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Specifications LEWIS . . s .... 4 4," ,,,, .,-c-) -mr., & <. `� �- , N - c.,iipv � r ti ti t \: tilli \ `y�/1�~ VAN VLEET ' ~ Inc o r porn t e d principals STRUCTURAL CALCULATIONS Chris E. van e p.e. /�� gary J. lewis. p. p.e. . -1){nom U �jMY1 �( FOR 17. J.0 1 0, of) - TVF &R Station 50 Tigard, OR OFFICE COPY PREPARED FOR Peck Smiley Ettlin Architects • . • • • •. •••• . •... • . • • . • • .... • .•.. . •. • • • • olowiPtit4 . • • • .,.:, ._ 4 *,i?..,A pp...1 • ▪ . ©, •••• Cyr! 'GON � /� •.. •.• .....• Y26, r `s C. VAS �� LEX I IRE S _ 6 o f Lewis & Van Vleet Inc. Job Number 07132 CONTENTS: Roof Framing: RI to R32 Mech. Mezzanine: M1 to M4 Posts and Studs: PS1 to PS5 Footings: FT1 to FT2 Lateral: L1 to L26 consulting engineers 18660 s.w. boones ferry road tualatin. oregon 97062 [503] 885.8605 phone (503) 885.1206 fax TVF &R Station 50 R -( LEWIS & consulting engineers Job:TVF &R Station 50 Job No. 07132 By LC 18660 sw boones ferry rd. tualatin, Oregon 97062 Date: 9/07 VAN VLEET (503) 885.8605 phone (503) 885.1206 fax ROOF FRAMING DEFINE UNITS: K := 1000•lb psi := lb ksi :=_ psf := lb plf := lb pcf := lb klf := K in in ft ft ft 3 ft Roof Load: DL := 15•psf SL := 25•psf RAFTERS and OVERFRAMING .... . . • 18' span dormer rafter � •••• • .... • • • • . w:= (DL +SL)•2•ft w= 80•plf span:V$it": ••••• • • • •�:•�. • • 2 •• • M: =w s M= 3.24oftK ... •• • •• • • 8 • • • • • R : =w p • .. .. .. s R = 720 1b • • 2 .••. • • S = .• • req = 29.4 ei ' • req 1.15.1150•psi 5 • • •••• A re 1.5•(R-. w.9.in) 2 A 9 = 5.98 yin q = re 1.15•.8.180•psi try 2x12 DF #1 S =31.6 A =16.9 I : =178 •in z A := 5 M span A = 0.62 oin s = 345.91 OK 48.1700•ksi•I A use 2x12 DF #1 at 24" O.C. 6' span overframing w:= (DL+ SL)•2•ft w =80eplf span : =6•ft • TVF &R Station 50 R- t 2 M w• span M = 0.36 oft.K 8 R := w • s R = 240 °lb 2 _ M S req 1.15.1553-psi S re q = 2.42 °in A = 1.5•(R- w.3.5.in) A = 1.96 °in req' 1.15•.8.180•psi req try 2x4 S =3.06 A =5.25 I := 5.36•in z A : = 5 M span A = 0.26 s = 281.23 OK 48.1700•ksi•I A use 2x4 at 24" O.C. •.•. . • • • • ••.• • ••.• • • w • • • •.•. EXTERIOR DOOR/WINDOW HEADERS • • • . • .. • • • • • • 8.5 span, west side • • • •• •• • • • • • • • • •• • w := (DL + SL). (24 ft) 2 w = 548.57 °plf span :=.S.$ •Ii • 2.21•ft • . •• • •••• 2 • • span •••• M: =w• M= 4.95°ft•K •••• • 8 • •• . • • •• • • •••• R := w•span R = 2331.43 *lb 2 _ M S re q 1.15 990 psi S req = 52.22 °in 1.5•(R- w•9•in) A q = 17.39°in re Are 1.15•.8.180•psi use (3) 2x10, S =64.2, A =41.7 4. span, west side w:= (DL +SL)• (24ft)2 w= 548.57°plf span : =4.5.ft 2.211 TVF&R Station 50 R -3 2 M : =w span M = 1.39°ft•K 8 R: =w• R= 1234.29 °Ib 2 _ S req 1.15 1170 psi S req = 12.3 8 °in A 1.5•(R- w•5.5•in) A = 8.9°in req ' 1.15 •.8.180 •psi req use (2) 2x6, S =15.1, A =16.5 8.5 span, west side of community room w:= (DL +SL)• (40•ft) w= 800oplf span : =8.5.ft 2 2 M: =w span M= 7.22°ft•K 8 R := w• span R = 3400 °lb 2 •.•. . . _ M • • • re q 1.15.2400•psi S req = 31.41 °in :•• • • • .•.• 1.5.(R - w•9•in) 2 • 5555 • ••• A := A = 15.22 °in • • • • • • q 1.15.240•psi q •. • • • • • • ••• •5 •• • • • use GL 5 1/8x9, S =69.1, A =46.1 •• • • • • •• •• • .••• • • • • •5••• • 8.5 span, north side of community room "" •. • • • • . 2 •• • • •••• w:= (DL +SL) 5 + 10•ps13•ft w= 280°plf span : =8.5•ft 2.2•ft 2 M : =w span M = 2.53 °ft•K 8 R: =w• R= 1190 °lb 2 _ M S req 1.15.1170-psi S req = 22.55 °in A 1.5.(R- w•5.5•in) q = 9.62°in req' 1.15•.8.180•psi req use (3) 2x6, S =22.7, A =24.8 • TVF&R Station 50 R -q 4' span, east side of community room w:= (DL +SL)• w = 800•plf span : =4.ft 2 2 M : = w span M = 1.6•ft•K 8 R : = w• span R = 1600.1b 2 _ M S req 1.15.1170•psi S req = 14.27•in A = 1.5.(R— w•5.5•in) A = 11.17•in 1.15 •.8.180 •psi req use (2) 2x6, S =15.1, A =16.5 4' span, west side w:= (DL +SL) • (25 ft)2 w = 568.18•p1f span : =4.ft 2.22•ft • • •... . • M: =w span 2 M= 1.14aft•K • •••• 8 • •••• • • •... R: =w• R= 1136.36 °1b • • 2 • • • • • • .. • _ • • • • • ••• •• •• req 1.15 1170 psi S = 10.13•i ••• • . • q • • . A = 1.5(R— w5.5in) A =7.93•in •• •• •••••• • req 1.15•.8.180•psi req •••• • .... • I. • • use (2) 2x6, S =15.1, A =16.5 •••• 6' span, south side w:= (DL+SL)• 10•psf•5•ft w= 190 oplf span : =6•ft 2 2 M : =w span M = 0.85 •ft•K 8 R: =w• R= 570 °lb 2 •_ S Teq : 1.15.1170•psi S req = 7.63 •in3 TVF &R Station 50 R- S A = 1.5.(R - w•5.5•in) A = 4.37�in req ' 1.15•.8.180•psi req use (2) 2x6, S =15.1, A =16.5 • 12' span, OH door headers INPLANE LOADING: 2 w: = (DL + SL).` ft) + 10•psf•14•ft w= 390oplf span := 12•ft 2.21 2 M : =w• M = 7020•ft•lb 8 R := w• s R = 2340 •Ib 2 OUT OF PLANE LOADING: 16.4 sf• 1.2•.72.1.15 ' • • • q1 = p q • • ••• •••• • • 14•ft • w : =q 1 2 w= 114.07cplf • •••• • • • • • • • • a R = w s R = 684.39•lb • • • • • • • 2 • • • ••• • • • • •• • • . • • • •• •• . M : =w span M op = 2053.18•1b•ft • "" • • 8 •••• • •••• • • • • try GL51 /8x9 •• • • •••• S 69.1•in S 39.4in unbraced beam d: = 9.in b:= 5.125•in K =.61 E:= 1800•ksi 1 1.63•span+3•d 1 21.81•ft l i e d RB:= R = 9.47 b Kb Fbe 2 Fb = 12.24•ksi RB TVF &R Station 50 R 6 F := 2400•psi•1.33 2 (F be) 1 + F be F be C Fb - Fb - Fb C =0.98 1.9 1.9 .95 d:= 5.125•in b: =9•in Kb =.61 E:= 1600•ksi l e : =1.63 •span + 3 •d ' e 2 0 8 4 •8 i 11 RB := R =3.98 Fbe := K be E F = 61.68•ksi R B F := 1500•psi• 1.33 .... . . • • . • .... • • • a • . 2 • • ( be) 1+ F be F be ..•. •.• Fb F'b Fb •• . • • 1.9 1.9 .95 •••• .. • . • • . M .••. f b = S fb = 1219.1 •psi f b := S °p f by i X5.33 vs? • • • • • YY .. • )oc .. • • • ••.. f bxx f bYY = 0.94 <1.33 OK .98.2400.psi 1500•psi use GL 5 1/8 x 9 13' span, south side INPLANE LOADING: w: =(DL+ SL)• - 10•psf•9•ft w= 230•plf span : =13-ft 2 TVF &R Station 50 R - 1 (DL +SL)5ft10.5ft 1 P 1050.1b l e .d 2 RB:= 2 R 10.69 b p Fbe . - K be E F = 9.61 •k: 4 R 4 Q B I I F' b := 2400 •psi • 1.33 I 2 1+ Fbe 1 t F be F be F ' b F b F CL. L 1.9 1.9 .95 R: =w• an +P R 1737.31•Ib R 7.55•ft 2 13 w d:= 5.125.in b:= 10.5•in K 61 R r:= ,.span +P1 10 b 2 13 Rr= 2302.69•1b 1 1.63•span +3•d 1e= 22.47•ft (76ft)2 M:= RL7.6ft -w . M = 6.56eft•K 2 l i e d ••.. . . B:= b R =3.54 •... •••• • • • • •••• • be• OUT OF PLANE LOADING: • • E • .... . Fbe := F be • • • • R B 2 area := 13 •ft• 19 ft area = 123.5•ft therefore Cq =.9• • ; • • • • • • • • • • • 2 • • • • • F b := 1500•psi• 1.33 • • • • . . 2 F be F be F be 19 -ft • .... . .... • 1+ F 1 + F � b F i b w: =q1' 2 w= 116.1ap1f .• • • • L 1.9 1.9 .95 R := w• span R = 754.66.1b M 2 fbxx := S fb = 835.81 •psi. f bYY . =Sop f b: 2 • �c M •= w• span M op = 2452.66•lb•ft op o f bxx + f bYY = 0.81 <1.33 OK 8 .91.2400•psi 1500-psi try GL 5 1/8 x 15 I:= 494•in S 94.2in S 45.96in A 5 M span A = 0.22 in span = 695 unbraced beam d := 10.5•in b : = 5.125.in K :_ .61 E := 1800•ksi 48.1800•ksi•I A 1 1.63•span+3•d I 23.81•ft use GL 5 1/8 x 101/2 TVF&R Station 50 R -1 k 9' span header, west side of day room \'` , P :=4600.1b see R- P = 600•1b span := 9 .ft RL : = 6+1 R = 3577.78.1b 9 Rr : =P 3 t 8 R 5622.22•1b 9 / M :=RL.3.ft / M = 10.730ft•K •••• • • • • . M • • req 1.15.24 0•psi S req = 46.67 •in • • • • • • • . • . 1. Rr • .... • . A = A = • 30.56 •in2 • .. S q • 1.1 240 psi q • • • • ••• •• •• • • • • .. • • . • • . try GL 5 /8 x9 S =69.2 A =46.1 I := 311.1n • • • • .... • • • •••••• 2 •••• • A : = .M .span A = 0.28 •in s = • 386.34 OK • • • • • 8.1800•ksi•I A •• ' • • us G L 5 1/8 x 9 3' span header, east side of day room P:= 4600.1b S P= 4600.1b span : =3-ft TVF&R Station 50 R- I 0 R L • •= P. 1 R L = 1533.33.1b 3 R r •= P•? R r = 3066.67•Ib 3 M : =P. 141.21 M = 3.07°ft•K 3.ft _ M S req 1.15 1080 psi S req = 29.63 *in 3 1.5•(R A re A re = 27.78 •in q 1.15•.8.180•psi q use (3) 2x8 S =39.3 A =32.7 .... • . • • • •••• .... • • • . • ...• • • • • • • • • • • •• • •• •• • • • •• • . •. . . . • •• •• • •••• • •••• • •••• •• • . •.. • • TVF &R Station 50 R- I\ INTERIOR BEAMS AND HEADERS 6' span, west side of apparatus bay w := (DL + SL)• 72 •ft + 10•psf•14•ft 2 w= 1580°plf span : =6•ft 2 M: =w• M= 7110•11.lb 8 R := w• s R = 4740 °lb 2 _ M S req 1.15-875 -psi S req = 84.79 •in A = 1.5-(R- w-11.25-in) A = 29.52 .2 req 1.15•.8.180•psi req use (3) 2x12 S =94.8 A =50.7 • • •••• • • • •••• • 3.33' span, west side of apparatus bay • • •••• • • • •••• • • w: = (DL + SL)• 72ft —+ 10•psf•14•ft •••• • • • • 2 •• • • • • .• • •• w= 1580°p1f span := 3.33•ft • • • ••• • • • • •• • • 2 • • • M: =w span M= 2190.06oft-lb •• • •• •••• • 8 • . •.•. • •• . • . R: =w R= 2630.7*lb • •• • • • 2 •.•• _ S re q 1.15.1170•psi S req = 19.53.in A = 1.5•(R- w-5.5-in) A = 17.27�in req req use (3) 2x6 S =22.7 A =24.8 5' span, east side of apparatus bay w: =(DL+ SL)• 10•psf•10•ft 2 TVF &R Station 50 R -' L. w= 1540op1f span : =5•ft 2 M : =w• M = 4812.5 °ft•lb 8 R := w• s R = 3850 *1b 2 S •= M req 1.15.990 .psi S req = 50.72 °in 3 A = 1.5.(R- w.9.25.in) A = 24.12•in re q 1.15•.8.180•psi req use (3) 2x10, S =64.2. A =41.7 8' span, east side of apparatus bay w:= (DL + SW- 75•ft +10•psf•10•ft w= 1600°plf span : =8.ft 2 R : = w • s R = 6400 °lb 2 •••• • • • •••• • 2 •••• • • M: =w• M = 12.8oft•K • • •• • • 8 • • •••• . • • • • • M •• • •••••• • • • •• •• re q . 1.15.2400•psi S req = 55.65 sin 3 • • • • • • •• • •• • • • A req : = 1.5(R- w12in) Areq= 26.09�in •.'••• • .... • • 1.15240 .psi • ••.• •••• . •• • • • • •• • • • try GL 5 1/8 x9 S =69.2 A=46.1 1:=311.1n •••• 2 A 5.M-span e = 0.26 oin s = 364.45 OK 48.1800•ksi•I a use GL51 /8x9 10' span, east side of apparatus bay w : =(DL+ SL). + 10•psf•10•ft w = 1600°plf span := 10•ft 2 R := w• s R = 8000 °lb 2 TVF&R Station 50 R- 13 2 M : = w span . M = 2041 -K 8 _ M S req 1.15-2400-psi S req = 86.96 0in A = 1.5•(R— w-10.5-in) A = 35.870in req 1.15.240•psi req try GL 5 1/8 x10 1/2 S =94.2 A =53.8 I := 494.in 2 A 5 M span A = 0.4 °in span = 296.4 OK 48.1800•ksi•I 0 use GL 5 1/8 x 10 1/2 3.33' span, east side of apparatus bay WI mezzanine w : = (DL+ SL)• + 10•psf•10•ft+ (15•psf+ 125•psf)•24.5•ft 2 2 w = 3255 °plf span := 3.33 -ft 2 M: =w span M= 4511.8°ft•lb 8 R :=w- span R = 5419.57 °lb 2 • • _ M S req 1.15-990-psi S req = 47.56 °in3 • • • • • • • • •••• • A = 1.5(R— w9.25in) A = 26.36•in ••• • •. • • req ' 1.15-.8-180-psi re • • • • • • • • • ••• • • • • •• • • • use (3) 2x10, 8=64.2, A =41.7 • • • • •••• • • •••• • • •••• • •• • 4' span, east hallway • •••• w:= (DL+SL)• w = 600 opIf span : =4-ft 2 2 M : =w s M = 1.20ft•K 8 R :=w- s R = 1200.1b 2 _ M S req . 1.15-1170-psi Sreq= 10.7°in TVF&R Station 50 R - A = 1.5•(R— w•5.5•in) A = 8.38 oin req 1.15•.8.180•psi req use (2) 2x6, S =15.1, A =16.5 4' span, east hallway with mezzanine w:= (DL +SL) • (3�ft) +(15psf +125psf)• ft w= 2315°plf span : =4.ft 2 M : =w spy M = 4.63 oft•K 8 span R : =w'•— R = 4630 olb 2 _ S r 1.15 990 psi S req = 48.8 °in A = 1.5•(R— w•5.5•in) A = 32.33.111 req 1.15•.8.180•psi req use (3) 2x10, S =64.2, A =41.7 •.•• . . • • • •••• • •••• • • • • ••• . • • • •• •... • • • • •• • • • • •• •• • • • ••• • • • • • • • • •• •• • ••.• • • • • • • • • • ••.• • .• • • • • • •. • lau Cal 10 CI 66105 ,1: 2Ces _ 0 c .vc ty; f v For (copfehv,t ac 141 % / / / / / / / / / / / / / / / / / / / / / / /A 141 LLT = 50 PLF LLB = 0 PLF DLT = 20 PLF DLB = 20 PLF T TRUSS T -1 WI 141 LLT = 50 PLF ,r................,.............,..)r.. LLB = 0 PLF DLT = 20 PLF DLB = 20 PLF TRUSS T -2 141 % / / / / / / / / / / / / / / / / / / / / /A •••• . 141 LLT = 50 PL'p•• • •••• • .11dill LLB = 0 PI •••• • • . . 5 DLT = 20 Pj_li ••: • • • • DL5 =20P1s .. • •. • • • • • • .• • 55 •• • TRUSS T -3 • • • • P • ••.• . . WI • •••• . •••• •• 5 • • •••• 141 LLT = 50 PLF LLB = 0 PLF DLT = 20 PLF DLB = 20 PLF P =280't TRUSS T -4 4° (O( 534b J: \07132 \00plans.dwg, 1/22/2008 9:36:59 AM '6 WI P 141 LLT = 50 PLP LLB = 0 PLP DLT =20PLF D1-13 =20 PLF `! t P =420* ` 7 4794 TRUSS T -5 P 141 •••• • • 141 LLT = 50 MK.: ..:. • LLB =OPLF • DLT = 20 rive • 01-13 = 20 Pk-F• • • •• .. ••• • P = 1550* • • • TRUSS T -6 .. • • .. • .... . • 13 ° (q'f' ) I; : 1556:.. .. . • J: \07132 \00piarts.dwg, 1/22/2008 9:37:09 AM r 14 LLT = 50 PLF 143 141 /� r ������������� DDLL.TB _ 20 PLF 20 PLF W2 LLT = 81 PLF `ZS V" t - C ; i + - -t LLB = DLT = 33 PLF gt ( 1 qt-C\ DLB =20PLF 143 LLT = Si PLF GIRDER G -1 LLB = 0 PLF 3 3 t ( d P9� 6t o) ' 43 DLT = 13 PLF DLB =20PLF P 143 Wt LLB = 0 PLF 141 \\\"\\\\` ` DLT = 20 PLF DLB =20PLF 142 LLT = 81 PLF LLB = 0 PLF DLT = 33 PLF DLB = 20 PLF .' "' . . ... . GIRDER G -2 143 LLT = 81 PLF. ; • • • • • • LLB = 0 PLF • • • • DLT = '13 PLC • • • DLB = 20 PI#' : • • . . •• • . . . . W1 .. .. W2 • • • •.• • • • • t WI LLT = 50 PLF • • • •••• LLB = • • DLT = 20 PLF •• • • DLB =20 PLF • .... W2 LLT =81PLF GIRDER G-3 D LT = 83 PLF `ek:' l' t > - � � 5 » = DLB = 20 PLF 3: \07132 \00plans.dwg, 1/22/2008 9:37:22 AM WI 141 LLT = 50 PLF LLB = DLT = 20 PLF DLB = 20 PLF P � P = 4110# SEISMIC GIRDER G-4 141 LLT = 50 PLF W2 % / / / / /A W ' D TL = 20 PLF P DLB = 20 PLF f y W2LLT =181 PLF 2 5 ( 5fi(z) 4- gt.\ 1n ?r f , LLB = m1 " ! DLT = 123 PLF 4 R� DLB = 20 PLF •••• • • • • • • • GIRDER G-5 P = 4110 SEIS ICC+ • ...•.• •••• • • • • • • • • • I. • Wi • • • ••• ..•..• • •. • • WI LLT = 88 PLF • • • • P LLB = • • • DLT = 35 PLF'. • • •••• • DLB = 35 PLO •••• •• • • • • •• • • . •••• GIRDER G-6 P = 4110 SEISMIC J: \07132 \00pians.dwg, 1/22/2008 9:37:33 AM A WI f , WI LLT =88 PLF LLB =OPLF DLT = 35 PLF DUB =35 PLF P = 4110 SEISMIC GIRDER G-1 /A W1 P W1 LLT =50 PLF LLB =OPLF DLT = 20 PLF OLB =20PLF P = 2830* SEISMIC GIRDER G -8 WI WI LLT = 50 PLF . . • • • • . • • LLB = 0 PCP • • : •••• DLT = 20 PLF • DLB= 20 I°L1'•; •••• •• .... • • • • • P = 4280* S6ISMZC • oe. GIRDER G-9 • .. • • • . • . •• •• . // 11' • .... . • .... . .. . WI LLT �0 PLF • • • • LLB =OPLF DLT = 20 PLF P DLB = 20 PLF P = 4280 SEISMIC GIRDER G-10 J: \07132 \00plans.dwg, 1/22/2008 9:37:42 AM LEWIS &c consulting engineers Job TV F4 crn So `t. \ 4:,', 18660 s.w. boones ferry road Client tualatin. oregon 97062 Job No. By I. 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Jan 21, 2008 at 3:29 PM 07132 decorative trusses.r2d • x - .047k/ft - .047k/ft 1041 11%, - .047k/ft �i. �� �s s - .047k/ft v w � VV' -.o1 -.01 8 A ' 1 2 3 14 • • • •••• • •.•• • • • • • • • • ••.• • • . •••• • • • • • • •• • • • • • • • ••• •• •• • • • • •• • • • • • •• •• • •.•• • • •.•• • •••• • •• • • • • •. • • • Loads: BLC 1, dead load Lewis and Van Vleet Walnut Rd FS Trusses L.C. Jan 21, 2008 at 3:29 PM 07132 decorative trusses.r2d • Y •-.71•X - .119k/ft � - .119k/ft ,4 -f • . •• ,• -.119k/ft 411 ♦ 4 fis 9 - .119k/ft i1/7 A V 8 '' 1 2 3 4 •••• • • • • • •••• • •••• • • • • •••• • • • • • •••• • • • • • • •• • • • II •• •• • • • ••• • • • • •• • . • • • •• •• • •••• • • • • •••• • • ••• • • • • • • • • • • • • Loads: BLC 2, snow load Lewis and Van Vleet Walnut Rd FS Trusses L.C. Jan 21, 2008 at 3:29 PM 07132 decorative trusses.r2d • 1c) IX r� err ... � rrr rrr �� r ►'!► � r 4 ���� �r . 9 mei r� . l►V BC2 �r ' 1082k/ft 2 3 4 •••• • • .082k/ft • • • • •••• I • •••• • • •••• • • .. •••• • ... • • .• •• • . • • • ••• • . •• • • •. • •• •• • •••• • . •••• • •••• • •• • • • • . •.. • • Loads: BLC 3, wind load Lewis and Van Vleet Walnut Rd FS Trusses L.C. Jan 21, 2008 at 3:29 PM 07132 decorative trusses.r2d Company Lewis and Van Vleet Jan 21,_2008 Company Lewis and Van Vleet Jan 21, 2008 Designer L.C. 3:33 PM Designer L . C . 3:33 PM Job Number 07132 Walnut Rd ES Trusses Checked By _ Job N umber 07132 Walnut Rd FS Trusses Checked By • Global Member Primary Data (Continued) Dis•la Sections for Member Calcs 5 1 , Max Interna Sections for em • '" ss �tt Include Shear Deformation � • ► !+j �l�l�IN?r =∎ � .�.r� P -Delta Ana171'y [X Eriiii a am■ —T'7 n mi • Hot Rolled Steel VH..1Ir53Il L••�7" Member Advanced Data LI•I;%1 •• u ;yt `I mot• B�iZ� o rsetOnt I J tmsel6n] IM •I. T •., • � r Number of Shear Re.ions ao�� !2"."•f.• x � l .TrAI r. r = iD v; Concrete Stress Block : ���— x.,. —__.— __..___ ._ . al*' -- • Ise eFacked Sections ', -: i�fi.�at�� Bad Frain in VJernin s S� .' -- #tt U _ -. l✓_:�•1'Y.71111•f! �v'+'-,. Ins , 7;' r � ' 1111 -- m111111P7rr�111•r7M �� rr*� i_�• Wood Material Propertie Lapel Sneries 1. , • . I . ,, •Fl E> �l/r -ta �j7'1 _— 1DF La I cl ums'l Cou • las Fir -Larch Select .s. -t a —�em' ' •F. _ Dfi — Webs.,, ::,•. . s :. =•e. _ - SA . MMI■11 110711_MIMI Custom Wood Properties Joint Coordinates and Temperatures Label Fb Ike Ft Ike Fa lull Po Ike E full 80L .,I : o , Ill No Data to Print ... I am , , )t i ood Section Sets s C E1 r Label Sheya Tyco Design Llst Malarial •eslnn Rule A [In21 (90 77 [ (0 1801 II 1 bottom chord - a - Recta •ular DF Larch Ch , 4.2 96_ .3E4 • 77 y .G V •ti ai S t igCi °ii971�7•i mi i■ i. E7 7 Concrete Section Sets LaMI mane 7 vna Deslon I Izt Malarial Desinn Rules A [in2l (80. II. 10.180) t iny I Joint Boundary Conditions 1 I GQNC1 I CRECT12X8I Beam [RedanaularI000c3000NW[ TVDIG81 9 6 1 115 Joint Label XIkSsl YIkMI RMatlodk.Rf•dt Faalh Member Primary Data 1 1 11 Will' � . .j,• 1W7r�r'►?r,�! "?1� Wood De i n P a s a Parameters WV 1111•?•' 1♦111117!'— a ••v ,____ - ••T)♦ Label Shave enathtfl La-outfit] I a -loll] a- bend to. e- bend be. K -aut K -In CV Cr • awe In swan bottom ch... 0.604 ��i7���iF�1'f. [•7� ,!.v �:I**. �'1 mss; t ! T•'•••rwLl fa ∎_ __l•∎ •_ WM iT.ja MIME Wa— -7 =I =PI ` `=R1 Ii• 'r1 71i'_i Mil - -_ E7 1■1111!i1•tT1rMEM . • 1 alt 'e T9ik^'?+1 laWal t "711111 T3��_— i— ������ �� `�T_' :. „ - DF Lerch• � pkal• 9 web 143 •. • • • • RISA -2D Version 8.0.2 [C:IRISAt ob files \ 0 s rise 7132 walnut AD \ad I•S Rttive true setr2d] : • FyEl•1. • RISA -2D Version 0.0.2 (C:IRISAyob files risa107132 walnut RD FS \decorative trusses.2d1 Page 2 • • • • • • • a • • • • • • • • • • • .•n • • • • •• • • ••• - • • • • • • • • • • • • • • • • • • • • • • • • • CS • • • n Co L 13wis and Van Vleet Jan 21 2008 Company Lewis and Van Vleet Jan 21 2008 g 3:33 PM Desi L .. 3'33 PM Job Number 0 72 Walnut Rd FS Trusses Checked By Job Number . 071C32 Walnut Rd FS Trusses Checked By Wood Design Parameters (Continued) Basic Load Cases (Continued) ZIAMT7 L11!"'7 111=11111∎111=1•1■11 w ., —1■ ,,• IIMM:lT1M1111111M1111■11IMMIMMIMIIIIIMMIMjjjjjjjjjjMIM �IIIMIIl � l• ∎�� —� �` ' ' Load Combinations ,rzi iM�1•l71MI=MMiMIIIIMMIIIIM=MMMIIM1• I•I•IIMI•IIIMM Joint Loads and Enforced Displacements IMM a 1 - _�� M � ' - i _-- -- -_-__= Joint I abet L D M Direction Mapnttudepr k -ft In red k°s ^7Jft1 ,..� I No Data to Print ... Member Point Loads Envelope Joint Displacements MerrNnr l ehel Direction Mennttudefk k•ltj Locationin %I Sn , jjjjjT'a w _'mt' mow' I No Data to Print ... I WM MIOMMin. orno Ili'M'M �r:�ME11 MN. Member Distributed Loads (BLC 1 : dead load) EM 1.a �`), , ,_ 111F1I��` Member l abet Direction Stan M eoni unnik/ft St nd MaoMUdelVft d Start I ncalinnIfIN End LoeatMn[ft %1 , , „ 11111111111167�M1111111111111M' 'I "M11 `' f ? a t R ` . ' . t '' a 05 0 MilIMINiMMIIII Mint Tg3:_ -144 fat - 1a1111111Mi11111■17•i' WWI - MIIII`i Member Distributed Loads (BLC 2: snow load) ms m s . siMMIIIiM�`M Member Label Direction _ start a ; 21 00.0 . 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C . 3:33 PM Design L.C. 3.33 PM D Job Number 07132 Walnut Rd FS Trusses Checked By J Num : 07132 Walnut Rd FS Trusses Checked By_ Envelope Member Section Forces (Continued) Envelope Member Section Forces (Continued) Member San Aodal(kl Ic Mould lc Mormntpt -111 lc „ I I•.. -„ , ;I . 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IFU_ '.'ik' =MI fT7MIIIIRTIMIIMIaa![S1111=Z•IMIIC>♦iM • • • • • •• • • • RISA -2D Version 8.0.2 [CIRISA files risa107132 walnut 'AD FS1decjative trusses.r2d] Page 5 RISA -2D Version 8.0.2 (C:IRISAt ob fleas—Wall/7132 walnut RD FSldecorative trusses.r2d] Page 6 •• • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • •• •• • • • • • • • p • • • • • • • • • • • • • ua Company Lewis and Van Vleet Jan 21 2008 Desi L.C. 3'33 PM N Jo umber 07132 Walnut Rd FS Trusses Checked By Envelope Member Section Forces (Continued) Meniier Sec Azat1kl lc Sh••rfkl Ic Momenttk -ftl lc - �� 1 2 MIME ' itT1 -1•7 1 a♦1MI11111111117'ME .7 1W111 WEI iG'7- tlf•71 X11 IIIIII HMO i7- 111M111F'T71111•KFZl1 •� ii�•>♦0 i�fl�5'iCli� i11111111i/111■1 G:f�WIN•11=11111=10 'fit-_ IKk7■i111f'T'1 111111111E7111IN ...r 11a1�'iai0 i& 57 ■ 1 1111■11111•t1111f'T''1iF1711111111WIF1•`711111 •? - a10 RIIIIIIMMIlli11111Irrra =EZF'f-m .r i1mar1•i1 td�dlkitacixzsw�'sar!w�-:,n �,,,,, 44 t�>• I� II I IMM�i1 � T a1 1a 1481._ - 1s0 =MI ;- -- NI1M Envelope Wood Code Checks i�iTT.iF?i[7i/f�f�f3�'%�t! •�• [IT�..1�7�ilfii�■RiE'l�I 17iT 71 FS:4[i1 I W7111111; W7 i1 !711t•71i■1Fr7 1 i7iRa IUFIM]F7iE'+7111E11F7 7• iR1i1g7ai11117 m .. IIIIMMIIIN W/IMMF1 niii►G7 7a7 rum IMIU M1 r:11 la T7FUTT111fbariJi11rElli niW'1T1 i[.ii^TWORT.71i `1111ra lFa7Ti1 i#1 IIIIM 1.7REMiM7FT31 • • • • •• ••• ••• • • • • •• •• • • •.• ••• • • • •.. • • •.•• • • • • •. • • • • • • ••• • • RISA -20 Version 8.0.2 (C: \RISA \job files rise \0713i w4nut;RD•FS7decoratye truss•s.r2d] • • 'Page 7 • • •.• • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • -- 1 • • • • • •• • • • • •• •• •• • TVF &R Station 50 R - DOUBLE BEAM SUPPORTING DECORATIVE TRUSSES P 1 := (15•psf+25•psf)•5•ft•10.5•ft P 1 = 2100.1b P2:= (15•psf+25•psf)•5•ft• P2= 3200•Ib span : =14•ft 2 RL: =1 1 9 +1 4 RL= 2.26•K 14 14 R =1 +1 2 .1 0 R 3.04 -K 14 14 M:= R M= 12.14eft•K M S„, 1.15.2400 .psi S req = 52.8 °in ...• • • 1.5•Rr • _ 2 •... A re q 1.15 240 psi A req = 16.5 •in •••• • • • . .•.. use double GL2.5x12 • •• •• • • • ••. • • • •• • • . • . • • . •• •• • ••••• •••• . •••• • 4' window header supporting double GL beam • • • • • . •• • • .... P:= 3.04.K P= 3040.1b span =4•ft TVF&R Station 50 R-1( R: =P R= 1520•lb 2 M : =P.sp� M= 3.04•ft•K 4 _ M S req 1.15.1080•psi S req = 29.3702 1.5•(R A re q = 27.5 °in A re 1.15 •.8.180 •psi use (3) 2x8 S =39.3 A =32.7 •••• • • • •.•• • •••• • • • • • • • • •••• • • • .••• • • • • • • •• • • • • • • • .• • • . • • •• • • • • • •• •• • •••• • • •••• • •••• • •• • • • • •• • • • TVF &R Station 50 R -� L 4' CANOPY OVER OVERHEAD DOORS snow drift W =81•ft hd:_(.43. +10— 1.5).ft hd= 3.03•ft C = 1.0 P f:= .7•C P f = 17.5 epsf P f h := hb= 1.01•ft 17.3 . lb ft 3 P 17.3• P 69.8•psf ft drift := P m — 25 .psf drift = 44.84 •psf Wd: =4•hd Wd = 12.1•ft use 45 psf to 30 psf drift at canopy wind uplift: q uplift 16.4•psf•2.8•.72.1.15 q uplift = 38.02 °psf •••• • • 13' span beam � •••• • w:= (8•psfi -SLf 38•psf)• (3.75•ft)2 w= 272.8•plf span : =lift • 1.11 2.1.83•ft 5•5• • • • • • •• • (3.75•ft)2 • • w uplift q uplift • 2 1.83 ft w uplift = 09 •pl • • • • •• • • 2 •••••• • • M: =w span M= 5.760ft•K •••••• 8 • • 5155 S... • .. R: =w• R= 1773.180lb • 2 •••• M 3 req 1.15 1950 psi S req = 30.844113 A = 1.5•(R— w•7.25•in) A = 11.650in req ' 1.15.180•psi req use select structural 4x8 S =30.7, A =25.4 , LEWIS & consulting engineers Job [(/F t I Sr!vo'SO • 18660 s.w. boons ferry road Client h. tualatin. Oregon 97062 Job No. By [503] 885.8605 phone [503] 885.1206 fax I VAN VLEET Date X10 8 Sheet No. iti' 1 In.orporeted .£!k' *sue-•^ . ..a .- aan: �6;^ r. �s�'- sa&"r.i. �..e_�.e - , ...— . . s + if-'• f2$ ( Cod v:Itf 11v ) ti t o o g x' E 1 1 r 2!{.5 .0.4-/ F L.0R 50 sr WC- 28 1 J � (C3 0, i‘ i c am - Wiz s 6 N 5a5 7 : use 1I % T titQ 0 21 se( - 3 m ow-Li 3 t `i 0 rr, Fd , i is i ti S A 1 N •••• • • • • • f9 •••• • •••• • • • • • • •••• 0 • • • • • ••• • • • • • r • • • • • 11 • • • • • • 5 1 • • • • • • • •• •• • • • • • • • 0 • [ • • • • • • • • a • • • • • • • • • :,1 Li g a i S 5 2 4 li , .47d'. -tpr -e _tr. rais__: T3di '3A_L:u:SR31'IV- M.11'� :i=s r:"+e ' ^t5 .4.67..' gTi_.:.:F��..:: a.^a3C9^.r.-- =.2....F_. ctz'LG.- • ■ ok .,, eve t Mech. Mezzanine by Weyerhaeuser 28" TJI®/L65 @ 19.2" o/c TJ -Beam® 6.30 Serial Number 7005112223 User2 1/25/200$ B: 10'27 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED • 24 - Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Storage - Light (psf): 125.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead/Uplift/Total 1 Stud wall 3.50" 3.50" 2450 / 294 / 0 / 2744 End, TJI Blocking 1 Ply 28" TJI ® /L65 2 Stud wall 3.50" 3.50" 2450 / 294 / 0 / 2744 End, TJI Blocking 1 Ply 28" TJI ® /L65 -Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 2697 -2679 2900 Passed (92 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 2697 2697 2900 Passed (93 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 16240 16240 16085 Passed (101 %) MID Span 1 under Floor loading Live Load Defl (in) 0.478 0.482 Passed (U605) MID Span 1 under Floor loading Total Load Defl (in) 0.535 1.204 Passed (U540) MID Span 1 under Floor loading TJPro 50 30 Passed Span 1 - Deflection Criteria: STANDARD(LL:U600,TL:U240). - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 8" o/c unless detailed otherwise. Proper att. chmepPadtraositionjpg pj; • • lateral bracing is required to achieve member stability. •••• -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. •••• • • • • • • •••• TJ -Pro RATING SYSTEM • • • -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED TJPtL•F,D 19/3 Panels (20" Span • Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling allone. AStraCtaral andl/'ef; the deck has not been performed by the program. Comparison Value: 2.17 • • • • • • . ••• • ADDITIONAL NOTES: • • • • - IMPORTANT! The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizjpgbl jtS products by this software v lr be accomplished in accordance with iLevel® product design criteria and code accepted design values. The sp: cif: aN2duct aprI gn, input SgSlJrf loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a i iLevel® Associate! • -Not all products are readily available. Check with your supplier or iLevel® technical representative for product av • • • -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. • • • • • •••• - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: TVF &R Station 50 Lance Cerny Lewis and Van Vleet 18660 sw Boones Ferry Rd. Tualatin, OR 97062 Phone : (503) 885 -8605 Fax : (503) 885-1206 lancec @lvvi.com Copyright 0 2007 by iLevel ®, Federal Way, WA. TJI® and TJ -Beam® are registered trademarks of iLevel ®. e -I Joist °,Pro° and TJ -Pro° are trademarks of iLevel®. C: \Program Files \Trus Joist \TJ -Beam \job files \07132 tvfr 50 \mezz joist.sms eve Mezzanine Roof Joist by Weyerhaeeser 11 718" TJI® /L65 @ 24" o/c TJ- Bearrie 6.30 Serial Number. 7005112223 User 2 1/25/2008B:10:47AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED /Member Slope: 4/12 Roof Slope4/12 Ii 24' 6" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 3.50" 613 / 387 / 0 / 1000 End, TJI Blocking 1 Ply 11 7/8" TJI ® /L65 2 Stud wall 3.50" 3.50" 612 /387/0/1000 End, TJI Blocking 1 Ply 11 7/8" TJI ® /L65 DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 983 -976 2214 Passed (44 %) Rt. end Span 1 under Snow loading Vertical Reaction (Ibs) 983 983 2168 Passed (45 %) Bearing 2 under Snow loading Moment (Ft -Lbs) 5918 5918 7762 Passed (76 %) MID Span 1 under Snow loading Live Load Defl (in) 0.990 1.269 Passed (U308) MID Span 1 under Snow loading Total Load Defl (in) 1.617 1.692 Passed (L/188) MID Span 1 under Snow loading - Deflection Criteria: STANDARD(LL:L/240,TL:U180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: • • • • • • • - IMPORTANT! The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizTrfVfn products bythis software•vo4 be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product app:C2tit n, input degigri loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an ileiral®Asseeiete. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. • • • -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. .•:••. • - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. • • - (Minimum cut length) = (Overall horizontal length) x 1.054 + 3 15/16" ' • • • •. • • • • • • • • • • • • • •• • • • • • • • • • • •••••• • • •••• • •••• • •. • • • • •. • • • PROJECT INFORMATION: OPERATOR INFORMATION: TVF&R Station 50 Lance Cerny Lewis and Van Vleet 18660 sw Boones Ferry Rd. Tualatin, OR 97062 Phone : (503) 885 -8605 Fax : (503) 885-1206 lancec@lvvi.com Copyright 0 2007 by iLevel ®, Federal Way, WA. TJI® and TJ -Beam® are registered trademarks of iLevel ®. e -I Joist ^,Pro" and TJ -Pro.. are trademarks of iLevel ®. C: \Program Files\Trus Joist \TJ -Beam \job files \07132 tvfr 50 \mezz jroof joit l.sms • eve Mezzanine Roof Joist by Weyerhaeuser 11 7/8" TJI® /L65 @ 24" o/c TJ- Beam 6.30 Serial Number. 7005112223 User :2 1/25/20068:11:06AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Z1 Member Slope: 4/12 Roof Slope4/12 4 24' 6" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Snow(1.15) 25.0 15.0 14' 6" To 24' 6" Replaces Uniform(psf) Snow(1.15) 0.0 8.0 0 To 14' 6" Replaces Point(Ibs) Snow(1.15) 300 96 6' - Point(Ibs) Snow(1.15) 300 96 12' - SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 3.50" 480 / 358 / 0 / 838 End, TJI Blocking 1 Ply 11 7/8" TJI® /L65 2 Stud wall 3.50" 3.50" 620 / 395 / 0 / 1014 End, TJI Blocking 1 Ply 11 7/8" TJI ® /L65 DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) -997 -991 2214 Passed (45 %) Rt. end Span 1 under Snow loading Vertical Reaction (Ibs) 997 997 2168 Passed (46 %) Bearing 2 under Snow loading Moment (Ft -Lbs) 6296 6296 7762 Passed (81 %) MID Span 1 under Snow loading • • • Live Load Defl (in) 1.009 1.269 Passed (L/302) MID Span 1 under Snow loading • ' • • • •' Total Load Defl (in) 1.657 1.692 Passed (L/184) MID Span 1 under Snow loading ' • • •, • • • • - Deflection Criteria: STANDARD(LL:U240,TL:U180). • • • • - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 9" o/c unless detailed otherwise. Proper ghment and Ifositioning of • •' lateral bracing is required to achieve member stability. • • • • • •• • • • • ADDITIONAL NOTES: • • • • - IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing • of t T:roducts'by tAiseoftware will • • be accomplished in accordance with iLevel® product design criteria and code accepted design values. The speciflCQrt(lOct applicatipn, input desigrb • • loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an i .evel® Associatt . • • -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability.* • • -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. • 0000 • • • • • • • - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. • • • • • - (Minimum cut length) = (Overall horizontal length) x 1.054 + 3 15/16" • • • • •. • • • PROJECT INFORMATION: OPERATOR INFORMATION: TVF &R Station 50 Lance Cerny Lewis and Van Vleet 18660 sw Boones Ferry Rd. Tualatin, OR 97062 Phone : (503) 885 -8605 Fax : (503) 885-1206 lancet @Ivvi.com Copyright O 2007 by iLevel ®, Federal Way, WA. TJI® and TJ -Beam• are registered trademarks of iLevel ®. e -I Joist", Pro" and TJ -Pro° are trademarks of iLevel ®. C: \Program Files \Trus Joist \TJ -Beam \job files \07132 tvfr 50 \mezz jroof jolt 2.sms TVF &R Station 50 PS- t LEWIS & L It consulting engineers Job: TVF &R Station 50 Client: PSE 18660 sw boons ferry rd. Job No. 07132 By LC tualatin, Oregon 97062 Date: 9/07 VAN ET (503) 885.8605 phone (503) 885.1206 fax POSTS AND STUD WALLS DEFINE UNITS: K:= 10001b psi := b plf : = ft ksi:= psf =ft2 klf: = K R CHECK STUD WALLS: exterior wind loads: 80 mph exp. B, Occupancy Category IV typ. walls: 10' trib. area: q 10 := 16.4•ps11.2•.72.1.15 q 10 = - 16.3 °psf 100' trib. area: q 100 -16.4 •psf .9'.72.1.15 q 100 = - 12.2 °psf •••• • • • • • corners: •••• • • • • •••• 10' trib. area: q c.10 - 16.4•psf• 1.5•.72.1.15 • q c .10 = - 204 psf • • •••• • • • • • • •• • • • • 100' trib. area: q c.100 16.4•psf• 1.2•.72.1.11, K 100 ;' 16 .3 psf � • • • • •..• • • • •• •• • •••• • ... • •••••' . • . • • • • • • • •• • • • STUD WALLS: cases to be checked: 1. exterior wall, worst case, 18' hieght 2. 17' tall studs between 3.33' and 21' opening 3. 17' tall king studs adj to 8' opening r r TVF&R Station 50, PS -'Z case 1 - worst case exterior 7 1/4" wall check double 1 1/2" x 7 1/4" Timberstrand 1.5E 16" O.C. bending: L : =18•ft A :=L.16-in A = 24.11 q = q 10 (q 10 g 100/ q = - 15.7 "psf R: =q 16inL R = - 187.9.1b 2 2 M := (.I6.in. - 1 M = 845.7.1b•ft 8 S:= 7.56•in fb : fb= 1342.4•psi S Fb:= 1.35.1.33.1170•psi Fb= 2100.7•psi 2 deflection: A := .7 5 M•L A = 1.11 «in = 195.2 OK 48.1500•ksi•20.8•in A •..• • • compression: • •••• • •••• • • 2 P '= p 40 sf• ft) •16•in Pe = 213.3•1b • • • axial 2 2 ft • • • • • • • S. • f Paxial f 25.9•psi • • •• ••• ..'..• 1.5•in•5.5•in • • • • • • column stability factor • • • • •••. • • . •• ••• • • •••• • •• . • • • Fcstar:= 1350•psi•1.1 K =.822 c: =.8 1 =18•ft d:= 5.5•in E':= 620•ksi" •••••• K E d = 39.3 OK F c E := cE 2 F cE = 330.4 •psi l a 2 1 + F 11 1� F cE F cE F cstar F cstar I I F cstar TVF&R Station 50 PS -3 (2 = • 2c - =0.2 II 2c ... - c ... ( F F F= 313.6•psi combined loading: 1.33•fb fc 2 =0.9 <1.33OK Fc Fb 1- f F cE use 2x6 16" O.C. tyro at exterior walls case 2 - 17' king studs between 3.5' and 13' window bending: L : =18 ft A : =L 3 13•ft A = 148.5•11 2 : = c 1 1 0 0 q = - 12.2 •psf w: =q • r3.5 ftt 13 ft) w =- 100.8•plf { 1 2 R := w. 18-ft R = - 907.4.1b 2 •••• • • • • • •••• • •••• M:= 1 w (18 ft)2 M= 4083.4.1b4P•••. •••• • 8 • • • •••• • • • • • • •• • S • •' • •• • • • ••• • • • • •• • • fb: =M fb= 1620 . 40 ps1• • .• • • S ••• • • • • Fb: =1170 psi 1.351.33 Fb= 2100.7•psi • • •• • • •w • • • •••• 2 deflection: 0 :_ .7.5•M•L A = 1.3°in L = 172.5 OK 48.1600•ksi• (20.8.i4 .4 A use (4) 2x6 DF #2 TVF &R Station 50 PS -' case 3 - 17' king studs adj to 8' door bending: L : =17•ft A : =L. 88 -ft A = 68•ft 2 2 58 q q10 - (q10 -8 100 19 q= - 13.7epsf w : =Q 2 8•ft w= 54.7°p!f R: =wL R= 464.8.1b 2 2 M := w L ._ 1 M 1975.3•1b•ft 8 S:= 7.56•in fb: = fb= 1045.1 -psi F := 1170•psi• 1.35.1.33 F b = 2100.7 ^psi 2 deflection: o := •7.5•M•L A = 0.7 °in = 283.2 48.1600 •ksi • (20.8 • in .3 A ..•• • • use(3)2x6DF#2 •••• • • • • • •••• • • • • • .••• • • • • • • •• • •• •• • • • ••• • • • • •• • • • • • •• •• • •••• • • • • •••• • .55• • •• • •• • • • TVF&R Station 50 PS- OVERHEAD DOOR JAMBS worst case, center d trib area: 24 -I 1 I = 192 q q 100 2 q= - 12.2 •psf 1 12-ft1 w 1 :- _ q• 2 / I w 1= - 73.3 •plf w2 := q•16•in w = - 16.3 °plf 14.ft 12•ft 24•ft 4• P: =q I. P = •K 2 2 2 2 R := w +w212ft 18 +P 12 R top = 769.9•Ib p 24 24 24 p R base =w1 12ft 18 +w212ft 6 +P 1 R base = -1112.1.1b 24 24 24 M:= lRtop.l2 -ft -W2 (12•ft)2 •- 1 M= 8.1•ft•K lL 2 J •••• • • • •••• 1.67•M Z = 3.S•in •'• _ Z req ' 46 ksi req •••• • • •••• • 24 ft = 2.4 •in I = 5..7.M- (24•ft) I = 8.4•in S. •' • 120 re q 48.29000•ksi•2.4 -in req .. • • • • • S. • • • • • use HSS 5x5x3/16 Z=7.19,1=12.6 • • • • •••• . . • • ••• • • •••• • •• • • • • •• • • • t � TVF &R Station 50 FT -I LEWIS & Job: TVF &R Station 50 consulting engineers Client: PSE Job No. 07132 By LC Date: 1 /08 18660 sw boones ferry rd. tualatin, Oregon 97062 vAN VLEEF (503) 885.8605 phone (503) 885.1206 fax FOOTINGS DEFINE UNITS: K := 1000-lb psi := lb plf := lb ksi := R psf := lb pcf := lb in2 ft in ft2 ft3 FOOTINGS: q allowable 2000•psf worst case coots footing east side of apparatus bay L 15 sf p :_ ( p + 25 psf) 75•ft 2 10 psf 10 ftl p = 1600 •plf w req • p w req = 9.6 ain g allowable • . " ". • • •••• . . • •••• use 18" min. width footings typ at bearing walls • • •••• • • • • • • •• • •• •• . . • •• • • • • • . • • • • decorative truss post footings • • • •••• worst case north canopy ' • •••• • •• • • • • • • gravity load: • P:= 2100lb + (15•psf +25•psf)• ftft •10.5•ft P = 3150.1b 2 A req = P A req = 1.58•ft q allowable TVF &R Station 50 FT- wind uplift: q := 16.4•psf•1.3•.67.1.15 q = 16.43 opsf R:= g10.5ft 5 - _ ftft +5ft 9 +g5ft• 4 R = 1361.1.1b 2 14 2 14 weight = R req 6 weight req = 2268.5.1b h weigt _ req req = 9.26•ft A req A re 150•pcf•10•in+ 120•pcf•1 .ft use 3' 4" square footings HSS post footin northeast corner ofapparatus bay worst case north canopy gravity load: P: =f ( 15psf+25psf) 7�ft +10psf10ftl lift P= 11.2 -K P A req ° 5 6• ft 2 A teq . . • gallowable • . •••. •••• . . • use 2' 8" square footing • •... • • • • • • •• • • •• •. • • • •.. • • • • • •• • • • •• •• • • •.. . . . . . .•.• . •... •. . • • . •• • • • • LEWIS & consulting engineers Job T ri- Client 5' '_ R • 1B660 s.w. boons ferry road `= tualatin, Oregon 97062 (503) 805.0605 phone (503) 865.1206 fax Job No. By L( VAN VLEET Date 11 Sheet No. (.-- - I Incorporated + ! ∎ -t + • �.... ! tl 1 T. : .- 1 ':,.....,...._..... :..- : . C) � t ti 1 . • • C�SNIt�lf t`� i ' _ - j I ± i • 7.1: ' 7T, . . 1 '' c•vy . , 7..../....„...."....„7 .. ,' t Ii I 1 i I ... 0 1 , . '‘`■. :• .' ''''''.1:f. 1 0, MMI QU 11.01 t•4"- 0 t rl 11 A f "" j et s_( • • • • i • • i I I • •••• t i i : I i i I .„•:, •••• • • • x i I I a. •: I • • • + . I ! - -. i . -' - • S. • : •• . • i ' . 3 e 1;l ii • • • . -. • ...• / ' • •••t •• ...: ... ; - '!. .. !,.. ... ... . . .. . i .. :! ..... .:, I I 1 I I + ' 1 1 S ' - i E I j t I • � t• i- i -P .., _-.,, y� "M1�7 ^ -r- »' - a te ' ^ . ,. , .xaansrwl7� L*a-a.; J::s;>WS¢sSr� - "TTak•..�s _ . -. .. S Project Name = Walnut Rd F.S. Conterminous 48 States 2006 International Building Code Latitude = 45.43 Longitude = - 122.81 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.924 Ss, Site Class B 1.0 0.336 S1, Site Class B Conterminous 48 States 2006 International Building Code Latitude = 45.43 Longitude = - 122.81 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.13 ,Fv = 1.728 Period Sa (sec) (g) • • • 0.2 1.044 SMs, Site Class D • •••• 1.0 0.581 SM1, Site Class D "" • .••• • • • • • •• • Conterminous 48 States • • • ••• • • • 2006 International Building Code ▪ • Latitude = 45.43 •••• • • Longitude = - 122.81 " "' • .• • SDs = 2/3 x SMs and SD1 = 2/3 x SM1 • • • • Site Class D - Fa = 1.13 ,Fv = 1.728 Period Sa (sec) (g) 0.2 0.696 SDs, Site Class D 1.0 0.387 SDI, Site Class D TVF &R Station 50 L -3 LEWIS & consulting engineers Job: TVF &R Station 50 Client: PSE 18660 sw boones ferry rd. Job No. 07132 By LC tuatatin, Oregon 97062 Date: 9/07 VAN vLEEr (503) 885.8605 phone (503) 885.1206 fax LATERAL DEFINE UNITS: K := 1000.1b psi := lb plf : = lb lcsi := psf := klf := ft pcf: lb ft ft SEISMIC: Site Class: D short period spectral response: S DS :_ .7 1 second period spectral response: S : =.39 seismic design category D I • • = 1:5 R: =6.5 V:= ,7. x R V= 0.11 x W (for ASD design) • • • • •••• • • • • • •••• W roof = 15•psf W 10 sf • wall' p •••• • • •• • • • •• •• • • • ••• • • • • • • •• • • • • • •• • •• • vertical acceleration: .7•.2•S DS = 0.1 •••• • • •••• • •••• • •• • • • • •• • • • • LEWIS & consulting engineers Job TIUF YL atiliw4 so �' Client �, 16660 s.w. boones ferry road tualatin. Oregon 97062 Job No. By LC- (503) 885.8605 phone [503] 865.1206 fax VAN VLEET Date 114 Sheet No. C- 'I Incorporated _...s era a- eeam 13 ,.rsrzgi. -a ,zMTILV =:. :01rFz rat a LM^, -� .a a«,... e= ra _ :rr:. s , :1;tl t O?. Loko :. kai!' (iiitpttik El %P ex0 n , r ' ' ' Id , 4 (1,1� 18 11,p0 StQAt; `& 3 2 ,i r VP ' ' • 1(6 '1 ' P t 11' 3t , 1 ,,,, ,----- 0 — 4-.,:6 1 1 4 lig ctio , 0 V ` � S y I > i %.1 (At' ) (s, rgsi) I , I 1 - Ig``f ( Ib,\ f 14: I e' ,It>t itd.46; 1,3 • •....• { • • • • 1sT.' Cy ( . Gq (, ( S►„ R.LIY 3,4 • • • •• •..• • n ('Cl)(/ • • • • • ) 4,x( .(S.lii gq.6' l •• • . • • ••• .• •• ; • • • • Iv IS • • • ▪ • •• •• • • ' / ''' n : :: ▪ • • • •• • • to )1 s -, c\ 1 . tV 0,4 ts,a) ( %i2) LI M_} -L s!( y, +1,3 ('3) 3 3,L (u) t1,2(0 4 3,6(2) * 63(4) R.3( }) i 227 CLFi il P g },. , ,. •-F -- s2 ..::.. - .. <<.....,s,i azzrcg«,.:r...'r -- •,-- .., : a m , ,,.� — sue: J.. . -.. . LEWIS & consulting engineers Job Tu FM CO s n`'� Client 18660 s.w. boones ferry road tualatin. Oregon 97 062 Job No. By L_ (503) 885.8605 phone (503] 885.1206 fax VAN VLEET Date //% Sheet No. 1-" 5 Incorporated �iL'dtffiS15i ^7l""g71d384S7r,��"^-"•�•�ffiII �'��::_2iII- ... ...a., ua f W O►N . PI�`1 _nowt ( CatsNikiliG ftik coM,nkeIN omii 14.4(111Siwitk PIP f il l I ,d i I . fl rt 1 i 1\ :, ', ..1 V (.61.-)(. r 5.t( as 1r 9 - ,e A ,64) (13) ( Is - . 1,Z ) € • •••• • • • • • • tiy W • • • • 1 •••• • � �,�j (iLf > i �3.3(ti) t �i' "�Z) 1L12 z �� • : :':: . •• •• • T. N F • • • • ••• i •• • • s • • • . •• •• • 1 1 •••• • • t • • • •• • • • • • c •••• • 3 • •• • • • • •• • • • j. •••• i • ii i, 1 ..-v , .�� - "i - - s } „ - ie:0=aw v.i:RT 4 r. s,FTi - t rv,xl+mr = ==.r .iL�°w_._,—,LI .:5 u. a.� _ _ __ - _ "u3. TVF &R Station 50 L -6 EAST/WEST LATERAL: MAIN BUILDING: Seismic: Veq:= .11.(Wroof•118•fti- Wwa1. 9•ft•2+ 16•ft•3) V 231 °plf 11 2 /I V win := 227•plf SEISMIC CONTROLS, see LA 47•ft V Cmain := V eq. 2 V C = 5.43.K V : =V 47ftt39ft V = ° 9.93 K D eq 2 D VE: =V eq . 39ft VE =4.5 °K 2 diaphragm shears: v C := V Cmain v C = 46 °plf 118•ft use 19/32" sheathing, nailed with 10d a.6" O.C., allowable v =215 Of •••• . . DAY ROOM: • •••• • •••• • • Seismic: ••• • • • (AV 16ft+11ft1 • V := .11 roof 33 ft + W wall' 2 I • y: ' lif .: • • / 69.3 • • • ••• •. •• V wind := 142•plf WIND CONTROLS, L -5 ' • • • • • •••••• • • •• •• • •••• VB :=V d. 2 V B= 1.42 °K .. • • •• • • •••• V Cday V B V B diaphragm shears: v := v B = 43 °plf 33-ft use 19/32" sheathing, nailed with 10d (a)_6" O.C., allowable v =215 plf TVF &R Station 50 L- COMMUNITY ROOM: Seismic: V .= 35•ft+ W 10•ft+ 10.ft) V = 68.8 if eq roof wall' 2 / I eq ° P V wind := 142.plf WIND CONTROLS, see L $ VA'= Vwind'31•ft V = K 2.2e 2 V • Ccommunity '= V A V A diaphragm shears: v A := v A = 62.9 •plf 35•ft use 19/32" sheathing, nailed with 10d (6" O.C., allowable v =215 plf ..•• . • • • • •••• • •••• • • • • • •••• . • .•.. • • • • •• . • • • •• • • • .. S. • • • . .• • • • • . •• •• • •... • • • • •••• • •••• • •• • • . .• • • • TVF &R Station 50 L- g NORTH /SOUTH LATERAL: main building: Seismic: V := .11•(W 86•ft+ W 22 ft 2) V = 166 1 if eq ` roof wall' 2 I I eq °P Wind: V wind := 16.4•psf•1.3•.67.1.15. V d = 180.7°pl 2 wind controls V2: =V d 2 - V2=1.9°K 2 V: =V 21 ft +51 ft V ° K = 6.51 3 wind' 2 3 V : =V 51ft +46ft V = 4 wind' 4 8.76°K 2 V 5• V wind' 46 ft V 5 = 4.16 °K 2 diaphragm shears: v 3east 6.51-K— 1.9•K v 3east = 53.6 °plf 86•ft • • . • • • • • •••• • use 19/32" sheathing. nailed with 10d a6" O.C., allowable v= 215ti1f' •••• • •••• • • • • • • day room: •• • • • • • • ••• .. • •• • • • • • • (NV •• • • Seismic: Veq: =.11 roof20 ft+ Wwa1. ft 1 �� V 42.9ap .• • 2 • • •••• • •..• • •. • • • • • 64 sf•.8•.67.1.15. V = 91 If • w i n d -1 p •••• Wind: V 2 wind ° p wind controls V6 : =V d 3 3•ft V = 1.5 °K 2 TVF&R Station 50 L- V =V V 6 diaphragm shears: v := v = 88.3 °plf 17•ft use 3/8" blocked and nailed with 8d e,6" O.C., allowable v =270 plf i v.NI4 community room: Seismic: V : =. ( W 3" W 15 ftl V = 59.4 if eq `` roof wall' 2 1 eq °P Wind: V wind = 1.15. V wind = 70.2 •plf p 2 wind controls V 1'= V wind '35 ft 2 V 1 = 1.23 °K V 3 community • = V l • • • • diaphragm shears: v := V 1 v = 39.6 .plf • • • ••• ' • • 31 ft • •••• • • • • •••• • • use 19/32" sheathing, nailed with 10d (a)6" O.C., allowable v =215 plf • • • • • • • • • :: • • • • • •• •• • •.•• . . • • •••• •••• • S. • • • • • • • • • TVF &R Station 50 L - WOOD SHEAR WALLS: type sheathing edge nailing field nailing v allow A 1/2" plywood, 1 side 10d @ 6" O.C. 10d @ 12" O.C. 310 plf " :r• sl•e •'• i, 0.'. .. • • shear line A (1) 14' walls V = 2201.1b V v := v = 157.2 •plf use shear wall type A 14•ft overturning 14' wall: M := V A• 14.ft M ot = 30.8 aft•K M := (10•psf•14•ft). M 13.7eftK 2 M ot - .6•M r holdown load: P := P = 1613-lb 14•ft use Simpson "HDU2" • • • • •' • • • • • • • • •••• shear line B (1) 20' wall • • • •••• • • • • • • V 1.42•K •" ' •• •• • • • ••• VB • • • • •• • • v := v = 71 •plf use shear: 0 type A • 20•ft •• •• • • • • • •••• • •••• • •• • overturning 20' wall: M := V B • 16•ft M 22.7 eft.t..•.• . •••• M := (10•psf•16•ft+ 15•psf•5•ft)• M =47•ft K 2 M ot - .6•M holdown load: P •= P = - 274•Ib 20•ft no holdown req TVF &R Station 50 L - I1 shear line C (1) 15', (1) 10', (1) 8', V C := V Cmain + V Cday+ V Ccommunity V C= 9049.5•1b V v v = 274.2 °plf use shear wall type A 15•ft+ 10•ft+8•ft overturning 8' wall: M : =v8•ft• 11 •ft M ot = 24.1 aft•K • 2 M (10•psf11•ft)• M 2 M -. holdown load: P := P = 2752.5.1b 8•ft use Simpson HDU4 overturning 10' wall: M v10•ft.17•ft M ot = 46.6 oft.K :=( P ) • (10•ft)2 .... r M 10 sf 17 ft •141.•i8.5•ft,K••• 2 •••• • • . . . . ••.• M -. holdown load: P := • P'.- ais 1.9•)b...:. 10•ft • • • • • ••• •• • •• • • • • • use Simpson HDU4 • • • • • •• •• • •.•• • overturning 15' wall: M v15•ft•14•ft Mot= 57.6 feK. • M (10•psf•14•ft)• (15•ft)2 M 15.8•ftK 2 M .6•M holdown load: P := P = 3209.2•lb I5•ft use Simpson HDU4 TVF &R Station 50 L -AT, FOOTING TO RESIST OVERTURNING, 10' wall: w : =32.in t := 10•in L := 14.5•ft M of := 46.6•ft•K W foot :z 150•pcf•w•t•L W foot = 4.8 °K M Moot ' W foot•2 M M 35°ft•K oot = : =120•pcf•w• 1 •ft L W soil = 4.6 °K W soil M rsoil :=W soil 2 M 33.6 ° ft•K rsoil = W wall :=10•psf•12•ft•12•ft W wa ll = 1440•lb M rwail := W wall'2 M I = 10.4°ft•K •••• . M = • : M +M +M M = 79.1 °ft•K • • r Moot rwall rsoil • • r • • • • •••• .6•Mr— Mot= 0.87°ft•K ••...• • • • OK • • • • • •• • • • • •• •• . . • ••• soil bearing pressure: weight := W foot W wall W soil • • • • • • • ••'••' • weight= 10.9 °K . . ... • • •••••• •.• • a .. • • _ 3 �Mr —Mot) a =8.9•ft weight "" 2 •weight q == q = 915.5 °psf OK a•w w— 6•in1 footing reinforcement: M u := 1.6•q• 18•m• 1 2 / M u = 1.29 °ft•K 2 try #4's @ 18" O.C. transverse As:= .2•in2 bconcr:=18.in d : =7•in f 60•ksi 1': =.9 fc:= 3•ksi. TVF &R Station 50 L - 3 j A p:= s p= 0.0016 b concr' A s •f Y a:= a= 0.3°in .85 concr (1)•(A 11 2J �M = 4.6011.1( OK n 1.33 n use conts 32" x 10" footing with (3) #4 longitudinal, #4 Cad 18 transverse FOOTING TO RESIST OVERTURNING, 15' wall: w : =32•in t : =10•in L : =17•ft M ot : = 57.641.K W foot : =150 •pcf•w•t•L W foot = 5.7°K •••• . . • • L •••• M rfoot ' = W fool M M = 48 •ft • K • • . • • • • • •••• Wsoi1 •W 5.4•K ••••• . ••. soil = • • • • • • •• • • • • •• • •• M rsoil := W soil 2 M rsoil = 46.2 aft K • • " • " • • • • • •• •• • •••• W wall := 10•psf•14•ft•15•ft W wall = 2100•1b • • •••••• • •• • • • • • • •• • • • rwall' W wall'2 M rwall = 17.9•ft•K •••• Mr' Mrfoot +Mrwall+Mrsoil M 112.3eft•K .6•M r - M ot = 9.75 •ft•K OK soil bearing pressure: weight == W foot W wall+ W soil weight = 13.2 -K TVF&R Station 50 L -1 a = a = 12.4•ft weight 2 •weight q •= q = 797.8•psf OK a•w (w— 6•in� footing reinforcement M u := 1.6•q•18•m• 2 M u = 1.12 aft•K try #4's @ 18" O.C. transverse A .2.in bconcr: =18.in d: =8.in f 60•ksi D: =.9 f =3•ksi A s p := p = 0.0014 b concr A a:= >' a= 0.3 .854. concr ( s f Y) (d — �M 2 (1)N1 = 5.3 aft .K OK n 1.33 .... . . • • •••• use conts 30" x 12" footing with (3) #4 longitudinal, #4 (a. 18 transverse • • • • • • • • • . • . • .... • . • • • • • •• • • • • • • •••• •• .. • • • . .. • . • • • • . •• • •••• • • ••• • . •••• . .. • • • • •• • • • TVF &R Station 50 L- q a := , 1 ... r - .,. of) a = 12.4•ft weight 2 •weight q = q = 797.8 °psf OK a•w (w- 6•in) footing reinforcement M u := 1.6•q•18•in- 2 M = 1.12 oft.K 2 try #4's @ 18" O.C. transverse A 2 s:= .2.in b concr: =18.in d: =8.in f 60•ksi D: =.9 f =3 •ksi A P = S p= 0.0014 b concr• A s •f a:= y a= 0.3°in .85•fc•b concr (1).(A s f y ) (d a) 11)M 2 �M = 5.3 qft K OK n 1.33 n ...• • . • • •••• use conts 30" x 12" footing with (3) #4 longitudinal, #4 Ca 18 transverse • • ••• • • • • . • •..• . . .... • • • • • •• • •• • . • • • ••. • • . •. • • • • . .. •. . ... • . • • •... • . .... • .. • • • . •. • *••••6 TVF &R Station 50 shear line D (1) 20', (1) 24' wall V 9.93.K V v := v = 225.8 •plf use shear wall type A 20•ft +24•ft overturning 20' wall: M := v20•ft•16•ft M = 72.2.ft•K M (10•psf•16•ft+ 15•psf•2 ft). (20ft)2 M 38011K 2 M —.6•M holdown load: P := P = 2472•1b 20.ft use Simpson "HDU2" ••••• . . • overturning 24' wall: M v24•ft•17•ft •••• • M 92.l•ftK ••••• • • •• •• • . • . ... M 15•psf•2•ft)• (24•ft)2 M :5.7.6aft•K ••• • • • 2 f • ..•. • • • M -.6 M .... holdown load: P := P = 2397.8.1b • 24•ft •••• use Simpson "HDU2" shear line E (1) 12', 10' wall VP = 4.5.K V E v v = 204.8 oplf use shear wall type A 12•ft+ 10•ft TVF &R Station 50 L-16 overturning 12' wall: M v.12•ft•13•ft M 31.90ft•K M (10psf 13 ft) (12•ft)2 M = 9.4 2 M .6•M holdown load: P := P = 2193.75•lb 12•ft use Simpson "HDU2" overturning 10' wall: M := v10•ft•13•ft M = 26.6.1.K M =(10 psf 13 ft) (1 Zft)2 M 6.541.K M ot -.6. holdown load: P := P = 2271.75•1b 10.ft use Simpson "HDU2" • • •••• • • shear line 1 (1) 11' wall • •••• •... V1=1.23°K • •••• V • • • • • •• • v:= v= 111.6•plf use shear wstl tfge • , •••••• 11•ft • • • • • • • •• S. • • . • • . • • • • • •• • • • ... • • • overturning 11' wall: M := v• 11 •ft•9 •ft M = 11.1.11.K • •••• M (1osf.9.n •p+ 15•psf• (11•ft)2 M 13.2 eft K 2 / I 2 ( conservative) M ot- .6•M holdown load: p := P = 286.8•1b 11•ft no holdown req, typ. sill A.B. OK TVF&R Station 50 L -{ shear line 2 (1) 44' wall V 1.90K by inspeciton. use shear wall type A, no holdown req. shear line 3 (1) 22' 29', wall main building, (1) 19' wall at community room V 3 = 6.51 •K V 3community = 1227.8•lb by inspeciton. use shear wall type A, no holdown req. at community room V v v = 127.6 oplf use shear wall type A 22 -ft+ 29.11 overturning 22' wall: M ot :=v-22-ft-24-ft M ot = 67.3 •ft•K .... • . 72. (22•ft) • M (10.Psf24tl 15Psf M 188.8°ftll< •••• 2 2 • . . .... .... • • no holdown req shear line 4 (1) 16', 13' wall • • • • • • . . •••• • •••• . .• • • • V = 8763.8•1b • • • • .... • V v v = 302.2 •plf use shear wall type A 16 -ft + 13 -ft overturning 13' wall: M ot := v 13 •ft•24•ft M = 94.3 •ft•K M r := (10.psf24•ft+ 15•psf 74•ft1 (1341) M r= 67.2 eft K 2 / II 2 TVF &R Station 50 1_- I M -.6•M holdown load: P •= P = 4152.33•1b 13•ft use Simpson HDU4 shear line 5 (1) 19', 10', (3) 8' walls V = 4156•1b V 5 v := v = 78.4 •plf use shear wall type A 19•ft+ 10•ft+ 3.8•ft overtuming 8' wall: M := v8•ft•9•ft M ot = 5.6•ft K M r := (10.ps 15•psf20 ft1 ( 8 • ft)2 M r= 7.7�ft K 11 2 11 2 M -.6 Mr • .... • • holdown load: P:= P 129.T4;1b •••••• 8•ft •••• • • • • •••• no holdown req. typ. sill A.B. OK • • • ••• • • • • • •• • • • •• •• • • • ••• • shear line 6 (1) 5' wall • • • • •••• V 1501.1b •••••• • •••• • V • '• • • V= 300.2131f use shear wall type A. • •••• • 5•ft overturning 11' wall: M ot :=v.5.ft.16.ft M ot = 24•ft•K M r := (10•psf•16•ft)• 2 M r = 2 aft•K (conservative) M -.6•M holdown load: P := P = 4563.78•Ib 5.ft use Simpson "HDU5" I l TVF &R Station 50 L- W‘ shear line 7 (1) 20' wall V 7 = 1501•1b V 7 v := v = 75.1 aplf use shear wall type A 20•ft overturning 20' wall: M ot := v20•ft• 11 •ft M ot = 16.5 aft•K M r : _ (10•psf• 11 •ft) • (20 ft) M r = 22 aft•K 2 M —.6•M holdown load: P := P = 165.65•1b 20•ft no holdown red, typ. sill A.B. OK 1111 • • • • • .••• • • • • • • • •••• • • • • ... • • • • • • •• • • •• •• • • • •.• • • • . •• • • • • • •• •• . .... • • • • •1511 • • •••• • • . • • • • • . • • • • 1 TVF &R Station 50 MECHANICAL MEZZANINE short period spectral response: S DS := .7 I 1.5 R: =2 V: =.7 SDS xW R V = 0.37 x W (for ASD design) W floor:= 15•psf W wall := 10•psf north /south: V eq : =.37•[ (W fl -1- •25.125•psf) •19.5•ft+ W wall'10•ft) V eq = 370.7•plf •••• • . • • 24.5 ft • •.•• V east '= V eq 2 V east = 4541•1b • .... . • • • •... • • . •.•. • S • • • • • V west ' =V east •• • • • • ••• •.'•• • • • • • • diaphragm shear. v : = east v = 232.9 •plf • • • • 19.5•ft • • • • • • • •..• • • • 15' wall east side •••• ' "" • • S. • • • • •• • • • V •••• v := east v = 302.7 °plf qyp shear wall N.G., by 15-ft inspection type A wood shear wall OK, R =6.5 v.- = 93.1 °plf 6.5 M =v• 2 •9.5•ft.15•ft M 13.3°ft•K 6.5 Mr:= (15•psf+.25.125•psf)• (15•ft)2 Mr= 63.7•ftK 2 2 no holdown req TVF &R Station 50 L- t.‘ east/west: •25 125 psf) 24.5 ft t W �,� 10 ft, V eq = 456.3 •plf V eq :_ .371 (W floor+ 19.5•ft V north := V eq 2 V north = 4448.5•lb V south := V north diaphragm shear. v : = V north v = 181.6 aplf 24.5 • ft 24.5' wall north/south side V north v := v= 181.6 c'plf 24.5 • ft use 5/8" gyp shear wall, all panel egdes blocked and 182 = 1.04 OK nailed with 6d @ 4" O.C.allowable v =175 plf 175 .... . . • • •••• • uplift P := v9.5 ft P = 1724.9•1b (neglecting: 411i yueight).. :. • • • • • . nail north /south wall into adj bearing wall • • • • • • • • • •• •• . •... • • • • •.... .... .. . • • . •• • • LEWIS & consulting engineers Job VOA STillim sc.) 18660 s.w. boones ferry road Client tualatin. oregon 97062 Job No. By [,C. [503] 885.8605 phone [503] 885.1206 fax VAN VLEET Date ff/ Sheet No. (-- incorporated - `- �'.: f.... �' L:' L.^' �. c& F. F. v �a" �. a .- .- �'�'�:_g'_..'^. . ..-s ter. -r+- -.i 4Mt a..a Y....> - ..ti k.. � 'fi'_+i 3.E3C..t t (; tNt S C poxlrt.r .i f. I s ta C (On M/tcK life :I(8 1 V , US3 66)-' 7,7 i A. 4) 3 ' P+ K3 Y 7,2 / . !il kV Sift* IMic 1 1 , v ; r} 0 o(vl Tk L /' pal k - . 1141 (3 ( 1, 6 Fr - -k. r A f t - ,01(9,r) f ,ow (lif.6) ( n/z) 4 ,oir (3/4(3) ii Il 1 1,41 Pr -k . • • • •••• LCLkt 3 ST Yt P1P r''a8l cue 4 Xt. 't o a I'" 1,',-. p it (Li Q✓C-0 0411 11r •••• • • • •••• •••• • ••• f8 ,i. • • • • • 3 •• •• • • • • ••• • • • • l e •• • • E f • • • !p' •• •• • 97 u iii •••• ., • •• • • •••• • •••• • •• • 1 • • • •• • • • •••• 1 ii i. [7 Oi r --S�' .,.sa..,_. _ ,.., ,.. -+s. i .,�.._._.i"S,?. Jr::.:�2::.=_.:i>a==-m" - •- ..:3 - .5_IJ LEWIS & consulting engineers Job 7V FIIt Si' flr,«� $0 1E1660 s.w. boones ferry road Client tualatin. 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(,w- .o1S('; (31) + . 01 ( ( 3s ill (0 ' 2.1, F ' 7,19 1 1 3 , i P'; ti 1 ---c> 7,14 ? IN( it,V)/ 1 re L TiL 'S, � L --- •••. • • • S TPth -P t s ooLl t'PAI, i4•% 1.d • • • • • • • . • 4 t • • • . • • „ 6 t f /' ,LAPP/ .:. cr •/ o P. • • C. •• • • 4: it ► j r�p _ s tr ' • • • 5 rnn� N . J ltd. • ii • • •• • ■ • • • •• • • • A U (&P & Lk4 al) wh4L ..• Li; !i•/4 , LI E LF KAK. r glict w tO4ts w/ !at ter)•, pp{{ .,., 7Zt ,, _ z't ... _ err a,�*arx' ..as . . ., .ri._ .. �-':_...�.:. �. �..: �..: .- :-a= a:::a�:.�.�. �.T. _.. �.. .. � 4 .a .�.su � ar�.� - ..s ♦ • , . LEWIS & consulting engineers Job -PIN" IC akitoa SO N Client 18650 s.w. boones ferry road zi tualatin. oregon 97062 [503] 885.8505 phone [503) 085.1206 fax Job No. By LC-. VAN VLEET Date I 1(n Sheet No. L.' 110 Incorporated 1 '=' : ame 3-i: =1Fr - T_.? i.L. ,, ilt: :.:+skis: WZ ascuyt∎1!7.-,r r..a - .... c7- :�._ .� T—VM- . == - 7 Copt; M 1 I lie Oki f1 00hi ro fN 1 __ 6(0 i Fr\((4) to = r 6 I ( 3) (3Yt) 4- , o ► (44E) (20 (z) 1-32) - 23 , k A M re 7i k 1 } i. I fI N15 lit aL r. 2 ' / 1,- co3,4o« r ;! 1 t'P t.+vicw n,.. r- 7.51 (33 /z) /3ei ` 1,06 1 p A o 1)) 0 e• 116 514ritAl 0a C.> vt4m.)tni 4 sin m totit 8 di-) 1atti)w e+t) C fy • • • •••• • •••• • • • • • • • • •••• • •••• • • • • • • • • • .• •• • ••• • • •• • •• i l l • • • •••• • • • i� • • •••• • •••• • •• • • • • • •• • • • 1 •••• I c' a ti li I. �-r_ =..; i 21 — ... 22.2.2‘.2.1A; z �..._ . - t : � ca. ,.z ,.,_,:� INZeir5¢c : tract crs: Atu.�x-ar.^ ---r2 ,., - — i ,a2c_ a.:1 _.�._n....N. :C .2MA I