a 'Ulbmate Shear Strength pulled from standard full section testing including SFx,typo reenter factor Sh ear5hengfi> ShearStress,sppsad Moment P'L 3333.33 R•Ib/ -Moment alc based off of simple Mar'= d = beam with a concentrated load at the center of the span FlexuralStressp :_ Momenta„ =9613.07 psi 6kGRl1a 68800 psi•0.75 •UMmate Flexural strength pulled FlexvmlSirengMe:= SF =12900 psi from standard full section testing xacmo including retention factor Flexural Strengfhxnwoce> FlexlnalShess„opaed A:= P'La =0.03 in 'Max Del n M'EGRne'ctGR ld =497.96 •Denecton Ratio a Page w._.F� '12'tiCa- Ore5s :ee mt'rceC r, . C .MOrraC Design Calculations for Uniform Pedestrian Loading Shear and Moment calculations based on worst case conditions LL,=90 psf.1 11=90 got 'Pedenr,an Live Load per foot basis L=16In 'Span Sheorw,, = LL. L. L =60 Mf 'Shear caic based 0 of simple 2 beam with a uniform load Sheapx„ ShegrSfmssx,PPa,d_= —21.43 WI ShearAreaGRUP 4200 ps1-0.75 *ultimate shear Strength pulled from ShecvShengmsai, =J875 psi SFx,a M standard full section testing including retention factor ShearShengmxwwane> ShersrS[ressxppa ea Moment,wom LL-L2=20 if•IDF 'Moment care based off of simple 8 beam with a uniform load Moment, FteXi'MiShessappae= =57.68 psi 3YGR116 FlexurolSlrengfh,,ro„ape:=68800 Wf•0.75 =12900 psi 'ultimate Flexural strength pulled $Fx,pynG ta from standard full section testing Including retention factor NexuralSfrengfh,w.,,,.> Flexumdhessxpp,,eu d.= 5-LL-L4 =0.0002 in "Max0enecton 384-EGRi 16-bGRn6 =66395.W 'Dene=cn Rabo e Page ... I..,I I_. Design Ulculadons for Wind Uplift Pull Out Lead Tables compared to Max Reaction Assumed a three span load scenario for the reaction load. Pulled worst case admire tension pull -put capacity WL,=30psf•i ft=M Rf 'Wmd Load L=3 R •span MaxReacfion:=1.1 - WLL=991b1 PWPDuI Capacity W Sucu CannesDpns M Ssi IV' Ira, si NI:airn 16 W. 1161, sixi mtumm 13G. iR' ®0®0®oeaes ®0®om�®®ale ®Amam�eaa� Pull -Did Lanac" of Scrave Carmelites is Aluminum. M1 m. :, ®©oaaeo®aaa��=�� ar ® >r. , r:,. /. ,,... exist IF ,lal 1,� ':.1t„� Its. I '� ,., Iv:,.. ®©®®aeeo®eee AI18ofPu110ui=1465 Rif =488.33 Ibf ALLBolfPutlOuf>MoxReacfion 3 Design Ulculadons for Wind Uplift Pull -Through Design on FRP. Lumped testing was performed in Creadve's ON lab. The minimum lead tested was 773 IV Excuse we had limited testing results, if we were to take a 1M knockdown for possible vanamons, the adjusted load would be 69316E With a safety factor of 3 applied, the allowable pull -through casualty on the GR116 is 132 IV This allowable load is greater than the mare reaction load and trample checks out OK Page 4 Design Calculations for performance Criteria In Section 6-22.212) safety factors not Included. Environment Rention Factors included. Ecand:=4650000 pi - 0.9=4185000 paf 1GR316 Flexural Modulus with retention factor I 10 R 'Span Pladdial 10001bf P,appeal 3000 IV 4 P •L 'Moment talc based off of simple Momentp,,:= 'per=75006•Ibf beam with a point load centered on span Eelr.vcdSmEWAPM d` Momni,p,ee=21629.42 pal 6YaRll6 HexumlStren fh =68800 0.75=51600 PSI fNnmandardural Strength Dulled 9 ♦xowawe— lur' from standard Flexural secrion noting Strenghpulle Including retention factor FlexurolSlrengihay,,,.,p,> FlexuralSirei *Shear talc based off of simple Shear, = P'°0aDp1=15001bf beam with a point load centered 2 on span ShecerShessx Shearvea,Si pal �'d SheMAMacenb OUghmate SheafStrength pulled from ShecrStrenQHh,xowk'i dea]50 psi standard Nil unction testing including retention factor Shearitrength„d,,, .> ShearStressap,ied uaMxlvswmmem M[dowoimY tlmwmPi d&WM aW k[I,MmI ln{wmo0m PMWW DY 4emW PWT11fi Inn Is MXOaM roYn up[v, Me MfwmetimmMmmmunlmlkns PmvileEbyme cwlomm won Me[utbme%tYlmlf, m GeolMPuhrvs1W44w. Geotive PW[rvLwu, Inc. o[cepvnortyonLb%tyarpaEtlllyfww[a MJwmolio nMaemmunnnlMni proWENty Me[,¢[omen the CUSWmer rtmoimreepmtlWe /ornvuM9 [M[galu[v i:pylkOby Crcollv<PUXnwrq Irc ortwl60kfw n om alwnopplNpdan. [onJWunn+wuh vurtbM4ecmnenmmnantlmneanemlb. The 1I and on oumo[eaeemnvrevausMmenllonee ore Me ea lu em:ff mmepmceelr pjGemlrc puMwmn[, M[. Cogllp, Elltlwurt molM2WaMer uubprMlNkd wIMON Meepeu Mlttn ouMorlmNn cJ [rewire PUNr:mmm,IW. PMthfm MnY a 91 PvhM:tedhwn 11 wag, dUdpslp, Mf Mb m ing w [WYlne the doi vM o:Y Com med demA Mahn N pmenibmfhnllnRWssoledf MNdowllg MdlmevlanseMlece4mbe[tittletloMvlgmved In vn:tiglrype[uefnmerbejort mwufa[fore ondoM P em:rswesubfe[emrmmmhkmmwJu'Iwngbkmrrtes. Th, mkub4wy rt[ommmdobpm wM W open content mwbnd"h and seI in Me ddoi ore Wad iVioa Ili vMM roe lnkndd m [rtote vM kpolrtbdau wdNyo)mrebeMttnCrtape PuhmicN at. and Me NfNM/wmYofMrpwty CuvlM vorywimµ M[., mdils empMyeen tl6[blm antldo rof wrvmeaMVMNotlen w NadNry Mwf mayanuasv2vh o/peose oJIM[mknte(thlntlmmeMDy the[vttomerwonynMerpoM Page 5 R E OVERALL PLAN VIEW WITH DECKING deck is 209'-7- between expansion joints .... .... ......I ,....... ... .... EE... - PLAN - RIDGE DECK PANELS 17-11 ZRII �ME 7I1C f21X W t4mW fflWr -I f4 �NAWNKE WYH THE MIN IN 48096 NUNTEDGMTRal 3 41me 'SS MLL�ROUGHTHEMB :. STANDARD DIESIGN .. ,. .. LIV CLEAR ..CONNECTIONDETAIL - Manwinamme words loading Iw 10,000 Ed Normal Rod equally dBobuted Whadil loads NO mar wonaft —A GENERAL NOTES GBEITME _�2) 11 DRAWINGS CREEATED BASED ON CLIENT -PROVIDED DRAWINGS . DECK PIECES TO BE FIELD-CILIT TO SlArr WHERE REQUIRED. AS SHIPPED �LCRETIK SPRANGS TRUNWISSION u Z-� RESUBMIT NO MANSECERRECTIONSNOTED ARE NOT RESUBMIT M, SUBMIT SPECIFIED ITEM WORK MAY PROCEED AN - FOODS AND RESUBMIT 00 NOT PROCEED WITH WANTS AT - REJECTED HAREM NOT REAL FRED BY CONTRACT FORUM ENDS SEE TRANSMITTAL FAR AWIIM1MlLLI1FORMATI0N AS APPLICABLE ACTION SHOWN! ABOVE IS ANDY 2q CONFOeMArvCF WITH THE DECIDED CANCER MY THE RAI AND WITH THE INFORMATION IN THE CONTRACT DOSSUMENTS BY mmovAL AND SUBIFSSioN CONTRACTOR REPRESENTS THAT HE HAS PRECINCTS AND VERIFIED MATERIALS. FIELD MEAWREMI AND CONSTRUCTION CAREER, SPECIFIED PERFORMANCE MCA PERIOD CRITERIA AND SIMILAR MTA DEVIATIONS RE NOT REVIEWED UTERI SPEFICROM REQUESTED�x DOCUMENTS Rv Cuu CONTRACTED REVIEW OFF IGNATED CHANGES ON THIS suemmuprvOa IDENTIFIED BY CONTRACTOR 6/6/2024 'R"E'TvM9�."E•o•�R.v"`'0 SAFE JACOBS GENERAL NOTES: 1. DECKING SHALL BE 1525 SERIES GR116AMERIBOARD WFFH'RANDOGRIP250' ANTISKID COATING AND GV INHIBITOR CLEAR COAT. 2. DECKING SHALL BE NON -PERFORATED. 3. DECKING LENGTH TOLERANCE IS-0+laINCH. QTY. REQ'D. = 207 ININmn ARY N V N•mBl uz ITC GR116+286 STANDARD PROFILE W/ "RANDOGRIP 250"ANTI-SKID COATING AND UV CLEAR COAT I STRUCTURAL DESIGN ONLY I Munkelt 6 des. LLC El I ME MEW SPRINGS TRANS 011 MAIN R@IKEMENT F=ECT 210'-0" x 10'-0" I COAL CREEK SPRINGS BRIDGE ,oOD„-.. AUBURN, WA DOI COORKANDRI ROADOW ON ,. SUNNIo or �,CLEARLY lu E a o. JACOBS S F i 5 3 11IDMO 33 d J Ney gPAD ON F NNKLFf° 1 CONTEW .a.— 210•-J-XIU COAL CREEK SPRINGS BRIDGE - , �'•�^ CONTRRCi PEDESTRIPN MUM AUBURN, WA 1 of ID _� _ ... ... •cew.umrmr ry m»+n wuw mmaw• REVIEW PNO APPROVPL GENES NOTES QUALITY GSSOEGNCE NOTES RABBET ImIll AD DONOTERACTLEFFINTINSORK FASHIONER 0 A�TT�TMTI��mr�m��u� by APPAREL AMR III CHILDHOOD REMEMBER" HAITI HE ff�� WIL (SPACE MIND M&OWITIT, all ON CLUB WaarcmS�roccmr ¢rTHAI mxcunwr rScawuiwwuurwnc ARGON All AI RMARMIN L MIDDLE * MIND 1 GBOUDA..NT«SD.S.cw.ia. xmww.xaNFxsl wluw. xu.rsaumuc.ICHIIIIIEG 1NL2003 orv...r�wnnS.1annaSwn GREATER)NUMBER ANSI r oxmeex- nronurCUmDrvoxerrrrzDir NECESMnvm.rrwSWOm ruumxorrrc 2 nnr vwuv g Z MWMM _AMBEGAVINEUDIUMBaxraxwixawomwmvmuxoi eexnrwvuervwwrxuvumr.ewwrm LWOLIMIT mml 11 INHIBITION,A IGNAL ..0 nxommonrosw.mmurrcumauear.rmrcwauDxemrwn®rocerwwcw am COAL CREEK SPRINGS BRIDGE �� PEDESTRIAN MUM I REACTIONS HERB TIBER 757 FORM ❑ FRONT Im ENRON POPE, I'll ,T T Do To ENNOTUDINAL HERMAL AnEOPERVIDOOo� �roa......w .............HE mumxw.ww moww AFTER, "BIONFLARED1.11111ROFFAMPKIIATEMPOTHE ME PULOQUT57RENOTIRCENCRVOODEPARO POREEMOTERMEATERMENGTH EMBEDMENT ABUIMENi SECIEON MCHOR BOLT RAN �B PONT OR PRIOR MAI ANN PROMOTION ON PRE POOR IT nmwuw.ww�rowvxwrw $g S F F P ME REASERNaREEMBEHI ff"""POPE mxroowExa m M T.oaw�xECEROM SPREE6 DEBT „ih{®wHI AN rcEN.rmw.w.NMMnEPI .xE 3 oim eEnrae.w�E woo wwoax..wmuwwNA w rym ww:iw... u warerzv JACOBS ANCHOR BOLT ELEVATIONuMEE am CcbNTECNFAME MME. B•-B•x,Oo --__ '— FAMPARM COAL CREEK SPRWGS BRIDGE - , �'•�^ CONTRRGi PEDESTRIAN AUBURN, MUM WA • o. �o ... •cew.ummw ry m»+n wuw mmaw• .�s= ww I mr I P s OFFERING _ a m Ile 9RIO3E ELEVATON SECONDPRY MEMBERS PRIMARY MEMBERS OPI HI MENGENAL ,,:I F RI HE DON07RI WHOM INI ONEKENYINHEYEEN 5 <umrxrox�w�n - amxan �ra�un�E cro'mmmerww1 40rD rtRPOEI uo tt NOLYFOENWWNNNHIE— owwrdry I?HM..°,^,v� ^"wvaLr nv RIDGE SECTON G CONTECIf tea, —"I. HOOF - --"- COAL CREEK SPRINGS BRIDGE NO I m CONTRRCT PEDESTRIM MUM AUBURN. WA r Or 11 w ew s � 3 a 6aamarmrmvwwrooru WHICH M HIE C �PJNEEIHERR I'll, HEW An� HE nq JACO4 Im Verity safety rail extends beyond _ truss end vertical to 2" from ' abutment walla[ bath abutments to provide the 1"gap between bridge safety railing and pedestrian railing on retaining wall as shown in the 21 Contract plans drawing SB709 BRIDGE PDwEAT BGTTCN CHORD w s. add steel _.tea. end of so M COAL CREEK SPRINGS BRIDGE PEDESTRIAN MUM -—-—----—--- =,4; -—-—--- ---- ---—------- I p DETAIL @—�EUD DETAIL D DETAII GEED) El D DEEM Om & e WELD DETAIL DETAILws & .ugNCB p�ar.�. mrmmanu m WELD DETAIL nr , I /wner�x COAL CREEK SPRINGS BRIDGE 7"co-72,_ I PEDESTWPN MUM BEMINgGTE fl "NG lLeb mA$$HOAA @ME SSIO�N BMEARINµGS OpT�ILE FoR nun ASTuunoN ��nDraoS�iAOm,L rxawSFx[w&MS.w @ERIDGE SECTION ti ++ P)AS Gwo GMAFSw N �IYFn 9EAR NG OETPILS S��`I, �a'a°ufu.� 5 ,n/'�`w •'�`.^worn 1wn LOOK BEAM BEAM STIFFENddERDDJJETYYPIJJL\\�11 Qe "rs �_��Fn [lU-U x10G COAL CREEK SPRINGS BRIDGE PEDESTRIAN MUM Empiloy ti-- - - - - -- - - - - -- = r---- - - - - ------------- ooDo 000 0000 00000 000 0000 o000 00000 N _ s w n CRDRD SPLICE DETAIL CXMDSPLICE DEraL �_BCnoN �rDP 000i000 T( I CANAL SPLICE CETNL I o to 11, lk,37nwaunl RACE DIAGONAL SR -ICE DETAIL COAL CREEK SPRINGS BRIDGE PEDESTWPN MUM 1IC&2O23 � E i r yye< tj 42MINGER SPLICE DETAIL EIEVATKIN Wl ETTRP COAL CREEK SPRINGS BRIDGE PEDESTRIM MUM 110 23 , yF,y iPERb 4tip i z 10NALf HELENA- MEMIL $H ° SMIAMI �.••e°e.°nry F0 .. ...�,e° REAMNYRESUIRES.x«�,�x.xry i am.mnurcax•awamaxvwuuem HERSAYEARE a xrvw.°,. MAR xrv..M°..�e 5 IIrI LIrc LAYOUT mo MY SEE II N%NOMYTHE { I i - wEo hnrm.xxE wWTILEIDLANN num°aww°niAS af SILLILY ANSAMASTED ED MI AS HHE 6w nµuom •eaxwxx n�aviremneorvmx WITH : By JACOBS CONTECN B-B x,B - --" - COAL CREEK SPRINGS BRIDGE MAN CONTRAGi PEDESTRIAN! TRU55 AUBURN, WA _� _ ... ... arew.umrvr ry m»+n wuw mmaw• o , 'r 'r e s xnwe�o�ua vela. ORE ROSSINI RESTANSWERMI RESERVES CENNESSM.SJOH.E.,. 8301 State Hwy 29N �G .ANAIIS ONLY MR a� Alexandria, MN 56308 ���� COMEET HE THE NITECH '^"=Ma.m..E�.,w„a.TRI w�..�, hone: (320)345-9126 ENGINEERED SOLUTION$I TN`" Il Free: (800)326-2047 „- Mm ='x www contechcm.com TITLE: PEDESTRIAN BRIDGE 210'-0" x LOCATION: Auburn, WA CONTECH BRIDGE NO. 644105-10 IZINAS RARE 1) Design Code a. AASHTO - LRFD - Structure shall be designed as per the specified limit states in accordance with the Load Resistance Factor Design "LRFD Bridge Design Specification', 9th Edition and/or "Guide Specr icahons for Design of Pedesman Bridges", adopted by the American Association of State Highway and Transportation Officials (AASHTO). III WSDOT Bridge Design Manual, September 2020- As applicable to the design and fabrication of pedestrian bntlges 2) Bridge Loading a. DL= Bridge Steel Weight b. DK= Bridge Deck Weight C. LL = Live Load - 90 psf -Applied to 81 wide deck only d. W L = Wind Load -115 mph design wind speed (76 mph service) - Exposure C e. VI- = Vehicle Load -10,000 lb vehicle load f EQ=SeismicLoatl - Site Class D-As=0.467G-Sce=1001G- SDI =0526G g. UT = Utility Load -425 pit - Includes assumed weight of supports 3) Load Combinations a. TD-Total Dead Load JAL+DK a SER I-1.OTD+LOUT+1 OLL+01 b. STIRI-125TD+1 '{+e��5LL g SER II-10TD+1OUT +1.3LL C. STIR III -1.25TD+1.5UT+I.OWL h. STR I-1.25TD+1.5UT+1.75VL d. STIR III -0.9TD+0DUT+I.OWL I. EXT I-1.OTD+LOUT+I.OEQ 4) Contech used STAND for analysis and Excel for design of its bridges. Input for the program is shown, where as analysis print out is not included due to its great length Design checks are shown for the indicated cnfical member and their controlling load combinations. Connection checks are per AW S using E70M electrodes. Actual electrodes used are the E80XX. 5) Deflection a. AASHTO-LRFD-Live Load deflection is hurried to span length x 11360 Wind Load deflection limited to span length x 1/360. 11/06/2023 \ J 3 N CONTECH Name Aubum, WA B : MJH ENGINEERED SOLUTIONS Project — WNIDNENTAL- No.: 644105 BBIUO! Subject: WIND LOADING Design Wind Speed = V = 115 mph ASHS Fig. 3 8-1 Service Wind Speed =Vs= 76 mph ASHS FIT 384 Wind Exposure Category= C ASHS 3.8.4 Wind Pressure = q2 = 2.56x10V2KzKa1(a = 24.64 psi ASCE (29.3-1) Design Wind Pressure =P2=g2GCf= 44.833 psf ASHS 38.1-1 K,= 2(Ztza)'/u= 08562 ASHS 3.8.4l Z= 16H 0= 95 20= No Topographic Factor =K,i= 1.00 Wind Directionality Factor =Ka= 0.85 ASHS 3.8.5-1 Structure Height =h= 16 ft Gust Effect Factor =G= 1,140 ASHS 38.6 Drag Cceffdent = CD = Cr= 1596 ASHS 3.8.7-1 A,= "To if A„rE = 2199.4 of E=A,aialAE,®,= 04987 Consider truss members separately ASHS 38.7-1 Projected Area of Truss = 1588.6 at Projected Area of Deck 8 Rail = 610 78 sf Wind Load to Top Chord = 145 41 Wit Protected Area of Utilities= 525 at Wind Load to Bottom Chord = 145 41 Ib/R Total Projected Area =Ae= 27244 at ToWIWS=PAp= 122143lb CS NTECH Name Auburn, WA B : MJH ENGINEERED SOLUTIONS Project —ir•CONTINENTAL' No.: 644105 IRIDR!_ Subject: AASHTO SEISMIC LOADING Design Response Spectrum, Fig 3.10.4.1-1 12 1 as 06 04 Y 0.2 w 0 0.0 0.5 1.0 1.5 2.0 2.5 Period, T. Iseconds) Site Class = D A,=Fa PGA= 0467 ABDS(3.1oA2-2) Sea =FeSs= 1001 ABDS(3.10.42-3) Seismic Zone= 4 Table3106-1 Sol = F,Sj = 0.526 ABDS (3.10.4.2-6) PGA = 0.441 Figure 3.10.2.1-1 To=0.2T,= 0.1051 sec Ss= 0868 Figure 31021-2 T,=SmfSDs= 0.5256see S1= 0.2885 Figure3.10.2.1-3 Fawn= 1059 Table 3103.2-1 Use Cs„ = 0 738 at Tm = 0.7128 sec for Transverse Loading Fa = 1 1528 Table 310 3.2-2 Use CB1O= 0.467 at Tm= 0 sec for Longitudinal Loading F,= 1.823 Table 3103.2-3 Tributary Permanent Load W=Poc+Pm,.+ya,Psi= 282753 lbs Ys-= 000 ASCE 12]2 Connection Between Sullemtructurs and Abutment Minimum Seismic Load =A,W= 132051 lbs (for Abutment Connection) 3.10.9.1 Transverse Longitudinal Seismic Load =C,mW/R= 2607851bs 165064 lbs (tor Abutment Connection) Seismic Lead = C,,,,W = 20N28 Ibs 132051 lbs (for Bridge Reaction) MOddIca00n Factor, R = 0.8 Table 310 7.1-2 Seismic CG from Bearing = 6.11 It Seismic CG from CL Bo0om Chord = 5 0683 ft STRINGER JOB p 841105-10 Location'I Auburn, WA Engineer: MJH The critical shear and bending loads In Me stringer, as taken from analysis HS54X3X114 Shear lead at End (F„) = 679 kips Inplane of truss bending moment at End (M J = 726 k-fit In -plane of truss bending moment Mid -span 1M,,,)= 1245 k-fl Flexure) Resistance (MSHTO 6.12.2.2.2) Yielding: M-=Mr-FZ hl�=MI IN k-in M,y=My= 0k-m Local Flange Buckling(MSHTO 612 2 2.2) If At>Aq, then An=b,W6= 1317 An=b = 888 M(compact flange) = 26.97 A,r phmn ompact flange)= 33.72 If At s M,then, If H>4 than, Web Loral Buckling: If DA,,.> Apw, then: M, NA k-in kl NA k-In AM(Compactweb)= 5828 M,o= NA k-m Mw= NA k-in Drti,= 1417 MI NA k-m M,V= NA k-m I4,,mm= 19050 k-in M„ fnm= 15600 k-in Of 10 MI OrMr. MI=Off, MI ISOM k-m My= 15600 k-in M„= INN k-In > 14940 k-In GOOD MIT= 15600 k-In < NA k-In NA CONTECH Job No seen No Roar ENGINEERED SOLUTIONS 6"l05 1 SoUSM llb nroW b Conlecb Englneere0 SoluOons Conned J User Mk el Hamann Jobnee Aubum, WA Part if as wend a MJH De" 03-Od-23 cne em W105 Auburn. WA.sIE ne"rn" 27O0-202308.57 Y Whde SDudure CONTECH Job No seen No Roar ENGINEERED SOLUTIONS 6"l05 2 SoUSM llb nroW b Conlecb EnglneereO SoluOons Conned J User Mk el Hamann Jobnee Aubum, WA Part if NO wend a MJH Dote 03-Ovi-23 cne em W105 Auburn. WA.sIE n'"T"" 27O0-202308.57 '147 NR dim Ss 9. Sz�m 'm O u moo .^In . 5n 5° bo L" 71 12 )llb'w aI ffib' ` e w m wsb '.a ix~ bJ1o's Sa 1e v • �. e 14 559 1 " n in ___10 In i; ^ e' ll tl Numbers CONTECH Job No seen No Roar ENGINEERED SOLUTIONS 6"l05 3 SoUSM bwroW b Conlecb EngineereiSol Oons Conned J User Mk el Hamann Jobnee Aubum, WA Part if as wend a MJH Dote 03-Ovi-23 cne em W105 Auburn. WA.sIE n'"T"" 27O0-202308.57 Beam Numbers 30 � �kW CONTECH Job No sheer No Pon ENGINEERED SOLUTIONS 6"l05 5 Solboi lewnSW b Coni Engri SoluOons Conrecl J User MkM1ael Hamann Jobnee Auburn,WA Part if NO Client a MJH n'" 03-Oc-23 nlb ew W105 Auburn. WA.sIE n't'rn" 27O0-202308.57 3D ReMnred Vim CONTECH Job No seen No Roar ENGINEERED SOLUTIONS 6"l05 6 SoUSM bwroW b Conlecb EngineereiSol Oons Conned J User Mk el Hamann Jobnee Aubum, WA Part if as wend a MJH Dote 03-Ovi-23 cne em W105 Auburn. WA.sIE n'"T"" 27O0-202308.57 3D RelWereJ View Jeri . suceW i s ENGINEERED SOLUTIONS 644105 t sommere licensed m coni Engineered 9olul Conceded User. Michael Hamann Job Tiue Aubum,WA Ran Re if Client 5 MJH oem 13 A&-23 cnd Nm 644105 Auburn. WAdild oem T'me 27-Oct-202308.57 Jgh Information Engineer Approved! Name: MIH Date: 03-01 Comments: Structure Type: SPACE ERAME Geometry Emery Type Court Highest - Notes 150 150 Analytical Members 342 ]R Load Cases Lead Case Type Court Primary 9 Combination 10 Included in M,e pnnbul are data for All The Whole SoutWre Load Case Table mcludedm mrspnnront am issues rwMedclum8 L/C Type Name 2 Primary DL-DEAD LOAD 3 Primary DK-DEIX DEAD LOAD 4 Primary UT-UTILQy LOAD 5 Primary LL-LIVE LOAD 6 Generation LOAD GENERATION, LOAD #6, (1 of 2) Generation LOAD GENERATION, LOAD #], (2 of 2) 8 Primary WL-WIND LOAD 9 Primary EQT- TRANSVERSE SEISMIC(1.OG) 10 Primary EQL- LONGITUDINAL SEISMIC(LOS) 20 Combination TD-TOTAL DEAD 21 Combination SIR I-1.25DL+1.SUr+1.]SU- 22 Combination SrR III -L25DL+I.SUr+1.0WL 23 Combination SIR III -0.9DL+0.9Ur+1.OWL Job W. SneH W nc CUMTECK ENGINEERED SOLUTIONS 644105 2 s Rare ucensea to contemn Engineered 5ownons Connected User. Mbael Hemann Job Tide Aubum,WA Pan Re if cl'mnt a MJH oem 03-0m1-23 Cnd rIH 644105 Auburn, WA.std 0B1iTime 2]-Oct-202308.5] L/C Type Name ■ 24 Combinatlen SERI -l ODL+1.00T+l OLL+0.3WL 25 Combinatmn SER II - I.ODL+l OUn`+1.3LL 26 Combinatlen STR I-1.25DL+15W+1.7WL1 27 Combinatmn STR I-1.25DL+15W+1J5VL2 30 Combinatlen EXT I - 1.00DL+1.00T+1 OEQT+0.3EQL 31 Combinatlen EXT I - 1.00DL+1.OUT+1 OEQL+O 3EQT Nodes Nacre r z � (R7 (R) 1 0.000 0.000 11,000 2 8.250 0.000 11.000 3 17.000 0.000 11,000 4 25.750 0.000 11.000 5 34.500 0.000 11,000 6 43.250 0.000 11.000 52.000 0.000 11,000 8 60.750 0.000 11.000 9 69.500 0.000 11,000 10 78.250 0.000 11.000 11 87.000 0.000 11,000 12 95.750 0.000 ll.000 13 104.500 0.000 11,000 14 113.250 0.000 ll.000 15 122.000 0.000 11,000 16 130.750 0.000 11.000 17 139.500 0.000 11,000 18 148.250 0.000 11M 19 157.000 0.000 11,000 20 165.750 0.000 11.000 21 174.500 0.000 11,000 22 183.250 0.000 11.000 23 192.000 0.000 11,000 24 200.750 0.000 11.000 25 209.000 0.000 11,000 26 0.000 9.500 11.000 Job W. SneH W nc CUMTECK ENGINEERED SOLUTIONS 644105 3 someere ucensea to contemn Eeyinaerea 5oweons Connected User. MMael Hemann Jobnue Aubum,WA Ran Re if cl'mnt a MJH oem 03 &-23 Cnn rIH 644105 Auburn, WA.sIE 0B1iTime 2]-Oct-202308.5] Xo4e Z (R7 (R) 27 8.250 9.500 11.000 28 17.000 9.500 11.000 29 25,750 9.500 11.000 30 34.500 9.500 11.000 31 43.250 9.500 11.000 32 52,000 9.500 11.000 33 60.250 9.500 11.000 34 69,500 9.500 11.000 35 28.250 9.500 11.000 36 87,000 9.500 11.000 37 95.250 9.500 11.000 38 104.500 9.500 11.000 39 113.250 9.500 11.000 40 122.000 9.500 11.000 41 130.750 9.500 11.000 42 139,500 9.500 11.000 43 148.250 9.500 11.000 44 157,000 9.500 11.000 45 165.750 9.500 11.000 46 174,500 9.500 11.000 47 183.250 9.500 11.000 48 192,000 9.500 11.000 49 200.750 9.500 11.000 50 209,000 9.500 11.000 51 0.000 4.389 11.000 52 8.250 4.389 11.000 53 17,000 4,389 11.000 54 25.750 4.389 11.000 55 34.500 4,389 11.000 56 43.250 4.389 11.000 52 52,000 4,389 11.000 58 60.750 4.389 11.000 59 69,500 4,389 11.000 60 78.250 4.389 11.000 61 87,000 4,389 11,000 Job W. SneH W nc CUMTECK ENGINEERED SOLUTIONS 644105 4 softare ucensea to contemn Eeyinaerea 5oweons Connected User. MMael Hemann Jobnue Aubum,WA Ran Re if cl'mnt a MJH oem 03Am1-23 Cnn rIH 644105 Auburn, WA.sIE 0B1iTime 2]-Oct-202308.5] Xo4e Z (R7 (R) 62 95.750 4.389 11.00o 63 104.500 4,389 11.000 64 113,250 4.389 11.00o 65 122.000 4,389 11.000 66 130,750 4.389 11.00o 67 139.500 4,389 11.000 68 148,250 4.389 11.00o 69 157.000 4,389 11.000 70 165,750 4.389 11.00o 71 174.500 4,389 11.000 72 183,250 4.389 11.00o 73 192,000 4.389 11.000 74 200.750 4.389 11.00o 75 209,000 4.389 11,000 76 0.000 0.000 0.00o )) 8.250 0.000 0.000 28 17.000 0.000 e.000 79 25.250 0.000 e.000 80 34.500 0.000 e.000 81 43.250 0.000 e.000 82 52,000 0.000 e.000 83 60.250 0.000 e.000 84 69,500 0.000 0.00o 85 78.250 0.000 0.00o 86 87,000 0.000 0.00o 87 95.750 0.000 0.00o 88 104.500 0.000 0.00o 89 113.250 0.000 0.00o 90 122.000 0.000 0.00o 91 130.750 0.000 0.00o 92 139.500 0.000 0.00o 93 148.250 0.000 0.00o 94 157.000 0.000 e.000 95 165.750 0.000 e.000 96 174,500 0.000 e.000 Job W. SneH W nc CUMTECK ENGINEERED SOLUTIONS 644105 5 S Rare ncenseU In Contemn EnginaereE SOWnons Connected User. MMael Hamann Jobnue Aubum,WA Ran R° if cl'ent 5 MJH oem 03 &-23 Cnn rIH 644105 Auburn, WA.sIE 0B1iTime 2]-Oct-202308.5] XOAe X � Z (R7 (R) 97 183,250 0.000 0.000 98 192.000 0.000 0.000 99 200.750 0.000 0.000 100 209,000 0.000 0.000 101 0.000 9.500 0.000 102 8.250 9.500 0.000 103 17,000 9.500 0.000 104 25.750 9.500 0.000 105 34.500 9.500 0.000 106 43,250 9.500 0.000 102 52.000 9.500 0.000 108 60,750 9.500 0.000 109 69.500 9.500 0.000 110 78,250 9.500 0.000 111 82.000 9.500 0.000 112 95,750 9.500 0.000 113 104.500 9.500 0.000 114 113,250 9.500 0.000 115 122.000 9.500 0.000 116 130,750 9.500 0.000 112 139.500 9.500 0.000 118 148,250 9.500 0.000 119 157.000 9.500 0.000 120 165,750 9.500 0.000 121 174.500 9.500 0.000 122 183,250 9.500 0.000 123 192,000 9.500 0.000 124 200,750 9.500 0.000 125 209.000 9,500 0.000 126 0.000 4.389 0.000 122 8.250 4,389 0.000 128 17,000 4.389 0.000 129 25.750 4,389 0.000 130 34.500 4.389 0.000 131 43,250 4,389 0.000 Job W. SneH W nc CUMTECK ENGINEERED SOLUTIONS 644105 6 s Rare bcensed to contemn EngineeNd 9ownons Connected User. MMael Hemann Jobilde Aubum,WA Pan Re if cl'mnt a MJH oem 03 &-23 Cnd vlk 644105 Auburn, WA.std 0B1iTime 2]-Oct-202308.5] Node Z 0U 132 52.000 4.389 0.000 133 60,750 4,389 0.000 134 69,500 4.389 0.000 135 78,250 4,389 0.000 136 82.000 4.389 0.000 132 95.250 4,389 0.000 138 104.500 4.389 0.000 139 113.250 4,389 0.000 140 122.000 4.389 0.000 141 130.750 4,389 0.000 142 139.500 4.389 0.000 143 148.250 4,389 0.000 144 157.000 4.389 0.000 145 165.750 4,389 0.000 146 174,500 4.389 0.000 142 183.250 4,389 0.000 148 192,000 4.389 0.000 149 200.750 4,389 0.000 150 209,000 4.389 0.000 Beams Beam Node A Node B Length Property 9 R (rad) 1 1 2 8.250 1 90.000 2 2 3 8.750 1 90.000 3 3 4 8.750 1 90.000 4 4 5 8.750 1 90.000 5 5 6 8.750 1 90.000 6 6 J 8.750 1 90.000 2 8 8.750 1 90.000 8 8 9 8.750 1 90.000 9 9 10 8.750 1 90.000 10 10 11 8.750 1 90.000 11 11 12 8.750 1 90.000 12 12 13 8.750 1 90.000 Job W. SneH W nc CUMTECK ENGINEERED SOLUTIONS 644105 T s Rare ucensea to contemn Eeyinaerea 5ownons Connected User. MMael Hemann Jobnue Aubum,WA Ran Re if cl'mnt a MJH oem 03 &-23 Cnn rIH 644105 Auburn, WA.sIE 0B1iTime 2]-Oct-202308.5] Beam Node Node Length %party 0 13 13 14 8.250 1 90.000 14 14 15 8.750 1 90.000 15 15 16 8.250 1 90.000 16 16 12 8.750 1 90.000 12 12 18 8.250 1 90.000 18 18 19 8.750 1 90.000 19 19 20 8.250 1 90.000 20 20 21 8.250 1 90.000 21 21 22 8.250 1 90.000 22 22 23 8.250 1 90.000 23 23 24 8.250 1 90.000 24 24 25 8,250 1 90.000 25 26 22 8,250 9 90.000 26 22 28 8.250 9 90.000 22 28 29 8.250 9 90.000 28 29 30 8.250 9 90.000 29 30 31 8.250 9 90.000 30 31 32 8.250 9 90.000 31 32 33 8.250 9 90.000 32 33 39 8.250 9 90.000 33 m 35 8.250 9 90.000 34 35 36 8.250 9 90.000 35 36 32 8.250 9 90.000 36 32 38 8.250 9 90.000 32 38 39 8.250 9 90.000 38 39 4a 8.250 9 90.000 39 40 41 8.250 9 90.000 40 41 42 8.250 9 90.000 41 42 43 8.250 9 90.000 42 43 94 8.250 9 90.000 43 44 45 8.250 9 90.000 q4 45 46 8.250 9 90.000 45 46 42 8.250 9 90.000 46 42 46 8.250 9 90.000 47 48 49 8.250 9 90.000 Job W. SneH W nc CUMTECK ENGINEERED SOLUTIONS 644105 e softare ucensea to contemn Engines rea 5ownons Connected User. MMael Hamann Jobnue Aubum,WA Ran Re if cl'mnt a MJH oem 03Am1-23 Cnn rIH 644105 Auburn, WA.sIE 0B1iTime 2]-Oct-202308.5] Beam Node Node Length Property 0 4I 49 50 8.250 9 90.000 49 26 27 8,250 1 90.000 50 77 28 8.750 1 90.000 51 28 29 8,750 1 90.000 52 79 80 8.750 1 90.000 53 80 81 8,750 1 90.000 54 81 82 8,750 1 90.000 55 82 83 8.250 1 90.000 56 83 84 8,750 1 90.000 57 84 85 8.250 1 90.000 58 85 86 8,750 1 90.000 59 86 82 8.250 1 90.000 60 82 88 8,750 1 90.000 61 88 89 8.250 1 90.000 62 89 90 8,750 1 90.000 63 90 91 8.250 1 90.000 69 91 92 8,750 1 90.000 65 92 93 8.250 1 90.000 66 93 99 8,750 1 90.000 67 94 95 8.250 1 90.000 68 95 96 8,750 1 90.000 69 96 92 8.250 1 90.000 70 97 98 8,750 1 90.000 71 98 99 8.250 1 90.000 T2 99 100 8,250 1 90.000 T3 101 102 8,250 9 90.000 74 102 103 8,750 9 90.000 75 103 104 8.250 9 90.000 76 104 105 8,750 9 90.000 Tl 105 106 8.250 9 90.000 TS 106 107 8,750 9 90.000 29 102 108 8.250 9 90.000 80 108 109 8,750 9 90.000 81 109 110 8.250 9 90.000 82 110 ill 8,750 9 90.000 Job W. SneH W nc CUMTECK ENGINEERED SOLUTIONS 644105 B S nare l censeU In Contemn Enginaere0 9aWnons Connected User. MMael Hamann Jobnue Aubum,WA Ran R° if cl'ent 6 MJH oem 03Ac1-23 Cnn rIH 644105 Auburn, WA.sIE 0B1iTime 2]-Oct-202308.5] Beam Node Node Length %party 0 83 Ill 112 8.250 9 90.000 89 112 113 8.750 9 90.000 85 113 114 8.250 9 90.000 86 114 115 8.750 9 90.000 82 115 116 8.250 9 90.000 88 116 112 8.750 9 90.000 89 112 118 8.250 9 90.000 90 118 119 8.250 9 90.000 91 119 120 8.250 9 90.000 92 120 121 8.250 9 90.000 93 121 122 8.250 9 90.000 99 122 123 8.250 9 90.000 95 123 124 8.250 9 90.000 % 124 125 8,250 9 90.000 92 1 51 4.389 ) 90.000 98 51 26 5,111 ) 90.000 99 25 25 4.389 ) 90.000 100 25 50 5.111 2 90.000 101 2 52 4.389 12 90.000 102 52 22 5.111 12 90.000 103 3 53 4.389 12 90.000 104 53 28 5.111 12 90.000 105 4 54 4.389 12 90.000 106 54 29 5.111 12 90.000 102 5 55 4.389 12 90.000 108 55 30 5.111 12 90.000 109 6 56 4.389 10 90.000 110 56 31 5.111 10 90.000 111 2 52 4.389 10 90.000 112 52 32 5.111 10 90.000 113 8 58 4.389 10 90.000 114 58 33 5.111 10 90.000 115 9 59 4.389 10 90.000 116 59 34 5.111 10 90.000 117 10 60 4.389 10 90.000 W. Sneet W. Re, sJob TECK SOLUTION$ 644105 10 som ere ucensea to contemn Eeyinaerea 6ownons Connected User. MMael Hemann Jobnue Aubum,WA Ran Re if cl'ent a MJH oem 03Am1-23 Cnn rIH 644105 Auburn, WA.sIE 0B1iTime 2]-Oct-202308.5] Beam Node Node Length Property 0 118 60 35 5.111 10 90.000 119 11 61 4.389 10 90.000 120 61 36 5.111 10 90.000 121 12 62 4.389 10 90.000 122 62 37 5.111 10 90.000 123 13 63 4.389 10 90.000 124 63 38 5.111 10 90.000 125 14 64 4.389 10 90.000 126 64 39 5.111 10 90.000 122 15 65 4.389 10 90.000 128 65 4a 5.111 10 90.000 129 16 66 4.389 10 90.000 130 66 41 5.111 10 90.000 131 12 62 4.389 10 90.000 132 62 42 5,111 10 90.000 133 18 68 4.389 10 90.000 134 68 43 5,111 10 90.000 135 19 69 4.389 10 90.000 136 69 94 5,111 10 90.000 132 20 20 4.389 10 90.000 138 20 45 5.111 10 90.000 139 21 21 4.389 12 90.000 140 71 46 5.111 12 90.000 141 22 22 4.389 12 90.000 142 72 47 5.111 12 90.000 143 23 23 4.389 12 90.000 144 73 46 5.111 12 90.000 145 24 24 4.389 12 90.000 146 24 49 5.111 12 90.000 147 26 126 4.389 ) 90.000 le 126 101 5.111 ) 90.000 149 100 150 4.389 ) 90.000 150 150 125 5.111 ) 90.000 151 22 122 4.389 12 90.000 152 127 102 5.111 12 90.000 Jcbnb. Sneelnb nev CUMTECK ENGINEERED SOLUTIONS 644105 tt s Rare ucensea to contemn Eeyinaerea 5ownons Connected User. MMael Hamann Jobnue Aubum,WA Ran Re if cl'mnt a MJH Dale 03Am1-23 cnn rIH 644105 Auburn, WA.sIE 0B1iTime 2]-Oct-202308.5] Beam Node Node Length %party 0 153 78 128 4.389 12 90.000 154 128 103 5.111 12 90.000 155 79 129 4.389 12 90.000 156 129 104 5.111 12 90.000 157 80 130 4.389 12 90.000 158 130 105 5.111 12 90.000 159 81 131 4.389 10 90.000 160 131 106 5.111 10 90.000 161 82 132 4.389 10 90.000 162 132 107 5.111 10 90.000 163 83 133 4.389 10 90.000 164 133 108 5.111 10 90.000 165 84 134 4.389 10 90.000 166 134 109 5.111 10 90.000 167 85 135 4.389 10 90.000 168 135 110 5.111 10 90.000 169 86 136 4.389 10 90.000 170 136 ill 5.111 10 90.000 171 87 137 4.389 10 90.000 172 137 112 5.111 10 90.000 173 88 138 4.389 10 90.000 174 138 113 5.111 10 90.000 175 89 139 4.389 10 90.000 176 139 114 5.111 10 90.000 177 90 140 4.389 10 90.000 178 140 115 5.111 10 90.000 in 91 141 4.389 10 90.000 180 141 116 5.111 10 90.000 181 92 142 4.389 10 90.000 182 142 117 5.111 10 90.000 183 93 143 4.389 10 90.000 184 143 118 5.111 10 90.000 185 94 144 4.389 10 90.000 186 144 119 5.111 10 90.000 187 95 145 4.389 10 90.000 Job W. SneH W nc sTECK ENGINEERED SOLUTION$ 644105 12 s Rare ucensea to contemn Eeyinaerea 5ownons Connected User. MMael Hemann Jobnue Aubum,WA Ran Re if cl'mnt a MJH oem 03Am1-23 Cnn rIH 644105 Auburn, WA.sIE 0B1iTime 2]-Oct-202308.5] Beam Node Node Length Property 0 188 145 120 5.111 10 90.000 189 96 146 4.389 12 90.000 1% 146 121 5.111 12 90.000 191 92 147 4.389 12 90.000 192 147 122 5.111 12 90.000 193 98 148 4.389 12 90.000 194 148 123 5.111 12 90.000 195 99 149 4.389 12 90.000 1% 149 124 5,111 12 90.000 197 26 2 12.582 3 90.000 198 27 3 12,916 3 90.000 199 28 4 12,916 4 90.000 200 29 5 12,916 4 90.000 201 30 6 12.916 5 0.000 202 31 7 12,916 5 0.000 203 32 8 12.916 5 0.000 204 33 9 12,916 5 0.000 205 m 10 12.916 5 0.000 2% 35 11 12,916 5 0.000 202 36 12 12.916 5 0.000 208 37 13 12,916 5 0.000 209 13 39 12.916 5 0.000 210 14 4a 12,916 5 0.000 211 15 41 12.916 5 0.000 212 16 42 12,916 5 0.000 213 12 43 12.916 5 0.000 214 18 94 12,916 5 0.000 215 19 45 12.916 5 0.000 216 20 46 12,916 5 0.000 212 21 47 12.916 4 90.000 218 22 46 12,916 4 90.000 219 23 49 12.916 3 90.000 220 24 50 12,582 3 90.000 221 101 27 12.582 3 90.000 222 102 78 12,916 3 90.000 Job W. SneH W nc sTECK ENGINEERED SOLUTIONS 644105 13 S Rare l censeU In Contemn EnginaereE SOWnons Connected User. MMael Hamann Jobnue Aubum,WA Ran R° if cl'ent 6 MJH oem 03Ac1-23 Cnn rIH 644105 Auburn, WA.sIE 0B1iTime 2]-Oct-202308.5] Beam Node Node Length %party 0 223 103 n 12,916 4 90.000 224 104 80 12,916 4 90.000 225 105 81 12.916 5 0.000 226 106 82 12,916 5 0.000 222 102 83 12.916 5 0.000 228 108 84 12,916 5 0.000 229 109 85 12.916 5 0.000 230 110 86 12,916 5 0.000 231 111 82 12.916 5 0.000 232 112 88 12,916 5 0.000 233 88 114 12.916 5 0.000 234 89 115 12,916 5 0.000 235 90 116 12.916 5 0.000 236 91 117 12,916 5 0.000 232 92 118 12.916 5 0.000 238 93 119 12,916 5 0.000 239 94 120 12.916 5 0.000 240 95 121 12,916 5 0.000 241 96 122 12.916 4 90.000 242 97 123 12,916 4 90.000 243 98 124 12,916 3 90.000 244 99 125 12.582 3 90.000 600 126 51 11,000 6 0.000 601 150 25 11,000 6 0.000 602 122 52 11,000 8 0.000 603 128 53 11,000 6 0.000 604 129 54 11,000 8 0.000 605 130 55 11,000 6 0.000 606 131 56 11,000 6 0.000 602 132 52 11,000 8 0.000 608 133 58 11,000 6 0.000 609 134 59 11,000 8 0.000 610 135 60 11,000 6 0.000 611 136 61 11,000 8 0.000 612 137 62 11,000 6 0.000 Job W. SneH W nc sTECK ENGINEERED SOLUTION$ 644105 14 s Rare ucensea to contemn Eeyinaerea sownons Connected User. MMael Hemann Jobnue Aubum,WA Ran Re if cl'mnt 6 MJH oem 03 &-23 Cnn rIH 644105 Auburn, WA.sIE 0B1iTime 2]-Oct-202308.5] Beam Node Node Length Property 0 613 138 63 11,000 6 0.000 614 139 69 11,000 8 0.000 615 140 65 11,000 6 0.000 616 141 66 11,000 6 0.000 612 142 67 11,000 6 0.000 618 143 68 11,000 8 0.000 619 144 69 11,000 6 0.000 620 145 20 11,000 8 0.000 621 146 21 11,000 6 0.000 622 142 22 11,000 6 0.000 ED 148 23 11,000 6 0.000 624 149 24 11,000 8 0.000 700 1 ]] 13,750 2 0.000 701 ]] 3 14,056 2 0.000 702 3 n 14,056 2 0.000 703 79 5 14,056 2 0.000 704 5 81 14,056 2 0.000 705 81 2 14,056 2 0.000 7W 2 83 14,056 2 0.000 207 83 9 14,056 2 0.000 7OS 9 85 14,056 2 0.000 709 85 11 14,056 2 0.000 710 11 82 14,056 2 0.000 711 82 13 14,056 2 0.000 712 13 89 14,056 2 0.000 713 89 15 14,056 2 0.000 714 15 91 14,056 2 0.000 715 91 12 14,056 2 0.000 716 17 93 14,056 2 0.000 717 93 19 14,056 2 0.000 718 19 95 14,056 2 0.000 719 95 21 14,056 2 0.000 M 21 97 14,056 2 0.000 M 92 23 14,056 2 0.000 m 23 99 14,056 2 0.000 Job W. SneH W nc sTECK ENGINEERED SOLUTION$ 644105 15 s Rare ucensea to contemn Eeyinaerea 5ownons Connected User. MMael Hemann Jobnue Aubum,WA Ran Re if cl'mnt a MJH oem 03 &-23 Cnn rIH 644105 Auburn, WA.sIE 0B1iTime 2]-Oct-202308.5] Beam Node Node Length %party 0 T23 99 25 13,750 2 o.000 T24 76 1 11,000 11 0.000 m 100 25 11,000 11 o.000 T26 77 2 11,000 11 o.000 T22 78 3 11,000 11 o.000 T28 79 4 11,000 11 0.000 T29 80 5 11,000 11 o.000 T30 81 6 11,000 11 o.000 T31 82 2 11,000 11 o.000 T32 83 8 11,000 11 0.000 T33 84 9 11,000 11 o.000 T34 85 10 11,000 11 o.000 T35 86 11 11,000 11 o.000 T36 87 12 11,000 11 o.000 237 88 13 11,000 11 o.000 T38 89 14 11,000 11 o.000 239 90 15 11,000 11 o.000 T40 91 16 11,000 11 o.000 241 92 17 11,000 11 o.000 742 93 18 11,000 11 o.000 243 94 19 11,000 11 o.000 744 95 20 11,000 11 o.000 245 96 21 11,000 11 o.000 T46 97 22 11,000 11 0.000 247 98 23 11,000 11 o.000 748 99 24 11,000 11 0.000 249 126 52 13.250 2 o.000 750 127 53 14,056 2 0.000 751 128 54 14,056 2 o.000 752 129 55 14,056 2 0.000 753 130 56 14,056 2 o.000 754 131 52 14,056 2 0.000 755 132 58 14,056 2 o.000 756 133 59 14,056 2 0.000 757 134 60 14,056 2 o.000 W. Sneet W. Re, sJob TECK SOLUTION$ 644105 16 Software l censecl In Contemn EngineereE Solutions Connected User. MM el Hamann Job Tlue Aubum,WA Ran R° if cl'ent a MJH oem 03Ac1-23 Cnn Flk 644105 Auburn, WA.sIE Dole Tole 22-Oct-202308.52 Beam Node Node Length Property (TO 0 (red) 258 135 61 14,056 2 0.000 259 136 62 14,056 2 0.000 260 132 63 14,056 2 0.000 261 63 139 14,056 2 0.000 262 64 140 14,056 2 0.000 263 65 141 14,056 2 0.000 269 66 142 14,056 2 0.000 265 62 143 14,056 2 0.000 266 68 144 14,056 2 0.000 262 69 145 14,056 2 0.000 268 20 146 14,056 2 0.000 269 21 142 14,056 2 0.000 70 22 148 14,056 2 0.000 71 23 149 14,056 2 0.000 72 24 150 13.250 2 0.000 Sections prop Name Area im Is, 2 Materiel Source (ln2) (IM) (IM) (IM) 1 HSST12X12XO.5 20.%0 452.000 4P.000 728.000 STEEL Legacy 2 HSSTSX5XO.25 4.300 16.000 16.000 25.800 STEEL Legacy 3 HSST1OX10XO.325 13.200 202.000 202.000 320.000 STEEL Legacy 4 HS XBXO.25 2.100 70.700 ]0.]00 111.000 STEEL Legacy 5 HSS MXO.25 6.170 36.400 56.600 70.300 STEEL Legacy 6 W14X68 20.000 121.WO 722.000 3.010 STEEL Legacy 2 HSST12X12XO.625 25.700 548.000 548.000 885.000 STEEL Legacy 8 W14X43 12.WO 45.200 428.000 1.050 STEEL Legacy 9 HSST12X12XO.5 20.%0 457.000 45J.000 728.000 STEEL Legacy 10 HSSTIOX10XO.325 13.200 202.000 202.000 320.000 STEEL Legacy 11 WBX31 9.130 37.100 110.000 0.536 STEEL Legacy 12 HSST1OX10XO.5 12.200 256.000 256.000 412.000 STEEL Legacy Materials Mat Name E v Density a Odp/In2) (Up/R3) (/"F) Sbei ev n sJebrb. ENGINEERED SOLUTIONS 644105 17 som�ere licensed io Cori Engineered sownons Connected User. Michael Hemann JobTuft Aubum,WA Pad Ra if Clleni 6 MJH eve 03-Oct-23 Cup FIB 644 f 05 Auburn, WAsid 0B1iTin1e 27-0sct-202308.ST Mat Name E v Density a (kti (kp/R'D (/°F) 1 STEEL 29,000.000 0.300 0.489 0.000 Supports Notle X Y Z Or Of r2 (bppn) (Nppn) (Nppn) (bp-Mdeg) (Up-Ndei (kip-Ndeg) 1 Fixed Fixed Flxed - - - 25 - Hxed Flxed - - - 26 Fixed Flxed Flxed - - - too - Flxed Flxed - - - Moving Load Definitions Moving Load Type Definitions Type y' r nx Distance R (Up) (R) 4.000 Dow 1 6.000 1.000 1� 14.00 1) Wheel loads shown. Confirm axle load of 2 kips & 8 kips are considered. 2 Dipt�ncei axles is 14 ft. confirm sic oa ases primary Load Cases Number Name �pe 2 DL-DEFD LOAD Dead DK-DECK DEAD Dend LOAD 4 UT-Umi LOAD need 5 IL-i LOAD We 8 WL-WIND LOAD Wind EQT- TRANSVERSE 9 None sE15MiC(Los) EQL- 10 LONGITUDINAL None SEISMIC (1.03) Combination Load Cases Cambs. Combination L/C Name Primer primary L/C Name Factor y 2 DL-DEAD LOAD 1.000 20 To TOTAL DEAD 3 DK-DECK DEAD LOAD 1.000 21 STIR I-1.25DL+1.5UT+1J5U- 2 DL-DEAD LOAD 1.250 Job W. SM1eH W. nc sTECK ENGINEERED SOLUTION$ 644105 18 som ere uceesea to conteeb Enginaerea sowoons Connected User. MMael Hemann Jobnue Aubum,WA Ran Re if cl'ent a MJH oem 03-0ct-23 cnn rlU 644105 Auburn, WA.sIE 0B1iTime 27-Oct-202308.57 Comb. Combination L/C Name Primer IF Primary L/C Name Factor 3 DK-DKK DEAD LOAD 1.250 21 STR I-1.25DL+1.5UT+1.]5LL 4 UT-UTILTTY LOAD 1.500 5 U.-LIVE LOAD 1.7W 2 DL-DEAD LOAD 1.250 3 DK-DKK DEAD LOAD 1.250 22 M III - 1.25DL+1.5UT+I.OWL 4 UT-UTILIIY LOAD 1.500 8 WL-WIND LOAD 1.000 2 DL-DEAD LOAD 0.900 3 DK-DKK DEAD LOAD 0.900 23 SIrR III -0.9DL+0.9UT+I.OWL 4 UT -UTILITY LOAD 0.900 8 WL-WIND LOAD 1.000 2 DL-DEAD LOAD L000 3 DK-DKK DEAD LOAD 1.000 24 SER I - 1.ODL+L0UT+1 0LL+ y UT-DTILTIV LOAD 1.000 0.3WL 5 LL-LIVE LOAD 1.000 8 WL-WIND LOAD 0.300 2 DL-DEAD LOAD 1.000 3 DK-DECK DEAD LOAD 1.000 25 SER IT -1 ODL+LOUT+I 3LL 4 UT-Ulrl r LOAD 1.000 5 U.-LIVE LOAD 1.300 2 DL-DEAD LOAD 1.250 26 SIR I-1.25DL+15Ur+1.7WL1 3 DK-DECK DEAD LOAD 1.250 4 UT-Ulrl r LOAD 1.000 2 DL-DEAD LOAD 1.250 22 SIR I-1.25DL+15Ur+1.7WL2 3 DK-DECK DEAD LOAD 1.250 4 UT -UTILITY LOAD 1.000 2 DL-DEAD LOAD 1.000 3 DK-DECK DEAD LOAD 1.000 EX I-1.00DL+I.OUT+I.OEQT+ 4 UT-Ulrll Y LOAD 1.000 0.3EQL 9 EQT- TRANSVERSE SEISMIC(1.OG) 0.738 10 EQL- LONGRUDINAL SEISMIC(1.OG) 0.140 31 EAT I - 1.0ODL+1.0UT`+I.OEQL+ 2 DL-DEAD LOAD 1.000 0.3EQT Job W. SM1eH W nc sTECK ENGINEERED SOLUTION$ 644105 19 S Rare l cersecl InConlecn EnginaereE SOW4ons Connected User. MMael Hemann Jobnue Aubum,WA Pan Ra if cl'ent 5 MJH oem 03 &-23 Cnd rIH 844105 Auburn, WA.std 0B1iTime 2]-Oct-202308.5] Comb. Combination L/C Name Primer y Primary L/C Name Factor 3 DK-DECK DEAD LOAD 1.000 E% I - I.00DL+I.0UT+I.OEQL+ 4 UT -UTILITY LOAD 1.000 3l 0.3EQT 10 EQL- LONGRUDINAL SEISMIC (1.OG) 0.967 9 EQT- TRANS/ERSE SEISMIC(LOG) 0.221 SelfWeiahts L/C Direction 2 Y 9 2 10 % NMr Avlonecl Geometry -1.000 ALL -1.000 ALL -1.000 ALL Nodal Loads L/C Neee F]( A n MX MY MZ TvP (MP) (UP) (MP) (MP-R) (MPR) (MPR) 26 O.Ooo -0.250 0." 0.000 0.000 0.000 27 0.000 -0.500 0." 0.000 0.000 0.000 28 0.000 -0.500 0.000 0.000 0.000 0.000 29 0.000 -0.500 0." 0.000 0." 0.000 30 0.000 -0.5W 0.000 0.000 0.000 0.000 31 0.000 -0.500 0." 0.000 0." 0.000 32 0.000 -0.500 0.000 0.000 0." 0.000 33 0.000 -0.500 0." 0.000 0." 0.000 34 0.000 -0.500 0." 0.000 0." 0.000 35 0.000 -0.500 0." 0.000 0." 0.000 2 36 0.000 -0.500 0." 0.000 0." 0.000 37 0.000 -0.500 0." 0.000 0." 0.000 38 0.000 -0.500 0." 0.000 0." 0.000 39 0.000 -0.500 0." 0.000 0." 0.000 40 0.000 -0.500 0.000 0.000 0." 0.000 41 O.000 -0.500 0." 0.000 0." 0.000 42 O.000 -0.5W 0.000 0.000 0." 0.000 43 0.000 -0.500 0." 0.000 0." 0.000 a1 0.000 -0.500 0.000 0.000 0." 0.000 45 O.000 -0.500 0." 0.000 0." 0.000 W. Sneet W. Re, sJob TECK SOLUTION$ 644105 20 som ere ucensea to contemn Engines rea 6ownons Connected User. MMael Hamann Jobnue Aubum,WA Ran Re if cl'ent a MJH oem 03Am1-23 Cnn rld W105 Auburn, WA.sIE 0B1iTime 2]-Oct-202308.5] L/C Node m FY R NX IRS m NZ ' Type (dp) (dp) Oup) (dp-ft) (deft) (dp-ft) 96 0.000 -0.5W DM 0.000 0.000 0.000 47 0.000 -0.500 DM 0.000 DM 0.000 Q 0.000 -0.5W 0.000 0.000 DOW 0.000 99 0.000 -0.500 DM 0.000 DM 0.000 50 0.000 -0,250 0.000 0.000 DOM 0.000 101 0.000 -0.250 DM 0.000 DM 0.000 102 0.000 -0.5W 0.000 0.000 DOM 0.000 103 0.000 -0.500 DM 0.000 D(XX) 0.000 109 0.000 -0.5W 0.000 0.000 DOM 0.000 105 0.000 -0.500 DM 0.000 D(XX) 0.000 106 0.000 -0.5W 0.000 0.000 DOM 0.000 102 0.00o -0.500 DM 0.000 0.000 0.000 IN 0.000 -0.5W 0.000 0.000 DOM 0.000 109 0.00o -0.500 DM 0.000 0.000 0.000 110 0.000 -0.5W 0.000 0.000 DOM 0.000 2 ill 0.00o -0.500 DM 0.000 0.000 0.000 112 0.000 -0.5W 0.000 0.000 DOM 0.000 113 O.000 -0.500 DM 0.000 0.000 0.000 114 o.000 -0.5W O.000 0.000 DOM 0.000 115 O.000 -0.500 DM 0.000 0.000 0.000 116 0.000 -0.5W 0.000 0.000 DOM 0.000 117 0.000 -0.500 DM 0.000 0.000 0.000 118 0.000 -0.5W 0.000 0.000 DOM 0.000 119 0.000 -0.500 DM 0.000 0.000 0.000 120 0.000 -0.5W 0.000 0.000 DOM 0.000 121 0.000 -0.500 DM 0.000 0.000 0.000 122 0.000 -0.5W 0.000 0.000 DOM 0.000 123 0.000 -0.500 DM 0.000 0.000 0.000 124 0.000 -0.5W 0.000 0.000 DOM 0.000 125 0.000 -0.250 DM 0.000 0.000 0.000 26 0.000 0.000 4).186 0.000 DOM 0.000 27 0.00o 0.000 4).3N 0.000 0.000 0.000 9 28 0.000 0.000 4) 39 0.000 DOM 0.000 29 0.00o 0.000 4).399 0.000 0.000 0.000 30 0.000 0.000 4).3N 0.000 0.000 0.000 W. Sneet W. Re, sJob TECK SOLUTION$ 644105 21 somtere ucensea to contemn Engines rea 5ownons Connected User. MMael Hamann Jobnue Aubum,WA Ran Re if cl'ent a MJH oem 03Am1-23 Cnn rIH 644105 Auburn, WA.sIE 0B1iTime 2]-Oct-202308.5] L/C Node m FY m NX IRS m NZ Type (Np) (Up) (kp) (UV-ft) (NPft) (NPR) 31 0.000 DOW 4)394 0.000 0.000 0.000 32 0.000 0.000 4).394 0.000 DOM 0.000 33 0.000 0.000 4).394 0.000 0.000 0.000 34 0.000 0.000 4).394 0.000 DOM 0.000 35 0.000 0.000 4).394 0.000 0.000 0.000 36 0.000 0.000 4).394 0.000 DOM 0.000 37 0.000 0.000 4).394 0.000 0.000 0.000 38 0.000 0.000 4).394 0.000 DOM 0.000 39 0.000 0.000 4).394 0.000 0.000 0.000 40 0.000 0.000 4).394 0.000 DOM 0.000 41 0.000 0.000 4).394 0.000 0.000 0.000 42 0.000 0.000 4).394 0.000 DOM 0.000 43 0.000 0.000 4).394 0.000 0.000 0.000 44 0.000 0.000 4).394 0.000 DOM 0.000 45 0.000 0.000 4).394 0.000 0.000 0.000 46 0.000 0.000 4).394 0.000 DOM 0.000 47 0.000 0.000 4).394 0.000 0.000 0.000 9 48 0.000 0.000 4).394 0.000 DOM 0.000 49 0.000 0.000 4) 394 0.000 0.000 0.000 50 0.000 0.000 4).186 0.000 DOM 0.000 101 0.000 0.000 4).186 0.000 0.000 0.000 102 0.000 0.000 4).394 0.000 DOM 0.000 103 0.000 0.000 4).394 0.000 0.000 0.000 104 0.000 0.000 4).394 0.000 DOM 0.000 105 0.000 0.000 4).394 0.000 0.000 0.000 106 0.000 0.000 4).394 0.000 DOM 0.000 102 0.000 0.000 4).394 0.000 0.000 0.000 108 0.000 0.000 4).394 0.000 DOM 0.000 109 0.000 0.000 4).394 0.000 0.000 0.000 110 0.000 0.000 4).394 0.000 DOM 0.000 ill 0.000 0.000 4).394 0.000 0.000 0.000 112 0.000 0.000 4).394 0.000 DOM 0.000 113 0.000 0.000 4).394 0.000 0.000 0.000 114 0.000 0.000 4).394 0.000 DOM 0.000 115 0.000 0.000 4) 394 0.000 OA00 0.000 Job W. SneH W nc sTECK ENGINEERED SOLUTION$ 644105 22 s Rare ucensea to contemn Eeyinaerea 6ownons Connected User. MMael Hemann Jobnue Aubum,WA Ran Re if cl'mnt a MJH oem 03 &-23 Cn4 rld 644105 Auburn, WA.sIE 0B1iTime 22-Oct-202308.57 L/C Node m FY R NX IRS m NZ ' Type ONO (dp) NO (dp-ft) (deft) (dp-ft) 116 0.000 0.000 4).394 0.000 0.000 0.000 112 0.000 0.000 4).394 0.000 DM 0.000 118 0.000 0.000 4).394 0.000 0.000 0.000 119 0.000 0.000 4).394 0.000 DM 0.000 120 0.000 0.000 4).394 0.000 0.000 0.000 9 121 0.000 0.000 4).394 0.000 DM 0.000 122 0.000 0.000 4).394 0.000 0.000 0.000 123 0.000 0.000 4).394 0.000 0.000 0.000 124 0.000 0.000 4).394 0.000 0.000 0.000 125 0.000 0.000 4).186 0.000 0.000 0.000 26 -0,186 0.000 DM 0.000 0.000 0.000 22 -0.394 DOW DM 0.000 0.000 0.000 28 -0.394 0.000 0.000 0.000 0.000 0.000 29 -0.394 0.000 DM 0.000 0.000 0.000 30 -0,394 0.000 0.000 0.000 0.000 0.000 31 -0.394 0.000 DM 0.000 0.000 0.000 32 -0,394 0.000 0.000 0.000 0.000 0.000 33 -0.394 0.000 DM 0.000 0.000 0.000 34 -0,394 0.000 0.000 0.000 0.000 0.000 35 -0.394 DOW DM 0.000 0.000 0.000 36 -0,394 0.000 0.000 0.000 0.000 0.000 32 -0.394 DOW DM 0.000 0.000 0.000 10 38 -0,394 0.000 0.000 0.000 0.000 0.000 39 -0.394 DOW DM 0.000 0.000 0.000 40 -0,394 0.000 0.000 0.000 0.000 0.000 41 -0.394 DOW DM 0.000 0.000 0.000 42 -0,394 0.000 0.000 0.000 0.000 0.000 43 -0.394 DOW DM 0.000 0.000 0.000 49 -0,394 0.000 0.000 0.000 0.000 0.000 45 -0.394 DOW DM 0.000 0.000 0.000 46 -0,394 0.000 0.000 0.000 0.000 0.000 42 -0.394 DOW DM 0.000 0.000 0.000 48 -0,394 0.000 0.000 0.000 0.000 0.000 49 -0.394 0.000 DM 0.000 0.000 0.000 50 -0,186 0.000 0.000 0.000 0.000 0.000 Job W. SneH W nc sTECK ENGINEERED SOLUTION$ 644105 23 S Rare l censeU In Contemn EnginaereE SOWnons Connected User. MMael Hamann Jobilde Aubum,WA Ran R° if cl'ent a MJH oem 03 &-23 cnd rIH 644105 Auburn, WA.std 0B1iTime 27-Oct-202308.57 L/C Node m FY R NX IRS m NZ Type (bp) (Up) NP) (Ug-ft) (bPft) (NPR) 101 -0,186 DOW OM 0.000 DM 0.000 102 -0.394 0.000 O.M 0.000 0.000 0.000 103 -0.394 DOW OM 0.000 DM 0.000 104 -0,394 0.000 O.M 0.000 0.000 0.000 105 -0.394 DOW OM 0.000 DM 0.000 106 -0,394 0.000 O.M 0.000 0.000 0.000 102 -0.394 DOW OM 0.000 DM 0.000 108 -0,394 0.000 O.M 0.000 0.000 0.000 109 -0.394 DOW OM 0.000 O.U00 0.000 110 -0,394 0.000 O.M 0.000 0.000 0.000 111 -0.394 DOW OM 0.000 O.U00 0.000 112 -0,394 0.000 O.M 0.000 0.000 0.000 10 113 -0.394 0.000 DM 0.000 O.U00 0.000 114 -0,394 0.000 O.M 0.000 0.000 0.000 115 -0.394 DOW OM 0.000 O.U00 0.000 116 -0,394 0.000 0.000 0.000 0.000 0.000 117 -0.394 DOW OM 0.000 O.U00 0.000 118 -0,394 MIX 0.000 0.000 0.000 0.000 119 -0.394 DOW OM 0.000 O.U00 0.000 120 -0,394 0.000 0.000 0.000 0.000 0.000 121 -0.394 DOW OM 0.000 O.U00 0.000 122 -0,394 0.000 O.M 0.000 0.000 0.000 123 -0.394 DOW OM 0.000 O.U00 0.000 124 -0.394 0.000 O.M 0.000 O.U00 0.000 125 -0,186 0.000 DM 0.000 OA00 0.000 Beam Loads L/C Beam N Db Ea. (R) (ft) 600 UNI GY -30.000 0 500 0.000 10.mo o om 601 Pbf/ft) GY -30.000 0.500 0.000 10.500 0.000 602 UNI GY -60.000 0.500 Dow 10,500 0.000 603 Ibf/ft) GY -60.000 0.500 0.000 10.500 0.000 Job W. SneH W nc sTECK ENGINEERED SOLUTION$ 644105 24 s Rare ucensea to contemn Eeyinaerea 5ownons Connected User. MMael Hemann Jobnue Aubum,WA Ran Re if cl'mnt a MJH oem 03 &-23 Cnn rIH 644105 Auburn, WA.sIE 0B1iTime 27-Oct-202308.57 L/C Beam Type Directi an m Do (R) Db (R7 Etc (R) 604 UNI GY -W." 0.500 0.000 10.500 DOW 605 UNT (T -W.000 0.500 0.000 10.500 0.000 606 UNI GY -W.000 0500 0.000 10.500 0000 607 UNI GY -W." 0.500 0.000 10.500 0.000 608 UNI GY -W.000 0.500 0.000 10.500 0.000 609 UNI GY -60.000 0.500 0.000 10.500 0.000 610 UNI GY -W." 0.500 0.000 10.500 0.000 fill UNI GY -W." 0.500 0.000 10.500 DOW 612 UNT (T -W.000 0.500 0.000 10.500 0.000 613 UNI GY -W.000 0500 0.000 10.500 0000 2 614 UNI GY -W." 0.500 0.000 10.W0 OUW 615 UNI GY -W.000 0.500 DOW 10.500 0.000 616 (�bf�R) (W -W.000 0.500 0.000 10.500 0.000 617 UNI GY -W." O.WO DOW 10.500 0.000 618 (�NI GY -W." 0.500 0.000 IO.WO DOW 619 UNT 6Y -W.000 0.500 0.000 1DWO 0.000 620 (�N�R) GY -W.000 0500 DOW 10.500 0000 621 GY -W." O.WO 0.000 10.W0 0.000 ONI 622 UNI GY -W." 0.500 DOW 10.500 0.000 623 (�bf�R) GY -W.000 0.500 0.000 10.%0 0.000 624 (�bfIR) GY -W." 0.500 0.000 10.500 0.000 600 UNI GY -30.625 1.000 0.000 9.%0 DOW 601 UNT w -30.625 1.000 0.000 9.500 0.000 602 UNI GY -61.250 1500 0.000 9.500 0000 3 603 UNI GV -61.250 1.500 0.000 9.500 DOW 604 UNT GY -61.2% 1.500 0.000 9.500 0.000 605 Qbf�R) GY -61.250 1.500 0.000 9.%0 0000 W. SM1eH W Re, sJob TECK SOLUTION$ 644105 25 s ftnre licenser w Cornish Enginaerea 5ownons Connected User. MMael Hemann Jobnue Aubum,WA Ran Re if Chan MJH Inn 03 &-23 Cne rIH W105 Auburn, WA.atE Danalima 27-Oct-202308.57 L/C Beam Type Directi an Fill Do (R) Db (R7 E¢. (R) 606 UNI GV -61.2S0 1.500 0.000 9.500 DOW 607 UNIT (T -61.250 1.500 0.000 9.500 0.000 608 �M/R) GY -61.2W 1500 0.000 9.500 0000 609 LIM GY -61.250 1.500 0.000 9.500 0.000 610 UNI GY -61.250 1.500 0.000 9.500 0.000 fill UNI (Y -61.250 1.500 0.000 9.500 0.000 612 LIT GY -61.250 1.500 0.000 9.500 0.000 613 Qbf/R) GV -61.250 1.500 0.000 9.500 DOW 614 UNIT 6Y -61.250 1.500 0.000 9.500 0.000 3 615 (�W/R) GY -61.250 1500 0.000 9.500 0000 616 UNI GY -61.250 1.500 0.000 9.500 0.000 617 UNI GY -61.250 1.500 0.000 9,500 0.000 618 UNI Ibf/ft) (W -61.250 1.500 0.000 9.500 0.000 619 UNI GY -61.250 1.500 DOW 9.500 0.000 620 UNI GY -61.250 1.500 0.000 9.%0 DOW 621 UNI (W -61.250 1.500 0.000 9.500 0.000 622 UNI GY -61.250 1500 DOW 9.500 0000 623 UNI GY -61.2S0 1.500 0.000 9.500 0.000 624 UNI GY -61.250 1.500 0.000 9.500 DOW 600 ro; GY -0.220 2.500 0.000 0.000 0.000 601 j GY -0.220 2.500 0.000 0.000 DOW (ki602 CON GY 41.220 2.500 0.000 0.000 DOW 603 ro; (Y -0.M 2.500 0.000 0.000 0.000 9 604 (ki; Or-0.220 2 500 0.000 U.000 0 000 605 j GV -0.220 2.500 0.000 0.000 DOW (ki606 ro; GY -0.220 2.500 0.000 0.000 0.000 607 ro; GY -0.220 2.500 0.000 0.000 0000 W. SneH W. Re, sJob TECK SOLUTION$ 644105 26 S ftnre licenser b Contemn Engineered SOWnons Connected User. Michael Hemann Jobnde Aubum,WA Pad Re if Chan MJH oem 03 &-23 Cnd rIH W105 Auburn, WA.Md 0B1alime 27-Oct-202308.57 L/C Beam Type Directi an Fill Do (R) Db (R7 Etc (R) 608 j GV -0.220 2.500 0.000 0.000 DOW (ki609 MN GY -0.220 2.500 O.Ow O.000 0.000 610 MN GY -0.220 2500 0.000 0.000 0OW 611 j GY -0.220 2.500 0.000 0.000 0.000 612 CON GY 4).220 2.500 0.000 0.000 0.000 613 WN GY -0.220 2.500 0.000 MCI 0.000 614 j GY-0.220 2.500 0.000 0.000 0.000 615 j GY -0.220 2.500 0.000 0.000 DOW (ki616 MN (Y -0.220 2,500 0.000 0.000 0.000 617 (ki; GY -0.220 2 500 0.000 0.000 0 000 618 WN GY -0.220 2.500 0.000 0.000 0.000 619 j GY -0.220 2.500 DOW MCI 0.000 (ki620 MN (Y -0.220 2.500 0.000 0.WO 0.000 4 621 j GY -0.220 2.500 DOW 0.WO 0.000 622 WN GY -0.220 2.500 0.000 0.000 DOW 623 WN GY -0.220 2.500 0.000 0.000 0.OW 624 MN GY-0.220 2500 DOW OA00 0000 72/ j GY -2.849 5.500 0.000 0.000 0.000 225 ro; GY -2.W 5.500 DOW 0.000 0.000 726 W; GY -2.W5.500 0.000 0.WO 0.000 227 ; GY -2.W 5.500 0.000 0.000 0.000 228 j GY -2.W 5.500 0.000 0.000 DOW (ki229 MN w -2.899 5,500 0.000 0.000 0.000 230 MN GY -2.W 5500 0.OW OA00 0000 731 WN GV -2.W 5.500 0.000 0.000 DOW 232 j GY -2.W 5.500 0.000 0.000 0.000 733 MN GY -2.W5.500 0.000 0.000 0000 Jcbw Stew, Rev sTECK ENGINEERED SOLUTION$ 644,05 29 S ftnre licenses w Contemn Engineered SoWoons Connected User. MMael Hemann Jobnde Aubum,WA Red Re if Chan MJH Due 03 &-23 Cnd rIH 844105 Auburn, WA.atd 0B1alime 27-Oct-202308.57 L/C Beam Type Directi an Fill Do (R) Db (R7 E¢. (R) 734 j GV -2.844 5.500 0.000 0.000 DOW (ki735 MN (W -2.844 5,500 0.000 0.000 0.000 236 (ki; GY -2.844 5 500 0.000 0.000 0 000 737 WN GY -2.844 5.500 0.000 0.000 0.000 738 j GY -2.844 5.500 0.000 OA00 0.000 739 MN (Y -2.844 5,500 0.000 0.000 0.000 240 j GY -2.844 5.500 0.000 0.000 0.000 741 WN GV -2.844 5.500 0.000 0.000 DOW 742 N GY -2.844 5MO 0.00o O.000 DOW 243 (ki; GY -2.844 5 500 0.000 0.000 0 000 744 j GY -2.844 5.500 0.000 0.000 0.000 745 CON GY -2.844 5.500 DOW 0.000 0.000 746 WN GY -2.844 5,500 0.000 0.000 0.000 4 242 N GY -2.ea 5.500 DOW 0.000 0.000 748 N GY -2.844 5.500 0.00o O.000 DOW (lu724 N GY 4).825 OsoO o.oao O.000 o.000 ( 225 OO Gr -0.825 8500 DOW 0.000 0000 726 WN GY -0.875 8.500 0.000 0.000 0.000 727 j GY -0.W5 8.500 DOW OA00 0.000 728 MN GY -0.875 8.500 0.000 0.000 0.000 229 j GY -0.8)5 8.500 0.000 0.000 DOW (ki730 CON GY 4).875 8.500 0.000 0.000 DOW 731 WN (Y -0.8)5 8.500 0.000 0.000 0.000 232 GY -0.8)5 8 500 0.000 0.000 0 000 (ki; 733 MN GV -0.W5 8.500 0.000 0.000 DOW 734 MN GY -0.875 8.500 0.000 0.000 0.000 735 MN GY -0.8)5 8.500 0.000 0.000 0000 W. SneH W. Re, sJob TECK SOLUTION$ 644105 28 S ftnre licenser w Contemn Engineered SoWoons Connected User. Michael Hemann Jobnde Aubum,WA Red Re if Chan MJH oem 03 &-23 Cnd rIH 644105 Auburn, WA.Md 0B1alime 27-Oct-202308.57 L/C Beam Type Directi an Fill Do (R) Db (R7 Etc (R) 736 WN GV -0.W5 8.500 0.000 0.000 DOW 737 j GY -0.8J5 8.500 0.000 U.000 0.000 238 MN GY -0.825 8500 0.000 0.000 0000 739 j GY -0.8]5 8.500 0.000 0.WU 0.000 7Q CON GY 4).875 8.500 0.000 U.000 0.000 741 WN GY -0.875 8,500 0.000 MCI 0.000 4 242 MN G.8)5 -0 8.500 0.000 0.000 0.000 743 WN GY -0.W5 8.500 0.000 0.000 DOW 744 MN GY -0.825 6,500 0.000 U.000 0.000 245 W; GY -0.825 8500 DOW U.000 0000 746 WN GY -0.875 8.500 0.000 0.000 0.000 747 CON GY 4).875 8.500 DOW MCI 0.000 M MN (Y -0.875 8,500 0.000 U.000 0.000 600 (Ibf/ft) G)r 1.500 DOW 9.500 0.000 371.250 601 (INI 1.500 0.000 9.500 DOW 371.25- 602 (INT W 1.500 0.000 9.500 0.000 M7.500 603 ANI GY 1500 DOW 9.500 0000 IM/ft) n2.5W 609 ANI GY 1.500 0.000 9.500 0.000 IM/ft) M2.5W 605 AI GY - 1.500 DOW 9.500 0.000 MI M�.5 606 NI A GY 1,500 0.000 9.%0 0.000 IM/ft) n2.5W 5 607 (NI GY 1.500 0.000 9.500 0.000 IM/ft) 187.500 608 (INI GY 1.500 0.000 9.%0 DOW 787.50- 609 (INT 'w 1,500 0.000 9.500 0.000 �82,5W 610 LINI GY 1500 0.000 9.500 0000 (Ibf/ft) n2.5W 611 (NI 1.500 0.000 9.500 DOW Ibf/ft) ]8].SW 612 AIMT GY 1.500 0.000 9.500 0.000 M7.5 613 AIM/ft) GY 1.500 0.000 9.%0 0000 n2.5W W. Sneet W. Re, sJob TECK SOLUTION$ 644105 29 S Rare l censecl In Contemn EnginaereE SOWnons Connected User. MMael Hemann Jobnue Aubum,WA Ran R° if cl'ent 5 MJH oem 03Ac1-23 Cnn rIH W105 Auburn, WA.sIE 0B1iTime 27-Oct-202308.57 L/C Beam Type Directi an m Do (R) Db (R7 E¢. (R) 614 UNI 1.500 0.000 9.500 DOW 787.500 615 (INT W 1.500 0.000 9.500 0.000 7SZ500 616 UNI (Pr GY 1500 0.000 9.500 0000 A1Z_5� 617 UNI GY 1.500 0.000 9.500 0.000 IM/R) 787,5W 618 AI GY - 1.500 0.000 9.500 0.000 MI M�.5 5 619 UNI GY 1.500 0.000 9.500 0.000 Obf/R) n2,5W 620 LIT GY 1.500 0.000 9.500 0.000 (IIA/R) n7_500 621 UNI 1.500 0.000 9.500 DOW Ibf/ft) ]8].500 622 W 1.500 0.000 9.500 0.000 (INT M7.500 623 UNI GY 1500 0.000 9.500 0000 IM/R) n7_5W 629 UNI GY 1.500 0.000 9.500 0.000 (Ibf/ft) 287,500 600 (IN/R) GZ -24.459 0.500 0.000 10.500 0.000 601 UNI Ibf/R) GZ -24.459 0,500 0.000 10.500 0.000 602 (IN/R) GZ -51.882 0.500 DOW 10.500 0.000 603 UNI GZ -51.882 0.500 0.000 10.500 DOW 604 UNT GZ -51.882 0,500 0.000 10.500 0.000 605 UNI GZ -51.882 0500 DOW 10.500 0000 606 PN/R) GZ -51.882 0.500 0.000 10.500 0.000 607 UNI GZ -51.882 0.500 0.000 10.500 DOW 9 608 UNI GZ -51.882 0.500 0.000 10.500 0.000 609 (IN/R) GZ -51.882 0.500 0.000 10.500 DOW 610 UNI GZ -51.IM 0.500 0.000 10.500 DOW fill UNT GZ -51.882 0.500 0.000 10.500 0.000 612 UNI GZ -51.882 0500 0.000 10.500 0000 613 UNI GZ -51.882 0.500 0.000 10.500 DOW 614 CZ -51.882 0.500 0.000 10.500 0.000 (INI 615 UNI Ibf/R) GZ -51.882 0.500 0.000 10.500 0000 Job W. SneH W. nc CUMTECK ENGINEERED SOLUTIONS 644105 w s Rare ucensea to contemn Eeyinaerea 5ownons Connected User. MMael Hemann Jobnue Aubum,WA Ran Re if cl'mnt a MJH oem 03 &-23 Cnn rIH 644105 Auburn, WA.sIE 0B1iTime 22-Oct-202308.57 L/C Beam Type Directi an m Do (R) Db (R7 Etc (R) 616 UNI GZ -51.882 0.500 0.000 10.500 DOW 617 UNT GZ -51.882 0.500 O.Ow 10.500 0.000 618 �M/R) GZ -51.882 0500 0.000 10.500 0000 619 UNI GZ -51.882 0.500 0.000 10.500 0.000 620 UNI CZ -51.882 0.500 0.000 10.500 0.000 621 UNI GZ -51.882 0.500 0.000 10.WO 0.000 622 Pbf/ft) GZ -51.882 0.500 0.000 10.500 0.000 623 UNI GZ -51.882 0.500 0.000 10.500 DOW 624 UNT GZ -51.882 0.500 0.000 10.500 0.000 600 (�M/R) GZ -41.250 1000 0.000 9.500 0000 601 UNI GZ -/1.250 1.000 0.000 9.500 OUW 602 UNI GZ -8I.500 1.500 DOW 9.%0 0.000 603 0bf/ft) GZ -82.500 1.500 0.000 9.%0 0.000 9 604 Pbf/ft) GZ -87.500 1.500 DOW 9.500 0.000 605 UNI GZ -87.500 1.500 0.000 9.%0 DOW 606 UNT GZ -82.500 1.500 0.000 9.500 0.000 607 UNI GZ -82.500 1500 DOW 9.500 0000 608 UNI GZ -87.500 1.WO 0.000 9.500 0.000 609 UNI CZ -8I.500 1.500 DOW 9.500 0.000 610 UNI GZ -82.500 1.500 0.000 9.%0 0.000 Ibf/ft) 611 UNI GZ -87.500 1.500 0.000 9.500 0.000 612 UNI GZ -87.500 1.500 0.000 9.%0 DOW 613 UNT GZ -82.5W 1.500 0.000 9.500 0.000 614 UNI GZ -87.SW 1500 O.Ow 9.500 0000 615 UNI GZ -87.500 1.500 0.000 9.500 DOW 616 UNT GZ -87.500 1.500 0.000 9.500 0.000 617 GZ -82.500 1.500 0.000 9.%0 0000 Ibf//ft) Jcb nb. Sneelnb nev s ENGINEERED SOLUTIONS 644105 31 s Rare ucensea w contemn Eeyinaerea 5ownons Connected User. MMael Hemann Jobnue Aubum,WA nen Re if Chan 5 MJH Due 03 &-23 Cne rIH W105 Auburn, WA.atE 0B1iring 27-Oct-202308.57 L/C Beam Type Directi an pR Do (R) Db (R7 E¢. (R) 618 UNI GZ -87.500 1.500 0.000 9.500 DOW 619 UNIT GZ -87.50 1.500 0.000 9.500 0.000 620 UNI GZ -87.500 1500 0.000 9.500 0000 621 UNI GZ -87.500 1.500 0.000 9.500 0.000 622 UNI CZ -87.500 1.500 0.000 9.500 0.000 623 UNI GZ -82.500 1.500 0.000 9.500 0.000 624 LIbf�R) GZ -87.500 1.500 0.000 9.500 0.000 600 W; GZ -0.220 2.500 0.000 0.000 DOW 601 j GZ -0.M 2.500 0.000 0.000 DOW (lu602 (ki; GZ -0.220 2 500 0.000 0.000 0 000 603 j a -0.220 2.500 0.000 0.000 0.000 604 CON GZ 4).220 2.500 0.000 0.000 0.000 605 ro; GZ -0.220 2.%0 0.000 0.000 0.000 9 606 j GZ -0.220 2.500 DOW 0.000 0.000 607 j GZ -0.220 2.500 0.000 0.000 DOW (lu608 ro; GZ -0.220 2.500 0.000 0.000 0.000 609 OO; GZ <.220 2500 DOW 0.000 0000 610 WN GZ -0.220 2.500 0.000 0.000 0.000 fill j GZ -0.220 2.500 0.000 OA00 0.000 612 ro; a-0.220 2.500 0.000 0.000 0.000 613 j GZ -0.220 2.500 0.000 0.000 DOW (ki614 CON GZ -0.220 2.500 0.000 0.000 DOW 615 ro; GZ -0.M 2.500 0.000 0.000 0.000 616 (ki; a-0.220 2 500 0.000 0.000 0 000 fill j GZ -0.220 2.500 0.000 0.000 DOW (ki618 ro; CZ -0.220 2.500 0.000 0.000 0.000 619 ; GZ -0.220 2.500 0.000 0.000 0 000 W. Sneet W Re, sJob TECK SOLUTION$ 644105 32 S ftnre licenser w Contemn Engineered SoWoons Connected User. Michael Hemann Jobnde Aubum,WA Red Re if Chan MJH oem 03 &-23 Cnd rIH 644105 Auburn, WA.Md 0B1alime 27-Oct-202308.57 L/C Beam Type Directi an Fill Do (R) Db (R7 Etc (R) 620 j GZ -0.220 2.500 0.000 0.000 DOW (ki621 MN GZ -0.220 2.500 O.Ow O.00o 0.o00 622 MN GZ -0.220 2500 0.000 0.000 0000 623 j GZ -0.220 2.500 0.000 0.000 0.000 624 CON GZ 4).220 2.500 O.o00 O.00o 0.000 724 WN GZ -2.W 5.500 0.o00 MCI 0.000 725 j GZ -2.W 5.500 0.000 0.000 0.000 726 j GZ -2.W 5.500 0.000 0.000 DOW (ki722 MN Gz -2.644 5soo o.oao O.000 o.000 728 (ki; GZ -2.W 5 500 0.000 0.000 0 000 729 WN GZ -2.W 5.500 0.000 0.000 0.000 730 j GZ -2.W5.500 DOW MCI 0.000 (ki731 MN GZ -2.844 5,500 0.000 O.000 0.000 9 732 j GZ -2.844 5.500 DOW 0.000 0.000 733 WN GZ -2.W 5.500 0.000 O.00o DOW 734 WN GZ -2.844 5.500 0.000 0.000 0.000 735 W; GZ -2.844 5500 DOW 0.000 0000 736 j GZ -2.849 5.500 0.000 0.000 0.000 737 ro; GZ -2.844 5.500 DOW O.00o 0.000 738 W; GZ -2.W 5.500 0.000 0.000 0.000 739 WN GZ -2.W 5.500 0.000 0.000 0.000 740 j GZ -2.W 5.500 0.000 O.00o DOW (ki741 N Gz -2.W 5s00 o.000 a.000 o.000 ( 242 MN Gz -2.W5500 0.00o O.000 0000 743 WN GZ -2.W 5.500 0.000 0.000 DOW 744 MN GZ-2.W 5.500 O.o00 O.00o 0.000 745 MN GZ -2.W 5.500 0.000 0.000 0000 Job W. SneH W. Re,s TECK ENGINEERED SOLUTIONS 644105 u s ftnre licenser w contemn Engineered 5ownons Connected User. MMael Hemann Jobnde Aubum,WA Red Re if Chan 5 MJH oem 03 &-23 Cnd rIH 844105 Auburn, WA.atd 0B1alime 2]-Oct-202308.5] L/C Beam Type Directi an Fill Do (R) Db (R7 E¢. (R) 746 j GZ -2.844 5.500 0.000 0.000 DOW (ki247 MN GZ -2.844 5,500 0.000 0.000 0.000 248 (ki; GZ -2.844 5 500 0.000 0.000 0 000 724 ; GZ -0.875 8.500 0.000 0.000 0.000 225 j GZ -0.W5 8.500 0.000 OA00 0.000 726 MN GZ -0.875 8.500 0.000 0.000 0.000 227 j GZ 4).875 8.500 0.000 0.000 0.000 728 WN GZ -0.875 8.500 0.000 0.000 DOW 229 j GZ -0.8J5 8.500 0.000 0.000 DOW 230 (ki; GZ -0.875 8 500 0.000 0.000 0 000 731 j a -0.8]5 8.500 0.000 0.000 0.000 232 W; GZ -0.W5 8.500 0.000 0.000 0.000 733 WN GZ -0.875 8.500 0.000 0.000 0.000 9 234 j GZ -0.875 8.500 DOW 0.000 0.000 735 MN GZ -0.W5 8.500 0.000 0.000 DOW 236 MN GZ -0.875 8.500 0.000 0.000 0.000 237 W; GZ -0.875 8500 DOW 0.000 0000 738 WN GZ -0.875 8.500 0.000 0.000 0.000 239 j GZ -0.W5 8.500 0.000 OA00 DOW (ki740 MN a-0.875 8.500 0.000 0.000 0.000 241 j GZ 4).875 8.500 0.000 0.000 DOW (ki742 CON GZ 4).875 8.500 0.000 0.000 DOW 243 WN GZ 4).8)5 8.500 0.000 0.000 0.000 249 MN a-O.BZ5 8500 0.000 0.000 0000 745 WN GZ -0.W5 8.500 0.000 0.000 DOW 246 MN CZ -0.875 8.500 0.000 0.000 0.000 747 MN GZ -0.875 8.500 0.000 0.000 0000 Job W. SneH W Re,s TECK ENGINEERED SOLUTIONS 644105 u s Rare ucensea w contemn Eeyinaerea 5ownons Connected User. MMael Hemann Jobnue Aubum,WA Ran Re if cl'mnt a MJH oem 03 &-23 Cnn rIH 844105 Auburn, WA.sIE 0B1iTime 2]-Oct-202308.5] L/C Beam Type Directi Fe Do Db Etc an (R) (R7 (R) 9 748 WN GZ -0.875 8.500 0.000 0.000 DOW 600 UNT G% -24.459 0.500 0.000 10.500 0.000 601 (�M/R) G% -24.459 0500 0.000 10.500 0000 602 UNI a -51.882 0.500 0.000 10.500 0.000 603 UNI Q -51.882 0.500 0.000 10.500 0.000 604 UNI Q -51.882 0,500 0.000 10.500 0.000 605 Pbf/ft) Q -51.882 0.500 0.000 10.500 0.000 606 UNI Q -51.882 0.500 0.000 10.500 DOW 602 UNI Q -51,882 0,500 0.000 10.500 0.000 608 (�M/R) G1( -51.882 0500 0.000 10.500 0000 609 UNI Q -51.882 0.500 0.000 10.500 0.000 610 UNI Q -51.882 0.500 0.000 10.500 0.000 611 UNI G% -51.882 0,500 0.000 10.500 0.000 612 UNI Q -51.882 0.500 DOW 10.500 0.000 1a 613 UNI Q -51.882 0.500 0.000 10.500 DOW 614 UNT G% -51.082 0.500 0.000 10.500 0.000 615 UNI G% -51.882 0500 DOW 10.500 0000 616 UNI Q -51.882 0.800 0.000 10.500 0.000 617 UNI Q -51.082 0.500 0.000 10.500 0.000 618 UNI lbf/ft) Q -51.882 0,500 0.000 10.%0 0.000 619 UNI Q -51.882 0.500 0.000 10.500 0.000 620 UNI Q -51.882 0.500 0.000 10.500 DOW 621 UNT G% -51,882 0.500 0.000 10.500 0.000 622 LINT G% -51.882 0500 0.000 10.500 0000 623 UNI Q -51.882 0.500 0.000 10.500 DOW 624 UNT Q -51.082 0.500 0.000 10.500 0.000 600 G% -41.250 1.000 0.000 9.%0 0000 lbf//ft) Job W. SneH W. Re,s TECK ENGINEERED SOLUTIONS 644105 az s Rare ucensea W contemn Eeyinaerea 5ownons Connected User. MMael Hemann Jobnue Aubum,WA Ran Re if cl'mnt a MJH oem 03 &-23 Cnn rIH 844105 Auburn, WA.stE 0B1iTime 2]-Oct-202308.5] L/C Beam Type Directi an Fe Do (R) Db (R7 Eta. (R) 601 UNI G% -41.2SO 1.000 0.000 9.WO DOW 602 UNT IX -87.50 1.500 0.000 9.500 0.000 603 �M/R) IX -81.5W 1500 O.OW 9.W0 OOW 604 UNI IX -87.5W 1.500 O.OW 9.500 O.OW 605 UNI IX -8I.5W 1.500 O.OW 9.WO O.OW 606 UNI IX -82.50 1.500 O.OW 9.500 O.OW 607 LIT IX -8).5W 1.500 O.OW 9.500 O.OW 608 UNI IX -87.5W 1.500 0.000 9.500 DOW 609 UNT IX -87.5W 1.500 O.OW 9.500 O.OW 610 (�W/R) IX -81.5W 1500 O.OW 9.W0 00W fill UNI IX -87.5W 1.500 O.OW 9.WO O.OW 612 UNI Q -8I.5W 1.500 DOW 9,500 0.000 613 UNI Ibf/ft) IX -87.5W 1.500 O.OW 9.%0 O.OW 10 614 UNI Gx -87.5W 1.500 DOW 9.500 O.OW 615 UNI G% -87.5W 1.500 O.OW 9.%0 DOW 616 UNT G% -87.50 1.500 0.000 9.500 O.OW 617 UNI G% -87.SW 1500 DOW 9.500 00W 618 UNI a -87.5W 1.500 0.000 9.500 O.OW 619 UNI IX -8I.5W 1.500 DOW 9.WO DOW 620 IX -82.5W 1.500 O.OW 9.WO O.OW lbf//ft) 621 UNI Q -87.5W 1.500 O.OW 9.500 DOW 622 UNI G% -87.5W 1.500 O.OW 9.500 DOW 623 UNT IX -87.5W 1.500 O.OW 9.500 O.OW 629 IX -87.SW 1500 O.OW 9.%0 OOW Ibf//ft) 600 WN IX -0.220 2.500 O.OW O.WO DOW 601 MN IX -0.220 2.500 0.000 0.000 O.OW 602 MN IX -0.220 2.500 O.OW O.WO 00W Job W. SneH W. Re,s TECK ENGINEERED SOLUTIONS 644105 ae s ftnre licenser w contemn Engineered 5ownons Connected User. Michael Hemann Jobnde Aubum,WA Red Re if Chan 5 MJH oem 03 &-23 Cnd rIH W105 Auburn, WA.Md 0B1alime 2]-Oct-202308.5] L/C Beam Type Directi an Fill Do (R) Db (R7 Etc (R) 603 j IX -0.220 2.500 0.000 0.000 DOW (ki604 MN IX -0.220 2.500 O.Ow 0.000 0.000 605 MN IX -0.220 2500 0.000 0.000 0000 606 j IX -0.220 2.500 0.000 0.000 0.000 607 CON IX 4).220 2.500 0.000 0.000 0.000 608 WN IX -0.220 2.500 0.000 MCI 0.000 609 j IX -0.220 2.500 0.000 0.000 0.000 610 j IX -0.220 2.500 0.000 0.000 DOW (kifill MN IX -0.220 2,500 0.000 0.000 0.000 612 (ki; IX -0.220 2 500 0.000 0.000 0 000 613 WN Q -0.220 2.500 0.000 0.000 0.000 614 CON IX 4).220 2.500 DOW MCI 0.000 615 MN IX -0.220 2.500 0.000 0.000 0.000 10 616 j IX -0.220 2.500 DOW 0.000 0.000 fill WN IX -0.220 2.500 0.000 0.000 DOW 618 WN G% -0.220 2.500 0.000 0.000 0.000 619 W; IX-0.220 2500 DOW OA00 0000 620 j IX -0.220 2.WO 0.000 0.000 0.000 621 ro; IX -0.220 2.500 DOW 0.000 0.000 622 W; IX -0.M 2.500 0.000 0.000 0.000 623 WN Gx -0.220 2.500 0.000 0.000 0.000 624 j IX -0.220 2.500 0.000 0.000 DOW (ki724 MN IX 2.W 5,500 0.000 0.000 0.000 225 MN IX -2.W5500 0.00o O.MO 00w 726 WN IX -2.W 5.500 0.000 0.000 DOW 727 j IX -2.W 5.500 0.000 0.000 0.000 728 MN IX -2.W 5.500 0.000 0.000 0000 Job W. Snem W. nc sTECK ENGINEERED SOLUTION$ 644105 37 S ftnre licenser w Contemn Engineered SoWoons Connected User. MMael Hemann Jobnde Aubum,WA Red Re if Chan MJH oem 03 &-23 Cnd rIH 844105 Auburn, WA.atd 0B1alime 27-Oct-202308.57 L/C Beam Type Directi an Fill Do (R) Db (R7 E¢. (R) 729 j IX -2.W5.500 O.Ow O.wO DOW (ki230 j IX -2.844 5,500 0.000 0.000 O.Ow (lu231 MN IX -2.W 5500 O.Ow O.wO 0Ow 732 WN IX -2.W 5.500 O.Ow O.WU O.Ow 233 j IX -2.W 5.500 O.Ow O.wO O.Ow (ki734 MN IX -2.W5,500 O.Ow 0.000 O.Ow 235 j IX -2.844 5.500 O.Ow 0.000 O.Ow (ki736 WN IX -2.W 5.500 O.Ow O.wO DOW 237 j IX -2.W5.500 O.Ow O.wO DOW 238 ; (ki739 IX -2.W5 500 O.Ow 0.000 0 Ow j IX -2.W 5.500 O.Ow O.wO O.Ow (ki2a0 CON IX -2.844 5.500 DOW 0.000 0.000 741 WN IX -2.W 5,500 O.Ow 0.000 O.Ow 10 242 MN Gx -2.sa 5.500 DOW 0.000 O.Ow 743 MN IX -2.W5.500 O.Ow O.wO DOW 244 MN Gx -2.844 5,500 O.Ow O.wO O.Ow 245 OO IX-2.W 5500 DOW O.wO 00w 746 N IX -2.Wss00 O.Ow O.wO O.Ow (ki247 j IX -2.W 5.500 O.Ow O.wO 0.000 M MN IX -2.W 5.500 O.Ow O.wO O.Ow 224 MN Gx -0.8)5 8.500 O.Ow O.wO DOW 725 CON Gx 4).875 8.500 O.Ow O.wO DOW 226 WN IX -0.875 8.500 O.Ow O.wO O.Ow R) MN IX -0.815 8500 O.Ow O.wO OOw 728 MN IX -0.W5 8.500 O.Ow O.wO DOW 229 MN IX -0.875 8.500 0.000 0.000 O.Ow 730 MN IX -0.875 8.500 O.Ow O.wO 00w Job W. SneH W. Re,s TECK ENGINEERED SOLUTIONS 644105 3e someere licenser n contemn Engineered 5ownons Connected User. Michael Hemann Jobilde Aubum,WA Red Re if Chan 5 MJH oem 03Am1-23 Cnd rIH 844105 Auburn, WA.std 0B1alime 2]-Oct-202308.5] L/C Beam Type Direcli an Fill Do (R) Db (R7 Etc (R) 731 WN IX -0.875 8.500 0.000 0.000 DOW 732 j IX -0.8J5 8.500 0.000 0.000 0.000 733 MN IX -0.875 8500 0.000 0.000 0000 734 j IX -0.875 8.500 0.000 0.000 0.000 735 CON IX -0.875 8.500 0.000 0.000 0.000 736 WN IX -0.875 8,500 0.000 0.000 0.000 737 j IX -0.8)5 8.500 0.000 0.000 0.000 738 WN IX -0.W5 8.500 0.000 0.000 DOW 739 MN IX -0.8Z5 6,500 0.000 0.000 0.000 l0 740 W; IX -0.875 8500 DOW 0.000 0000 741 WN Q -0.875 8.500 0.000 0.000 0.000 742 j IX -0.W5 8.500 0.000 0.000 0.000 (ki743 MN IX -0.875 8.500 0.000 0.000 0.000 744 j IX -0.8)5 8.500 DOW 0.000 0.000 745 WN Gk -0.W5 8.500 0.000 0.000 DOW 746 WN G% -0.8)5 8.500 0.000 0.000 0.000 747 W; IX -0.875 8500 DOW 0.000 0000 748 j IX -0.8]5 8.500 0.000 0.000 0.000 Floor Loads L/C Dlrall LaeJ Min Max% Mint MnEY Min MexZ an (psi) (R) (R) (R) (m (R) (R) GZ 4).139 0.000 0.000 0.000 0.000 -1.000 1.000 8 GZ 4).278 0.000 0." 0.000 0.000 10.000 12.000 Job W. SneetW nc CUMTECK ENGINEERED SOLUTIONS 644105 somtere ucensea to contemn En9ineeNa 6oweons Connected User. MMael Hemann Jobnue Aubum,WA Ran Re if cl'ent 6 MJH oem 03Am1-23 Cna rIH 644105 Auburn, WA.sIE 0B1iTime 27-Oct-202308.57 Nacre L/C x (in) r (in) z Qn) "W (In) arr Iaa) (md) a (raa) 2 n?As -4519 4).010 4.528 D(XX) 0.000 0.000 3 nmt -0327 4).mi 0.328 0.000 0.000 0.000 4 0.168 -26JA DW7 2.684 0.001 0.000 0.000 5 0.264 -4.205 4).W7 4.213 D" 0.000 0.000 13 6 DW7 -0.062 DM 0.063 D(XX) 0.000 0.000 J 0.025 -0.449 4).002 0.450 D" 0.000 0.000 e -D248 nJID -3 1AL 3.2% 4).011 0.000 0.000 9 -n537 1vn -6999 7.108 4).017 0.000 0.000 10 4).211 0.697 0.015 0.729 0.000 0.000 0.000 DEFLECTION CALCULATION JOB# fi46105-10 Location: Auburn, WA Engineer: MJH Live Load Vernal Detection Cbeck Vemcal Tnua Oeflectam= 621 IN = LI 5N a L1360 GOOD lknzcntal Trunk, Defection = 318 IN Horizontal Freouencv Check Actual hequenq = 01 r(9/A0.h u = Dead Lcad Vibration Check Minimum deairabb hequency = Actual hequenq = 01 r(g/A0.IP2 = = L1 792 < LI 360 GOOD 136 Hz 1 30 > 130 GOOD 00 Hz or 286In(1 WIWI -126 Hz 12 Hz 129 > -126 GOOD GOVERNING MEMBER DESIGN FORCES CENTER BOTTOM CHORD Beam Ll Distft Fx kip Fykip Fzkip Mxkiip-ft Myklp-ft Mzkip-ft 12 12OTDTOTALDEAD 0 -232.811 2.155 -0.547 -0.846 -6.4641 9.375 4.375 -232.811 2.155 -0.236 -0.846 -9.178 -0.054 8J5-232.811 2AS51 0.074 -0.946 -9.5331 9.492 21URI-1.15DL+1.5UT+1.75LL 0-837.944 7.801 -1.174 -3.169-24.594 33.986 4.375-837.944 7.801 -0.786 -3.169-28.883 -0.144 8.75-837.944 7.801 -0.398 -3.169-31.473-34.273 8 15.002 22MIII 115DL+1.5UT+1.0WL 0-300.382 4.97 -1.59 -1.806dlgg��0279 4.375 -300.382 4.523 -1.202 -1.8067 -5.73 8.75 -300.382 4.315 -0.814 -1.8067 -24.913 23URIII-0.9DL+0.9UT+I.OWL 0 -141.761 3.403 -1.33 -1.1817 8.612 4.375 -141.761 3.057 -1.051 -1.1816 -5.703 8.75 -141.761 2.849 -0.771 -1.18172 -18.47 245ER I-1.ODL+I.OUT+I.OLL+O.3WL 0 -508.667 5.362 -1.064 -2.10927 21.493 4.375 -508.667 5.258 -0.754 -2.1094 -1.792 8.75 -508.667 5.195 -0.443 -2.10922 -24.613 255ER II-LODL+I.OUT+I3LL 0 -624.409 5.813 -0.898 -2.35229 25.324 4.375 -624.409 5.813 -0.588 -2.352 -21.541 -0.109 8.75 -624.409 5.813 -0.277 -2,3521 23.434 -25.542 265TR I- 1.25DL+1.5UT+1J5VL1 0 424.55 3.928 -0.784 -1.632 -12.159 17.11 4.375 424.55 3.928 -0.396 -1.632 -14.739 -0.073 8.75 424.55 3.928 -0.007 -1.632 -15.621 -17.256 275TR I- 1.25DL+1.5UT+1J5VL2 0 -461.602 4.255 -1.163 -2.02 -12.26 18.483 4.375 -461.602 4.255 -0.775 -2.02 -16.499 -0.133 8.75 -461.602 4.255 -0.387 -2.02 -19.04 -18.748 30 MI-1.00DL+I.OUT+I.OEOT+0.3EDL 0 -63.072 3.396 -2.036 -1.64 -5.922 5.327 4.375 -63.116 3.167 -1.726 -1.64 -14.152 -9.03 8.75 -63.159 2.938 -1.415 -1.64 -21.023 -22.385 31MI 1.00DL+I.OUT+1.OE0L+03EOT 0 -241.601 I 2J69 -1.275 -1.407 -7.932 9.214 4.375 -241.746 2.7 -0.964 -1.407 -12.829 -2.75 8.75 -241.891 2.632 -0.654 -1.407 -16.369 -14.414 SVDCED BOTTOM CHORD 10 2DTD-TOTAL DEAD 0 -220.16 2.038 -0.742 -0.78 -5.021 8.801 4.375 -220.16 2.038 -0.432 -0.78 -7.59 -0.117 8.75-220.16 2.038 -0.121 -0.78 -8.8 -9.034 215TR I- 1.25DL+1.5UT+1.75u 0-792.199 7.39 -1.942 -3.13-19.126 31.949 4.375-792.199 7.39 -1.554 -3.13-26.775 -0.385 8.75-792.199 7.39 -1.166 -3.13-32.726-32.718 22MIII - 1.25DL+1.5UT+I.DWL 1 0-295.48 4.626 -0.484 -0.105-13.344 14.218 4.375 -295.48 4.28 -0.096 -0.105 -14.613 -5.451 8.75 -285.48 4.072 0.292 -0.105 -14.194 -23.57 235TB IR-0.9Duo 9UT+1 OWL 0 -135.487 3.237 -0.064 0.548 -9.852 8.204 4.375 -135.487 2.89 0.216 0.548 -9.519 -5.385 8.75 -135.487 2.6831 0.4951 0.548 -7.964 -17.425 245ER I-1.ODu1 OUT+101-1.w.3WL I 0 -481.336 5.083 -1.107 -1.556 -13.596 20.234 4.375 -481.336 4.979 -0.796 -1.556 -17.759 -1.32 8 8.75-491.336 4.917-0.486 -1.556-20.563-23.433 255ER II-1.DDL+1 OUT+13LL 0-5%.324 5.507 -1A65 -2.309-14.236 23.803 4.375-590.324 5.507 -1.155 -2.309-19.968 -0.289 _ 8.75-590.324 5.507 -0.844 -2.309-24.341-24.382 265TR I- 725DL+15UT+1.75vL1 1 01 402.496 3J29 -1.178 -1.632 -9.4121 16.133 4.375 -402.496 3.729 -0.79 -1.632 -13.719 -0.181 8.75 -402.496 3.729 -0.402 -1.632 -16.327 -16.496 27M I- 1.25DL+15UT+1.75VL2 0 431.27 3.992 -1.359 -1.659 -9.575 17.216 4.375 431.27 3.992 -0.971 -1.659 -14.673 -0.249 8.75 431.27 3.992 -0.583 -1.659 -18.072 -17.714 30 MI - IOODL+I OUT+I OEOT+0.3EDL 0 -60.139 3.212 -0.046 0.343 -10J98 5.201 4.375 -60.182 2.983 0.263 0.343 -10.327 -8.351 8.75 -60.226 2.754 0.573 0.343 -8A98 -20.9 31 MI - IOODL+l OUT+10EOL+O 3EQT 0 -222.071 2.553 -0.863 -0.806 -Z689 8.363 4.375 -222.216 2.484 -0.553 -0.806 -10.787 -2.654 8.75 -222.361 2.415 -0.242 -0.806 -12.527 -13.371 CENTERTORCHORD 36 2oio-TOTALDEAo 1 01 236.221 0.018 -0.389 -0.188 -7.318 0.001 4.3751 236.221 0.018 -0.079 -0.188 -8.341 -0.078 8.751 236.221 0.018 0.232 -0.188 -9.007 -0.156 215TR I- 1.25DL+1.5UT+1J5LL 0 850.293 0.034 -0.65 -0.699-27.431 0.148 4.375 850.293 0.034 -0.262 -0.699-29.425 -0.001 8.75 850.293 0.034 0.127 -0.699-29.721 -0.151 225TR III- 1.35DL+1.5UT+I.OWL 01 584.118 0.025 -1.7670.011 10.191 -6.333 4.375 594.118 -0.183 -1.379 0.01 -17.064 -6.138 8.75 594.118 -0.529 -0.991 0.01 -22.249 -4.394 235TR III-0.9DL+0.9UT+I.OWL 0 423.135 0.023 -1.617 0.155 -5 -6.383 4.375 423.135 -0.185 -1.338 0.155 -11.464 -6.181 8.75 423.135 -0.531 -1.058 0.155 -16.706 -4.43 245ER I-1.ODL+I.OUT+1.OL1+0.3WL 0 599.941 0.028 -0.86 -0.339 -16.735 -1.841 4.375 599.941 -0.035 -0.549 -0.339 -19.817 -1.871 8.75 599.941 -0.138 -0.239 -0.339 -21.54 -1.437 255ER II-1.ODL+LOUT+I.3LL 0 633.604 0.028 -0.509 -0.518 -20.401 0.101 4.375 633.604 0.028 -0.197 -0.518 -21.944 -0.02 8.751 633.604 0.028 0.113 -0.518 -22.128 -0.141 265TR I- 1.25DL+1.5UT+1J5VL1 0 430.451 0.014 -0.493 -0.38 -13.738 0.078 4.375 430.451 0.014 -0.104 -0.38 -15.044 0.015 8.75 430.451 0.014 0.284 -0.38 -14.652 -0.047 275TR I- 1.25DL+1.5UT+1J5VL2 0 471.211 0.253 -0.85 -0.243 -13.934 0.665 4.375 471.211 0.253 -0.462 -0.243 -16.805 -0.444 8.75 471.211 0.253 -0.074 -0.243 -17.978 -1.553 30 EMI-1.00DL+I.OUT+I.OEOT+0.3EOL 0 533.475 -0.005 -2.425 -0.026 -3.31 -9.272 4.375 533.431 -0.235 -2.114 -0.026 -13.24 -8.747 8.75 533.388 -0.464 -1.804 -0.026 -21.81 -7.219 31 EMI-1.00DL+].OUT+1.OEOl+0.3EDT 0 417.959 -0.064 -1.109 -0.163 -8.498 -2.877 4.375 417.814 -0.133 -0.799 -0.163 -12.672 -2.446 8.75 417.669 -0.202 -0.488 -0.163 -15.487 -1.714 SPLICED TOP CHORD 34 20 TD-TOTAL DEAD 0 229.567 0.023 -0.781 -0.166 -5.5 0.081 4.375 229.567 0.023 -0.471 -0.166 -8.238 -0.02 8.751 229.5670.023 -0.16 -0.166 -9.618 -0.122 21URI-1.15DL+1.5UT+1.75LL 0 826.349 0.052 -2.067 -0.893-20.964 0.376 4.375 826.349 0.052 -1.679 -0.893 -29.16 0.149 8.75 826.349 0.052 -1.291 -0.893-35.657 -0.077 225TRIII 1.35DL+1.5UT+I.OWL 01 567.2231 03221 2.76 1.1231 4.082 -5.955 4.375 567.223 0.115 -2.372 1.128 -15.31 -7.063 8.75 567.223 -0.232 -1.984 1.128 -24.839 -6.621 23URIII-0.9DL+0.9UT+I.OWL 0 410.726 0.323 -2.351 1.356 -0.085 -6.03 4.375 410.726 0.115 -2.071 1.356 -9.758 -7.138 8.75 410.726 -0.232 -1.792 1.356 -18.208 -6.698 245ERI-1.ODL+I.OUT+1.OL1+0.3WL 0 582.889 0.129 -1.87 -0.07 -11.652 -1.603 4.375 582.889 0.066 -1.559 -0.07 -19.154 -2.074 8.75 582.889 -0.038 -1.249 -0.07 -25.297 -2.081 255ER II-1.ODL+I.OUT+I.3LL 0 615.753 0.042 -1.566 -0.643 -15.571 0.276 4.375 615.753 0.042 -1.255 -0.643 -21.742 0.094 8.751 615.753 0.042 -0.945 -0.643 -26.553 -0.089 265TR I- 1.25DL+1.5UT+1J5VL1 0 419.308 0.015 -1.186 -0.5 -10.592 0.176 4.375 419.308 0.015 -0.798 -0.5 -14.932 0.108 8.75 419.308 0.015 -0.41 -0.5 -17.574 0.041 275TR I- 1.25DL+1.5UT+1J5VL2 0 452.089 0.008 -1.424 -0.301 -10.581 0.241 4.375 452.089 0.008 -1.036 -0.301 -15.963 0.205 8.75 452.089 0.008 -0.649 -0.301 -19.646 0.169 30 EMI-1.00DL+I.OUT+I.OEOT+0.3EOL 0 518.567 0.412 -3.152 1.188 2768 -9.227 4.375 518.524 0.183 -2.842 1.188 -10.344 -10.529 8.75 518.48 -0.046 -2.531 1.188 -22.097 -10.829 31EMI-1.00DL+1.OUT+1.OEOL+0.3EDT 0 406.25 0.08 -1.69 0.029 4.691 -2.855 4.375 406.105 0.0111 -1.379 0.029 -11.405 -3.054 8.75 405.96 -0.058 -1.069 0.029 -16.759 -2.952 END VERTICAL 9820 TD-TOTAL DEAD 0 41.573 -0.029 2.034 0.04 -0.614 -0.139 2.555 41.35 -0.029 2.034 0.04 4.584 -0.067 5.111 41.12] -0+0291 2.0341 0.041 9781 0.006 21 STR I - 1.25DL+1.5UT+1.75LL 0 146.463 -0.066 7.086 0.492 -2.135 -0.881 2.555 146.184 -0.066 7.086 0.492 15.973 -0.713 5.111 145.906 -0.066 7.086 0.492 34.082 -0.545 22 STR III -1.25DL+1.5UT+I.OWL 01 81.9811 1.84 4.681 -7.865 -2.559 14.358 2.555 81.702 1.67 4.681 -7.865 9.403 9.897 5.111 81.423 1.613 4.681 -7.865 21.364 5.726 235TR III- 0.9DL+0.9UT+I.OWL 0 53.769 1.875 3.32 -8.131 -2.161 14.904 2.555 53.5681 1.705 3.32 -8.131 6.324 10.354 5.111 53.3681 I.W 3.32 -8.131 14.808 6.095 245ERI-1.ODL+I.OUT+1.OLL+0.3WL 0 97.582 0.53 4.94 -2.211 -1.839 4.071 2.555 97.359 0.479 4.94 -2.211 10.794 2.79 5.111 97.136 0.462 4.94 -2.211 23.408 1.596 25 SER 11-1.ODL+1.OUT+I.3LL 0 109.169 -0.046 5.286 0.321 -1.595 -0.569 2.555 308.946 -0.046 5.286 0.321 11.913 -0.452 5.111 308.723 -0.046 5.286 0.321 25.42 -0.334 26 STR I - 1.25DL+1.5UT+1.75VL1 0 82.055 0.127 3.995 0.073 -1.221 0.406 2.555 81.776 0.127 3.995 0.073 8.987 0.082 5.111 81.497 0.127 3.995 0.073 19.194 -0.242 27 STR I - 1.25DL+1.5UT+1.75VL2 0 78.667 -0.067 3.816 0.39 -1.137 -0.862 2.555 78.389 -0.067 3.816 0.39 8.614 -0.689 5.111 78.11 -0.067 3.816 0.39 18.365 -0.517 30 En I-1.U0DL+I.OUT+I.OEQT+0.3E 01 64,9061 1.962 4.318 -9.741 -2.727 17.016 2.555 64.683 1.797 4.287 -9.741 8.267 12.213 5.111 64.46 1.633 4.256 -9.741 19.182 7.83 31 En I-1.00DL+LOUT+I.OEQL+0.3E 0 65.16 0.435 3.766 -1.845 -0.832 3.808 2.555 64.937 0.386 3.662 -1.845 8.659 2.759 5.111 64.714 0.336 3.558 -1.845 17.885 1.837 1ST INTERIOR VERTICAL A 151 20 TO TOTAL DEAD 0 37.825 0.437 1.969 0.095 -8.763 0.522 2.195 37.696 0.437 1.969 0.095 4.443 -0.438 4.389 37.568 0.437 1.969 0.095 -0.122 -1.397 215TRI- 1.25DL+1.5UT+1J5LL 0 132.87 4.0031 6.033 0.684 -29.02 6.704 2.195 132.71 4.003 6.033 0.684 -15.781 -2.081 4.389 132.549 4.003 6.033 0.684 -2.542 -10.866 225TRIII- 1.25DL+1.5UT+1AWL 0 79.946 6.231 20.411 -0.762 -52.125 11.726 2.195 79.785 6.158 20.411 -0.762 -7.33 -1.901 4.389 79.625 5.991 20.411 -0.762 37.464 -15.249 235TRIII-0.9DL+0.9UT+I.OWL 0 55.844 5.547 19.472 -0.921 -47.119 9.678 2.195 55.728 5.474 19.472 -0.921 4.386 -2.448 4.389 55.613 5.306 19.472 -0.921 38.348 -14.294 245ER I-LODL+I.OUT+I.OLL+0.3WL 0 90.971 3.846 9.267 0.089 -30.446 6.347 2.195 90.843 3.824 9.267 0.089 -10.109 -2.078 4.389 90.7151 3.7741 9.267 0.089 10.228 -10.421 255ER II-1.ODL+I.OUT+I3LL 0 99.336 2.904 4.574 0.491 -21.8151 4.662 2.195 99.208 2.904 4.574 0.491 -11.776 -1.71 4.389 99.08 2.904 4.574 0.491 -1.737 -8.083 265TR I- 1.25DL+1.5UT+1J5VL1 0 73.729 3.357 3.211 0.372 -15.583 4.986 2.195 73.569 3.357 3.211 0.372 -8.537 -2.381 4.389 73.409 3.357 3.211 0.372 -1.49 -9.748 27 STR I- 1.25DL+1.5UT+1J5VL2 0 69.497 1.473 3.208 0.302 -15.389 3.832 2.195 69.337 1.473 3.209 0.302 -9.348 0.599 4.389 69.177 1.473 3.209 0.302 -1.306 -2.633 30 MI-I.00DL+I.OUT+I.OEQT+0.3EQL 0 58.17 6.789 26.99 -0.347-62.887 11.448 2.195 58.042 6.695 26.972 -0.347 -3.674 -3.348 4.389 57.914 6.6 26.954 -0.347 55.499-17.937 31EXTI 1.0ODL+I.0UT+1.0EQL+0.3EQT 0 57.294 2.618 10.449 0.507-29.2541 5.286 2.1951 57.1661 2.591 10.389 0.507 -6.39 -0.429 4.3891 57.037 2.562110.3291 0.5071 16.343 -6.081 3RD INTERIOR VERTICAL 155 20 TO -TOTAL DEAD 0 30.165 0.852 2685 0083 -11.911 1.336 2 195 30.037 0.852 2 685 0 083 -6.019 -0.534 4 389 29.909 0.852 2 685 0 083 -0.127 -2.405 21 STR I- 1.25DL+15UT+1.75IL 0 107.202 5.923 8688 0653 40.61 103" 2 195 107.042 5.923 8 688 0 653 -21.544 -2.654 4 389 106.882 5.923 8 688 0 653 -2.478 -15 652 22 STR III- 1.25DL+1.5UT+1.DWL 0 60.169 3.738 19751 -211 -52.429 9.837 2 195 60.008 3.663 19 751 -2 11 -9.083 1.683 4 389 59.848 3.492 19 751 -2 11 34.263 -6.186 23 STR III -O.9DL+D 9UT+l OWL 01 40.826 2.617 18311 -2303 45244 6.81 2 195 40.711 2.5431 18 311 -2 303 -5.058 1.115 4 389 40.595 2.372 18 311 -2 303 35.127 -4.296 245ER I-1.ODL+l OUT+l OLL+0.3WL 0 72.119 4.009 10394 -0351 -36.327 7.432 2 195 71.991 3.987 10 394 -0 351 -13.516 -1.351 4 389 71.862 3.935 10 394 -0 351 9.294 -10 049 255ER II-1.00L+l OUT+13LL 0 80.117 4.304 6.55 046 -30.444 7.292 2195 79.989 4.304 6.55 046 -16.069 -2.354 4 389 79.861 4.304 6.55 046 -1.693 -11.6 265TR I- 1.25DL+1.5UT+1.75VL1 0 51.955 2.553 4192 0301 -19.84 6.045 2 195 51.795 2.553 4 19211 1 -10.64 0."2 4 389 51.635 2.553 4 '921 0 301 -144 -5.161 275TRI- 125DL+15UT+1.75VQ 0 56.351 2.492 4674 0335 -21779 6.056 2 1951 56191 2.4921 46741 03351 11.523 0.586 43891 56031 2.4921 46741 0 335 -1.266 -4.884 30 EXTI-1 OODb10UT+l OEQT+0.3EDL 0 41.131 2.245 24555 -2308-57.444 6.957 2 195 41.002 2.15 24 537 -2 308 -3.576 2.134 4 389 40.874 2.056 24 519 -2 308 50.252 -2.481 31MI-1 Oo0b10UT+l OE0bo 3EDT 01 44.3541 1.958 10.5 -0045-31.068 5.458 2195 44.225 1.93 10." -0045 -8.091 1.192 4.389 44.097 1.901 10.38 -0.045 14.755 -3.011 STN INTERIOR VERTICAL B 159 20 TD-TOTAL DEAD 0 23.471 1.038 2.069 0.05 -8.894 1.796 2.195 23.372 1.038 2.069 0.05 4.353 -0.482 4.389 23.274 1.038 2.069 0.05 0.188 -2.76 215TR I-1.25DL+1.5UT+1.75LL 0 83.967 6.492 6.727 0.423 -30.418 11.942 2.195 83.844 6.492 6.727 0.423 -15.655 -2.306 4.389 83.721 6.492 6.727 0.423 -0.893 -16.554 225TR III- 1.15DL+1.5UT+1.OWL 0 46.994 3.3431 14.618 -1.349 -38.539 9.163 2.195 46.871 3.269 14.618 -1.349 -6.458 1.875 4.389 46.748 3.097 14.618 -1.349 25.622 -5.129 235TR III -0.9DL+0.9UT+l.OWL 0 32.001 2.076 13.502 -1.477 -33.175 5.805 2.195 31.912 2.001 13.502 -1.477 -3.544 1.298 4.389 31.824 1.83 13.502 -1.477 26.087 -2.924 245ER I-1.ODL+1.OUT+I.OLL+0.3WL 0 56.514 4.157 7.844 -0.224 -26.997 8.016 2.195 56.416 4.135 7.844 -0.224 -9.783 -1.093 4.389 56.317 4.084 7.844 -0.224 7.431 -10.117 255ER 11-1.DDL+I OUT+I ELL 0 62.761 4.725 5.07 0.297 -22.803 8.48 2.195 62.663 4.725 5.07 0.297 -11.676 -1.889 4.389 62.564 4.725 5.07 0.297 -0.599 -12.258 265TR I- 1.25DL+1.5UT+1.75VL1 0 40.223 2.837 3.222 0.241 -14.749 6.862 2.195 40.1 2.837 3.222 0.241 -7.678 0.637 4.389 39.977 2.837 3.222 0.241 -0.607 -5.589 27M I- 1.25DL+1.SUT+175VLZ 0 44.655 2.885 3.7N 0.213 -16.65 6.965 2.195 44.532 2.885 3.704 0.213 -8.521 0.635 4.339 44.409 1885 3.704 0.213 -0.393 -5.696 3D MI-1DODL+I OUT+I OEOT+D.3EDL 0 32.562 1.46117.917 -1.384 41.638 5.494 2.195 32.464 1.388 17.903 -1.384 -2.333 2.369 4.389 32.365 1.316 17.889 -1.384 36.942 -0.599 31 EXTI-1DODL+I OUT+1 OEQL+O 3EDi 0 34.802 1.988 7.881 0.124-23.078 5.606 2.195 34.703 1.966 7.835 0.124 -5.832 1.267 4.389 34.605 1.944 7.79 0.124 11.313 -3.024 DIAGOMLA 197 20TD-TOTALDEAD 0 -50.735 -0.028 0.051 0.015 -0.871 -0.079 6.291 -50.522 -0.028 0.235 0.015 0.029 0.099 12.53 -50.31 -0.028 0.42 0.015 2.092 0.279 215TRI- 1.25DL+1.5UT+1J5LL 0-181.775 -0.049 0.574 0.13 -3.738 0.052 6.291-181.508 -0.049 0.805 0.13 0.601 0.361 . 12.58-181.242 -0.049 1.036 0.13 6.393 0.671 225TRIO- 115DL+1.5UT+I.OWL 0-99.1981 0J42 0.6831 0.278 -3.9521 0.292 6.291 -98.932 0.22 0.914 0.278 1.169 -3.285 12.58 -98.666 -0.303 1.145 0.278 7.644 -2.47 235TRI11-0.9DL+0.9UT+I.OWL 0 -64.304 0.708 0.598 0.152 -3.199 0.094 6.291 -64.113 0.185 0.764 0.152 1.086 -3.266 12.58 -63.921 -0.337 0.931 0.152 6.419 -2.234 245ER I-LODL+I.OUT+I.OLL+0.3WL 0 -120.328 0.174 0.494 0.095 -3.035 0.009 6.291 -120.116 0.018 0.679 0.095 0.654 -0.76 12.58 -119.903 -0.139 0.864 0.095 5.507 -0.212 255ER 11-1.ODL+I.OUT+L3LL 0 -135.392 -0.047 0.417 0.075 -2.772 -0.01 6.291 -135.18 -0.0471 0.602 0.075 0.435 0.286 12.58 -134.967 -0.047 0.787 0.075 4.805 0.582 265TR I- 1.25DL+1.5UT+1J5VL1 0 -101.058 -0.048 0.197 0.034 -1.807 -0.154 6.291 -100.792 -0.048 0.428 0.034 0.16 0.146 12.58 -100.525 -0.048 0.659 0.034 3.582 0.445 275TR I- 1.25DL+1.5UT+1J5VL2 0 -96.894 0.039 0.201 0.221 -1.804 0.253 6.291 -96.628 0.039 0.432 0.221 0.189 0.004 12.58 -96.361 0.039 0.663 0.221 3.635 -0.244 30 MI-1.00DL+I.OUT+I.OEQT+0.3EOL 0 -77.213 0.414 0.814 0.373 4.144 -0.782 6.291 -77.026 0.206 1.029 0.373 1.655 -2.73 12.58 -76.839 -0.003 1.244 0.373 8.805 -3.369 31 EMI-1.00DL+LOUT+I.OEQL+0.3EDT 0 -79.352 0.1511 0.261 0.224 -1.785 -0.012 6.291 -79.226 0.089 0.545 0.224 0.751 -0.769 12.58 -79.099 0.027 0.83 0.224 5.076 -1.133 DIAGONALS 199 20TD-TOTALDEAD 01 41.606 -0.02 0034 0015 -0.906 -0.096 6 458 -41.491 -0.02 0 139 0 015 -0.348 0.034 12921 -41.37] -0.02 0 245 0 015 0.892 0.165 21 M I - 1.25OL+1.5UT+1.75I3 0-150.354 -0.046 0 366 0 076 -3.787 -0.001 6 458-150.211 -0.046 0 498 0 076 -0.999 0.295 1292 -150.068 -0.046 0.63 0 076 264 0.592 225TR III - 1250L+15UT+1DWL 0 -8741 0.6251 0156 -0201 -1.3391 0.089 6 458 -87.167 0.071 0 288 -0 201 0.096 -2.756 1292 -87.124 -0.483 0.42 -0 201 2.382 -0.825 235TR III -O.9DL+O 9UT+l OWL 0 -5874 0.612 0099 -0263 -0.639 -0.017 6 458 -58.637 0.058 0 194 -0 263 0.306 -2.779 1292 -58.534 -0.496 0 289 -0 263 1.864 -0.766 245ER I-1.00L+l OUT+l OLL+O.3WL 0 -101.203 0.153 0.23 -0047 -2.289 -0.037 6 458 -101.088 -0.013 0 335 -0047 -0.466 -0.667 1292 -100.974 -0.18 0 441 -0047 2.039 0.136 255ER II-1.ODL+1 OUT+13LL 0 -111.976 -0.039 0265 0047 -2.805 -0.035 6 458 -111.862 -0.039 0 371 0 047 -0 75 0.219 12921 -111.747 -0.039 0 476 0 047 1.986 0.474 265TR I- 1.25DL+1.5UT+1.75L3 0 -75.5261 0.0121 0117 0096 -1.792 0.22 6 458 -75.382 0.012 0 249 0 096 -0.608 0.141 1292 -75.239 0.012 0 381 0 096 1.427 0.061 275TR I- 1.25DL+1.5UT+1.75vQ 0 -8054 0.007 0135 0114 -1.898 0.079 6 458 -80.396 0.007 0 267 0114 -0.598 0.037 1292 -80.253 0.007 0 399 0114 1.553 -0.005 30E I - SOOOL+l OUT+l OEQH0.3EQL 0 -71.922 0.198 0109 -0366 -0.505 -1.528 6 458 -71.822 0.083 0.23 -0 366 0.591 -2.433 1292 -71.723 -0.032 0 352 -0 366 2.472 -2.596 31E I-1OODL+l OUT+l OEQL+03EQT 0 -67.908 0.067 0059 -003 -1.037 -0.317 6 458 -6].642 0.033 0 238 -0 03 -0.144 -0.639 1292 -67.777 O.W21 0 377 -0 03 1.775 -0.738 DIAGONAL C- SPLICED 201 20 TD-TQTAL DEAD 0 -32.89 -0.027 -0.016 0.011 0.093 -0.948 6.458 -32.79 -0.119 -0.016 0.011 -0.008 -0.477 12.92-32.691 -0.21 -0.016 0.011 -0.109 0.586 21M I- 1.25DL+1.5UT+1.75LL 0-119.481 -0.312 -0.032 0.057 0.095 -3.885 6.458-119.356 -0.427 -0.032 0.057 -0.114 -1.497 12.92-119.232 -0.542 -0.032 0.057 -0.324 1.631 226E III- 1.25DL+1.5UTn.0WL 0-69.213 -0.113 0.561 -0.132 -0.55 -1.485 6.458 -69.089 -0.227 0.007 -0.132 1.881 -0.388 12.92 -68.965 -0.342 -0.548 -0.132 -0.464 1.449 23M III -0.9DL+0.9UT+I.OWL 0 -46.476 -0.064 0.554 -0.178 -0.508 -0.766 6.458 -46.386 -0.146 -0.001 -0.178 1.876 -0.088 12.92 -46.297 -0.229 -0.555 -0.178 -0.516 1.124 245ER I-1.ODL+LOUT+I.OLL+0.3WL 0 119 1.115 -0.03 -0.081 -2.382 6.458 :355 -80.256 -0.281 -0.022 -0.03 0.495 -0.861 12.92-80.156 -0.373-0.188 -0.03 -0.361 1.253 255ER 11-1DOL+1 OUT+1311 0-88.968 -0.227 -0.028 0.035 0.091 -2.88 ' 6.458-88.868 -0.318 -0.028 0.035 -OD87 -1.12 12.92-88.769 -0.41 -0.028 0.035 -0.265 1.231 265TR I- 1.25oL+1.5117+175VL1 1 0-59.328 -0.0970.0031 0.084 -0.018 -1.834 6.458 -59.204 -0.211 0.003 0.084 -0.002 -0.838 12.92 -59.079 -0.326 0.003 0.084 0.015 0.897 27 STR I- 1.25DL+15UT+1.75VL2 0 -64.882 -0.118 0 0.086 0.02 -1.988 6.458 -64.758 -0.233 0 0.086 0.019 -0.855 12.92 -64.634 -0.347 0 0.086 0.017 1.017 30 MI-IOOOL+1 OUT+I OEQT+O3EQL 0 -56.776 -0.064 0.101 -0.258 0.981 -0.688 6.458 -56.689 -0.169 0.002 -0.258 1.314 0.065 12.92 -56.602 -0.275 -0.098 -0.258 1.001 1.5 31 MI - IOOOL+I OUT+I OEQL+O HOT 0 -53.95 -0.042 0.034 -0.017 0.251 -1.177 6.458 -53.894 -0.18 0.004 -0.017 0.371 -0.459 12.92 -53.837 -0.318 -0.026 -0.017 0.297 1.151 END FLOOR BEAM 600 20 TO TOTAL DEAD 0 0.212 0.634 0.023 0 -0.135 0.691 5.5 0.212 -0.027 0.023 0 -0.01 -1.085 11 0.212 -0.673 0.023 0 0.114 0.969 215TR I- 1.25DL+1.5UT+1J5LL 0 3.947 2.848 0.186 0.004 -1.142 0.895 5.5 3.947 -0.908 0.186 0.004 -0.119 -6.439 11 3.947 -4.314 0.186 0.004 0.904 10.033 225TR III- 1.25DL+1.5UT+1AWL 0 -15.089 15.254 -1.806 -0.042 9.899 80.346 5.5 -15.089 14.097 -1.806 -0.042 -0.034 -0.419 11 -15.089 13.29 -1.806 -0.042 -9.967 -75.571 235TR III-0.9DL+0.9UT+I.OWL 0 -16.231 15.238 -1.861 -0.044 10.214 81.549 5.5 -16.231 14.445 -1.861 -0.044 -0.022 -0.125 11 -16.231 13.863 -1.861 -0.044 -10.258 -77.857 245ER I-1.ODL+I.OUT+I.OLL+0.3WL 0 -2.837 6.252 -0.462 -0.011 2.466 25.293 5.5 -2.837 3.886 -0.462 -0.011 -0.073 -3.752 11 -2.837 1.755 -0.462 -0.011 -2.612 -18.021 255ER II-1+ODL+I.OUT+I3LL 0 2.743 2.2 0.1311 0.003 -0.8071 0.989 5.5 2.743 -0.612 0.131 0.003 -0.088 -4.877 11 2.743 -3.188 0.131 0.003 0.632 7.151 265ER I- 1.25DL+1.5UT+1J5VL1 0 2.344 0.5 0.109 0.002 -0.718 -1.715 5.5 2.344 -0.547 0.109 0.002 -0.117 -1.663 11 2.344 -1.355 0.109 0.002 0.484 3.729 D STRI-1.25DLa1.5UT+1J5VL2 0 1.91J 0.559 0.09J 0.002 -0.56 -0.943 5.5 1.91] -0.487 0.097 0.002 -0.027 -1.219 11 1.91J -1.295 0.097 0.002 0.506 3.844 30 D(TI-IOOOL+1 OUT+1 OEQT+0.3EQL 0 -24.23 21.275 -2.828 -0.059 15.098 115.119 EFFECEVE - 5.5 -24.87 20.394 -2.702 -0.059 -0.12 0.477 WORANG LMSASE assm9xs 9KFT 11-25.383 19.748 -2609 -0059 -14705-109784 31 EXT I- 1000L+10UT+1 OEQL+03EQT 0 -6.393 6.712 -1.161 -0.0151 4.6881 34.109 5.5 -6.5851 5.831 -0.74 -0.015 -0.57 -0.435 11 -6,7391 5.185 -0.431 -0.015 -3.718 -30.599 INTERIOR FLOOR BEAM -TO VERT.A 602 20 TD-TOTAL DEAD 0 0056 0J62 0002 0 -0.015 1.017 5.5 0 056 -0.018 0 002 0 -0.002 -1.286 11 0 056 -0.799 0 002 0 001 1.22 215TR I- 1.25DL+1.5UT+1.75LL 0 442 6.613 0041 0001 -0.261 10.2 5.5 442 -0.205 0041 0001 -0.035 -11797 11 442 -6.693 0 041 0 001 0.192 11.63 225TR III- 1.25DL+1.5UT+1.DWL 0 -32.785 4.554 -0575 -0013 3.176 21397 5.5 -32.785 3.249 -0575 -0013 0.015 -0.304 11 -32.785 2.274 -0575 -0013 -3.145 -15168 235TR III -O.9DL+D 9UT+l OWL 0 -34.045 4.223 -0589 -0014 326 21034 5.5 -34.045 3.323 -0 589 -0 014 002 0.098 11 -34.045 2.621 -0 589 -0 014 -3.219 -16 015 245ER I-1.ODL+l OUT+l OLL+0.3WL 0 -795 5.044 -0156 -0003 0.845 12154 5.5 -795 0.894 -0156 -0003 -0.013 -6.742 11 -795 -3.037 -0156 -0003 -0.873 1.772 255ER 11-1.00L+l OUT+13LL 0 3051 4.955 0028 0001 -018 7.649 5.5 3 051 -0.141 0 028 0 001 -0.025 -8.864 11 3 051 -5.016 0 028 0 001 013 8.647 265TR 1- 1.25DL+1.5UT+1.75VL1 0 3308 8.597 0024 0001 -0.147 11.36 5.5 3 308 0.402 0 024 0 001 -0.014 -8.988 11 3 308 -7.574 0 024 00011 0.1191 12 226 27STRI- 125DL+15UT+175VQ 0 18751 1.0811 00211 00011 -0.12] 1.415 5.5 1875 -0.114 0021 0001 -001 -1.514 111 18751 1.099 00211 00011 0.1081 2.119 30 EXTI-100Db10UT+l OEQT+0.3EDL 0 49.864 5.379 -0992 -0018 4.964 27964 SEE END FLOOR BEAM FOR EFFECTIVE 5.5-50.634 4.379 -0 843 -0018 -012 0.926 MOMENT DESCRIPTION 11-51.273 3.598 -0724 -0018 4.384 -20753 31 EXT I-100Db10UT+l OEObo 3EDT 0-119491 2.097 -0696 -000511 2.023 8.396 5.5 -14 18 1.097 -0 199 -0 005 -0.565 -0.593 11 -14.372 0.317 0196 -0005 -042 -4.222 INTERIOR FLOOR BEAM -TO VERT.B 606 20 TD-TOTAL DEAD 0 0.374 0.968 -0.006 0 0.034 2.166 5.5 0.374 0.188 -0.006 0 0.003 -1.274 11 0.374 -0.592 -0.006 0 -0.028 0.097 215TR I-1.25DL+1.5UT+1.75LL 0 5.449 7.576 0.006 0.001 -0.025 15.078 5.5 5.449 0.758 0.006 0.001 0.007 -12.214 11 5.449 -5.731 0.006 0.001 0.04 5.918 225TR III- 1.15DL+1.5UT+I.OWL 0 -23.679 1.775 -0.365 -0.01 1.998 5.995 5.5 -23.679 0.47 -0.365 -0.01 -0.011 -0.418 11 -23.679 -0.506 -0.365 -0.01 -2.02 0.005 235TR III -0.9DL+0.9UT+l.OWL 0 -25.075 1.213 -0.371 -0.011 2.028 4.196 5.5 -25.075 0.312 -0.371 -0.011 -0.013 -0.181 11 -25.075 -0.39 -0.371 -0.011 -2.0541 0.266 245ER I-1.ODL+1.OUT+1.OLLw.3WL 0 4.671 4.661 -0.11 -0.003 0.6031 9.688 5.5 4.671 0.51 -0.11 -0.003 0 -7.098 11 4.671 -3.42 -0.11 -0.003 -0.603 3.525 255ER 11-1.ODL+1 OUT+l3LL 0 3.833 5.659 0.003 0.001 -0.008 11.157 5.5 3.833 0.559 0.003 0.001 0.005 -9.204 11 3.833 4.316 0.003 0.001 0.019 4.459 26 STR I- 1.25DL+1.5UT+1.75VL1 0 2.567 1.599 0.005 0.001 -0.023 4.509 5.5 2.567 0.398 0.005 0.001 0.006 -1.238 11 2.567 -0.577 0.005 0.001 0.036 -0.424 27 STR I- 1.25DL+15UT+1.75VL2 0 2.315 1.598 0.002 0 -0.003 4.557 5.5 2.315 0.403 0.002 0 0.006 -1.214 11 2.315 -0.573 0.002 0 0.014 -0.422 30 EXTI-1 OODL+I OUT+I OEQT+D.3EQL 0-36.143 0.926 -0.66 -0.015 3.07 3.151 SEE END FLOOR BEAM FOR EFFECTIVE 5.5-36.913 -0.075 -0.51 -0.015 -0.186 0.609 MOMENT DESCRIPTION 11-37.552 -0.855 -0.392 -0.015 -2.621 3.424 31 EXT1 1OODL+I CUT+I OEQL+0 HOT 0 -9.4331 1.129 -0.615 -0.0041 1.5361 3.156 5.5 -9.664 0.129 -0.117 -0.004 -0.604 -0.506 11 -9.855 -0.652 0.277 -0.004 -0.011 1.191 ENDPIPESTRUT 724 20 TO TOTAL DEAD 0 -0.298 0.174 0.007 0 -0.039 0.332 5.5 -0.298 0.004 0.007 0 -0.002 -0.158 11 -0.298 -0.167 0.007 0 0.034 0.289 21STRI- 1.25DL+1.5UT+1J5LL 0 -2.344 2.334 0.006 0.001 -0.04 5.455 5.5 -2.344 2.121 0.006 0.001 -0.009 -6.796 11 -2.344 -3.671 0.006 0.001 0.022 8.87 22STRIII- 1.25DL+1.5UT+IAWL 0 -1.308 6.723 -0.221 -0.006 1.198 29.701 5.5 -1,3081 6.51 -0.221 -0.006 -0.015 -6.688 11 -1.308 0.718 -0.221 -0.006 -1.228 -15.16 23STRIII-0.9DL+0.9UT+I.OWL 0 -0.83 5.818 -0.217 -0.007 1.178 27.613 5.5 -0.83 5.664 -0.217 -0.007 -0.015 -3.962 11 -0.83 2.163 -0.217 -0.007 -1.209 -18.646 24 SER I-1.ODL+I.OUT+I.OLL+0.3WL 0 -1.513 2.903 -0.06 -0.002 0.323 10.988 5.5 -1.513 2.732 -0.06 -0.002 -0.01 -4.508 11 -1.513 -1.157 -0.06 -0.002 -0.342 -1.238 255ER II-1.ODL+I.OUT+I3LL 0 -1.691 1.585 0.006 0.001 -0.039 3.7 5.5 -1.691 1.415 0.006 0.001 -0.007 -4.551 11 -1.691 -2.475 0.006 0.001 0.025 5.965 26 STR I- 1.25DL+1.5UT+1J5VL1 0 -L25 1.643 0.004 0 -0.028 3.827 5.5 -1.25 1.43 0.004 0 -0.006 -4.625 11 -1.25 -2.502 0.004 0 0.017 5.926 27STR1- 1.25DL+1.5UT+1J5VL2 0 -1.10] 1.658 0.002 0 -0.013 3.882 5.5 -1.107 1."51 0.002 0 -0.002 -4.649 11 -1.107 2.4881 0.0021 0 0.01 5.821 30 EXTI-1.00DL+I.OUT+I.OEQT+0.3EQL 0 0.4 7.757 -0.71 -0.008 3.203 37.847 5.5 0.4 7.586 -0.686 -0.008 4U.635 -4.346 11 -2.596 3.697 -0.141 -0.008 -1.845-27.772 31EXTI-I.00DL+LOUT+I.OEQL+0.3EQT 0 -0.525 3.476 -0.978 -0.0021 3.0761 14.116 5.5 -0,5251 3.305 -0.898 -0.002 -2.084 -4.53 11 -1.424 -0.5851 0.918 -0.0021 1.521 -4.409 INTERIOR PIPE STRUT 726 20 TD-TOTAL DEAD 0 0211 0.176 -0014 0 0.076 0.351 5.5 0 211 0.005 -0 014 0 -0.002 -0.148 11 0 211 -0.165 -0 014 0 -0.079 0.292 215TB I- 1.25DL+1.5UT+1.751L 0 -1733 2.549 -0077 0001 0.412 6.557 5.5 -1733 2.336 -0 077 0 001 -0 01 -6.875 11 -1733 -3.456 -0 077 0 001 -0.432 7.609 22M III- 1.25DL+1.5UT+1.DWL 0 1299 3.958 -0301 -0 ON 1.658 14579 5.5 1299 3.744 -0301 -0 ON 0.001 -6.602 11 1299 -2.047 -0301 -0 ON -1.656 0.134 235TR III -0.9DL+09UT+l OWL ol 168 2.971 -0281 -O ON 1.553 1211$ 5.5 1681 2.817 -0281 -0 ON 0.006 -3.799 11 168 -0.683 -0281 -0 ON -1.541 -2.826 245ER I-1.ODL+l OUT+l OL1w.3WL 0 -0387 2.154 -0125 -0001 0.686 6.892 5.5 -0387 1.984 -0125 -0001 -0.003 -4.4$8 11 -0387 -1.906 -0125 -0001 -0.692 2.9 255ER 11-1.ODL+l OUT+13LL 0 -1186 1.73 -0055 0001 0.297 4.451 5.5 -1186 1.559 -0055 0001 -0.007 -4.594 11 -1186 -2.33 -0055 0 001 -0 31 5.129 265TR 1- 1.25DL+1.5UT+1.75VL1 0 -2028 1.762 -0043 0001 0.234 4.4$9 5.5 -2 028 1.549 -0 043 0 001 -0.005 -4.615 111 -2 028 -2.383 -00431 0 001 -0.2431 5.283 27STRI- 125DL+15UT+175VQ 0 -0429 M -0041 0 0.214 4.393 5.5 -0 429 1.559 -0 041 0 -0 01 -4.765 111 0 429 -2.374 -0 041 0 -0.2331 5.078 30 EX I - 1 OODL+S OUT+S OEQT+0.3EQL 0 3871 3.608 -0807 -0007 3.768 15326 5.5 3 871 3.437 -0 783 -0 007 -0.603 -4.048 11 0 875 -0.452 -0 238 -0 007 -2.345 -4.653 31 EXT I -l Ooobl OUT+l OEQbo 3EQT 0 -01431 2.244 -0989 -000211 318 7.33 5.5 -0143 2.074 -0 909 -0 002 -2.039 -4.545 BRACE DIAGONAL- BOTTOM CHORD 700 20 TD-TOTAL DEAD 0 -0.055 0.1 0 0 0 0 6.875 -0.055 0 0 0 0 0 13.75 -0.055 -0.1 0 0 0 0 21M I-1.25DL+1.5UT+1.)5LL 0 -2.599 0.125 0 0 0 0 6.875 -2.599 0 0 0 0 0 13.75 -2.599 -0.1251 0 0 0 0 22M III- 1.25DL+1.5UT+I.OWL 0-23.805 0.125 0 0 0 0 6.875 -23.805 0 0 0 0 0 13.75 -23.805 -0.125 0 0 0 0 23M III -0.9DL+0.9UT+I.OWL 0-22.843 0.09 0 0 0 0 6.875 -22.843 0 0 ol ol 0 13.75 -22.843 -0.09 0 0 0 0 245ER I-1.ODL+1.OUT+1.OLLw.3WL 0 -8.139 0.1 0 0 0 0 6.875 -8.139 0 0 0 0 0 13.75 -8.139 -0.1 0 0 0 0 255ER 11-1➢OL+l OUT+13LL 0 -1.755 0.1 0 0 0 0 6.875 -1.755 0 0 0 0 0 13.75 -1.755 -0.1 0 0 0 0 265TR 1- 1.25DL+1.5UT+1.75VL1 0 -1.553 0.125 0 0 0 0 6.875 -1.553 0 0 0 0 0 13.75 -1.553 -0.125 0 0 0 0 27 5TR 1- 1.25DL+1.5UT+1.75VL2 0 -1.35 0.125 0 0 0 0 6.875 -1.35 0 0 0 0 0 13.75 -1.35 -0.125 0 0 0 0 30EM 1000L+1OUT+l0EQT+0.3EQL 0 47.124 0.1 0.056 0 0 0 6.875 47.073 0 0 0 0 0 13.75 47.022 -0.1 -0.056 0 0 0 31 MI-IOODL+10UT+l OEQL+03EQT 0-13.6370.11 0.051 ol ol 0 6.875 -13.648 0 0 0 0 0 13.75 -13.658 -0.1 -0.051 0 0 0 BRACE DIAGONAL - FLOOR BEAM 750 20 TO TOTAL DEAD 0 0.428 0.159 0 -0.017 0.006 0.606 7.028 0.428 0.056 0 -0.017 0.004 -0.15 14.06 0.428 -0.046 0 -0.017 0.003 -0.185 215ER I- 1.25DL+1.5UT+1J5LL 0 -0.944 0.328 0.005 -0.029 -0.022 1.596 7.028 -0.844 0.2 0.005 -0.029 0.012 -0.262 14.06 -OS44 0.072 0.005 -0.029 0.047 -1.218 225ER III- 1.25DL+1.5UT+IAWL 0 48.08 0.287 -0.063 -0.144 0.469 0.92 7,0281 48,081 0.159 -0.063 -0.144 0.024 -0.645 14.06 48.08 0.03 -0.063 -0.144 -0.421 -1.309 235ER III-0.9DL+0.9UT+I.OWL 0 48.769 0.214 -0.065 -0.132 0.477 0.571 7.028 48.769 0.121 -0.065 -0.132 0.021 -0.607 14.06 48.769 0.029 -0.065 -0.132 -0.435 -1.136 245ER I-1.ODL+I.OUT+I.OLL+0.3WL 0 14.333 0.251 -0.017 -0.055 0.133 1.063 7.028 14.333 0.148 -0.017 -0.055 0.013 -0.337 14.06 14.333 0.045 -0.017 -0.055 -0.107 -1.017 255ER 11-1.ODL+I.OUT+l.3LL 0 -0.437 0.252 0.003 -0.021 -0.014 1.203 7.028 -0.437 0.149 0.003 -0.021 0.009 -0.208 14.06 -0.437 0.047 0.003 -0.021 0.033 -0.897 265ER I- 1.25DL+1.5UT+1J5VL1 0 -U.Mil 0.218 0.004 -0.009 -0.02 0.865 7.028 -0.5811 0.004 -0.011 0.011 -0.215 14.06 -0.581 %09 -0.039 0.004 -O.o09 0.042 -0.3. 275ER1- 1.25DL+1.5UT+1J5VL2 0 -0.4781 0.2341 0.002 -0.035 -0.006 1.025 7.028 -0.4781 OAD61 0.002 -0.035 0.008 -0.171 14.06 -0.4781 0.022 0.002 -0.035 0.022 -0.466 30 MI-1.00DL+I.OUT+I.OEQT+0.3EQL 0 69.956 0.245 -0.059 -0.189 0.616 0.624 7.028 69.888 0.143 -0.095 -0.189 0.076 14.06 69.819 0.04 -0.131 -0.189 -0.717 -1.381 31EXTI-l0ODL+l.0UT+1.0EQL+0.3EQT 0 20.492 0.213 -0.054 -0.063 0.2521 0.836 7.0281 20.4441 0.11 -0.03 -0.063 -0.044 -0.298 14.061 20.397 0.007 -0.007 -0.063 -0.175 -0.711 SPLICED BRACE DIAGONAL 753 20 TD-TOTAL DEAD 0 -0812 0.172 -0003 -0038 0.017 0.644 ] 028 -0 812 0.069 -0 003 -0 038 -0.005 -0.204 14 06 -0 812 -0.033 -0 003 -0 038 -0.027 -0.331 21 SER I- 1.25DL+1.5UT+1.751L 0 -5003 0.382 -0008 -0105 0.035 1J67 ] 028 -5003 0.254 -0008 -0105 -0.019 -0.467 1406 -5003 0.125 -0008 -0105 -0.073 -1.799 225TR III- 1.25DL+1.5UT+1.DWL 0 35.294 0.268 -0052 -0167 0.429 0.748 ] 028 35.294 0.14 -0052 -0167 0.066 -0.684 1406 35.294 0.011 -0052 -0167 -0.296 -1.215 23 SER IO- OaOL+o 9UT+l OWL 01 36.695 0.184 -0051 -0138 0.426 0.36 ] 028 36.695 0.092 -0 051 -0138 007 -0.61 14 06 36.695 0 -0 051 -0138 -0.287 -0.931 245ER I-1.ODL+l OUT+l OL1w.3wL 0 8373 0.271 -0.02 -0098 0.149 1.093 ] 028 8 373 0.169 -0.02 -0 098 0.011 -0.452 14 % 8 373 0.066 -0.02 -0 098 -0.128 -1.277 255ER 11-1.00L+l OUT+13LL 0 -3562 0.292 -0006 -0078 0.028 1.327 ] 028 -3 562 0.189 -0 006 -0 078 -0.014 -0.361 14 % -3 562 0.086 -0 006 -0 078 -0.056 -1.328 265TR I- 1.25DL+1.5UT+1.75VL1 0 -2 904 0.253 -0 ON -0076 0.019 1.061 ] 028 -2 904 0.125 -0 004 -0 0]6 -0.008 -0.265 14 06 -2 904 -0.004 -0 ON -0 076 -0.035 -0.69 27STRI- 125DL+15UT+1.75VU 0 -26191 0.265 -0004 -0081 0.121 1.13] 70281 -2 619 0.137 -0 004 -0 08 -0 Ol -C 75 14061 -26191 0.008 -0 004 -0 08 -0041 0J85 30 EX I - 1 OOOb10UT+l OEQT+0.3EQL 0 52.402 0.198 -0035 -0195 0.524 0.304 ] 028 52.334 0.095 -0 071 -0 195 0.149 -0.724 14 M 52.266 -0.008 -0 107 -0195 -0.478 -1.031 31 EXT I-1000b10UT+l0EQbo 3EQi 0 14.564 0.215 -0049 -0096 0.223 0.805 ] 028 14.516 0.112 -0 025 -0 096 -0.03] -0.344 14061 14.4681 0.01 -0 002 -0 096 -0.132 -0.772 AASHTO LRFD BOTTOM CHORD JOB# fi44105-10 Location- Aubum, WA Engineer' MJH The crebcal combined axial and bantling loads in the bottom chord, as taken from the computer analysis are Axial loetl (P) =M12 kips H5512X12X112 In -plane bending moment f iln)It kips Out -of -plane bending moment (M„) =If Mps Member At (from analyses) = Load combination = I sm Tensile Resistance (AASHTO 6821) P, = Lessor of W values P,=My Fir Aa P,= 99275 P,=(0, Fi, A, R,U P,= 1053 Spliced P,= 99275 kips Flexural Resistance (AASHTO 612.222) Yielding: M,i=NI„=Fix Z M„,=Mi 4480 k-In M„YM% 4480 k-In Local Rance Buckluw. (AASHITO 6.12.2.2.2) If A o Ay, then: Ai.=b,0= 21.81 Ae=byWI*= 21.81 hrr (oompact flange)= 26.87 AA(non-compact flange) = 33.72 If A, S A,,, ten, Ms NA k-m M" = NA k-en If A, >M. ten, Mi NA IN -in Mi NA k-en Web Local Buckling If Dk, Api then. Dx1t„= 22.81 Dyi 22.81 Aa (compect exidu 5828 Mi NA k-in Mm NA k-in Mmmm= 4480.00 k-en µ,ymen= 4480.00 k-en m,= 10 Me Of M, Mi of Mi M„ = 4480 00 k-en M = 4480 00 k-en Check Combined! Ariel Tension and Flexure (AASHTO 682.3) 1.00 5 1.0 GOOD AASHTO LRFD BOTTOM CHORD SPLICE JOBk 644105-10 SERVICE II -LL Actual Loading= 590.3 kips 5.13211 HSS12X12X112 Properties Rn=Kh-Kekli Eq 61328-1 Area= 209 In° Kh= 100 Ns= 1 X= 12 in Ks = 030 PI= 51 Y= 12 In Nom Slip Resistance= 153 kips t= 005 In k of Bolts Required= 39 bolts bd= 1.09' in Bolts Providetl= 40 bolts Fy= 50 an Prov For = 612.0 kips OK Fu= 10 an STRENGTHI-LL Pr= 9928 kips 75%Pr= 7446 kips 6.13A Actual Loading= 7922 kips Ave. (Actual + Pr) = 8925 kips Required Design Loading= 81 kips He= 0 56'Ab-Fub'Ns - Threads Exclude! from Plane Eq'6132.7-1 Ab= 0185 in 2Fub= 120 kips Ns= 1 Resistance factor= 0.8 Nom Resistance = 42.2 kips k Fastners regd= 22 kips Bolts Provided= 40 bolts Prov Rn= 16N9 kips OK R,= 1.21-di Eq: 6.13.29-2 Resistance factor= 08 Nominal Resistance= 5859 kips Prov Bearing Rn= 23436 kips OK R,=(PnRs(0.59 FA,+Um if 5(p,,Rs(0.59Ffy+Ue.F,fy,) Eq 6134-1 Rawl of Bolts= 2 Width of Row = 3 Ps.= 08 AM= 34.l In Rupture Resistance= 11551 kips OK Rs= 10 Am= 09 m2 Ua= 10 A,v= 52.9 m2 Use 40 -1 00" die A325 bolts each side of the splice in single shear PlateT121212 USE 4 341- X 8 PLATES P,=P2'Fr',%= 1140.0 kips Or= 0.96 A,= 20.400 in P,=O,'F„'k'R,'U= 11424 kips As= 24.000 ln2 Rs= 1 Pr= 11400 kips P,= 08 U= 1 Plate capacity= 11400 kips OK R, = 2 4di 16+13+2.9-1 Nominal Resistance= 126.0 lops Prov Bearing Rn= 5040 lops OK Splice Capacity= two kips OK U-FRAME CALCULATION JOB# 644105-10 Location :1 Aubum, WA Engineer: MJH Max Load Load Combination Memberlt P= 59994 kips 5 RI I'10DL+1.0LL+03WLL 36 C = E 30.16 h21(hl31v)+go )1 Where: E = Steel Modulus of Elasticity 29WO Iasi b= Width of Wool from center line of chord to ctlord 1320 in h = Height of truss from center lines of top dgrd and floorbeam. 61.35 in 1,= Moment of media of the vertically 202 In is = Moment of nreNe of Me floorbeam 428 In L=Spacing between verticals 1051n By extrapolation from Table 7.1.2-1 of -I* orverrous values of CUP,", you are able M calculate a k value. pASHTO Guide Spec) CUP,= 2,80 Safety Factor= 1.33 Per MSHTO Guide Spec lak ::F 1.00 ku 1.00 USE . 1.30 Note Use a minimum k value for design fro the top chord of 1 3: However, conservatively use an outof- plane bantling force of 11100k bmea Me top chord compression, (with a k value of 1 0 ), for streiglh design of the verticals and fool beams and their connections Told Chord Where. C=h'[h/37E+8/27, L= Length inl Inches or Ore Truss Pa P = Buckling Lord =Top Chord Compression • F S n=Number of Panels Reference- Galambos, T V (1988) "Guide to Stability Design Cdteda for Meal Structures', 4M Ed., PP 515-529 Copyright 0 1988 Reprinted by permission of John Wiley and Sons, Inc AASHTO LRFD TOP CHORD JOB# 6M105-10 Location- Auburn, WA Engineer- MJH The radical combined anal and bantling loatls in Me trip chord, as taken from Me computer anali are: Anallgatl (P1= 85029 kips HSS12XIW12 In -plane bentliag moment (M �1= 2972 fl-kips Outofplane bending moment (M„ 1= 015 ft kips Member#(hom analysis)= 38 Load combination = aliI-,xsa. r sur. nnc Slenderness K,= 100 Kr= 1.30 1= 105 in Compressive Resistance Pi m, P, K j K,1 224,t 29A7 Max= N17 5 120 GOOD (AASHT0693) (MSHTO 694.1-182) 8 (MSHTO 694A 2-1) m,= 0.95 Flexural Resistance (MSHTO 612.222) )lending: At,=,pro-T,2 Ali 4480k-In Local Flange Buckling (MSHTO 612.222) If At AN, then: Aa=bisU= 21.81 As (compact flange) = 26 97 If At 5 An, Men, Iii NA k-m If A,>M. Men, I it NA k-In Web Loral Buckling. 58.28 A, (compact web)= If Dlt,,.> An.,, that K it NA k-In P,= 932.88 kips M,r M% 4480 k-in An, =bi= 2181 Ai(noncompact flange)= 33.72 M,y= NA k-in M,r NA k-In Deno= 2281 Dyk= 2281 Ali NA k-In M,,,min= lw1W k-In Mmmm= 4480 k-en of= 10 Me of 14, Mint =of me M„= 4480 k-In M = 4480 k-In Check Combined Axnal Compression and Flexure (MSHTO 69.22) 098 5 10 GOOD AASHTO LRFD TOP CHORD SPLICE JOB# fi44105-10 Required Design Loading= l kips 6.13.1 HSS12X12Xi12 Actual Loading= 826.4 lops Properties Area= 209 In Pr= 932.9 kips X= 12 In 75%of Pi= 699.T kips Y= 12 In Average (Pr + Actual)= 879S kips t= 0.465 In bd= loly' in R,= 056-M-FuWNs Eq 6132.7-1 Fy= 50 on Threads Excluded In Shear Plane Fu = To ksl Ab= O785 in 2 Pub= 120 lops Ns= 1 resistance factor= 08 Nominal Resistance= 42.2 kips It of Bolls Required= 21 bdts Bolts Provided= 32 looks Prov Rn= 13511 kips OK R,= 121-ctFu Eq: 6.13.2.9-2 resistance factor= 0.8 Nominal Resistance= 5859 kips Prov Bearing Rn= 1874.88 kips OK Use 32 -1 00" dim A325 bolts each side of the splice In single shear. T121212 USE 4 - 14 " X 8 PLATES P"= A.= 804989 kips Properties =2 �� Ag = 24 000 in Unsupported L= 400 in Po=O'Fy'As= 12M0 kips K= 1000 r= 0433 In [�Pp P, = 0 Rd, Po 1192.5 kips 0= 1 J Vedfy Pin = 11925 kips dtc'Pn= 954.054.0 kips OK R,= 2.4dol Eq:6A&29-1 Nominal Resistance= 126.0 ki s Prov Bearing Rn = 4032 kl s OK Splice capacity= 9 kips AABHTO LRFO END VERTICAL DESIGN JOB, 841105-10 Located I Auburn, WA Engineer MJH The critical combined seal and bending loads in the end vertical, as taken from the computer analysis are Axial load (P,) = 145.91 bps HSS12X12Xi12 In -plane bantling moment (M.)= 3408 fl-bps Out -of -plane bending moment (K..)= 055 fl-kips Out -of -plane U-frame(M„,)= ]46 If kips Total Out -of -plane moment(Mri- 800 fl-bps Member ll(from analysis)= 98 Load combination = STR -1 25DL a 1 ]SLL Slenderness K.= 1.00 1,= 114.00 in 1-1 - 24.36 K f _ 26.22 Kr= 200 Iy= 6135 in Max= 2822 s 120 G000 (AASHTO 69.3) Compressive Resistance (AAS 6.9.4.1-1&2) & (MSHTO 6.9.4.1.2-1) P,=m�pin 0,= 095 P,= 94409 kips Flexural Resistance (AASWO 612222) Yielding: M,=Me=FZ M,~ 4460 k-in MM Myr 4480 k-in Local Flange Buckling(A I-ITO 612222) If At> Aq, then A„=b,rA,e= 21.81 Ae=boM1,= 21.81 AH(immpact flange) = 2697 A,(non-oompact flange)= 33.72 If H s A,,, Men, M,,,= NA k-In Mi NA k-In If A,>4 then, Mi NA k-In Mm NA k-In Web Local Buckling: If Di>kips, then: Dxl(,.= 2281 Dy4,,.= 2281 !,,(compact web)5828 Mi NA k-In Mm NA k-In M=,min= 4480.00 k-in fA„sem= 448000 k-in Of 10 Me O, M,,, Mn= O, K, Ma = 448000 k-in M = 4480 00 k-m Check Combined! Axial Compression and Flexure (A SHTO 6922) 019 5 10 GOOD End vertical to Top chord connection Must load (P„) _ ]2.95' bps 'Only 1 2 of Me axial load due to the In -plane bending moment (M.) = 34.08 fl-kips double mitered diagonal Total out -of -plane moment (Mk,) = 800 fl-bps Whether #(from analysis)= 98 Load combination = STR -1 25DL * 1 ]SLL Conservatively assume all the stresses go through the two partial penetration welds. aetl Resistance (AASHT0613323a-1) bei= 08 Fy= 70 our Rr=064tel Fy R,= 3360 kid Calculate Connection Factored Stress 4= 047 in (Controlling thickness of weld throat) A,a= 1116 m' St,= 2232 ins P +M� +Me <R Sat= 66.96 m Adr SM S. ' FA,= 4MuM k-m Wy= 9605 k-in 263 km s 3360 on GOOD AASHTO LRFO INTERIOR VERTICAL A DESIGN JOB, 844105-10 Location'I Auburn, WA Engineer: MJH The critical combined east and bending loads in the interior vertical, as taken from the computer analysis ere Axial load (P„)= 58.1] kips HSS10X10Xi12 Inplane bantling moment (M.)= fi289 fl-kips Out -of -plane from Analysis(M„y)= 1145 8-kips Out -of -plane U-fame (M„y)= 1 334 fl-kips Total Out -of -plane moment (NLy) = 1479 fl-bps Member Itfrom analysis)= 151 Load combination = m Slenderness (AASHTO693) Kl K= 1.00 1,= 114.00 in K') = 29.53 = 31.79 Ky= 200 Iy= 6135 in r, ry Max= 3179 5 120 GOOD Compressive Resistance (AABMO 6.9.4.1-1&2) & (A HTO 6.9.4.1.2-1) Fir =(0, Pn m'= 095 P,= 75881 kips Flexural Resistance (AASHTO 6122.22) Yielding: Mf -M,=ez M,,, M� 3035 k-m Local Flange Buckling (A !-[TO 612222) If A,> AV, then' Ara=bol = 2181 AK (compact flange) = 26 9] If Ars Aa, then, M,o NA k-in If A,>4 then, Mm= NA k-In Web Local Buckling: If DM,,.>Alps, then: Dxft,.= 2281 !,,(compact web)5828 Mm= NA k-In Mir M% 306 k-m 4=6oyj ft= IT51 A, bnoncornpact flange)= 33.72 M NA k-in Mm NA k-In DyA,.= 1851 Mm NA k-In M,„mm= 3035.00 k-in M,ymm = 3035.00 k-in Of 10 Me Of K, Mn=O, M„y M„ = 303600 k-m M = 303600 k-m Check Combined! Axial Compression and Flexure (AASHTO 6922) 035 5 10 GOOD Interior Vertical to Bottom Chord Connection Axial load )P.)= 2909 kips In -plane bending moment (M..) = 62.69 fl-kips Total Ouhof-plane moment (Mk,,) = 1145 fl-kips om A MembeLandr combination EM 1151tODL+10UTa 10EOT+03EOL 12" IIMMM mono b n thew12 Factored Resistance m,i= 0.6 F,m 70 km Connection Check t, = 0.3536 In indictments of mid threat) A,n= 11.225 m° I, = 31 75 in (them Included) Sip= 3341 In ° (been Included) S,= 5150 in. (beol Included) b,a= 388 s 10 In Use Effective Weld Prapedies From AISG, 14th Ed. WI Conservative assumption of 2 inch haunch '• For overlapped joints, assume 1Y of the axial load passes through the connection, the other W of the anal lead is transferred directly between the overlapped diagonal and the vertical R=0.6 raw F,m p=Bc/B= 083 but when 6>0.85 or 9> W'. b,,,l2 shall not> 2in It. used = 3 875 in M„= 76465 k4n Mw.= 137.40 lcm 27 85 kin P Mw My A + S + S. 5 R, m (AASIRO 6.13.3) R, 33.60 on 8=90° < 33.0 ken GOOD (AISG M5) (AISG K4-6) (AISG K4-7) (AISC K2-13) AASHTO LRFO INTERIOR VERTICAL A DESIGN JOB, 844105-10 Location'I Auburn, WA Engineer MJH The critical combined east and bending loads in the Interior vertical, as taken from the computer analysis ere Axial load (P„)= 41.13 kips HSS10X10Xi12 In -plane bantling moment (M.)= 5]44 fl-kips Out -of -plane from Anatysts(M„y)= 696 8-kips Out -of -plane U-frame (M„y)= 1 548 fl-kips Total Out -of -plane moment (NLy)= 1 1244 fl-bps Member ll(from analysis)= 155 Load combination = m Slenderness (AASHTO693) Kl K= 1.00 1,= 114.001n K') = 29.53 = 3139 Ky= 200 Iy= 6135 in r, ry Max= 3179 5 120 GOOD Compressive Resistance (AABMO 6.9.4.1-1&2) & (A HTO 6.9.4.1.2-1) Fir =(0, Pn m'= 095 P,= 75881 kips Flexural Resistance (AASHTO 6122.22) Yielding: Mf -M,=ez M,,, M� 3035 k-m Local Flange Buckling (A !-[TO 612222) If A,> AV, then' Aa=bol = 1751 AK (compact flange) = 26 9] If Ar S Aa, then, M,o NA k-in If A,>4 then, Mm= NA k-In Web Local Buckling: If DM,,.>Alps, then: Dxft,.= 1851 !,,(compact web)5828 Mm= NA k-In Mir M% 306 k-m 4=6oyj ft= IT51 A, bnoncornpact flange)= 33.72 M NA k-in Mm NA k-In DyA,.= 1851 Mm NA k-In M,„mm= 3035.00 k-in µ,ymm = 3035.00 k-in Of 10 Me Of K, Mn=O, M„y M„ = 303600 k-In M = 303600 k-In Check Combined! Axial Compression and Flexure (AASHTO 6922) 0.30 5 10 GOOD Interior Vertical to Bottom Chard Connection Axml load )P.)= 2051 kips In -plane bending moment (M..) - 5Z44 fl-kips Total Out -GI -plane moment (Mk,) = 6 96 fl-kips om A MembeLandr combinlatlon 11550DL+10UTa 10EOT+03EOL 10" libelee mono b n hew12 Factoretl Resistance O'= 0.8 F,,,= 70 km Connection Check t, = 0.3536 In (Mickness of mid thmat) Aar= 9.811 m° I, = 2775 in (them Included) Sip= 2549 Ina (hem Included) S„= 4443 ln.' (beoi Included) b,,,= 388 s 10 In Use EHecBve Weld Properties From AISC, 14th Ed. '• For overlapped joints, assume 1Y of the axial load passes through the connection, the other 1/ of the axial load is transferred directly baNreen the overlapped diagonal and the vertical R=0.6 ox F,,, p=Bc/B= 083 but when 0>0.85 or 9> 50'. b,,,l2 shall not> 2in b,e used = 3 875 in M„= 68933 kin Mw.= 83.52 kin 31 02 ksi P Mw My A + S + S.5 R, m (AASIRO 6.13.3) R, 33.60 us 8=90' < 33.80 km GOOD (AISC M5) (AISC K4-6) (AISC K4-7) (AISC K2-13) AASHTO LRFO INTERIOR VERTICAL B DESIGN JOB p 844105-10 Located I Auburn, WA Engineer MJH The critical combined seal and bending loads in the Interior vertical, as taken from the computer analysis ere Axial load (P,J= 32.58 kips HSS10X10X3I8 In -plane bendmg moment (M.) = 41 fi4 fl-kips Out -of -plane from Analysis (M„y)= 550 fl-kips Out -of -plane U-fame (M„y) = 1 722 8-kips Total Out -of -plane moment (NLy) = 1272 fl-bps Member ll(from analysis)= 159 Load combination = m Slenderness (AASHTO693) K,( K= 1.00 I, = 114.00 In K ') = 29.08 Ky= 200 Iy= 6135 in r, ry Max= 3130 5 120 GOOD Compressive Resistance (AASHTO 6.9.4.1-1&2) & (A HTO 6.9.4.1.2-1) Fir =(0, Pn m'= 095 P,= Sfi365 kips Flexural Resistance (AASHTO 6122.22) Yielding: Mf -M,=ez M,,, Mr= 23N k-m Local Flange Buckling (AASHTO 612222) If A,> AV, then' As=lboY = 2465 As (compact flange) = 26 9] If Ai S Ara, then, Me NA k-in If A,>4 then, M,e= NA k-In Web Local Buckling: If DM,,.>Alps, then: Dxft,.= 2565 !,,(compact web)5828 Mire= NA k-In M,r M% 2360 k-m 4=6oyj ft= 24.65 An bnoncompact flange)= 33.72 Me NA k-in Mm NA k-In DyA,.= 2565 Mm NA k-In M=,min= 2360.00 k-in µ,ymm = 2360.00 k-in Of 10 Me Of K� Mn=O, M„y Ma= 238000 k-In ki = 238000 k-In Check Combined! Axial Compression and Flexure (AASHTO 6922) 0.30 5 10 GOOD Interior Vertical to Bottom Chard Connection Axial load )P.)= 1828 kips In -plane bending moment (M..) = 41.64 fl-kips Total Out -GI -plane moment (M,,,) = 5 60 fl-kips om A MembeLandr cwmbinladlon 11590DLa10UTa Use EHective Weld Properties From AISC, 14ib Ed. 10" o For overlapped through the assume n, tof the easel Iced passesadistthe connection, the other the of the anal load is transferred directly between me libelee mono ovedapped diagonal and the vertical b n hew12 Factored Resistance O'= 0.6 F,,,= 70 km Connection Check t,= 0.2662 In (Micknessofseldthmat) A,a= 7.4246 m° I, = 29 in (them Included) Sip= 1945 In ° (beoi Included) S„= 3345 in. (beol Included) b,,,= 616 s 10 In (AASIRO 6.13.3) R=0.6 ox F,,, R, 33.60 us p=Bc/B= 083 9=go' b,u/2 shall not> 2 in b,e used = 4 in M,,,= 49966 kin P Mw M„y 5 X Mw= 66.00 kin Ac, S„ S. 29 86 ksi < 33.60 km GOOD (AISC M5) (AISC K4-6) (AISC K4-7) (AISC K2-13) AASHTO LRFD END DIAGONAL JOB p 644105-10 Location- Aobum, WA Engineer- MJH The clinical axial load in Use diagonal, as taken from the computer analyses is. DIAGONAL Anal load ipj- 18178 kips HSSIOXlOX318 Member It (from analysis)= 197 INTERIORVERTICAL Land combination=smi-t upLa suiN rsu HSS10X10X318 Tensile Resistance P, = mr F, A, (AABHTO 6 8.21) Pv= 095 A,= 1320 In' Pr= 62]00 kips Unkv Check 029 5 10 GOOD Limits of Aoolecai GOOD (Ali Table K2-2A) 0=095 old =OFry(2He-4k+b,m'bi= 45185 kips Pi(BC / IV) = 308.41 kips Pm TIC /EV)= 308.41 kips 451 85 kps > 181 78 kips GOOD BC b.m= 516 5 10 in. (AISC K2-211) IV bi= 349 5 10 In. (AISC K2-21) TO b,m= 5.16 5 10 en. (AISC K2-20) EV b,=,= 806 5 10 in. (AISC K2-21) Connection Check lid = 08 F,,,= 70 ksl P,=06 Oel Fexx R, 3360 ksi Con sswanvely, bi shall not> Bl4 = 2.5 in. bw used = 3.49 en. Im= 34178 in (AISC K4-11) t,= 0221 In( thickness of weld 0ereat) Ass= 755 M2 P < R, A 24.07 km < 33.80 km GOOD m AASHTO LRFD INTERIOR DIAGONAL JOBp 644105-10 Location- Aubum, WA Engineer- MJH The clinical axial load in the diagonal, as taken from the computer analyses is. DIAGONAL Axial load pj- 15035 kips HSSBXM114 Winter N((rom analysis)= 199 INTERIORVERTICAL Land combination -aia 1-1 sea.4 t OUT -175LL HSS10X10X318 Tensile Resistance P, = Py F, A, (AASHTO 6 8.21) coy = 095 As= 710 In' P,=33T25 lops JIMCheck 045 s 10 GOOD Limits of Applicability GOOD ABC Table K2-2A) Local Yielding of Branchl8ranches- P=095 Pb=PFyta(2Ha-44+b„s+b,v,)=28152 kips 281.52 kips > 150.35 kips GOOD b,m= 619 _ 8 in. (ABC K2-20) b,m= 418 s 8 in. (AISC K2-21) Connection Check Pu= 0.6 F,,,= 70 Ivan R=0.6 Pet Fecal R� 33.60 kse Conservatively, i shall not> a 2 in bn used! = 4 00 in. Il 29.865 in (AISC K4-11) t„= 022 in (thickness of weld throat) AM= 660Ins? < R, 22 78 kin < 33 60 an GOOD AASHTO LRFD INTERIOR DIAGONAL JOBp 644105-10 Location- Aubum, WA Engineer- MJH The clinical axial load in the diagonal, as taken from the computer analyses is. DIAGONAL Axial load pj- 11948 kips HSS8X6X114 Winter #(from analysis= 201 INTERIORVERTICAL Land combination -aia 1-1 sea.4 t OUT -175LL HSSI0X10X318 Tensile Resistance P, = P, F, A, (AABHTO 6 8.21) coy = 095 As= 617 In' P,= 29308 lops JIMCheck 041 s 10 GOOD Limits of Applicability GOOD ABC Table K2-2A) Local Yielding of Branchl5ranches- P=095 Pb=PFyta(2Ha-44+bi+b,v,)=25283 kips 252.83 kips > 119.48 kips GOOD b,m= 464 5 6 in. (ABC K2-20) b,m= 314 s 6 in. (AISC K2-21) Connection Check Pu= 0.6 Fw,= 70 Ivan R,=0.6 Pet Fecal R� 33.60 kse Conservatively, b�12 shall not> B14 = 15 in bn used! = 3 00 in. 1127.865 in (AISC K4-11) t„= 022 in (thickness of weld throat) AM= 3691n2 P < R, 32 34 kin < 33 60 an GGOD A,a AASHTO LRFD DIAGONALSPLICE JOBp 644105-10 SERVICE II -LL Adual Loading = 890 kips 5,13211 HSSBX6XV4 Propertles Rn=Kh'Ks'Ns'% Eq 61328-1 Araa= 617 In° Kh= 100 Ns= 2 X= 6 in Ks = 030 Pt= 51 Y= 8 In Nom Slip Resistance= 306 kips t= 0.233 In f{ of Bolts Required= 3 bolts bd= 1.09' in Bolts Provided= 4 bolts Fy= 50 an Prov Rn= 122A kips OK Fu= 10 an STRENGTHI-LL Pr= 2687 kips 15%Pr= 2016 kips 6.13A Actual Loading= 1195 kips Ave. (Actual + Pr) = 1941 kips Required Design Loading= 201.6 kips Re= 045'Ab-Fub'Ns- Threads Include! In Plane Eq'6132J-2 Ab= 0.185 in 2Fub= 120 kips Ns= 2 Resistance factor= 0.8 Nom Resistance = 67.9 kips p Pasiners read= 3 kips Bolts Provided= 4 bolts Prov Rn= 211A kips OK R,= 1.21-dFu Eq:6.13.29-2 Resistance factor= 08 Nominal Resistance= 5872 kips Prov Bearing Rn= 46973 kips OK R,=(boR,(0.58F„A„+UyFAm) 5 me.R,(O.SBFfy+Ue.Sjy,) Eat 6134-1 Rows of Bole= 1 (i= 08 A=,= 97In2 Rupture Resistance= 2251 kips OK R,= 10 Am= 00 m2 Uw= 10 A,v= 9.7 m2 Use 4 -1 00" dia. A325 bolts each side of the splice in double shear. Plate T8614 USE 2 SAP X 5 1/2 " PLATES P,=m2'Fr 'As = 326.6 kips P2= 0.95 A,= 5.469 in P,=O,'F„'A,'R,'U= 30625 kips As= 6.81 Rs= 1 Pr= 3063 kips P,= 08 U= 1 Plate capacity= 3063 kips OK R, = 2 4di 16+13+2.9-1 Nominal Resistance= 105.0 lops Prov Bearing Rn= 420 lops OK Splice Capacity= 271.4 kips OK AASHTO LRFD END FLOOR BEAM DESIGN JOBM 84010610 LocationAubum, WA Erglneer' MJH Floor beam is designed as a simple beam mth additional end moments applied mom the truss venbcals due to "U-Frame' action. FLOOR BEAM W 14X68 Shear load IV)= 21 2B kips VERTICAL Iwplane from Analysis at End gil = 129.92 fl-kips HSS12X12X518 In plane U-frame at End (M„y)= 40 fl-kips TOUT In -plane moment at End MLd= 133.94 0-kips In -plane from Analysis at Center (M,y)= 11.60 fl-kips Member #(mum analysis)= fi00 Load combination = ar Flexural Resistance - Floor Beam yarding, M,=Mo=FZ M,=M„=FZ Mw=M,= 57M Wn Mly=Moy= 0k4n Of 10 M,=OfMo= 5750 M„ = 1607 Win 57M 0 k-In > 1607.31 GOOD Flexural Resistance - Vertical Yielding: M,=Mo=FZ M,=M,=FZ M,=.=M,= 5450 k-in Mly=Moy= 0k-in Of= 10 M,=Ofm,= 5450 M„ = 1607 1 5450 0 k-In > 1607.31 GOOD Limps of Applicability. VeOcal(Blt)oi 2065 5 3500 OK Width Ratio BdB= 083 a 025 OK From Analysis: Flange Force = 121.03 kips Available Strengths. Bata = 0 83 < 1 0 Bq= 4 B49 s Bp Of (conservative) = 1 Local Yielding of Flange (For all Beta): (ASIC KI-T) 11 095 Rn = 133 62 kips > 121.03 kips GOOD Chord! Shear Yielding (When 08513SBpsE-2 ) (ASIC K1A) 0 = 0 95 and = NA kips < 121.03 kips NA Local Yielding of Sldearalls (When Sae =1 0): (ASIC K1-9) 0= 1 Rn = NA kips > 121.03 kips NA Local Crippling of Sklewalls (For Beta =1 0) (ASIC K1-10) 0 = 0 75 Rn = NA kips > 121.03 kips NA Connection Check Effective Weld Length -One Side 1,=(10/(Mh)'(Fylwd1(FyH)Bp s 2Bp= 391 In. Available Weld Length taking into account for k1 - One Side: Bp<=B, Use Bp-2'k1 = 788 in. Use 1,= 391 In N,= 14OS5 kips. > 12103 kips GOOD 4',i= 08 F.= TO ksl R=060,i F,,, R= 3360 ksl Flange Weld Req.= 15490 Win T,= 0461 in Fillet= O652 in Use Minimum Fillet Weld= 11/16 In Web Wald Req.= 0.025 In. Use Minimum Fillet Weld= 3116 in (ASIC K4 ) AASHTO LRFO FLOOR BEAM DESIGN JOB p 844105-10 Local I Auburn, WA Engineer: MJH Floor beam is designed as a simple been oath additional end moments applied from the areas vedsels due W'U-Fai action FLOOR BEAM W 14X43 Sheer load (V)= 860 kips VERTICAL In -plane from Analysis at End(M„y)= 5106 tt-kips HSS10X10X112 Io-plane U-frame at End (Mr.) 33 ft-kips Total In -plane moment at End (Mr.) 8040 ft-kips In -plane from Analysis at Center(Ni= 11.80 k-kips Member If (from analysis)= fi02 Lead combination = m Flexual Reslsfanw-Floor Beam yondmg M,=M,-FZ M,=M„=FZ Mk=i UN k-in My=Moy= 0Wn br= 10 M,=mfMo= 3480 M„=T2483 k4n 3480 0 k-In > 724 8 k-In GOOD Flexural Real -Vertical Yielding: M,=M,-FZ M,=M,=FZ Mk=i 3035 k-in Mny=Moy= 0k-in 0f= 10 M,=OfMo= 3035 M„ = 72483 k-In 3035 0 k-In > 724 8 k-In GOOD Limits of Appllwbtlty. Vemcal(Blt)oi 21.51 5 3500 OK Width Ratio B61B= 080 a 025 OK From Analvsis: Flange Force = 5504 kips Available Strengths. Bata= 080 < 1 0 Bq= 3725Bp Of(wnaervahve)= 1 Local Yielding of Flange (For all Sam): (ASIC KI-T) 0=095 Rn= 8217 kips > 55" kips GOOD Chord Shear Yielding (When 085BSBp5B-2 ) (ASIC K1 E) 0=095 Rn= NA kips < 5504 Tops NA Local Yielding of Sidewalls (When Bah =1 0): (ASIC Ki-9) 0= 1 Re = NA kips > 55.04 kips NA Local Crippling of Sklesalls (For Beta =1 0) (ASIC K1-10) 0=075 Rn= NA kips > 55N kips NA Connection Check ERedive Weld Length -One Side (ASIC K4-4) I, _ (10/(1Vd)'(Fytw)1(FyMBp s 211p = 3 26 In Available Weld Length taking into account for k1 - One Side: Bp<=B, Use BPTki = 600 in Use 1,= 326 In N,= 86.49 kips. > 5504 kips GOOD me= 08 F.= 70 1 R,= 0 6 0,1 F,,, R,= 33.60 i Flange Weld Raq.= 8.431 Win T,= 0251 in Fillet= 0355 in Use Minimum Fillet Weld= W8 In. Web Wald Req.= 0.010 In. Use Minimum Fillet Weld= W16 in. AASHTO LRFO FLOOR BEAM DESIGN JOB M 84010610 Location'I Aubum, WA Ergineer' MJH Floor beam is designed as a simple beam mth additional end moments applied mom the truss venbcals due to "U-Frame' action. FLOOR BEAM W 14X43 Shear load IV)= O86 kips VERTICAL Iwplane from Analysis at End (i = 25 33 fl-kips HSSlOX10XTB In plane U-frame at End (NLy)= ]2 fl-kips TOUT In -plane moment at End MLd= 3255 fl-kips In -plane from Analysis at Center (M,y)= 11.60 fl-kips Member #(mum analysis)= 6p6 Load combination = ar Flexural Resistance -Flow -Beam yarding, M,=M,=FIZ M,=M,=FZ Mti.=M,= 3480Wn May=Mov 0k4n Of 10 M,=Ofm,= 3480 M„ = 39056 Win UN 0 k-In > 3906 k-In GOOD Flexural Resistance - Vertical Yielding: M,=M,=FZ M,=M,=FZ M�=M,= 23M k-m Mly=Moy= 0k-m Of 10 M,=OfM,= 2360 M„ = 39056 k4n 23N 0 k-In > 3906 k-In GOOD Limits of Applicability. VeNcal(Blt) or (Hltp 2865 5 3500 OK Width Ratio BdB= 080 a 025 OK From Analysis: Flange Force = 2965 kips Available Strengths. Bata= 080 < 1 0 BV= 2]925Big Of (conservative) 1 Local Yielding of Flange (For all Beta): (ASIC KI-T) 11 095 Rn = 46 28 kips > 29 65 kips GOOD Chord! Shear Yielding (When 085BSBpsE-2 ) (ASIC K1-8) 0=095 and = NA kips < 2965 kips NA Local Yielding of Sldearalls (When B&M =1 0): (ASIC K1-9) 0= 1 Fin = NA kips > 29.65 kips NA Local Crippling of Sa erwalls (For Beta =1 0) (ASIC K1-10) 0=0T5 Rn= NA kips > 2965 kips NA Connection Check Effective Weld Length -One Side 1, _ (10/(Wb)'(Fylwd1(FyttBp s 2Bp = 184 In. Available Weld Length taking into account for k1 - One Side: Bp<=B, Use Bp-2'k1 = 600 in. Use I,= 184 In Nj= 48.72 kips. > 2965 kips GOOD 0,i= 08 F.= TO ksl R=060,i F,,, R,= 3360 ksl Flange Weld Req.= 8.N5 Win T,= 0240 in Fillet= 0340 in Use Minimum Fillet Weld= W8 In Web Wald Req.= 0.001 In. Use Minimum Fillet Weld= 3116 in (ASIC K4 ) AASHTO LRFO END PIPE STRUT DESIGN JOB M 84010610 Location'I Aubum, WA En ineer' MJH Floor beam is designed as a simple beam oath additional end moments applied from the truss verbcals due to "U-Frame' action. STRUT W BX31 Shear load IV)= ]]6 kips VERTICAL In -plane known Analysis at End gil = 3] 85 fl-kips HSS12X12X518 In plane U-frame at End Qil - 0 0 fl-kips Total In -plane moment at End MLd= 3T 85 fl-kips In -plane from Analysis at Center (µ,,)= 6.80 fl-kips Irlember#(mum analysis)= ]24 Load combination = ar Flexural Resistance -Flow -Seem yarding, M,=Mo=FZ M,=M„=FZ MN.=M,= 1520 Wn May=Mov= 0k4n Of 10 M,=OfMo= 1520 M„ = 454 Win 16N 0 k-In> 454211 GOOD Flexural Resistance - Vertical Yielding: M,=Mo=FZ M,=M,=FZ MN.=M,= 5450 k-in Mar=Mov= 0k-in Of= 10 M,=Ofm,= 5450 M„ = 454 k4n 5,1M 0 k-In > 454 211 GOOD Limits of Applicability. Vemcal(Blt)or(Wtp 2065 5 3500 OK Width Ratio BdB= 067 a 025 OK From Analysis: Flange Force = 6004 kips Available Strengths. Bata= 067 < 1 0 Bq= 387335Bin Of(conservative)= 1 Local Yielding of Flange (For all Beta): (ASIC K1-]) 11 095 Rn = 106 89 kips > 60 04 kips GOOD Chord! Shear Yielding (When 065BSBp5B-2 ) (ASIC K1-8) 0=095 and = NA kips < 6004 kips NA Local Yielding of Sldearalls (When Bah =1 0): (ASIC K1-9) 0= 1 Fin = NA kips > 60.04 kips NA Local Crippling of Sa erwalls (For Beta =1 0) (ASIC K1-10) 0=075 Rn= NA kips > 6004 kips NA Connection Check Effective Weld Length -One Side 1, _ (10/(Wb)'(Fylwd1(FyttBp s 2Bp= 517 In. Available Weld Length taking into account for k1 - One Side: Bp<=B, Use Bp-2'k1 = 650 in. Use 1,= 617 In N,= 112.52 kips. > 6004 kips GOOD 0,i= 06 F.= TO ksl R=060,i F,,, R= 3360 ksl Flange Weld Req.= 5.603 kin T,= 0173 in Fillet= 02" in Use Minimum Fillet Weld= 1/4 In Web Wald Req.= 0.016 In. Use Minimum Fillet Weld= 3116 in (ASIC K4 ) AASHTO LRFD INTERIOR STRUT DESIGN JOB M 84410510 Location' Aubum, WA Engineer' MJH The critical combinetl axial and bantling trade in the member, as taken from the We= computer analysis are: properties Aree = 913 In' Axial load(Pj- 38] kips S„= 927 W In -plane bending moment (M„„)= 3]] tt-kips BY 2750 ms Out<4-plane from Analysis (Mw)= 1533 k-kips 1,= 37.10 in Out -of -plane U-frame(M„y)= 0.00 k-kips ly= 110A0 In Total Oubf-plane moment (ki= r,= 202 in Member p Mom analysis)= r,= 347 In Load combination= an n Z. 1410 inx Slendern e (MSHTO 6.9.3) 2y= 30.40 in K„= 1s00 KK j 6535 K1(- 38N it 800 in - Ky= 100 r r If 800 in 11= 13200 In Max= 0.35 s 120 GOOD 4= 044 In Iy= 13200 In Iw= 029 In Compressive Resistance 1 If p <0,44 then Pi,=08]]Pe If p 20.44 then P. = 0.658 `P4 jr, (AASHTO69.41-18Y) j P.= "zF A:= 611.96 kips Po=O Fy Ay= 456.5 aps (AASHTO 6.9.4.1.2-1) (Kt) P AssummgO=1 = 1 34 P P„= 33408 kips Pi 09 P,= W067 one Weak Ads Bending (AASHTO BA2.221) If" A) Man k1„=11115 FyS M,== NA k4n NA where: Ary=b/24= 920 (compact flange) 0 38 FE = 9A5 Ad (non -compact flange) = F 1999 0.83 __ Fy If Aprx Ats Aa, Nan, M. 1-1 /S. Ai Apf- FEZ ]0402 k-m USE F 0.45 VVV Fy J Local Buckling: (AASWO 6AOS 22) If Af s Ap, Nan F,,,=RbRbF,, F,s NA ksi NA where: Rb= 1 If 2DdL s Ar„ where Ar„=5.9 - 131.27 and 2DA6- 25.02 FE—, Rh= 1 Fyc= 50 kai Apr(mmDec[flange) = 0.38 17 9.15 Aa=bsd2t,s= an E AR (non-wmpacl flange)= oss „= 18.12 F, YI aI-A°r1 Otenelse Foe = 1-II/1- RkRAFy= 4991 ksl USE ^�.l-4f Larerel Torsional Buckling (AASWO 6AOS 2 3) If Lb 5 Lp, Nan F,,,= RbRbF,, FT = NA ksi NA where: R6= 1 If 2Dd4a Ar„ where Ar„=5.9 EE—, 13727 and 2DA6 25.02 Rh= 1 S bi Lb = 10500 in Lp=1.On = 5309 in wfiere F 3 brtf If Lp<Lb s L„ten, F,„= 44.68 sm USE F Le-Lv l FC=Ce 1- 1- ReRbF <ReRbFy R„Fy L.-Lp�� where cb= 1.W Lr=m, P 199.36 in If Lb' L,, Nan, F,,= Fcr s RbRnF, F,s= NA ksi NA where: CeRerz'E F _ = SZ23 W � �. r Controlling Stress = 44 68 km which can ba expressed as Mny- 122862 k-in M,,,min= 704.02 k-In M„pmin= 122862 k-In mr= 1.0 M„=Of Ism Mir =mr M„i M„= 704.02 k-in My= 1228.62 k-in Check Combined Anal Comwession and Flexure M1,= 4522 k-in /_P P <0.2, [hen / P IM„, +I`M, M,a (AASHTO 6.823) LO M„v= 18396 k-in 2.OP, Min 15 /f P>_0.2, then P+8_00rM.+Ma <IO ) P, P, 9.O M„ M,x P. 001 P, Unity Check 022 5 10 G000 Interior Strut to Bottom Chord Connection Anal loatl 1p,)= 38] kips In -plane bendmgmoment(M,,,)= 3]] tt-kips Outof-plane bending moment (M„r)= 1533 R-kips Maintain #(from analysts)= 728 Load combination = Factored Resistance (AASIRO 6 133) m,i= 08 F®= 70 kin R=0.6 Tw Fa., R; XLW ksi Calculate Connection Factored Stress t„.= 02209 in (thickness of mid throat) Ai 3.535 in Sa= 67133 Im P M. M, Sat= 1414 In' A,g. + $�� + So., < R' M,,,= 4522 k-In M„r= 18396 k-In 23]0 last < 3360 ksi GOOD AASHTO LRFO BRACE DIAGONAL- BOTTOM CHORD LEVEL JOBp 864105-10 Location'I Auburn, WA Engineer: MJH The critical axial load In the brace diagonal from the computer analysis Is HSS5X5Xf14 A al load (P,)= 47.12 kips BRACE DIAGONAL Member If (from analysis)= ]00 HSS12X12X112 Lead combination = m BOTTOM CHORD Tensile Resistance P,=0, Fy Ara thy= 0.95 430 P,= 20425 MSHTO682.1) Unity Check 023 s 10 GOOD Slenderness K,= 100 K'l - 82.62 K"t"t= U62 Kv= 1.00 r, (AASHTO 6.9.3) 1= 159A5 in Max= 83 s IQ GOOD Compressive Resistance (AASH-06.941-182) & (AASHTO 69A 12-1) P,=O, P„ 0,= 095 Pi 12400 kips Unity Check 038 s 10 GOOD Functions. 0=41186 ti= 042 063 0= 1 (AISC Kl-5a) y= 129 k= 070 in Pw,= 0.161 s 042 (AISC K2-25) la= 7.59 in. Limits of Applicability Table K3.2 OK Chats Wall Plasti0cation (When Beta <0 85) (AISC K2-7) 0 = 1 121A kips > 47A2 kips GOOD Shear Yielding - Punching (0 85 < 0 si-1/y or BM < 10) (AISC K2-8) 0=095 NA kips > 47A2 kips NA Sall Local Yielding (When Beta =1) (AISC K2-9) 0 = 1 NA kips > 47.12 kips NA Connection Check ma= a F.a= 70 an R,=06 Pe F. R� 3360 he I.= 10 In (AISC K4-5) ti i= 387 s 5 Be (AISC K2-13) but when 0>085 or 6> 50', thi shall net >B/4= 1.25 in. b,o used Din. I.= 018 in (thickness of" Id lhmah A`k= 17678 In° P S k A'o 2666 ksl < 3360 oil GOOD BC 0 BD 5" AASHTO LRFO BRACE DIAGONAL - FLOOR BEAM LEVEL JOB p 844105-10 Location'I Auburn, WA Engineer: MJH The critical axial load In the Nonce diagonal from the computer analysis Is HSS5X5X1/4 Awal load (P,)= 69.96 kips BRACE DIAGONAL Member If them analysis)= ]50 W14X43 Lead combination = m FLOOR BEAM Tensile Resistance P,=0, Fy A, thy= 0.95 430 P,= 20425 MSHTO682.1) UnitvCheck 034 s 10 GOOD Slenderness K,= 100 K'l - 82.62 K"t"t= U62 Kv= 1.00 r, (AASHTO 6.9.3) 1= 159A5 in Max= 83 s IQ GOOD Compressive Resistance (AASHTO 6.941-182) 8 (AASHTO 69A 12-1) P,=O, P„ 0,= 095 Pi 12400 kips Unity Check 056 s 10 GOOD Functions. 0= 41186 ti= 036 055 0= 1 (AISC KI-5a) y= 2246 k= 046 in p.,o' 0.081 s 036 (AISC K2-25) la= T.59 in. Limits of Applicability Table K3.2 OK Chord Wall Plasti0cation (When Beta <0 85) (AISC K2-]) m = 1 47 784 kips < 61 kips STIFFEN FB Shear Yielding - Punching (0 85 < 0 si-1/y or BM < 10) (AISC K2-8) 0=095 NA kips > 69.96 kips NA SMewall Local Yielding (When Beta =1) (AISC K2-9) 0 = 1 NA kips > 69.96 kips NA Connection Check Clis a F.a= 70 an R,=06Oa F. Rl 3360 he I.= 10 In (AISC K4-5) bwi= 146 5 5 Be (AISC K2-13) but when 0>085 or 6> 50', b,w/2 shall net >B/4= 1.25 in. b,o used Din. I„= 022 in (thickness of weld lhmah A�= 22097 In' P 5 k A'a 3166 ksl < 3360 ksl GOOD FB 9 BD 5" AASHTO LRFO BRACE DIAGONAL SPLICE JOBp 841105-10 SERVICE II -LL Actual Loading = 524 kips 6132.11 HSS5MX114 Properties Rn=Kh-Ks'Ns'Pt Eq. 613.2.8-1 Area= 4.3 in 2 Kh= 100 Ne= 2 X= 5 in Ks= 030 Pl= 51 Y= 5 in Nom Slip Resistance= 306 kips t= 0233 In p of Bolts Required= 2 bolls lid= 1O0" In Bolts Provided= 3 bolts Fy= 50 ksl Pmv Rn= 91.8 one OK Fu= 70 be STRENGTHI-LL Pr= 1240 kips 75%Pr= 930 kips 6131 Actual Loading= 524 kips Ave(Acmal t Pit = 882 kips Remotest Design Loading= 930 kips Rn=045'Ab'Fub'Ns- Threads Included in Plane Eq 6.13.2 7-2 Ab= (J785 m2 Fula = 120 kips Ns= 2 Resistancefictor= 08 Nom. Resistance= 679 kips b Fastners mod= 2 one Bolts Provided= 3 bolts Prov Rn= 203.6 kips OK R„= 121-dFu Eq. 6.132.9-2 Resistance factor= 0.8 Nominal Resistance= 5872 lops Prov Bearing Rn= 35230 kips OK R, = P,,Rrh).W FA,+Us,F,jr,) s 4 ,,Rp(0.58FyAoaUnF Ay) Eq. 6.13.4-1 Rowe of Botts= 1 Ors= 08 AM= 69in' Rupture Resisterwa= 1608 kips OK ;h,= 10 Aa,= 00In2 Ua= 10 A,v= 69 m2 Use 3 -1.00" del A325 bolts each side of the splice in double shear. Plate'. T5514 USE 2 51F X 5 PLATES P,=Oy-Fy'Ao= N69 kips my= 096 A,= 4844 in Pr=4,'F,'A,'Rp'U=271.25 kips As= 6.250 m2 Ro= 1 Pr= 2713 kips m,= 08 U= 1 Plate capacity= 2713 kips OK R,= 24&F, Eq 6.1129-1 Nominal Resistance= 105.0 kips Pmv Bearing Rn= 315 one OK Splice Capacity= 203.6 kips OK AASHTO LRFO Blastomeric Pad Design JOB p 841105-10 Pad Specifications Phvsicel Prooedles- -Preformed cotton duck reinforced pads.-Elastomer Durometec 6035 (Shore A) -Meets design requirements of AASHTO LRFD-Fimshed Pad Dummeter. 90t515hore A) -Conngi oath MIL-C882-E Military Specification and P C L-AASHTO Grade -PTFE sliding surface on expansion end Loads and Rotations. Service Dead Load Reaction = 72000 Los Service Live Load Reaction = 37800 Los LL Rot = 02H deg 0 005 red Total = 109800 LIPS - Included in me design is 0,58 degrees or 01 radians M account for shop tolerance and as-bwlt bearing seats. -This equates to about 1I8' of tip on a typical bearing plate -The bridge tleatl lcad rotation is taken out dunng fabrication Paid Pressure Pad sube is controlled by the allowable pressure on the te0on. -PerA 4110 Table 14 Z24-1 and Eq 1476.32-6 - Limit service tleatl load pressure to 1500 psi - Limit total service pressure from any combination to 2000 psi. - Limit service live load pressure 0 2000 psi ri 51500 psi Stress due to Service Dead Loatl only. kri 1309 psi 51500 psi GOOD qs 2500 psi Stress due to any Service Load Combination a,= 1996 psi 52500 psi GOOD a,y 2000 psi Stress due t0 Service Live Load onl aLL= 687 psi 52000 ps GOOD IS-50-- j L Pad Longitudinal Bridge Axis O O Strain. a = g E,= WON psi E,= O.i16fi5 AASHTO I476.33-1 Rotation -Solve for pad tltickness with known rotators and strain MSHTO 14 ] 8.3 56 (14) 6, = 0.0151 red Rotation due to any Semi Load Combination. 9p = 0.0050 red Rotation due ro Service Live Load L= 500 in B L 2(ee 21e 4= 006] ,=a,+2—v <020 B, 50.80 L Or, 50.20 L Ip= 0.283 in. ip= 0.710 in. tp= 0.939 in. Use a 1 0 in thick x 5 0 in x 11 0 in pad