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Home My WebLink About19700 67TH AVE NE_982775_2026 1 C I TY OF A RL I NO-FON CONO-r RUCT I Ohl PERM I T' F*E RM I T NO. : S O-0775 Owner: SNOHOMISH COUNTY DEPT PUP_LIC WORKS �r SO Value of Work: $85,000.00 Tax ID: 153105-1-015-0002 Phone: Describe Work: CONSTRUCT PREFAB STEEL ARCH 60 X 105 l Proposed Use: SAND STORAGE Legal Description: Job Address: 19700 67TH AVE Contractor's Name Type Address License# 0 TOTALS Fee Permit Fee $716.50 Plan Fee $465.73 State fee $4.50 SIGNATURE: TOTAL FEE. ... . .. ...... .... $1, 1B6.73 I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND PAYMENTS... ... . . ........ . .$0.0 KNOW THE SAME TO BE TRUE AND COR- RECT F) 1 PROVISIONS OF LAWS AND TOTAL DUE. . . .. . . ...... .. .. $1, 186.73 ORDIN I ES GOVERNING PHIS T PE OF WORK lI _ BE C PLIE WIT ETHER GPE F l D 0 R - 1 0 T. DATE'- 3 3-9�RECEIPT # z O I N OF IAL � i LU I < j 2 C QLLI w t � WU W W z a a � ~ ~ Z Q \ ` z z z < o O 0 Q CC U - w W U V < J Q Z Q N C N ? LL N < w � � a, a. — X W O _ ~ } O W OW '- LL z w O f- U � < = w0 Y d W O N ? w H W W ~ • • • W W oG w � — >_ 0LU td st ti el x u m 5C � ZLliF-Ga W �OC - w � VZIQH DQ! O O- = >cc' 0a � wQZLLLLOZ Z Z Z Z O O O O � Z > d=W ¢ 000LnVW C) F- U �a0U } W Q W N W r to D u m W U m U t� Z 71 LLJQZ W ZOLn G! Z G W Z $ c '^ tC (u<� wa F: 7F F, rd iS W Z < = O _ U y 0 a O � 0 z m m O y z 0 z u > > N oc = 2p3 � �+ Qw0 ° `�.' z u� a l 1 �0, � < u a u e < z o �y �7 H w U � d O z O a: v, �n `i 'y� w ? z G z o F, - oc 0 U n < u m z fi >- CLz � GG } aHw < aw > aoon wwot m W 7 o � W < > O O LL cnJ < < UOK I C < < 4 FS (O� O_ p y z_ u m W V ,�, W C G ❑ O > W U W Z lil �y p �' L'J W W Z �_ C. a m W Z O W 1� J ce �J Z > O ce H O O C9 a Ei � O < m a y z Y J O W < d z W Z m UZe < C -� UU u a d �' u J H a o Z z ec > < y ' Y u u 00 F ° om O O z Z ❑ } � LLUZW J � o a 6 0 o z > J �J G S? < < W 0 z m Q m r a J W o _ > O> � > r CO < M F- � I- O� z u Z f u it G u+ = G � to JZg < tn � < z < Vi < W Z < p d 3 d Z l.� z V wOO � � QUOz T j aw� � X t o w Q ❑661 2Zt- =O < Z Z iV� t Z oEl zLU a CK d W < D W > Z W W ,n yJ << W U d v UOM Q < u > O Wa' Li < '\ Oc F z ce G O O O O ��... tr] W Ir 3 O CC I, b, 4 Y .7 Yam• (J) a a < a < LLIf f f o<c v s U p \� ] o a u v w J \„ y y r m > m Z� aO 1 .] N a Z , ~ aV4-,\ � ° o m p w z I p , a W �m O l�z �� °� r x O z y c ra m G I F L Z V E„ , C 5 y 'C CC Z � u o , b a " a m v a C, Y o Z W a a < o Wm Z�� W l z a r ° _ 3 a < z a 7 ° y 9 Z oc a, t„ Ul J m `„ C < 3 U z z z O ° m ° °C ° Z Y ❑ LL c"c \`- Im f `\ r ;� < < > t- O ° < a oc ° < O ? z Z o z o o Z ° �� Z �� z z - u m w Q U �� -< OZ Z O 3 Or � m �`✓ �G� W o = W ` co N W J � s - x�' E? z I > OU Z J m O,_ 12 ° ul < u f d u > II — SMODUV N33M139 S3NI1 11V 3131dWOO Memorandum City of Arlington Department of Community Development Building Department Date: To: 1970D lr l From: City of Arlington Building Department Subject: Expired Building Permit No work has commenced within 180 days of the date of the last inspection, as per UBC Sec. 106.4.4 "Expiration". Therefore this file is being closed as an expired permit. Building Permit file no: Last Inspection Date: P GV --. L Building Official building\memolclosed -- - --. -- r------ --- ----- -- c— -- -r or approval of plans, specifications and computations shall not be When submittal doeumen construed to be a permit f or an approval of, any violation of ar require additional plan rev-it of the provisions of this cuue or of any other ordinance of the juris- ferred submittal items as de diction. Permits oresuming to give authority to violate or cancel clonal plan review fee shall t the provisions of this code or other ordinances of the jurisdiction 1-A- shall not be valid. _ 107.4 Expiration of Plan -- The issuance of a permitbwd on plans., specifications and oth- permit is issued within 180 d- er data shall not prevent the building official from thereafter re- shall expire by Hmitation, an quiring the correction of errors in said plans, specifications and review may thereafter be retu other data., or from preventing building operations being carried the building official. The buii on thereunder when in violation of this code or of any other ordi- nances action by the applicant fora F of this jurisdiction_ quest by the applicant show 106.4.4 Expiation. Every permit issued by the building official control of the applicant have under the provisions of this code shall.expire by limitation and be- No application shall be exteL come null and void ff the building or work authorized by such per- new action on an application mit is not commenced within 180 days from the date of such resubmit plans and pay a neu permit, or if the building or work authorized by such permit is sus- 107..5 Investigation Fees: F pended or abandoned at any time after the work is commenced for a period of 180 days. Before such work can be recommenced, a I0751 Investigation s be e new permit shaIl be first obtained to do so, and the fee therefor is required by this code has mi said permit, a special rove: shall be one half the amount required for a new permit for such work, provided no changes have been made or will be made in the mit may be issued for such w ori�a'inal plans and specifications for such work, and provided fur- 107.5-2 Fee. An investigatic ther that such suspension or abandonment has not exceeded one shall be collected whether or year-In order to renew action on a permit after expiration, the per- issued. Tle investigation fee mittev shall pay a new full permit fee. permit fee required by this cc Any permitter holding an unexpired permit may apply for an shall be the same as the minir.extension of the time within which work may commence under Payment pl such i with a l t h that permit when the permittee is unable to commence work with- from compliance with all oth in the time required by this section for good and satisfactory rea- sons. The building official may extend the time for action by the 107.6 Fee Refunds. The bvi: permitter for a period not exceeding 180 days on written request ing of any fee paid hereundf by the permitter showing that circnmstan= beyond the control of collected. the permitter have prevented action from being taken.No permit The building official may at shall oe extended more than once. 80 percent of the permit fez pa 106.4.5 Suspension or revocation. The building official may, der a permit issued in accorda in writing, suspend or revoke a permit issued under the provisions The building official may aL of this code whenever the permit is issued in error or on the basis of 80 percent of the plan review 1-4 r CITY OF CONSTRUCTOON U CpHRINA110N PC1 •UILCINp PERMIT 1-� Tl�iil><� W.lLT►Orih� U f'tUNMINO Ll RION SrzMF UlMr/ #/ � 21/1v y t �V C l�E a /- --ra--�__�pMlt NO. _ ��f1'Yft�fT fFi)TNC�lP T �r � p Y1 53 TU N/s0I�� Q19s1/� n r I —uxit-x z ----------------- TiL7ii1Tit[cuNlllnc o11 '��i-i AUUkt:s `�--�� —MMI T tl Y;lii�A tlt ttFAt .. two K r AION �17, �O1-� '�, �UItU1nL1NlL�Aflryrl . PAcwthlipult si'i$t1wig O� CDNC, l3l OG SIN ' s �-� s LTCxi�tti ltt T7�T s 1 HERtQY CEhtIFY/tiAT I I �O xJ 5/2 S� f y/�JF�tS&G is T3/ �'►►it ►aN AND►w I tiff—muck Iv /t'�E SK)"S Of LAWl ANU1E �ktAb�WV t INEb 71113 AJOPLh ! OW 71 SAMI TO jtC @T Tht o ANO COkNECT ALL W" "'C AVII ollFSCOVl1'NO Q IU"1I OMI't1 j Wfrll WIIITIfix s"cIrIEO NER1N Ok Oi WO I f Ax Ip nul+ii tT�Pt1UM p"Ups l T TMIX uk T/►T VOLATI OR PINM11 bOIS NQT�RESl/1a11 Td NOT. T 4 / Z PO �77H L 1 �MCNT locnLLnwREQ I` 1S" �AUJj4UpU Y i`"�t►uCUNsrRf � OF AW orNtit arntl u. TtA to CUN]1xUCT1pN.PthMli INPIRI$ I�YT�ro OP it to PIVRFONMANCT MIO100'^"^c*owa Wrlgly � wl/ bATI Or ISSt1AN( NIOIILft x C4�lI 4 - "ftfffmw �_ wrAT�ltt cwAr!!.!!N.SII ..—� 1t� I - t _l.I tklttlll T1fIR 11 pIRO11AL N�� -�- wtnluu tfu►r AroRA I, —�•--� �- — IrroRTrlu _ - --------------- 5T 1'pUNTAN! 'IDOL U�Alll _yam_ tom. �� . !gQ11V1140NgA[MNI_ fur 110tAls t11RNit - f�l r.�kuLtlQni"k fillt\1lllsµk x� "-I--T - ('� xN�ITfc - r--•„- Vito �_� - Ill �IClMI ka jrt Ui I:tM'll, tR:CIN�nCVVRl11► ^IO. �l_/� VALL AVID" ►tA►1 rJ If CYpnn V O r-- --�_�l I fUI /IIW. Itl1.VI �IVRIL� Axer)< O IVO El E CTK 1 cA L� a vxB we o� � 1 CoVrRCU ARC)f W)77V 01V w11u n ------ �N� ""I VAIIUAllo11 PAIDt tY M'llQrl llp/n 11 M rMOI full N fella n%W A mcw, . ar N` cas AIf11f,rFP11•wl�l'IICwNT.f1/CA1111(Ikll,(IL�10.O►,nf_ S 1 - I I LL. V ri , �O. Z 0 LLA� y e q �J 4 a (,`ir o cC � rJ rJ 0 1- w � � q � � � � dr, w �L(Ci �L CA- � v 1m w z o � LU �U r[� S r� --i �� A BUILDL TG PFEH:� 1�r7Tr APPL ICAT_TON C1q�CgLI RES & DUPLEX ST APPLICATION Cps & IND SITE PLAN ARCH. DRAWINGS APPLICATION STRUCT DRAWINGS ------- STTE PLAN- LEGAL DESCRIMGL,— i ARC$ DRAB( ENERGY CALCS ------- S'TRUCT DRAWZ STORM DRAINAGE LEGAL DESCRIPI SEPTIC TANK DESIGN E �GI' CALCS A C$E��AG' �_ UT�Z,DCI� ST Three ( 3 ) copies of each are require=_-ASTRLTC T CALCS � ALCS for application Four (4) copies of each are re for anolication quire ZONING SETBACKS: USE FRONT LOT COVERAGE BAR ��• �SIIDE � � TRA G Name: Project Type: Permit#: Date Received DISTRIBUTED RE Public Works DISTRMUTED RETURNED Fire Dept Engineering John Farrens Date returned for corrections Date resubmitted with corrections Date ready to issue: Date issued: Buiidlformslchxklst 1 7` � I •i CIT-N� - BuL 3 Z F 'IN�TON 3ng Depent PLA�� ZO�G REVZE W 1, ZONING COMPLIANCE: A. Zone Classification B. Permit Use: Yes No C. If no, extension of non cori�o Ong use.. D. Minimum lot size required_ Shown E. Yard Requirements: Required 1. Front shown 2. Side 3. Rear F. Height limitations, Maximum G. Landscaping and plan required: s_ No H. Parking: 1. Off street parking required: 2. Plan provided: Ye No 3. Adequate parking provided, Ye--- s No_ No II. LOT COVERAGE: Yes-- A. Allowed: More/Less Shown: Approved DETERMINATION OF S.E,p,A. CARGO Action /Application Title: SFR Brief Descn h KCAL E MPTION allowing P on Of Person makin reference determination:mption: W.A.C.197_11_840 ion: E��7, g1(b) Date: :� 5 �. 9 City of Arlington Building I 1 FIRE DEPARTMENT CHECKLM PERMIT # DATE: NAME: ADDRESS: Iq 7 ?/�` !�, z /(j',% LEGAL: BUILDING USE: ,(t,-,� ,�l �� '�OCCUPANCY CLASSIFICATION: A B E F H 1 1 2 12.1131 4 1 1 1 2 3 1 1 2 1 1 2 1 3 1 4 1 5 1 6 1 7 I M R U 1.1 1 1.2 1 2 1 3 1 3 Ll ,�i- 3 4 5 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. I ONE-HOUR N ONE-HOUR N H.T. ONE-HOUR ''j N Item inspected&completed Site Plan: Approved Denied Signature & Date: Access Requirements: Required: Fire lane: Sprinkler system: Alarm system: d Knox Box: Fire extinquishers: Hydrant: t # of hydrants required: 9 Location of Hydrant: uj?;S "i e-f Location of Knox Box: -- Location of Fire Extinquishers:_ 7CQ fat- C 1(-- Fire Flow requirements: /C)p U a Location of address on building: FIRE DEPT: Date: Tom" Signature BuilMorm\fdchecklist �I 40 16 a; City of Arlington Building Dept FIRE DEPARTMENT CH CK I6 t7 PERMIT # % /` DATE: Z NAME: ADDRESS: 700 7 ZzIT-, X19- LEGAL: BUILDING USE: �6 A i. d1/ 45'4 OCCUPANCY CLASSIFICATION: A B E F H Lil2 12.1 131 4 1 1 2 1 3 1 1 2 1 1 2 1 3 1 4 1 5 F-6-1 7 I M R U 1.1 1 1.2 F2T3 1 3 Cl,,L2 3 4 5 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. ONE-HOUR N ONE-HOUR N H.T. ONE-HOUR N Item inspected &completed Site Plan: Approved Denied Signature & Date: Access Requirements: Required: Fire lane: Sprinkler system: Alarm system: Knox Box: Fire extinquishers: Hydrant: # of hydrants required: Location of Hydrant: Location of Knox Box: Location of Fire Extinquishers: Fire Flow requirements: Location of address on building: FIRE DEPT: Date: Signature Build\form\fdchecklist - 1 di 1Ujl1voa (1,16M111 + to ro - a� V,kI .A . 11 L'J L i l' 3& ENO IN[ - rV1■u 110160L 1 1 111 1■1J ■'TCJ'U � � � '..� � %� � 1;-, ' T.LffwLTA[ 11 IT ■ IL f111- - — - Aj, '� _t _ 1 T- 4 :1 11T-S- II 1 T[ I I IfI"m ■I , 1I 1' SI 't111 LV1, ■I ' Ling.-I �IL�,f e: l I�f 1 �■ I II�T I I .1 - rf IIE 11 :i �r �a1 I .41 _ — - - - — — — xm L Ifffnpin110, r I Iv nw low6m I*rm1Tm1 FU ■L it I ' �r1.111y 1i I I f.■rib111■ In I fRv11 J f - - — - - — - - - - - - - - - - - _ Lit I I V11?1 Jam I lg-■ i I11i City of Arlington Building Del PUBLIC WORKS DEPARTMENT CHECKLIST PERMIT # DATE ACCOUNT # �C J NAME: ADDRESS: LEGAL.-- BUILDING USE: ��Q?i/ll� �01-' �� # OF BUILDING UNITS: TOTAL ERU DESIGN UNITS: Item is inspected and complete Existing Required SIGNATURE: Date WATER METER REQUIRED: t HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: GARBAGE CONTAINER PAD: CROSS-CONNECTION CONTROL: BACKWATER VALVE: SEWER REQUIRED: Off site On site 7777 CURBS: Off site %3 A On site SIDE WALK: Off site vJ1A On site PAVING: Off site 0/6 On site STORM DRAINAGE: Off site N On site PRETREATMENT DISCHARGE PERMIT: YES NO" WATER/SEWER FEES PAID: YES NO Build\fmms\u-check - � —c�r .-. ,, :,r i _.� c'.7C n[ :yr � t�f�-,�-j��-►'-t-r 11'tl:rfi-i�.*�:��'.�ii��iil-- � '4 ?. ~, ', � /, i i .. . • 1 i .,� , , � ,� i �. i . .t � i i ',t' . i ;' I �•i i i i i 1. ��,, 4 i ., 1 .� �, - 9 City f .y o Arlington Building Deo POBLIC WORKS DEPARTMENT CHECKLIST PERMIT # !'7-� %,l DATE ACCOUNT # NAME: �r ADDRESS: LEGAL: - 6 BUILDING USE: A�r1L�i�i y �� ,�� # OF BUILDING UNITS: TOTAL ERU DESIGN UNITS: Item is inspected and complete Existing Required SIGNATURE: Date WATER METER REQUIRED: HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: GARBAGE CONTAINER PAD: CROSS-CONNECTION CONTROL: BACKWATER VALVE: SEWER REQUIRED: Off site On site CURBS: Off site On site SIDE WALK: Off site On site PAVING: Off site On site STORM DRAINAGE: Off site On site PRETREATMENT DISCHARGE PERMIT: YES NO` WATER/SEWER FEES PAID: YES NO Build\fbrms\u-check �� f � ■ ■ ■ ■ � ■ _ � _ ■ � City of Arlington Building Dept PUBLIC WORKS DEPARTMENT CHECKLIST PERMIT # �'7��77� DATE /2 9 ACCOUNT # NAME: ADDRESS: Z91-20 2 6 7 7/w LEGAL: BUILDING USE: fd,1Z v I- # OF BUILDING UNITS: TOTAL ERU DESIGN UNITS: Item is inspected and complete Existing Required SIGNATURE: Date WATER METER REQUIRED: HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: GARBAGE CONTAINER PAD: CROSS-CONNECTION CONTROL: BACKWATER VALVE: SEWER REQUIRED: Off site On site CURBS: Off site On site SIDE WALK: Off site On site PAVING: Off site On site STORM DRAINAGE: Off site On site PRETREATMENT DISCHARGE PERMIT: YES NO WATER/SEWER FEES PAID: YES NO BuilffotmsW-check nl �.II.1 IL Ll IuITjuul Igh iu FIL•i y 'I _J� tijU-1 10, 1pnI :.r i_1fl jG, 1;t'• p ;r feF i" ••'rI :xwM 311 Rd .(IN 1'.lr M • may_+ 1 Tv f 'y vo _ J I L L _I 1 11 1 1 1 I J I j• I IrC IIS u Ito El gmnI.,.� ILA ,i _ i 1 I T r-PT �i��,-rat■-r1� v-�- � •i I ��_L�-1 f i t T I 1 s fI1 I - IJ u 1 1:•1 II 1 1 U6 L 11 1 TTL I =��■'rlJ I I J I III I� JTU"_ L J LI IU j l 1 I P'1 f_ I 11 1 ' 11 1 1 I'll 17T'l .491 t A M , \ 1 - 40 e O LL Y w LO wLLI w N n Vi � v . ry Nr U. G i � 4 lt1 J Ll !•— Q G 4 Q cn Uj a L x "' a w p Y m �j JI • com� ? 4 Lr F-~mfq i '•� LJ❑��= � tr G A i � Q o � mod TO'd 0�T0w�90�T Cl 1�10d-631HlbMM H-MSH&H W02�=f WHIM0:0L tPA,;T-cf;i.-Rn t'a9��C11�- i ol l s c e o ► o • n � a � s d � v d ► � d e e e s v o a ► • c • s • . • ► • c d 0 a 0 J e s s v � p v � p v • d e d e e c e v e A. d e v� d ► v� d ► s ► n 0 0 s v • 0 ► o d d 0 d ► d s s o ► c ► c d d s v d ► ► CITY OF ti 4= SQ 14 GA. 50.000 P.S.I. TUBE THROUGH OUT . 1 SLiP F,T S T UE, 1/4 1/4 DETAIL 4 CITY OF �_ I l TON ti .- PLlRLIN E ,TS ARCH JOINT BOLTS ...y I;RLiN ARCH JOINT SCLT TYPICAL PURLIN ATTACHMENT DETAIL DETAIL 3 DISCSaV;LNTI CITY OF o � ARL1 N GTON Pag�� Nei -CM Ba-T5 PI.RLIN i-fOL5 . NCH -INT BCLT TYPICAL ARCH JOINT DETAIL OET^IL Z ascsWLNn CITY OF D ARLINGTON L' 3/8 X 2 ,/I n i 1 nc-MD4T eCt; 2 VZ' SO 2 CALC—c �rPSl - VF 9 a&Ro / s- CITY OF sTim-TLallm usERr CMILL ARLINGTON 0 v o LL O �. O O r, 1 "y � � J O w < � 0 c �tLd Qttyy� W �aW w M �I LLLuuu LL asz W Lr S S W _ 5 `1 r4��1L V F-. p 8 � u 3 _ En~ Z w w� w LL O �a �2 O F-- w lL��l A \ r 4 MOM U ax W Q HW "< En C3 0 w �Lw W S<I,J,Ju�J J V ily.Jl J LO N �W w w ? W<8 V p y�J N m w U H H J cn �. 3 J m W J a N J � 7 f vJ t ' i ,�•, , $4MP� 4/ 1�vo 1 - 1 i i -3.377 -3:377 1 j•„ 1 1 �-- •Y. 1 I �w �. S T � I 9.354 9.354 I 1 I o 5. S Pr -D T L CITY OF DON AL M EXPIgES: 7_/ — ��! ARLINGTON -►7�-17.+4 >FJ:�J�Hr1 FROM HA' "N WEATHER-PORT TO 120642-Mi30 P.02 Rawl Steel Drop-In e Use in:Concrete,brick,stone Use with:Machine screw or bolt Made of:Steel 4 Slzerange: 1/4"through 3/4" t 0 Hole spotting required e Internal plug,pre-asserbled • Smooth anchor body ! Small diameter hole O►Ut required hole. Droo-in anchor and rep(lust,With iurtacs.U4in7 sorting roar (provided free Mtn Too knchars). set me Drop.ln wire sevarsi snare hammer —1 blows.Position rho lirture,insert screw Of 60/1 Ind righter+. e ' 1 � The Rawl Steel Drop-In 15 an all-steel, fire-resistant machine bolt anchor with a pre-assembled. internal expander plug. This scecial anchor deaipn offers fast and easy installation and Drovtdes maximum holding power. It can be installed aUstt with masonry surface or sub-set. INTERNAL PLUG 6304 S'.' 1G" I ix- 100 1C00 2yr 63a0 1 n 60 5oo 0 630a 'rf" 3i" 2%" 5o 250 104 1 6310 X" i:" 3" 25 123 21 k 6312 V" 1" 334. 10 50 AS Q^-44mirQ loal'n!Uaw`..1i1 NC'1 llX17nC;AfA SETTING TOOLS ` size ► �" I �i" I 5' I �i" ' PULLOUT LOAD TESTS' Ten,lle Land nbml 12.4a7 4.6W 1 5.805 l &116 1 10.220 1 •NQrE. 7,4t cau 100Y.6 r+ptraef"+Vera"Vaunts"load NMmw=ncoOhete FAA%e—wnum camOMKHe w"ngiR of 1.Ooo pµ 26 CITY OF e T � • _ottek: ter:icc_ _-_ ** INITIPLIZING DATA *K* Job Descriotion: HPI EN WEA71-ER FORT CCF' Frame Description: &,Xx:) DIES DEL ARCH Structure Parameters Fnalysis Options Memters . . . . . . . . . . .= Linoar Elastic Prhal-vz -Joint^ .. . . . . . . . . . . •� Imc;=rial Lhit= Springs . . . . . . .. . . . Bandwidth Octi mica ti ci =^Ct1C:l� .. . . . . . . . . Load Casa = spsclf,F•�l a.5 "'Atoriz.is . . . . . . . . . 1 L - L.h,d CLmbinati_^s . 4 Usar _o ve; ..-sr�ric_ Ltd P-!r-FP"£ 1.06 (c) Cooyriaht 198 - 1991 _cf tmic Szrvicss Ltd. �_•ad office: 1_4 West Lth I^Iyenue. Suite C ',+anccL!yer. S.C. V6,.T ZG Ceilada Ptcn Fax: (ct14 i -a'}/7 Saf tek: as=-Lames no resommsibility for the accuracy, validi t/ or applicability of t~,e rasulta of F'-r�r-IYE. P-F~Mv'Ec Ina tt Data. `tr Nb. 05 VQ-;TF-F--F�'iT 29 JLn 94 (,e:()7 am Page 1/Ss �k* JOINT DATA Joint X - coord. Y - coord. X - Degree Y - Degree- Z - Degree I\LL mber (feet) _ _ (feet) of Freedom of Freedom of Freedom 7 C 3, 1 1 4aC)5 1 1 6 _,5424 t 4.11, 1 t 7 c.(%c�9 16.5:71 8 6.Exr7 19.OZIs _ 1 1 CIO S.72-64 ^_l._^� y Is. _ 1 ?15 15 24.14T 29.4."'.5 _ 1 1 lJ .0 Z9. -0 Vvv i— V 1 1 1I _ r 1� :0.94c.''5 Z9.8555 i9 =?.4^79- 1 1 1 33.7.:85 22.7 0M 1 1 1 .4.1419 ZS.4576 1 1 1 L 6671 24.9441 '_ 1 1 r r. _ •� 1 6 y_.i9(�. 19.O S 1 1 1 27 -=4.9441 16.6671 23 56.4576 Ia.-141? 1 1 1 Z9 57. 164 11.4205 59.2555 22.94,05 1 1 1 6:j '� 0 :� I '4 7.5188 5.2-674 1 1 i 77 .� 39 9.1z37 17. 26 1 1 1 44) 19.QQ19 1 I 1 ., Z , 2 14.4996 `.4497 4s A4 1?.6675 24.9448 45 fZ.16 Z7 25.S=5 4 1 1 46 2^T.7. 6 26.4812 I I I 47 C'7.Z5 ^�.97 -- 1 i 1 48 F-FRF ,-- Incut Data Str No. 05 kEATFfftfCF:T 29 JLn 94 ()a:47 am Pace 2' :,� ti ;, TEL : Jan 29 ' 96 14 : 39 No . 002 P . 01 Poet-It'"brand fax transmittal memo".'--) #of peer► _ SnohomM County C4, Pubk W0*6 °'°' rt�t'1S ►S Sv r o 2 u S Molntenmce Op,er+ollons Pw. ' A- w coNs'r -7r— RobW J.Pro" . . County ExecutMs January 271,1998 Terry Castle 1201 SonnevWo•Avw. Arlington Utilities Sups intendent Snohomtfi;WA 98M 239 N..Olympic s 3S"1 9 Arlington,WA 98223 ''-' FAx t2oe)562-A J8 � .. ToA Free(800D 562.4367 TDD 3W3700 Dw Terry: This is to acknowledge receipt of your estimate for installing approximately 500' of 8"Ductile Iron Water Pipe and one the hydrant,totaling S 18,685.00. Funds have been designated to cover that cost and will be promptly paid, upon invoicing,when the work is completed. : = This work is required as a condition of our building permit application, submitted on November 25, 1997. I understand from discussions with Dave Anderson, Arlington Planning Department, that upon receipt of this commitment, the permit will be issued. I also understand that the hydrant installation will be scheduled for this apriiig;and will bo of ng the north find of our property,abutting the ROW of 197th Street PEE. T'luuik.you for your assi�tanee in this matter and we look forward to continued wor"relations with.Your Sincerely, Bob Campbell. . Operations Planning Speer elbi cc:.'Nj9 Hrimacombe Donna O'Brien . Pw�ta�wgb�proje�ielrth�+too .�4t.�Hv+��u;�, ..- i recycled popes i ' •` « .._ _ ,. _.. ., w - Eoftak: �::r•J1�c �'� EERIE-: DEL PFCd Joint -X - coord. Y - coord. X - Degree Y - Degree Z - Degree NUunber (Beet) (feet) of Freedom of Freedo m m of Freedo 49 72.J aC� T,4 =4 �-437, 515 4'.1 :G 1 1 y .).6J 1•:56 1 •ice.! i 5? r_• .il r • I 1 1 67 Dz--are . r_;-C Frr_c;n: (-+=rmstrained 1=frae J=ccu ied to Jr'int ** SECTION FRa--,ERTY DATA *** Sec X—ectienal Mom. Inertia Shear Area Section Mod Plastic Moment No. Area (inc) (in4) (inC) (ins) capacity (K.-ft) Sec. Database No. Code Name Ga�% iA " ^ . \ 9k rx r)= AND CrcSs-se`_tional Area and Moment cf Inertia are mandatorv' 2. For ncn-zsro Shoar 'Area. shsar mtrsssei are calculated. 3v For ncm-tsro Shear Ari-:a and BJ'near McdulLIS" sscondary deflr_-ctions: due to Shear are- il�sludwd (linear elastic analysis cnlv) . 4. F,:Dr non-z�-:ro Elastic Sacticm Adulus (S) , stresses are calculated. 5. '�,bn-zeno Plastic |vtzM_-jt Capacitv i' manoa��ry for ' FI-=RAME Inout Data Str No. 05 WA/rAR-rICA/ 29 Jun 94 08:07 am Page 3 -' . . Zoftek EOnr-/ices L!-d W-Ej'i7-ERFORT [�P DIL W-,]| MATERIAL FRCFERTY DATA Material Youmgmod Bhearmod Density Coeff Exp Fy Yield NLonber Wei) (ksi) (K/ft3) (/F*1.E-6) (ksi) - -- ^ i .465 0 50 hkztes^ 1. Elastic M,—,JuluS (YoLmg'S MC-dulus) is nsmdatorv' 2. For non-zero , 1--ear ModuluS smd Shear Area, svoccndary defIacticns tum to shear are included (linear elastic analysis cnly) . 3. Mcm-zero density is reQuirsd if self-weight is spscified and member weight is to be considered (linear elastic and plastic analysis) . 71rxsrmal [cefficient of Expansion is required for thermal loads. (linear elastic and plastic analysis) . . 5. kcn-zero Yield Stress is /nzridatory for plastic: emalysis. MB= CONNECTIVITY DATA Member Lower Greater Section Material Lower Greater Attribute Length NLMber Joint Joint Number NLvnber End Type End Type Type (ft) 1 1 2 1 1 2'944{ Z 2 3 2.9441 3 3 4 1 1 1 1 1 2.9440 4 4 5 1 1 1 1 1 2.9441 5 5 6 1 1 1 1 1 2.9441 6 6 7 1 1 1 1 1 2.944{) 7 7 B 1 ' 1 1 1 1 2'9441 B B 9 1 1 2.94*: 9 9 2.9440 10 10 11 1 1 ~ 1 1 1 2'9441 11 11 12 I 1 1 1 1 2.94% 12 12 13 1 4 1 1 1 2.9441 13 . 13 14 1 1 1 1 1 2.9441 14 14 15 1 1 1 1 1 2.9440 ' 15 15 16 1 1 1 2'9441 16 16 17 1 1 1 1 1 2.94% ' 17 17 is 1 1 1 2'944{ 18 is 19 1 1 1 1 1 2'9441 19 19 20 1 1 1 1 1 2'945} 20 20 21 1 1 1 1 1 2.9441 21 21 22 1 1 1 i 2.9441 22 22 23 1 1 1 1 1 2.944{ 23 23 24 1 1 1 1 1 2.9441 24 24 25 1 1 1 1 1 2.9440 25 25 26 1 1 1 1 1 2'9440 26 26 27 1 1 1 1 1 2'9441 27 27 23 1 1 1 1 1 2.944{ 23 28 29 1 1 1 1 1 2.9441 Z9 29 30 1 1 1 1 1 2.94^�` F-FRAME Inout Data Btr hkz. 05 WEATHER-PORT 29 Jun 94 08:07 am Page 4 PCRT :CRP 605 EERIES DEL ARO-i Member Lower Greater Section Material L6wer Greater Attribute Length Kaber Joint Jobfmnt kLxnber NLvnber End Type End Type Type (ft) 2'9441 31 31 72 1 1 2'9441 ' 32 1 2NA40 33 1 �� 1 1 1 � 1 3^6SA1 34 34 63 . 1 1 1 � 1 2'77,O 73.6 35 34 35 � 1 1 � � 2'6497 3:� 35 36 1 1 1 1 � 2'6497 37 36 37 1 2'6496 3B 37 3B 1 1 1 1 1 2'6497 39 3B 39 1 1 1 1 1 2'6496 40 39 40 1 1 1 1 1 2'6497 41 40 41 2'6497 42 41 42 1 1 1 1 1 26496 43 42 43 1 1 1 1 1 2'64977 44 43 44 1 1 1 1 1 2.6496 45 44 45 2.6497 46 45 46 1 1 1 1 1 2.6497 47 46 47 2.6496 43 47 48 2.6497 49 4B 49 1 1 1 1 1 2'6497 50 49 50 1 1 1 1 1 2.6496 51 5} 51 l 1 1 1 1 2.6497 52 51 52 1 1 1 1 1 2.6497 53 52 33 1 1 1 1 1 2.6496 54 53 5? 1 1 1 1 1 2'6497 55 . 54 55 2.6496 56 55 56 2.6497 ^ 57 56 57 1 ' � 1 1 1 2.6497 5B 57 5B 2'6496 59 53 59 2.6497 60 59 60 1 1 1 1 1 2.6497 61 E} 61 1 � 1 � 1 2.6496 62 61 62 1 1 1 1 1 2.6497 63 .62 64 1 1 1 1 1 2.8365 64 33 64 3.5015 65 2 63 1 1 1 1 1 2.159B . 66 3 34 1 1 1 1 1 3.0000 67 4 35 1 1 1 1 1 3.013} �B 5 36 1 1 1 1 1 2.9999 69 6 37 1 1 1 1 1 2.�7979 7(} 7 39 3.{«KXD 71 B 39 1 1 l 1 1 3.{x:.X:X} 72 9 4{` � 3.[�»�} 73 1(D 41 � 1 1 1 1 3.N�}0 74 11 42 1 1 1 1 1 3.(:X:«:)r} 75 ' 12 43 1 1 1 1 1 2.9999 76 13 44 1 1 1 1 1 2.9999 77 14 45 1 1 1 1 1 3.'-X}{x 78 15 46 1 1 1 1 1 3.[x_»0(} 79 16 47 1 2.9999 Input Data S L-r No. 05 WEATHER-FORT 29 Jun 94 U%8:07 am I ,"'NT-M,; WEA 11'mil'. WRT MATF. Member Lower Greater Section Material Lower Greater Attribute Length I\Lunber Joint Jolt N-nber Number End Type End Type Type (ft) 7. 1 i _ _s _ L 4 21 52 1 1 1 1 � i 00 )) 75 20 So - 2.7777 36zz 54 1 1. - — 3. }_p.) Es 25 56 i 1 i 1 - ^ .. S9 6 57 1 1ZOOK 90 Z7 53 1 1 ± i 91 23 59 1 _ '_ 1 1 i.7779 ri 23 _A) 1 3.Il_x)1 ?4 _1 iy _ _ _ 1 _.oco}_) 95 _i 64 i ± ± _ 1.SS7 1.5 z 7,4 1 1 1 _ 1 4.(WS 1 1 - 1 4.(7 rV n t6 i 1 i _ 1 4.V7G0 79 i c* 7 =i 1 1 i i 1 4.09.e? 77 iC4 11 41 1 i i 1 i 4.CR- 9 15 12, 2 42 i i 1 4.C RB3 106 i3 4-3 1 1 1 1 1 4.CR-037 107 14 - 44 1 _ 1 1 _ 4.c:11/1-M i'._s 15 ,_ 1 1 1 1 i 4.0W-G3 109 1'6 AS 1 1 1 1 . .. 110 17 47 1 1 1 i i 4.tr, _11 17 49 _ 1 1_ 4.097r% 112 1s 50 1 1 1 1 _ 4,096- 113_• 19 51 1 1 ± i _ 4,f irja_; 114 D D 52 i i 1 1 1 4,CYR?2P 115 21 57 1 1 1 1 7 1 4.�989 i C rb 1 1L �4 i i 1 1 4,�9118-13 23 55 1 1 i _ 1 4.C789 Ks Z4 16 1 1 1 1 1 4.CF 119 25 1 1 1 1 1 4.c_93 1Z) 26 53 1 i 1 _ 1 4.OTeW 121 W 59 1 1 _ _ _ 4.;:ri;Sq 1= 23 &D i 1 1 1 1 4.0-719-71-`•-) 60 i 1 i i i 4.CRSK 124 171 61 i 1 1 1 1 4, RMS 125 =2 62 1 1 1 1 4.CRBS Notes: 1. Member End Types: 1=fixed (rigid- connectim) i=pinned (pinned connection) . 2. Attribute Type 0 indicates that the member has t,-='En deleted. 1=RAME input Data Str No. 05 UE,ll-EFL-FQ;T �? Jun 44 C)8:07 am Page 6 x *** LOAD INITIPLIZING DATA * � low # loaded 4Spport # loaded describe Ease joints settlemnt members load case Self ight 2 0 C . .H W IrQ S o e20 ' PS » ® L�� !Nbte: Load Case 1 soe=ifi d as self-weight. joint and Member load data for Load Case I is ignored. SO-E-If-�\--i ht is aUtcaetically calulated. *** � LOAD DATA *** load case 2 - member distributed loads Rec Mem Sloped UDL Prj . UDL Local LEL Local UDL Triangular Thermal No. No. KZft slope KZft hcr= kxft per Oft parll KZft @ W cage (F) 1 i o 0 -.ice 2 2 0 0 0 0 0 —16 0 0 0 z 2 0 0 -.16 0 0 0 4 4 0 O -.16 o 0 0 5 5 0 0 -.16 0 0 0 6 6 0 0 -.16 0 0 0 7 7 0 0 .14 0 0 0 8 e 0 0 W3 0 0 0 e 9 g 0 .14 0 0 0 10 10 0 0 ' , .143 0 0 0 11 11 e 0 1143- 12 s o 0 0 1 0 0 .14 0 0 0 13 1 0 O .143 0 0 O 14 14 0 0 .1 0 0 0 15 15 0 0 .i 3 g 0 0 16 16 0 0 .143 0 0 0 17 1 0 0 .147. is Is 0 0 .143 0 o O 19 19 . 0 .143 0 0 0 0 0 .14 0 0 0 e 0 .14 22 27 0 0 .143 0 0 0 23 2 0 0 .1 0 0 0 24 24 0 0 .153 0 0 . 0 0 0 .142 0 0 0 0 0 .102 0 . 0 0 .i 2 O 0 0 223 23 0 0 .102 0 0 0 2 29 0 0 .1 2 0 0 0 ., . 0 0 .102 0 O 0 31 31 0 0 1102 0 0 0 O 0 .i 2 0 0 0 P-FRAIE input Data . S' No. 05 WEATFE:-FORT 2-9 Jun 4 ;07 am Foge 7 r \ tc -:k �r-vic— L-I,:d H4,rsa WEA/O-EF: FoRT [OFF 6{^& SERIEE DEL ARTJH ` Rec nem Sloped cOL Proi . UD- Local UJL Local UDL Triangular Thermal No. No. K/ft slope K/ft horiz k/ft perp K/ft parlI K/ft @ BJ Change (F) -�7fft 0 0 0 0 Z lO } -.375 0 D 0 0 3 11 0 -.375 0 0 0 0 � 4 12 0 -.375 0 0 0 0 5 i - C, -.375 0 0 0 0 6 14 O -.375 0 0 0 0 7 15 0 -.375 0 0 0 0 3 16 0 -.375 0 0 O 0 9 17 0 -.375 0 0 0 0 10 is 0 -.375 0 0 0 0 11 19 0 -'375 0 O 0 0 12 20 0 -.375 0 0 0 0 �3 21 0 -'375 0 0 0 0 14 22 0 -'375 0 0 0 0 15 23 0 -.375 0 0 0 0 16 24 0 -'375 O 0 0 0 17 7 0 -.375 0 0 0 0 13 B 0 -'375 19 25 0 -.375 0 0 0 0 20 26 0 -.375 O 0 0 0 Notes: A> For Fully Distributed loads and Point Loads: - Sloped M, Projected M & Point Lds act in the global coordinate system. - Local Perpendicular, Local Parallel, Triangular Loads act in the local member =oordinate system. - Triangular Loads are Vat the lower joint with the magnitude specified at the greater jvint. - S) For Partial load orientation: 1 = Global X projected Id, 2 = Global Y projected id, 3 = Global X lateral id 4 = Global Y gravity Id, 5 = Lccal y Perp Id, 6 = local x tangential ld LOAD CCt1QI1\ATIQN DATA Load Load Comb Load [lznb Load Comb Load Comb Load Comb Load Comb Comb Case Fact Case Fact Case Fact Case Fact Case Fact Case Fact 1 1 1 3 1 2 1 1 2 1 3 1 1 2 1 3 .5 4 1 1 3 1 2 .5 F-MPME Input Data Btr No. 05 WEA7NGR-FORT 29 Jun 94 08:07 am Page B 1 Ltd ** PW-,LYSIS HISTCR'Y K K* Stln:_`r, Degrees of FrsedcTi . . . . . . . . . . . . . . . . . rr J ur_c`_(i' i.of f-oa dwidt`i . . . . . . . . . . . . . . . . . . . . . . M, -m -:00 Stiffness Slmnen;ts . . . . . . . . . . . . . . . Z.2=6 Msmbar'- with. . . . . . . . . . .. . A_unL7,--r Of Support Joints _lid Springs . . . . . . . . . . . Structure(re Self-Weight (Kips) . . . . . . . . . . . . . . . .706 SUFFCRT FEAC710 S Load Case Results Joint Load X-Reacticn Y-feacticn Z--Reaction IVLunber Case, (baps) (kips) (k::f t) ON:) 74.15E -- -.179 ._V 0.(Y�t) _ -5.C.'63 9.354 (i.(Xx) Load Ccmbination F:es(_(its Joint Load X-Reaction Y-Reacticn Z-Reaction Number Combinat m (kips) (kips) (K.-ft) i 1 _. 9.7r 2 .('=i) - 7. -1.di5 1.651a 01 Do 4 _.it o 8.019 0.(-x_x_) 1 -5.�)7 9.i!1r 0.On1 .26) -_.(i24 (VAD _ -2.794 1.65' 0.OM 4 .2=0 8.019 Notes: i. rci-itiv X-reactions act in i the positive global X direction. 2. Positive `f-reactims. act in tha positive global Y direaticn. 7. Positive reactiG15 act cm rit2r--ciccECW15e. F-FF'P E Linear Elastic analysis results Str No. 05 6vEATrER-FORT 29 Jun 94 CG:07 am Page 9 ' . \ 3cftekServicaEi Ltd Y-4WE DNWE A 7, -E� F i C P71 ::CF 5��IBS IDBL ARCH JOINT IDIS=LACEMENTS Load R' .� Joint Load _ X-Displ. Y-Displ. Rotation Amber Case (in) (in) (rad) ' 0.{«XXX} z 0.(:x:«:x:« 0,0[x«x) -.(:x:169B � 0.[��«� 0.{xxx«] .{{�07 2 1 -.0013B -'{{0715 ,CxX»IZ � '20366 -.01366 � -'10543 3 1 -'{0tZ�� 2 .30622 -.{AZ53 -.{«}435 � -'18151 '{»}458 .00197 4 1 2 {-992r 3 -.24B17 '02183 .[»]139 .' 5 1 -.0074 -.{«:)(}44 .Of-ICK)1 2 .61335 -.13949 -.02B3 3 -'2S2�5 .{C.�Z� '0{Xe4 6 1 -.(YAM � '��54 -.13-807 -'{«}213 � -.30459 .05262 .0[»}2B 7 1 -.[":w?15 -.{�«I]7 -.[x:»:)}2 ' 2 .72641 -.22533 -.5�013 71 -'29463 .05233 -'{0113 B 1 -'{,(:)361 -'{ 9 -.{{»X}3 � .734B6 3 -.25679 .02981 -.00164 9 1 -.[x:)275 -.(-)0161 -.(:X:»:)f}4 2 .72429 -.24794 3 -.2D}B1 -'01674 -'[X:= 10 1 -.00175 -.[K)2B1 -.[x:«:)(}5 2 .70106 -.23251 '[»:x}95 3 i1 I -.{007B (:x:)Cx:)5 2 '67127 -.2{»}2B .00135 3 -.07453 -.17410 -.(:�!.':)6 12 (X003 -.[x}5T5 -'{«}005 . 2 .64{»]7 -'15343 .00167 3 -.0222? F-f-T-AlE Linear Elastic analysis resultS Btr No. 05 29 Jun 94 03:07 am Page A) i / Eoftek services Ltd 4JEATHBR FIFT OQ4F' Load Case ResuitE Joint Lcao X-Displ. Y-Displ. Rotation NLxnber Case (in) (in) (rad) 1� 1 'C{N57 -'L�766 � .61161 -'09525 '00126 -'::,724B -.{�� 14 � -�»�}B2 -'{x��J3 -.0{xY}3 'O0195 15 .1 .C{�crB -.01037 -'0{«Q2 2 '57482 .05}16 .N}195 7 .03526 -.53518 -.00161 ' 16 1 .0A52 -'01110 -.{%{XD1 .56913 .O01B6 � .{�3�17 1 '{xx}14 2 '57192 ,17332 .00175 3 .[KAT} -.59M1 119 1 -.0{z}24 -'0110B .00001 2 .18039 '23572 .00157 3 -'01395 -.58C}11 .{x:«:E1 �� 1 -'�XX)5} -.01034 2 '6(X)41 ^�B��3 00126 3 ' -'02542 -.53480 .0}161 20 1 -'[»�}53 -.{»- 14 .[»:)r:x}4 2 .62019 .323?B '[«G91 � -.02355 -.46267 .[xC-2219 -.(.X»}2B -'{»}7f2 Z, '63953 ,34628 .[O]52 3 -'{O'l5B -.37174 '[»}277 22 1 '{»}593 .[x:»:x]5 Z .655{6 .00010 3 .0�Z32 -'27176 .003[4 23 1 .00I{-)s -.{«}425 .[«�-x}5 2 .66744 .34539 -.N��3 � .06471 -.17303 .W307 24 1 .00205 -.(:x:)275 .(-.{«:X}5 z .56166 .32425 -.00076 7, .14705 -. O0254 25 1 .[«}3:)6 .[»:x}{A P-FRAME Linear Elastic analysis results Btr �. 05 =-A."=R �``- . 29 Jun 94 08:07 am Page 11 Softc:k S�Drvicms Ltd 1`4ESIWEA-IEF, �R [�P �{«:,`] SO�.IES Ir)EL Joint LOW X-DisS. Y-Disol. Rotation Amber Case (in) (in) (rad) - -- � &4721 21}7 -A5117 ' � 'zi11B -.015Z3 .m}23� 26 1 '{«J392 -.[K«}72 2 '61826 .25176 -.C5170 7. .267-I(] '0312? '00 III 65 27 1 '{»A-46 .0(:,:)(:)2 Z '57427 .2[) 00193 � .30534 .05392 .00114 23 2 '51562 .{5225 3 '31541 '05431 -.{:}O2B z+ 1 .{N-1{/5 -.[O}37 -'{X»}O1 z '44307 '11670 -.[XD260 3 .293?4 zo 1 '0G359 -'[K»44 0.[X:x:X:x Z .35164- .07458 -.[»}294 3 .25933 .[G267 -.00139 ' 31 1 .C{C62 -'%X,49 Z .247{» .0396B -'0031B 3 '19292 .{�v��9 -.001B9 . . ' 2 .13172 .01445 3 '12265 .{»*64 -.[C252 Z 0.{X«XX) 0.{,X»X» -.{0450 Q. .{»}375 'O{»}29 .{«��}4 2 .33172 -.19[/94 -.O0437 3 -.16221 .[6919 '[C192 35 1 -.{::Zxj '{«-x}15 2 .469[A -.21175 3 ' -.22996 .{1960 .{»}162 36 1 -'[«J��1 -'{»�}13 .�«:X:X}3 . 2 .57579 -.23172 -'0}287 3 -.27322 .06262 37 2 .65713 18 -.(:N197 F-FTWE Linear Elastic analysis results Btr No. 05 wC-m/FEr--C`/ -9 Jun 94 0B:07 am Page 12 ��f�ek �srv�ces Lt� . , Join Lbsd X-Disol. Y-Displ. Rotation Nuinber Case (in) (in) (rad) . -- 73 .{AD»1-49 (X[�1 2 '70568 -.25555 -.00103 � -'31254 .{Z517 -.{KxM 39 1 -,LX426 -'C'0162 -.(:)C)c:x:)2 2 '72853 -.25214 -.M13 3 -'272S4 -.01675 -.00170 40 i -'{N371 -,[E264 -.00:«D4 � .77362 -'23746 .[»:X}4S 7 -.255% -.07541 -.CA3�6 41 1 -.{KI298 -.CK":791 -'[::xD05 - ,72593 -'210B5 .00101 7 -'20765 -'14916 - 42 1 -'{�220 2 '71036 -'172B2 .00141 3 -'1566Z -.23393 -.{{103 43 (]0146 -'0{v(--rS7 -.[x:x:x}5 - '69112 -.12481 .00170 3 -'10B5B -'3Z-,-L 7 -.{XD29B 44 1 ' ' -.CC{V�� -'{»�� -.'%IO35 � .67171 -'WERS 3 -.C6B]2 -.41105 -.CGCIr0 45 1 -.{.-:039 -.{)C962 -.{x:«:x]4 2 .65478 -'{«)B{16 '00197 3 -.03727 -.4ES29 -'{xD219 46 1 -.0{@10 -.01{\�)0 -.(:X:x:X.:):7 . 2 .64205 '05492 .00196 . T. -.01642 -.54810 -.00151 47 1 .(:x:«:x:)6 -.01119 -'(lv:)C:X-)2 2 001B3 3 -.00352 -.5B449 4B 1 .(x» 15 -.01131 2 .63174 '17=2 .0O174 3 .m}5-A:X} -.59421 49 1 .[��)24 � -.0111B .{«:x:x}2 2 .63464 '22948 .0262 3 .01353 -.53432 .0059 P-FFPME Linear Elastic analysis results Str No. 05 29 Jun 94 08:07 am Page 13 Softck: 5ar ices LtdI u`J fir;ii-Er' 1"CR I ._ S Load Case Results Joint Loyd X-Displ. Y-Displ. Rotation Amber Case (in) (in) (rad) — r — — _I:5a 5 ,f x X )4 2 .64&:)9 .ti 14 2(.i_)(X j97 ..)4734 -.A.3:9 .r x jam'9 52 1 .(X?114 -•Cx:) Cr- ,c_x.x:r)5, 2 .65415 .=99•' .C)CAD53 .07815 —.4103S . :U270 5 1 Cx)176 —.(_i:)6S2 2 .65144 .75243 .11878 -.32325 .t .16651 —.23::. 6 . .64(_-:j5 Z4261 -. -":x-)71 -•14606 Cx)C54 i —'-, -,-•-2 ' .26596 -.07418 •-x l=, 57 ? ,_XD457 —,(_()i5.1 C .!E=4 .i?644 -• . 15' .:D:)::A7 541 ,f YD170 .53611 .26561 -.c_x.-)19) 59 C .47772 .23U45 60 1 ,c;{)=91 -.CX:x.:x:)6 .40778 .2025D -.00262 .23423 .064= —.I CY._E9 61 1 x?i"C) ,C xx))T22 —,Cx x?i:)' 54 .24113 .07125 -.Cxj165 62 1 .C x=9 ,CX X:)7. P-RFPKE Linear Elastic analysis results Str hlo, i�5 WEIMH R-FO;T 2-9 JUn S4 (:E9:(:)7 am Page 14 . / = / ' - ---_--_- ------_- - --_ - � r 4EA71 -ERF��T �� DHL AF:O� Load Case ReWlts Joint L81d X-Displ. Y-DispI. Rotation Number Case (in) (in) (rsd) - -- � =492 '14919 .[X«�}3 2 .19632 -.13567 -'{W:1 3 -'1{K<Z6 '05352 .{G207 64 1 .00174 '{«C52 -.MW 2 .12825 .[51}m -'[kC�13 6 3 .119{�� '05745 -.{x]Z27 Joint Load X-Displ. Y-Displ. Rotation Number Ccmbina±ion (in) (in) (rad) 2 0.[�«�» 4 0.{«:x}0/} 0.{K:X:X:x} 2 1 -.0681 }234 2 .2022B 3 .14956 -.01506 -.[K065 4 -.{»}49B -.00Y9= {xK"{e � i . -'12335 '"XAC�d .00198 z Oils? -.044:7 ' -.[0434 3 07,13 -.04172 -.{��6 4 -.{KD074 -.01772 -.0{»}2O 4 1 -.25146 '32133 .O0139 2 .50571 -.{G977 -'{x]364 3 .3B162 . -'07E85 -.{�,,234 4 .{OD}4 -.[=,30 -.{x:)(:)47-, . 5 1 -'2E619 .{0780 'M65 _ 2 .61011 -.13993 X'}2B3 3 .46363 [OW} 4 .QZ}23 -.03195 -.(:x:x:)57 6 1 -'3{�� '05231 '(:x:x:)22 2 .68434 -'12E18 -.('.x]213 3 '5�Z04 -.16207 -.[xO199 ' 4 .03547 -'04172 -.Cx:xJ7B 7 1 -.2�]G3 .05195 -.{N115 2 .72226 -'22570 -.5015 3 .57494' -.19954 -.(:x:x:)72 4 .06433 -.[5071 -.Cx}122 Linear Elastic analvsis rc-SUlts Str No. 05 T 29 Jun 94 08:07 am Page 15 i 11;u yTr6-; r F7 ZCSF '.:x: ; RIES DLL PRO-! Load Combination Results Joint Loyd X-Displ. Y-Displ. Rotation NLvnber Combination (in) (in) (rad) _ _lu,.. .72154 -.24955 .COMM j 11 1 -.07536 -.17S41 -.`K` 1i .63721 -.,_64 -.(-)(:x) 4 .26022 -.27355 -.C524 12 1 -.'.�.:.�6 -.Z,-a6i 2 .QDIO -.15946 .C*16Z .6i'L95 -.295S1 .:"Y) 4 .29773 -.15541 -.5075 is - .01510 -.3801 4 -.932BI lug 4 4 z .59010 -.:3851 .i{)17wZ. 48?7 .5756i f ,0 979 ,CG197 - 327 16 1 .0C423 -.591% -.00001 01 .56965 .(r77 77 .':x)135 .58157, -.192z2 .,Y.)145 17 i .0054:14 -.6 �463 :i.(x_z)(x) .572-K�6 .16 0. ,(x:)1 7 5 7. .57452 --.13462 . x:)175 4 .2912) -.517 94 .(r x_.e3 -F-PP-E Linear Elastic znal-;•sis results 3tr No. 05 WEA F A-FCRT ''29 jun 94 c:-9:07 an Page 16 . - \ ' BLf-bek Se,�,icas Ltz! K'.q',G54 WEJMH�, F{�RT =V . , 6M SERIES DE, 4fM, Mint Qmd X-Displ. Y-Displ. Rotation NIunber Combination (in) (in) (rad) - -- 1B z 16 .22��3 .0015B � .5761B -.'}6542 '[*193. ' 4 .27751 -'47334 .00160 �9 1 -.02592 -.54514 2 '59--�?Z 'I76:7.4 .{«}12B 31 .5E721 .{x:,v-:;?4 ^ 4 .27429 -'T}1B0 .00226 20 i -.471B1 .0{CZ32 2 '61966 .314B3 � .60729 4 .0602 -.309B2 .00tJ�7 ' 21 1 2 .63T25 .33666 .{»O56 :3 .67-096 .15279 .(:X:)195 ' 4 .31491 -.2{6M .{xJ307 ' 22 1 .Q259 -.27770 .{«}3[9 2 .65532 .34730 .{x:x15 :7 '67148 .21141 .00167 4 .36011 -.10109 .-]0314 23 1 .0B579 -.17723 '{«]312 2 ' .66451 .34114 -'':)(:.x}27 3 .706437 .25462 .00126 * '41751 -'00459 '00295 24 1 .14911 -.{=79 2 .66771 .3215} -'{»�:/71 � .73724 '275.9B '['0071 * .47994 .07434 .[»}251 25 1 ' .2�424 -.01692 .00242 2 '65027 .29O53 -.[x}112 ' 3 .75596 .22224 .[K»Q6 * .537E4 .12912 .{K)123 26 1 .27121 .03057 .[x:)16B 2 .62213 .25103 -.00167 3 .75562 '2666S -.[::x}B5 4 .58034 '15645 .{«K3W. 27 1 .3[R80 .05762 .[»}1i6 2 .57873 .20655 -.00191 3 .73140 .=51 -.[x}134 4 .59693 .15705 .0[»}20 P-FRAME Linear Elastic analysis results Str No. 05 ~EA/ncR-rC`/ 29 Jun 94 0B:07 am Page 17 ~ Ser/icas Ltd HANEMENWB�=-r-, MRTCU;P EM SERIES D21- 4RC Load C4=rnbi ation Results Joint Lc�kd X-Displ. Y-Displ. Rotation NLvnber Ccmbinaticm (in) (in) (rad) . - -- 2B '31993 .05407 - .5O}13 .16057 7 .i77B4 '18773 � '57774 '1344B -.00140 .2?799 .03963 z .44712 '11633 -.00261 3 .594CY9 4 .51953 .[rY7159 30 1 '26�9I '02323 -.00139 2 '35522 ' '{7415 -.[«I295 3 .434Ei .00598 4 .43874 .06052 -'{5267 71 1 '19555 '0}601 -.0O190 2 .24962 '03920 -.{«}319 3 .34628 '{4244 -.[»}414 4 .31905 .02585. -.00349 32 1 .12446 .{X::J36 2 .13359 '01417 -.{»}34{ 3 .19492 '01449 -.(YA66 , 4 .19035 .00759 �3 1 0.(:X:)C«:x:) 0.[�»:),.:« 0'(X«X«) .{C-1454 -.{��42 4 {06[wr 34 1 -.16421 '{5948 .O0196 2 .Z2972 -.19}65 -'{«}433 i� .24E61 -.15AD5 -.{Q�I� 4 .00165 -.{C599 -.DxDZ7, . 75 1 -.23296 .[6975 .00165 _ 2 .4�164}4 -.21159 -.{K081 3 .351{v5 -.17679 4 .[5156 -.03612 -.N:x:CI' 36 1 -.276B3 .(:�6249 .[X«}93 ' 2 .57218 -.23185 3 .43556 -'2054 -.{C239 4 .01106 -.05777 -.0{051 ' 37 i -.311B3 .0{X7)19 2 .652B9 -.2485B -.00196 3 . .49912 -.22321 -.001B7 4 .01676 -.07375 -.N-,079 P-WpME Linear Elastic analysis results Str W. 05 WEATHE��f�RT ' 29 Jun 94 0B:07 am Page 13 1 MA SERIES DS, AIN L_o_ c; C-gynbinat3_.on R_oe-s-ul is Joint Lchad - X-Displ. Y=Displ. Rotation N unber Combination (in) (in) (rad) 39 1 -. 9710 --.01237 ,? .72432 9sz-,7 C _ .57791 -.t6i17- WIN) 2 .72991 . -.2401C% .4 ,11i176`4 -.1?673 41 i -.21 C6_ -.153r)/ ir�L4 .=33 -.2Z-49 42 .1�r�.:r -.��7.:�p- -1 C .7CO 16 -.17s17 ,Cx)176 '-.- 4 .196=1 -._ 50 4.^ i -.i1C -.-.I-:4 -.C x)-7x:)4. .-LE?66 - .1'167 C.0165, _u AMW 2 .67c: 7 -.C+7T1 .Cx)1C-14 .63636 -.2.2j4^. f Y Y 41? CGISD 45 1 -.03766 -.49;91 .654=9 .017 ti-a Y.119' 7. .63:575 -.261S .(!i)C)64 4 .2B?77- -.5.,:)194 -.Cx:)12.4 46 i -.01652 -.55:371 -.C x)154 2 .64195 .044.'1 .67777 -.22974 Mils 4 c:)45i -.-9:,125 -.CI:x i55 47 1 -.C x)_46 -.5.9569 -.Cxx._i7(:) .^'�.'. .60442 .10561 .Culsi .=61 -.1866; .C )147 4 .31772 -.5Z723 .D x a i F- AME" Linear Elastic analysis resi.)lts Str No. 05 IDEA rF ERf'CRT 29 Jun 94 CV07 am Page 19 tic f-Imk =_,r/icm-s Ltd P� 6CX S' :?ES DEL (= CH Load Combing.t-1 cn ReSLIl tS Joint Utad X-Displ. Y-Displ. Rotation I\kunber Combination (in) (in) (rad) .63189 .16201 .DD174 50 i ,C C6Q5. -.55835 .CU1 54 ... .64119 .26718 .0035 .65442 -.Ca_670 •C )Ci() 4 A4725 -.41947 ,i vD2W 51 _ . -.-/I'C77.3 ,i J.:)= 2 .64878 .30534 . UI Y._' 71 .67245 .06144 .C 210 -.41267 .UCC.7 5 z .65529 .=164 OD362 _ .69436 .12644 .3)197 5� 1 .1�)54 -.-.2 67 z .65RID .Z4566 .71760 .18423 _ Jr .44a77 -.15:343 ,C' 712 4 .49566 -.�)6176 ,C 295 55 1 .22177 -.15191 x267 2 .64•'_5 .•:•tit i 6 -.0CX:'-6 7. .75276 .26477% .Q_x) 5 56 1 .C6599 -.CT676 .(_x_)24<_I C .62126 .32.?44 .75425 .233 4 .57Sb1 .C047 5 57 1 .=4:-SN -.01697 .00177 C 7. .7-902 .28712 -.C x:x:?66 4 .59940 .1=125 .Cx x j96 Linear Elastic analysis rc-S ilts Str No. 05 WEA79E;-FVRT 29 JW 94 CO:i)7 cm page,A) Scittak: Services Ltd,' 6 A M) SERIES DEL AT—H F Load C-mbinaticn Results Joint Lid X-Displ. Y-Displ. Rotation I\Lunber Combination (in) (in) (rad) _ y .70257 .27810 -. O149 4 .59616 .15 W CX-;{:)1' 59 1 ._ :D .` 5193% -._K K)is .w 12 -.C: =4 .64154 .Z5725 -,Cx.iii? 4 .56191 AW66 -.CQID) b<) i .,-.BOB 2K) .06416 ti4416 -.:x x:,92 ,^_ .41170 .27244 -.i K)'264 .55114 .Zv.455 -.C(D:7 9 4� .4?2:R .16Z-41 -.0 , - 61 _ .24448 .C 7147 -.W16=3 C .3248 .17295 -.'_x 1'02 7. .4454' .2&052 -,Q:X)'SSB4 62 1 .17 59' .07127 -.00175 .=.,;-I .1495-4 -.':O,.=5 .=1403 .185DD -.i0410 2 .195)5 --.135mb ,C04=9 7. .1449E -.1(260 -,C Y)._55 .12951 . e:)R 4 -.CK T�:_:9 Notes: 1. Positive X-displacement= are in the positive glottal X dirmticn. 2. Positive Y-disolawments are in the pm-+siti.ve global Y diracticn. 7. Positive Z-di=placemcnts are cminter-cl-=kwi=_m. P-F;PKL Linear'Elastic analysis rssul t=- Str 1\4o. 05 WEAT R--MIRT 29 JLn 94 1:)5:07 am Page 21 VE-)T!-E. Fes:T =T' ,XX) SERIES DEL PF,Cri 4= *** r1ENBOR FORCES k Load Case Results Mem Load Axial C LJ -Shear rd LJ E41 @ LJ Axial @ C,J Shear @ GJ Eel @ cx� rob. Czkse (Rips) (kips) (F.1"-ft) (kips) (kips) (k'-ft) 002 1.c = .249 2 Z.51 0 .246 .1 IS -2.290 .=4 -ai:41 2,070 •-.C 01 .(::0`'1 tea:.;)7G -.y-14i --. :19 -. 1g .240, - �. r _. �- a24_ .�•_� �r s4M aa 2 _.4-4 .241 .107 -5.444 a,^.'. 9 -.i(A -1.7"A -.:i12 -.': :S 1.7(_4 .:i12 -,r-)E- _ i C: X) 5.676 .2:64 .117 -._'.676 .216 -.(=,45 _ --.MA -.':)17 .::x:6 2.ZI-14 .01= -a0_i4 7 1 , _:'? ,is )1 )._z:X:) -.:�5 .D02 -.(x)2 3 1 .()I6 ,(_:4)1 ,l )1 -.I_)1z ,1:()2 C01 7. _ t Z517 141 Las .C45 -.iz? 9 1 .071 a(_.02 .:.x_)1 -.02 .(:)()i -.00i _,j(j4 -.C1.6 -.121 --.1(:4 -.ZY')5 .i(:Wt _ -.)_)fs .340 .165 .60 .,_9'0 -.149 10 1 .05 ,(_+)2 .(:x 1 -.(:)!fx) ,DD2 -.(:X)l 2.155 -.216 -.119 -2.155 -,_)5 .102 1.77i ,=_ .IS9' -.S(:L_ .•='49 -.1_65 =6 -.116 -1. -.ZDT. .10i 2.S~:) .414 .210 -2.40:7. .398 -.18a 12 1 .1(.-)4 .c )._ ,(:.X:) -.10C . X l,^_ 2 -.215 -.114 -.3.42 -.E1:)6 .099 4.481 .458 .2Z7 -4.054 .444 -.206 F-FRAME Linear Elastic analysis results Str hao, 05 1+Z2,7 HER-MRT C9 jun 94 (8:07 am Page Z" i7 I I : r�E S �_{:{,R 1 L..-.l``=:-r lOWi=rt r�SI-q Load Case Resatlts Mem Load Axial 'La LJ Shear @ LJ EM C LJ Axial C CO Shear @ GJ EM C W No. Case (kips) (kips) (K-ft) (kips) (},:ips) (h'-ft) .y .^A.'• -air 5 _ul .507.. A !r_ -a iC N6J ' ,�/ Q n 1JiL' 14 1 .15) .C,07 .C'01 -.14 3 ,i x?^._ -.(JOI -1.-,_ -.214 -.1:9 1.2% -.Z- 7.269 .527, .248 -. .,x-i9 .516 - 15 1 .166 X?.? .C*2 -.165 .002 -. X?1 2. :74 -.C14 -.1��7 2.034 -.2,D .09 j S.2 A41 .252 -3.1i x i .5T9 -.250 16 1 .176 .r x-' ='1 -.176 2 -. e�rr a211 a1•._' 2.702 o_1':� 'fJi 17 1 .176 _v-?•? .C":?1 -.176 -.(: )1 i - -lc is 9 _ .z r+a r_ 202 8 _ S.626 .a_W -a.,max%:? 546 -.Z5 ? 12 1 .165 .0 X'C .':"?1 -.1�a .::ti''• -. x?C 19 1 .149 W2 AM -.149 .C:?' -,r x:)i - ..&:?_ .216 -.105 4.603 -.205 .s:rg; 7. _`_`= .516 -7.i69 Z42 .20 _ .126 .,_s?y .'C ?i -.iz'S �^'.. -4.S62 -.215 -,i 0:3 - .862 -.L0^5 :?r7'�._) 5.6 S .'Ic^4 .22= 5.97 .495 -.2•"i;1 21 .101 ,CxD2 %:?1 -.1(-) 07. -. x)1 L -5.022 -.214 - .102 5.0" -.Z:?7 4.OT4 .444 .206 -4.451 .4M -.=7 C -5.D 7' -.214 -.lcxx:) 5.iy99 -.C�?7 .��1 71 _.-0:7 .�CFS .1W -2.30 .414 -.21i) 27. i .l-?49 X?y 001 -,05Z .002 -.(X?1 .' _0. .349 ib3 -1._'1 .•:b:> -.189 -4. -.212 -.0 o 4.955 -.209 .095 _ -.607 .298 .149 .i?5a .ZKO -.165 25 1 .011 i11 .i x=?C ,c ii -.c_i15 ,i x:?1 -.001 )1 Linear Elastic analysis rc-salts Str I%lo. 05 WEATPER--FCRT 29 JLn 94 C)E3:ii7 am Page Z' - ---- ----- ---- - - -- -- - . ~ � � w \ / / / / x:) SERIES i)i�L ARCH Load Case Results Mem Load Axial '(� LJ Shear @ LJ EMI @ LJ Axial @ GJ Shear @ GJ EM @ GJ No. Case (E::ips) _ (k:ips) (k;-ft) (kips) • Orips) (K-ft) ... 4.74yD -.215 -._(:x:) ..74(:) -.206 .00-7 -._. .245 .129 1.1717 -Ef= -.14i -4.401 -.154 -.:i7o ,.481 -.140 ,C."64 i i ."D i� .(w)C '•)15 .001 11 0..(:n x) C -4.247 -.154-i -.D67 4.247 -.151 .069 _ -2.204 .Ol= .::44 2.'r:)4 -. li= -. 06 _- 1 :)•T_ .'__)2 :)()C 077 .(_:y x_) ,001 Z - ,.':)25 -.15= -.()71 ;_l_r 25 -.146 .0664 . _'A) .:x)1 .:x)1 -.O45: _ ,(:'(_)O r.-),r.-x_x) y - -4.(:)= -.145 -.CW *.(:'=% -.155 ,[)75: _ -1.694 -,003 C,0-L• 1.::�94 xi_ -.01' 71) .try�r x%C x:)' -.Ca -. x:)l .(:x:)C -_ .o•_z -.146 -.C-164 _.a_E .If4 .075 1 ':x)1 -.151 0.CXx) (),(:xx_) 002 _._2'. -.164 -.074 3.620 -.137 .00-34 2.446 .024 .057 -2.4.446 - -.0 4 .i)14 1 .207 . .:x)C -.(X1 i -6.4,0 -,i le -.(_J 6--, 6.470 .Ole .001 i 74 i .169 C x:x_) x)1 -.1T' -. x iC ,i x_)C 2 .71^ ),i x (? ,i V)5 5.718 01,(XI.0 -.(:x:)4 35 1 772 .0 )1 .001 -.loi l),(x_x) (D,(xx) C -6.151 CQl .018 6.656 -.021 .()- _ 3.i12 .(:)26 -.(D21? -3.112 :_^'-S -.()41 1 .=9 CO2 .':k)C -.k5 -. x)1 .C*1 C -8.16 .=(Di .017 G.663 -.ix)1 .0 1 77 1 .Z74 .(:x:)i .001 -.274 .001 -.(j()i 10.062 :010 -.i x:)4 10.062 -.010 .i)=1 P-FRAME Linear Elastic analysis results Str No. 05 WEAVE ;--FC# 7 29 Jun 94 i)S:i�7 am Face 24 1 cfteF: wrvicas Ltd FUT 6i x_i =IE S DFL rF,•CH Load Case Results Mem Load AxialWfd,, LJ Shear C LJ EM @ LJ A:,,ial C W Shear @ G7 Etj @ W No. Case (kips) (kips) (F• ft) (kips) (kips) (k,-ft) rr.1?�.} -, lir. .� 1.14�J -12 ^T• 1 .2'61 i .':f .i C)i -.Z517 (Y)1 (-, _IX: -9.Z77 -.Cx:).6 -.c-iC7 9.777 -.(yx?.' .l)15 -1�.V10 , {1,' -.02. 79r� i •mow* ,!:Xic .001 r xDi C C7C ^7^ -G. -.!:�!:?�6 -.UES 3.c c ,f:x+6 ,cic:) -T, .COS .21 - - .014 ray) � rr� 1 .177 ,Cx'2 ,+:xil -.195 - .��it c i,CY:x) -7.2-'= -.CK-12 014 7.20 .i X 2 ,010 :'1.-:./J .:07 .cif -. .r2-1 3 -,l-Q - - 41 1 .i 9 .c,0C .C x.)1 -.15 - -6.149 -.015 6.147 ,r ,4 . .1�1- . :)1 .025 E 1 - 42 1 .116 Y1C .DDI -.11= ,002 -.CYil -5.111717 -.C x:?4 -.'i]_._ 5.1 4.E02 .t)15 •02.+ 4 i _ 5 _ 4•_� 1 ,074 002 ,(.x:)1 -.072 .I.x:)E - CXDI -4.1_= -,c_x)4 - c)11 4.174 .Cx:) "r .491 .C17 .'-i . -2.491 -.017 -_.194 -.("?(:)5 -.010 3.194 ,r:x`5 - I 02 =45 1 ,_L .,.. :c:X . ';.:`C .Cul -.C:f` ,city -11 -1.478 .015 .010 1.473 -.014 .COO 46 1 .cYO1 .ci,^_1 - 2 �'^ � )6 _ - -1.4: .":X -.Cx. i,�t9E ,C xj5 Y/ 1 -.(D .c ), c).":,:X) .C-)•_6 .c_x-)' -.001 C x:?6 -.(:Y:)5 .748 ,!x:)6 -.010 -_ 5c-? ."X6 -.Cx_)4 7.75K) -.CUS ,027 -119 1 -.C42 .002 C).Cz x) .t_W2 .c:x i.? -.C Y)1 . - T c� .IXi.. .Cx_:C .077 -.CX)1 -.(-x:)1 _ -4.0 6 -.Cx iz -.016 4.C)156 .(:x)2 .011 49 1 -.C42 ,cx:Z, .c:x)1 .04E .002 o,c:x_ic_i C -.C)71 -.cX'9 -.i"()8 .071 .C?C-U -.01 -4.056 .!XC -.411 4.0-96 -.002 .016 F-FRAM" Linear Elastic analysis results Str No. t�5 WEATHER-FICST 2? Jun 94 08:C)7 am e Page 25 Y � Softsk Eervicss L±H I-MM-N' WB-t 7-ER FOZ,'T [CFF' 6�Xx} B��IES DEL ARCH Load Case Resalts Mem Load Axial 'I.LJ Shear @ LJ BM @ LJ Axial @ GJ Shear @ GJ BM @ BJ No. Case (kips) (kips) (K-ft') (kips) (kips) (K_ft) 50 1 -.0,36 .[N3 .001 .036 0.00K'Y 2 .502 -.005 -.001 -'502 .005 -.0i3 7 -7.750 -.00B -'027 .CX�3 .005 ' . .[«]2 .[x}2 -.QX]1 2 OC4 .001 -.��7 .{«}4 -.013 3 -2.275 -.012 -.0279 2.B75 .012 -'N}3 52 1 .O{Z -.0}5 .001 2 1.374 -.0}3 .0{4 -1.374 .,:x33 -.012 . 3 -1.478 -.015 -.030 1.478 .015 -.010 53 1 .O35 .{x}2 -.{Q 7/7 .002 -.(:«:)! 2 1.661 -.[:DZ .0{1&- -1.661 .OK2 -.(D11 3 '37A} -.017 -.[t -.3:5} .017 -.017 54 1 .072 .002 .[x:)1 -.075 .[n]2 -.{«}1 2 1.844 -.001 _ .{»}7 -1'B44 .001 -.010 3 2'491 -.017 -.Q23 -2.4c71 .017 -.[CZ1 55 1 .114 .0{C. .{«}1 -.116 .0O2 -.001 2 1.=-, 0.[NO .{«}9 -1.922 0. CxDS :71 4.B02 -.015 -.016 -4.B02 .015 56 1 '156 .O01 .[:}1 -.159 .{»IZ -'001 Z 1094 ..001 .010 -1.894 -'001 -'{5/ 7 7.121 -.012 -.[07 -7.121 .O12 -.025 57 1 ' .196 X01 0.'%::"J -.2{» .Cn}2 ' -.f:x01 2 1.760 .[�Z. .011 -1'760 [»}4 3 C07 .003 -9.2 7� .C:J7 -.(D22 59 1 231 � .001 0.[)C« -.235 .[K)2 -.O01 2 1.516 .003 .012 -1.516 -.003 -.[»J3 3 11.077 -.O03 .014 -11.077 .[»}3 ^ 59 1 .257 .001 0.N}0 -.261 .{:IZ -.{«}1 2 1.��0 .{N3 .010 -1.2Z-) -.[:JZ -.003 3 12.376 .=I .023 -12.376 -^015 �g 1 .270 � .001 .001 -.274 .{ul 2 .971 -.002 '.0C\,5 -.971 002 -'010 3 12077 .CCZ4 .O46 -12.E3713 -.024 .01B 61 1 .235 {«l1 -.[»}1 {OZ -.002 2 .516 �006 .015 -.516 -.006 .001 3 10.679 -.0{� .[»D7 -10.679 .0}6 -.023 62 1 .1ES (D.0{x) 0.000 -.157 .[»}1 -.[«]1 F Linear Elastic analysis results Bbr No. 05 WEATHER-MaRIT 29 Jun 94 08:07 am ^ Page 26 Sift_♦:: =_:^vicss Ltd Lcad Case Res,(1 is Mem Load Axialy@ LJ Shear @ LJ BM @ LJ Axial @ GJ Shear @ GJ BM @ GJ No. Case (kips) (kips) (K-ft) (kips) (kips) (K-ft) 002 -.rx11 .014 .CANS no.120 -.(.A'4 •l y r 71 3.114 -.CC--2 -.oc6 -8.1i4 CC-2 - 64 1 =5 -,002 (X)1 —. i —,rrj` 2 .295 -.010 -.(:)74 -.Z95 -. 71 9.487 .014 .4 6.-S 1 072 .Cx):7 x it 2.C6+ -. :)li -.016 -2.264 .Oil -.017 •CKY7 - 67 1 -.c.4_) ._x_)C .(.x:)l .r:1139 .003. Cull -1.5S5 .Cx:)b .(-x)5 1.Soy —.C x -b .01= 69 1 .016 .' )s .(.{)2 -,l)IE 1).i x_•r- -.D-14 -.011 -.(:)2(:) .:7A -)4 .C)i1 -.0I^ .761 .07 .035 -.i 61 -.{)'i'•^. _tips 70 1 (j,CYC) .(:'A) .Cx)1 -. x_:7. .Cx) 2 - 1 .197 .•'.i=A) .C=61 -.19 7 -.OZO, 71 1 -.017 .002 .`X)1 .010 ,C U2 C .268' .`_x)1 -.(DO 2 .26a -.Cx)1 .Cx;L _ 44 -.CX 2 -.ow. .744 .C%)2 DD5 72 1 -.024 .iY1 ' ,C )1 ,'.'' :) .CY)2 _ -1. -2 -.C)1c) -.014 1.268 ,(:)1(:) -.014 77. 1 -.071 .Cx:112 ,(-jc)l .O27 .Cx?2 —.C x)i C .41715 .(:x:)4 .Cx)5 -.4'5 -.C xi4 .Cx)7 71 -1.642 -.C)14 021 1.642 .014 -.CO) 74 1 -.006 .C x)1 cj.c,x:x:) .()M. .C?CC. -.C x)1 .497 .Cxi4 .Cx-)6 -.497 -.Cx)4 .CC)7 F-FRAM" Linear Elastic analysis results Str No, 05 GJEATFE-FMT 29 JLn 94 C)@:c:)7 am Face Z'7 071wk: S2rViC= LLJ L.cad Case Regu i is Mem Load A),ial'**�@ LJ Shear @ LJ EM C LJ Axial @ GJ Shear @ GJ EM @ GJ No. Case (kips) (kips) (N:-ft) (kips) (kips) (K-ft) - -i-3577 -+Q16 -.MA 1.85 9 CiI6 - .(? .(mil � • •15 x-`� .=x:?6 -.5A S - ('x:)4 .:,i7 -1.911 ?16 -.024 i.911 .C?16 0015 -1. -.�)i4 -.C) 7� r -7 1 -.0_-1 .Cx-)l C),Cx: ] 29 - CXDI 7^ -.666 .0 VD,l (i,CYxi .666 C i,C X X, .402 0.(:X'.(] (),(w_r i -- 1 .:?.� �:.'vtx.) ().(:+x z ,(71/ !),CY x) �•),(.{x). 0i6 .5i7 .(143 �.C•=O -.l X.il :) C=6• -y 92 1 -.�?r: -.C.:•1 0,Cx.x-) .C)24 -.rti)l 0.(:z x:) .01-= .MP -.(:)l(i -015 CX-i6 .010 1.-1.�� -.QU6 ,007 S_ 1 -.(�:r -,Cx�1 c.),(:x;(:) .(_]-29 -.Cx)1 ,(101 - -1.546 -C IC i ,017 1.546 .014 84 1 -.Ci_/ -.( )l C),(.x:x:1 .(:;?i .(X C C4 -1.SC)•=' .014 .022 1. Z -.014 35 1 -.0M. -.(-x)1 (D,(?Cxj ,C1777 -.0:)1 ,CX)l -.CXi2 Cx)b CXDS CKC -1.911 .C)16 .Cr'4 1.911 -.016 66 1 -.C)C6 -.CX)1 0.(-'x) Cx:1y ,('x)I (X)5 ,Cx:)6 .lil -,Cx75 ,rx.•1S -1.S59 .016 .024 i.S59 -.016 ,04=1 P-FPAIF- Linear Elastic analysis re=silts Str No. 05 WEATrrnsCrr:T -9 JLtn 94 08:07 am t Pace '1:3 Lt'd EF.J.Gam^. Load Case Resu1is Mem Load Axial C�,LJ Shear @ LJ RI @ LJ Axial @ W Shear @ W EM @ GJ No. Case (kips) (kips) (K-ft) (kips) (kips) (K-ft) ;YD.Z Cx:74 _ 21= _ cy -1.642 .(71 T .t'21 1 .6ti 2 -.f_i'1-* •!= Y) rv� �=2,� .c:;10 .c:)14 .2�5 -.00 •C)1C) 2 .Cx_i� c:7.rx:x i -.744 .r )2 003 .7744 (Ki2 a ,.y) 4. —,Cail `•'^'. 2 , _ 04 1� J 1 •016 —.(.x�? —,r_K f x72 _ i,(_XxI Cx -. -xi2 (),(: x) - t),fx:fi GC .102 .002 .CxA .152 -• 71`'i -.014 -.152 ,Olq -.c-7 'ib 1 1 oil CXIIO CD I 7. 75 i .�iC4 iD.oc-'rJ .001 .024 -.ci��•. .0C)1 .694 .021 .c_il._ .b94 -. 72i .:i27 b 1 .051 .C?().: .rx 7._ -.c:)47 ,(x7." _ C x')1 2` _. i.c. .C)lci ,C)2,� -2.!`42 -.(j1(i .016 (77 C -2.TJ4 -.c�14 _. X)� 2.774 .OM .00i 9S 1 .'5C) .004 .( i2 -.048 .c.7i�.3 -,c:xi2 2 -1.594 -.Cx12 -.014 59 - 2 =74 .Cx)7 .020 -C.�=4 -.Cx_)7 CXIE 99 1 -.t i21 .0011 0.OCU .014 .Cx:)1 -.0C)1 P-FF IE Linear Elastic analysis rx-.tltr Str No. 05 V ATHE-R-Ft,ST 29 Jan 94 OS:07 am t Pace �9 SEF�1E5 DEL i*.CH Loaf Ca=e R�i�l is Mein Lcad Axiat-L LJ Shear @ LJ EM C LJ Axial @ W Shear @ GJ E4"I @ GJ No. Case (kips) (kips) (F -ft) (kips) (kips) (k;-ft) 0 .i)15 .D56 1�?1 1 •(.)�f+ ,(x)� .),(:(_'{) —.'_•'27 .r.:l it f7,f:isK) -_.546 -.00 ,C ) 1.-526 .C x)._ -.014 779 ,C12 464 —.tLi--- -. Y)6 -.02 --.T.Q .006 -.rX4 4. 1 )'_ — •`:)41 C'.C x:i) ,C.,x? —. : .C(:X) (),� Y:) 4Vi ' ,C"d5 —,:z)1 —.t t71 c),cifx) c_i,Cxxi Y4 — r:Y)1 — . -_.1^7 .!x)� -.C?ice 1!)7 1 .ci.=� -. .•�'Q -. Y71 -. .-� -.`:Xil ,%x:)1 �.517 -,036 -.fix g -Z.'17 .Cx)S -.ciis 1Ce i .C)Qb -.:';•_1Q -.CY)i -.�� -.O:)C 1.7= -.!X)5 -.cx)4 -1. .Cx)5 -.018 lc 1 .015 -.(:x)- -.CY)1 Cx)Q -1.(,.� 0,29 i x:)6 1.-%)5 CXD4 Q,(:x Y:) -1.205 .(X)4 0i7 0114 CX- -.C x:- .c:x)1 Q -.7-29 .r:x _ .Cx)G .929 -,C.I)' .cx i7 .-t— -.c:x).� ,t:x:)� -.4Q5 .Cx).T -. )ib 111 i .Cx)4 .C.10. .Cx)2 -.UIQ .oc -.C*1 -X)1 -.tx)i - -.o .Cx)1 .004 F-FPAl E Linear Elastic analysis results Str No. 05 IEATF'ER-FCRT 29 Jun 94 08:07 am Face •'4) U i Sof tack Services Ltd FORT CCr-,F' b(-"-x) EORIES DEL PFRCH Lid C,-�.se Results Mem Load Axial@ LJ Shear @ LJ EM @ LJ AXial C W Shear @ GJ EM @ GJ No. Case (kips) (kips) (F•,ft) (kips) (gips) (K-ft) Xz •=)1- f_x_?1 :02.1 x 1i —,f:{) 1 ram- - %Z.'5 ,C+(.'r .(-x_)l . ��i ,[_)(.)+: — .x)l i ,- 114 1 .cn)C .(:X)1 -n— 1 .007 i 116 1 . :?45 {.1 .r )l (-)7 ,(:115 -Z..'S7 -.Cx)7 , :1J 117 1 .(:)45 x)1 .Cx_il -.05 ),C x:x:) 0.Cx_x i - -.(:?4•? -,C-X 7,)1 .Cx;� ,(4 ,r'Yil -.(x a .OIS -_.GYM_' -.047 �1 s =1 — . ,41 f 1._�Y? c,,(_x_x) (:149 f)._ x.) _ .(x)q 19 n 2 77- 1.7='9 .CX)•= .018 -1.75 -.(7X:) , -.(:x:)4 l�i 1 .(:x:% —.t)C7i (),(XX) —.CX)q —,l_X)1 (j,(-X:x-i I' .66.1 .(ICE ,07-- -.,=.51 -.Cx)e C?.Cx)C? 1 1 -.()Cl -.(:x)1 ().C.Xx) ,i?14 -.(;x:)l C -.••=A4 -.11-C, -.CXDI .344 .Cx:)3 -.011 -.745 .Cx). ,014 .745 -.(:x)._, C .2S6 ,CX-M O.(:x.x) 2.2715 -.Cx)7 -.u'-'(1) -C=;;,-;-5 .Cx.)7 -.008 P -R*E Linear Elastic analysis resz(1tS S•tr No, 05 WEATF-EF:-FMT '9 JL(n 94 OS:Q7 am Faae .'1 oz tak _arvi as L +,d �i•�_.l i �:E:ti�rE FCt-:T Cyr-��, ;�r n i �;IES DcL F�iL�ci Load Case Results Mem Load A„ial� LJ Shear @ LJ 2M @ LJ Axial @ GJ Shear C G7 EM @ GJ No. Case (kips) (kips) (K-ft) (kips) (k:ips) (k:-ft) 7.5-116 -.( )5 -_.-T.46 .005 125 016 -.f YJ•_ -.{.i 1- -.�)11 -.�.�� r- l Load Ccmbinaticn Results Mein Load Axial @ LJ Shear @ LJ EM @ LJ Axial @ GJ Shear @ GJ EM @ GJ Nc. Comb (kips) (kips) (k;ft) (kips) (kips) (k;-ft) 74 _ ;2• _ o 2 1.851 MD D .C65 -1.8•46 .251 -. r-7r;6 4 4.•:2'1 .015 -4.319 1 2.=7 -.r:":;1 .004 -2.217 2 Z.747 .245 .117 -2.7, =5 -.1.02 -.77S .245 .'M -_.7 2 106 4 71.51s .I= .067, -_.512 .1-9 -.059 7. 1 -.151 -.020 -.02 ) .157, .021 -.C:4'1 2 4.464 .256 .1719 -4.479 =5 -.CS: :71 4.=:5 .247 .1z0 -4.75? ._ -.102 4 -.047 1 CR .015 (Del 2 5.4 .24: .1C%7 .47? .=9 -.10 1 -1.6•6 -.012 -.:x.)s 1.671 .014 -.11j29 2 5.482 .241 .107 -5.477 .241 -.1G� 4.6 ) .27 .10._ -4.625 .247 -.119 4 i.055 .109 .040 -1.051 .l•=' -.!:�1 6 1 -2.1SS -.f:)12 .C 06 2.19 .��15 -.(:)46 2 5.692 .264 .117 -5.6S9 .21s 4.59() .259 .i2C) -4.5q .M5 -.072 4 .65D .LJ .C.,65 -.646 I= 070 7 1 -1.7 65 .1s7 2.297 .a?s 2 5.!:164 -.189 -.Cos -5.CwL) -.2`'9 71 4.17 7 -.(-)96 -.C C4 -_.9CY9 -.S26 .068 4 .762 .092 .(D56 -.2D-) .(:)9_, -.ci57 3 1 -1.121 =4 .i41 1.674 .247 -.1711 2 4.i*84 -.Z19 -.131 -4.i+Y) -.199 .101 F"FFAME Linear Elastic analysis results Str No. 05 WEATHER-FLIRT 29 Jun 94 C-S:07 am Rage 71.2 ' ' . \ 6{�Y} DEIL ARM Mem Lcad A.xial--Cd- Q Shear @ LJ BM @ LJ A�.ial @ GJ Shear @ GJ BM @ C-j No. Ccmb (kips) (kips) (K-ft) (kips) (kips) (K-ft) - -- � 3'516 -.0927 + .147 ' -.O27 .310 .1f�, .5B0 -.037 _2.B2� -.054 .O2� 4 1.525 ,2D2 .105 . -.972 .197 10 1 .365 .351 -.1 ' Z 2.2-}B -.l1B -2.20,5 -.203 .101 -2'fx}6 -.02B .017 * 2.461 .257 ^131 -1.930 .249 -.11B 11 1 2.967 .4�6 '�� 00 � �.754 -2.�}B -.{x:4 .{x)6 4 .30B .153 - . I� 1 4.5B5 '461 .446 -.207 099 7 2.637 .016 .001 -2.471 .019 -.{)C4 4 4.756 .171 -4.�� .343 - 157 1 6.107 .241 -5.755 .4,R6 -.224 . .{1-7's :7 2.614 ^ .C,Z 5 .010 -2.437 4 5.(355 ^ .3�0 .1B5 -5,�C)3 .333 14 i 7.41B .526 .249 -7.157 .51B 2 _1.149 -.212 -.1{M- �.150 -'2�� .{R7 3 2.4{�, .0�} '016 -2.354 .054 * 6.769 .41B .195 -6.5]B .415 -.11: } 15 1 3.426 .544 .542 -.251 1.369 -.205 .096 3 2 1 .059 .02� -2'1B1 .[v55 -'O�9 � 7.409 .437 -7.24a .4323 -.202 16 1 9.056 2 -2.526 -.209 -.101 2'526 -.207 .[^99 3 1.914 5 .024 -1.2B7 .070 4 7.705 .443 -7.651 .453 -.213 17 1 9.{x:".- .559 '263 -9.056 549 -.251 2 -3.639 -.217 -.112 3.6:79 -.199 .0e6 - .774 .[�1 '019 -.B01 .074 -'039 4 7.094 .443 .207 -7.149 .44s -.207 is 1 B.265 .542 .251 -8.426 .544 -.253 F-FRAvE Linea- Elastic analysis resuIt3 Str No. 05 Jmn 94 08:07 am ~ Page33 i Euft_k Services L 't7 b! - _Y� SERIES, iJLL ARCH. Lead Combinaticr Results Mem Load Axial k LJ Shear C LJ EM @ LJ Axial C GJ Shear @ GJ E-M C GJ No. Comb (kips) (kips) 011 ft) (baps) (kips) (Y••.-ft) _ -.Q .056 .1019 -.s?4 . .C)69 -.s'TS 4 6.173 .4•=4 .1 7 -b:299 .441 -.ZC>9 19 , .1r7 .518 .�=9 -7.4'� .52b -.249 �� -4.454 -.214 -.105 4.4`T. -.202 .::Ge _ -.950 .='?44 .015 .ci9 •Q59 -.0 v 1 5.755 .425 .C4 -6.1(_,6 .495 -.241 -4.T"5 - ^', -.1C)T 4.T4 __ -i.921 .029 .Cx:9 1.744 .(:)44 _.- 4 .773 .172 -_.676 -.194 1 4.15L .416 .2: -4.5S3 .461 -....:� -1.92L i0l 4.924 -.2_4 .�_C? 010 2.694 .025 -.-)C5 ,�ff E7 4 i.6-4z ._:? .Iff6 �. )/'1 ._5�! -.ice:• �. 1 2.47S .4�:)1 .1c9 -2.967 .416 -.z_ 2 -5.Q24 -. ]i -.CR9 5.02 -.20 t5 .CR() 012 -.`_X:)6 7.577 .!YD2 -.015 4 -.C)= 4 .1•_E -.415 .712 -.16 1 .352 .351 .iV? -1.:Yz: .765 C -5.6 5 - 711 -.CRE 5.QM 1 _ -,1.6-^- -.036 -.(D14 4.75,, -.i 24 a - S5 o 1 i� 26 - i r.LL`r� •+4 � .120 •1 r•4 •i.LJl .144 24 1 -.SSC) .300 .15x) CC, .-=IC) -.16.6 - -4.''m -.209 -.CY96 4.925 -.CYO' .c:tea 4 -3. :'.5L .i94 .1C)1 2.5t i5 .206 -•11^c 25 1 -1.675 .247 .11 i.1= .254 -.141 C -4.-7 219 -.71= -.099 4.7C5 -.205 .C87 _ -5.5772 -.C,-K) -.CC4 5.'.Z97 -.07S .017 4 -4.045 .140 .CO:) 31.492 .151 -.(:)90, 6 1 -2.C'.7 .C{S .i 1.766 .126 -.CM) ? -4.476 - -.152 -.0774 4.472 -.145 .063 _ -5.6=, -.049 -.c714 5.359 -.052 .019 4 -4.579 Mi .CE4 4.(.x:)6 .11•= -.c i49 77 i -2.19.3 .015 .046 2.159 -.012- -.CxD6 2 -4.y T -.14s -.065 4.= -.If ) .(--)69 •7 -5.Z.:39 -.141 -.C)4= 5=4 -.156 .C366 4 -4.ZI7 -.CX i .QL 4._1L -.Ces .CC3 F'-r'-RA E Linear Elastic analysis results Str W. 05 ;EATFER'-FMT 29 Jun 94 08:07 am It Page =4 Ser,vicss Ltd :+ ) 5=-R1EE DEL A:GL-1-1 Load Combination Results Khm Load Axial Q,LJ Shear @ LJ SI @ LJ Axial @ GJ Shear @ GJ SM @ GJ W. Comb (kips) (kips) (K-ft) (kips) (kips) (K-fit) i t" 1".1 1 L Lr a 2 C -_.1?7 -.15.1 -.06? _.-3 -.147 -)64 4.84+ -.145 - 055 4.279 -.15= .063 ? 1 -1.654 -.(-)C) .(X)7 1.649 .'Y)C -.013 2 -7.91E -.144 -. :4 ) _ . -.155 .ci75 -4.3 r) -.14= -,057 4.2-2 5 -.15L= .' 6S 4 -7.6-65 -.ri74 -.r:CC 7.66? -.()75 .024 1 -.155 .Q4 .053+4? .150 -.02` .024 -_.75.0 -.144 -.062 7.744 -.15 )7f -:.ate -.1•_4 -.041 7.ate. -.165 .(_)ia 4 -_'.i 171 -.0EDO .(_111 .... 6- 7. 1 1 2.201 -.014 -.011 -2.2<_6 .015 2 -_.514 -.1'46 -.064 _.5{)? -.15 t .r:,176 -2.427 -.15= _ -.069 -.4=. -.1'1+4 .059 4 /0 -.(:SS -.,:47 -.T76 -.C',62 .�X)5 32 1 2.&�:19 .025 .059 .615 -.025 .i_)i5 1�� -_.45i -.167 -.072 _.452 -._M .07-5 4 .799 -.057 .[_'+^= -.S05 -.097 .0 2 i 7.9ES .cx-_ h .0113 .987. .1%)1 -.01 2 -;�.26Z -.016 -.065 6.26S .02_' -.(r)1 05-7 �^ '1- .'! 4.754 -.AD -. 15 -"-`.7-1a .010 -.012 r 2 -l.550 0.52) .`:x:vL 5.545 -,( ii2 -.(:x,)._ _ -C.116 .(x_0= x)9 2.1 L -.Cx_i5 ::x i.= 4 4.176 .-:06 .(_4-)9 -4.isi -.0 8 ,()1i 35 1 8.:-)4 -.025 -. :--,a -8.299 .027 -.c 41 2 -6.464 .); .019 6.468 -.021 .C?=9 T. -2.4(v .r x:)9 .CK�4 2.412 -.Cx:0 .01 4 4.97.5 -.i)15 -.(:)19 -4.971 .(:)16 -.021 S 1 10.919 .c xD7 ,0 -10.915 Cx-)6 2 -8.424 .(,x7:T. -.015 2.423 -.Cx)2 .0= --.C a4 .(x16 -.005 3.(as -.OC14 .01nC 4 6.56S .(:X)7 .C:14 -6.t0l -.(x:k6 .C*4 •�7 1 0.107 -. -.017 -131.102 .025 -.047 2 -9.7 G9 .011 -.DD.? 9.793. -.( R •Ozi 7. .T -.C-Ul -.012. ti.7-76 .Cx D3 .(k:)8 4 8.076 -.018 -.019 -8.071 .0ZD -.0:71 P-FRAME Linear Elastic analysis results Str No. 05 WEA7H R-FCR7 29 Jun 94 ()2:07 am It Rage 75 Lca(; C-gymbinat, F j_(l is Mem Load Axial Zb--LJ Shear @ LJ EIM @ LJ As;ial @ C�7 Shear No. Comb (kips) (E;ips) (k'-ft) EM @ w (E:ips) (kips) (k'-ft) 9.1=' �L n4q _ y ( i7 57, . .f x.j .()1 �9 -a. .•_.� - 004 -.(M.4 - -.Ul• o.(: ri 4 ._Y� ,r xD5 CXXI 7.17= ,c Ali .010 -7.171 .001 -.0(:)C. 4(i 1 9.4;Z ,(Y-)9 ,ix` (Xx_ i • -x-c ,i,C S Cy '� •(1i7 -5.66 i_; ..y s 7. r) -.014 5.r ,(-x_17 G. Cx i1 - . ._ .Y_)5 -r. .017 i ,Ci9 .i:11() 42 1. 4.91S .i?18 .c 26 -4.9i6 a -5.cy-A66 -.C(i .(ly4 .C)16 -C -.(i12 S,Cx i9 Y j5 ,i x:) ._`•: '`ii'6 •`-ilk -017 r7 6 _4 L. _ ._01 - •=ilf ,017 -,'='tom - 1 cr A � , ? v. 2.?84 Y)� 4 -1.�'1 ,i)1' )1L -.Cx:;C .{i1i 45 1 -1.474 ,i i17 .011 1.476 013 (:^9 .(115 .rxi7 .009 -.i= 1 -.{:?ii ,027 46 1 2•S95 C .949 ,i x:u} 1. .'1v ,i x i7 -.(:x)7 4 .._.641 ,01 i),Cx_a(i - 3.642 -.Cx:?7 .(:?25 47 1 .755 ,010 - :x i .746 ,0 i5 .784 .006 -.(z:)7 4.164) Linear Elastic analysis re=_(_(lts ;-n-ER--FC;ST Str No. �i5 t C9 Jun 94 (:)a a c_i7 am Face •=b a. ` '\ Ecftek S-ervices L'td HAN=--QWE;TFEERKFTCUP 6{x,x} SEF.,ZE= DEL Man Load Axial LJ Shear @ LJ BM @ LJ Axial @ GJ Shear @ BJ BM @ BJ No. Comb (kips) (kips) (K-ft) (kips) (kips) (K-ft) 4B 1 -4.{Y7S - -- 0.[�« -'0�� 4.[17B .005 .010 2 -.117 .003 .[C)3 3 -.005 2.,147 4 -4'176 0.N}0 -.314 4.1716 49 1 -4.0�B .005 -.010 4.0�B 0.�� '016 -.005 -.{�7 . .113 -.013 3 _2.�41 -.[�� -.012 2.141 .00R -.005. 4 -�.133 .001 -.014 4.1Z3 .��}4 50 1 -3.786 -.(:x:)6 -.026 3.785 .010 .005 2 .4.66 -,[«}3 V.[x}0 -.467 .{�B -.014 3 -i.4{� -.014 1. � .O1 4{ 2 -.011 3.534 .013 51 1 -2'B96 -.0[/9 -.[ B95 2 .966 -.{»}2 .CX2 -.967 .(X,�6 3 -.471 -'012 .470 '012 -.014 -.027 2.401 '016 -.{x Z 52 1 -1'475 -.013 -'C.29 1.474 .O17 2 1.Z��' -.0O1 .004 -1.Z4 9 -.N}B -.011 -.640 .013 -.01B 4 -.7ES -.014 -.027 '.7B6 .019 -.017 -.015 -.027 -.337 .019 -'01B � 1. 6 '].(:X-:(} .[x -1.69B .O04 -.0�2 3 1.B71 -'{UO -.{)CIP -1.B73 'O13 -.02O -'016 -.024 -1.217 54 1 2.5f,4 -.OIL -.023 -2.566 .O19 -.CCI3 2 1.917 .N}1 .��}B -1.919 . AJ3 -.011 3 . 3.162 -.[�� -.{�� -3.165 '011 4 3'4f�, -.015 -.019 -3.4BB .{C�} -.(}27 55 1 4.916 -.014 -.016 -4.919 .01B -.026 .�l2 C. -2.039 .002 -'O09 3 4.437 -'0{� .{�� -4.44{ .010 4 5.B77 -.014 -.011 -5.B210 .017 56 1 7.277 -.01i -.[X-[7 .014 -.027 2 2.0Tg} .O02 .010 -2.0-03 .001 -.C«)9 3 5.610 -.[»}4 .[�7 -5.613 .007 -.O21 4 13.224 -.010 -.002 -B.227 .014 -.030 5 7 1 9.4-69 -.(X)6 .004 -9.472 .{»-)9 -.(:)24 2 1.956 .004 .011 -1.960 -.001 -.(-Y}6 3 6.593 0.[x:x) .013 -6.596 .[»I3 -.017 4 10.Z49 -.0{)5 .009 -10.352 .008 -.026 F--��E Linear Elastic analysis results Btr No. 05 29 Jun 94 06:07 em ) ANCE-_� WZAII F�T =FF 6(:::)(] =IES 3BL iIRJH: Load Combinaticn Results Mem Load Axial ALJ Shear @ Q BM @ LJ Axial @ BJ Shear @ GJ BM @ GJ No. Comb (kips) (kips) (K-ft) (kips) (kips) (K-ft) - -- 5B 1 11.3O7 -.O{t2 .014 -11.311 .005 2 1.747 .004 .O12 -1.751 -.(,X}2 3 7.285 .007. .019 -7.2E? 0.(Y.X) -.015 ' 4 12.065 0'(,X:X} .020 -12.069 .0124 59 1 12.1� [x}4 .024 -12.637 -.{«22 -.016 2 1'4a7 .0{)-1 ,010 71.491 -.001 -.0{-01 3 7.675 .0{/5 .022 . -7.679 -.[»}3 -.012' 4 13.24a .�05 .029 -13.252 60 1 i3.103 .025 ,047 -13.107 -.C23 .017 2 1.242 -.001 .(:»:)6 -1.246 011 3 7.65B .011 '029 -7'662 4 . 13.557- .,024 .05O -13.597, -.[.22 '013 �1 1 10.914 -.007 .005 -10.919 .{OS. -.025 2 .751 .{x}6 .014 -.756 (}01 3 6.09 1 .CX:)z .017 -c�.095 -.OrD1 -.013 4 11.172 -.[»}4 .O13 _-'1.177 .005 -.025 ` ~ 62 1 .O34 .046 -B.312 .(:47. 2 .511 [xD7 -.516 Cx}2 3 4'571 .{CZO .031 -4.575 -.018 .020 4 B.469 .035 .050 -8.474 -.034 .042 63 1 B'315 7.033 -.037 -6.319 .035 -.059 2 .495 '(X3 .'K)5 -.499 0.0{x) '}01 3 4.552 -.013 -'013 -4.556 .016 -.021 4 ' 8.462 -.031 -.O34 -13.4ft�6 .'D34 ' -.O5B 64 1 B.712 .(-X}3 -'015 -8.707 -.CY}6 . .031 2 .520 -.012 -.O35 -.515 .O0B .001 3 4.764 7.�Xlc? -.042 -4.759 .[x:)6 016 4 9.260 -.(::}2 -'032 -8'355 -.(X)2 .031 65 1 -1.857 .[x:,7 .012 1.B56 CX:j1 2 1.425 .001 -.C.*6 -1.426 .(.xJ3 .C(D3 :7 .523 .(:K):7 O.0{: -.524 0.[X:« .003 4 -1.118 .0O7 .(:X}9 1.117 -.003 .001 66 1 -2.B95 ' .[«-0 .010 2.894 -.[»I3 .{07 ' 2 2.191 -.0{.Q -.015 -2.192 .014 -.01B 3 .7B0 -.O06 -.011 -.781 .011 -.014 4 -1.763 .[»}3 .(:X)2 1.762 CO. (}02 67 1 -1.625 .{«}9 '006 1.623 -.(XI3 .012 2 1.15B -.00R -.013 _1.160 .014 -.O21 3 .366 -.{N6 ' -.010 -.3f7/ .011 -.015 4 -1.026 .(IX):7 -.001 1.(IZ4 .002 .{»]2 F-FRAME Linear Elastic analysis results Sb~ No. 05 wEATHER+Wnr 29 Jun 94 06:07 am ^ Page 3B 1 WC SERIEE D8, All! Lead C-:,rnbinatirs) RE--ul t= Mem Load Axial '@-LJ Shear @ LJ EM C LJ As;ial @ GO Shear @ W EM C w No. Cc+mb (kips) (k:ips) (F'-ft) (kips) (kips) (K-ft) 16 1 1` y� 4 .1� .::+i'•:� .C:iz -.124 -.(:x)5 .011 49 1 .7777, s?C5 .036 -.i;97. .l� .(-R2 . x:)2 -.i={>1 -.095 .i x_i2 X)1- 4 .625 . )19 .026 -.627 -.014 .024 )24 70 1 -.106 -. x:?2 -.till .10T ..x.i7 -.rx)2 2 .197 .(:;:• .(:�2 -.2i x:) -,i; }}` _ ,(liy • ._ .i44 V �? ,:)C1 -.147 -.C?26 .'=ice ' 4 -.'?.•^ .017 ai,l9 ,(_{,a -,Cx.- .017. 71 1 52 _;,(:x_x i -•i_ )2 7T4 .Cx:4 -.CK15 -.117 it ,2 n -.-, C,2 .114 .CKC 4 -.624 (), Y Y 1 -,l x_).' .620 .X?4 -.014 1.2c ,()ii -.015 2 -.Z75 .(X,.:)i -.(^)l .29l .'x:)2 x.i1 4 -i.1i01 -.C:05 -.::11 1.106 .`:x: -.( 11 _ i -_.674 - 012 1.669 ,i)lo. _•;_;`j _ -.417 -.r:'i1 -,CK u4 .41= .'Y)4 (D1() -.017 1.452 .013 -.017 li 74 1 -1.8-1-7/4 -.014 -.024 1.890 7 -.(124 -.i-3 -. x_)2 -,Cx::7 .464 .005 -. xi5 4 -1.646 -.012 -.021 1.642 .015 -.c_;Z,i 75 1 -1.949 -.015 -.024 1.944 .017 -, )�4 .5x)7 .(:x.i5 ,C.,�S -.512 -.(:X:).? x:L -.442 -.(:x:; -.006 .447, ,r x)5 -.Cx:)5 4 02= 1.671 .015 020 76 1 -i.S40 -.013 -.(_i22 1.S 5 .015)l5 -.(.0) . 2 .542 .(x:)5 0:6 -.5,47 -.(:x_; i x)5 -.=59 -.(-)(:)2 -.(:x_i5 .354 .i x:?4 -.004 4 -1 .55(_i -.i)11 -.019 1.545 .o!7 017 77 1 -I.Tel-) -.010 -.017 1.575 .011 -.015 2 .566 .Cx)4 ,c-05 -.571 -.ixi::. .cx:)5 -.207 -.Cxii -.(:( , .Z02 .Cxr3 -.002 4 -1.22() -.CxOG -.014 1. 5 .010 -.ol2 F-F-F,P E Linear- Elastic analysis results Str No. 05 WEATI-E -FU T 29 Jun 94 (:?8:07 an e Paae =9 ) _\ �oftek E.-a!-vices Ltd WB;T�� FCR = ,�;{v'(} SERIES DEL PR[H r� Load Axial &&-LJ Bhear @ L] BM @ LJ Axial @ GJ Shear @ BJ BM @ BJ No. [cmb (kips) (kips) (K�-ft) (kips) (kips) (K-ft) - -~ 73 1 -1.1E7 � -.O05 -.010 1.1B2 .{«}7 2 .577 � '{«4 .C"05 -.5E�� -.[«}3 .005 3 -.002 .001 0.000 -�{:}4 0.[{» .O01 -.BB4 -.0O3 � -.{v]7 .B7B .004 -.005 79 1 -.663 .[X-C .001 .001 .[«}4 � .576 .0O2 .003 -.5B2 -.CO .0O1 3 .243 .!XCZ .[�C. -.249 -.{x-)2 4 -.M9 .{XD2 .[:}2 .3B4 .005 B0 1 -.417 0.0x"} 0. -X:)c .411 0.ODD 0.[U0 2 -.014 .Cx}6 [»}9 -.[»}6 .009 :7. -.215 .{:}6 .[«}9 .2(-)9 -.{XD6 .0{� 4 -.416 .0J3 .[04 .411 -.{»}3 B1 1 -.665 -.{x:)2 -.C«}1 .f83 O{A Z -.549 .011 .0!5 .544 -.011 .0IB � -.BB2 .O10 .' .O15 '877 4 -.?52 N07 .946 {x}4 .005 BZ 1 -1.1B7 .005 .010 1.1B2 -.O{�6 .007 Z -.41B .�}9 .013 .412 -.01O .016 7 -.'�97 .012 .01B .791 -.013 .019 4 -1.3B1 .010 .016 iZ76 -.0i1 .015 S7, 1 -1'55} ^.01O .017 1.575 -.011 .015 2 -.2B7 .�}B .011 -CY}9 .014 3 -1.060 .013 .{�0 1.055 -.014 .021 4 ' -1.707 .014 .023 1.701 -'015 ^ .021 B.4 1 -1.B40 .013 .O22 1.B35 -.015 .020 Z -'161 .006 .(X,7 .156 -.00B .013 :7 -1.063 .013 .[M 1.053 -.015 .022 4 -1.9C C. .017 .027 1.E97 -.019 B5 i -1.949 .015 .024 1.944 -.017 .0C�4 2 -.(}40 .005 .["(Da .036 -.{«}7 .011 3 -.996 .013 .[CZ0 .991 -.015 .022 4 -1.950 .(D1B .023 1.945 -'020 .029 B6 1 -1.895 .O14 .=24 1.BI?} -.017 .024 Z '075 .CXJ3 .{«}6 -.[-8D -.[»}6 .(,[)9 3 -.954 .011 .01B .B50 -.014 .020 4 -1.B39 .017 .{27 1.334 -.020 .023 87 1 -1.674 .012 1.669 -.015 .021 2 .1B4 .002 .004 -.12S -'005 .{»}7 3 -.637 .{«-Y7 .014 .63-- -.012 .017 4 -1.566 .014 .022 1.562 -.017 .C24 F-FRAME Linear Elastic analysis results Btr No. 05 WEATHER-FuR/ 29 Jun 94 0B:07 am � ` | �Y:-'(} �z,'!EDEL �*O Mem Load Axi� Lrs- Q Shear @Q BM@Q Axial @GJ Shear@Gj Ell @GJ No. Comb (kips) (kips) (K-ft) (kips) (kips) (K-ft) -- -'011 .0I5 2 .2S4 � .(XI1 .CX3 ;Z46 -.010 .013 E9 1 -.753 0.{Y:) (XI2 .754 2 .33) -.ux.4 -.[16-1 U. 3 'C07 -'[»I3 -.011 4 -.561 -.001 -.001 .5fa _ -.[XD Z. .005 90 1 IC)ILL, .{�2 .011 .103 -.C��' .[«}2 2 ,409 0,[«�} .[«]2 -.412 -.0[*4 .004 .005 4 -.N}B .004 -.025 -.06 .{x]2 :7 .760 -.O11 '' - 015 -.763 '[»}6 -.962 .01�- -.02? .0- 2 .1C0 -'{x}5 -.(-.x:)5 -.102 0.0{» -.{:D � 3 .176 -.010 -.012 -.178 -.011 4 .2O1 -.014 -.017 �.204 .0{R -.017 �3 1 -1.624 -.010 -'[«]7 `1.£Z2 '�J5 -.015 -.010 -.012 .174 -05 3 -.967 -.014 -.O15 .�65 .{�� -.019 1.690 4 -i.691 -.014 -.013 94 1 -2.902 .{:}1 .{�� 2.901 -.[ )7 .010 2 -.2O2 -.0{Iq -.010 .201 .[«}4 3 -1'617 -.[«Ir -'[�� 1.616 '[�Cl -.005 4 -2.967 -.[»IZ -.0{� 2.96� -.[«}3 .[»}5 '35 .020 ' .014 .717 -.024 .025 -.(:X:)3 -.[X:)2 .0�} -.�}1 0.(:X0 .(-XB '005 .377 -.011 .013 4 -.721 .O19 .012 96 1 2.{A9 .013 .[ _2.095 -.[07 .015 ' 2 -1.512 -.{»}2 -'015 1.516 .[«}B -.[:}7 3 -'4�B .{»}3 -.0{CZ .492 .{»}3 .001 00.01� .019 -1.313 -. 5 4 1.317 .012 97 1 3.642 .{x}9 .019 -3.639 -'[�3 .006 2 -2.691 0.[»}0 -.011 2.695 ,0{)7 -.(:»II 3 -.911 .003 -.[«J3 .915 .N]4 .001 4 2.Z55 .0{� .012 -2.252 -.{»}1 .C»�� F-f:FPrr-- Linear Elastic analysis results Btr No. 05 29 "Ur, 94 0B:07an " . FS 1 ti, r i-ANEZ-4WZA 7-EF, F--:77CCFP 60[« - ZE3. DEL PRO-1, .° Load Combinatim Results Mem Load Axial'-r-dQ Shear @Q BM@LJ Axial @CC Shear @W BM@w No. Comb (kips) (kips) (K-ft) (kips) (kips) (K-ft) - -- 98 1 2.2E4 .010 '0:4 .(X�6 2 -1.544 .O01 -.012 �1.547 .005 .004 3 -.427 .D05 -.{x}2 AM .{«}2 'CX71 ^ 4 .015 -1.434 -.{»}3 .{x.y9 99 1 -'766 -.(- ]1 -.013 .759 .{«}4 .ocrZ 2 .321 ' 0.0{: .{�� .-.32B .003 -.013 3 -.051 -.002 0.0[« .{45 .(X4 -.012 4 -.595 -.002 -.010 .5B31 .{»]5 -.Cx:)5 1N} 1 .663 -.007 -.033 -.670 .[«}9 0.0{» 2 -.925 .017 -,015 .0{r7 3 -.594 .013 .04{ .567 -.011 4 .19:71 .031 -'005 -.2I6 .001 101 1 1.819 -.{53 -.018 -1.827 .[:.`4 .CDJ3 2 -1.5"}6 -.{x3I .003 1'4T9 014 3 -'6,06 -.034 - -.0{16 .599 .O05 -.013 4 1.O57 -.004 -1.{�64 .[::)5 -.C(A 102 1 2.535 -.[;C�6 -.[,21 -2.542 .0{,7 2 -1.451 .513 .012 1.443 -.[xD2 -.[«%2 3 -.2[* 0.{»:X} .001 .192 .{x}1 -.{«-A 4 1.793 -.C«)5 -.015 005 -.(}05 1O3 1 �.016 7.[�7 -.O2O -3.[�� .007 2 -1'419 '(:N2 .(}{/9 1.412 -.0,02 ' -.C*02 3 -.{«IZ -'CO -'075 .(:«:)Z -'[;06 4 ' 2.---E2-- ' -.OI}6 -'015 -2.27I '{xW ' -.CG9 104 1 3.245 -^[YCB -.019 -3.253 .((v, -.012 2 -1.375 MIZ .C102 0.[»:X} 3 . .225 -.[«3Z .001 -.C{)6 4 2.535 -.{«I/ -.014 -2.542 .006 -.U1Z 105 1 3.232 -.0013 -.016 -3.239 .(,x}7 2 001 .(:x}7 1'315 N%Z � .271 -.{KCI -.001 -'Z79 .001 -.[,x:)6 4 2.546 -.CA}7 -.012 -2.555 .{{-� -.014 106 1 2.592, -.(:�� -.012 -2'9C.;,:? .[N6 017 ' 2 -1.259 .001 '{»}6 1.252 -.{»J3 .{:r:, :7. .216 -.{x:)2 0.(:X:» -'005 4 2.341 -.0]7 -.009 -2.342 .005 -.015 107 1 2.552 -.000 -.[»}9 -2.559 .005 -.01B 2 -1.187 .001 .[«M 1.1B0 {»)5 3 .072 -.0xrf. .{x]1 -.078 -.{»}1 -.005 4 1.941 -.007 -.0{� -1.948 .{x}4 -.016 F-FRAIE Linear Elastic analysis results Btr No. 05 WEAVER-FOx/ 29 Jun 94 08:07 am \ ' WE�T 1 F-0=�,T 6C00 EERIB=- C-EIL ARCH ^ ^ M� Load �� Shear @ LJ BM @ Q �ial @ W Shear.@ C-Z Bi @ W No. Comb (kips7 (kips) (K-ft) (kips) (kips) �]B 1 1.74B - -- -'{07 -.005 -i.955 .{'}4 -.012. 2 -11 '106 ' 0.0{» .{xD7� 1.[CZ9 -.004 .[x:)6 :7 -.145 -.[»}2 . .{»l2 .1Z2 -.{«}1 -.{:�3 . 4 1.3E2 -.{«}6 -1.3E= .{x}3 -.015 1{� 1 (D06 -'0(D1 -1'226 .[»}2 -.016 2 -1.013 Cl.{»:X} .002 1.{07 -.{«}4 .007 3 -.411 -.[x]2 .002 .405 -.(-'{)2 -'{«}1. 4 -.{«}5 .[»}1 -.712 .[«}1 -.013 110 1 �42B -.[)'}6 0.(-'.{X:) -.434 001 -'015 2 -.c?Z5 0.{»:X} .003 .919 -.005 .0(� 3 -.713 -.{»}2 '[�� .707 -'0{3 0.(:«:XJ 4 {«}5 .0O2 .[:M 0.(:»:X} -.0�I 1 .429 .006 0'0C» -.434 -.[»}1 .O15 2 .7S6 .002 .001 -.792 ,[«}3 -.005 4 .B20 .{»}6 ' 0'[::X} -.S=5 112 1 1.ZZ0 .(Xi6 '{«I1 -1.226 -.{«D2 .016 2 .676 .C`}2 .[»}4 -.6B2 .{62 -.{»}4 3 1.Z79 1.2B5 0.{»:x} .O{4 ' 4 1.551 -1�557 -.002 .015 1 1'5% .{«}7 .[xD5 -1.955 -'[»}4 .01B 2 .�54 '.::«}I .{»}4 -.560 .{»}2 -.006 ' 3 1.515 .(X�� .{»}6 -1.= -.001 4 2.212 .{»}7 .00NI-- -2.219 -.C«]3 ' .(D15 i14 1 Z'MZ ' .C:}B -2.559 -.005 .01B 2 .424 .[x}1 .{04 .0O2 -.{«-16 .[x}4 .AS -1.69} -.{:}1 .[« 3 4 2.747 010 -2.754 -.005 .015 ��5 1 2.��Z .00B .012 -2.��9 -.O{»� .017 2 .2B9 0.[»�} .003 -.Z�6 .002 -.007 3 1.764 .[x}4 .009 -1.771 {X-)I 4 {»}8 .014 -3.123 -.005 .013 116 1 3.232 .[«JB .016 -3.239 -.{»}7 .015 . 2 .14B 0.{»}0 .{»J3 -.155 .[»J2 -.0(a 3 1'741 .0O3 .010 -1.749 -'002 0.0{: 4 3.ZE71 '00B � '017 006 .011 117 1 3.245 007 .012 2 .(,A}3 -.[:}1 .0O2 -.010 .[»32 -.{»}B 3 1.6]3 . .0{/I .011 -1.610 -.{�CI -.C»D2 4 3.224 .(":}7 .019 -3.231 -.{»}6 .{03 F`-FRAME Linear Elastic analysis results Str No. 05 29 Jun 94 0B:07 am � Page 43 '-�*-CM%l �ZATHE-RF�TC�� -L-3{« =RZBs ZEl- Mem Load Axial,-@ LJ Shear @ LJ BM @ LJ Axial @ BJ Shear @ W BM @ GJ No. Comb (kips) (kips) (K-ft) (kips) (kips) (K-ft) - -- 11B 1 .[«}2 -.{XE � 1.341 4 -.C.}6 .CC .021 .{{4 .Z-?5 -.CNI7 3 .9483 .{YD-2 .013 4 2'367 .005 �Z0 1 1'B19 .0{, 2 -'376 {,}6 .369 .NJ3 -.010 .{«}2 4 1.62I -.670 0.0{» 0.[xX} 017 .{�3 .4 -.[x:)7 4 .4B1 .{»}6 .033 L22 1 -.766 .0{M .763 -.('X)4 -'(:X:)l 2 -.365 ' -.004 -.{»YZ .359 .(�C� -.O10 3 -.73B -.%J3 .005 .7. 1 0.0[N 4 -.932 0.[«X) 123 1 2.2B5 -.0{v6 ' 2 -.{ D2 .(D10 3 1'454 -.[�5 -.012 -1'451 -.�}2 .[«}6 4 2./23 -'{*�' -.022 124 1 3.628 -.�:)9 -.016 -3.625 .[»IZ -.{«}6 2 -.{x�� -'3�6 -.[«�a .005 3 2.113 -.005 -.O10 -2.109 -.{�1 .N]2 � 3.757 -.{�� -.017 -3.754 .C}2 125 1 .695 -.016 691 '010 2 .075 -.002 -.002 -.071 [«}6 3 .415 -.{«y7 -.02� 4 .725 -.016 -.039 -.7Z} .010 -.013 No±es: 1. Posi -ive axial forces aci- in 'Na pcsitive local (member) x dirsc�icn. 2. Positive shear forces act in the positive lc-cal (member) y direction. 3. Positive bmndirg mcnmnts act =mter-clockwise' F-7RPI�E Linear Elastic analysis re--LLI'tS Btr No. 05 29 Jun 94 OB:07 afn . Page A-4 i ) Sof�sk �sr��ces L±� FCRT COw. DEL AFCrj ' . Wad Case Results W Lcad Mint Axial Shear Bending Top Normal Bat Normal M. Caw W. (psi) (psi) (psi) (psi) ' � 1 1 -345'7 -7.4 -56.9 -402.7 _22?.2 z 4 4'2 76.3 _2601.2 -4ZZ'7 2 1 -2.97- 7'3 793.2 2,7[42. -2ES.4 -5°706.3 2 -2,997,3 858'1 3,8�I' 235.2 --' ,B30.4 3 1 -5,964'6 -69.7 -683.6 -=,,�42.2 -5,2B0.9 2 -5,964.6 69.7 1,755.3 -4,2��.2 -7,719'9 ' 2 i 2 -275.1 71.4 -34.5 -3[R.6 _%240.6 3 -265.7 4.0 59.4 -2C6.3 - 5.2 2 2 -4,67B.0 E46.2 412=0.2 145.2 -9,501.1 3 -4,678'0 3O5.7 4,114.4 -563.5 -S,7:F2.,� :7 2 -3,738.9 -3.1 196.6 -3,540.3 -3,937.5 3 -3,73B.9 3.1 3C2.7 -3,430'2 -41.047.5 � 1 3 -160.1 -2.6 -64.4 -F5.6 4 -150.2 _ 7.0 102'9 .9 -253..'33 2 3 -7,939.1 EE4.2 5,329.4 -2,�J9'6 -13,260.5 4 -7,939.1 767,1 3,271'7 -4,6--�7.3 -11,2I0.B 3 433.5 -66'2 -743.3 -7,C;9.B �,176.B 4 47-7,5 &6.2 1,572'3 2,005.7 -1,13B.B 4 1 4 -B2.B 1.1 . -192) -101.3 B 5 -73.B 5.0 4B.2 -25.6 -122.1 z 4 -99G21.9 835.3 4,ZSS.8 -5"425.1 '-14,2107 . 5 -9,E21.9 816.7 4,071.7 -5,7:-:-,,].2 -13,893.6 4 3*0��.2 2.2 577.B 3,5�s'0 2,5 '4 5 3,06-}.2 -B.2 252.1 3,312.2 2,B{E.1 5 1 5 -63.5 ' .9 -20.3 -B9.3 -47.7 6 -59.9 6.8 32.0 22.1 -141.9 2 5 -9,B31.7 830.3 4,ZS5.5 -5,446.2 -14,217.1 6 -9,B31.7 E21.6 4,234.6 -5,597.1 -14,066.2 3 5 3,077.2 -40.6 -OM57.2 2,76B.0 3,��6.3 6 3,U77.2 40.6 1,109.2 4,1B6.4 1,96B4O .6 1 6 -23.4 2.4 -1.3 7-29.7 -27.1 7 6.9 76.6 56.3 -96.9 2 6 -110,251.6 9I7.Z 4,202'3 -5,449.3 -15,053.9 7 -10,251.6 744.4 1,952.1 -8,2 .5 -12,203.7 ' 3 6 3,980.1 -44.3 244.0 4,224.1 3,736.0 7 3,9B0.1 44.3 1,794.6 5,774'6 2,135.5 7 1 7 -16.9 3.9 14.5 -2.4 -31.4 B -9.3 6.9 67.7 56'4 -77.0 2 7 -9,129.3 -652.9 _2,B12.5 -11,941'3 -6,316.2 B -9,12g.3 -796.3 -5,319.6 -14,44B'9 43.B{9.7 3 7 3,204.5 63B.1 3,661.5 6,B66'0 -457.0 F-FRA"n Linear Elastic analysis results Btr W. 05 wF-A'RE-SFICIFRI/ 29 Jun 94 0B:07 em Page 45 � �l -- - 1: _c,,....ic as Ltd HAKSEI rr r-r �i••'•i LS�- n •i Lr Lit �.t..n-LI . ? Load Case Results Mem Load Joist Axial Smear Fending Top Normal Bot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) ir�n " 2, you �C r i yt7 o -^.s 4c�f._ �.c -,r_.3i 4._e= -12,7 1•=. . 9 - ,Ea 5 -5910 -4,197._ -11 545.5 -3,151.2 9 :7,c45.i 5Lx_i.6 5,2=0 SjZ7.1 -2,=3 .0 9 1 9 -56.C! 6.7 76.1 -19.9 -92.0 10 -49.6 7.2 51.8 2.3 -101,4 9 104.3 6.735.2 6,S35. -6,65_'.9 _U 1 W -`5.r 7.2 43.6 -51.6 -1_9.0 11 -J,V rr.1 -7l •. -4,176.5 -2,062.6 _-4- .5 Ci `. _ 'I;_ -^,L1{14.1 1,25'•�.v i ,. Q I �� ,.,;,��;.._ -11:;�141. O-� 1 2 11 -1y45'.�. j 1,�'(-)y.r 0,�7!'?.1 �1,'��. -8,��. . i1 1 11 -140.6 2.i 49.' -?I.,. -190._t - =4.1 -747.0 -4,76Z.0 -6,cS7.0 2.W. _r 2,Z2'+11 r :6.r :.fir-._ J,•_Tr:.• 1.8 4ar. 12 -4;Z39. . 1,371.7 i ,6,70.C, 7,=K).5 -1^. P.4 2 12 -018.5 -741 A -4,660.0 -5,2 S.6 4,1:41.5 13 -619.5 M7.6 -4,066.2 -4,634.7 7,447.6 T. _r -2,09.7.2 1,,�;7.2 9,2S2.1 1,1S9.0 -17,3 5._ 13 -7,==Z.5 1,52S.5 S,42<:.7 1,1U7.- -15,752.2 17 1 1= 2713 9._ W.6 -175.2 -228.5 14 -222.7 7.7 29.1 -199.6 -257.8 C IT. 7C .2 -77- 0.9 -4, -:SS.9 -',\ 47.7 5,46,6.C 14 9i:%9. -7C19._ -4,is__._.4 -_,11•=. 4,931.6 1C' -101777.1 1,7Ct_.9 9,S0 -99=.6 -Z!:1,6(:{).6 14 -10,164.7 1,665.3 9. 12S.9 -1,0 5.7 -19,293.6 14 1 14 -270.2 9.7 53.7 -Z 11.5 -=.8 15 -26 7.9 7.9 26.1 -241.S -'.:.'94.c C 14 2.=44.6 -i._2.0 -4,455.1 -2,110.5 6,799.7 15 2,Z44.6 -711.2 4:,W6.0 -1,641.4 6,Z70.6 14 -1=,1 7.S 1,799.5 10,141.' -2.9S6.5 -ry',^69.1 F-FRAME Linear Elastic analysis results Str No. 05 WEATHER-MMR-1 29 JLvi 94 c_.,8:07 cm Page 46 S!7TLk: S_nvics.s Ltt f-ANEE•.I F'rT r,F' %K•-v EE I EE DEAL i*ai Load Case Results Mem Load Joint Axial Shear Pending Tap Normal Pot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 1' .7 1t. • 61.4 - ._ _761.1 L .iv r_. 74 16 3.674.2 4.2 -712.9 - T50. { 15 -i=,917./ 1,S61.5 10,299.3 -4,61S. -�25. D17.,,i 1, -14, 2S - 1,S57.1 10,221.7 -24 8�9.9 17 -=17.8 S.7 41.7 -C7 6.0 -=59. y - 4. r+'1,- --7Z7.5 . C. 6'S-5 7 17 4,SS).2 -721.7 -4,(-)92.i ^Sti.'-) - -,=._ 17 '-1 ,94V. i 1,910.4 10,725.5 -5 ^14.5 -2- ';5-.5 17 1 17 -31 2.7 41.6 -=16.1 -'59.4 1S - 18.C 9.Jr 57.8 -2S4.., ,i i z 17 6.59 ).1 -754.^. -4,619.0 2,271.1 11,5)9.1 12 6,S90.1 -694.8 -3,5:75..9 0,46-6.'.) 1 C • ^ 10,725.5 C,214.5 -M,665.5 is -i6!!.-7.i i.ES).S 19_), 7.8 -JpC 1,C) -2�,245.5 is 1 18 292.� 7.8 Z_'.b -277.5 -=1S.7 19 ice.5 iM 61.4 -S== i -749D.9 r r 1 / ,L'._ .3 -74-1.9 -` p ZS3.4 3 _rJ .4 12(-j: `4._. - -i .fit._. :,643• ! 'Y,i)._i ._ 11,72 ..2 _ is f.Gi.G._ 1,Gam•/ .1 •),=-1./ -Y. rl.:v.6 4:S4 .- 19 _4,917.7 1,B61.5 10,2 99._ -4,61S,3 715,217.=; '•9 i i 1 9 -26.5 7.? Z6.1 -='4i." -2?'•.6 __ D 19 8,712._ -747Z.4 4,01Z._ 1Z..612.6 o 'ice._ -7=)5.S -Z,641.5 4,670.9 11,953.3 ir) -i_,_"•S 1\/ / •5 1 0.141._ Z, •1r0.6 rJ\-L.,' .1 ID i 20 -no8.C 7.7 29.1 -199.1 _257•- C1 '1.4 . ?.7. 55.7 -174 =15 -, y-, r 2.730.7 40 S 4,554.4 i 'Di 5,7SO.ti -70S.5 -7,66).5 5.119.5 15,440.9 _ 210 -10,iv4.7 1+665._ 9,1Z.3.9 -1.07 5,Q -19,Z?z�. ?i -10,797.1 1,703.9 9yoz.6 -993.5 -•D),0 ).7 21 i 21 -182.9 7.6 __.5 -149.516.4 22 -187.C) SO 8 .6 -1 7._ -20).6 C Ci 9,050.2 -703.2 4,161.5 4.918.7 1=,241.7 M 9,C60.2 -711.1 =,687.6 5,7.92.6 12,767.9 _i -7,=5 1,52-8.5 8,429.7 1,1C)7.Z -15,75Z. F-FFAYE Linear Elastic analysis results Str No. 05 WEATHER-FTT 29 Jun 94 CR3:07 am Page 47 F w r Cam: 6C: r, w:T_ES O=_ PR H Load Case Results MI Load Joint Axial Shear Bending Top Normal E+ot Normal No. Case hlo. (psi) (psi) (psi) (psi) (psi) -17-5.0 7.75 =S.7 -?6.4 -139.9 8.1 49.' "FO.t x �.i _ ,�_0._ -�4,�9.'� Q i'1.: 7,6:Q.(? _�=:).S -i.7,(X-19.4 23 _ .8 1,424.2 s,_-ro 1 9.4 -1' 6 1 2 _Ep_.,r J.•1 41a.9 .7 -1•T•.6 -:l t 24 -94.4 7.2 43.7 -5Y i,7 C 9,164.9 -i:_2-.9 -4 055.5 5 1 V_�.4 '' '0-' _ 9,1640 �� .-•L �',_ l�'i ice': 24 % --a 4CA.1 1,250.5 7.7 i .4 5, 3 - 0,141.5 24 1 24 51.9 25 -55 i 6.3y _ ^ -_7i 2 zll a.,949._ - 23._ - ,995.i 4,953.6 12,944. . 25 S,149Z -720.9 -- S66 c : -w13a., zn. 1,� '6.5 1,024.9 6,092.3 7,1 9.7 -4,996.4 25 1,_.n -- ,,LL L 1. � y�_+`t.._ ip'_�t7.i.6 fj.7ti 5.� 5,S79.6 -6.6Z4).9 25 1 25 -20.0 7.0 59 5 9 -!9. .6 • 2.5 -La .1 - 5.1 6.5 -.6 -Z_.6 - 25 3,f&D._ -J s?.6 -4,101.6 4,4 S.. 12.661.3 26 0,160.7 - CF.•6 -7,577.4 4;OWL 9 11,177.7 26 _',•.ter_ STN3 =5749 7}S0 2 7,6 C'. . 26 1 26 n - 2 -15.9 3 .9 14.6 -0._ -30.5 27 S,092.6 402.9 -2,6C 6.0 5,4S6.5i 10,69S.6 26 4,158.5 710.5 90C.65.6 -768.5 2 6,S65.7 51.7 27 1 27 -19.2 •5.9 76.6 57.4 -95.9 - J.4 2.4 -1.2 -28.6 -26.2 2 7,670., -515.i? - ,749.S 4,zC>.9 1(:).42:).6 2.3 7,670.7 -518.7 -C.314.5 4,8S6.7 10,485.2 7. =7 44.•1 1.794.4 5,774.4 2,IS5.6 23 _.9 c i,c i -44.L 244.9 4,224.9 3,705.1 Z8 1 22 -56.9 6.8 62.1 210_ -140.9 29 -6 7.4 .9 0.8 -R-3.2 -46.6 2fl 7,269.4 -525••' -_,9r:,4.6 4,764.3 10,174.n 19 7,269.4 -ffue.4 -2,609.1 4,660.7, 9,878.4 T. 28 =,c776.5 40.5 1.1r's.._ 4,164.8 1,968. F-FRAMF Linear Elastic analysis results Str No. 05 WEATHER-FLRT 29 jL n 94 CG:i 7 am e Page 03 L I: _ _ ram{ Tr*.si P:FT >1«� Load Case R=_i 1 to hlem Load JoRt Axial Shear Lending Top Normal Bot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) r, • 1,265.6 -=,r,.6 - ,42 .4 4jS2.Z 9,747.E .M 746�,c .6 -5.33.1 -_,c-,cx;,b 41,214.9 10.=16.2 71 Z? =,_i59.8 -8.7 244.0 a 2,817.S 7.0 :,05.9.d 3.7 550.4 .,610.Z 2,T{-R.4 710 1 ) -149.8 7.2 105.3 -44.5 - 55.0 =1 -159.0 .8 -69.S .8 -09.1 2 .rD 6,021,6 -504.^ -=,cal. 0•i 4 4, 9) =54•ro ti4� .I 71 1 31 -263.9 2.5 M 9 -=4.9 72 - 77._ .2 -2.2 -775.5 _.. 6,610.6 -530.0 -3,it).n_'..1 ',5-0.4 9,7L.7 31 -_,7 10.4 52.4 -469. -4,11 7.4 -7,,241._ -2 Z y 72 1 -E'?4.9 4.2 SM2 -2 -=713 -- -704.4 - -46.5 -TS::).9 -2=7.9 -- �•`a.e -470.1 -! ,ZSS.4 -7-i,15a:).2 27.0 32 -a 4 - n 82.9 0 'OE.2 - '5,i -4 1 o - •7- - - - - 56.8 -7 1 , 6 -64.1 i.8 45.1. - 19.0 -w)7.- i 8,975.4 i -1 1 1.�•S4. -01.. - i-�.�e.7 4,• 9��.- _ 63 11,6S4.4 61.7 -21.S 11,4,67-,.1 11 705.6 14,(?54.0 4.9 6a_.6 -14,7 ! .6 W _14 054.0 -4.9 46a.2 -1,:,,TS5 O -14 ==, Z 74 1 ::�4 -1'4.9 ).0 45._ -257,5 -=50.z =60 -=12.7 -7.5 -74.0 26.7 -S7a.6 4 i 1. .�-D .4 197.5 10,525.0 10,130.(-i 6= iO,SZ7.5 -.4 184.0 i(),511.5 i0,14-.5 71 34 -L,401.5- 21.6 232.3 -12,169.2 -12,6 33.7 1: -12,0)1.5 mil. 46(i.� -i^,- I.7 -11,941.4 15 1 =4 - 4«._ _,o '9.0 - X7._ -m5.z 7.5 -=_3.0 ._ -17.5 -=51.5 -=4.4 •=•4 L,020.2 77.7 7.h..5 L•.7',:Z.7 it 2mob 35 12,020.2 -7::.z -1,57'.,4 10,446.9 13,593.6 .=4 -14,6-90.6 -91.C) -1,laa.5 • -15,3'9.1 -13,462.1 FFAM Linear Elastic analysis results Str No. 05 WEATHER-MST 29 Jun 94 i 8:07 am Page 49 i oaf==:•: ��{�;� - y= ✓',Jt`I^^ ,-..�, .-.� ,ter- .-,-^�• �i:x x =��TS2 urL rn�r Load Gtse Re--4-11+s Mem Load Jdiot Axial Shear Bending Top Normal Bot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) -` 75. •'c 1 75 --4'_.. . 7.3 ?ill -W7-4-).6 -.5=- 7 =6 -427 .7- -1.3 -51.9 -4 7 5,b - i 1.S 2 -= 13,645. 4.= -7,07._ _4,IF=.1 52.6 75 -19,._c-.5 16.3 gz'7.--� -12,E ?.9 -Z-'f-),-ib.- 76 •-1 fir-. 5 -1 - 715.1 a O :/i 1 'b -494,5 4.2 47.2 -451.7 -5 7.7 :/% -4qb.2 2.8 211 .0 -465.3 -5?7.8 76 1S,172.9 75.7 -1b7.5 ==,i:n)5.4 18,.'40.4 _: 1S.172.9 -05._ - 779.7 16,S93.2 19,452.6 _L .176.7 -w.5 -,_7.6 -3,714.- - " 4:79. _. sty/b., B3.5 i.0 1.1 --1 -5... _ -462. _ 7.2 i :/ 16,971.6 -21.9 -i,va.9 15!SeZ.7 is,00.6 73 1615 1.6 MA -4CX:).2 16,571.4 17,771.9 / -= 4 -1 0.6 i:) -?1 , •_ .4 -=,971.4 p _a -_•ti� W1.4 10.6 •?T7.7 -21,_97./ }35.1 5b. =9 -416.:) 3.7 19.9 -796.1 -45.9 2 73 14 9, 4 D.2 -1 ,036... 17!9,_;'.6 15,576./ _ _4,7•=1_).2 19.9 - +{:R',4 14. :0.o 15 .��r9.5 7 -t�i,i- )4,.5 'T.b COl."� -i',1' 7. -`Y-,•ill'{?.i -•59 40 -051.1 40 A.3 -__-._ 9 _9 17. )9.7 -5. --565.3 12 4-47 ? -10 13,C*9.7 5.3 -=9%7 12,610.0 17,409.4 :7 -16, 46.5 24.S 918.7 -15,SZ. .S -17,665.Z 44D -_6,745.5 -24.8 1-M.9 -16,- 7.6 -16,885.4 41 1 40 -236._ 7.2 57.1 -?79.1 -70.4 41 cC .5 4.9 20.5 -WD. . -f)1,i) 40 11.104.5 -1 .1 -n�17�,..1 10.491.2 11,717.9 41 11,104.5 12.1 -?_1.9 10,372.7 ll,=;.6.4 40 -12,360.7 42._ 11 ,(:�M M.5 -11,SM.2 -17,,S9'.•1 41 -12,Sb4.7 -42.•= -027.S -13,160.6 - 2,510.9 42 i 41 .)9. 42 -y'--4.4 5.5 22.1 -1SE. `6.5 2 41 9,250.9 703.0 -523.is S,722.9 9,7790 42 9,E5?.9 11.0 -117.4 9,1=0 9J66.4 41 -8,07.5 52.S 998.4 -7,675.0 -9,671.9 Linear Elastic analysis resLllts Str No. 05 Jun 94 c?S:07 am 'age W Load Case RE-sk4lts Men Load Joist Axial Shear bending Top Normal bot Normal No. Case I\b. (psi) (psi) (psi) (psi) (psi) 4.-•• 1 42 -_417714.4 7. 43. 47 -17.0._J 6.2 r.9 -1!D51.1 y ,y 4{6.4 -11 --46.:.- - 4•' ', 66.4 14.6 .',4ti-..0 7,4,_9.S 4.__ -� n 7'�-_ 15.= 1 n-r _ - i. .J -c =. -4,499. 448.5 55'J.1 44 1 4' -65.8 7.3 42.C -^".6 -1(:i3.C.i 44 XL-.i) C 4= 5,76a._ -15.6 - I- , .5 6. 1 :tJ•,`'2. �'J ,n 5 63 •n y = - 1 T 1 44 i' 477 , 45 ",1 i'�a� i0._ 191.s1 4 ,:G.:•. ,iCr1._ 414.4 4. , "55.;1 , -'- �,6-z9.9 - i•:> -1,._.__•.6 1,44' . _,O c�: 4 , .4 C=.•= 61.. 11.i =� a.� 8. ? �?i.1 79.6 -O.7 46 94.1 15.. =57-.- 2.747.4 ?,W.).8 =,191.6 -41.0 -1,1s7,5 4,C'X.13.7 Z•,-•i9. 47 _ 46 64.4 7.0 47 a _ �� 65.? 9.1 49. 11=.9 2 4v a ,•.��J.�'. -.Y.).`.� -'yr_15. •'r 1 .nn.V I ,c5; 46 6a171.9 27.0 _Z1 ._ 6.068.6 6,0 .r 6,j%_1.9 -219 ! ,116.0 1 '17 `• -i 5,655.1 7,=�. 48 1 _A7 5.4 7.0 in 1.6 677.S 42 75.S 9.31 49.C iC4. J C7.7 47 _9. i.9 94.9 Z T4. 49 1'9.C -1.9 7.1 ;. . 102.0 7 47 -6.5 -649.7 6.675.3 7.974.7 48 7, 5.0 6.5 -444.4 6,2-R.J.6 7,7 69.4 49 l 4^o 75.8 9._ 4a3.2. 124.0 .7 49 75.4 7.0 11.6 97.1 63.8 4a 12S.1 -26.4 -315.5 -187.4 447:.6 49 12-s.1 26.4 51 .8 641.9 -M5.7 48 7,77215.0 6.5 -444.4 6.890.6 7.769.4 F'-Fi;P4v' 'Linear Elastic analysis reSLLl tc Str No. 05 ItiEATI-EF-FORT 29 Jun 94 (:)e:()7 am Page 51 '1 1 Oof Ear^/icca_ Ltd 6k:x ', SEF.IES DEL Load Case Results Mein Load JoL t Axial Shear Bending Top Normal Bat Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 5_) _ 49 65.5 42.2 49 7(-,%7.() -is.9 -55. i, 51 - ID -707.`) 1s.9 M9.9 767.1 -1,446.C 49 6,771. . -Z9.0 -1,116.2 . 5,655./ /,^SSS.1 5_) 6,771.9 29.0 -yC)=._ 6,5-3.6 6,9750 51 1 5?, 7a.2 S.h 411 .1 /9.3 -2..9 51 =6.1 7.4 25.4 61.5 c a • 1 •V i 50 -1 •7SZ - -1 13 6 -1 7 1 -1 Ci =1 -1 7S2 14.7 n7 5 ' - -,- 1 21 74.1 ��) 5 1Q1 -µ -a IS7 S - ti Z• 9.4 51 5,191.6 41.0 103.9 5 - C 52 1 51 - ^ 7? / 52 -_.2 - 7.7 4._ 26.1 -AL L 51 ,4S2.3 -10.4 147.5 - .4 3 72,629.9 52 -2,4S2.3 10.4 4/ 2,(_x_6.6 -2,959.1 51 2,669.S -5Z. ) -1,223.6 1,446.2 =,897.4 5' 1 52 -62.7 6.9 29,o -=.I --l.I 5= _6:�._ 7.8 42.3 -24.1 -1 CC-.6 52 1.^ -57.7 -1,7770.= 5(:L6.5 _ �:•1. : 5 7.7 6_7 7 _ 45.4 -1,7K)9. 1 1_ .•S6.2 2?.9 -105.7 -155.5 54 , -135.i_) 7.2 49.0 -S6& -19,0 .2 ,c --,•=., .o -Z.. 7�)Z.5 -7,02S.5 -3,6=.4 54 - ,.331.0 2.7 388.5 942.5 -Z,719.5 -4,4M._ -58.1 -949.2 -5,44S.5 -3,55?.1 54 -4,419._ 59.1 878.5 ,6 0.S7//.7 55 1 54 -'2K)5.1 . .5 5 = C -tom'=" � .9 - 55 -210.2 7.6 54.1 -156,i -264.7. C 5.4 -=,471.4 .9 =61._ -3.iio.2 -=,F---.. 5 ,471.4 -.9 3•,.;..4 - 1=8. -- - 8,67-•_.5 -52.8 -66._�._ -9,,:k:6.7 -8.c?10.C 55 -S,673.5 52.8 998.4 -7,675.0 -9,671.9 56 1 55 -CE1.4 4.9 C0.5 -260.9 -Wl.9 56 -237.1 7.2 57.2 -=.9 -7A4._ C 55 -3,4Z?.5 3.5 40j.1 -3,0 c_),4 - .SM.6 56 -7,420,5 _-3.5 290.5 - .9 -3,711.0 3 55 -42.•_ -` Q.3 -1C,160.6 -L.-�w.9 F-FRAME Linear Elastic analysis results Str No. 05 WEATHER--FCRT '9 Jun 94 C).S:0 7 am Page C9 '\ -Eoftsk sarvicsa Ltd FORT =,F OI:L ��- Load Case Re--Lq ts Mmrn Load Joj}vt Axial Shear Bending Top Normal Bot Normal Nbo. Case No. (psi) (psi) (psi) (psi) (psi) - -- >6 -12;860.7 42.3 1,032.5 -11,S2S.2- -13,EU'3 57 1 �56 -334'O 4'3 19.9 -=4.1 / 57 -360.3 6.7 59.0 -3[12.3 -41B'4 2 56 -3,179.4 B.7 446.9 -2,732.5 -3,626.3 57 -3,179.4 -2.7 172.5 -3,[xD6.9 -3,351.9 3 56 -16,746.5 -24.8 139.9 -16,607.6 -16,M'4 57 -16,746.5 240 91B.7 -15,S27.B -17,665.3 ' 52 1 57 -417.0 3.7 19,9 -397.1 -436.9 59 -423.9 6.0 56.2 -367.6 -4B0.1 2 57 -2,7zs.l 1116 479.2 -2,25B.9 -3,217.3 53 _2,624.7 -2,351.4 3 57 -9.5 560.7 -19,44Z.9 -20,565.3 ' Do -OD,[x}4.6 9.5 BW.2 -19,143.4 B65.B 59 1 59 -463.9 3'2 20.3 -44�.6 -4�4.2 59 -471.2 _ 50 51.9 -419.3 -523.2 2 58 42021 .9 9'1 T]3.2 -1,B1B.B -2,625.1 59 -2,221.9 -9'1 116.B -2,105.2 42° 7 7 5B -22,351.5 10'5 952.7- -21,39B.5 -23,7K}4.4 59 -07,351.5 -10.5 622.0 -21,727.5 -22,973.4 60 1 59 -4el-M.0 2.3 21.2 -4-C�6.8 -5019.2 60 -495'7 4.2 42.? -452.13 -538.6 2 59 -1,754.4 -5.4 225.1 -I, .3 -1,979'4 6O -1,754.4 5.4 3930, -1,3aD.6 -2,14B.1 3 59 -Z3,176.6 84.2 1,B96.9 -21,279.7 _25,073.5 60 -23,176.6 -34.2 -751.6 -23,9��.2 425.0 �1 1 60 -424.9 -1.9 -52.7 -477.7 -372.2 61 -433.0 7.4 93.4 -W7'6 -526'4 2 6/} -131.7 20.9 623.2 -CM5 -1,554.9 6-1 -931'7 _20.9 -34.0 --765.7 -B97.7 3 60 -20.B 274.6 -19,012.0 -19,561.5 . 61 -19,2B6.7 20.B '92-9.9 -1B,356.9 -20,216.6 62 1 61 -339.6 .B -9.5 -349.i -T-Z0.2 62 -347.9 3.1 27'3 -�20'7 -375.2 . 2 61 -Oal.4 8.4 316.1 -2-57.4 -39?'5 62 -563.4 -8'4 50.6 -:772.9 0 3 61 -14,664'1 116.3 1,B83n -12,7B0.9 -16,547.4 62 -14,664'1 -116.3 -1,775,B -16,439.9 712°E35.4 63 62 B � -.9 -67.6 -431.4 -296.2 64 -371.6 10.1 113.2 _253.4 -489.8 2 62 _53C).3 10.6 293.0 _247.4 -B13.3 64 -530.3 110.6 -72.9 -003.2 -457.5 3 62 -14,653.3 -111.6 -1,464.1 -16,117.4 713,189.2 F-FRAME Linear Elastic analysis results Str No. 05 WEATHER-FICERT 29 Jun 94 06:07 am Page 57 � . Ii I eftak E2rv-,cc '_td DEL faRIM.-i Lcad Caw Rein is Mem Load Jciwt Axial Shear Bending Top Normal Bat Normal No. Case W. (psi) (psi) (psi) (psi) (psi) 4 -1 1,o: _._ i i Z5 4 -12 35 .2 30.6 10.6 -52 9 --4-.1 -•1 5 �-„ 7 ♦C O -� - -t 5 r- - - -- _ '=-•4 �I..E i-'•.: -14,761.9 64 ..•,=.ti I.0 -1,:_._:1.6 u,ca•%.? -14,106.6 65 1 r 9-1-.5 ff.3 6.8 101.3 67.7 6= 94.2 7.5 2'' '9 123.1 65.4 i -',669.0 -4.�� -AW.2 =933.1 -2_,12.3 -_ 2,669. _ 4. _ -162.8 -2,S31.I -2 5 1.2 2 3,25S.4 ,25S.4 &.9 502.4 2.n 3.760.8 2,756.0 3,253.4 -i 9. 7 -2.0 3,250.466 r 66 1 3 130.3S.? 74.4 164.7 950 04 128.4 9.2 M.4 166.S 50.01 74 -Wes.r' 77.3 W4. ,,L=._ -4. i 2.7 7. _ 5, T7.6 19.3 176.0 5,47Z.7 4,M.6 67 1 4 72.6 8.5 24.2 96.8 46.4 35 69.3 9.I' :i.5 107.Z ._2._ y - .plc4•t - C.9 -a41.c 2,712.3 -1,616.6 _5 -2,164:4 38.9 837. -1, 27.. :,DI.4 L •2 6.7 4. 4 4.6 -4.2 • i 5 101.6 -19• .3 -212.2 415.4 -- 101.6 6 19.2 371.0 472.6 -269.4 -275.7 77.9 561.z 255.5 836.9 76 -275.7 -__.9 -44 . ) -9=--.7 71._ 69 1 6 -01.z 9.6 65.1 6.9 -97..- 71- _„ 2 6 !A.R-.? -=9.2 -815 2 -266 , 1,764.0 :// 54S.9 '-Z 522.5 1,171.7 --_4.0 6 -i,=4.4- 75.2 1,417.5 =9.2 -2,787.9 _.•' -1,C74.4 -75.2 -' ,265.6 -2,640.0 -i OEB.a 70 i 7 .1 13.ff. t 2 .2 -5� ' _ .1 7 -3Gb.2 10•_.5 ^,4 7 9.4 2,123.2 -^,8Z,5.6 =S -6.2 -10- .5 -1,:-Y]7.9 -1,554.1 851.7 7 191.6 -16 O? -516.5 -724.9 MIG.1 P r,Ar"E Linear Elastic analysis results Str No. 05 I ATI- ;-FLr T 29 J Ln 94 am Page 54 . Softek Services Ltd I-PRSaI Fa--7 =F, ' 6[»X) TCEl- PFO-4� Mem Load Joint Axial Shear Bending Top Normal Sot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) - -- 3B 1?1.6 6.0 53.3 245.5 S. ' 71. 1 B 23.B 7.4 42.0 65.2 -1B.2 ' 79 17.7 6.B 4B.7 -13.3 � B -4s4.4 3.B -ES.6 -573.0 -395.B 39 -48-4'4 -3.B -225.2 -709.6 -259.2 3 B 1,Z��.4 -75.2 -106,4 1,23B.0 1,450.B 1,344'4 B.2 1B4.6 1,529.0 1,15M ' 72 1 9 42'7 6.4 32.9 75.5 9.B 40 35'8 6.6 36.2 72.0 � 9 -655.4 M.0 232.0 -4 .4 -BS7.3 40 -455.4 -15"0 -3g3.4 -95B.7 -Mz.0 � 9 2,239.9 -7 27"7 -Zw.1 1,701.9 2,B78.0 40 20229.7 32.7 577.2 2,367.2 1,712.7 73 1 10 56.4 5.5 25'6 B2°0 30'B 41 48.9 ,� 6.2 32.5 37.4 10.4 z 10 -7B6.3 14.6 216.9 -569.5 ,[N3.2 41 -786.3 -14.6 -303.� -1,[�9.4 -4E-'7.2 3 10 2. 2 -46.6 -6401.2 2, 0 3rS]6.3 41 2,961.2 46.6 B20.6 3,726.B 2,145.6 74 1 11 65.0 4.6 26.2 35.2 44.2- 42 56.9 5.6 3B.3 95.2 13.6 z 11 ' -80.7 14.6 225.7 -672.0 -1,123.4 42 -z-97.7 -14.6 ---9:3.4 -15191.0 3 11 3,356.5 -53.3 --7B 2,374.7 42 3,356.5 53.2- 936.9 4,293.4 2;41?'6 75 1 12 68.5 3.3 16.5 65.0 52.0 43 59.9 4.9 35.6 95.6 24.3 2 12 -954.7 14.1 225.3 -759.4 -1,210,0 43 -F24.7 -i4.1 -07B.2 -1,262.9 -7(.;6.5 :7 12 35451.1 -54.Z -15{»-y:).B 2,45}.3 4,451.3 . 43 3,451.1 54'Z 929.4 4,3B0.4 2,521.7 76 1 13 67.2 3.1 14.4 21.6 52.9 44 58.3 4.0 70.9 B9.1 27.4 2 13 -1,046.B 13.3 217.3 -8IC?.5 -1,264.1 44 -1,CA6.2 -13.3 -Z55.6 3 -791.2 ' 3 13 3,256.2 -47.9 -��.1 2,3�3.2 4,159.3 44 3,256.2 47.9 B05.2 4,061.4 2,451.1 77 1 14 61.5 2.4 13.3 75.3 47.8 45 52.3 3.0 24.1 76.4 2B.2 2 14 -1,COT,7 11.9 -E--S2'4 -1,2B4'9 45 -1,[M.7 --11.9 -223.3 -1,307.5 -659.9 3 14 2,791.B -�35.7 -698.0 2,093.8 3,489.3 F-FRAME Linear Elastic analySis reSUl±S Btr No. 05 WBAMEB-FORT . 29 Jun 94 0B:07 am � Page 55 Lcad Case Results Mem Load Jwint Axial Shear Bending Top Normal Bct Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 7S 1 15 52.0 1.7 :5.7 73.C • 46 42.5 19 16.5 Z-S.9 26. -1,014.E -10.9 - 02. -? 27,6 - -72 c 15 2, ?I ,4 -r'.0 -537.9 rl63V.Z . �^ .: � 46 2,091.4 19.0 270. �,_•.may.5 �,--2-1._ _ .9 )Z. .C 2.7 .'S z. r ii n 17.2 48 -1 7 -19.1? - -7f4 - 17 725.6 0.0 t_). ) 725.6 725.6 rl 1-8 79.L -1._ -13'.i 2-IL.i, M.5 49 30.2 -._i -Q n Z5 n 35.10 51, is 951 38 - A' ' , J+ 1 6.5 82 1 19 52.1 -_.- -_-.% _rya 63.3 5•n V 5D 42.6 -1.9 -16.3 26.1 59.1 C 19 702.2 33.0 Me.0 1.C54;.- 154.2 5A_l 702.r ti•�.:� -_r,'r^•0 77.2 1 "'t r 7. 19 i9.0 407.9 ^ 491P.3 _ 50 2,091.4 -19.0 -ri\).1 1�Li1.- Z,361.5 24 t 23 C 2 i 457.3 29.0 476.7 9=n.(:) •J -19._ t 457._ -29.0 - -557.r _1(-x_)•4 1.(?1J.1 • 31 20 2,791.9 33.7 698.0 3,4S9.9 2,093.S 51 i 34 1 21 67.7 -3.1 -14.3 52.9 81.6 52 58.,_ -4.0 -:0.9 27.4 89. C =1 24.1 24.7 44:x7.8 624.9 -176.6 52 204.1 -04.7 -460.6 -20.5 7(54.S 21 T,C56.C 47.9 9(:) .1 4.159 Z ^,ZT.5.2 ?-FrPrE Linear Elastic analysis results gtr No. 05 WSATl-E;fCRT C? JLUI 94 (_)®:07 am Paae 56 LL Load Case Results rem Load Joint Axial Shear Lending Top Normal Sot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 52 ?,Z-36._ -37.9 -a05.2 2,451.1 4 ('a' •i S5 1 'i LDS... -J.V U r - . •1 'J��5. 52 n r_. . .- i 2A.3 95.7 y 22 4.2 M._ Z27AD "1.2 -7 53 4.2 -0.5 -41:34.5 -40 1 A .4.'S.- 2 7,451.1 54.2 1 1 AY AM M 4.45i.S 2.45).: 2,6 1 -4 6 c 35.2 2:5.6 54.7 -45b.5 •..�.rfl• 2.374.7 54 Z,351.5 -53.3 -36.;. 2.419.E 4.207:.4 -_ _7. ti 5 -SS -lam -2�4.,_ 1 -1.7 5 1 i\9;�.^� -46•61 -V�}•6 i11f7C1.IJ y,1tJ..6•IJ 1 25 ,` -^ 56. M ' W -=55.1 -9.S -101 S LL . i 26 ice.3 .:..4 -IS 57 117.7 7 i• _ _.4 4G.7 .^ 26 -709.7 -7.7 -249.6 -9!!a.9 -459.7 97 -W._ 7•_ 9.5 -699.3 -715. 5a -6.8 -2=.0 23.4 17.7 C- = .5 7.5 116.1 -62Z.4 -554.6 53 =.G C - • _ i/ 191.6 16.0 516.9 C.E.5 kwZ5•- 5S 171.6 -16.0 -54.2 1 .4 245.5 Q 1 123 -2--P.' -7.6 -65.2 -9.=.4 •7.6.9 59 -=C.B -6.7 -L.4 -45.2 -' :).5 -657.c i 9.1 149.7 -5R:a7.L -936.6 59 -65 .0 - 9.1 -175.5 -4 .5 -481.5 23 -1.375.2 -75.3 -1,415.7 ,790.9 40.5 r'-FrAM= Linear Elastic analysis results Str No. 05 W ATHER-FCRT 29 Jun 94 .C,18,07 am Page 57 ~ � / n � | ^ — | ° U . — L-Cr.; SERIES CO, PRO-. Load Case RessI is Mem Load Joint Axial Shear E{ending Too Normal Bot Normal No. Case No. (Psi) (psi) (Psi) (Psi) (Psi) y� ^ _:; .1 -6. -4.7 -4.7 4.3 2? -075. --.4 -554.17 -=D).2 279.6 y -2c 61 69.5 -9.1 -35.1 74.4 1(14.7 2 =t i 244.._ 26.3 -447.4 -210'•._ �9i.•6 .•4 _Oi.i 2 35g7- 25 L _mac r_4 r Z,•:`.Ci 61 2,V 59• 25.6 - • _ 7"T I V'a i,iJL'.•_ 71 1D- 6 S _ -22 3 10 7 1c7 n i :1 -__.E., _Z_2.4 5.2 -141.4 6AC3.9 62 =.'9 =.4 424.1 • 657.9 w1 -'••- T. 7i 5,111.3 1•=.2 10-1.1 c .•,.�i+ 5 c DD2 2 ..',ram. • V',' •V_ 62 5,111.3 -13.2 - 60.5 4,750.9 5,47i..- 14 42.9 -1OX" -C/_)._ '-17.5 103.- 2 _,_ 1 7 15 .`i -Iriil ._ -9:7.0 116.i 7. 72 1 nei 71 4 526 1,779.6 7y; • =:4 1,Z5Z.`7 -71.'� -1,C73.4 _/r•�.c 2.•Z26.f: 96 1 2 -1.6 11.6 i(�'r,") 12. 195.,'.:; =4 -54.1 9.2 45.9 -_g.2 -W.(; 3 2 2.W .7 -09.9 -7"1.9 2.097.3 7,545.6 Q 54. y e- 34 -_,69c., -T4.9 -64.=.6 -4 J42.2 43,055.1 5 -142.9 10.6 67.2 75.7 -210.1 y _ 5,c_x)9.. -1�.:0 -554.5 4,455.Z T L4.2 =5 5,'CR.7 12.0 2q.2 5,CY7,9.9 4,9�?.6 6,42S.3 20.z 676.0 -5,75:Z.S =,1g4.S 75 -0,42S•S -20.3 -314.7 -6,74=.5 -6,114.1 i3 1 4 -?1.,D 12.2 97.7 6.7 -183.3 .=6 -85.3 10.9 65. -2.--).5 -151.1 2 4 2,379.1 -7.5.' -5 7.2 2,•=!.9 3,456.3 ti.6 2,379.1 7.5 -21Z.4 2.665.7 =,(:)92.5 _ 4 -4,,)74.1. 27.4 821.1 -C,^1'.C) -4,355.2 FTnAME Linear Elastic analysis results Str No. 05 WEATi ER--FCRT 29 Jun 94 03:07 am Page 58 -ct tak Ear'ric'=s Ltd Load Case Results Mem Load Joiht A::ial Shear Lsrding Top Normal Sot Normal I\b. Case No. (psi) (psi) (psi) (psi) (psi) 76 4,(/_4.1 -_.4 -316.6 - _3 .. - ,717.5 o 1 V 72.2 4.5 13.2 56... DD.C, 51.7 L 7.4 76 a 7 7 5.6 51a s+ -79. -1 a-- 7 1,74-4.9' -9.4 -W.4 796 1.09'.2 36 1,344.9 9.4 -Sq, . a Z55 n 1 477. 77 n if Yi 1 7 -7.6 .' 8.9 �.7 -12.6 ;i -16.4 7.7 12.4 2.1 -?'4.S 1,673.6 -5 0 -392 a I•!'y 1 2, L c _ ! -1, -Z7•6 -130.4 -2,55,t` 1.- 1 1 5 7.:. 1i?1 1 2 -16.2 2. -.S -_. . . -'5.4 T8 ,9 2 12 9 �'J ��-'�.- r.rL ter• -'J._ -62.2 7-3 755 1 5711 .5 =7 n 1 1 3= - ,249.1 11.7 -146.1 - -951.J -7, 107.6 102 .r 9 _59.i . -9.n -_. .2 -50. =9 -72.9 1.4 7.1 .0 a. I 2,679,4 1• • W3.2 J�i lri.r i,176.7 39 2 L- n -S.9 68.7 72,5110.7 17 -4 c 1-2 f 1 -2.r 065.2 .mac w- - .652 n 9 --4,5'1S.0 210- 173.1 -4,W .4 -'-691.6 -74.7 -.6 -17.4, -57._ n: 7 :9 1.2 -69 1 . 2 . 6.2 397.5 _,t i. ! . 7,r 244.1 �1 r 1! -5,_'/i.9 -=.f t -W4.4 -6,il'5.z -4.5.67.5 40 -5,371.9 23.0 316.4 -5,055.5 -5,6BBe. L04 1_ 11 -al.. --.5 24.7 -W.v -57.$) 41 -94.S -1.0 -5.(D -99.9 =Z 9.3 2 11 2,565.4 MOM n n 2 L 41 2,565.1 6.9 5 2,_ 2,55S.4 11 -5,779.6 -24.7 -7 27.1 e-6,�5 6.J r'X02.-3 5 41 7?.6 24.7 477.6 -5,_f)2.0 -6, 57• .2 105 1 12 -Si.r -3.1 -=1.4 -li?.Q -50.(D 42 -94.4 -2.2 -11.5 -105.2 22.9 2 12 2,469.0 7.6 7.16.4 2,725.4 2.152.6 42 2,469.0 -7.6 -c_..1 2,415.9 2,522.0 12 -5,755.4 -25.0 -611.4 -6,•=.&6.2 -5,144.ci 9-RAME Linear Elastic analysis results" Str No. 05 WEATH R-PORT -29 JLn 94 06:07 am Page 59 i `-G F7r.i-i Y�J91!'rr1 I-�YT /•r��', EFERIES DEL ARCH Load Case Results Vem Load JaDMA Axial Smear Lending Top Normal Sot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 42 -= 7 T.; C5.0 6,C,!4 S -5.15. y.6 -6,•160.2 1_ -J 4.3 -4.- -_r li.�•_.4 i .� `R_ -E7.4 -3.4 -_8. 105.8 -69.1 43 2,74 . 7.9 -111.1 2,2-737.9 ^, u 1= -;, ._ -24.0 -470.7 -4,S577 .6 4.3 -5,ZZ3 _ 24.0 697.1 -4,671.2 -6,0 5.4 07 r 14 -o�.9 -5.4 -4'._ -106.i -19.6 44 -7=.1 .6 -05.5 -1CC.6 -49.5 i 1.4 Q 3 t 1 P n 1.975.5 •"ice rll,Z .7 -B.i -16, .. .:.C114:.- 2,77-C .6 14 -.1, 6 -21.S -71.4.4 B6 -4,=2.2 •'':•4 -�F,�.•`C•.61. 7477.6 -5,ZcF4.2 1':.2 i 1 -'11-6.5 -6.4 -49.0 -95.S 2.2 45 -53.4 .S ---• - -01 .4 -25.4 = 4-.9 S.2 2,=.4 ' .555.4 45 2,t147.9 -'S.D -2.-.4 z,z52._ _5 4/D.0 -1.8.6 -0�a52.4 -7,624.4 -_,.�•19.6 1CR - 16 --7.4 .4 -51:^ -79.4 24.5 46 1,357 M -S._ -25:6. 1,6t_'_S 2,114.3 t -^ 1-. 5 -1 t .n 11.3 -2 a_ -2 .S7 7 - 46 _•1-li.�5 14.4 4 71 4.y •-1,462.�` - •eqO.i . 110 1 17 - . . -S.8 -74.2 -91.2 67.2 47 --. .- -J .5 -41.4 -59.5 24.3 z 17 1 ,cJ, 9.6 191 - 1, 69.2 ' 'S5 4 - •J -L ♦�'M1J �.V 47 1,677.5 -9.6 -274.8 1,402.7 1.95C._ 7. 1 -766.3 -11.9 64.7 -702.5 -3='1.1 47 -766.6 11.9 647.0 -12C " -1 ,9 ill 1 17 -. .1 3.3 74.2 67.1 -61.4 49 -17.7 7.5 41.4 24.1 .6 D 17 -1 ,41=.1 -3.5 -:-Y?.6 -1,4=-, .7 -1,=T2.5 49 -1,41=.1 7.5 151.0 -1,262.1 -1 • 554.1 7. 17 -766.3 11.9 -64.•7 -eZI.i -7 02.5 49 -766.3 -li.9 ---47.(:) -1,409.3 -1=.3 11C 1 13 -'�'7.6 7.4 5i.9 24.7 -79.6 5<_) --9.5 7.0 41.7 Z.2 -S-X). 2 is -1,194.1 -.3 125.6 -1,068.5 -1•=19.6 5 > -1,194.1 .Z 1C7.8 -1,Off6.Z -1,'1.3 13 -2,176.5 14.4 -1i..= -2,137.7 -2,165.2 F'=n'A' E Linear Elastic analysis reSLLlts Str No. 05 WEA H ER-FORT 29 JLun 94 C0:07 am Page 9) FCRT ce' C XX SEIRiES DEL A=•u Load Case Results Mem Load Jc!Q Axial Shear Emending Top Normal Sot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 30 - :�6.5. -14.c -714.5 =+-;.9 -1 4 .0 =:1 -59.5 5.S -05.5 -91.5 19 _;5C.3 -i.7 1C_9.S1I1��.5 51 -952 1.7 19=. , -759.S -1.140.% - -_ --.•47C.�: 18.E 152.4 -_.••=19.b - .,SC4.�t �' i -,. A 1 -?,47 •(i -i Q.i�.. -r/�i.r -4,i�i'.r -2,719.3 i14 1 20 5.4 47.4 -19.7 -10,6.4 52 -75.2 a.6 25.5 -49.% -1 t y).3 2 Z:) -7!-:7.n -.^_. ,V` 1(_)7.8 --75.6 52 i - . . - ii) -4,_'th`.. i .0 714,i -4,^v'�._ -4t86 A 1+�. i15 - 2i -75.C) 4.2 7,7.6 - i' . 4 -112.61 53 i.6 Z,4 18.7 -=C.ti -1 05.9 i Zi -44: .Z. -:.5 if Y 1.2 -4 7. } -54 .4 5T -•447.S T..5 271.9 -_?5._ -719.1 r M 33 -=:,•ZS._ -24.0 -697.1 -6,025.4 -4,6 1.? 116 22 -e1.6 7.1 =10 -5).2 -117.0 5.4 -94.5 2.2 11.5 2 ^.z -1 S u -4.4 E1 5 -97.Z -2 7 54 -1E.5 � -��.i . .4 �?1.4 115.7 -48/.1 . -5 i 5'5. . 25.U 611.4 -5 ., J 54 -5,755.4 -25.0 -604.v -5 '5_).6 55 -9 5'.0 1.0 5.0 -ram C -1 .. __ 77.2 -5.1 74.4 151A n .a 55 77.2 5.1 1.2 _77SB.4 .0 -_ 5,779.6 24.7 7=.1 -5_, 5 .5 !06.2 55 -q i%1'.6 -24.7 -477'.6 -6 257 C -5,=.0 1_8 1 24 -74.5 .6 17.4 -57.4 =:2.5 :56 -=5.1 -.0 -1•2 -89.2 -56.9 .. 24 7179. -6.2 46.i) _ 5 " C=".2 56 339.2 6.2 348.0 6S7.2 -S.S T. 4 371.9 23.0 804.4 -4,557.5 55 -5,7 1.9 -:716.4 -5,68e- -5,055.5 4 25 -59.9 -.7 9.5 -TO.4 -63._ 57 -.'•_.1 .4 -7.1 -90.i =66.i_% C 25 60,10.1 -4.5 73.0 624.0 IMS.1 57 606.1 4.5 -297.0 90Z.C L1.�"o.9 7. S5 -4,518.0 21.7 865.2 -U,65 .8 -5,=3.2 F-FRA E Linear Elastic analysis results Str No. (-')5 WEA74ER-FORT 29 Jun 94 (:k3:()7 an t Page 61 S_rtak Earn`-- -L= T nEL ES Load Case Res_t-1 is Mem Load Joitat: Axial Shear Bending Top Normal Bot Normal No. Case No. (psi) (psi) (psi) (psi) (psi) 4. .443 C. _ -�.`] - .4 -16.7 - 58 716 - 17.� n C - ^,a,,i - - a C - a ^. - an} 1 Z7 -�.? -12.-7 59 -16.5 �! - ,.1727.6 .34-9.7 156./ a 547. :ter Z.1 .'� - .5 n a �') -1G._ _ c5 L+.? 6i^1.6 lC%. _ 44C).6 1.i Li.i 1S1.0 �a �.•_ 52,7 1,07E. 7 . 1 -7./ ='A i,1 { ,426.0 i 7-16.S 1! a =5.8 -1.=).9 -65. ? 862.1 -3.ilk%.5 a a r•. a s mot-,14.n 2. i2 1 -465.4 �_, -51�).•^ -4i�.) `. 61 - 4 -_._ -yob.- -621.6 -D:Ki.Z -IS.C -569.9 -6.9-4.1 -5,374._ bl -c 404.2 18.E i6.4 -6,�.S7.3 -b,7 ).7' E 125 132 -113.3 -146.0 9'.%._ C 4.5 C6.8 - 7.7 -1=4.5 67 -107.7 -4.5 -191.7 79.4 Q4.0 'C -1, 6.4 =4.5 -1,495._ -^.7-7-4 27_.9 b -1. 6.4 44.b b7'2.1 -5 S7t3.5 Load Combinat_cn Results Mem Load Joint Axial Shear Bending Top Normal Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) i 1 i -6,•710.5 -7'•:,.1 -7-10.4 -7,0: 0.9 -5,570.1 P =-F-PM Linear Elastic analysis reaLlts Str No. 05 'ill_E�_ MT 2_9 Jan 94 c?S:07 am It Raae 62 Load Ccmbinaticn Results Mem Load JoiJat Axial Shear Sending Top Normal Loot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) -',__.o c-2.4 =,Ss'='.? 575.6 -7, 4,;:•.1 1 -6,'E5.5 755 6,_ 6.0 077.2 4,767.0 -1.,5z?.0 - 1 4 1 -7,S:R ..?"', 614,i 1 a i�I,1 A.�� , �,Mom•...r 2 -. /7.7 53.i -,74S.1 -4,051.5 -11,547.8 2 1 2 -4,014.0 -'i.5 164.1 - ^r.IL9.7 -4 a 78 1 a i -4 a 7n-,.1 244.9 !%Cv 4 -ram./- -1 64.4 -� 74 a 3 . t' 1F _ .. - - ,c`�S�+.i Sil. _ 4,ti..:o.2 -C,464.5 _>> - 4 2 413.67 _ - - • 277.4 -63.8 -=07.S :r=1.z 4 7 , _ ❑,059.1 SB2.2 5,265.0 -^,S34.1 364.1• - -7,SS2.4 849.1 4477.7 _Q Cop;& -1^ '•_ - L -7,3i0, EEYD7.2 4,i✓.).3 -7,712.4 -12,OZ-4. 7 4 --_,CGS a AMA.`J a ' _7 3 ITS. - !1. ' L, 2, 77:4 9._ 518.3 7..c19,�;.1. 2,45o.6 - ,:E,CE . y 4 -7,A4./ 136.a '+J-�•%�7.2.• -_,rim.7 - 2S2 5 5 ,S95.7 621.6 4,11T. _.5.1 5.S -14 J15 / 7 y - r i. I?,.=65.6 617.6.6 4,245.7, -4,119.7 -12,61i.6 4 4 - Qom' G 426.9 2,717.2 .a 67 /5 0.7 5 -1,924.6 4051.1 C,Z36.1 411.5 -4 26 i 1 5 3VKa.7 -=9.6 -__ :J.0 2,678.7 7,._ .6 , '!�:J /17._ 4/ .-r 1,191._. 4,iY*3.5 1.EK26.1 5 -9,90?.2 831.2 4,.=6+.7 -5.5=5.5 -14,264.9 6 --9,S`91.6 828.5 4,-_16.6 -5,5/ ,U -14,2s_S.1 5 -8,361.6 810.9 4,210.1 -4 151.5 -12 571 b -="!.-' _5?,ii 848 .: 4!571.E -=,491.8 -13,224.E 4 1,90 .i 375.5 1,S62.2 -44.4 -3,/69.9 b -1,S e.6 459.2 -_e = 19�_J9.9 -5,Ci J7.1 1 6 ?51.6 -41.9 242.7 a - 7CDS.9 7 3,9519.8 51.2 1 871.0 5,3C,1.0 2,C-OS.6 C 6 -10,23M 909.9 4,W1.CD -5,479.o 7 -10,Z71.9 751.3 E,COB.7 -8.24:7.1 -L,74X).6 b -e,27 .7"^�:�,CJ 887 4,9=:1.CJ ?,CS7.0 -1:1,Z13.c:, FFAML- Linear Elastic analysis results Str No. 05 WEATHER-FORT '-9 Jun 94 am Rape 63 f oT Lek Ecr` icr=5 Ltd ?(:{ .ter-, PFZ • .:G.. -J L'L�L P't'1.�- Lid Ccmbinattcn RE-suits ram Load Joiat Axial Shear Bending Top Normal Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 7 5 ^,92'b.0 -5,=55. -11,207.9 .^. .ten n r, n 4yi.o .6'4_�.? .165. _,BIB.0 6 •_{ . -1,166.0 -r-3.4 2,S47.2 1,6SI.2 -4,01. ._ _:137.6 642.0 Z,676.0 6,S63.6 -488.4 8 4,149.2 717.4 4,994.i 9,147. •`rC�,? -� •4 �4• 9.0 -2 79a .0 -1 1 inn y % .40...: / -7,544.0 0 -16 -S,511.C -6,5 6./ 3 -7,059.' -47?.1 -C,7SS.4 -9,347.7 -4,2'70.9 n - 229 8c E. -415.n =1r._ 74.7 1,919.5 -2.75O.- "'in c. - -;1 S,365.7 Lc - 2 -1- - i _ -7,_'6.! -7 2.9 -12 714.6 -2,0 S.C 9 . _49.5 -62+4.2 -4,1.07.8 -11,_.%r ._ 231.7 7 3 -:717.7 - ,46 . . -_,ui_.ff -',a CO.. 5.C`t7. - 62.4 -1,'Y?6.2 -J 1•_"'l .G' -4,35i; .4 E -i L .4 496.5 09' .: y-?. ._ -4 ?4.Z.S 9 `i 1 1 242 _' 92 -:7 a-,7.1 Y _ 5 4-3.4 a :-%77.7 6,771.3 6,S17.7 -6,723.0 i(D ' .(:46. . 1,:�_�.r_' =,i44.7 7,191.6 -5,C?7.3 10 6 5.9 -453.2 -4,207.2 -`7,aaaz.1 -1,44e.7 9 -5,6101 -30.8 -3 pw:2a7 -7,1 S.,3 -4,C•'Sl.n 10 -3,107.6 -185.0 -1,160.S -6,CO8.4 -3,946.7 1 75 - 679.3 4,015.2 2,25S.9 25SG -5 ,771.4 a e a •ram 6,924.0 513M.4 Gn L 2 10 -7,5S7.7 -/•=+/ ,_ -4,S25.9 -9,313.1 R .6 11 -:,721.6 -697.5 -4,=1.7 r = n I -4,706.6 -96.8 -692.1 -5,•'93.7 -4,014.5 4 10 -4 4- 5 _ 355.5 5,746.7 "901.i, -9,791.E _'_ 1 11 -5 '54.2 1 4'C._ =1.L .4 2773 C -1.' 996.6 12 -45475.1 1.=79.2 7,7CO.7 7-,=.5 -L,1s-.S 2 11 -=,•=64.S -775.i� -4,717.7 -7,07S,5 ^,_,1?.c_) 12 -C,=59.9 7698.7 -4,079.5 -b,439.5 1,719.8 11 -4,974._ -=.8 -419.7 -5,393.7 -4,554.4 '^ -4,W.6 -1C.S 244.7 -4,%'4.0 -4,C'S4.9 1� 4 il -6,4-'1.7 1,CLi�.3 61255.9 -2i5.4 -12,7=.2 12 -5,M7.2 1,Qi.6.1 5,649.5 5.^.7,, -11,27-6.7 P--�-RPVE Linear Elastic analysis results Str No. 05 -9 Jun 94 CS. :07 am Page 64 i Load Combination Results Mem Load Joint Axial Shear Bending Top Normal Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) iz 1 -z. -=� �'_+.i _.r=�-'•�-: 'C ="- { �c,55.o -17,616.4 -:} 1,336.1 S,46Z.2 957.2 -15,969.1 06 1 -/Z.` -4,CA-)6.a J,4i2.5 7,&D-,.4 i•_ 02.0 -72M -•1,Q=i -4,S7 a•.i _JO.% 2 S52 7 55.3 pa s rr- 13 -4,463.2 64.2 IS`.i -4,:.�rri.i -4,645.', n 12 -S,5T_).0 1,215. /,CO5.7 -1,new- -15, 195.6 14 -10,393.4w 1.573•0 9,15S.0 -- _c -1G cc1.4 7n1 4 6- 1 -4,T_'l.v 131.1 571• . -71.33-0.7 -4, 77r.'. 4 -_ -10,574.4 1,Z43.2 i ,f-1.7 -2,,92.. -18,156.1 14 93S., _1S.4 7,1410 - ,7913 -_7 0,25.6 14 2,074.4 -/3._ -4._96.4 -2,=.0 6,470.3 i` a-,`-76.1 !!''_._ 3,959.'7 -1,327.2 6,0•1-5.6 _ _`F -4G4S7. 171.5 674• _,Ll •- 5,16•7./ __ -4,252.2 M. 7 TWO �1�,•--'Ta,V r`y1Ol• 4 a 4 - 075 1,440.2 •? 1^,+A 2 � --4 253. -.ter) 1 9 2 15 la 753 _ 1 aY, s - Ti •y - 9lry -yQ 525 15 a C, n,- 1,S71.7 a 7 n S56 15 57S 1 16 3,375.9 -05.1 -3,9m.3 -524.4 7QCI.2 n - 1 yn 6 E51.1 i1 ZZ3 935 4 15 -1 ,3SO.: i,50-_.5 =,19f'.7 -5,17-7.6 -21,561.0 S5 c c r, O 2, n S2 -2 Zc4 1.6 1 16 -16,=56.0 !QW.2 10,2bi.5 -6,094.5 -26,617.6 17 -16,23. .0 1,919.1 1ea/6/ . -",=r.'_).i -21,025.:I 2 16 4,561.5 -713.1 -4,140.7 421.1 S,7CU.6 a 17 4,�,Sia•: -/1•_.'? -a•y()ff().5l ��11.'= 3,o.L2.s 16 -=,457.0 ._ 96::..2 ".4^,'.9 -4.4 ).2 c i 17 -',4i77.7 24Z.Z 1,.•'1.2.' -.:.,0� '.4 -4,-/ _ir-), -? 16 -13,`716.0 1,526.4 8,164.7 -5.751.7 ,C9:„ 17 -1•',317.7 1 552.- 3 -5,0 / _ _73 o 17 1 17 -16, `7.7 1,919.1 10,767.1 -5,490.6 -r7,ciC4.S. 1S -16,'55.9 1,S90.2 1(:),261.6 -6,C;94.4 -26,617.5 C 17 6, .= -745.7 -4,57 .4 1.995.i) 11,149.7 13 6,571.9 -6a5.4 -3,=.1 -,049.3 lo,c:,94.0 F-FRAME Linear Elastic analysis results Str No. 05 WEAWER-MPT 29 Jun 94 Cg.07 am Page 65 1 rS M Lead Ccmbinaticr Re-_Ul t= Mem Load Jolt kxial Shear Bending Top Normal Eiot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 1 s 171Y. O. 1i -._-.Gr.r.. 1,54 c 6,45IJ . _55.:) r :i._ .1 12• C n J 21 r .n S -1 r�6 1 n 1f `Q` 2 ^ 2 1 L.O ` 10 _ lc 4, . •L.n4 ,�-'��4.� i. .r -^*.��•?-.1 --..'\lL_ti. 1n 1C n1- n n-1 J T• 3 .7 1C! ^ 2 Cam• n .�.� -1�_�.iii� .r +IL7i�./ 1�i,'_L1.?a'J -4,Or.L.`? -r��,J!• .7 r 13 ,M-2.% -=._ -4.3=0 _'. V 11,715.5 U is r 191 r n 5 5 4 1S -11,1. .(:) 1,452.4 S,C15.5 -7,02C).4 -19,151.5 1- -11,576.8 1,517.5 =,537.0 -2,S37.S -19,915a 19 1 19 -1 1 5 1,7S4.4 -r 1J1 9,763.2 J= ."1 -3,160.3 -q f690.6 -. 0rv.7 r' ..,G•Jy.... 'I,:" . '+5.,. _ ?,l:i .. ter•,577.7 19 --.--.5 . -.. 1 3,770.7 12,319. 1p C, 3M ^ 453 .25 .n_". - 1 r1 50 152.7 595.4 - I n 0 z i 1,47S.6 M3.7 1,4.37.7, 2,96S.5 -9•3 4 19 -8,769.3 1 ,412.6 7,61.5.0 -1,154.2 -16,M40 r. -9,241.5 1,456.4 S,379.3 -E62._ -17,6Z0.8 -1 f' Z92 -'.3 r". n a 5L -a "y4 J1 -1 5 5 0 3 � 1�i,:7t.7 1.�•i•_.'✓ 7,� '.:.i ,�..r.4.9 _ ,� _ .Lr _ -11,02S.5 1,713.2 9,0 , -1 ,1'6a.r -Z,se.s n r, n 21 S,543"•T ,745. t li•' r.. 169.O _n ' r 1:2 a 4 20 -6.I^_)l.7 1•7_2.6 7,,.-.'4�.0 1,i�'42._ % Zi -6,6M.4 1,• 59.'_} 3, 1,: 91.6 -14,cr.3.4 21 1 21 -% 505.4 S,467.r 9577 n -1 5,96 .6 �r -y. 1 1,586.0 -^= 1,055.6 -1 J y 8,3973.0 -702._ -7,6740 5,25�. i L,5Z7._ �1 22 4,346.7 6.3 1,M7.0 5,S53.7 _,S 7.6 4 21 --, 65._ i,167.0 6,•:v2.5 3,417.2 9 17 - ,7740.i) i -0.4 7,491.9 :,i51.9 -1i,=;..9 =7 -5, 50.6 1,4•w._ S,637.5+ 3,273.9 -17.,996.(.) C 9,C) •_.6 -7^7.9 -4,(.) 4.5 5,c:x)9.C 1�'1 ,1Cq.1 9106.8.3 -7,676.o 5,392.7 12,744.E 6,9i z.? -42.1 -29.5 6,674.4 7,00.4 C= 6,459.4 6.4 618.0 7,0-77.4 5,341.4 4 2z 129.9 i.011.5 5,657.1 5,736.9 -5,5C7.2 27 -054.2 1,075.4 6,774.3 6,OM.5 -75 529.0 F-FRAME Linear Elastic analysis results Str No. 05 WEATHER-FORT 29 Jun 94 0007 an Page 66 i ` .'..i I •F� Load Combination Results KWm Load Joipt Axial Shear Pending Top Normal Pot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) `- 1 -I•=--� :` 6,y24.0 _.,S5.- -S.462.E — 2,49G• - 1.257.7.. 7,7U1.i 5,23 •6 2 7?.r. 24 7 I_i7 0.4 —099.i - ,r o Z,�4 9 7. G ?51.1 -124.J -57' _ 72l', 12J97.6 • Li 1 24 �,v�?.� 37 9.E 5 jV .! 7,YSI.6 t,31• ., _ 24 1,'�47.2 1,072.0 6,144.7 7,1 5 -=1,096.9 25 ��.4?.2 i,�:�7.Y L�7,�%•i�i.4 ��.� ').� -6Y7I�n.r - r Z4 1'3,90 ']] 21.L — .l —:,94 o 45?56.7 !ZJ44.4 25. S,S94.2 -714.7 43,a A .- 50 M L ,.,n.- 25 1,946.3 —ISM — 62.. ,483. `I .J S '624 . _S._ • 66 4,146.9 9,669.3 1,375.5 25 n c`0 4 4 S3S ^ 9,362.0 - , 6 2,0250 975.5 5,7750 7,SOI.7 --,730.,, 26 S,•.ham,..r -704.- . %Z 4 12,OE4.1 3 25 _ 0 8.661.S 11,4630 26 9,559.7 -.^'.r -.- :2 _ 4 25 :05.2 ZIP0.8 3,2900 10,595.9 4.014.4 26 6,_0v_.l i 5 Z-).i 7,787.11 1 i_,1 Z77.1 2 7 -- _ 26 :`,+�� a_ .i. _ 717.4 4d+940 9,145.0 —844•5 26 W.163.5 - - �. ,•r3i S. 77. —7cr?,9 3,913.4' 10,4_9.S 4 26 3,196. 452. ,�_, .3 � 749,5 T,44r7 �i,64= , r, 7,234.9 31D.6 2,772.7 . 9,607.6 4,S6 .1 C_ ',952.c -41.'= 243.7 4,196.7 7.7C.-3.9 2 =r 7,651. —508.i —2,67-7.2 4,?78.7 �J":),7-24.7 7,64.::•.4 -516._ -2,S15.7 4,S27.7 10,459.0 27 9,6410 5_ —486.=i -1,776.0 7,S65.5 11,417.5 . 2S 9,6._-_.4 -4 3.4 =,69•-.0 6,940.1 12,2S.b 4 27 7,7 96.1 -W6._ 496.1 S,C92._ 7,D i,i D 28 7,72S.0 -3 1.3 -1,16=.5 6,6ZA.5 S,951.5 1 S =,017.7 47.7 1,190.4 4,1CO-1 1,SZ7•_ 2 i =. X Y7.1 -09.6 - 29.7 2.679.4 =,=_=.S ? d 7,C10.6 -516.5 -2;52Z.6 4,M—O 10,C)=..1 29 7,'-'C)2.o -507.5 -2,6C9.3 4,57C.2 9,SZ1.S =^PIIE Linear Elastic analysis results Str No. 05 VEA7 ER--FCRT C9 Jan 94 CZ9:07 am e Paae 67 Load Combination F'e=--L1 is Men Load Joirl-t Axial Shear Pending Top Normal Pot Normal ' No. Comb No. (psi) (psi) (psi) (psi) (psi) _ _O C',I•ti.0 -'7Q.- -a,26a.4 6.4='Z.i.4 11,1/17.2 ` T 22 'J,652."T iir`.7 26l.i 61370.T 'J, .14._ C,001.6 6 27 •2,978.1 9.9 5 1.9 �;1!i'.i 2:,44, r 7 7,l ice.7 4..'5 _ 4,757.6 ,62u.2 2 7,a 3. .9 9 r:u.9.1 4,114.3 1(),= ,.`i 30' 8,71 .3 -Z% 2,793.9 5,919.9 11,507.7 n 27 6,617.C, -2!4.,11 -947.6 5,672.3 7,c6-7.5 7.4 6:,610.9 -256.7 --7.4 5,617.5 7,040 ZJ r W 279.7 81.0 1,736.6 2.C)36.3 -i ,47'=.9 .1 771 O -4'P7.0 -2 5:16.2 4,255.7 9,228.0 _. 0,9&S.6 -46_`.1 -1,69:%.5 5,296.1 3,677.1 4 30 3,740.5 -171.1 445.7 4,1S6.4 3,294.6 i -i •-_,yi"4•_ -49.`.w -43ri.1 -4,404.4 -T,T44.2 'i _ 727 5Z ' 1 f 1 -2,,L= - -C Zq4 2 __ •'=.Z 7 -5 1,1.2 -2 a-';.l, 3,742.7 J '7r50.E•7 72 C,.__/ _ -3,104.33,""-1 0 9,441.6 31 4,491.5 -c - -2 WS. c 1 cz 7 -) 4..4G2.11 -ff KO,.6 -2 42 2.. 2,059.4 L 304.3 n i 7 n _i .1 _r -4,;1.7.2 '3 .0 2,41S.0 -2,294.S -7,130.2 "s 722._ -S-.� 1 -�:(: .? -c =Z Z -4,112.4 77 6520.2 -473..= -1,474.9 4,799A 7,669.1 4,1.-4.7 -5�13.0 -1,7-7.S 2.260.9 5,S: .5 -- 4,025..• -514.3 -1,71'm.6 25.:08.6 5,741.9 4 72 -1,1.43.5 -194•C 9?_i5.3 -tir`7-7.7 -"7,49,_ 1 -14,42. .3 12•7 .40•4 -17..&36.9 -15,16/ ./ -14,418.1 '_.9 51=.7 -17,5KA-3 -14,971.5 2 1 11,7,11.(D 754.4 2,652.2 3,6TE.9 17.,96•=.2 4,, 1 63.5 =.9 11,7A4. 1i,-9h._ 7 1 4,ZS 4.0 -51.9 -2,=10.4 1,9-7,7 6,594.4 .c_ 4,20Z 46.1 253.0 4,5510_ 4 aS5.C 4 i -8,T,235. 71-3.6 -bi4.1 -?,199.2 -7,971.1 6~' -8,5 7 5.9 =.7 5A?2.7 -Cs,4%.:'.2 -9,078.7 r-FF i e Elastic x 1- Str No. 05 �-+"E Linear �_a_�ic r�_ul�_ --9 Jun 94 fU:07 am 'age 66a WE SERIES .rLL ARM M• Load Combinaticn Result Mem Lo.-d Joint A:;ial Shear Sending Top Normal Sot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) -� - S2! 11.2 359.0 41SO.` - 75 i -14,96.9 -='7.4 -1 14?.6 -16,.146.5 !662. _1T S +2 4 1 :f` 11,674,0 76.9 //2. .n L �.4 10,901.5 )l.o. , -j4 . I -' 74 -3,92.�.= -50.7 -782A -9,769.6 -`,2'-'1 _- 1 75 -19,ZZO.r - r_.6 918.• -1S,SO1.5 -Z ,6:JJ. 06 -19,7 12.2 -18.1 263.2 -19 449.0 -1 9 .4 15,21 1 -616.1 14,597.4 . a 36 5 = _ S; 5,577.4 74 _,5 . .4 -14 -7 1 .= 4!`zg.? 6!M 4.a 4 35 -11,V9/ .6 25./ 565.1 -11i3 32• -12,462.7 76 11.,SeT _ 20.a_ -158.C -ram�77 C-47. 1 9 -1 11a/-��_ i _. ,633.5 E _ 1,912.1 21,751.4 -25 c75 a it,:.54.1 ^,I..J'-)i./ 01 117,eB6.1 -72.6 -_ 25S.7 16,427.4 S -493.1 7 =6 -14 SS4 0 _r - _ 3 1 _15 q 7 - 4 T_ -,^ 1.6 -72.149., ,4._.4 OS no S14.2 13.8 97:.9 -21.'S40._ -.23, SS.- 16,501.5 -10.7 -1,0 /'._ 15 454.4 17, 71q 1^,5:0.7 25.1 4379.9 16,12S.9 1� r;r+ - !Cu7.i �,/ 5,ZZ5.S -727.1 4,593.7 6 052.9 • r. .3 . --a1 7,•'•4 96.9 5,430.0 5.20.2 /} _i -143075.7 -16.4 127.4 -14, 4 -14,463.1 =S -14, .4 24.7 ii_ 9 -17,554.5 -15,1'Q2.7 9 1 C^ -2C),427.4 15.6 717.6 -19,!x�.3 21,345.0 9 -20,420.E -5.9 5-3).4 -19,34().1 -=.cY?1.;) 2 .713 14,517.7. -=9 -980..= W,57.U 15,497.7 77 14,5240 C~.S -789.5 14,04.7 14,91.1.7 F'-zFv^rE Linear Elastic analysis resLLltS Sotr No. 05 W ATHER-MR7 29 Jun 94 CX3:07 am e Face 69 tat rr'J�--.. VL• ---- Lt f I:'•_'�Ivor'•) H.YJ^...-E . 1"f-%-.7 �•:Y Y Vim.•air n,-^ .nr)-+..� Y•- Load Ccmbinati on Reg t l is P'am Load Joist Axial Shear Pending Top Normal Pot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) - :72 T.CTS '.i --11 L (�,L 5 n - _ -1"?50.5 4.1 ^""5 r.7 .-1^ _.i=i.! 2 7-7 _ ,_ 1.4 -507.E :^ ,2.5 17,153 1 q O 12,651.6 9.5 -J%9.:1 12 2776.S 4,277• -3.8 -4S.4 4.=.6 4 =5.5 . t - _f 1;L-'o1.1 _'B.L 69_.a 5,07,Z -11.294.9 - -.� C,,LSD• 1 1 -;._, ..._, 4, . - 49.= a C2=.7 -'2 057. -14 Z76. . _ AIL 5 4 :vI .9 16.3 -77.9 4,74E.f Vi a: 27 - .1 4,373.6 -4.2 AW.:71 4,072.41 4,/54.9 12 _ 1•12 -'a,'E77. •-17._ -641.1- -u -yC'.r-1 -_ 7 ^ n y p +•'41.5 - .5 -47/I -1 ti cV- - n'c.1 c. 5 Q 4,70q.0 20.? 25.5 4,7-,0._) 4 O/?.6 41 -4,257.4 57.3 "ry 4 - - 045. 43 71_6.4 Z).9 21.5 7 Z-7.9 7,71.4.9 42 5,!_X32.". =.S 24.3 5,106.7 _tE.l 43 ( r1 -O -45 7 LL , 5,539.9 4 17 _95.).4 ��5S��.5 695.51 -2&0 -1.59 5.? 44 1 4' -597.7 65.5 719.51 21.8 -1,417.2 44 -6'?4.1 -50.7 -1 ' )9.4 -1 •ct c.5 415.7 y - - 44 5,706. ) 5 '"7.1 51 47 ,,, 21.'D -11 3 5 =4 5 G .7%. 44 5,._7Y:),c i -b._ -442.1 4,947.9 5 7Z.C 44 ^,170,C) -42.9 -1,i'mac i.4 1,129.6 =,=`t7.4 `-r"'``V^&E Linear Elastic analysis results St; No. 051 WEATHER-FtC1T C? Jun 94 C18:Q7 an e F%qe 70 all VZ; E^, `T,r^- DEL Load G_mbinaticrY Re----tlts Mlem Load JoiR.t Axial Shear Bending Top Normal Bot Normal W. Comb No. (psi) (psi) (psi) (psi) (psi) 45 r. `IA 61-i.1. 59.i . 110.E 2= - _ 20`•.7 - ./t -,ter,:. 4 114! •_ •354.2 112-1 -,16:4.4 -J.�/ -286.9 4,451.7 •.C.- 4 167.7 225.2 IS,-ram-, c 742 44 f.,Y,'cF.7, i J .4 -7C.i c /+t10 c c i' �1 v,_ •lam' �,�'/ ..�. 45 5.51Z.2 -`.i a -'.L 5.E c rrc 45 4,7 550.9 -76.Z -1 r= 7,657.1 5,E?-: 45 2,/30.5 -_n -=15.? 2,514._ C,946. . q/ --� C,, t -' .'1 45 A--. 575. 40 8.6 -- cL i n 47 1 46 _ I-W._ 36.0 r7.n fir' - =• 47 6,S / . -19.9 -1,'•J68. c'.i- /_ 11 �� iv. .� �,9 05•�.�47 1,4155 29.1 471.1 -,col .r't ?4-4.L 4ti=' 4.B.bL 1.6 -291.2 4r5017,C' c iRI.S 47 -,,L•.)1s J 141.6 -v/. 4,714. 4,1=r..r�-�.- n_ WD n c --Kn r: 215.0 1c r'• 5. 1 - �q( • 1 1 n 4•� i,:Jl f . Lr�.. -lyrs.'? ±�/T.).1:. 4 i:+1�`. . 4 477 , •47'. .0 1.4 -590.7 6,S79.3 S,060.7 43 7,.4/().4 14.9 -377.6 7,C9`'.So 7,2443.0 477 + 4S 7,4~_-).8 15.S --:'96.2 i i Y,q 6 7,77. 49 7,O ?.4 •5 -178.i 6,762.3 8,()za.z 2 419 2113.T -17.0 -267.4 _.4 '„7 1. 49 M3.c = 52 t,CL ^.y 7 .,1 -_�1. AP 3,S66.0 30.1 3A.6 4,0 6.6 ',665.4 %} 4e 7,464.9 2.7 -554.0 62'91>•9 S.()Is.9 49 7,46-4.5 1•_.6 ti31..c 7,345.6 345.6 50 1 49 6 Zn%5 -19.9 -1,C6S.0 5,769.5 7,y:)5.5 =50 6,S•=6.. 76.1 -IS7._ 6,64a.9 7,023A C 49 -C41.4 -9.6 -7.1 -342.5 --q7 ._ 50 -942.7 21.0 555.3 -226.S -W93.5 F'-F'r,rd°E Linear clastic a-Yalysis r zsl�lts 3tr No. )5� )WATHER-F1RT C? JLn 94 C-E:07 a.1 Face 71 L ,-,d Ccni binaticr, F:esul is Khm Load JoUt Axial Shear Bending Top Normal Bot Normal No. Ccmb No. (psi) (psi) (psi) (psi) (psi) =9 =-4.5 -24.- --65 - ,''7? '=.ti4.i) ---.'r -1, 5.: �}�Cv.� 7,477•6 45.5 ,:a Vic:•1 5i 5,ZZ7.7 405 1��._ 5,wl.'_ 5,CRS.4 2J _ _1 r7/'A�4a.0 I -C'••_ Q�.S -1,�'54.0 -i 1 S7+7._ ' 51 7 6.6 a - .=. `/1 851.- --�'.'.5.. -_•04.r .:4/ •1 1 Z55.4 I l r - -:s.4 _... 1 51 2.664.4 -44.:: -' a`•=.4 475. 11 = 1 _ -__a 4S .. -2.S 1S1.7 -2.-16.0 - �i69.4 Sy - 4 D.r 13.1 510.1 -I.9SO.5 - :+::{1.. = a 52 - -722.7 52 -1,155.7 14.1 717.7 --117?.R 1"12_._ -49.6 -i i i 5 -07.6 2,538.9 tip_ _ 52 -594.6 -=D.. -i 'CR14 - SC4. i 414.3 53 -552.2 65.5 719. -1 417 n. T7 -_.'or.._ - „T.1 S16.': .- .Z-66a= - 4 - '94.6 -54.0 - '9•=.7 -3 ?5E 5 _ 54 1 53 -4,��9.` -51.5 -94.7 , 54.1 1=;.7 )5. 54 -4,6 4._ 65.8 9Z7. -3,7060 -5 .561.7 53 -3,461.6 _ .5 ..'.".�T.4 - ,174.2 - 7 S9.0 54 ,"�'66.0 ii1.5 437.5 - 1'iS.� - ', 7,C -- 5,711.2 -25.5 -147.2 -TI,STS.4 -5,5 4.0 14 •-5,715.6 =9.5 576.7 -4,a_S.9 -.5,1?2.7 57 - 2 -T, o 1. 5 54 ,Z99.a 67.r 1,121.7 -5, 17y•1 -7,42.1.4 =C n� 54 -9,o/S.6 -47.7. -641.1 -9,519.7 -P_,, C7.4 2 5:4 --,67b.5 6.4 3.4 -=.:.'9 .i -4,CN-k-i.0 55 -.',621.6 6.7 =s7.4 -7,294.2 -4,069.1 7. 54 -8,01.=-_ -20.�i 51.S -7 961.5 065. 55 -S,:-)13.4 __.1 e26.6 - 1•=1.7 -8,905.C i 4 54 -10,614.3 -46.3 -4bii.5 -11,074.3 55 -10,619.4 59.9 1,r.19.2 -9, 2 -11,SZ.2.5 Linear Elastic analysis rxults Str No. Q5 29 Jun 94 cat?;07 am e Page 72- .. n ��t=-' Ear/icas Lt-4 �000 ME �E-111- AFCH ' - /,em Load Joint Axial Shear Bending Top I\brnal Eat Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) - - -- -12,E62.B ` -W,147.9 49.5 1,{�y7.7 -12/05G'1 -�4,2�7'� 2'4 42O'6 -3.ZE1.2 -4°1��.� -3,707.6 :7.7 :747.7, -3,359.B -4,055.3 � 55 -10,W2.2 -12.B 270'7 -5,S61.5 -1014{c.9 56 -10,137,9 24.9 BW0 -9,Z73.7 -11,�}1.9 � 55 -14`S52.3 -7-5.7 '�.3 '�,��.6 ' 4°��.1 56 -14,B5-'1 47.2 1,235'0 -13,623.1 -16,093.1 ' 57 1 56 -17,100'5 -20.5 15B.7 -16,?41'B 1,259.3 57 -17,106.9 M.5 976.B -16,130'1 -IS,CM3.7 2 5� -3,=35.4 13.0 .7 -3,066.7 -4, 1 57 -3,539.7 -2'0 6 -3,ar-�,1 -7,770.3 3 56 -11,906.7 .6 536.2 -11,370'5 -12,442'3 5/ -11,913.0 10.4 M.0 -11,2ZZ'0 -12,603.0 ' 3 .2 '0 --'.9,072'4 5/ -1B,696.6 27'1 1 17,677.5 -191759.-i; 58 1 57 - ],421'6 - -5.B SW,'6 -19,841.0 -2111 ,[O2.2 5B -20,42S'5 15.6 ?17.4 -19,511.1 -21,345.9 2 57 -3,155'1 15.3 ' 499.2 -2,655.9 -3,654.2 53- -3,162.0 -5'6 169.6 -2,F92.4 -3,Z31.6 3 57 -13,157.4 10.6 779.5 -12,3/7.9 -13,736.9 5B -13,164.3 -,8 �2 -12.564.1 -13,764'4 4 57 -21,790.7 0'0 GMO.2 -20,970.4 -22°610.9 SS _21,797,5 9.7 974.1 -Z.T},B23.4 -ZZ,771'6 59 l 53 -07,815.4 13.7 S73.2 -21,S42.1 '-23,7ES.6 59 -ZZ,M.7 -5~3 673A _22,14B.B -23'496'6 z 513 ''2,6B5.9 12.3 423.5 -'2,26;2.4 59 _2,6-73.2 -7.9 163.7 _2,524.5 -2,S61.9 T 53 -13,B61.6 17.5 2?9.9 -12,961.6 -14,761.5 5R -13,B6S.9 -1.2 479.7 -13,3Bg.2 -14,3%.6 4 5B -23,926.3 13.3 1,174'B -22,751.5 -25,101.1 59 -23,933.7 -5.9 =.3 W,201.4 -24,666'0 60 1 59 -23,664.6 737.0 1,918'1 _21,746.5 -25,!S2.7 61D -372.3 -B0.0 -7{x5.6 _24,MI.(D -22,963.7 2 5? -2,242.3 -2.6 24&2 -!,?96.1 -2,4ES.6 6'} -2,=u'1 9.5 436'7 -1,313.4 _Z,656.7 3 59 -13,BM)'6 09.5 1;194.7 -12°635.9 -15,025.3 ' 60 -13,B3B.4 -32.5 60.9 -13,777.5 -13,B99.2 4 59 -24,541'B 24.3 2,CCU.6 -22,511.2 -26,572.4 60 -24,549.5 r77.3 -25,061.Z _24,037.7 61 1 60 -19,711'7 -22.7 2Z2'1 -19,4B9.6 -19,933.7 61 -19,719.7 28.2 1,027.3 -1B,a96.4 -20,743.0 2 &0 -1,356.6 19.0 570.5 -786.1 -1,927.2 61 -1.364.7 -13.5 59.5 -1,305.2 -1,424.2 Linear Elastic analysis remults Btr No. 05 kEAMER-WRT 29 Jun 94 08:07 am ^ . Page 77 1 1 Ir��t�!•: =nr:_=tee L__ Lc ad Gcmbinaticn F.'sui ta Am Load Mi at A>;ial Shear Bending Top Normal Eat Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 10 -_7. CO. _ 9.6 707A -10 2F7.1 - ' .70: .- -5204 _2 ,77 -,^ _ - - _ . , -- J,05.6 17.S 1�l_t��._ -15,179.3 .191.•� `2 -15,012.1 -1 1_.1 -1,i 4'u.5 -16,i&1.6 -1+ m .. i 61 -?'_.1 9.3 _WA -616.5 -1,229.7 ' _, --9 255 i _ -1 .7. _. ^'^a+ 2 -17 f - 5:10::_ -•O .'Tl....._ 12r612.6 17,4• l. i 62 -394.- Z..C' zl c -' - - -2,Z2,C'.33 -a6.1 -516.% ,!3/ .4 -7,7=1 Gr -:L c :.17w.2 1(:)/ • -1Q?I,, 16,672.4 -_ a`7^•_.il 64 -15, 9.0 116.4 2,373.9 -12 914.2 . ,.- - 64 .A 1 M •15,34.5 9.3 -6-:9.'7 -16,34 4.5 -15,124.6 64 _,G 725._ -ice. 7S 5 -. .•. - 44 - --S.c'::_.4 -71. , _1. 16. 1 0,320.0 -J.5E6.= 64 594.2 . ' A n . 64 -15,191.E -5.5 -t7 A^ -17,64.S -1471S.4 - A 7,ZMZ.9 25.7 5 .CaJZ.1 -- 3, 52.6 -12.4 20.8 3,373.5 _Z1.3 2 L ,574.5 _.• -259.4 -^.S•_ .S -2Q15.1 i -3451.3 11.i -?.- -957.4 J/ •1 .6 -1 %- - ��945.,� 1.6 _ .9 -1,t�?/_1.4 -��'7 i.- i 1S.1 -1. 4 - D.5 1,957.6 ^ 06 1 _ 1 _ 5,2^"7.9 23.7 410.5 5967S.4 4.Si7.5 34 5,226.0 -1 0.`- -27'4._ 4,951.S 5.5<_x�._ 2 _ ,95;'.. 28.S -'6C6.11 S - T. -1.on. . -i9.1 -43S.i -1.847.0 -970.8 74 -1,410.8 77.3 W6.8 -S4.4.0 -1,977.5 4 _ ',ia-7.9 9.4 80.2 3,204.1 3,107.7 =r+ _,IS2.0 e.7 bS.1 3,250.1 Z,114.c i 7-PVE Linear- clastic analysis reSLLItS Str N!o. 05 WEATIAE i-FI'Rr-,'T 29 Jun 94 CG:07 am t Page 74 Load Garbinaticr F:CSults Mem Load Joint Axial Shear Bending Top Nbrmal Eat Normal No. COW No. (psi) (psi) (psi) (psi) (psi) - J1 r. rill.r J4 35 .4 • 4 1,S52.5 10.0 -36.3 .L.V 16._ ,SSS.7 L .n i 5 1115.r -S.7 -244.l -1�.�-7._ :75D. } r 7.2 17 - 6 -1";Cc.5 �-?.�-_ 1,478.E 76.1 =S1.2 - J .4 5ZD.. -07.6 -7 50_�.1 -229 1,270.6 7 516.1 45.9 595.2 1,111,3 -7?.1 .S - 7 1.1.7 .5 -ij .62 7 _ Jar 112.:1 .532. 2,176.4 -r.38B.. =9 -061.5 •-91.7 -_,1S4.9 - 6.;'. Z3.4 i6' ':_fir 41 7 17.6 44.7 .?6.4 790.0 -762..7 .7 -5.?7.1 -51^ 9 575.4 1 1 S 1.•.A._ -./ -64.4 r,_o:.7 1.472.7 39 1,,62.1 15.0 215.6 1,377.7 ,1 6. .�� -y 14.0 _ 7 8 C]1.7 7.2 -59. 111.9 =11.4 2.05.5 /•- -10i.9 107.7 W .Y 4 S 1,126.1 1.2 -1Ca.7 1,017.4 :79 1,119.9 i.=._ 10=.0 1..=.0 1,016.9 4C) 2.325.7 =9._ . 613.4 2,939.1 1,712.4 2 . 9 -612.7 21.5 264.8 --47.9 -677.5 40 -619.5 -6.4 -267.2 -ES6.7 P-NAME Linear- Elastic analysis results Str W. !�5 4 e1TI i-FC T i JLJ-1 94 ;:.E:o7 rm e Foge 75 1 E.: ' _ _ - ) ��f�ek �ervic�s L�� HPMM4WB;`T-ERF-0:TCMF &{��} =11IEs LB- W-EH, . . Lc- p� Load JoIn± Axial Shear Bending Top hormaI Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) - -- -29.2 AD 525.4 7.9 21.4 546.3 504.0 4 ? 2,Cult.9 -1B.B -437.2 1,565.7 2,444.1 ' 40 1�?7B.1 31.3 461.7 2,459.B 1,536.4 31.[IZ2.6 -41.1 -314.6 2,Z]B.0 3,E]�.2 41 :7,015.1 52.8 259'1 3,B74.2 2,156.0 2 10 20.i 242.5 -4a7.4 -972.4 ' 41 -737.4 -B.4 -264.6 -1,{x}2.0 -472.3 3 10 753.2 -3.2 -177.6 575'5 930.8 ! 41 745,7 14.9 145.7 391.4 6CO.0 4 �0 2°62?.4 -33�B -706.1 ��923.3 3,335.6 ' �1 2,621.9 , 45.5 707.6 3,Z27.5 7A. 3,421.5 -49.2 -q61'6 2,459.9 4,3G3.1 �2 3,413,4 W"5 975.2 4/M.6 2,4nS.3 19^2 245.9 -5G6.B -1 6 -255'1 -1,095.B -355.7 � 11 E45.6 -7.7 -245.0 6{%'6 1,0�7].6 42 =.5 13.0 213'4 1,05}.9 624.2 4 i1 2,972.7 -41"9 -848'B 2,123.9 3,B21.4 � 42 2,964'6 52.2 910'5 3,793.1 2,136.1 75 1 12 3,519'5 -514 -9E4:3 2,535'3 4,t-KJ3.B 43 3,51�.0 59.1 965.0 4,476.0 2,546.0 � 12 -��6:2 17.9 241'B 1.1z e.0 43 B ' ��.2 -242'6 -1.l67.3 -=a2.z 3 12 '3 -25Pj'6 5=v3.7 1,[k�7'9 43 E`X,'B -'7.B 222,-1 1,022.9 57B.7 � 12 3 7 -4 ,[� .2 3'3 -371.6 2,155.5 3,B��.B =3 3,01B.6 52.0 B25,9 3,B44,5 2,192.3 1 13 3.�Z� � .4 -44.9 SB.7 2,434.S 4,212'1 � 44 3.314.5 51.9 �36.0 4,150.5 2,47B'5 | 2 13 -979.6 16.3 231.7 -747.9 -1,211'2 | 44 -98B.5 -9.3 -224.7 -1,213.2 -763.B ' 3 13 648.6 -7.6 -2i9.9 42B.7 B6B'4 4-11!- .S7-7.6 14.7 177.9 817.5 461.7 4 13 2,B[�.1 -33.2 -7B0.0 2,O20.0 3,5"-"].-I 4.4 2,791.1 45.3 �{Z,2 3,499.3 2,[�2.� . . 77 1 14 2,B53.3 -33.3 -,--' 54.2 2,16?.1 3,537.5 45 2,34a.1 3B.7 599.4 3,443.4 2,244.7 2 14 -1�0ZZ.1 . 14.3 2-15.0 -1,237.2 45 -1,031.4 -9.0 -199.7 -1,231.1 -B31.7 . 3 14 ��|.B -3.5 -134.0 239.B 517.7 45 364.5 3.9 87.9 452.4 Z76.5 4 14 2,MI.5 --27.4 -5B3.6 1,727.9 2,B95.1 45 2,Z��.2 32.7 437.5 2,789.7 1,B14.7 ` P--=��'E Linear Elastic analysis resultS Str No. 05 ' =EAM`-run/ 29 Jun 94 08:07 an ` Pa ge 76 ) M4 FOR7C--F Load C-zmbinatian Results Mem Load Joint, Axial Shear Bending Top Normal Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) rG � 15 2,143.42,5�r.6 ' 20.9 2B6.5 Z,42O'4 1,C-47.3 - z 15 -1042.B i2.6 199.2' -B43.6 -1. C." 46 -1,052.-7 3 15 2.9 3.1 -4.7 40 -6.6 4 15 1,596.0 -301.4 1,294.6 46 1.MS. 15.5 125.6 1,772.1 1,4{x .9 ' 79 1 16 1,242. 6.3 21.4 1,264.0 1,221.2 47 1,2Z�.0 -4.5 -171.7 1,061.3 1,4}4.7 2 16 - ,[A0.B 5.5 114.8 -926'0 -1,1551'6 �7 -1,050,5 -3'7 -4B.4 -1,0�B.9 -1,{�2Z.0 3 1� -439.4 9.0 -C.2 4 16 702.4 B.4 69.4 771.B 4T 692.7 -6.6 -l9B.3 494.4 B91.0 �D 1 17 752.� ' U. Q. 752.5 7�2'5 ' 43- 742.8 0.0 0.0 742..B 742.B 2 17 2�.2 19.9 35�.B 3B1.0 -3306 48 15,5 -19.9 -352.7 3 17 3B8.0 19.9 355.B 743.3 32.2 483 ::73.3 -19.9 -352.7 25.6 731.0 4 17 751.7 9.9 177.9 573.7 ' 43 742.0 --7.9 4 565.6 91B.3 �1 1 1B 1,242.7 ��.3 -21.4 1,221.4 4.5 17l.7 1,4}4.S 1,c2�1.4 2 �B 991.3 ��.2 1,624.5 4� 9B1.6 -39.0 -72411.9 256.7 3 1B 1,592.7 34.7 631.9 2,224'6 96O.3 5 946.4 2,219.B 4 1-3 1,718.5 12.9 3[,�.� 2,O23.1 1,413.9 49 1,70,9.B ' -14.7 -123.4 1,5Z0.4 1,Bt?7.2 ' �2 1 19 2,143.5 17'3 2°537.7 1,749.3 50 2,134.0 -20.9 _2B6.6 1,B47.4 2,420.6 2 19 754.3 31.3 534.3 -,2BB.6 ZZO.0 744.B -34.9 -645.5 99.3 1,3�].3 3 19 1,8{»}.0 40.3 73B.3 2,53B.3 1,061.7 ' 50 1,790.5 -44.4 -7BO.6 1,009.9 2,571.0 4 19 2"494.6 33.B 66B.2 3,162.B 1,226.4 50 2,4a5.1 737.4 -601.1 1,BB4.0 3,[-66.2 83 1 20 2,B53'5 33.3 684.3 3,537'B 2,169.2 51 2,244.2 -3B.7 -599.5 2�244'B 3,443.7 2 20 519'0 26.6 462.9 '- 981'9 � 56.0 51 509.7 -M.0 5B1.9 2 ' ' F-FFAIE Linear Elastic analysis results Str No. 05 29 Jun 94 0B:07 am 1 Sa f ter". Sa _u 1 e�:. _r� t�_es L'� 6-(_Y)() w IES u5L PR Load Combinaticn Results N1em Load Joint A:.,ial Shear Pending Top Normal Bot Normal No. Comb No. (psi) (psi) (psi) (psi) (Psi) �� 1ITC,5.6 -49.9 C.S' 1,i1. i�.1 �,i/r.'.� 4 - 47.7 7a::.6 °t (v iu n 1 c.� q 727 5C _S36.1 ^,478.51 4,15O.7 -=i.4i 6 i i." 7 -51i.5 - 9.1 7?4.1_� i 1,719.E 451.6 E�.9 C,7=17.5 1,�: 1.6 52 1,91i).6 -5 2.7 -914.1 =96.5 4 Ci ',4_51.E 517.0 i,ce?.1 4,52A.7 46.5 L _5 1 �� 5ir• 5l).-. 9r4. 4 _,07 p S� t7 ,^'' i -5�•1 -�,L 4,476.1 5 1,75?.. -E . -7c_•14.9 cs4.3 ^.E=4. 4 qC1.? 0.6 1,14/.8 4,667.5 C,,:�•?.= c! 1 Q Zr 1 tii +^-5 rJ L SS i 49.C 9E1 '' 4,M3.C Z,459.7 54 ',4y'.5 -59.5 -9/_•- "4:,:.•7 4, :.�3.% C 1,C!54.4 -49.0 -835.4 ,677.C) i 1 7 J9 a/ 4 _ 1.1 57.4 1, 5 4,41-0.6 _i.. 54 =7 i 24 _,0=.6 41.1 514.E =, .0 _,' C.:� o •a 5 -ate .� 1�,/ n-. C C4 y_'`.- 6.8 i57.2 -175,i) -429.4 55 - '9.7 -13.57 + 1 f q 1 57-7 i _7-_ 5 5 1,1413.4 -41.3 -707..= -440.1 1,S-'16.7 4 =4 cC3.C 47.3 9tn6,0 7 4.._ 1,'""'___'._ 5 5, ''.3`C).3 -59.0 -786.4 1,3734.4 3,307.a_ c i 175 ,=.6 26.3 555.0 ?,SS7.8 1,i7.4 56 C,-MM.^o __9.0 -61:r.4 117L._ C.9=9.0 C 25 -51 .4 �.4 L74.� - 8.1 -6=6.7 5.6 -519.Z -16.4 -'. 7.9 -747.0 -C91.4 25 672.5 19.7 418.0 1,050.9 C.14.2 5a 6C5.7 -�.3 -516.5 109.2 1.142. 4 C5 2,055.0 C�i.C 633.8 C,68S.8 1,421. 7 56 "44S.C --44.2 -7C)9.Z 1, .9 "757.5 PrP-PE Linear Elastic analysis results Str No. 05 WEA T H ;-FCRT C9 Jan 94 C*8:07 am Page 78 ,l 6Xx; r'TI=S Lw•d Cr_mbinaticn Re=-Ul tS Mem Load Joi;Qt Axial Shear Bending Top Normal Bot Normal No. Ccmb No. (psi) (psi) (psi) (psi) (psi) i M 1:MI .._ .7 64.7 1•' ,4 .6 _ _.7 37 1,362.1 - 5.0 - 5.6 1,14'5.6 1,37,77 ./ 2 26 -r.'G.5.5 -14.7 -291& -0/ .1 -_3 .7 37 • a n `-i _ 26 -Mz.z -10.6 -"' r.5 -251. =5.Z 5' -19.4 -3.6 1' S -17,7.2 194.4 4 26 1,U1=.6 -2.9 -0!:1.5 75 .1 1,U74.1 1 27 191.6 7.5 5 463 55 i•% Lr V.•"f %�.1 53 186._ -=.9 -%; .2 1-,:Y9.0 .5 Z, C'? -77S.5 -1.1 67.0 -675.5 __,?1,4 5S T 1Y a ^ •�. -716. -571 i i Wit•_. - ._ -17� _ 27 -642.7 7.0 _71.4 4 27 _1 i '-• cam, S, . '44. - 57.4 53 -1w,^ -26.6 -152.1 -=5. -_k..9 5.7 -6E .2 -15.3 -13 .3 -87 .'S W.0 7.1 M 1 -i Tr, 23 _, 2 74 5 59 -' 1'-'.4 `" .9 446:2 -?3i.2 -' ,S2Z. 4 7z- -1 _.9 T 1.•1; -I sr':16,0 ? -T25.9 ='{ -i75• 26.6 629.6 :54.7 W -124.5 .9 i4c i._ -44.2 - _ - i2.4 -34.6 -472 0 -7?0.4 133.5 & 17.6 457.5 1_5.7 -"r79. 4 2 - 6z.2 -47.5 -686.6 -' 050.4 60 -067.5 D5.4 702.1 ,,:4.6 -1, 69.7 9' 1 :/, 2,9•�'.Z -74.2 -_W.2 2,6=,1.4 =,r.'•::+.1 61 Z,929.5 16.5 601.8 3,WW Z,ZZ7.6 2 70 316.5 =5.•3 -47-.1 -156.6 71?.7 /1 '1- 7 17.7 471.1 734.5 -1-57.4 ZI1 1,746.5 -46.1 -610.7 1,135.8 2,357.2 61 1,74_'.7 2�i.5 789.6 2,50Z.7' 954.1 4 30 7,954.4 -47.6 -524.6 2,529.S =,578.9 61 Z,051.5 29.9 855.0 Z,00.5 ^.196.6 94 1 _1 5,241.4 5.0 86.4 5,3M.3 5,155.6 62 5,240.1 -=.1 41.=.4 4,S26.7 5,647.4 2 31 7.64.4 -`_,b.6 -297.9 -=,,.5 762.Z. 62 262.5 L.5 771.2 =Z.7 7 -8.7 P-••FRAME Linear Elastic analysis results Str No. 05 I+EAMER-KCRT 29 Jun 94 08:07 am ` Page 79 i i _c f tad--. San/icas Ltt Lead Conbinatie� Foul is rom Load Joint, Axial Shear Pending Top Normal Pot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 62 r, 91S.2 5.9 1 i D.9 , " - -27 . ��S.C;r7.i .i .- 64 1.^95.0 -81.3 1,13 ,S 16 .0 =� -5:4.7 -`?._ -71.4 -116.7 =6.1 64 54.4 -C.5 1.9 56.3 52.4 -•2 681.1 26.6 i/ 91 9 n- 1 485.2 64 r_G(_i.9 2.i -T,74.2 146.1 1�,.Z 5.6 72 i TrJi.3 6a.:.) _,i/ .6 1 OCR.4 794. -1 • �4 ��•_�1•_ -i i .G i�1'.�i.6 1'•�.9 2,4r:'4.2 - �.6 i 2 9 . 4'�4 .5 1.15S.3 i 5S._ - 632.0 -4,94. .6 34 - 7S2 S -25.f -59 i •f -4,L3J.4 -_ 2 -i 2,77D i -e.4 -619.9 2,110.2 L .'_•,�F�,_) ? ezo,e 9.i -'yZ.S 728,c_i =T.6 '4 1--�e.- i 1.7 -Z19.I ME.7 917.9 4 2 -^ =;9.4 716.5 796.7 -1, T?7...1 -3,1/5.8 4 -2,771.9 -15.7 -474.5 -2.846.4 -1,897.4 -6 571.7 -9-S -?47 - ,Si9.2 -6. 4._ 4 S60." -.5 -465. - 4•='-?5.4 5,=5.'T u =5 4,S66.5 22.6 96.4 4,967.2 4,"Q.5 _ ._„l1 IF.7 -127.0 1,519.0 1,773.1 35 ,652.4 12.4 -61.0 1,391.5 1,713.4 _ -4,07.3.2 25.8 4'2.- --. •' -41,561.4 3 1 4 -45'^5.1 75.6 91e.S -_.e`=6._ -5,044.0 '6 -4,119.9 -12.5 - 51.._ _4,_^%1.2 -7,"6e.6 - 4 2,73S.11 4.3 -479.5 2,308.6 •=,267.5 76 2,797.•= 1S.4 -148.1 C•645. 2,941.4 4 7 71. 16.5 .9 7Cr'.1 379.9 M 7/6.Z 6.7 -=6.4 469.9 1,082.7 4 4 -2,6,95.6 71.9 67-11,2 =,U55.7 -,315.S 79 1 6 1, '.i -4.9 -5:710.i S5'.0. 1,91•'. ._6 1. -,:;;Ct.e i4.^ -63.7 1, 2 6 -579.5 -1.0 265.7 -845.1 •_6 -591.3 1.0.4 543.4 -48 -1,0 5. 6 93.0 -5.S -6.5 84.5 101.5 • 6 60,7 7 15.1 49e.9 579.6 -418.2 4 6 1,074. -7.7 -406.4 667.8 1,480.7 76 1.062.0 17.0 195.3 1,257.E e66•6 r' PME Linear Elastic analysis resLilts Str No. 05 WEAT1- R-MR-71 29 Jun 94 OS:�i7 am t Page 80 �` I 2--of tat:: � - _��2 _ Li^v'iC25 �'_d -4^-1 _E bvs'All 'i FORT Cr--.,,F' 6--"-('X i ZORILES DE_ AMC Load Ccmbinaticn Results Mem Load Joint Axial Shear E+ending ,-Top Normal Rat Normal No. Comb No.� (psi) (psi) (psi) (psi) (psi) 71 =15 741.5 - ff__.4 i 44.5 I, ': .7 C 1.67!j, 234.2 - =,,964.- -- 4. 1.65?.Z. -51._ -:.i•:,S " ^^' 7 ) 9 7 1,`• 7-7.- 44.5 -54=1, 4 7 a^ 559.0 -151..=. 37 Z. --S -]3=.1 - -555.9 -189.7 It it 1 a 235.7 -5.7 -716.7 -4,i*2.6 - -2,569._ =5 -_ ZI 2.9 14.3 -1=,.2 • :72 2,706. i1.6 534.5 -?.G i,1-1-74.6 -_5.2 wL?.4 1 ?i? r' =2 1,CEI..5 17.4 511.4 1,597.^ 57!j.- `�- O -i IKE.1 -14._^'. -649.J 3 IS.3 1.52.6 -1.758.5 - ,G1••-.7 102 1 9 -a, 5:;i.a. 20.6 -S74.c -5,45i. _.+^_3, 7 -4.590.9 M.7 1W.7 -4,41.0.7, -4,771.E 9 ^,619.7 9.6 49.3.7 ',11•_.4 ^, 6.C1 9 ^,St16.a -7.5 75.2 ".68 ._ ^,5'j,7 y _ti -1.- , _9 162:6 510.1 12-4.9 O -16.2 -6 -',al.i -2.615.C) - S. 2115.0 i()' - .b -91.0 _"` ".r' `Z..n `] -5,459.3 =.2 T1-;.6 14Z._ -5,77 .4 : ) 549., -6.l) SY).9 2,453.1 3 -5.8 - b.r� -I^-q.r> -97.0 5.5 249.1 1L=.9 -'ate L . 4 10 -4,127.c -Cc-).5 -625..? -4,75i.c -3.5(j2.S -4,141.01 - c-?.I .5 -_.T'a.6 -4,5t>._;.5 104 i 11 -5,S61.3 -Cb.b -751.3 -6,617.1 -5,."CY9.5 41 -5,S74.4 =.7 472.6 -5,401.8 -6,747.1 2 11 2,4 .7 5.4 7,36.1 ^,819.8 2,147.E 41 17,470.6 -8.3 1.9 2.4�/_;..5 C.468.6 11 -4C)6.1 -6.9 -.1'7.4 -4=__.5 - 73.7 41 _ --4i9.•� `= ' .'.4.1 's.r`- 4tj.7-. =667.r? - -•- -- _ .. 4 -711 -4,c-7a.6 - __="^.9-='T" _571,4 -5,i5�1,cj -- -4_ 7.- 4i -4,591.7 ZQ 1 476.1 -4,115.6 -5,o67.8 105 1 L _ -5,B36.8 _ .:_ :7228.0 -642.7' .: -6,479.6 75,194.1 59�.;) ... _,. L -,- �,M7.6 ....� ,._4.5 ;„. 5_.0 .2,672.6 _ 2,102..5 :- c'_ 44"`" +at =4 fs x�a: �k'�'." ' 8 . t:�,��b4:6� 5510.1.._ •� _,�M.•�3S =;r ��'�"" ��.Es��..1``c.)c•-1;s1;K. � �s.r._---,_. TZ F-F-F,'PrE Linear Elastic analysis results Str No. 05 kEATFER-fLf:T - - 29 Jun 94 08:07 am t Page 81 - ' ;., I sanlices Ltc 6C:<C? SERIES Dii_ PAC- Lead Czmbinaticn Re-.il is -- h m Load Jolt Axial Shear Bending Top Normal Pot Normal No. Comb No. (psi) (psi) (psi) -_ (psi) (psi) - .- - 4.2 4 1•, -4 i�.2._ _ -y - _.. ... n .5 ._-_ -C t^.OL O :-- ' .> iS .. 1r {� 4• -T7T ��77�{'•_ti//��L��• -4�Ll l.,.IJ r •-fi --4!61 1,.� 19. 5{..AJ a L _ _-T �:'-RJ.V -5,1 2.1 ••. 1 L 1 1•'_ -=,4C)7.1 a.2 :YZ._ - -5,911, n -4,c 4.3 4= -5,4_5,7 1.5 67?.3 4.T._6.? -b!�:Y=i4.,5 i._ -790.CI, -S.- -=49. -39C".6 4' -4c.;2. .7 21 4 4._ - %1.6 n + • J t r_n� 2 y 1 n - o _ - -�c� 7 n 251 - 2 14 ^',i44.C, _.0 1ES.(D 7 4-4 14 -1_'9._ -8.2 =0.9 -78.5 -16.3'.2 44 -141. -i.8 134.6 4 - . - 4 .4 1 506.1 -_,!264.C, a.t -3.513.2 i•=.1 6-10,2 - -2!378 1-0 i 15 -3,513.S t_i -`'..-T.4 7i7.4 45 719.2 -21311._ -4.249.6 1,-7 7.1 - 1.7 177. ra1��.1J 1!r'_5i., 4= 1 1,9S5.6 ' -1=.9 -241.4 _.744.2- 15 2b1.1 .6 t "24.4 197.3 - n 5 24 9.6 -4.b .=4.7 =rF._ --114.3 15 ,496.6 -M.7 -10 7.1 -7,6,14.0 -2 •�L�. .i 09 1 16 -2 -.q `. r+ -40 -s -2 2 ..a -2 y •-7 2 46 -^. .14.3 ',G 672.S -1!542.(i -2,E / ..n'_ 2 ib I'S '710.1 .9 95.6 1,925.7 1.7C.4.5 46 1.-19.2 -15.3 -2 8.4 1,5 ).8 2,117.5 71 16 741.9 -b.= 101.3E4-.1 40.6 46 731.c_i -9.0 15s.8 7S9.3 672.2 4 16 --1..:7 5.1 -17.7 •_='.1 -1,2.42.0 46 -1,2236.C? _. 544.4 -741.6 -1,ED?.4 i10 1 '17 7 l.. �. .us -`�,.7 z iy - -��.J.T ry-:•�76=,.9 s -47 , -78ti.9 .4.4` 601.5 82..E -i. 5 2 1.7 1.670.5 .8 117.5 1,768.i 1,553.0 • 47 :*I;F ).4 -17.1 _=16.2 1,:44.2 , 1,976.6 17 -'"--1,07.2'u -5.2 :;� 149.7 :_. 1,4.76.S -. l,I=.4 am'=9.3 '�-..I-�"._ "-s ..1. 71:7-,. -: .. -._-. •- r: ,_Y,.s.��--r4__-•_.::17 65 0' ._�:�-15.9 ,� �_. ss86.0 :...r�;,.:150.9 : _�.-�1..0 ,._.. 19 - .�.;. •d- �`y---t•�4 P-f-PAvE Linear Elastidranalysis results ._._. _. _ Str No. 05 V A7F ER-FCRT --" _ _ Zc Jan 94 09:07 am Pace 82 •I u-rteE:: Eerviczs Ltd DEL =i nui Load_ Ccmbinatiari Results Mem Load Joi+t Axial Shear Lrmnding Top Normal Lot Normal No. Comb No. (psi) (psi) (psi) (psi) (psi) 111 17 7 - -- a:.•fi - 7 1 477 5. -1._;6.6 47 119 -r _ •a rvi? L •1� _.� • lv-.- -�.,a-�._ 49 -1,74�•8 -1.624•// 4 17 -1,4CE' IS. -.4 -1,4C-Y?.9 -1,4�^`�•1 49 -1 ar4y9{_+.J -�•. -521 1 -� {1i�.7 -9,64.5 ��r 1 IS .-Y}4•1 i.i.3 •7 -^ 1G_i•4 -^1 ^1^A ? cif -^, n{G j c •-,4.n � c n i 1,1- -1 "r.. 1TJ -{1 r�rr�•/ •1 • 1 .4 13 C,�t79.9 14._ 17 1.7 - ='.I - .4L1 0 /� In 2 Sol 1 "71 7 .,? ^? .,_ • 2 ��l� '? L�r �+_.L.J•_'1•1 �i./ 1•._.r -r,z,7 .�J - .9r_•�F.G a c n �. •yc i i - ?1� il_ 1 17 -_,�,1 .{/ ._) t.il.4 , - .(i0.'a' -OD. ' -719.2 -4 ^49 n -^ si.1 1517.2 -241.9 -1,i57. 51 -1, 4. "D11-._ 7.5 =6.9 -724.4 -1, {9 -'� Terri - 14._i ?�.�) - c:11 ,= -.' 0 P 1 -2 - -1 s -1 49 r_a]Z. C n 592 _1�, 1 -a'6.09. _ „ .7 -4,2`:2..., -4,96.7.5 ZO 7-6.4 _51.i -615.7 -917.6 5Z' 2.6 7.3 *Zb1.4 52 - ,05 9 --71.c -112.4 - ,'64.4 -2 9:'9.5 } 20 -4,961.4 C5.9 411.6 -4,249.S -f,�T'.0, 52 -15.9 -6C.4•C -5,5577.2 -4,Z69.4 115 1 1 -5,403._ 22.2 50E.4 -4,295.0 -5,911., 5= -5,415.9 -2 .5 -678.8 -6,094.7 C .7 137.3 -M4.4 -6W.0 5?, -57•4.8 7.0 2`70.C -244.6 -825.1 Ci -=,125.4 L.7 T.0 -^,21C.2 -L,559.5 53- -3,199.0 - -5.4 ._. -58.3 -.1,257.ti -3,14D.6. . 4 C] -5,626.9 26.5 559.4 -5,062.5 -6,125.4 -5,639.5 -iS.3 -542.8 -6,162.4 -5,c)96.7 i16 1 - -5,�'.O 2s.0 642.2 -5,194.21 6,479.7 54 -5,849.9 - .7 59='..3 -6,44::.3 -5,C5,S.6 119.9 - .-147.4 - 7.0 - -_ 54 .. - _�z _ r"•- .-:�:6.6 -- _ L.9 .. _ .b_.... -593.1 F-F"rP4,E Linear Elastic analysis results Str No. C?5 VF-ATF•E--.'-F= C9 Jun 94 Ce:<}7 am ` Page a �;• EZRiES DEL PRO 1 Load Cembinaticci Results Mem Load Jain Axial Shear Pending Top Normal Pot Normal No. Comb No. (psi) (psi) (psi) - (psi) (psi) 11.Z •_ 27-5..6 _ 2,7i'?.4 54 -=,15;S.i� ---..----5.9 -_ - -:1i D..5 -5 929 S is.9 .. -: 4 .I L 2 2 2 � � 7.0 _ ..'� r�Y�..G -o,oiS.7 54 -5,94?.8 -0.4 --- --7442.6 -6:,M5.4 -5,`C O.2 117 1 CC -5,S61.4 26.1 751.8 51,1C-R.6 - 61=.7 55 -5,.8^/4.6 -23.7 -47C.6 -6,=47.2 -5,4:%1.9 C= -4.6 -_.2 '9'.1 94.5 -10 .7 55 -17.8 6.i 726.2 ZM.4 -744.0 _ 27 -2,SW.4 9.1 462.7 =,4=1.7 -7,77-7.1 55 -2QD7.6 -6.3 87.4 -?,Ban.2 -2,994.9 4 23 -5,S.2.S 24.0 7o9.(:i -5,(:,.=.B -:6,611.9 a 5,46i).[) -_. Jl% .t:, 5,7-77 . 5,142.4 i. _ 24 -.:.,Yri. 5.9 465.6 I,?5!-.0 -2g1_37.i 56 r, 1'J1J 434.S -5.5 188.%- 21^i 46.2 -r ��.Iz.5 , 4 24 -5,Z77.2 20.5 8i?-4.9 -4,4•=2.4 -6,1 .0, 56 -5, 90.4 -20.1 -147.6 -5,43Z.? "53146.S 57 -4,5?1.1 -=.7 -1_a'%6 -4,7771.7 -4,41 %.4 25 546.2 -5.•` S7 , 4o0 9 C4C 7. 25 -1,,712.S 5.5 520.0 -i,1-i.S 42,232.3 57 -1 72 6.0 - Ct} -1 5 -i 29. 25 .-4 274.S a 3 .1 913.6 - 36 2 -5 .23 `.. 57 -4,2SS.0 -OM -_,_.C, -4,,21D.I -4,MS.01 1 � 26 - ,2-26.0 9.7 716.7 569._ -4,[-:)2.S -14.3 M.0 ','6.6.f1 -3,4 E.1 y Z;5 6S0. -i5.8 7=1.5 448.5 911.4 58 666.9 11.- 416.7 1,097.6 240.2 Z. -944.9 -9.9 1 6.5 -B13.4 -1,071.4 53 -957.9 5.4 499.7 -455.•_ -1,457.6 4 26 -2.927.9 2.3 W).6 -=,529.5 53 -^,90).9 -7.4 35z.8 ,f 3.1 Ll 1 27 1,i96.9 24.E 1,�41.�� 144.1 -C,S'T.9 59 -1, 9.S 2 27 651.1 -8.6 13.S 669.9 6 M.4 59 08.4 1.6 265.4 9()C.8 :'7 54.5 5.2 69:77.7 743.._ -6339. 59 41.8 -=-.2 - ^.:68.8 310.6 ^fir 4 -869.5 _. .. .. ZI.7 .. 1,3!4.8 485.4 -2,=4.3 P-FRAME Linear Elastic analysis resi.(lts Str No. 05 WEATHER-PORT 29 Jun 94 (M:07 am ` Page 84 f_1 S3ften--: Ltd Fi^-dtitES4 VM_;TF ;R Fa;T =' �'. DIES iEL W-,CN Load Ccmbinatim �'e�u�is - - _ Mem Load Jcilat Axial Shear -Bending Top Normal Hot Normal No. Curb No. (psi) (psi) (psi) (psi) (psi) J. '^4.1 _-- _,C - �=-4. ,•stir _ cy &:? :1._:1.P..=_==�-lq.,5 - -- -- - .4..r �. .--_-1.426._ --I.. �_ _.. `0.3 -14.2 Sv2.0 7-7.4 .6 �r 647.5 5.5 _ 415.i? 1.06C.T =3 .5 -9.9 1%..5 1.5-1.7 ' .1v4.? 6<? I.Z20.5 .6 455.1 1,775.5 065.4 .4 23 1,694.9 _. .1 2504.4 2.,199.= 1,1 �.5 - bxi 1,E82.6 -9.4 2714.S 1,9-97.• . 1,4.07.3 i 1 _A? -4.12.-. -5,051.3 7,2- ?C.5 60 -4,1.77.1 1C.5 246.6 -=.6/5.5 -4,76S-7 3 7!_? - _?7. _ -4.6 -7 g.2 -63,7.1 -5 '7.6 -602.1 _iS.6 -421 .5 -1 ,cc .6 -1 PET).6 _c� .6C5.5 -49Z.7 -3,i18.0 ,tin: -6.C." -263 .5 E25.77 -2 1 754.C 4 = -4,.=,S5.5 -=1.3 -914.7 -5,Cx._?.2 --7.,47ci.2 60 -4,'=c:?.0 3.6 68.5 -4,711. -4,44a.3 _^4 i 'i -6,�_•^_-'7 =59.6 -655.9 -7,D?E..9 61 -6,546.5 7.5 24a.7 -6,297.9 -6,795. 2 =1 -614.1 -9._L -_=1.1 -745.2 -as3.0 bl -bc>7.7 -12.9 - 4.0 -2:71.7 - .7 =1 -=.a16. -la. -416.0 .. -4,`�'.•_ -3,4W.E cl - .3:j9.8 3.3 -65.7 :,a75.5 -',744.1 4 1 -6,7.25.6 -2S.5 -6,i E3.5 -7,4,54.1 -6.107.C 61 -6 6.4 170.6 949.a _25 1 1:,^'4.7 -55.5 -1,616.a -y,371.5 .�,.2, _C 47.1 =5.3 6,?.0 -616.9 -1.8;i._ ? 2 -1�:S.i+ -7,5 -91.7 - 7.7 -44.C 3 _ 30..4 _1 ... =.6 -=,SC.1 1'•:?5.0 -7•'1^ -9.?.9 -1,59k_7�0 �1 � 6E -741. 9.o 102.4 -6Z'9.E -244,i 4 :E -1,•KO.5 -54..' -156c.i3.4 ,911.9 294.9 -_.5 '574.4 -766.6 -1,M5._ Notes: 1. A:.ial stress is positive for tension. C. Si year str- ss 'is positive for positive stear. Sending stress is for top of menber. Pending stress is positive for tension. 4. Top Normal stress = Axial + Sending. Bottom Normal stress = Axial - Pending. F-=-nA*VE Linear Elastic analysis results Str No. o5 WEATFE -FORT 29 an 94 ce:07 am t Forge 85 CITY OF AKA INGTON CONSTRUCTION PERMIT l-1 CpttttrNMldN D(1 AUILpINO ❑ MCCWMICM. ❑ rIUMMINO ❑ AIOM PEWIT NO. BTFi(R / C AxiLApUMtI W —r St _� �V f �[�'0��Q IR 2 P �ii[ETti«�Tiiir iiJCil�uitril c ll E 11Y -ilf> o uiVN�seY CD, ritq'tilk�[tlnrRfiC titi'— —'Ui lH"'�'ttfu7 ntC>r U[zlln`gi�iAC7u—NT1fAZ1uWAvult If VIT—t* nx+ ��Ci'ciFii[a FiLtii cw+lrnc vw -- - ;rosin c tv io iwi--"�1c65a�t e cr.msw�vww , �NE1t nUIMIIOM __UALI1RA11VN QRIrAIR UUCMUtIII(M UbU1LU1NURSLOCAfIQ4 It3�la+.v1 MoAtT D E�7 _ffibr, �s rEL",Z-Agrj/ on CON C, OL 0 C 11I-c5 o C- s - 60 �x l o I IfEREOY CER11fY 11IAT I I LAVE NUB ANU EfcAMM)11115 APPLN I"N AND KNOW 11 It"1 10 It TRUE ANO CO►IRECi ALL PRO LtLzlTlii iA► UrfxlVlj lU T7R1 IUUWM MIT-- 3"SOF LAWS ANOOilU1NMfCISGOVIKNINU1111%ly"OFWO 5'9G IS T31N R 59' WiLL 01 COMMED Will W11171Upt SrlCirito 11EIUN OR NOY.1 j tul rl`t`'k � "�' tiN/WfM+UViAPKRMitbOISNOTfRESl11:Al1ncSMAU11aUR11Y I 1 S3 I CIS-1— 61 COO VIOLAIS OR r.M1CK 1141 FKOV1S►ON1 Or ANr 01 111R STAII I r�lt�oH Mr P110M M10PiI11 TAx oTA16MiNT LOCALLAWR ULAiI►+UCC�S1RlKtroNor1111reRrORMnNrE C(N STRUC/1ON.1 lKMIT 1MPIKIS I YVAK FROM DA71 OF 133UAW PO 7� Y� Z �{1. )N6717(1/__- w+,�vtwaooa,µc.www��a�«ulnAoa•+ wtl ` t>r « X [4YI" y tt+totrbrl 191t{r �ist� ___--__If�iuyr►lRT�tny �lfk_.�__il[lSttSSIYirNvn _p �S'1_91�CIiYlldltl tt�411111=!!d� «+t• - a�' ,��_----- �14��I�t1.-ill�I-Ili.lu� •'' - wvslyw� — >Qw�R - telltlll IMR A biRo11AL �' wurrwlllmtt 11M1!�!7.�1h � ,..— �vltlt�lr-Ntllstl AronnrvOCt>bMK! — At Ittt 4 WA1�l _,—.._. Ir b1tT rU tF�1�Li1�rAM lA �.� AOU{IIdbK oo{�uu►a-RA1IIuwtr«f �,� +5fltShc1T �nR I�sltvtal-RAltl,Ilf4� - !� ItJ!ltjtlll, _ �7o'rll __ S,g vA«umiiak ►�«tai{[Ti riii: « iLAi1CJ1�ckNUM1Tl1 t c n! ►.oL Gil-71,x1 LU1�1;tx--�C�UT�— -- ��Lj YAI.UAIlOt1 1!l T.r—to IZQ+it. inZi3ixfc7�i.uw »v t►wt t«« KAN0MCINovo SiEtl�iiiw. wlY.tji t uRN.r w«.vC �U tbMKl 1 nurrlllnw _ LU raS COMMENT5 /Vo EL ECTRJCAL� PLv/,-),9/rvE vR E10"D 1M-11-1 AlCCNr76'1c,g-L _ rl1/s I s /� CoVE-Rry h9 c } W17N aNE _ - rlN EIV p o yew. AMAI t/ON""�Told tI vatw rtMM«tttcl•l WAN Atterer<vn.Arr•LtcwHt,rncwnitntn,tttoo.o►.hr. D9 oorlr BUILDL TG PERMIT APPLICATION CHECE LIST RES & DUPLEX C OMM & IND APPLICATION APPLICATION SITE PLAN SITE PLAN ARCH. DRAWINGS ARCH. DRAWINGS STRUCT DRAWINGS STRUCT DRAWINGS LEGAL DESCRIPTION LEGAL DESCRIPTION ENERGY CALCS ENERGY CALCS STORM DRAINAGE STORM DRAINAGE SEPTIC TANK DESIGN SEPA CHECKLIST UT11=DRAWINGS STRUCT CALCS Three ( 3 ) copies of each are required Four ( 4 ) copies of each are required for application for application ZONING SETBACKS: FRONT USE REAR LOT COVERAGE SIDE PERMIT TRACE ING Name: Permit #: Project Type: Date Received DISTRIBUTED RETURNED DISTRIBUTED RETURNED Public Works Engineering Fire Dept John Farrens Date returned for corrections Date resubmitted with corrections Date ready to issue: Date issued: B uild\formslchecldst CITY OF ARLINGTON Building Department PLANNING AND ZONING REVIEW I. ZONING COMPLIANCE: A. Zone Classification B. Permit Use: Yes No C. If no, extension of non conforming use: D. Minimum lot size required: Shown E. Yard Requirements: Required Shown 1. Front 2. Side 3. Rear F. Height limitations, Maximum G. Landscaping and plan required: Yes No H. Parking: 1. Off street parking required: Yes No 2. Plan provided: Yes No 3. Adequate parking provided: Yes No II. LOT COVERAGE: A. Allowed: More/Less Shown: Approved DETERNUNATION OF S.E.P.A. CATEGORICAL EXEMPTION Action/ Application Title: SFR Brief Description Of Action: EXEMPT Code reference allowing exemption: W.A.C.197-11-800 1(b) Person making determination: Date: