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Specifications Freeman Office Building #2 Skylight RECEIVED 9367 SW Locust Street Tigard, Oregon NOV 2 1 ?our Group Mackenzie Project Number 2070474.00 CITYOF TIGARD BUILDIAICOWISION The skylight system is designed using: • 1) The 2003 Edition of the International Building Code, 2) For wind forces, the 1997 Edition of the Uniform Building Code, 80 MPH, Exposure B 3) For Seismic forces, Fp = 1.6 *Sds *Ip *Wp Calculation Page(s) Subi ect 1 This sheet 2 Skylight layout 3 -5 Overhead glass 6 -7 Sloped members 8 Jack Rafters 9 Seismic considerations The provided stamp and signature are for calculation sheets 1 of 9 through 9 of 9, inclusive. ICC / ' and *CAei i 4 , City of Tigard Pl Ui„3,1,(lX.Z �� -� Dans at Le15.7 4 . 0 � � X 1,1 frijol ���� 002-I LCQ IZ OFFICE COPY Freeman Office Building #2 Skylight Group Mackenzie Project Number 2070474.00 Sheet 1 of 9 B61-7f 1 , - O F ` 6 . ? I 1 ! l - `6 7 t _N- ° l ,I ` = 1 _: i ; • 1 I I • i I • - 151 I �' , I I. I I 1 � i • i ! � - -1, 1.-2..co , i i � I . tq , b 1 -I_._ _ , 1 I I 1•i, 1 I• 1 . . I i i i; , ,. - i 1 I, l • j II i • 1 l 1 ��`; I 1 • 1 1 I I I I I I ; I. I 1 1 I I •' I_ • 1 1 i I I + i a I I ' • i 4� i i : i i th , ` 1- I - I , 1 I , I 3 4 i i I .. 1 i ® i ' I I j tRi� I I ; I , • `�. i i .. i :.1_ 1 i• FR.6lo'c' ► L.��, " ' . I • 1 i I , • • I I I I 1 ; . i I l"^•1� e _ c `rNA 0 F'F- '►C, e , 0 1 t., 1. c., 4 I,G r a h ' t`` \ . . . l 6. Fl T By ' 0'/3 F 1 GR UP Date \1)21(.51 A G K E N Z I E 1 ' °b" 7-0 �1 \-4. 00 Portland, Oregon I Seattle, Washington I Vancouver, Washington Sht. of www.groupmackenzie.com 02007 G ROUC MACKENZIE. ALL RIGHTS RESERVED ; 03A13353a S1149111 UV'312N371DVIA( enoa L 00i:O Jo 14s 00 • l.N t ]�� # qoc ear( t' ale° wo,.a!zuapewd no16•mmm uol6ulyseM'lanno3ueA ! uol6ulyseM'allleas I uo5alp'puelliod 1 31ZN3AJ'd � an a� I 3 - '& . i 1 , `wo)A c1 L) l — T - .,1 _ 5 ' , itww i ' I 1...5 LT d'95... 51°\ „ 4 . 33 4t hS e t b I , i ' `le) q s ! `t /` /`; C' IA I 'l as . isti • i i a I ,tit /►n � 1 ! , I �y 4 r N 41 .9 X 1' 1 ; .6I 5I J.. ;? 1 ° I it A1�'1 O Idlt 5 r A.ti, 914" T'`M: PeR ET" dt_,A Pa1.W1 , : L e'r..ia in c ; s 5s . �= Ro . . c.. F'(-- s Z' o -I, (,6) ; A : . . iv 6-1 / e 5 • ! ti,) (6.s ► 3o P S r- a° G(A '� ' 1 a F ® ..3c<, c'1 JUL)) 0 ko , U 15 61 �) v ?, 2"L°► t- P S i, (c.tlE3-i'`)- Piton Lfc Ft bu R- 5 2)-1()-1(55) NN 0 1-M -t) v ,(,ci) F5e, 3 e 3 ,1P5r- FSc, 3°11. PSF (C s , (a P5P' F.,,,, -. , AV\ (‘S--..1.:..k°—) 16. OlSbIST' r go 're: %T c"„-,..t...,17. IF ta54 P Ltce. L-e r e• A 1 visa; Psi. E •€ !`P E`er 1 \ o F -t (..,e t)1 o l By T O , o$ 4 1 ;- Date yC N Vig: 1 kn GR UP ACKENZIE' ' °b 0WCk �tE Portland, Oregon I Seattle, Washington I Vancouver, Washington Sht. L a of www.groupmackenzie.com ©2007 GROUP MACKENZIE. ALL RIGHTS RESERVED s• ..-;F -,$)(.5 I mo L" P s 44 -Q = 2' • .�� I°1 - ) p r - 4 Igo ; +D + - 65 S 1.D 'SS -h 1, as } 1,0104.ci 11. 3 � • �� & 1 u F- b , +-D 1 .Si cao 1s5 Y 1 -.0 1 Y ► \A t) 1 5 4 , • P-E ►- s' o F 1 C4 .r, F t rJ'C By lO w GROUP Date 1\ 11P,� GROUP K EN Z I E� ' °b " ''��' l4r Portland, Oregon I Seattle, Washington I Vancouver, Washington Sht. 5 of www.groupmackenzie.com 1 2007 GROUT MAC KEN 2I E. All RIGHTS RESERVED i - -- - l ' - 1- , -. J _. ._ I _ ! , 7 'I 1 • T I • , _I .. '- _. - • - � -' -I -, - - j •r -- I C;ie,r (Z1� L j . SLb P - t= DI ►�t1 e 1`� 6 . - ! - ' ' ! : - j ; ! , `is Eu, m',�$ �1, ,) ' 'i i _ . I:. i i ' , „;; I ,' , ,]; ' I i i I ! . I I I I I - 11 • j §�; 1 I, . i. I I , T ; I j; I. 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ALL RIGHTS RESERVED ;C val.! r '. ! .. i .t0 �c..0• 1 I i [ i I ; � 1 , • � - I. ! -h I -- , , I _ ., I I j ; c:%.%- i 1 ' I I I I I 1 1 I I 1 I. r l r : ., :` ov ∎'4°.1�' v :. I 1. ; • i I ' I � .. .I i . 1 e.i • I 1_ , i 1 _ , i I I 1 1 • I __I I i_ .. 1 1_ I I I I 1 _ 1 I - I 1 I I i .1' � 3 �+cL i, (; � 1 ti�l • ,I I I! 1 I ; I ; ∎II iI'' i I • • ' II 1 I ! 01 11 I q •'R� I I Po R. L l 4 (IF � 1 ' 43eiI ' d G . Us t1 ' . . . , i I I I I 1 i I ' • II I ' • i 1 ! frlrA�1 1 � r 1 I . , i ,9 1 - - - - - ' - •-, ,t , eel i , .... i 1 , : . 1 , : , .,, , 1 Li , LLL _.• • 4- 9 1 ,, _!_,_,_, : 1 . 1 ; ,_.._ ...2;,.1_,. , 1 - : i. 1 ; .- � 1 i ■ _ ' Vi ral' ° • a- 561,,1(0 ate i !' i ! ! ' • i9 .4v lei • I ' ' I 1 '' f • ‘t.%)1;'. 0 St1 c.'Tlur`.1 ID!' 55 ( ti;� ' `1\ )c S \ . . V • L6 — ; 7. 8� M r I `� , a /'� I .r I i L G' ; . I 1 I `°� ��2 - 13�; his1 - cos, - Co = , 1_ , 1 . may. 1•;hat 'c. ' I : . I • ` I t , c plot 11.1 ! • 1 j 1 , • - - �c k)1 ' ti��� l Psi. (9. � w (, ia ) g. � �.� ° 1 _ _; >.�ati ►.�u. Coil 1 1 FP e, P OP ,(4 3u1 ' 41 1-- By 0 LAI Date ` I ?1Q I GR UP ACKENZIE JobfJ ..0 ‘di r0() Portland, Oregon I Seattle, Washington I Vancouver, Washington Sht. — 1 of www.groupmackenzie.com © 2007 G ROUP M ACRENLIE. A EE RIGHTS RESERVED • ) (,FIND 1 ur �L— I_eFJ CTS `a ! -561. H1.�6��' (o I tpt Lo �i ( . c am s "L" a �u \��� Sx/vpe . VD1kit• h\ 0\4 � • 10 )t- y�do�rta = .���.� ►a �°, ►. �s Pty • ER rl,1 ( f t 1 ) y � t PJ & By Ow F Date i\ tic 1, 0 ma ) U) i 70bN 2u1u\ -A -t, c� ACKENZIE Portland, Oregon I Seattle, Washington) Vancouver, Washington Sht. of www.groupmackenzie.com m2UU7 G ROUG Mrc KEN21E. All RIGHTS gESER VED SI SO MY L, 1 : F 11 .10 S i U5" SDI S;.�, °. E S� © (s.,00 -0) -.1 ;a : wtt. 7, : COt. I - 1Z 4 t t It 1,1•0 .1, (.40 4 U , ‘. u s I Lai Kr 'slft,k. „)ue.1 Pv a `At;TC'R .S ) (MX I, A''Lj4 Cbyl. #il NA t -1) ( CI, W Iv1 S OA 6 PS`s' 1p `C ), of Sri 'F): ' \lot,e pion ° )(II- + 1-�1 sid r seK l 0 -- )c.,,E 1 Lb ipl *:'.. By T) k44 F G R U P D ate tl i 1 In ' ACKENZIE ' °b �'0 I 0��`' M C I Portland, Oregon I Seattle, Washington I Vancouver, Washington Sht. of www.groupmackenzie.com m2007 GROUV MACKFNjIE. ALL RIGHTS RFSf RVED .c- „.,... i g,,,,a azi-40 - eir) i i ,-- RECEIVED __________, 11' 813/16" CI1 ' j. �IG D UILD INe'DIVISION` * pis a Y} • B , • ' � � 93 82 r----s 3' 11 -7/8" 3' -9" 3' -11 7/8" :-: _ W .. Ito etas VR.! °' s tli 1 3i 1 ° / 1 Note: Verify dimensions in field See page 2 for dimension points Fa steners: g 5 O f #1 x 1 "" s plated co o screw. Install elf 1 tapping each side of sheet each raft er, and 0 - - at no more than 12" on center between 0) = 0 CD rafters, through the perimeter extrusion and .RI L L into the supporting steel. Fastener to be o o m provided and installed by the installers. O #14 x req'd length stainless steel glazing 8' 3 -9116" screws. Install 1 at no mre than 12" on center 2 through the clamp bars and into alum. p extrusions. Fasteners to be installed by c., It installers. p, r _ O #10 x 2" stainless steel screws. Install 1 into m , Y .each screw boss at each end of each rafter, 0 u _ 0 U O into the rafter members. o J 92 . c: O Glazing: a) „ co T q. he skylight is to be glazed with glass � ' le, cn insulated units consisting of 1/4" grey 0 tempered glass over 7116" clear heat streghthened laminate, with PPG 500 low -e - W Z coating. F. s Finish: 0., E O Frame finish to be bronze anodised. Welded ‘1:: X 1 W joints to be finished to match by painting. -9 G = /ff a- w • 2 W . v Q NoTe : 1 of 2 t . VERtF`t & CortFLRM PLL GoriDtTI»)S 0- FNAC PIMrcOS►o,S$. Ar '- ‘ - i-N6tn1Ef6k 7 REGp.Rt)kNCT OtScRcPRr3G1CS PRtoR _ 0 Tt 1 0 START of v.)DRK. Nov. 5, 2007 0 a ._ _, . rte . + i 1 Q p---_,__ , I tili.• • Dissimilar metal protection / 40 ftl 1 raft4iftift .., r ti, 9382 4'4' (' i linos /.-w`� Optional Flashing by Others - " 0 Al 7 Dimension Point ` S WK._ ii l4 Steel by others b C O O N C N O N U o 0 0, = = c O > 0 Head Detail 0 U m Scale: 6" =1' 0 Silicone wet seal Glazing Blocks 0 W ii r TE$PEP.EP ^ , m y c � ■�+ NHo'� HEAT 1._ o -J 2 O II nr STREAGT1 er4E3 i "' — ( ci-) o c`1 2500 to LAM�n1 c o, (00(03 — TS c. CO Steel by others P PERIMETER " °' EXTROSloNI O Dissim ilar metal protection Steel by others I — Optional Flashing by Others �� �s J— O � a Dimension Point J i v 1.3 W i ISE Z' � •J r 3 © 3 Rafter Detail Rake Detail et Scale: 6" = Scale: 6" = 1' r 2of 2 t 0 o' 0 Nov. 5, 2007 F to — a-to t_. HORN CONSULTING ENGINEERS LLC Lateral Structural Calculations: Project: SPC -07 -03 Date: 10129/07 Client: Sierra Pacific Development Project: Freeman Office Building: Skylight Frame Tigard, OR Subject Sheet #'s Framing S -1 . 0 PROF .,INF '1 ^19pE ORE N 12 a q yj0 0�� Expues 6 -30 -09 1 he fallmung calculations arc for gravity loading of the beams and columns. the design is based an Information prov Ided b} the client who is solely responsible for its axurac■ Me engineering represents the finished product Discrepancies from information provided by the client mvaltdaie this design !torn Consulting Engineers shall hose no hahthry Icynesacd, in implied). v. nth respect to the means and methods of eonstntcuon ucrrkmanship or the actual materials used in constnrcunn /torn r,'unudung I-nuneer. shall have no uhhgatarn of habdln. uhether arising tit contract (Including «.urrnt) l, tort 1includutg ucnvc passive. Ir imputed ncg!Igenc I or nthcrvvr,c. for los or use, revenue or profit, or for am. .ether mindentat or c.tsctptcnttal damage _ I • • .t it ;r I v .. • n...., , •. • • _ I , t ' n • e � .. K - 4 - . : : • I ' r \ I I U .. I I • . . . . . . . . . . .I 1 • 1- HOR! `- CONSULTING PROJECT SO 6-'61'. a 3 SHEET S- F ENGINEERS DATE to -Zq ...I. SUBJECT S Yt-rr /h LLC By _ DSN 11 0 1 NT1~RMLpraYE 1 Jr 1 %. CU i. .- 5 '6 W I IS +25 H a 6 t ` r'. .'" I- I '. w (s) ,.. I6(s ) t 0•3 ,-, • • -3 N011 I . O s 62- 0 .-z. 1 1 r •q (r' S)Zx3 /l LSD 0 K 1'4 Svf ibFt r,.F ISA"i DjC $vwvN#tr D%SIhNIR • . c4. M sr•BAR ( -- - . 4i` • 4k 1 4, 4 x 44" 4s +„ 1 )4 4 t \ \ t �: .t , ,s. . 3 ,, - (I"ti )C. "" S 7 -i' co �� e)7. �s sx Z x �_.. roerftasR C . t . k 1 .Z t -z. (GN : , 0 .1 4 • .ve. ,4, (Iz� �, o•2 -1 Fz S ' -E/3 or7- Ei S oR f 5 SXZx ._____' 1302 SW BERTHA HLVU. • PORTLAND. OR • 97219 PHONE.: 50 1.$92.5782 • EMAiL: DAVF NET 1V-816 4 11'-- RO. ‘• 16 1V-4- . FD. 16 • 1 'all 8 . • . 5'-8" 5'-8" 0.1.0 65" DLO. 65" DLO. H 8 1 : I ! .., • - - ----F 1 1 .040 Alum. Break to ; .. • match Storefront by ; 1 ' Canyon Glass Typ. I I do 6 6 6 _, u .. ..._ a . re b • , . . .. 2" X 5" X 3/16" T.S. .... ; . 2" members this side , • I 1 . . I t . 1- 77/7 ///,/ / .-' .' ' - - - -- 3. . ., 4, 8 • , 7, V Detail - Storefront Backside in T.S. Scale 1/2° = 1'-0° .., . , - 2 GOA GM FREENAM MICE SD& IR 1 • - - — ' - - — --- 0 CANYON OMANI CO. 9397 S.W. LOCUST ST. — tun LW. CANYON MC ig,,,,,.......1401411•Mns WAVIIIITON, 011611011111= . 1 V 1 !GARD. OREGON - - . . . . Nam imodallos , I ,/ Iowa -- — FREEMAN OFFICE BLDG. #2 ..7...........w.., f0.10.2037 Plia ilmAdoodbous Ode Stfront Backside in T I ore .S. 40111 11101111.1=1111191.10 aalVIINOTPX. =WOW . , Qir- F 9 ,, D (A.U.-/ ..,.. ) . ___.;;; , ..._ .. _ .. ___ . Note: Canyon Glass not responsible for Engineering. q :),., M. -� Drawings must be .proved by licensed Architect. All Steel work by others. Canyon Glass to provlda Storefront d, Cladding. skyitte to be b Stalled only. Thermolite - .040 Alum. Break to Skylite match Storefront by t i Canyon Glass Typ. 2" X 5" X 3/16" T.S. 4 Install 2" this Side , ei p. .., , P ■ . 'C-- • I .' ice, �. 1 / �� •!' i • 1 I / . ∎- ∎lm. ■■■..�...�∎� 1∎∎ -. - 1 / , i I/ ,,, :,.. i :, /\, • • I DETAIL - SIDEVIEW SF1 & SF2 scale 1rr = 1 ' -0 - - �� CANY GLASS CO. FR aom H . W. L 11 aDa t2 /it\ O+ MVO S.W. LOCUST ST. -- — ' d1 ao. \'�� 1 ))) awa.ra HOARD. OREGON A .. NMww". wwr' 9J9T irr I t. r - . — FREEMAN OFFICE BLDG. #2 , - .. 1 SIDEIJIEW SF1 & SF2 °` — t6 .142oQ7 w NNYb+►� er we.i.�r.. tr.s�..,orra, • Thermo Industries, Inc. • - Note: Canyon Glass not 14164 Fir Street • responsible for Engineering: . Drawings must be apnoved Oregon City, OR .97045-6806 by licensed Aluhttect. AU Steel • Phone:(503) 655 -9993 work by others. Canyon Glass • to provide Storefwn* & Cladding. Fax: (503) 518 -7774 • Skyllte to be Installed only. • 135" 45" 45" 45" IR -al .� • • S kylite Info: 114" Gray Temp, 114" Clear • r HS Lam. Bronze Frame . • DETAIL - PLANVIEW: SF1 & SF2 ' • THERMOLITE SKYLITE Scale 112" =1' -0" - • einem REHM or�ae SDI a - GLASS CO. R : ' • 9387 S.W. LOCUST ST. • • arw�naaeoa 41, .)y )y Done awomentes TIGARD. OREGON _ . . ff a�enshl e4 rreoaeT • inummosaromm wam 3 4 ,.,,. - D 3 - - - I .- •— FREEMAN OFFICE BLDG. #2 °'°'""""7 " ��. THERMOLITE SKYLITE • folazom Ib .: 1rAarw. o.. .nWM.. 'Me Ow= rIOUL a�owmaorw.a ' . • ' ■:. ' . , . Note: Carryon Glass not responsible for Engineering.. • , • - Drawings must be eprrovecl by licensed Architect. All Steed . • work by others. Canyon Glass to provide Storefront & Cladding. • ' Skyllteto be Installed ord. .. , , . • , • . i • N .‘C. • • 9?‘ <°. • ' . 0" • ,,/ . • / (-■.. . . ... 1 - / . ci . . / / r.'% . , ...1 , • . ca . / , , • / , , . - . . _ , , •• , . , lee gi co cnic i... s c / F. • • I, .. • •-...' / / ' , • , .. `••• , \ •,' . . ' . . • , . t . , . - • • ' 79 1 1 " DLO. 8 - "16 • • 7. , , • T-1 FD. , • ••,... • . H T-3- . RO. 16 • , • . ' . . • . ,. • . . • , • DETAIL .- SIDEVIEW SF1 8$ SF2. .. . , . STOREFRONT' BREAKOUT. Scale 1/2" = l'-0" . . . .................._ . ,. soma , .-,.. ma iii goes . 0 CANYON GLASS CO. . FREEMI WU malt . 11010 BM GOMM IMO ' 4; : OrMult embei 9397 S.W. LOCUST 87. IrAvoiran ammo mos • IA / 'FIGARO. OREGON . Pram filOS314441/113 ' ,/ "f' , • • ',, 10•1643 ,., . • ' . — .... , — I .". D2 _ . MIN 011111110111111011■41•1 MAIM —A..z...._" wiarawari• , 2 I--- . FREEMAN OFFICE BLDG. #2 O 1/1111Kmaln IcaM/CODICE I ---- . - - 1 - SIDEVIEW SF1 & SF2 STOREFRONT BREAKOUT — 1040.23x0 , 1 . , . • . , . • . ' , . • „ AAI tigis asaditss, in. OFFICE COPY ENGINEERING RECEIVED RECE MAY 16 VA CITY Or 'TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS Project: Freeman Office Building #1 PROJECT #: A0413 \\ DATE: April 26, 2006 u� p � b l0� PERMIT SUBMITTAL k oPRO i c F i 58456PE ORECON� `c, 4 15 Z O Client: John Annand " 1 r E. LR g Contents: EXPIRES: 12. Calculations pgs 1 -9 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax w w w. a a i e n g. c o m LkTFQP�L SYsTr* A.T NEL.t) cFPIE 4Di iT'c • : -1 p.CS ta.4 _ L-o*fis wI,vo: • OOfrtfl -f, r Posu.I' 6 .. P = Ca gS TLA) c = $ Ira 15= I6I psi p = 13,3 p _ '>L 13.3 Psi= 8 op lkc Sr ism IL, V- 3.oG� = 3 (0,3 to = p, jen, cJ W : se.-15 D Leoack ASSuc, R0oc DL= is ,osF � 4L4... D L = 'f 6 ps- rNT UJ44_ 01- = 7 D S4 TRIO To gooF ; Zk(o'►c `0,9s -P -4- I )4..40 ? p s4 +- I 1 P --- I5S Ic Ir A pILIL Z ° RE v /Si0/tS --> aPPATC To 2D03 /6c._ 5v; y itc ; S S = I,06 CI4.55 ID S a rK Ss = 0,7 6 S� = 0.S7 Fa= 1(075 Sp�� Z Fu Ss r (� (Q$70 3 SE . G w s_ t ____—,_ : 0,12 1) < (x,19 G w P�9 K/ tossho us4m 1 A. 9 I G I/1ML 0A(G //04 cs(6/11 o is conosE,c0471frr No X150 ►:5/6/1 A1✓QUl2iD AFGHAN ASSOCIATES, INC. F EE' -e ' W ) b FP (Gr 191- n 4* OG I BY 'J ." DATE / O/j /20C CONSULTING ENGINEERS LATFR.A- ... DES (G/l) JOB NO 401 I'f 6960 S.W. YARNS ST., SUITE 200 ," TIGARD, OREGON 97223 (503) 6204030, FAX 620 -5539 SHEET OF Maximum Considered Earthquake Ground Motion for 48 states Page 1 of 1 • usGs science for a changing world R.i 6 5p4'14/t) Of 6.aer P LOCATION 45.4480 Lat. - 122.7738 Long. The interpolated Probabilistic ground motion values, in %g, at the requested poin Maximum Considered Earthquake Ground Motion Ss, 0.2 sec SA 106.26 S1, 1.0 sec SA 37.19 Analysis Options page Design Values page IA op �1 http: / /egdesign .cr.usgs.gov /cgi- bin/design- lookup- 96- D6.cgi 4/17/2006 � l L ATE', . 5ys -mot AT NFLJ OFFICE A.i9IT/oN P 7,K ISsP �� _ 1090 )0 1c,,p : �l 1opfE_ � v� EXS . S`r�utc �I�,J O" ro il AO0mot) sfe PA 3 Fok S ({MO -0_ 3 µo p REQutAErvi nl- it W- 155 P (4 CSeisvil■c _ / ; �Pa 2002(# RI:V /5 /o/ ?/s r x MATS IoA1 Agi IZ“ni c >� o to,/ 0 -, �� l '" 1 " GoN6£,e�iqr!!/� ,AGO` &774.1 y E LA1gyp; AFGHAN ASSOCIATES, INC. FREEi' A rJ O FFIGE 61-0 G. 44 ( BY El- DATE 10/1 CONSULTING ENGINEERS LATE 124 L DE'S (6/J JOB NO Ao 1 ' 3 6960 S.W. YARNS ST., SUITE 200 TIGARD, OREGON 97223 (503) 620.3030, FAX 620-5539 SHEET_ OF Cl L J4TE 4A L s `eSTFM ,71 N €cJ ofF,ct 110,1 eN Sys l = � lot IC MO, (-F S Ind uJ4 74," v,)/ 60( Nom, Is 6 o.c. coC 4, Iv' c, F -444 BLocX ALL E"tO6fS 1 l' • Need M1 (3) V& "1 t oL'f5 "re FN,DIJ ye %0 • D1 e Psix 1' 14 - IIVZ I405 uk S' # 4SDn PA 1 O-f l w/ Q.2) hut Go, \Moto NAILS 1 Dfli,t,t3LE 2)-6 ik.)OS 4 NC (v %" M iN E,.t6ED PO 2sDOpSt Con) ckFTe. •v S`•4LL M A - 1J K.fAc -1tt& its - . f • 1 k EGOMIKt 1000MDN S. . a AFGHAN ASSOCIATES, INC. r 0440 OFFICE LD& I By DE L DATE 1 0/*24: 7 9 CONSULTING ENGINEERS L_4TEKA L DEst 6 A.) JOB NO Lt ) y 3 6960 S.W. YARNS ST., SUITE 200 TIGARD, OREGON 97223 (503) 620•3030, FAX 620 -5539 SHEET 3 OF FFFt- S779.J4 fhOG OKIcic (it) L L- .. ES 16 N L MA L 0 s . W t p= CC $ T,„, rL = 11 ° C_ = I IS -- Wet I I cUrAerz f 1513 PSC Se;Sr►1 1,0 = Q w + k� R I 3 t;, W P P T t = 3, o C .,— a,3(' F. V3"- f ■� �IQDEP WY-114 CAW +r r ooSif..s' o per I n.) c.kJ tO %Z" TAie. B- y— Rfi tilFO �cc�� ,' i OMOr crrJG1Vu f lr, 2�/l�G Tar111.- w4 u_ 1..tiehop js OOk, t H �L�IJ Ess AFGHAN ASSOCIATES, INC. Fk r: M' , •_ D t /L-E 1= I BY OE DATE ' V l 01200 7 CONSULTING ENGINEERS FA Pt.s7 3s X) i AJG g Y I G I 4-LL JOB NO AO `f 3 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 Q (503) 620 -3030, FAX 620 -5539 SHEET OF / i F E - sr,Wi)010L iRlL--k (A)41-1- ..- ) . _ _ fr_r,_. __.-:?99. _ti;.. . -- - - -` V S r - - Pte- - - - -b { L.= 790,r , _ '1,1,3 x /b.; p's i 11.1 .2.3_,gr • `, i - 111 .. . • M IN 23psFF('K _21 ' ',. ,. r. 7- . M= 3W Cr-16 - -- ad= S,7s'' ., '3 I z,( J k = bor FFt, = 2(S ?S ) 'O.O:,xs; _ j') -1 >/1 `©020 ) 1 x /),-/Ls �-- . _ _20_ _ 1 2: ,- I 2) (c•Nrre,Pc.s '' F i z ( X5 ,4 2 , 1 0'..-' ...= _ 4 P " Q il ---::: i _12_ E...- - . ' C • “-- - , . 0 0W , r 2.x . /.S" 0 ,0o - n, i I A- I ( Use- , 1,e /10Q.c, S r re..,5 s 1 Gk, c- k , , P = 0,00 . 16 . ?z-.516 , - k= o . z . J 0,`I'07 � _ 1 39 2 .$ -4IL._ _ .� - - .Z,S kS 0 k- 0,19 (p,9o�)57S - ( , , C6, ' 331 Ps 1 < 2,6 051 C7 t . , ! 1 • AFGHAN ASOCIATES, INC. F,(FCf A-) b FFe. ' 6 u) 4,4006- #ie ) BY DEL DATE IO /! 9/rCID5 CONSULTING ENGINEERS je. j /C (4)41-1.- JO B NO i4a f 1 0. - - - 6960 S.W. VARNS ST SUITE 200 TIGARD, OREGON 97223 (503) 620 -3030, FAX 620-5539 SHEET OF Che c E1)6 f' F oefAh IJG- 4-c ° �� 2.304 3' 3' 7 / 7// j /l // � L v' M- 2 p I F K (( ) 4 70,4I x 3 7,54 = 139Z P* -Ils f 1995- X1 339® ,'f-- ( (o s gAsco OA) c Z_ = 1,0d F rZ " Sr7S, goo c ,/i (563 �� r O 236 J .33 (2- I✓I _ 2s (331oeci2) _ O I I = t /l 9(/2-7 MY" bOIZ t •S 110 - 75) Z. 2'fc2 Q,236 009 A S O, 6 (2 #S5 @ GJa h • z5-, CO ill e l.c . = 00 q 0 L = ay9 struz AFGHAN ASSOCIATES, INC. F , 4 >J 0 f GE e u i 1- / it BY_ FL DATE 1 n /9/2-DP 7 CONSULTING ENGINEERS €5T}�o I uG JOB NO 40 '13 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 (503) 620 -3030, FAX 620 -5539 SHEET OF • FktrF7S ►71rJO11'36- & iCk. ( 4 L --- F00-77 G - Dt-s-( G Ctie D,701._ 1 id P= (I55/b5 x 0,9 !P� i I : "; // r i I SFc SPREES GCse 3' woo x IL" act P (.d IJ T) N kor is Fm • GHAN ASSOCIATES, INC. FieEEMAN) 0 FF /GE Bu-1 L.O i106- # I BYO L• DATE I 0/0/200y CONSULTING ENGINEERS 62 !✓ E s Tftru o I IJ G le) ( k$ L.L JOB NO AQ t) v3 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 7 (503) 620 -3030, FAX 620-5539 SHEET OF Afghan Associates, Inc. 6960 SW Vams St Suite 200 Tigard, OR 9722 • • JOHN D. ANNAND - FREEMAN OFFICE BUILDING FREESTANDING BRICK WALL CONTINUOUS FOOTING Loads Load Case case Descslption Vertical Lateral Moment Top of Column Dead Loads 0 lbs Grade Top of Column Roof Live Load 0 lbs 1 DL + LL 1155 0 0 Lateral Wind Load 0 Its 2 0.9 DL + WL/EO 1040 255 1402.5 Lateral Earthquake Load 255 lbs Column Weight 1155 lbs Geometry Soil Properties Column Height above Grade 5.5 feet Allowable Bearing Pressure 2000 psf Unit Weight 110 pcf Frost Depth or depth to bottom of footing 18 In Footing Load Case 1 Load Case 2 Footing Width (ft) (in Depth below Area of Weight of Weight of Soil Total Bearing Allowable Top of Final Overturning Resisting Trial direction of Length (ft) Depth (in) Grade (1n) (lbs) Footing Pte) Vertical Pressure Bearing footing Vertical a (ft) e/d Smax Smin Moment Moment F.S. lateral load (fM2) (Ibs) Load (lbs) (psf) Pressure (psf) Moment Load 1 2 1 12 8 2 300 110 1565 783 2000 1530 1450 1.08 0.53 -17400 0 1785 1450 0.81 2 2.5 1 12 8 2.5 375 138 1868 667 2000 1530 1552 0.99 0.39 3917 0 1785 1940 1.09 3 3 1 12 6 3 450 165 1770 590 2000 1530 1655 0.92 0.31 1917 0 1785 2482 1.39 -p . _ ") 1 , - P R- 1D E (Z) S 8,4s , 47 E74c_ H a446v / f 4 OPPEiJlN6 ..?,1 X18 c, 1 o, aivNTiI_ rI.0 -L "(&Rage -0-- r S V EAT S °@ 2.41'/ (GC k8L c ) P ` r Fl - 'r' ► t / Pk0 I D E /0 STA ND14/ZO f /5-°° f" ' ' k D tfZe-,- 45 ilJ /lam /i vi .."- (� MIN / ;, , - . . i .r. _ ; : ��f e" .'''';; . ) IVI (3) i s C o,JT 7 41/:---------- J F �$ @ 5' T kA NSJE �7/ lid lam' 7/ f ;/ / � - �• �-/ at y o, $, , . 3 0o7 I) 50F / /IL I e r'o I cat) 2) Re.1x0r = Asrm /9/0/6 ' ) , B4Ks To BE CPAYTW UosSL`P 71/50 '9 CV/ A}) prto)1 of JO 1 MT /C)r 1et.) rat LE 6 - I 6 "o, c, w r► Milli kt 1 7) . 99e_ • Sfeeil Grp s5 Lo ) re ( j'S " arc. ( 1 AFGHAN ASSOCIATES, INC. FIZ E/'140 OFF/c a L-0 6 I BY 'DEC.- DATE I 07/0 V CONSULTING ENGINEERS ,.J2L` GSM/00.1 06 £/ejGk WALL JOB NO AO Pi 3 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 R (503) 620 -3030, FAX 620-5539 SHEET ` OF • AA afghan associates, inc. ENGINEERING P REGE" I' MEMORANDUM AUG 2006 U 1 Y Vi T DATE: August 1, 2006 CITC ? TO: John Annand BY: Derek Larsen, PE SUBJECT: Structural Response to Plan Review PROJECT: Freeman Office Building #1 PROJECT NO.: A04143 Following is the structural response to the City of Tigard's plan review letter dated June 2, 2006 for this project (Building Permit: BUP2006- 00211). This response deals specifically with items 2, 3 and 4. It is our understanding that you would respond to items number 1 and number 5 separately. 2) Clarify the lumber type and grade for the new 6x6 at the NE corner of the building. Response: This post to be a 6x6 DF -L #2, minimum. See attached calculations. 3) Provide a calculation for the 5 -1/8" x 24" Glulam beam that spans the new "Aluminum Storefront Assembly." Response: See attached calculations. The 5 -1/8" x 24" Glulam is structurally acceptable. 4) Provide calculations to validate the construction drawings for the deep masonry lintel indicated on sheet 8. Response: See attached calculations. The deep masonry lintel spanning 6' -O" only supports its self weight and is structurally acceptable as detailed. Please call if you have any questions. cc: FILE - 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax w w w. a a i e n g. c o m . 10. AA I *MI US 0 COM, in. -- ENGINEERING STRUCTURAL CALCULATIONS Project: Freeman Office Building #1 PROJECT #: A04143 DATE: August 1, 2006 Plan Review Response ...A.;-, PRoit - G in 58458PE °REGO • Client: John Annand p 11/ 41- 15, 2. Contents: tro: c /r E. Lik' • !EXPIRES: 1 I/2 oi, Calculations pgs 1-5 4875 SW Griffith Drive I Suite 300 I Beaverton, OR I 97005 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com ZOO fzj&) AE-0/.660 L.f Tr :k. G I Tr OF 71 6 PC P. A QGe /7%c7 - T - Nis R E-s/'0/1/S( oA)L` RcSPoarbs To I 4 ; ,,� #41, 77 C7" 70 P_ I..r.p& 4J i To /l /14 pp4A 772, co r/'e : v,1 2 , PQoU IpT LIA-m6F/. r.--Pr- A'/4) 6 Fac Ni v) & ,4V c t l iiu c,t9 /1/$fRJPrl VL A/ ff CSc�f yoo = lu o/k C o / ` ( ` C o L I/ pip) 1 � � ! ~ , • � I I 1 r r K ' S 1 3 k- I ®.S 6,C5 14-Y OIL S fir:. A-r; IC rl6 Q btestia" #3 2: 6- Le, C YF c1= 1.t g ', 1 z0= 2 00 0 / rJ p % N- . c fFfi� 2 3 r s AL o t J 5 (o) 2-i vs AC - 6 MJ6 F f17 Tf/ /S LD1gq tL' k (f' : DF -L PI 2- A/07 Lrnft4 I - 1 9 /5) kti l5 A)07 my &t)r) k� art - 7( -/fs GGt r � I N / 4 ; 0 7'�- / l i l i t / O , � U 1 ' 7 / f' YT. (5 G/9 s /L y / C.Gs%fig,d1 -j • , Ilk AA I afghan associates, inc. o G / J 8 (4/ Ui //,ka ( f /J / / 7 - 1.7 �/� -� , f ` t �� By: l�„ L Date: / ENGINEERING � .� "�' . J rv' Project No.: Lif } A(-NH ;yl� 4875 SW Griffith Drive I Suite 300 !Beaverton, OR I 97005 503.620.3030 I tel 503.620.5539 I tax V 'J www.aaieng.com n . 1 J 3 � . Sheet: I of: 3 _ Q �.GS TivtiJ � 3 - t P /NIA ;,ojj - ( 12" 7 ,p0141st CZ� -W S &7)770/1 STEEL 1 2 op � -�" (o s��N u ?/ ` t w ob// /7 z_ r L Lor,f 0'( ri , (std fi= - Z( 0 try -�� s V r (. L I 4 b )0,5" j r pt,/ M 5 "'"- 9( 1-( t/ 7 )( 3 0- "7` 0, '7 V 4P" d ZYb) 33, z gf - AA I afghan associates, inc. By: Date: ENGINEERING Project No.: 4875 SW Griffith Drive I Suite 3001 Beaverton, OR 1 97005 503.620.3030 1 tel 503.620.5539 1 fax (� www.aaieng.com Sheet: of: J Afghan Associates, Inc. 6960 SW Varns St. Suite 200 Tigard, OR 97223 SOLID AND BUILT -UP WOOD COLUMN DESIGN - 1997 NDS Project Freeman Office Building #1 Plan Review - ( a it /Q/) Z- J Poti Post Information Wood Post Brace connection SECTION PROPERTIES Column Type Solid Input: Solid Built -up b 5.5 Width - Corresponds to Weak Axis of Column d 5.5 Depth - Corresponds to Strong Axis of Column A 30.25 in ^2 S xx 27.73 inA3 S yy 27.73 in ^3 I xx 76.26 in ^4 I yy 76.26 in^4 MATERIAL PROPERTIES 1DF-L #2 See NDS Supplement Fc 700 psi E 1300000 psi ADJUSTMENT FACTORS Fc E Cp 1.15 -- Duration of Load Factor - NDS Table 2.3.2 CM 1.00 1.00 Moisture Factor - NDS Supplement Table 4A, 4B, 4C or 4D C, 1.00 1.00 Temperature Factor - NDS Table 2.3.4 CF 1.00 - Size Factor - Per NDS Supplement Table 4A or 4D C 1.00 1.00 (Incisin Factor - See table 2.3.11 1.15 1.00 Net Adjustment CONSTRUCTION GEOMETRY . Weak Axis Bracing NONE Input: Full Thirdpoint Midpoint None K 1.00 Effective Length Factor - See NDS Appendix G KcE 0.300 0.30 for Visually Graded Lumber Only, See NDS for others c 1 0.80 10.8 sawn lumber, .85 round piles, 0.9 for GLULAM NDS INTERMEDIATE OUTPUT Fc' 805 psi E' 1300000 psi CALCULATION OF Cp AND Fc' 10 1 11 1 12 1 13 1 14 1 14.5 J 15 1 15.5 1 16 1 16.5 Le /d (strong) 21.82 24.00 26.18 28.36 30.55 31.64 32.73 33.82 34.91 36.00 Le /d (weak) 21.82 24.00 26.18 28.36 30.55 31.64 32.73 33.82 34.91 36.00 Le /d (control) 21.82 24.00 26.18 28.36 30.55 31.64 32.73 33.82 34.91 36.00 FcE 819.3 677.1 568.9 484.8 418.0 389.7 364.1 341.0 320.0 300.9 FcE /Fc* 1.02 0.84 0.71 0.60 0.52 0.48 0.45 0.42 0.40 0.37 Kf 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Cp 0.697 0.628 0.562 0.501 0.447 0.422 0.399 0.378 0.358 0.339 Fc' 561.1 505.9 452.6 403.6 359.8 340.0 321.4 304.1 288.0 272.9 • ALLOWABLE LOADS FOR COLUMNS 10 11 12 13 14 14.5 15 15.5 16 16.5 Pmax(Ibs) 16900 15300 13600 12200 10800 10200 _ 9700 9100 8700 8200 phone (541) 754 -9517 WOOD_POST.xls REV: September 2001 fax (541) 754 -8111 L-5A.; Title : Job # ' Dsgnr: Date: 9:38AM, 1 AUG 06 Description : Scope: - Rev: 560100 - -- - - - - -- - - - - -- User:KW- 0604904, Ver 5.6.1,25.Oct•2002 General Timber Beam Page 1 - (019812002 ENERCALC Engineering Software Description 24' Glulam Beam [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x24.0 Center Span 24.00 ft Lu 2.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 24.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 32.000 pcf E 1,800.0 ksi [Full Length Uniform Loads ' Center DL 200.00 #/ft LL 240.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary ' Beam Design OK Span= 24.00ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Max Stress Ratio 0.325 : 1 • Maximum Moment 33.6 k -ft Maximum Shear * 1.5 7.1 k Allowable 103.6 k -ft Allowable 26.9 k Max. Positive Moment 33.65 k -ft at 12.000 ft Shear: @ Left 5.61 k Max. Negative Moment 0.00 k -ft at 0.000 ft © Right 5.61 k Max @ Left Support 0.00 k -ft Camber: © Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.240 in Max. M allow 103.58 @ Right 0.000 in Reactions... fb 820.68 psi fv 57.45 psi Left DL 2.73 k Max 5.61 k Fb 2,526.33 psi Fv 218.50 psi Right DL 2.73 k Max 5.61 k Deflections 1 Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.160 in -0.328 in Deflection 0.000 in 0.000 in ...Location 12.000 ft 12.000 ft ...Length /Defl 0.0 0.0 ...Length /Deft 1,803.6 877.34 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.240 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs -- - - - - - - - - - Bending Analysis Ck 20.711 Le 4.118 ft Sxx 492.000 in3 Area 123.000 in2 Cv 0.921 Rb 6.721 CI 0.994 Max Moment SxxSxx Re�'d Allowable fb © Center 33.65 k -ft 159.83 in3 2,526.33 psi © Left Support 0.00 k -ft 0.00 in3 2,541.01 psi @ Right Support 0.00 k -ft 0.00 in3 2,541.01 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.07 k 7.07 k Area Required 32.339 in2 32.339 in2 - Fv: Allowable 218.50 psi 218.50 psi Bearing @ Supports Max. Left Reaction 5.61 k Bearing Length Req'd 1.954 in Max. Right Reaction 5.61 k Bearing Length Req'd 1.954 in L i 5 Title : Job # Dsgnr: Date: 9:38AM, 1 AUG 06 Description : Scope: Rev: 560100 Usei :KV- 060490k General Timber Beam Page 2 (0)1983.2002 ENERCALC Engineering Sol twat e • Description 24' Glulam Beam • [Query Values M, V, 8 D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 5.61 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in �l� 08/21/2006 10:12 503 - 620 -5539 AFGHAN ASSOCIATES PAGE 02 iliantauddspillk ENGINEERING 9PC; - I • AUG 2006 IT Tir r r crnT STRUCTURAL CALCULATIONS Project: Freeman Office Building #1 PROJECT #: A04143 DATE: August 18, 2006 Plan Review Response - Question #1 PROF, ,a G1 i — 88456PE 9 olt;ox Client: John Annand ( ly �44Jp o Sb LPP f Contents: IExPIRES:� �� Calculations pgs 1-4 rt 1 • 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 . 503.620.3030 1 tel 503.620.5539 I fax w w w. a a i e n g. c o m 08/21/2006 10:12 503-620-5539 AFGHAN ASSOCIATES PAGE 03 • F12 ff MAN of1 ALI IL-Dii•JG be e ..s./&4) cfrff cts - PuriO Ik&Ulevt) N et' joI5T.5 4r sc,or 5/06 0,c oFtrics. m 1ST'S 10 Dr (sr. s Ayr 04 Get, 1 ,5(40.9rr i"et re"( / it* "1/4- 35 psfs s(u0(4) /1/ '- tv etlic Loth) 4ceen, ra 5 •Abu) oxrfr , 1411 ,01 ,, ,,t z 5 37C < " ;1 - Paz p _ 12-73 - a( • • fi375//as 33' < F;) its, es ; Sc p e. 2 c-r oc CaleAdAttY't=veS • k Ittfil Desi6N C"r 6f frfrt )6 A 6?j/j3 54. mu 101-16 I A1E/I/reek mg/11/N z cr: - r4)b. 0 4111%.0.0 )90/7 rAo / /95 kooF A) • 0 ike mmugLt... 721 ( • 2 ' 1 Tr/kW-O- . • • PA/Nrentr, - 2- 0C• rpr 511 Fu 110 Ii); oK. • !iAAI at�asauociatos , inc. fgt.: Eth AA) 4 0Fr/cc c_r) G.41 BytY1/ Date: OileflOw ENGINEERING PLAN RC U CenViWit7 4; Project No.: 46 qj g.3 4875SWGrfltlhDrIve I Suffe3C0 I Beaverton, ORI87005 503.620.3030 I tel 503.620.5539 I fax Sheet: 4_1; of: 08/21/2006 10:12 503 - 620 -5539 AFGHAN ASSOCIATES PAGE 04 Title : Job # Dsgnr: Date: 10:07AM, 21 AUG 06 Description : • Scope: Rev: 680100 Usa:KV- 0504304 :Ver6.8.1. 25-001.2002 Timber Beam & Joist Page 1 ( e1 18072002ENERCALCEnghealnOSoltaere oa _plenrevierlplan rwiw.e Description Typical Joist limber Member Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Joist Beam Timber Section 2110 6116 Beam Width In 1.500 5.500 Beam Depth in 9.250 15.500 Le: Unbraced Length ft 0.00 0.00 Timber Grade oeuglas Fit - Lam h, 0aglas Fir •Lel oh, Fb - Basic Allow psi 875.0 1,350.0 Fv - Basic Allow psi 95.0 85.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.150 1.160 Member Type Sawn Sawn Repetitive Status _I Repetitive No _ . Span Data 1 Span fl 7.50 28.00 Dead Load #/ft 30.00 75.00 Live Load 0/ft 70.00 175.00 Results Ratio = 0.3099 0,8847 _... ) Mmax @ Center in -k 8.44 294.00 @ X = ft 3.75 14.00 • fb : Actual psi 394.4 1,335.0 Fb : Allowable psi 1,272.9 1,509.0 Bending OK Bending OK • fv : Actual psi 32.4 56.2 Fv : Allowable psi 109.3 97.8 Shear 0K Shear OK Reactions - -. - -- _ -..- -. -- @ Left End DL lbs 112.50 1,050.00 LL lbs 282.50 2,450.00 Max. DL +LL lbs 375.00 3.500.00 • @ Right End DL lbs 112.50 1,050.00 LL lbs 262.50 2,450.00 Max. DL +LL lbs 375.00 3,500,00 eflections Ratio OK Deflection OK l . Center OL Defl in -0.013 - 0.380 1 L/Defl Ratio 6,670.5 884,6 Center LL Defl in •0.031 -0.886 L/Defl Ratio , 2,858.8 379.1 Center Total Defl In - 0.045 -1.266 Location ft 3.750 14.000 L/Defl Ratio 2,001.2 265.4 • • 2 of' 'f 08/21/2006 10:12 503 - 620 -5539 AFGHAN ASSOCIATES PAGE 05 • Fit E c rAN opf /ei 01..1il.IPr o F,S n> c ji ce s, gev%tom► c hr rlf1M/N6- %'d Be ke vi 5G.o As fai,c.G -r ' MVO 13 nn A�t w fly N E'w S 6�� • F � 2 PAN F M 1 t �r ,- a W R Lt UPIO lqI9 714" i'Vt6t GOOF Jae T.S G) C. K Z SPito l 13t*9 ip'x625f /co/ l2 A o 7 G' �r its& 6t5 Pr-to Mai t3 o' ,/ X f /iv 67effivitt. Ilk I alphas auatiates, inc. F f ECIit -(/9N n[ f} O /12) - #4: PEL. Dele:6//8� ENGINEERING n �p //� // f� (1 (� 4875SWQOM ee!Su�e300Iseeverton.ORI9700s rL b �* ���� G �� �/U� � Project No.: �1�y7 503.820.303D l tel 503.620.553e I fax www.aeIengeom Sheet 3 ! of: it 013/21/2006 10:12 503 - 620 -5539 AFGHAN ASSOCIATES PAGE 06 . Title : Job # c Dsgnr: Date: 2:29PM. 18 AUG 06 • Description : • Scope: F( Rew NOW Page 1 User:KV.060430e. Vet 6.6.t,26 1.2002 Multi -Span Timber Beam 9 op891 2002 ENERCALC Engineering Software e:1200aU0eN3ctruo planonawnplen review.• Description Freeman office building #1 General Information Douglas Fir - Larch, No.2 Fb : Basic Allow 875.0 psi Elastic Modulus 1,300.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 85.0 psi Load Duration Factor 1.150 Calculations are designed to 1997 NDS and 1997 U8C Requirements Timber Member Information Description Spam span Span ft 7.60 5.00 Timber Section 6118 see Beam Width in 5.500 5.500 Beam Depth in 7.500 7.500 End Fixity Pin •Pln Pin •Pin Le: Unbraced Length ft 0.00 0.00 Member Type Sawn Sawn Loads ill Live Load Used This Span ? Yes Yes Dead Load #/ft 120.00 120.00 Live Load # /ft 150.00 150.00 [Results if Mmax @ Cntr In -k' 15.2 3.1 - @x= ft! 3.04 3.63 Max @ Left End In -k 0.0 -18.1 Max @ Right End in-k -18.1 0.0 fb : Actual psi 351.6 351.6 Fb : Allowable psi 1,006.3 1,006.3 Bending OK Bending OK Shear @ Left k, 0.83 0.98 Shear @ Right k: 1.22 0.37 fv : Actual psi 38.1 29.6 Fv : Allowable psi 97.8 97.8 Shear OK Shear OK Reactions & Deflection DL @ Left kI 0.37 0.98 LL @ Left kr 0.46 1.22 Total @ Left k 0.83 2.20 DL @ Right k 0.98 0.17 LL @ Right k 1.22 0,21 Total @ Right k 2.20 0.37 . Max. Deflection In -0.044 0.004 @x= ft 3- 39 1.07 L_ ... j Query Values Location ft 0.00 0.00 • Moment in -k 0.0 -18.1 Shear k, 0.8 1.0 Deflection in 0.0000 0.0000 q h