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Plans 16,62oo .s.A/ 724 4-ve_. .E.10 BuiP2oo9- 061 REcovED ,..,,...... ... 4 ■ r. ---,..... / KO.Z i?Pitile NOV 2'42009 „ Co .t.s. .... , CITY OF TIGARD . BUILDING DIVISION wev r t..... x ,,.‘' 20u, .... co:R.- t tAiy.;r4s, 06,,..'30.L_Fc ___1 . . (1) 0 T I k ,..}0 . a l l ei . . n .. (:!;::ji1:' 311i ' tap.A1 5-01)14.-1 faA6L-: .r.4011;,. ›:. w ftikucCk Mr _ P-I-AOL, j2_ 6 =: il C. ,... : 1111 \ I , 1 e i • GWCI rl '-th Dili 1 ' w =ram 111111TIN MIMI sa ' ! ! . - —01— . 1 ay- . _ '- 131 fo - i al 1„__, Rig, , , © .. . , A 1 , . 1 a I . r fir I \ICACVA I :Ai_ *iii --: --- — . - - - -4- - - - - i ,p, 61=' 5 10 W2,6r411-loS f- R ! 1 I.Ftv /2:), 1 P°09--- , • . ; 1 . , - . _ I . :. 0 913C - 10 t's1 ' IS Vet, % 1.../Cc. S 1342.g. --- *- I 0 B i , Date 10 — VA 09 G R:0 LIT • Jot, ff 20564 . 00 --- 77 - ACKENZ1E 1 H 2- Portland, Oregon I Seattle, Washington I Vancouver,Washington - att. 1 of www.groupmackenzie.com 02009 GRoup MACKENZIE. Alt RIGHTS RESiRVED ■ ■ - - — f ,' �.rD P tile', ° frx f Z '' \ , ■ >p S C c “j - _ _ A ROOF LINE rXP1RES: Dr: /3O /�jZ_ OIX 1 HSS 6x6x1/4 - E :-. 7 7 3/16 D l'P . L 3 1/2x3 1/2x1/4x0' -4” . @ 1 P / 4' -0" OC MAX, STAGGERED, � 8" MIN 8" MIN W/ 1/2 "0 THREADED ROD ' E ( 18 » MAX 18" MAX M ' W/ SIMPSON SET XP EPDXY ' _- / / - - r / W/ 3 3/8" - EMBED - - W/ 1 ' i SPECIAL INSPECTION a IR a ' T1P i 3/16 I' ' FIN FLR 14' -0" MAX NOTE: PLACE (2) ANGLE CLIPS AT TOP AND BOTTOM OF HSS STRONGBACK • STRONGBACK ( 2, NE w 121,01y' Dooms � .1 =1' -0" a j yy ; 0fak(A01, %AStN - PARK - I D By 1 -?e). V R .O_U_P . Date -. 10- 19 - 0 -1• - M ACKENZIE� ' • leba Z0'avb�L‘.oc� • Portland, Oregon I Seattle, Washington I Vancouver, Washington Sht• 2 — of 2 . www.grouprnackeniie.com - 92009 GRouo MACKENZIE. ALL RIGHT RESERVED 1 ■ • 77140 570 oP e)(1 soUb_wqCL, Af • 1, oe.,/i-v oeo3100- VUAt•I E • 1 = co" 1. 80 • p. • -; sc'e 00 06130 _4(4 ruppe- Itea-Go" • .■ 1-4o- IM TA. = 8,25 14 "--T- - : ‘- := go, 65 • ce.CAM_ • - ret (7, (dobL) e./ lAsS G S'r L I I: l.°1 3 C.PN - N-C- ‘ D‘\■)C't ) \\ \ 0 to \01:_)0 _V_Vomo _ 2(15, 0,0■ (/) /,(1)) L 7 , • (0 >""g /2-t • _ • • (34b9 1c) 0A4M O ') - By Ee G R O_U_P • Date /0 _ MACKENZIE • iob# C"' Portland, Oregon I Seattle, Washington :I Vancouver, Washington Sht. of • • www.groupmackenzie.com . • 02009; GROUP MAC,SE:IZII., RICHES RiSERVED G R U P RiverEast Center l 1515 SE Water Ave. - P.O. BOX 14310 A C K E [01 Z I E I TEL PORTLAND. 503) 224 --9 60O FAX (503) 228 -1285 Concrete Tilt -Up Panel Design Per 2006 IBC PROJECT NAME: OBP 10 - TI PROJECT NO.: 2080421.00 DESIGNER: RRB New Warehouse Opening OUT - OF - PLANE Panel Ht. 11t := 29-ft Conc Strength f := 4000•psi GENERAL LOADING Panel Thickness t := 6.5•in Rf Load Ecc. e := + 3.in e = 6.25 in 2 Reveal Depth r := 0•in Reinf Yield f := 60•ksi Stl Depth der:= t - r , _ 0.65 in _ 1.0•in d = 5.187in d 2 Roof DL DL := 14.psf Roof Snow Load SL := 25•psf Panel Width w := 25•ft GENERAL LOADING UBC WIND (Per Oregon OSSC) 80 MPH Exp B Wind q 16.4•psf C 0.80 C := 1.2 1„. := 1.0 qp g q 15.744psf 7 p ht M ft w := g Mw= 1.655 8 ft SEISMIC (Per. ASCE 7 - Sect 12.11.1) • 1.0 h := ht I F := 1.133 S := 0.918 Sm5 := F S 2 Sds 3 •Sms C7 := .15•kcf•t C7 = 81.25psf Wt. of Panel F : 0.4S I _ F P =' 0.277 - 11t q7p := F q7p = 22.535 psf M := g� 8 M = 2.369k• f • • • • C2- PANEL W/ OPEN'G Panel Ht. In = 29 ft Steel Depth d := d New Opening Panel Width µv = 25•ft Panel Thick. t = 6.5 in Opening Width w := 14. ft Rf Load Ecc. e = 6.25 in Opening Ht. ht := 12. ft Reveal r = 0 in w I + L Panel Leg L := 2. ft 2 x I. DL27 ft Pdl ,x P 1.795x 10 P := Pdl' DL II P11 = 3.206 x 10 plf P2 := C7•[( P, = 5.302 x 10 pIf k- ft M. M M„. = 7.448 — ft Sei Mom w/ Opening wl := q7P x wl = 101.409 psf 2.25- psf- w + q L w7 :_ L W1 w (w - w - ht Rboi 2 + 2 •ht R top := [w + w -(ht - In - Rbot x "' �� x = 12.762 ft I 2 wI'xm k •ft M R top •x m - 2 MS = 8.258 ft Compression Check P := Pdl + PII + P2 P, = 10.303 klf P,:= 0.06•f P,= 18.72k1f Check := if(P, > P "Okay" , "No Good ") Check = "Okay" nb := 2 # 5 Each Face in Leg 7 nb•0.31 .in As:- L C _ .) 1•i DETERMINE Mn USING THE YELLOW BOOK METHOD ( I.OS P d� I.O5 • P, 1 P ii I. M ��: 0 kif klf 2 klf k f — 4000•psi Q1 := 0.85 — 0.05• ) I I 1 1000 psi 1. 05 P — 1.05.13 1.28•P — — •M— ,%• 0 klf klf klf 2 k 0 87000•psi 1 1 1 1 Pb: ai Ultimate Loads x := I.2•P di' — 1.2• 0.2-P 1.0. M —1 0 f,• 87000•psi + t) MA klf kif klf k i:= 0..4 I I 1 0.9• 0.9.1 0 1.0•M 0 A := t• 12•in klf klf k (x i, i 4 \ 0. 9 • P di• klf 0.9.13 klf 0 1.6•M„• k 0/ P„ + A ft•fy I I I I I X.:= I • Pd1.— I . P ,•— — • I • 0 ' 0.85• fc• - 1 2•in kif klf 2 klf k 1 I 1 1 1 1 + A ft- f l Pd klf I P, klf I'PIE klf 2 .M„•. k 0 � Asei :_ (I); := 0.9 f y Service Loads y := I •P I • P , 0 (� ) 0 >» klf klf 1.4 k X. Mn. Asc.•f,.• d — Z I Pdi k 1 P, — k i lt' 0 ( I}M S ! 0 (i)Mn C'Mn I 1 1 I•P I P,•— 0 1 -M 0 _ klf klf k — Steel Ratio check - Tension controlled required d, := d Depth to Extreme Tension Fiber X. C. := - Neutral Axis Location it. . C. C. fla := if I- < 0.375, "OK" , "Revise Steel" = "OK" \ d, d, "OK" 0.249 0.268 flag = "OK" 0.246 "OK" 0.222 \ "OK" i 0.222 DEFLECTIONS AND Mu ht' := In. I I2•in•t X i fc 29000 ksi 1 := C.:_ — E := 57000. [ ii .psi n :_ 12 ' 0.85 psi E 7 12.in.(Ci)3 / 5-M f Icri 3 + n•A — C A i := 48 E � I f 7.5• psi psi . c cr. P i M x. ,Ik - + (x i ' x. 2 )• k• 2 + (x + x + x 2 )•k.A„ := yi 3 •1k + ( + yi, 2 i )•k• e + (y + y + y. )•k• ht i; ` ,Q i; _ 0 i, I i,_ 2 , 0 i I � 150 f I 5 M ht' M s. — M ar r g cr ht M = — — — cr • cr • Amax � As �— Acr + An. Acr 48•E I 150 M — Mcr 2 • 5•Ms.•ht A if Ms < Mcr. 1 •As. 48.E I I 1.05DL + 1.28LU2 + 1.6WL Note: Load Combo M.:= 0 A; := 0 Based on ACI Appendix C M„ 0 = 265.902 k•in l M if(4)M > M„ „ OK „ ' o) 1.05DL + 1.28LL + 1.6WU2 M„ = 227.744 k in A; := if(A > Asi, "OK" ,0) 1.2DL + 0.2LL + 1.0E M„ z = 213.987 k-in 0.9DL + 1.0E M„ 3 = 175.841 k• in 0.9DL + 1.6WL M °4 = 219.746 k•in Cis