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Specifications (2) N ■ \ t. , 3V Ttnord 2008057 00 n 1 ----"Nta, Project: No: " 1- '40Kg-6 - 2zePoS ',bp ira fl g r' " ' '' '' ', %boa , _ . t:IFL elW Or fitAkC. U i■-% q ( ii._ 12-06F., : te = icoacotk- ; 3 , [ 4 Z ______ %s =• 0 * 76 ' 0 3 ' P ; 1 F . ..-- i , 0 • 1 , z_CI)) \)4 lves Rc_. 1448Q.. ( 2 .t\ Cify Tigard \,.. 1.6 ) Approved Plans By Date •.L.. ' _ .0 s 9 \k1 7t 02 wfr 1 4 Fp 5 -- ° ' .1,6 OFFICE COPY , : + , : roal opir 0 \ #toctilfe- A - 7 9'f ts) e. wrAclit asyEt.)G r . 1 .i. • IONEllrimumm— owL 1 frAxis €" T er.c,,tansc_ I t. (.7 I I vtaecli ci • • 721 f I MI —,----! Als...4. 3 1 -- = ------ -- - . i 9 t ik. tot u' e ok - ) ilh. 7' .... LAAlw.....te. s e. \/ smciAbise_ z _ cli z # A = i 3 iv 4 411 ua + p 1 '1' — — — — -- RV Tig 9nQR057 no 9 "r4. P': oicci: No: Page: —""'"g— . f . . � e n 9. n e e r s ju biec - : B y: Dale: 56 ISMK. e nLt ut AS6 E czrA e -, 34i, 2 "i,.... . 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INERM11101■2-11■111MMIII . . .. . . ..... . . . .quir... 7 pL._ qp?orkA"-L C6vvci, RV Tigrirri 200R057 00 p.4 . 7 .. _ tena :°.';""iun'etie'ii .r,r(),;,,c, ,unject: „,c,-;.',) .',.,-gA> No: Bv: : Page: Date: r c.;' i R S• C.1C;LOvo..j. • fr LS) L'Ai t t 3 c5183, _..„..„,___ ___ ..._,.. ____ - , . • . . . • • . .. • I. 1 OF (,,L—'1 , 13 . • 1Foi . T• Lc c . • . • • L.L.—zs .. . ._(.7.,x.).C.L5r.O. . • W, ‘,2let) -- t 1,G0 = 4 2- 0 pl , . . . .. . . ... .. .. . lik LaD,p4 (1:0 -=. 2. i i3 „ 4 2S / _ t u1/4)FC., t 7Z tis5, • . , --4f,_ -- r4 4 r _4 c 'I ct• 7 74733 - / i , /.:,— Hss ----- - - ' 1 • . ' 71 ' -----1-t— S , ..-....._ „..„ .._ .,... ) i / --- , 1 i • , .1 I. ! ,-) \ . , ( i 1. / Cke&cr7 o LAJE1.1) = 1 • IN ../ 4 .' . . „ 4---6 , 4,4-/- . .._....._ . 3 t z_to .CA () 4X f) rt:.,,r0„. ---- 1) / 1 • / i 7-----=7- Cf )j- 0 ( q e- V ki EC ( F e l i )j 1 IA / ! • L/ / i 1 ......___, - i ' / . . . . t i • • • "-i')Y v N- I F-CPO - WO .” l iark(ZIISIjk) ' : , , 1 . I I TRits* 2' -• CeOO 4.1 111 1 1 , t,,---- T6,CE Cw■kk, ) , , / COLu vs1.1J ■ ,,--- L.L.-- 2,c t a 1 I i .„.--- .., , . . -4----.- --- "! , . , • 177 7 / L-t777—' , i / // . z ' ' C.PsVcc..tv't -= 1 1_7G5 *- • - . ..... . - 5k - kbc•--E: . P ,----' p.4 Lena eng5l let erg August 13, 2008 l 4 � Julia Wood iFiskl( E Litmus Design + Architecture, Ilc 206 NE 28th Avenue AUG 18 2008 Portland, OR 97232 RE: BV Tigard = 0 Fl t , ow oN PROJECT ADDRESS: 12785 SW Pacific Hwy. CITY LOG NUMBER: BUP2008 -00244 Structural Plan Check Comments Catena Project No.: 2008057.00 Dear Julia: This letter contains our responses to the structural plan check comments prepared by the City of Tigard for the Burgerville, located in Tigard, Oregon. For your convenience, we have included the plan check comment in italics preceding our response. Item #4: Provide details for blocking, strap, and attachment for drag strap at roof. Response: Reference detail 1 on sheet S 505 for blocking requirements and attachment of drag strap to roof. Item #9: Please provide design for seismic attachment of cistern. Response: We estimate that the seismic anchorage demands will be minimal; however, we are waiting on additional information from the manufacturer to conclude our analysis, and will address this item as a deferred submittal. item #10: Provide roof design and calculations for seismic and vertical loads from new HVAC Roof Pac 's. Response: Reference detail 5 on S 505 for the seismic anchorage of the new HVAC units at the roof. Calculation pages 1 and 2 verify the structural adequacy of the connection detail. Reference plan sheet S 102, which indicates that that new units are to be positioned over existing double trusses. Calculations on pages 5 through 41 verify the structural adequacy of the existing roof trusses. The existing GLB on gridline Y2 required strengthening, as shown in details 3, 6 and 7 on sheet S 505. Calculations on 42 through 48 verify the structural adequacy of strengthening scheme. All components were designed in accordance with the 2007 OCCS. ,r unnt•c:fr,c seric- of rr,latea cdt:niert• 1 1 1 1 ne tlanders street • suite 206 • portiond Oregon 97232 • 503. 467. 4980 • 1 503. 467. 4797 i ca Jena e n gSi vet e' l Item # 1 1: Provide co. detail: or connection of 5 1/8x12 GLB to 8x8 HSS column Response: . - Reference details 1 and 3 on sheet S 505 for glulam beam to HSS column connection. Calculations shown on pages 3 and 4 verify the structural adequacy of the connection in accordance with the 2007 OCCS. Additionally, calculations on pages 49 through 61 verify the adequacy of framing members and new foundation for the redesign of the entryway. All members were designed in accordance with the 2007 OSSC. We hope that this information clarifies the project documents satisfactorily. Respectfully, O w 4 1 85PE •4 \ � pit it ` nb `� i * \ E i llii !... \ XPIRES: 12/31/2c9 " John S. McDonald, S.E. • on M. Holland, P.E. Principal : . ineer C. ; ', ; ,;c ;1 t-.r if di sr -ft, k, r,t tt loft fl ,: wi,,e,:', 11 1 1 ne Flanders street • suite 206 • portiand oregon 97232 ° 503. 467. 4980 • 503. 467. 4797 k I 1 e ft RV Iincird 20()8057 00 n 1 A/ IfTh' Project: �j�yr No: age: c on s u l e tlrtp 13‘ ` ��} S.J -j __ catena ee et s Subb '�^ µ;Vi t��P Ll�d,�A•rt= 1 4.4 = 1,(oCb e — o!'°1 i4i1,. i4Z Sps� a706q P h �J T o= 110 6. 1 El 14 0' .1 , ( 2. t t LCI) VI; Fr_ 0.3yVJ *) 5 2 U 1 F? = ® 34 <trO + r k.vo (11 Lam- * } .. A .. QBL ~rest- S' 11 .(.7 I I . 1 wketli tm ci 1p. I ..... i FI T , s't2# C S1 1 ,1 ecro;sk -) q,6,7 I �-- se. \)tv#4.1Arroxy_ :- 6 2 - 4t / 1 1 - i. RV Ti nrri 7 nn 9 � 2noso5 p `` P .'aj: ^c;: V ��(,� Na. 7p�(^J Page: �' e engine ers JUbjcc: By dale SE ism< r't Ng, E cpb.TC4 ..41 . 11/P \Z ( (5 r El .." P r ..A .. 4 ,_____ N1>S d S . a nc3 Lfccv Sco: --y `IAit tl'VII w 1 olto.,...) 7 378 //, ` K C,Lit 6A, std r s aza , � ,� 3 �1 /µ. = I t . 34 3 o� �►, 3VS CZ T , } 0 i 7 . t >. A, ,nom = 3 20 C1-33 Li 25-6\4'4 ..1. zoo Cz� r SAO } 1 se of .." Fa. ¢,raaTo = 24 1 C ®_ 7 (92-S4. = 311 /34;4 a K. p.2 1 .13V Tiaard 2008057.00 p.3 C ---%,4, catena "Zr'lurt':',Y; Pr ojec 1 : No 200t5 0 5 7 ,DO . Facie: Su bjec 1 : 3‘1 r .... . . . . „ .. . . , • k i alt441.°\ dt Y- c.:;-.. 6, akktra- rq,', : k , . .. l•-. . CM) Li ' ' P (.1. ' f P , --Or . . i k - (O . ': ' TA-31 LU‘i," t7 --_ . . . „ ..„ ( ‘4" P1106 • 1 • Fur t (KA ?zor(06 ---1. 1 .2 zr 8.87FG:c . .. . att:Vi: 'PL : 11) T' . . . . ( 1 ' 1 . - 1 3 7 . - a l . ' 6 ' ' . : 7 1 . . ' ' . ' . 2: : - - ( :'71 : 1 8 P 1 C77- - • - . . . c iNz.ye. 61124, Tr F-lkIet ' Fitam P 57 ) ' ( km) fct,F.b Pi2( KU:4D GlitrACitnIt. evt,, f 1.'4 NCAT:trej ' .. — . . . . • . . . c F-.., ---0 ft ,k, 7., '4, ,.,..„ vkl ,';.,f c:,____„-F",T', : . . : Wet& err ef CitA, tfcti O T . ,,,,, itd..)to 4 • I '' . . . Ersciv 1:).(4, „treoss..,.PANAST ..... . :, ... .. . ... cF) viEc, A )K1 iT5 .Ney catrilainfla Sy Pftr "t(700 ;...,_- .goolt - NS stl (P)' NI-IT-)55 @_._ CAM T, .... i • • - 1 1 • : i . _ - r - ..- - ( I .. . . i irk ' ... ( _ FT_ pz, .• . - : * It . .. . .. . 30' 600 v , • • 01 1),L€-F,p ckp,rd , ............,4„ 2_5 pSA . IX_ Q, 1306-- Civt-o : . • . 162- Prike . . .., . . . . . . ..,. . 7 Tx.:OpferkA•9 ' 04"4, c-• r JI • ,r I, RV Tionrci 7000057 00 n.4 • /1"-----..- catena ::`;' 1 P ' Ubject: By: oc+' 74 T S No: , , Page: Date: 0 0 105 , . . . . • LL'e...4 - 11) ik- ,, ,..1) 1 U -4,.!'3 . s be ' c - -1, , A4,, .- 13 : 2 f • . • . . - - Lkii_ , -7 --6 -•'-- . .--1-- . .-,.- : 2_90 71S- . l r (o(t01) = 9 1.0 P li - . , • Rtk 4-2-C) ( -c- 2.- 7 3 3 1.7 , 4 ,. ‘ „,, e ,,, \ t-k-uc‘z 2s 1 -sDs .., . . c..„ L - B vv, • i 1 toFuve t II, TfsS, „. .. . -4.i.. • - ctt.c*c.: . -14 /17 til v ° 1 CS 7 '4733 /.--- iiss -.._ ,._... . , , .....„ . __ 2 --72 7,4 --- ‘,,- .?' 1 t (4) . _ r - - : , 1 i . .........,_ .., , 4 ' ...___ i 1 1 , „_. ___... ...„_„...,_ . ) ..I _ ... Wraltasis c i / Chp,a,c, ir7 OF u...61.-33 = 41 f .. . . , . ,. _....4.1_ -0, ,........4.4 ... 3,tho . .tfk •,„,./ :. ",,,, r ---------/- , \- /1 77; ,;••- ,t....4, () LK ID TA...W ---- . r CIA lififeTY \,, ( / IN F1 Ezil;) / 1 I L P riik_ Mc 1 k . ;'• , 1 I : i ! ( e 0 0* < Lt e ., ,, 1 ,---- T. 6, (E CWW.. _.....) I 1 i / COL_U VAIL .....- , .. . 1 i / / / / fli 11 'I / 7 H 1 ti(Ac_614 10-sT 5 :.: - / , cosvcct-r, = 1- 17S5 4- . • s Han ors.. - •-•,...,,.: ... .... :. .... .. SIMPSON HV /II :Han ., " � T� x , ° MAT ERIAL: 68 mil (14 ga) : ?, , ,r. , . ( TJC31 < '' . • r- FINISH: Galvanized from Ole 4' -,, INSTALLATION: HU series hangers may be welded to location a w.. o supporting structural steel members. t MATERiAf'p w `\1 • Use 1° weld segments equally spaced top to bottom,' ,.oEODU FINISH: GaM, o with half the segments on each side of hanger. s SPACED > 3 y z ,, iou j INSTALLAT , ' • Welds may be either_Lap Joi (on outside edge i, 1 • Can of flanges) or Flare Beve Groove (on fla nge ben Tine). f triad m ( • P ositir : = . ; :. SPREAD ! with ,a • • Max Allowable t ." Use CODE S eep ; i a Dover Load (100) ' `° ;- '," segments 3280 Flare Bevel Lap Joint '',; -1" so6ments 4855 Groove Weld Fillet Weld 'a �`:� (See Derail)? -n:; , , 1 . �e rgn loads must not 9r�eed catalog capacity for Mode! - „ spec:3c hanger u_ed. No. h 1 2. Loads assume an E -i06-d (60 ksi) filler rod. ' . ;; ; 3. CAUTION: Weldirg galvaniz,d steel may produce harmful TJC37 (fWd , ;a ; :: _ • . i lur. follow proper Adluiiig procedures and safety precautions. • Welding should be in accordance with A.W.S. standards. TJC37 (M ' code � �', - 4 i rncr ea5eo. ' , b 1. 4. Welds must confirm to the current A.W.S. D1.3 structural ' - +• we,dm code for sheetsteer . Si2" t y 5. Thi ; connection involves welding 68 mil (14 ga) to heavy ;x :' C structural steel. It should only be performed by A.W.S. certified d rr3 : j ,P 2. Allowabif;' "'',`'u '' 0 welders for each joint type. '� ` '---,4,-',. �� 6. All joist fasteners must be installed. Webs are required at side 3 n - t,_ b :' - 4 flanges of the hangers for installation of the joist fasteners. ; 7. Allowable loads shall not exceed the calculated capacity of the _. S /Dj�sF ~ fasteners or welds and shall not exceed the allowable load shown Flare Bevel in the latest edition of the Wood Construction Connectors catalog. • Groove Weld Detail " 8. The Designer shall insure that the joist member adequately • The SIDS :.r transfers load to the hanger. • � s� 9 � � framing tot; �� ' P 8. Tabulated loads are governed by tests and may not be increased. MATERIAL. ' Refer to page 12 tor additional information. 'te a a FINIS . INSTALLA ' • rrrs Connectors .. ° .;: ... ,.. : i.�.; I „ . C CODES. , �� ':� � r Secl .r - 3TB /LTB Hrtd K., ! ,f,,,-, ; s' TB and !TB bridging are a cost effective way to provide • = bracing between floor joists when compared with field fabricated M o d e ': ' blocking and clip angles with multiple fasteners. ,`' - -5" -/ TB— Tension bridging with maximum fastener e A A flexibility. e /) — 4•.0•, ';' S .,., R , Use two #10 screws of the seven screw holes at each end. r ° — L © ` ; X ,' ;; TB—Tension-type LTB— Sta fastener pattern accommodates 6' to 12° .. tee;- ,. -- ' �ti' web height. Use two #10 Screw of the holes at each end. TB 1. Ta6watiy�' >k� o;, fi''' -: � %.�� ,., • MATERIAL: L -27 mil (22 ga); TB -33 mil (20 ga) R efer w # " ; � ; FINISH: Galvanized 2. Loads r <" INSTALLATION: � I-294." I i ? '. `> ,`.�,,'; , �1 :.. . rte �" ,? : I 'ri • Bridging will fit flange widths from 1%" to 3'. .- • Reference section R505.3.3 of the International 1 _�____ -- i9pb"--- -®- '"---- -1 o „ a ny o , Residential Code (IRC). W TSR LTB20 CODE: See page 8 for Code Listing Key Chart. * TSB °e ve .N i- • BV Tigard 2008057.00 p.6 \ 1 BENTLEY Current Date: 7/23/2008 3:16 ?M - - Units system: English , File name: C:\Docurnents and Settings\jason \Desktop \BV Tigard \Existing Trusses_no MECH.trd GENERAL INFORMATION t e) - s (,4) ) [ 1A.L. "+ Global status O t Wood design code Ni75 =ASD 05 Geometry Standard Truss type TrussStaggeredPratt.tpl Geometry Description Unit Value Length [ft] 30.00 Height [ft] 2.27 Number of segments 3 Vertical ends Yes Opening [ft] 0.00 Consider parametric geometry Yes Calculate out - to-out dimensions No Supports positions Support Member type Distance Type 0 Bottom chord 0.00 Pinned 1 Bottom chord 30.00 Roller Members Pinned Member Type Description Section Material 7 K Rotation [ °] 1 bottom chord Bottom Chord 54S 2x4 DFir -L No2 No No 0 2 top chord Top Chord S45 2x4 DFir-L_No2 No No 0° 3 diagonal web Web S45 2x4 DFir -L_No2 Yes Yes 0° 4 diagonal web Web S4S 2x4 DFir -LNo2 Yes Yes 0° 5 diagonal web Web S4S 2x4 DFir -L_No2 Yes Yes 0 6 diagonal web Web 54S 2x4 DFir -L_No2 Yes Yes 0° 7 diagonal web Web 54S 2x4 DFir -LNo2 Yes Yes 0 8 diagonal web Web S4S 2x4 DFir -L No2 Yes Yes 0° 9 vertical web Vertical S45 2x4 DFir -L_No2 Yes Yes 0° 10 vertical web Vertical 545 2x4 DFir -L_No2 Yes Yes 0° 11 vertical web Vertical S4S 2x4 DFir -LNo2 Yes Yes 0 12 vertical web Vertical S45 2x4 DFir -L No2 Yes Yes 0° 13 vertical web Vertical S45 2x4 DFir -L_No2 Yes Yes 0 14 vertical web Vertical S4S 2x4 DFir -L No2 Yes Yes 0° 15 vertical web Vertical S4S 2x4 DFir -LNo2 Yes Yes 0 Load conditions Pagel p.6 ID Comb. Category Description Stiff Wei k4 Tigard 2008057.00 p.7 DL No DL Dead Load Yes S No SNOW Snow Load No SC1 Yes Service DL . DC1 Yes Design DL +S -- Concentrated loads _ . ID Status Type Direction Mrtr_ittfe Dis`,arce [<iPj • Lft] 1 DL Top chord Vertical 0.00 12.75 2 DL Top chord Vertical 0.00 17.25 Distributed loads Status Type Projection Vail Va12 Disti % DIst2 [KiP /ft] [KIP /ft] [ft] [ft] DL Top chord Vertical 0.02 0.02 0.00 No 30.00 No DL Bottom chord Vertical 0.01 0.01 0.00 No 30.00 No S Top chord Vertical 0.05 0.05 0.00 No 30.00 No TRUSS ANALYSIS Reactions Support Rx lc Ry Ic Mzz Ic [Kip] [Kip] [Kip * ft] 1 MAX 0.00 SC1 1.33 DC1 0.00 SC1 MIN 0.00 SCI 0.58 SC1 0.00 SC1 2 MAX 0.00 SC1 1.33 DC1 0.00 SC1 MIN 0.00 SC1 0.58 SC1 0.00 SC1 Member forces " 1/4 .... - - - - - - "St - . . . . . . . . . . . . . . . i . . ----."'* - . . . . . . ,,.. ,... . . ,. 6 . 1 2 : - . - ' . . . . . - ". - $ .. . . . . . . . . . i . " . . , . . . 0 .. se . - - - - ' ' ' t T v• Member Axial Shear Moment Deflection Value Ic Value Ic Value Ic Value Ic [Kip] [Kip] [Kip *ft] [in] 1 MAX 3.95 DC1 0.04 DC1 0.05 DC1 0.28 SC1 MIN 0.00 DC1 -0.04 DC1 -0.02 DC1 0.28 SC1 2 MAX -2.51 DC1 0.21 DC1 0.15 DC1 0.28 SC1 MIN -4.44 DC1 -0.21 DG1 -0.16 DC1 0.28 SC1 Paget p.7 r' 3 MAX 2.76 _ DC1 0.00 DC1 0.00 DC1 BV Tigar f 2008016 p.8 MIN 2.76 DC1 0.00 DC1 0.00 DC1 0.13 SC1 4 MAX 1.57 DC1 0.00 DC1 0.00 DC1 0.22 SC1 MIN 1.57 DC1 0.00 DC1 0.00 DC1 0.22 SC1 5 MAX 0.54 DC1 0.00 DC1 0.00 DC1 0.24 SC1 MIN 0.54 DC1 11.00 DL1 0.00 DC1 0.24 SC1 6 MAX 0.54 DC1 0.00 DC1 0.00 DC1 0.26 SCI MIN 0.54 DC1 0.30 DC1 0.00 DC1 0.26 SC1 7 MAX 1.57 DC1 , . 0.00 I )C1 0.00 DC1 0.23 SCI MIN 1.57 DC1 0.00 DC1 0.00 DC1 0.23 SC1 8 MAX 2.76 DC1 0.00 DC1 0.00 DC1 0.15 SC1 MIN 2.76 DC1 0.00 DC1 0.00 DC1 0.15 SC1 9 MAX -1.06 DC1 0.00 DC1 0.00 DC1 0.05 SC1 MIN -1.06 DC1 0.00 DC1 0.00 DC1 0.05 SC1 10 MAX -0.57 DC1 0.00 DC1 0.00 DC1 0.03 SC1 MIN -0.57 DC1 0.00 DC1 0.00 DC1 0.03 SC1 11 MAX -0.36 DC1 0.00 DC1 0.00 DC1 0.02 SC1 MIN -0.36 DC1 0.00 DC1 0.00 DC1 0.02 SC1 12 MAX -0.57 DC1 0.00 DC1 0.00 DC1 0.03 SC1 MIN -0.57 DC1 0.00 DC1 0.00 DC1 0.03 SC1 13 MAX -1.06 DC1 0.00 DC1 0.00 DC1 0.04 SC1 MIN -1.06 DC1 0.00 DC1 0.00 DC1 0.04 SC1 14 MAX -1.29 DC1 0.00 DC1 0.00 DC1 0.05 SC1 MIN -1.29 DC1 0.00 DC1 0.00 DC1 0.05 SC1 15 MAX -1.29 DC1 0.00 DC1 0.00 DC1 0.04 SC1 MIN -1.29 DC1 0.00 DC1 0.00 DC1 0.04 SC1 TRUSS DESIGN SUMMARY Member Description Ratio 1 Bottom Chord 0.79 - I 2 Top Chord 0.99 14 Vertical 0.20 I 8 Web 0.50 = DESIGN IN DETAIL BY SEGMENT 2 21 tm 22 23 N 24 co 25 in 8 1 16 17 18 19 20 Segment 18 (Bottom Chord) Design status OK Page3 p.8 13 \, Tigard 2008057.00 p.9 PROPERTIES Section : S4S 2x4 ETS-cienr-n#4,0 . /04 , . . , . . . Pletialttlii*4 . 1 , . . : Width (b) 1.50 [in] Height (d) 3.50 [in] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [in2] 5.25 Moment of Inertia (principal axes) (I') [in4] 5.36 0.98 Elastic section modulus (S) [in3] 3.06 1.31 Material : DFir-L_No2 Properties Value Type: Lumber Species: Douglas Fir-Larch Grade: No.2 Coefficient of variation: 0.25 DESIGN CRITERIA Description - Unit Value Temperature: -- T<=100F Moisture conditions: -- Dry Wood: -- Unindsed Repetitive member: -- Yes Type: . -- Beam , End notches at top: -- Bottom N otch length: [in] 0.00 N otch depth: [in] 0.00 Description Unit Major axis Minor axis ., Physical length . [if] 5.00 Effective length for bending (Le) [ft] 0.00 Unbraced length for bending .(Lu) [ft] 5.00 Unbraced compression length (Lx, Ly) [ft] 5.00 5.00 Effective length factor (K) -- 1.00 1.00 Lateral bracing -- Yes Yes Bearing length (Lb) [in] 0.50 Length between inflection points (Li) [ft] 5.00 SERVICE CONDITIONS Verification Unit Value Ctrl EQ Reference • , Deflection in compression and/or bending -- -0.28 SC1 at 22.50% DESIGN CHECKS DESIGN FOR TENSION *1 . , Page4 p.9 i i BV Tigard 2008057.00 p.10 Ratio • 0.70 Capacity 1.08 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.75 [Kip /in2] Reference : (Sec. 3.8) Intermediate results . • Unit Value Reference Axial design value for tension (Ft) U [Kip /in2] 0.58 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Size factor (CFt) -- 1.50 (Sec. 4.3.6) Incising factor (GFt) -- 1.00 (Sec. 4.3.8) Tension axial force (P +) [Kip] 3.95 DESIGN FOR COMPRESSION J Ratio 0.00 Capacity 0.40 [K 1p /in2] Ctrl Eq. : "DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.6.3) Intermediate results Unit Value Reference Axial design value for compression (Fc) [Kip /in2] 1.35 Duration factor (CD) -- . 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Size factor (CF) -- 1.15 (Sec. 4.3.6) Incising factor (Ci) -- 1.00 (Sec. 4.3.8) Column stability factor (CP) -- 0.21 (Eq. 3.7 -1) Compression axial force (P -) [Kip] 0.00 Modulus of elasticity for stability (Emin) [Kip /in2] 580.00 Adjusted modulus of elasticity for stability (Emin') [Kip /in2] 814.30 Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Incising factor (Ci) - -- 1.00 (Sec. 4.3.8) Budding stiffness factor (CT) -- 1.40 (Sec. 4.4.2) Critical buckling design value (FcE1) [Kip /in2] 2.28 (Sec. 3.9.2) Critical buckling design value (FcE2) [Kip /in2] 0.42 (Sec. 3.9.2) DESIGN FOR FLEXURE d Malin axis bending Ratio 0.10 Capacity 1.89 [Kip /in2] Ctri Eq. : DC1 at 50.00% Demand 0.19 [Kip /in2] Reference : (Sec. 3.3) Intermediate results Unit Value Reference 13endina design value (Fb) [Kip /in2] 0.90 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Stability Factor (CL) -- 0.98 (Sec. 3.3.3) Size factor (CF) -- 1.50 (Sec. 4.3.6) Incising factor (Ci) -- 1.00 (Table 4.3.8) Repetitive member factor (Cr) -- 1.15 (Sec. 4.3.9) Bending moment (Mxx) [Kip *ft] 0.05 Slenderness Ratio (RB) - 13.10 (Eq. 3.3 -5) Critical buckling design value (FbE) [Kip /in2] 5.69 (Sec. 3.3.3.8) Minor axis bending Page5 p.10 Ratio : 0.00 EV Tigard 2008057.00 p.11 ' Capacity : 2.13 [Kip/in2] Ctrl aq. : DC1 at 0.00% Demand : 0.00 [Kip/in2] Reference : (Sec. 3.3) . . Intermediate results Unit Va:LIE Reference . . . Bending design value (Fbvv) [r0p/in2] 0.90 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Stability Factor (CL) -- I ,00 . (Sec. 3.3.3) Size factor (CF) -- 1.5 (Sec. 4.3.6) Flat use factor (Cfu) -- 1.10 (Sec. 4.3.7) Incising factor (Ci) -- 1.00 (Table 4.3.8) Repetitive member factor (Cr) -- 1.15 (Sec. 4.3.9) Bending moment (Myv) [Kip*ft] 0.00 , DESIGN FOR SHEAR V Minor axis shear Ratio : 0.05 Capacity : 0.23 [Kip/in2] Ctrl Eq. : DC1 at 100.00% Demand : 0.01 [Kip/in2] Reference : (Sec. 3.4) i ■ Intermediate results Unit Value Reference Shear desian value (Fv) [Kip/in2] 0.1B Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) - 1.00 (Sec. 4.3.3) Temperature factor (Ct) - 1.00 (Sec. 2.3.3) Incising factor (Ci) - 1.00 (Table 43.8) Shear Force (Vv) [Kip] 0.04 Notch factor (CN) -- 1.00 (Sec. 3.4.3) Major axis shear Ratio : 0.00 Capacity : 0.23 [Kip/1n2] Ctrl Eq. : DC1 at 0.00% Demand : 0.00 [Kip/in2] Reference : (Sec. 3.4.2) .. Intermediate results Unit Value Reference Shear desian value (Fv) [Kip/in2] 0.18 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3/5.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Incising factor (Ci) -- 1.00 (Table 4.3.8) . Shear Force (Vy) [Kip] 0.00 t DESIGN FOR TORSION V , , ' ; Ratio : 0.00 Capacity : 0.15 [Kip/in2] Ctrl Eq. : DC1 at 0.00% Demand : 0.00 [Kip/in2] Reference : (WEC-H) Intermediate results Unit Value Reference Torsion desian value (Fvt) [Kip/in2] 0.12 Torsion moment (Mtor) [Kip*ft] 0.00 > Page6 p.11 ., . . BV Tigard 2008057.00 p.12 DESIGN FOR BEARING (nformative) Intermediate results Unit Value Reference Maximum reaction (Rmax) - , -, - ' [Kip) 1.46 (Sec. 3.10.3) Load angle (0) -- 0.00 Axial design value for compression (Fc*) [Kip/in2] 1.94 Comp, design value perpendicular to grain (Fcp) [Kip/in2] 0.63 Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) ' - - -- 1.00 (Sec. 2.3.3) . Incising factor (Ci) .. . -- 1.00 (Sec. 4.3.8) Bearing area factor (Cb) -- 1.75 (Eq. 3.10-2) INTERACTION V • Combined axial and bending interaction value Ratio : 0.79 Ctrl Eq. DC1 at 50.00% Reference (Eq. 3.9-1) CRITICAL STRENGTH RATIO */ Ratio : 0.79 Ctrl Eq. : DC1 at 50.00% Reference : (Eq. 3.9-1) . . Segment : 24 (Top Chord) Design status : OK PROPERTIES Section : S4S 2x4 v;, Iii. klYriiii I Width (b) 1.50 [in) Height (d) 3.50 [in] Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [in2] 5.25 Moment of Inertia (principal axes) (I') [in4] 5.36 0.98 Elastic section modulus (5) [in3J 3.06 1.31 • Material : DFir-L_No2 • Properties Value Type: Lumber Species: Douglas Fir-Larch Grade: No.2 Coefficient of variation: 0.25 . . Page7 p.12 bV •igard 2008057.00 p.13 DESIGN CRITERIA . . Description Unit Value Temperature: -- T.e=i100F -- . - - - Moisture conditions: -- Dry Wood: -- Ur.incised Repetitive member: -- Yes Type: -- Beam 1 End notches at top: -- Bottom t Notch length: [ir] C.00 Notch depth: [in] C.00 1 Description Unit Major axis Minor axis . 1 Physical length [ft] 5.00 Effective length for bending (Le) [ft] 0.00 Unbraced length for bending (Lu) [ft] 5.00 t Unbraced compression length (Lx, Ly) [ft) 5.00 0.50 t Effective length factor (K) -- 1.00 1.00 Lateral bracing -- Yes Yes Bearing length (Lb) [in] 0.50 Length between inflection points (Li) [ft] 5.00 1 t i 1 SERVICE CONDITIONS g F Verification Unit Value Ctrl EQ Reference Deflection in compression and/or bending -- -0.24 SC1 at 0.00% g 1t DESIGN CHECKS DESIGN FOR TENSION V 1 il Ratio : 0.00 , Capacity : 1.08 [Kip/in2] Ctrl Eq. : DC1 at 0.00% ; Demand : 0.00 [Kip/in2] Reference : (Sec. 3.8) ri I Intermediate results Unit Value Reference l' Axial desian value for tension (Ft). [Kip/1n2] 0.58 R Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Size factor (CFt) -- 1.50 (Sec. 4.3.6) Incising factor (CiFt) - 1.00 (Sec. 4.3.8) Tension axial force (P+) [Kip] 0.00 DESIGN FOR COMPRESSION i 1 Ratio : 0.60 Capacity : 1.24 [Kip/in2] Ctrl Eq. : DC1 at 0.00% Demand : -0.75 [Kip/in2] Reference : (Sec. 3.6.3) E t 11 Intermediate results Unit Value Reference Axial design value for compression (Fc) [Kip/in2] 1.35 Duration factor (CD) -- 1.25 (Table 2.3.2) U Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) - -- 1.00 (Sec. 2.3.3) Size factor (CF) -- 1.15 (Sec. 4.3.6) Page8 1 p . 1 3 ti I Incising factor (Ci) -- 1.00 B908057.00 p.14 Column stability factor (CP) -- 0.64 (Eq. 3.7 -1) Compression axial force (P -) [Kip] -3.95 Modulus of elasticity for stability (Emin) [Kip /in2] 580.00 Adjusted modulus of elasticitvjQutjlity (Em_n)) [Kip /in2] 603.44 Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) • Incising factor (Ci) -- 1:00 (Sec. 4.3.8) . Buckling stiffness factor (CT) -- 1.04 (Sec. 4.4.2) Critical buckling design value (FcE1) [Kip /in2] 1.69 (Sec. 3.9.2) Critical buckling design value (FcE2) " [Kip /in2] 31.00 (Sec. 3.9.2) DESIGN FOR FLEXURE ✓ Maior axis bending Ratio 0.35 Capacity 1.87. [Kip /in2] Ctrl Eq. : DC1 at 100.00% • Demand 0.64 [Kip /in2] Reference : (Sec. 3.3) Intermediate results Unit Value Reference Bending design value (Fb) [Kip /in2] 0.90 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Stability Factor (CL) -- 0.96 (Sec. 3.3.3) Size factor (CF) -- 1.50 (Sec. 4.3.6) Incising factor (Ci) -- 1.00 (Table 4.3.8) Repetitive member factor (Cr) -- 1.15 (Sec. 4.3:9) Bending moment (Mxx) ' [Kip *ft] -0.16 Slenderness Ratio (R8) -- 13.11 (Eq. 3.3 -5) Critical buckling design value (FbE) [Kip /in2] 4.22 (Sec. 3.3.3.8) Minor axis bending Ratio 0.00 Capacity . 2.13 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.3) Intermediate results Unit Value Reference Bending design value (Fbyv) [Kip /in2] 0.90 Duration factor (CD) - 1.25 (Table 2.3.2) Wet.service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) . Stability Factor (CL) -- 1.00 (Sec. 3.3.3) Size factor (CF) -- 1.50 (Sec..4.3.6) Flat use factor (Cfu) - 1.10 (Sec. 4.3.7) Incising factor (Ci) -- 1.00 (Table 4.3.8) Repetitive member factor (Cr) -- 1.15 (Sec. 4.3.9) Bending moment (Mw) [Kip *ft] 0.00 DESIGN FOR SHEAR It Minor axis shear Ratio 0.24 Capacity 0.23 [Kip /in2] Ctrl Eq. : DC1 at 100.00% Demand 0.05 [Kip /in2] Reference : (Sec. 3.4) Page9 p.14 _A EN Tigard 2008057.00 p.15 Intermediate results Unit Value Reference Shear design value (Fv) [Kip/in2J 0.18 Duration factor (CD) - 1.25 (Table 2.3.2) Wet service factor (CM) _ . LOC (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Incising factor (Ci) - 1.00 (Table 4.3.8) Shear Force (Vv) [lOp] 0.19 Notch factor (CN) -- 1.00 (Sec. 3.4.3) , . , 1 - Maior axis shear Ratio : 0.00 Capacity : 0.23 [Kip/in2] Ctrl Eq. : DCI at 0.00% Demand : 0.00 [Kip/in2] Reference : (Sec. 3.4.2) Intermediate results Unit Value Reference Shear design value (Fv) [Kip/in2] 0.18 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) - 1.00 (Sec. 4.3.3/5.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Incising factor (Cl) - 1.00 (Table 4.3.8) Shear Force (VY) [Kip] 0.00 DESIGN FOR TORSION V Ratio : 0.00 Capacity : 0.15 [Kip/in2] Ctrl Eq. : DC1 at 0.00% Demand : 0.00 [Kip/in2] Reference : (WEC-H) Intermediate results Unit Value Reference Torsion design value (Fvt) [Kip/in2] 0.12 Torsion moment (Mtor) [Kip*ft] 0.00 DESIGN FOR BEARING (informative) Intermediate results Unit Value Reference Maximum reaction (Rmax) . [Kip] 1.46 (Sec. 3.10.3) Load angle (0) -- 0.00 Axial design value for compression (Fc*) [Kip/in2] 1.94 Comp. design value perpendicular to grain (Fcp) [Kip/1n2] 0.63 Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Incising factor (Ci) -- 1.00 (Sec. 4.3.8) Bearing area factor (Cb) -- 1.75 (Eq. 3.10-2) INTERACTION V Combined axial and bending interaction value Ratio : 0.99 : Ctrl Eq. DC1 at 100.00% Reference (Eq. 3.9-3) : CRITICAL STRENGTH RATIO V _ .!. i Pagel0 • z p.15 i , BV Tigard 2008057.00 p.16 Ratio 0.99 ', Ctrl Eq. DC1 at 100.00% Reference : (Eq. 3.9 -3) Segment 14 (Ve:tica!) Design status CK PROPERTIES Section : S4S 2x4 • 7',T,',----*:*Iti,-Nj .g op .....,,„, „0,,,, ,t, ft, - ,-,-N6 Width (b) 1.50 [in] Height (d) 3.50 [in] Section properties Unit Major axis Minor axis Full unreduced cross- sectional area (A) [in2] 5.25 Moment of Inertia (principal axes) (I') [in4] 5.36 0.98 Elastic section modulus (5) [1n3] 3.06 1.31 Material : DFir -L Not Properties Value Type: Lumber Species: Douglas Fir -Larch Grade: No.2 Coefficient of variation: 0.25 DESIGN CRITERIA Description Unit Value Temperature: -- T < =100F Moisture conditions: -- Dry Wood: -- Unindsed Repetitive member: -- Yes . Type: -- Column End notches at top: -- Bottom Notch length: [in] 0.00 Notch depth: [in] 0.00 Description Unit Major axis Minor axis Physical length [ft] 2.27 Effective length for bending (Le) [ft] 0.00 Unbraced length for bending (Lu) [ft] 2.27 Unbraced compression length (Lx, Ly) [ft] 2.27 2.27 Effective length factor (K) — 1.00 1.00 Lateral bracing — Yes Yes Bearing length (Lb) [in] 0.50 Length between inflection points (Li) [ft] 2.27 Pagell p.16 • SERVICE CONDITIONS by ",igard 2008057.00 p.17 Verification Unit Value Ctrl EQ Reference Deflection in compression and /or bending -- -0.C5 SC1 a: 100.00 °0 DESIGN CHECKS DESIGN FOR TENSION 1/ Ratio 0.00 Capacity 1.08 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.8) Intermediate results Unit Value Reference Axial design value for tension (Ft) [Kip /in2] 0.58 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) - 1.00 (Sec. 2.3.3) Size factor (CFt) -- 1.50 (Sec. 4.3.6) Incising factor (CiFt) -- 1.00 (Sec. 4.3.8) Tension axial force (P +) [Kip] 0.00 DESIGN FOR COMPRESSION d Ratio 0.20 Capacity 1.25 [Kip /in2] Ctrl Eq. : DC1 at 0.00% i Demand -0.25 [Kip /in2] Reference : (Sec. 3.6.3) € Intermediate results U nit Value Reference Axial design value for compression (Fc) [Kip /in2] 1.35 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Size factor (CF) -- 1.15 (Sec. 4.3.6) Incising factor (Ci) -- 1.00 (Sec. 4.3.8) Column stability factor (CP) -- 0.65 (Eq. 3.7 -1) Compression axial force (P -) [Kip] -1.29 Modulus of elasticity for stability (Emin) [Kip /in2] 580.00 Adjusted modulus of elasticity for stability (Emin') [Kip /in2] 686.42 Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- " 1.00 (Sec. 2.3.3) Incising factor (Ci) -- 1.00 (Sec. 4.3.8) Buckling stiffness factor (CT) -- 1.18 (Sec. 4.4.2) Critical buckling design value (FcE1) [Kip /in2] 9.31 (Sec. 3.9.2) Critical buckling design value (FcE2) [Kip /in2] 1.71 (Sec. 3.9.2) i DESIGN FOR FLEXURE V Major axis bending Ratio 0.00 • Capacity 1.67 [10p /in2] Ctrl Eq. DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.3) Page12 p.17 1 BV Tigard 2008057.00 p.18 Intermediate results Unit Value Reference Bending design value (Fb) [Kip /in2] 0.90 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) - -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Stability Factor (CL) -- 0.99 (Sec. 3.3.3) Size factor (CF) -- 1.50 (Sec. 4.3.6) Incising factor (Ci) -- 1.00 (Table 4.3.8) Repetitive member factor (Cr) -- 1.00 (Sec. 4.3.9) Bending moment (Mxx) [Kip *ft] 0.00 Slenderness Ratio (RB) - 9.24 (Eq. 3.3 -5) Critical buckling design value (FbE) [Kip /in2] 9.64 (Sec. 3.3.3.8) Minor axis bending Ratio 0.00 . Capacity 1.86 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.3) Intermediate results Unit Value Reference Bending design. value (Fbvv) [Kip /in2] 0.90 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Stability Factor (CL) - 1.00 (Sec. 3.3.3) Size factor (CF) - 1.50 (Sec. 4.3.6) Flat use factor (Cfu) - 1.10 (Sec. 4.3.7) Incising factor (Ci) -- 1.00 (Table 4.3.8) Repetitive member factor (Cr) -- 1.00 (Sec. 4.3.9) Bending moment (Mvv) [Kip *ft] 0.00 ffi DESIGN FOR SHEAR 1I Minor axis shear Ratio 0.00 Capacity 0.23 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.4) • Intermediate results Unit Value Reference Shear design value (Fv) [Kip /in2] • 0.18 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) - 1.00 (Sec. 2.3.3) Incising factor (Ci) - 1.00 (Table 4.3.8) Shear Force (Vv) [Kip] 0.00 Notch factor (CN) -- 1.00 (Sec. 3:4.3) Major axis shear • Ratio 0.00 Capacity 0.23 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.4.2) . Pagel3 p.18 t . ' EN =igard 2008057.00 p 19 Intermediate results Unit Vabe reference ! Shear design value (Fv) [Kip/in2] 0.18 Duration factor (CD) 1.25 (Table 2.3.2) Wet service factor (CM) __ 1.00 (Sec. 4.3.3/5.3.3) Temperature factor (Ct) -- 1.0 (Sec. 2.3.3) Incising factor (Ci) -- 1.00 (Table 4.3.8) Shear Force (Vv) [Kip] 0.00 DESIGN FOR TORSION V Ratio : 0.00 Capacity : 0.15 [Kip/in2] Ctrl Eq. : DC1 at 0.00% Demand : 0.00 [Kip/in2] Reference : (WEC-H) Intermediate results Unit Value Reference Torsion design value (Fvt) [Kip/in2] 0.12 Torsion moment (Mtor) [Kip*ft] 0.00 ' DESIGN FOR BEARING (informative) Intermediate results Unit Value Reference • i Maximum reaction (Rmax) [Kip] 1.46 (Sec. 3.103) Load angle (8) -- 0.00 ! Axial design value for compression (Fc*) [Kip/in21 1.94 Comp. design value perpendicular to grain (Fco) [Kip/in2] 0.63 Wet service factor (CM) -- 1.00 (Sec. 4.3.3) 1 Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Incising factor (Ci) -- 1.00 (Sec. 4.3.8) Bearing area factor (Cb) -- 1.75 (Eq. 3.10-2) INTERACTION 4 Combined axial and bendinn interaction value : Ratio : 0.04 i Ctrl Eq. DC1 at 0.00% Reference (Eq. 3.9-3) CRITICAL STRENGTH RATIO It ', Ratio : 0.20 Ctrl Eq. : DC1 at 0.00% Reference : (Sec. 3.6.3) Segment : 8 (Web) Design status : OK PROPERTIES Section : S4S 2x4 : - Page14 p.19 = n h * BV Tigard 2008057.00 p.20 g t •r / J o at. Width (b) 1.50 [in] Height (d) 3.50 [.n] Section properties Unit Major axis Minor axis Full unreduced cross- sectional area (A) [in2] 5.25 Moment of Inertia (principal axes) (P) [in4] 5.36 0.98 Elastic section modulus (5) [in3] 3.06 1.31 Material : DFir -L Not Properties Value Type: Lumber Species: Douglas Fir -Larch Grade: No.2 Coefficient of variation: 0.25 DESIGN CRITERIA Description Unit Value Temperature: -- T < =100F Moisture conditions: -- Dry Wood: -- Unincised Repetitive member: -- Yes Type: -- Beam End notches at top: -- Bottom Notch length: [in] 0.00 Notch depth: [in] 0.00 Description Unit Major axis Minor axis Physical length [ft] 5.49 Effective length for bending (Le) [ft] 0.00 Unbraced length for bending (Lu) [ft] 5.49 Unbraced compression length (Lx, Ly) [ft] 5.49 5.49 Effective length factor (K) — 1.00 1.00 Lateral bracing -- Yes Yes Bearing length (Lb) [in] 0.50 Length between inflection points (Li) [ft] 5.49 SERVICE CONDITIONS Verification Unit Value Ctrl EQ Reference Deflection in compression and /or bending -- -0.15 SC1 at 0.00% DESIGN CHECKS DESIGN FOR TENSION V Ratio 0.49 Capacity 1.08 [Kip /in2] Ctrl Eq. : DC1 at 100.00% Demand 0.53 [Kip /in2] Reference : (Sec. 3.8) Pagel5 p.20 bV_iiaard 2008057.00 p.21 Intermediate results Unix Valve Peference Axial design value for tension (Ft) [Kip /in2] 0.58 Duration factor (CD) - 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.01. (Sec. 4.3.3) Temperature factor (Ct) -- 1.06 (iec. 2.3.3) Size factor (CFt) - 1.50 (Sec. 4.3.6) Incising factor (CiFt) -- 1.00 (Sec. 4.3.8) Tension axial force (P +) [Kip] 2.76 DESIGN FOR COMPRESSION d • Ratio 0.00 Capacity 0.34 [Kip /in2] CM Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.6.3) Intermediate results Unit Value Reference Axial design value for compression (Fc) [Kip /in2] 1.35 Duration factor (CD) - 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3:3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Size factor (CF) -- 1.15 (Sec. 4.3.6) Incising factor (Ci) -- 1.00 (Sec. 4.3.8) Column stability factor (CP) -- 0.18 (Eq. 3.7 -1) Compression axial force (P -) [Kip] 0.00 Modulus of elasticity for stability (Emin) [Kip /in2] 580.00 Adjusted modulus of elasticity for stability (Ervin') [Kip /in2] 837.46 Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec.. 2.3.3) Incising factor (Cl) -- 1.00 (Sec. 4.3.8) Buckling stiffness factor (CT) -- 1.44 (Sec. 4.4.2) Critical buckling design value (FcE1) [Kip /in2] 1.94 (Sec. 3.9.2) Critical buckling design value (FcE2) [Kip /in2] 0.36 (Sec. 3.9.2) DESIGN FOR FLEXURE If Major axis bending Ratio 0.01 Capacity 1.89 [Kip /in2] Ctrl Eq. : DC1 at 50.00% Demand 0.02 [Kip /in2] Reference : (Sec. 3.3) Intermediate results Unit Value Reference Bending design value (Fb) [Kip /in2] 0.90 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Stability Factor (CL) -- 0.97 (Sec. 3.3.3) Size factor (CF) -- 1.50 (Sec. 4.3.6) Incising factor (Ci) -- 1.00 (Table 4.3.8) Repetitive member factor (Cr) -- 1.15 (Sec. 4.3.9) Bending moment (Mxx) [Kip *ft] 0.00 Slenderness Ratio (RB) -- 13.73 (Eq. 3.3 -5) Critical budding design value (FbE) [Kip /in2] 5.33 (Sec. 3.3.3.8) Minor axis bending Ratio 0.00 Capacity 2.13 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.3) Pagel6 p.21 f .i . , BV Tjggird 2008057.00 p.22 Intermediate results - .. -: Unit Value Reference Bending design value (Fbvvl [Kip/in2] 0.90 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) .Stability Factor (CL) -- 1.00 (Sec. 3.3.3) Size factor (CF) -- 1.50 . (Sec. 4.3.6) Flat use factor (Cfu) -- 1.10 (Sec. 4.3.7) Incising factor (Ci) - 1.00 (Table 4.3.8) Repetitive member factor (Cr) -- 1.15 (Sec. 4.3.9) • , Bending moment (Myv) [Kip*ft] 0.00 DESIGN FOR SHEAR v" Minor axis shear Ratio : 0.00 Capacity : 0.23 [Kip/in2] Ctrl Eq. : DC1 at 100.00% Demand : 0.00 [Kip/in2] Reference : (Sec. 3.4) Intermediate results Unit Value Reference Shear design value (Fv) [IQp/in2] 0.18 Duration factor (CD) -- 1.25 (Table 23.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Incising factor (Ci) -- 1.00 (Table 4.3.8) Shear Force (Vy) [Kip] 0.00 Notch factor (CN) -- 1.00 (Sec. 3.4.3) I Major axis shear 1 Ratio : 0.00 Capacity : 0.23 [Kip/1n2] Ctrl Eq. : DC1 at 0.00% Demand : 0.00 [Kip/in2] Reference : (Sec. 3.4.2) Intermediate results Unit Value Reference Shear design value (Fv) [IGp/in2] 0.18 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) - 1:00 (Sec. 4.3.3/5.3.3) Temperature factor (Ct) - 1.00 (Sec. 2.3.3) Incising factor (Ci) -- 1.00 (Table 4.3.8) Shear Force (Vv) [Kip] 0.00 DESIGN FOR TORSION d' . Ratio : 0.00 Capacity : 0.15 [Kip/in2] Ctri Eq. : DC1 at 0.00% Demand : 0.00 [Kip/in2] Reference : (WEC-H) Intermediate results Unit Value Reference Torsion design value (Fvt) [Kip/in2] 0.12 Torsion moment (Mtor) [Kip*ft] 0.00 DESIGN FOR BEARING (informative) Page17 p.22 I I hV .!gard 2008057 00 p.23 Intermediate results Unrt Valle reference Maximum reaction (Rrnax) [Kip] 1.46 (Sec. 3.10.3) Load angle (0) 0.0n Axial design value for compression (Fc*) [Xip/ii2) Comp. design value perpendicular to drain (Fcp) [K•p/inr, 0.62, Wet service factor (CM) 1.00 (Sec, 4.3.3) Temperature factor (Ct) 1.00 (Sec. 2.3.3) Incising factor (Ci) 1.00 (Sec. 4.3.8) Bearing area factor (Cb) 1.'5 (Eq. 3.10-2) INTERACTION Combined axial and bendino interaction value Ratio : 0.50 Ctrl Eq. DC1 at 50.00% Reference (Eq. 3.9-1) CRITICAL STRENGTH RATIO Ratio : 0.50 Ctrl Eq. : DC1 at 50.00% Reference : (Eq. 3.9-1) Pagel8 p.23 • ��►►��++rr BV Tigard 2008057.00 p.24 A BENTLEY LEY Current Date: 8/7/2008 11:58 'M - Units system: English File name: C: \Documents and Settings \jason \Desktop \BV Tigard\Existing Trusses_MECH_DBL.trd GENERAL INFORMATION Ft— -- f4A.Y . ES 14 G1 Global status • e •)K -a ,7 Wood design code N ). - ASD:b5 Geometry Standard Truss type TrussStaggeredPratt.tpl Geometry Description Unit Value Length [ft] 30.00 Height [ft] 2.27 Number of segments 3 Vertical ends Yes Opening [ft] 9.00 Consider parametric geometry No Calculate out - to-out dimensions No Supports positions Support Member type Distance Type 0 Bottom chord 0.00 Pinned 1 Bottom chord 30.00 Roller Members Pinned Member Type Description Section Material .3 K Rotation j °] 1 bottom chord Bottom Chord S4S 2x4 DFir -L No2 No No 0° 2 top chord Top Chord S4S 2x4 DFir -L No2 No No 0° 3 diagonal web Web S4S 2x4 DFir -LNo2 Yes Yes 0° 4 diagonal web Web S4S 2x4 DFir -L No2 Yes Yes 0° 5 diagonal web Web S4S 2x4 DFir-L_No2 Yes Yes 0 °. 6 diagonal web Web S4S 2x4 DFir -L No2 Yes Yes 0° 7 diagonal web Web S4S 2x4 DFir -L_No2 Yes Yes 0° 8 diagonal web Web S4S 2x4 DFir -L No2 Yes Yes 0° 9 vertical web Vertical S4S 2x4 DFir -L_No2 Yes Yes 0° 10 vertical web Vertical S4S 2x4 DFir -L No2 Yes Yes 0° 11 vertical web Vertical S4S 2x4 DFir -L_No2 Yes Yes 0° 12 vertical web Vertical S4S 2x4 DFir -L_No2 Yes Yes 0° 13 vertical web Vertical S4S 2x4 DFir -L_No2 Yes Yes 0° 14 vertical web Vertical S4S 2x4 DFir-L_No2 Yes Yes 0° 15 vertical web Vertical 545 2x4 DFir -L No2 Yes Yes 0° Load conditions Pagel p.24 z i . , •.igard 2008057.00 p.25 ID Comb. Category Description S;elf Weir1r DL No DL Dead Load Yes S No SNOW Snow Load No M No DL MECH LOAD ' . . - No SC1 Yes Service DL -- DC1 Yes Design DL+S • . • _ DC2 Yes Design DL+S+M _, i , ... ( Concentrated loads . . ,- - ID Status Type Direction Magnitude Distance [KiI)] [ft] . 1 M Top chord Vertical 0.40 1.25 Distributed loads 1 i Status Type Projection Vail Va12 Disti % .Dist2 % [ [KlP/ft] [ftl [ft] DL Top chord Vertical • 0.01 0.01 0.00 No 30.00 No DL Bottom chord Vertical • -0.01 0.01 0.00 No 30.00 No • .1 S Top chord Vertical 0.03 0.03 . 0.00 No 30.00 No TRUSS ANALYSIS Reactions .........................................., ._,..................„..................... ..................,_........................ _...........,............................„. „................„...................... 1 Support Rx Ic Ry Ic Mzz Ic IWO [Kip] ItUP*ftl 1 MAX 0.00 SC1 0.88 DC2 0.00 SC1 MIN 0.00 SC1 0.31 SC1 0.00 SC1 2 MAX - 0.00 SC1 0.88 DC2 0.00 SC1 MIN 0.00 SC1 0.31 SC1 0.00 SC1 Member forces 4:: e::, e... MI 7 ..................... 2,..l ....-..... c, . Y Member Axial Shear Moment Deflection Value Ic Value Ic Value Ic Value Ic [KIP) [KW] POP [in] 1 MAX 2.88 DC2 0.02 DC2 0.03 DC2 0.15 SC1 MIN 0.00 DC2 -0.02 DC2 ' 0.00 DC2 0.15 SC1 Page2 p.25 1 2 MAX -1.69 . : DC2 0.09 DC1 _ 0.11 DC1 BV Tign1 p.26 MIN -3.57 DC2 0.09 DC2 0.00 DC2 0.15 SC1 3 MAX 1.86 DC2 0.00 DC2 0.00 DC2 0.07 SC1 MIN 1.86 D.:2 0.00 DC1 0.00 DC1 0.07 SC1 4 MAX 1.31 DC2 C.00 CC2 0.00 DC2 0.11 SC1 MIN 1.31 DC2 G.00 DL2 0.00 DC2 0.11 SC1 5 MAX 0.76 DC2 0.00 DC2 0.00 DC2 0.13 SC1 MIN 0.76 C.:2 0.10 CC2 0.00 DC1 0.13 SC1 6 MAX 0.76 p"„2 P.U0 i'C1 0.00 DC1 0.14 SC1 MIN 0.76 DC2 0.00 DC2 0.00 DC2 0.14 SC1 7 MAX 1.31 DC2 0.00 DC2 0.00 DC1 0.12 SC1 MIN 1.31 DC2 0.00 DC2 0.00 DC2 0.12 SC1 8 MAX 1.86 DC2 0.00 DC2 0.00 DC1 0.08 SC1 MIN 1.86 DC2 0.00 DC2 0.00 DC2 0.08 SC1 9 MAX -0.72 DC2 0.00 DC2 0.00 DC2 0.02 SC1 MIN -0.72 DC2 0.00 DC2 0.00 DC2 0.02 SC1 10 MAX -0.50 DC2 0.00 DC2 0.00 DC2 0.02 SC1 MIN -0.50 DC2 0.00 DC2 0.00 DC2 0.02 SC1 11 MAX -0.58 DC2 0.00 DC2 0.00 DC2 0.01 SC1 MIN -0.58 DC2 0.00 DC2 0.00 DC2 0.01 SC1 12 MAX -0.50 DC2 0.00 DC2 0.00 DC2 0.02 SC1 MIN -0.50 DC2 0.00 DC2 0.00 DC2 0.02 SC1 13 MAX -0.72 DC2 0.00 DC2 0.00 DC2 0.02 SC1 MIN -0.72 DC2 0.00 DC2 0.00 DC2 0.02 SC1 14 MAX -0.86 DC2 0.00 DC2 0.00 DC2 0.03 SC1 MIN -0.86 DC2 0.00 DC2 0.00 DC2 0.03 SC1 15 MAX -0.86 DC2 0.00 DC2 0.00 DC2 0.02 SC1 MIN -0.86 DC2 0.00 DC2 0.00 DC2 0.02 SC1 TRUSS DESIGN SUMMARY Member Description Ratio 1 Bottom Chord 0.56 2 Top Chord 0.69 14 Vertical 0.13 8 Web 0.34 DESIGN IN DETAIL BY SEGMENT 2 21 23 4 ° $ 22 23 $ 24 1 $ 1 16 17 18 19 20 Page3 p.26 Segment 18 (Bottom Chord) 3V Tigard 2063057.00 p.27 Design status : OK PROPERTIES Section : S4S 2x4 N :,,,i,,,..:,;: mcf :',. ,,,, . ...•_, Width (b) 1.50 [in] Height (d) 3.50 [in] Section properties Unit Major axis Minor axis Full unreduced cross - sectional area (A) [in2] 5.25 Moment of Inertia (principal axes) (I') [in4) 5.36 0.98 Elastic section modulus (S) [in3) 3.06 1.31 Material : DFlr -L . No2 Properties Value Type: Lumber • Species: Douglas Fir -Larch Grade: No.2 Coefficient of variation: 0.25 DESIGN CRITERIA Description Unit Value Temperature: -- T < =100F Moisture conditions: -- D Wood: -- Unincised Repetitive member: -- Yes Type: – Beam End notches at top: – Bottom Notch length: [in] 0.00 Notch depth: [in] 0.00 Description Unit Major axis Minor axis Physical length — – [ft] 5.00 Effective length for bending (Le) [ft] 0.00 Unbraced length for bending (Lu) [ft) 5.00 Unbraced compression length (Lx, Ly) [ft) 5.00 5.00 Effective length factor (K) -- 1.00 1.00 Lateral bracing -- Yes Yes Bearing length (Lb) [in] 0.50 Length between inflection points (Li) [ft] 5.00 SERVICE CONDITIONS 1 t Verification Unit Value Ctrl EQ Reference 1 Deflection in compression and /or bending – -0.15 SC1 at 35.00% DESIGN CHECKS ) Page4 p.27 DESIGN FOR TI-NSION J BV Tigard 2008057.00 p.28 Ratio 0,51 Capacity 1.08 [Kip /in2] Ctrl Eq. : DC2 at 0.00% Demand • ■i.5 [1 /m21 Reference : (Sec. 3.8) Intermediate results Unit Value Reference Axial design value for tPr,s.on id I [IGp /in2] 0.58 Duration factor (CD) -- 1.25 (Table 23.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- • 1.00 (Sec. 2.3.3) Size factor (CR) -- 1.50 (Sec. 4.3.6) Incising factor (CiFt) -- 1.00 (Sec. 4.3.8) Tension axial force (P +) [Kip) 2.88 DESIGN FOR COMPRESSION J Ratio 0.00 Capacity 0.40 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.6.3) Intermediate results Unit Value Reference Axial design value for compression (Fc) [Kip /in2] 1.35 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Size factor (CF) -- 1.15 (Sec. 4.3.6) Incising factor (0) -- 1.00 (Sec. 4.3.8) Column stability factor (CP) -- 0.21 (Eq. 3.7 -1) Compression axial force (P -) [Kip] 0.00 Modulus of elasticity for stability (Emin) [Kip /i n2] • 580.00 Adjusted modulus of elasticity for stability (Emin') [Kip /in2] 81430 Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) • Incising factor (G) -- 1.00 (Sec. 4.3.8) Buckling stiffness factor (CT) -- 1.40 (Sec. 4.4.2) Critical buckling design value (FcE1) [Kip /in2] 2.28 (Sec. 3.9.2) Critical•buddin4 design value (FcE2) [Kip /in2] 0.42 (Sec. 3.9.2) DESIGN FOR FLEXURE Major axis bending Ratio 0.05 Capacity 1.89 [Kip /in2] Ctrl Eq. : DC1 at 50.00% Demand 0.10 [Kip /in2] Reference : (Sec. 3.3) Intermediate results Unit Value Reference Bending design value (Fb) [Kip /in2] 0.90 Duration factor (CD) -- 1.25 (Table 23.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Stability Factor (CL) -- 0.98 (Sec. 3.3.3) Size factor (CF) -- 1.50 (Sec. 4.3.6) Incising factor (Cl) -- 1.00 (Table 4.3.8) Repetitive member factor (Cr) -- 1.15 (Sec. 4.3.9) Bending moment (Mxx) [Kip*ft] 0.03 Slenderness Ratio (RB) -- 13.10 (Eq. 3.3-5) Critical budding design value (FbE) [Kip /in2] 5.69 (Sec. 3.3.3.8) Pages p.28 3V Tigard 2068057.00 p.29 Minor axis bending _ , Ratio 0.00 Capacity 2.13 [Kip /in2] Ctrl El. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : !Sec, a.3` Intermediate results . Unit Value Reference Bending design value (Fbvv) [Kip /in/.j n.90 Duration factor (CD) -- 1.2:3 (Table .L.3.2) Wet service factor (CM) -- :.00 (Sec. 4:3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Stability Factor (CL) -- 1.00 (Sec. 3.3.3) Size factor (CF) -- 1.50 (Sec. 4.3.6) Hat use factor (Cfu) -- 1.10 (Sec. 4.3.7) Incising factor (0) - 1.00 (Table 4.3.8) Repetitive member-factor (Cr) - 1.15 (Sec. 4.3.9) Bending moment (Mw) [Kip *ft] 0.00 DESIGN FOR SHEAR 4 Minor axis shear Ratio 0.03 Capacity 0.23 [Kip /in2] Ctrl Eq. : DC2 at 0.00% Demand 0.01 [Kip /in2] Reference : (Sec. 3.4) Intermediate results Unit Value Reference Shear design value (Fv) [Kip /in2] 0.18 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) - 1.00 (Sec. 4.3.3) Temperature factor (Ct) - 1.00 (Sec. 2.3.3) Incising factor (Ci) -- 1.00 (Table 4.3.8) Shear Force (Vv) [Kip) -0.02 Notch factor (CN) -- 1.00 (Sec. 3.4.3) 4aior axis shear Ratio 0.00 Capacity 0.23 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.4.2) Intermediate results • Unit Value Reference Shear design value (Fv) [Kip /in2] 0.18 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3/5.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Incising factor (CI) -- 1.00 (Table 4.3.8) Shear Force (Vv) [Kip] 0.00 DESIGN FOR TORSION if Ratio 0.00 Capacity 0.15 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (WEC -H) Page6 p.29 BY_Iignrd 7nnaaSZ_00 p.30 Intermediate r Unit Value Reference Torsion design value (Fvt) [Kip /in2] 0.12 Torsion moment (Mter) [Kip *ft] 0.00 DESIGN FOR BEAr`1NG ;inforn-Erve) Intermediate results Unit Value Reference Maximum reaction (Rm9x), - [Kip] 1.46 (Sec. 3.10.3) Load angle (0) -- 0.00 Axial design value for compression (Fc *) [Kip /in2] 1.94 Comp. design value perpendicular to Grain (Fcp) [Kip /in2] 0.63 Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00. (Sec. 2.3.3) Incising factor (Ci) -- 1.00 (Sec. 4.3.8) Bearing area factor (Cb) -- 1.75 (Eq. 3.10-2) INTERACTION Combined axial and bendina interaction value Ratio 0.56 Ctrl Eq. DC2 at 50.00% Reference (Eq. 3.9-1) CRITICAL STRENGTH RATIO Ratio 0.56 Ctrl Eq. DC2 at 50.00% Reference : (Eq. 3.9 -1) Segment 22 (Top Chord) Design status . OK PROPERTIES Section : S4S 2x4 Vhff. 15P Width (b) 1.50 [in) Height (d) 3.50 [in] Section properties Unit Major axis Minor axis Full unreduced cross- sectional area (A) [in2] 5.25 Moment of Inertia (principal axes) (I') [in4] 5.36 0.98 Elastic section modulus (S) [in3] 3.06 1.31 Material : DFir-L_No2 Pagel p.30 Properties \Wee 3V Tigard 2003057 00 p.31 .. , Type: Lumber Species: Douglas Fir-Larch Grade: No.2 : Coefficient of variation: 0.2i DESIGN CRITERIA Description Unit . .falut.., - 1. , , .. _, • . Temperature: -- T<=200F Moisture conditions: -- Dry Wood: -- Unincised Repetitive member: -- Yes , Type: -- Beam . End notches at top: -- Bottom Notch length: [in] 0.00 Notch depth: [in] 0.00 1 Description Unit Major axis Minor axis Physical length [ft] 5.00 Effective length for bending (Le) [ft] 0.00 Unbraced length for bending (Lu) [ft] 5.00 Unbraced compression length (Lx, Ly) [ft] 5.00 0.50 . , Effective length factor (K) -- 1.00 1.00 Lateral bracing -- Yes Yes Bearing length (Lb) [in] 0.50 Length between inflection points (Li) [ft] 5.00 SERVICE CONDITIONS i • Verification Unit Value Ctrl EQ Reference t Deflection in compression and/or bending -- -0.15 SC1 at 62.50% DESIGN CHECKS DESIGN FOR TENSION lie ' Ratio : 0.00 Capacity : 1.08 [Kip/in2] Ctrl Eq. : DC1 at 0.00% Demand : 0.00 [Kip/in2] Reference : (Sec. 3.8) Intermediate results Unit Value Reference '... t eucial design value for tension (Ft) [Kip/in2] 0.58 Duration factor (CD) - 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Size factor (CFt) -- 1.50 (Sec. 4.3.6) Incising factor (CiFt) -- 1.00 (Sec. 4.3.8) 1 Tension axial force (P+) [Kip] 0.00 , DESIGN FOR COMPRESSION I Ratio : 0.55 Capacity : 1.24 [Kip/in2] Ctrl Eq. : DC2 at 0.00% Demand : -0.68 [Kip/in2] - Reference : (Sec. 3.6.3) , Page8 p.31 1 BV Tigard 2008057.00 p.32 Intermediate results Unit Value 'Reference Axial design value for compression (Fc) [Kip /in2] 1.35 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Cr) -- 1.00 (Sec. 2.3.3) Size factor (CF) -- 1.15 (Sec. 4.3.6) Incising factor (Ci) -- 1.00 (Sec. 43.8) Column stability factor (CP) -- 0.64 (Eq. 3.7 -1) Compression axial force L -) _. [Kip] -357 Modulus of elasticity foi ubil;tv_; En.in. [Kip /in2] 580.00 Adjusted modulus of elostizity for stribilty 'Erin') [Kip /in2] 603.44 Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) . -- 1.00 (Sec. 2.3.3) Incising factor (Ci) -- 1.00 (Sec. 4.3.8) Buckling stiffness factor (CT) -- 1.04 (Sec. 4.4.2) Critical buckling design value (FCE1) [Kip /in2] 1.69 • (Sec. 3.9.2) Critical buckling design value (FcE2) [Kip /in2] 31.00 (Sec. 3.9.2) DESIGN FOR FLEXURE J Major axis bending Ratio 0.23 Capacity 1.87 [Kip /in2] Ctrl Eq. : DC1 at 50.00% Demand 0.43 [Kip /in2] Reference : (Sec. 3.3) Intermediate results Unit Value Reference Bending design value (Fb) [Kip /in2] 0.90 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.33) Stability Factor (CL) - 0.96 (Sec. 3.3.3) Size factor (CF) -- 1.50 (Sec. 4.3.6) Incising factor (Ci) - 1.00 (Table 4.3.8) 1 Repetitive member factor (Cr) -- 1.15 (Sec. 4.3.9) Bending moment (Mxx) [Kip *ft] 0.11 Slenderness Ratio (RB) - 13.11 (Eq. 3.3 -5) Critical buckling design value (FbE) [Kip /in2] 4.22 (Sec. 3.3.3.8) Minor axis bending Ratio 0.00 Capacity 2.13 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.3) Intermediate results Unit Value Reference Bending design value (Fbvv) [Kip /in2] 0.90 Duration factor (CD) - 1.25 (Table 2.3.2) Wet service factor (CM) . -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Stability Factor (CL) -- 1.00 (Sec. 3.3.3) Size factor (CF) - 1.50 (Sec. 4.3.6) Flat use factor (Cfu) - 1.10 (Sec. 4.3.7) Incising factor (Ci) -- 1.00 (Table 4.3.8) Repetitive member factor (Cr) -- 1.15 (Sec. 4.3.9) Bending moment (Mvv) [Kip *ft] 0.00 DESIGN FOR SHEAR . J Jilnor axis shear Page9 p.32 i e Ratio 0 -11 3V Tigard 2068057.00 p.33 Capacity 0.23 [Kip /in2] Crrl F;q. • ['C1 at 104.00% Demand 0.03 [Kip /in2] Reference : (Sec. 3.4) Intermediate results Lint - Value - R2ftrence Shear design value (Fv) [Kip /;n2] J.18 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.04 !Se.: 2.3.3) Incising factor (Cl) -- 1.01 .: : . (Thole 4.3.8) Shear Force (Vy) [Kip] ' _ 3.03 Notch factor (CN) -- 1.00 (Sec. 3.4.3) Maior axis shear Ratio 0.00 Capacity 0.23 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.4.2) Intermediate results Unit Value Reference Shear design value (Fv) [Kip /in2] 0.18 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3/5.3.3) Temperature factor (Ct) -- 1.00 (Sec..2.3.3) Incising factor (Ci) -- 1.00 (Table 4.3.8) Shear Force (Vv) [Kip] 0.00 DESIGN FOR TORSION d Ratio 0.00 Capacity 0.15 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (WEC -H) Intermediate results Unit Value Reference Torsion design value (Fvt) [Kip /in2] 0.12 Torsion moment (Mtor) [Kip *ft] 0.00 DESIGN FOR BEARING (informative) Intermediate results Unit Value Reference Maximum reaction (Rmax) [Kip] 1.46 (Sec. 3.10.3) Load angle (0) -- 0.00 Axial design value for compression (Fc*) [Kip /in2] 1.94 Como. design value pemendicular to grain (Fc(3) [Kip /in2] 0.63 ■ Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Incising factor (Ci) -- 1.00 (Sec. 43.8) Bearing area factor (Cb) -- 1.75 (Eq. 3.10 -2) INTERACTION d Combined axial and bending interaction value Ratio 0.69 Ctrl Eq. DC2 at 50.00% Reference (Eq. 3.9 -3) Page10 p.33 By Tigard 2008057.00 p.34 CRITICAL STRENGTH RAT'O -/ . Ratio 0,39 Ctrl Eq. , . DC2 a',) 50.0C% Reference : (Eq. 3.9 -3) Segment i4 ('Jer:ica') Design status OK PROPERTIES Section : S4S 2x4 4 on Width (b) 1.50 [in] Height (d) 3.50 [in] Section properties Unit Major axis Minor axis Full unreduced cross- sectional area (A) [in2] 5.25 Moment of Inertia (principal axes) (I') [in4] 5.36 0.98 Elastic section modulus (S) [in3] 3.06 1.31 Material : DFir-L_No2 Properties Value Type: Lumber Species: Douglas Fir - Larch Grade: No.2 Coefficient of variation: 0.25 DESIGN CRITERIA Description Unit Value Temperature: -- T < =100F Moisture conditions: -- Dry Wood: -- Unincised Repetitive member: — Yes Type: -- Column End notches at top: -- Bottom Notch length: [in] 0.00 Notch depth: [in] 0.00 Description Unit Major axis Minor axis Physical length [ft] 2.27 Effective length for bending (Le) [ft] 0.00 [ Unbraced length for bending (Lu) [ft] 2.27 Unbraced compression length (Lx, Ly) [ft] 2.27 2.27 Effective length factor (K) -- 1.00 1.00 Lateral bracing -- Yes Yes Bearing length (Lb) - [in] 0.50 Length between inflection points (Li) [ft] 2.27 Pagell p.34 • 3V Tigard 2068057.00 p.35 SERVICE CONDITIONS Verification Unit Vclu2 Ctr) EQ : Rcfertnce Deflection in compression and /or bending -- -0.J3 SC1 at 100.00-Y0 DESIGN CHECKS - • • DESIGN FOR TENSION 1/ . Ratio 0.00 Capacity 1.08 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.8) Intermediate results Unit Value Reference Axial design value for tension (Ft) [Kip /in2] 0.58 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) - 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 23.3) Size factor (CFt) -- 1.50 (Sec. 4.3.6) Incising factor (CiFt) -- 1.00 (Sec. 4.3.8) Tension axial force (P +) [KIp] 0.00 DESIGN FOR COMPRESSION J I Ratio 0.13 Capacity 1.25 [Kip /in2] Ctd Eq. : DC2 at 0.00% Demand -0.16 [Kip /in2] Reference : (Sec. 3.6.3) Intermediate results Unit Value Reference Axial design value for compression (Fc) [IGp /in2] 1.35 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Size factor (CF) -- 1.15 (Sec. 4.3.6) Incising factor (Ci) -- 1.00 (Sec. 4.3.8) .Column stability factor (CP) -- 0.65 (Eq. 3.7 -1) Compression axial force (P-) [Kip] -0.86 Modulus of elasticity for stability (Emin) [Kip /in2] 580.00 Adjusted modulus of elasticity for stability (Emin') [Kip /in2] 686.42 Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Incising factor (Ci) -- 1.00 (Sec. 4.3.8) Buckling stiffness factor (CT) • -- 1.18 (Sec. 4.4.2) Critical buckling design value (FCE1) [Kip /in2] 9.31 (Sec. 3.9.2) Critical buckling design value (FcE2) [Kip /in2] 1.71 (Sec. 3.9.2) DESIGN FOR FLEXURE I Major axis bending Ratio 0.00 Capacity 1.67 [Kip /in2] Ctrl Eq. : DC2 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.3) • Pagel2 p.35 BV Tgard 2008057.00 p.36 Intermediate res r is Unit Value Reference Bending design value (Fb) [Kip /in2] 0.90 Duration factor (CD) -- 1.25 (Table 23.2) Wet service factor(CM) " r -- 1.00 (Sec. 4.3.3) Temperature faccor.(0) -- 1.00 (Sec. 2.3.3) Stability Factor (C.) -- 0.99 (Sec. 3.3.3) q Size factor (CF) -- 1.50 (Sec. 4.3.6) Incising factor (Ci) -- 1,00 (Table 4.3.8) Repetitive member faa.ur (CI) -- 1.00 (Sec. 4.3.9) Bending moment (ftoc) [Kip *ft] 0.00 Slenderness Ratio (RS) - 9.24 (Eq. 3.3 -5) Critical buckling design value (FIDE) [Kip /in2] 9.64 (Sec. 3.3.3.8) Minor axis bending Ratio 0.00 Capacity 1.86 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.3) Intermediate results Unit Value Reference Bending design value (Fbvv) [Kip /in2] 0.90 Duration factor (CD) ' -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Stability Factor (CL) -- 1.00 (Sec. 3.3.3) Size factor (CF) -- 1.50 (Sec. 4.3.6) Flat use factor (Cfu) -- 1.10 (Sec. 4.3.7) Incising factor (Ci) -- 1.00 (Table 4.3.8) Repetitive member factor (Cr) -- 1.00 (Sec. 43.9) Bending moment (Mvv) [Kip *ft] 0.00 I DESIGN FOR SHEAR J Minor axis shear Ratio 0.00 Capacity 0.23 [Kip /in2] Ctrl Eq. : DC2 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.4) Intermediate results Unit Value Reference Shear design value (Fv) [Kip /in2] 0.18 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Incising factor (Cl) -- 1.00 (Table 4.3.8) Shear Force (Vv) [Kip] 0.00 Notch factor (CN) -- 1.00 (Sec. 3.4.3) Major axis shear Ratio 0.00 Capacity 0.23 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.4.2) Page13 p.36 I • 3V Tigard 2008057.00 p.37 Intermediate results Unit VALre Reference • Shear design value (Fv) [Kip /in2] 0.18 Duration factor (CD) -- 1.25 (TaNe 2.2.2) Wet service factor (CM) -- 1.00 (Sac. 4.3.3/5.3.3) Temperature factor (Ct) -- 1.00 (Sec. Incising factor (Ci) — 1.30 (Ta;ile 4.3.8) Shear Force (Vv) [Kip] 0.00 DESIGN FOR TORSION v Ratio 0.00 Capacity 0.15 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (WEC -H) Intermediate results Unit Value Reference Torsion design value (Fvt) [Kip /in2] 0.12 Torsion moment (Mtor) [Kip*ft] 0.00 DESIGN. FOR BEARING.(informative) Intermediate results Unit Value Reference Maximum reaction (Rmax) [Kip] 1.46 (Sec. 3.10.3) Load angle (01 -- 0.00 Axial design value for compression (Fc *) [Kip /in2] 1.94 Com .p. design value perpendicular to grain (Fcp) [Kip /in2] 0.63 Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Incising factor (Ci) -- 1.00 (Sec. 4.3.8) Bearing area factor (Cb) -- 1.75 (Eq. 3.10 -2) INTERACTION V Combined axial and bending interaction value Ratio 0.02 Ctrl Eq. DC2 at 0.00% Reference (Eq. 19 -3) CRITICAL STRENGTH RATIO ✓ Ratio 0.13 Ctrl Eq. DC2 at 0.00% Reference : (Sec. 3.6.3) Segment 8 (Web) Design status OK PROPERTIES Section : S4S 2x4 { Page14 p.37 BV Tigard 2008057.00 p.38 Vt .,r7 , -- 4.. • , , .. et 1 '''' -- • ' 14,::: • eViii Pkti I ; i,4q14.0 - • . Width (b) 1.50 [in] Height (d) - 3.33 [in] - , Section properties Unit Major axis Minor axis Full unreduced cross-sectional area (A) [in2] 5.25 Moment of Inertia (principal axes) (I') [in4] 5.36 0.98 Elastic section modulus (S) [in3] 3.06 " 1.31 Material : DFir-L_No2 . , Properties Value , Type: Lumber Species: Douglas Fir-Larch .. Grade: No.2 Coefficient of variation: 0.25 , DESIGN CRITERIA Description Unit Value Temperature: -- T< --,- 100F Moisture conditions: -- Dry Wood: -- Unincised Repetitive member: -- Yes Type: -- Beam End notches at top: -- Bottom Notch length: [in] 0.00 Notch depth: [in] 0.00 Description . Unit Major axis Minor axis ., Physical length [ft] 5.49 Effective length for bending (Le) [ft] 0.00 Unbraced length for bending (Lu) [ft] 5.49 Unbraced compression length (Lx, Ly) [ft] 5.49 5.49 Effective length factor (K) — 1.00 1.00 Lateral bracing -- Yes Yes Bearing length (Lb) [in] 0.50 Length between inflection points (Li) [ft] 5.49 SERVICE CONDITIONS Verification Unit Value Ctrl EQ Reference Deflection in compression and/or bending -- -0.08 SC1 at 0.00% ,-. DESIGN CHECKS DESIGN FOR TENSION 11 Ratio : 0.33 Capacity : 1.08 [Kip/in2] Ctrl Eq. : DC2 at 100.00% Demand : 0.35 [10p/in2] , Reference : (Sec. 3.8) Page15 p.38 i 3V Tigard 2068057.00 p.39 Intermediate results Unit Value Refferenr . Axial design value for tension (Ft) [Kip /in2] 0.58 Duration factor (CD) -- 1.25 ( Table 2. °.2) Wet service factor (CM) -- 1.00 (Sec. Temperature factor (Ct) -- 1.00 (Sec..2.:7.3). Size factor (CFt) -- 1.50 (Se.:. 4.3.3) Incising factor (CiFt) -- 1.00 (Sec. 4.3.8) Tension axial force (P +) [Kip] 1.86 DESIGN FOR COMPRESSION J Ratio 0.00 Capacity 0.34 [Kip /in2] Ctrl Eq. : DC1 at 0.00 Demand 0.00 [Kip /in2] Reference : (Sec. 3.6.3) Intermediate results Unit Value Reference Axial design value for compression (Fc) [Kip /in2] 1.35 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Size factor (CF) -- 1.15 (Sec. 4.3.6) Incising factor (Ci) -- 1.00 (Sec. 4.3.8) Column stability factor (CP) -- 0.18 (Eq. 3.7 -1) Compression axial force (P -) [Kip] 0.00 Modulus of elasticity for stability (Emin) [Kip /in2] 580:00 Adiusted modulus of elasticity for stability (Emin') [Kip /in2] 837.46 Wet service factor (CM) -- 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Incising factor (Ci) -- 1.00 (Sec. 4.3.8) Buckling stiffness factor (CT) -- 1.44 (Sec. 4.4.2) Critical buckling design value (FcE1) [Kip /in2] 1.94 (Sec. 3.9.2) Critical buckling design value (FcE2) [Kip /in2] 0.36 (Sec. 3.9.2) DESIGN FOR FLEXURE J Maior axis bending Ratio 0.01 Capacity 1.89 [Kip /in2] Ctrl Eq. : DC1 at 50.00% Demand 0.02 [Kip /in2] Reference : (Sec. 3.3) Intermediate results Unit Value Reference Bending design value (Fb) [Kip /in2] 0.90 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.33) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Stability Factor (CL) -- 0.97 (Sec. 3.3.3) Size factor (CF) -- 1.50 (Sec. 4.3.6) Incising factor (Ci) -- 1.00 (Table 4.3.8) Repetitive member factor (Cr) -- 1.15 (Sec. 4.3.9) Bending moment (M)x) [Kip *ft] 0.00 Slenderness Ratio (RB) -- 13.73 (Eq. 3.3-5) Critical buckling design value (FbE) [Kip /in2] 5.33 (Sec. 3.3 -3:8) Minor axis bending Ratio 0.00 Capacity 2.13 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.3) 1 Page16 p.39 ■ BV Tigard 2008057.00 p.40 Intermediate results - - - Unit Value Reference Bending design. value (Fbvv) [Kip /in2] 0.90 Duration factor (,CD) -- 1.25 (Table 2.3.2) Wet service factor (CV.) ._ . . . -- 1.00 (Sec. 4.3.3) Temperature factor•(C`.) .. -- 1.00 (Sec. 23.3) Stability Factor (CL) -- 1.00 (Sec. 3.3.3) Size'factor (CF) -- 1.50 (Sec. 4.3.6) Flat use factor (Cfu) -- 1.10 (Sec. 4.3.7) Incising factor (Ci) -- 1.00 (Table 4.3.8) Repetitive member fnctvr (C.r) • -- 1.15 (Sec. 4.3.9) Bending moment (Myy) [Kip *ft] 0.00 DESIGN FOR SHEAR +I • Minor axis shear . Ratio 0.00 Capacity 0.23 [Kip /in2] Ctrl Eq. : DC2 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.4) Intermediate results Unit Value Reference Shear design value (Fv) [Kip /in2] 0.16 Duration factor (CD) -- . 1.25 (Table 2.3.2) Wet service factor (CM) 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec..23.3) Incising factor (Ci) -- 1.00 (Table 4.3.8) Shear Force (Vv) . [Kip] 0.00 Notch factor (CN) -- 1.00 (Sec. 3.4.3) Manor axis shear Ratio 0.00 Capacity 0.23 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (Sec. 3.4.2) Intermediate results Unit Value Reference Shear design value (Fv) [Kip /in2] 0.18 Duration factor (CD) -- 1.25 (Table 2.3.2) Wet service factor (CM) -- 1.00 (Sec. 4.3.3/5.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Incising factor (0) -- 1.00 (Table 4.3.8) Shear Force (Vy) [Kip] 0.00 DESIGN FOR TORSION 1 Ratio 0.00 Capacity 0.15 [Kip /in2] Ctrl Eq. : DC1 at 0.00% Demand 0.00 [Kip /in2] Reference : (WEC -H) . Intermediate results Unit Value Reference Torsion design value (Fvt) [Kip /in2] 0.12 Torsion moment (Mtor) [Kip *ft] 0,00 DESIGN FOR BEARING (informative) Page17 p.40 i 3V Tigard 2008057.00 p.41 Intermediate results Unit VIlve Reference Maximum reaction (Rmax) [Kip) 1.46 (Sec. 3.10.3) Load angle (8) -- 0.00_ Axial design value for compression (Fc*) [Kip /ir.2] 1.94 Comp. design value perpendicular to grain (Fcp) [Kin /ir2] 0.63 Wet service factor (CM) — 1.00 (Sec. 4.3.3) Temperature factor (Ct) -- 1.00 (Sec. 2.3.3) Incising factor (Ci) -- 1.00 . (Sec. 4.3.8) Bearing area factor (Cb) -- . 1.75 'Eq. 3.10 -2) INTERACTION ,/ Combined axial and bending interaction value Ratio 0.34 Ctrl Eq. DC2 at 50.00% Reference (Eq. 3.9 -1) CRITICAL STRENGTH RATIO J Ratio 0.34 Ctrl Eq. DC2 at 50.00% Reference : (Eq. 3.9 -1) Page18 p.41 g i alas •• .. i ""a F`rcjec'.: la: Page: fr— p �p T� Z6e oc 7,6 4 �.A � G# e n g i n ie e g SUbjec : y: Date: 6 R rallok ■NC2- CCf Cam. C L— E 0 6. L - Y:7 ; G► rim Cc& - -' w - a ; �l 6L- el.., 4y-� __:,.. v �.�1 1 g�/ \‘ G t t rArmairilIPATIllAr4::raiT/.Yla • 0 L L Z_ W r7r 1•;) 'r: 2";Srl.; „ r t/UL. ZSe 1S = '3 .. co3O p4 �lCow+ CNl 'note, - '' ' ;g f - ,,,; cri:.. ' 79P i s p.42 i 3V jjgard ?OGft0.57.00 o 43 f }�g gg [yy��,/'y Project: 4}� Nc: Page: � ita ®Fe co n ve - e n g 1 � e n g i v e r s Subject: Dore: CAF f Po, FA. 0cX(,, ', GL - 4 5 @, a . L -Y corer: * .__. _ ( / ; 3 1 ) 7 1 , ( 14.%d¼ c 4 ) . __ (ct.1) *zit/ P i 4 Ptsk C Ba sra r � -S�a t), - 1 .� 44_ E s tems rL, C A-A L • l p.43 I 1 BV Tigard 2008057.00 p.44 rrojec:. • No: Page: 1 3\ 1 1 (Ake /act °„"g;"„'..".", �-M!1 ..� Date: .. L 18 �} _ , k C.) j aLa({o,,,) • plp gad G R Trigel — 5 ( taw` 19. i) 4 7 1(. -? . Zvi • , � ( arm y v l,,014.))C6.(04) S n a ^ y ! g , l 1k � F „ p.44 3V Tigard 2098057.00 o 45 Project: Nc: Page: 7— ++. p+g gy per ,- �6r '4Q ® C 1 isf r n 41 n {c r e s t/ I�',/ 057. Subjcc': Date: 4 *...,.._ rCiOr : r t4L.-___.. _ .p rrep w•out 1-4K0 -Mott tkW$t $z T 14-P D Ta cf04.40.FL r fpt. - "OT#'CL. 1...0 'D C' N IJ 1 E L 1 . m r s Lo+zv Tb F.3E I psost" Z 'p nee l.t. -13 uk - - ..fc.- coo ' "' ii: a) p JC L÷ 1 of Sat 'c- 1, 1 7; 0 :L c wl 4 W-t es Z1 — 320 6 .t LASE (1.1 guLl..) 7.1 : 2 C3 1 (WD Let) PIL It 'k r spy = - - - UkSe ( Z) oL CIF I f?" 0 , LAG.s sews w/ '1" thti.t. Vim Orr) @ - " ®.c, mtN p.45 _____ BV Tigard 200057 00 a. 46 C catena 7,'.un':';', -rojeci 2 uoject No Zak 0 ''.. Page Date ' ____ _ taar 1 I CoP6. C»4& "2 T ? 1, tE- COLA) 1:4 "ccA 4 -4z5 •-. - V1L- 7,C \.10.5YYZ) I chpoccrry er C - e) '3 ' P' CA t- Ov" 1-- = ? 41 il "‘msi. COSLIOX v011.A.— / MIN't ACIMIt /#°''. -c>r atifitkIVAR 'Ceti ok crbt^ C&I-k\a"^ k _.7 4) lre easA-. it_ r , is - 3 L. ksp trk tia , . e - TB T CM C 01_06 1 1 Pt7 7— , — _ — ZAJef CI I riv p, / - - --%'----- t 61- i It CO — c.f. C. I( ' mins. elan 1 i 1,431' (w) 5 1 I , * C.._ - c&wt..t, fAt( "TOE" 6P I 1 , Lt) PIPE. i GoL00 ----- ttepiE FL U K l K b l i tt A.., .1‘ - ( K (Ai-6a 1 „,',,, MI , CCP `7 o :,.:.,,, 4 . (4 `'t 5F `I'lf c° I?) ' m-- Clfrait wal ( p.46 ' . . 3V ligarjjZ 0.47 Project: Nc: Page: catena : n g 5 1 u n ' : e n r °5 '24fr5kyr::;-7sfCA,, Subject . - 4 c.,,fr-tp‘p ', if ,„.14..”... ....„..4.,,f . . f ...., 1 . . 1 . I • ,4" t f •-,, 1 : ;.•._ , t , . . , , t i •••- itd' t t • / ,--r--V• ci ,-,1 .1,: ,,n. , 0,41. k \„, I . .. ....... -' ri!' '7-• ' - ' ' . . • ? ;<;,-. • c -.- , - ;,i — : e " ' , .1 X ,,t . X '1 ,- ' • 1. op ti,y: t t! ( p Lp"::•t, 'P ti‘ " - Nt _ , , ,,,, ' A , , - 71' • X'.. ,---- t L k, P - At,t,p.ftA,._:, As C r„.,..,. 0 • (,..„.- 1 :,, 1 , f,i;,• rtt: .. , . r - ---- 4,. At „ . I't ‘ .....,t.A., - k, 2 . ,.. A E.,.,,..cA, ,.. If ac..... . . „ . --,-.---.-------.----; tiL s,- ,i ta:. ' Pktuz,c, rt" (, 7 / \ 4 i ,,,,'',) Nt.: ,,s:s tt N, 1- 4 4 tt5 / t 17.5 ''''''tt ‘:.) ' t:, i • ,,. . . . .. Li r,‘„,• 'tt 2 ) q ° r --' -- -_,,,,..... ' - . . . : . . : . . • i ... . . . . - • .. . , . . . .. , .... , , .. p.47 1 .. _ BV Tigard 2008057.00 p.48 /� • iY(;act: No: y Pogo. Ocatena , 11 OOG7a { $s t i- Element Prrpertlei er JMH Dole: 6/15/2006 Calculates Element Properties by Dividing the Element into Section! -' l'c-r oaanin ;r or r rrror: roar., rrrc; prosor r cr `or,r'th rr..rsl ,F': orc' idol Description: - S.preadrheol nirolnv is limit ad to 1r s ^ y CG., gn-lc:ni .... . _..... ., _ t I . 14±_47„, x.,„ ,Cooi...,__„CeXP‘s-ri _ :. , __, OPENIN r re p.Ery i ES Y j A't 1 I ± 3 e x CG, PLAN VIEW II XBAR -MBAR -t - - YBP R ' XBAR I _ , x SECTION PROFILE Unit In. i Segment Segment Dist. from A Dist. from A Segment Segment Moment or Moment of to Centroid to Centroid Moment of Moment of (y -dir) (x -dir) X Offset Y Offset Area Area Area Del Segment s s Inertia (X inertia {Y- of Segment of Segment s ' !nettle about Media about (h, in) (ft, in) (trio) (N,in) (ft .in dirt )f1 , dirt (H', (X -dir) (It, (Y -dir) (ft, (ff • in') (N', in') Y - axis X -Ads in') in'} in) in) (ft', In') (ff in 1 0.19 2.000 0.00 0.000 0.38 0.13 - 0.00 1.00 0.09 0.38 0.04 0.19 1.36 2 0.19 2.00 0.000 3.813 0.38 0.13 0.00 1.00 3.91 0,38 1.46 0.19 1.36 3 3.63 0.19 1 .81 0.19 0.68 0.00 0.74 1.91 2.00 1.30 1.36 0.16 0.74 4 - 0.00 0.00 0.00 0.03 0.00 0.00 0.00 3.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.33 7 0 -00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C,00 8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I1 - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12 - 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.03 13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 0.07 14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 0.00 16 G.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 0.00 17 . ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 0.03 E= 1.81 2.00 1.430 2.00 2.86 0.5455 3.472 Element Cenlroid (X -dirt (B,in ), = ''e.-.424A4 'e.-.424A4 y� � 4 Element Cenlroid (Y -dir) (ft.in), Y p.48 11 , ' ...,. t .. : ' .... ''''''''.i ... '.... ..... ' . . 3V Tioard 2acaQ5Z,QQ0_42___ Projeci: No: Fc • f s.--- g 1 1. is-itp,•,7or -- aw,ibbir-7, -. ),,ciNis: catena - . ,,, c o n s u l 1 n g SU beCt: By: Doi e: =4.- .. . . . . , . . .. . . . . . , .. . . . . fig v • • . . . . . . • • - • Mke.... ....,.....,. . . ,. . t C r,.it .,.. ' . r . • .e.74; ...,.- t> "111,17.1" . • - - - . . . • • - . -- - • • • :.• : . I . „ • 'Tg•J•tatt,t1t: ,„, tSt,, - -1- • tti: $ . .. .. . , • . •. • . . . . „ „ . .,.. . .. . • ' t - .. , °/ „tt..---"11 t :- -r m-- * . ' • 1 ' 1.-4-- '`' ---- ,;te" -- 1 il il ! i . . ... . , /7 $, . . .. . ., i . , :, - .., 1 / 4 tt ; • / = / -t „t- i t , i I , i . • i 1 ,, , •• ,, i . • - - 1 P i , , i: ‘,, i ----- 1 ii t „„„ , , , 1 , . ?. , . .. . . . . . • - - - - • , „ . 1 t t • ,„. t t 1 t . ' ? I t t tt '..k." .. 1 .., , .• •• A ,:-• „: I , fI t' •t,-`,1,,:.,t.,,,,,txtt-- . t t t- e„ , ... 1 t k ZIA?. W t, itt 1V-‘ 'Ff. Q ( 7. a, c , -54 ,,, . c osc„,c5 , , ...„ it . . .. . . i i t i es. ,s•, • . 1 . : , t . . . . t . . .. . .. .. . ... . . 1 ... p.49 i I i • BV Tigard 2008057.00 p.50 ,� Project: . No: Page: ®catena ::;',T,'..11,: $U I i C) coo? C)G 2.41.7 Subject: Wood Member By: JMH Date: y w/ Axial & Design Is in accordance with thr 20f 31BC and NOS 7705 I -I Input cells y Spreadsheet does not accommos. ote e_ce, Inc =CI loads .. Calculated cells v_ L"'- ' l Q l C�r Fixed variabl 1- Section 1 Matedal Properties: � L.., d - s Solid Sawn or Glulam timber?= Solid Sawn Adjustment factors I � Specify as Beam and Stringer (BS) or Post and Timber (PT)= NA (Only if Solid Sawn and b > =5') C,, C, C, Cr r b 1.15 1.00 1.00 1.00 Nominal section _ _ Span pro erlies Dressed section properties .b„ (in) d.., lir' I L 'ft) 1. ,,. (RI) L,,,.'Ii) L,,,. (ft) b (In) . d (in) S, (In') .S, (In') I, (In + ) I„(M') Calculated 2.000 I2,,16 9.:60 i 9.76C i 9.7C0 I 1.000 1.500 11.250 31.641 4.219 177.979 3.164 User input values Bracing Requirements: Compression edge, ends, and blocking at 8 ft intervals shall brace beam . Cr Species Grade F,,, (psi) F„, (psi) F„ (psi) F,,, (psi) C F,. (Psi) , E. 1psl) E. (psi) E._,., (psi) C,,, Calculated DF-L No.2 180 180 900 900 1.00 1350 1.00 1600000 1600000 1600000 1.20 User input values -Enter "Other" when entering user defined values. -Must enter values In all spaces for user defined values. loads . Loads User - Calculated Axial (ibs), Distributed Loads P, (Y -Dir) P, (Y -Dir) Load Combination V,(ibs) V.(Ibs) . M,(8-ft) M.(lb -f1) P,, X -D r (plf),w, 9 -Dir (p1),w. Dist (I1) Load (lb) Dist (ft) .Load (lb) D Dead, D 85 L Live, L D'L Roof Live. L, D+L+(S a- L,) _ Snow, S _ 40 13+1.+W Wind. W D+L •W+S12 Seismic, E11.4 o ♦ D+L +S+W/2 Note; User - calculated values will override calculated values from loads 1)+L +S+E114 Analysis: 0.904E/1.4 Maximum Feces, Moments, L Deflections Diagram Load Combination=j D+1+(SorL4 1 Load Comb. A (lbs) V, (tbs) r(ft) M,(ibtt) 41Ir(ft) d,(In) .4 x(ft) Load 8 Deflection Diagram (Ydlr) D 0 415 80418415 09.769 1,013 @48769 -0.061 @4889 1. 0 0 @0980 @9.76 ft 0,000 @Oft 0 @Ott 30 D+L 0 415@0 41 8 415 CO 9.76 ft 1.013 @ 4,8769 -0.061 6 4.889 20 • D+L+(SorL,) 0 61000 ft 8 610 @9.76 ft 1,489 @48769 -0.09 @4889 io , D+1.+W 0 415 @0 ft 8415 @9 -76 11 1,013 @4.8769 -0.061@4.889 0+L +W +S/2 0 513 @011 8 513 @9.7611 1,251 @ 4.8769 -0.076 @4.8811 � .k 10 D+L +S+W/2 0 610 @Off 8 610.@ 9.76 9 1,489 @ 4.8769 -0.09 CO 4.88ft - ' D+L +S+E11.4 0 610 0 0 ft 8 610 CO 9.76 9 1,489 @ 4.87611 -0.09 @ 4,889 4,s,,,x -0.0897 (1-!1307) 0.90+E/1.4 0 374 @011 8 374 @ 9.76 9 0.911 @ 48769 -0.055 @ 4,889 moo Load Comb. V. (Ibs) M,(8,-ft) 4,(1n) D 0 0 0.00 ( Mapnlfy Ax L 0 . 0 0.00 100 a - soc - ='' ' D+L 0 0 0.00 > D+L(S +orL,) 0 0 0.00 - 1000 D+1- +W 0 0 0,00 R.= 810 ibe Re= 810 lbs D+L +W+S.1 0 0 0.00 Mm= 1499 lb-ft D+L +S+W/2 0 0 0.00 2000 D+L +5+Ei1.4 0 0 01X) a !son 0.9D+E/1.4 0 0 013) I 500 1 - E... (psi) E,n,,, • (psi) (in) 0.4,, ( 0 C. 2:x � a 24 584494 _ 672168 241.27 10.4 8D 1.000 u < 500K <500K D/:= 0.893 Tabulated Results: _ Load Combination D L D+L 0+1 D+1- +W Dk +W D+L +S D+L +S 0.90+EH -4 +(Sort,) +S/2 +W/2 +E/1.4 , C , 0.9 1,00 1:00 1.15 1.33 1.33 1.33 1.33 1,33 C. 0.94 0.93 0.93 0.91 0.90 0.90 0.90 0.90 0.90 C, 0.66 0.60 0.60 0.53 0.47 0.47 0.47 0.47 0.47 F.,' (psi) 186 _ 207 207 238 275 275 275 275 275 F.,' (psi) 186 , 207 207 238 275 275 275 275 275 F.' (psi) 1307 1439 1 1632 1853 1853 1853 1853 1853 F.' (PO 611 622 622 633 641 641 641 641 641 F,. '(psi) 1118 1242 1242 1428 1652 1652 1652 1652 1652 f , (pss) 37 0 37 54 37 46 54 54 33 f„ (psi) 000 , 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 r. (psi) 0 0 0 0 0 0 0 0 0 f,, (psi) 384 0 , 384 564 384 -474 564 564 345 f,. (Psi) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B„ 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0, 1.49 1.00 1.49 3.48 1.49 2.01 3.48 3.48 1.36 DX 0.029 0.000 0.617 0.892 0,599 0.740 0.881 0.891 0.539 6. 1,11921 NA L/1921 £11306 111921 1/1555 L/1306 1./1300 112135 6, NA _ NA NA NA NA NA NA _ NA NA p.50 .. . /00 .,-- lc a to n a ce on n. ”. I: .i n, 7 Project: 1,7 :N 'It ',••- (-...--N?-c.°1 : , \lc: 3V Tici:rd 20C3057.00 p.51 Page: Su bjecj: kt._ y , Data - _Ar___..._ F-- i-,,, i •; ,,,,,,/ , 1,44 L oc., cri„:., i .... ......., — . , , Ftr ,,it....„ , • - ° 1 - 0 R 1 °•rt v VT' ci t'''' . e-i i—I. ..,,,, 4 i 4 ;, , , -, , g,0„,c 1 2: 1, ' ''r 'f I. c; '.i.--ii ,,, tf,:<• k - 0.- '' t CV- -- A • ,,-. 1 t I ‘.,4t.,_ , - :, 4,4_,,,, 1 i t 1 , , , ..,...,...., —44. • ': ', 1, Ii ! • 4 , i .„.„--,7,, :: „,.,„„,,,,,,45 ,,,,,;„:„, ii 4 '1"'-•* 1, • i i 1- t ? , .c.z. ------i, , , c tt i ii '''" / • i 1 I.. .i.',,,,, ---- ,• tt .. ---------- ' ------'--- Cf:; „,) I.. • W4tL. ,..- , .. • A.. o:2t.t'• T..i', -bc, .....,_„_ . „_—____ _ __ ...„,_ , ... ._._,...........,__ L ott,7 n : : ix \ l''' .• . : ,, • ,, r I'. „ r---i cl ,._...v-:,ftz r P r- '" 1 : -, t c., -,-, -5 -;.- • i 1 It.. ::.: 1 -,, --i- -::' \ , A . '''''---; L'' , i , =- 11: ''P':'''C , t,W, ,;..,. '..i.!-X■.'. t 4'.! 1: 1: , : 1 4 Fre, t•tt 6 0 i:F TN • i I , . . 1 I .. p.51 I! , . .... . - \. BV Tigard 2008057.00 p.52 :,..: Z 40 . x N2 1/ 1 111 , ft" , NIS _ :'+ V•. ""NA!4.,, , I r' ,..., • • • - 4• 4 44 , - , .....+ 1 '''''''1111111111 .' '''' . " 1 ,..-..,' ' ' .. 1 :,., ., ,I 4 : - , Th 1 . : 1 : ( , . : 4 3:4 * * -4, 4 ,, 4 ".•#:: 40: 4 2,■ 4 " . I . , . 13 ,, ,'' • .-.., 11 ' ' le ii 4 s *******74! 4. - "4 . •=!••■■• . 4.- ,- ...-■ .. '.--„,.., jA,,4,440.0.. :,.. -,44.4 - 4■. **, .: k- .f, 41. 44i. Afted, r e 4 e , e,.. - 1. •••-t • "--,,,,, k■ , . ,,,, .41 .0. # A. .4•4: 41. • '' ''' kit' "1 P Pi r • • • 41 !" A V . ••■•■‘■P '..,. , '',,,„ _ , r ?,., , , ;"' . '''',.. '4Sttfte INA:A..44 • NIY ''', '''■ . A.' • • tk.,,,,, -''''''''' '''' '6 ,1: „.., , , , ,,, . : '!" * . # 104 1 ( .. il ei ,•1 6 . 4 ,.4 . ,.A r i,4 •7 , .,,, , F; t 1 1 1 : . ! # 0 . o..04 •. . - ..1*t'' NA N9 t' a:',,M, it,'„,:ra "tt;e.tiOP tr■i • p4 k 0 10 I .frof,, • ' :I, 0, ..- , I . I In , 'iri 1 x I tr3 j CO , 0 i NW . t Loade: LC 2, d1.11 Results for LC 2. d1.11 , . • . ' Aug 12, 2008 at 1:32 PM entry awning.R3D • p.52 3V Tigard 2008057 00 p.53 Beam: Mu ' Shape' HSS5X5X5_ Dm — — — — Material: A500_4 Length: 9.25 ft I Joint: N10 Dy - . in J Joint: N8 Min: -.014 at 5.299 ft LC 2: dl +ll Code Check: 0:398 (bending) Report Based On 97 Sections Min: -.104 at 6.299 ft Max: 5.926 at 9.25 ft Max: .656 at 0 ft Max: . 087 at 0 ft V k VzI k A k Min: 5.76 at O ft Max: 6.064 at 9.25 ft T k -ft Mz k -ft Mm: -.808 at 9.25 ft % f'r Max: 10.842 at 9.25 ft ft ksi Max: 1.127 at 9.25 ft ;,,V " 4.i, fa '� es W . P k � Min: 1.096 at 0 ft fc � , . ksi Min: - 10.842 at 9.25 ft AISC ASD 9th Ed. Code Check Max Bending Check 0.398 Max Shear Check 0.012 (z) Location 9.25 ft Location 0 ft Equation H1 -2 Max Defl Ratio U1064 Compact Fy 46 ksi Y -Y Z -Z Fa 21.52 ksi Cm .6 .6 Ft 27.6 ksi Lb 9.25 ft 9.25 ft Fby 30.36 ksi KUr 58.366 58.366 Fbz 30.36 ksi Sway No No Fvy 18.4 ksi L Comp Flange 9.25 ft Fvz 18.4 ksi Torque Length NC Cb 1.75 p.53 BV Tigard 2008057.00 p.54 . TzY Beam: M7` :° M : 321 at 3.761 ft Shape:: ' HSS10YGX ; Di r- -- — in » Material: °A5006 " s . _ 3 ° n "00 Length: 3.761 ft �"� « I Joint: N5 ` Dz in J Joint: N6 LC 2: dI +II Code Check: 0.359 (t*eraing) Report Based On 97 Sections ' Min: -.sts8 at .196 ft Max: .245 at O ft A k _` Vz k Min: -2.176 at 3.761 ft Max: =17.618 at 3.761 ft Mz -:t :r k -ft .4140: ti Max : .054 at 0 ft k-ft ; ;" ayk My k -ft Min: - 21.293 at .353 ft Max: 10.885. at .353 ft Max: -9.006 at 3.761 ft t ft 2;;: ksi f fa ksi z Min: 9.006 at 3.761 ft Min: - 1 at .353 ft MSC ASD 9th Ed. Code Check Max Bending Check 0.359 Max Shear Check 0.021 (y) Location .353 ft Location 3.761 ft Equation H1 -2 Max Defl Ratio L/2467 NonCompact Fy 46 ksi Y -Y Z -Z Fa 26.269 ksi Cm .6 .85 Ft 27.6 ksi Lb 3.761 ft 3.761 ft Fby 27.6 ksi KL/r 18.291 12.318 Fbz 30.36 ksi Sway No No Fvy 18.4 ksi L Comp Flange 3.761 ft Fvz 18.4 ksi Torque Length NC Cb 1 p.54 3V Tigard 2068057.00 p.55 z x k IM$ S N5 ta- .garo N6 u x N4N6 N7 N22 H m N`3 Sy X 6'�`6"s { 1 N 12 X -6�a � H N23 N24 6 F4 N 3 S7 4 s N9 N1c c° '' +A N N24A N18 N25A H a HS ` s 3 * N17 49 5b A s N14 X rn N26 N25 5 11 H N, N 50 u N27 y N 16 �S N2 X X N co N3 Results for LC 4, 1.2D+1.6S +.9W East Elev JMH Aug 8, 2008 at 9:29 AM 2008057.00 Awning elev2 p.55 �� T (O••1 -17 . 78 7` BV Tigard 2008057.00 p.56 1 f Y 5 U. d /' v z x " ”15 77ki wi V 1 C,erra< r . is It N6 in li 6 N4 Ne N7 q N22 i? 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