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I rac<c 9-1/ 77 PWU ENGINEERING INC. Ph: (503) 810-8309 , Email: pwuengineering@comcast.net 'i.._E[ 2 2 ?R 16 Lateral Structural Analysis Calculations Only: Job #: MC16302 Date: 12/15/16 '' i- ,' Client: Mark Stewart Design Project: Corbin Estates Lot#7, Tigard, OR R.` PRO, I N fir , ,, c,., k 19421 PE cg4 MPIF EGON PH /LIP Expires: 06/30/2018 The following calculations are for a lateral wind and seismic engineering only and are associated with a conventional foundation system. The complete vertical engineering package, which includes the foundation design, is outside the scope of our services and done by others. The lateral design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. PWU Engineering shall have no liability(expressed, or implied), with respect to the means and methods of construction workmanship or materials. PWU Engineering Inc.shall have no obligation of liability,whether arising in contract(including warranty),Tort(including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for Lot 7 Corbin Estates Lateral Engineering Only. Vertical engineering is outside the scope of work. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 123mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 95mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h = 23' approximately. iii c MFRS 1 Direction itoEnd Zones ---4( a...„-----"-W. girs. 4 10 „------- QRS Direction 2a ' End Zones Note:End zone may occur at any corner of the building. a= .10*46' =4.6' or for h=23' a=.4(h) = .4(23') =9.2' a=4.6' controls a must be larger than .04(46') = 1.8' and 3' Therefore: 2a=9.2' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: D1 seismic design category per O.R.S.C. SDs= .76, R= 6.5, W=weight of structure V= [SDs/(R x 1.4)] W V= .0835 W Roof Dead load= 17 psf Floor Dead load= 15 psf Interior Wall Dead load=6 psf Exterior Wall Dead load= 12 psf Wind per ASCE 7PWU ENGINEERING INC. Project Lot 7 Corbin Estates Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAVG(ft) y , 95mph B 36.9 1.00 46.0 23:0 Ilikss.r.rtib, 9.12 MWFR� =ry a= 4.6 ft niredi End zones A 16.1 psf ora= 9.2ft B 11.1 psf Check 10psf min and a> 1.8 ft 1111t- tO j /NN RS C 12.9 psf load across all and a> 3.0 ft a D 8.9 psf zones. End Zones 2a 9 2 ft Noe End zone may Occur at any corner°f the l building. WR L(ft) 25.0 hA(ft) 4,0 ha(ft) 70 he(ft) hD(ft) W(plf) 0.0 0.0 141.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 150.0 - WRAVG 141.8 plf 100.0 - 4.4 - 10psf min load: 110.0 plf Governing value: 141.8 plf W2 L(ft) 9.2 7.8 25.0 14.0 15.8 9.2 ,. hA(ft) :.r. 4.5 ..:. 4.5 ha(ft) 10.0 8.0 he(ft) 4,5* 10.0 .. 4.5 4.5 hD(ft) .:f 15.0 14.0 " 11.5 W(plf) 183.0 190.6 128.5 181.7 159.6 160.9 0.0 0.0 0.0 0.0 300.0 - W2 AVG 159.6 plf 200.0 10psf min load: 143.5 plf 100.0 Governing value: 159.6 plf W1 L(ft) n v x w: hB(ft) " _ he(ft) hD(ft) wr W(plf) 0.0' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - W1 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! 0.0 PWU Engineering Inc.©2014,Software v0.10,7/05/16 \,S ND REQ-- ikSc- —7 A =I Li.I psf- . 11 ':- 11.1pc.4. 2 NI. , tolo.Lp igi.i , 17 I . t&GI.to lug s°I . EXP. s lass , _ 'Pf2-ONYi-TD-Bficoic_ D ,---- 53.cies, . . 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MIINIM• ....raft= 11•1111 11111101111111016„. .. ..... •1111111Nows. ..........1 •Mill •••••••••011111•••••••• •••••••1101.. 111.11111111111.1 '"'Inin ,IMMOMENNOMIIMil /11•.,M1.. ._ ......, MEOW-727... 01••••1111 ..--------- -•lk . . .r.....r.--2 . ____ . MIMI MVO le TO &Mt NAT 1•1•21 • j tit 011101101tPt ATI. 0. SCALE. "0-0' ) 1 I . , 3/3Z It=I 1_0 It . 12• Nia nd '1 -,, . , ... Wind per ASCE 7 - `c,,pyyU ENGINEERING INC. Project Lot 7 Corbin Estates `v Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAVG(ft) • 95mph B 36.9 1.00 46.0 23.0 9.121 MJVF � \ C a= 4.6 ft DirenioR�n Ena z°nes A 16.1 psf ora= 9.2 ft B 11.1 psf Check 10psf min and a> 1.8 ft 10 / �R5 Diredi°n C 12.9 psf load across all and a> 3.0 ft 2es, D 8.9 psf zones. End Zones 2a 9.2 ft Note.End zone may occur a any corner of the builtlmg. WR L(ft) 9.2 12.8 hA(ft) 4.5 ha(ft) 4.0 he(ft) 4.5 ". . ho(ft) 10.0 W(plf) 116.7 146.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 200.0 - WRAVG 133.9 plf 10psf min load: 119.9 plf 100.0 Governing value:_ 133.9 plf W2 L(ft) ;. r: 9.2 12.8 8.0" K 6.8 9.2 hA(ft) ` 10.0 5.5 hB(ft) 6.3 he(ft) : 10.0 4.5 4.5 ho(ft) 15.0 12.0 W(plf) 161.0 128.5 190.6 164.0 158.2 0.0 0.0 0.0 0.0 0.0 300.0 - W2 AVG 157.0 plf 200.0 10psf min load: 129.7 plf 100.0 Governing value: 157.0 plf Wq L(ft) hA(ft) { rr ha(ft) hc(ft) ry W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - W AVG #DIV/0! 7 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! 0.0 PWU Engineering Inc.02014,Software v0.10,7/05/16 Q i 1\1 b PE-12- Pcsc - -/ 95 MP-H 3 Sc Ci LA sT 046.3 I Le 1 icto.u, . tio4 I tist.1 . e:)(P. a r_itms I l I 1 \ S I be—TO—c 1 DE ct•Z. 12.. Wg- ° .z. 12..T T 1..Q.T 41.2_ W2._ LO 1 \,,,J v_MQ. ----13S9pi \r,i2.-Ft\IC-1 ==. 1 S 7 0 pit/ Z.01= elzf-t- 440MIC 8•21UAtill IN A-.-- i i .1 ps f- . \ . 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Fib 911111111111 7 .- .. - .1, - - -_______ , , ;•rar.4.1.1aalt) iIIr, " 1 a raamaraso...4.1 or a 1 I Ili1111 III 11 I RI 67...sti". 1 I .• 11 II 9 I:I' 7:1 1 Nrhs.0.4 It --- •Il . iIi ini MOM. 4211. •la LEFT F.I.EvA IC44 I SCAM.V4"•1'.0" NA... g 91 , t • 3132:$11 go t-e.FT t.e v PcTION) 101Pti-- Letaft-i r:Littf-i-- ._ 11 ZNNN COMET Alliki66' u WI OM IIIII 07==111111116"" Q. d� -.7- ODD"""-' • "'""'"'0 .1-................... i. 'i 1jJ!!* � _ \�. i•.� ilk ,MMIIIIIIIIMI MIMW y �. Nomann . I UMW, 111111111 II 1•1111011110 ollialm01 01111111. i• •••••••11 .1 / 12F2•41'E1,EyATIQN =LUMP.T t* WALL W'•I-D' ammo TOTAL eros!PACADZ..MOO 14.1M 0.09375:12 1 I • re ili , irw .,_._ . _,,,..,„, NUN 111•11•MII•n= 2•111M10M11=11• 111111 •INIIM=••1•1 •••• '411111111111111111 NMI•••••••1111•1111• •=•••••••••=. •••••••••1•1 MM•1 v _..... MEM 1•111•111•• .1=11111MME •1111111. .111 mommommemm OR ".t. IN• . ••••• r- . _ . . _ ..,.... ____ _ _ _ 1 . _ _ _ . _ MI NE= 1M •Olif EN 1=III• g• MIMI w.N R, .Li.R. _ _ mom MAIN R. \_f4.T111@ NM - �OW 11Y1LT Aft T GOL M 1 V41j i Ar,A t 1/41.1.-O71 i i _ 0.09375:1 2 Seismic & Governing Values = = ��,PWU ENGINEERING INC. Project Lot 7 Corbin Estates Seismic Loading per latest edition of O.S.S.C. and O.R.S.C. V= CS*W Design CS=(Sps)/(1.4R/le) Category R SDS le k D1 6.5 0.76 1.00 1.00 Roof Dead Load: 17psf Floor Dead Load: 15psf V=1 0.0835*W Interior Wall Dead Load: 6psf Exterior Wall Dead Load: 12psf Buidling Weight per Level PSF Front to Back Length Side to Side Length Weight Height WR= (17+5+3)* 25.0 ft 39.0 ft 24.38 k 9.00 ft W2= (15+5+3+4)* 46.0 ft 81.0 ft . 100.60 k 9.00 ft Wt = (15+5+3+4)* 0.00 k Total W: 124.98 k Total V: 10.44 k Vertical Distribution of Seismic Forces FX=C„*V Cvx= (WXh.k)/(FWihik) Wx hxk WX*hxk Wx*hxk EWihik cvx WR*hRk= 24.38 k 18.00 438.8 CVR= 438.8 1344.2 0.326 W2*h2k= 100.60 k 9.00 905.4 C"2= 905.4 1344.2 0.674 W1*h1k= 0.00 k 0.00 0.0 C„t = 0.0 1344.2 0.000 EWihik= 1344.2 Check Seismic Front to Back vs Wind Seismic Wind FR= 87.4 plf+ 0.0 plf= 87.4 plf < 141.8 plf Wind Governs F2= 86.8 plf+ 87.4 plf= 174.2 plf < 301.4 plf Wind Governs F1 _ #DIV/0! 174.2 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind FR= 136.3 plf+ 0.0 plf= 136.3 plf > 133.9 plf Seismic Governs F2= 152.8 plf+ 136.3 plf= 289.1 plf < 290.9 plf Wind Governs F1 _ #DIV/0! 289.1 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 PWU Engineering Inc.©2014,Software v0.10,7/05/16 Line Loads ) PWU ENGINEERING INC. Project Lot 7 Corbin Estates `v High Roof Diaphragm-Upper Floor Walls Line B P = 0.96 k LTOTAL = 13.0 ft v = 0.96 k / 13.0 ft = 74 plf Type A Wall h = 9.0 ft' LWORST = 13:0 ft MOT = 74 plf * 9.0 ft * 13.0 ft = 8.61 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (13.0ft)2 / 2 * 0.6 = 7.00 kft + (0 lb * 0.0 ft) + (O lb * 0.0 ft)' = 0.00 kft + 7.00 kft = 7.00 kft T = (8.61 kft - 7.00kft) / 13.0 ft = 0.12 k + '0.00 k = 0.12 k No hd req'd Line C P = 2.76k LTOTAL = 18.0ft v = 2.76k / 18.0 ft = 154 plf TypeAWall h = 9.0 ft LWORST =90 ft MOT = 154 plf * 9.0 ft * 9.0 ft = 12.44 kft MR = (15 psf *' 2.0 ft + 12 psf * 9.0 ft) * (9.0ft)2 / 2 * 0.6 = 3.35 kft + .(0 lb * 0.0 ft) + t 500 Ib * 9.0 ft) = 4.50 kft + 3.35 kft = 7.85 kft T = (12.44kft - 7.85kft) / 9.0 ft = 0.51 k + 0,00 k = 0.51 k No hd req'd Line D P = 1.81 k LTOTAL = 18.5 ft v = 1.81 k / 18.5 ft = 98 plf Type A Wall h = 9.0 ft LWORST = 18.5 ft MOT = 98 plf * 9.0 ft * 18.5 ft = 16.27 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (18.5ft)2 / 2 * 0.6 = 14.17 kft + (0 lb * 0.0 ft) + .;(0 Ib * 0.0 ft) ',= 0.00 kft + 14.17 kft = 14.17 kft T = (16.27kft - 14.17kft) / 18.5 ft = 0.11 k + 0.00 k;::'I = 0.11 k No hd req'd Line 1 P = 1.47 k LTOTAL =28.6 ft v = 1.47 k / 28.6 ft = 52 plf Type A Wall h =9.0 ft LWORST = 3.5 ft MOT = 52 plf * 9.0 ft * 3.5 ft = 1.62 kft MR = (15 psf * 2.0 ft r + 12 psf * 9.0 ft) * (3.5ft)2 / 2 * 0.6 = 0.51 kft + (Olb *" 0.0ft) + (Olb * 0.0 ft) = 0.00 kft + 0.51 kft = 0.51 kft T = (1.62kft - 0.51 kft) / 3.5 ft = 0.32 k + 0.00 k -= 0.32 k No hd req'd Line 2 P = 1:47 k LTOTAL - 26.8 ft v = 1.47 k / 26.8 ft = 55 plf Type A Wall h = 9.0"ft LWORST = 3.5 ft MOT = 55 plf * 9.0 ft * 3.5 ft = 1.73 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (3.5ft)2 / 2 * 0.6 = 0.51 kft + (0lb * 0.0ft:)" + (0lb *t. 0.0ft) = 0.00 kft + 0.51 kft = 0.51 kft T = (1.73kft - 0.51 kft) / 3.5 ft = 0.35 k + 0.00 k = 0.35 k No hd req'd Low Roof/Upper Floor Diaphragm-Main Floor Walls Line A P =2:03 k LTOTAL = 5.0 ft v = 2.03 k / 5.0 ft = 407 plf Type B Wall h = 5.3 ft ; LWORST = 1.5 ft MOT = 407 plf * 5.3 ft * 1.5 ft = 3.21 kft MR = (15 psf * 2.0 ft + 12 psf * 5.3 ft) * (1.5ft)2 / 2 * 0.6 = 0.06 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 0.06 kft = 0.06 kft T = (3.21 kft - 0.06kft) / 1.5 ft = 2.09 k + 0.00`k = 2.09 k Use type 12 hd Line B P =4.07 k LTOTAL =41.5 ft v = 4.07 k / 41.5 ft = 98 plf Type A Wall h = 9.0 ft LwoRST = 5.5 ft MOT = 98 plf * 9.0 ft * 5.5 ft = 4.85 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (5.5ft)2 / 2 * 0.6 = 1.25 kft + , (0 lb, * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 1.25 kft = 1.25 kft T = (4.85kft - 1.25kft) / 5.5 ft = 0.65 k + 0,00 k = 0.65 k No hd req'd h = 11.0 ft I LWORST =9.0 ft MOT = 98 plf * 11.0 ft * 9.0 ft = 9.71 kft MR = (15 psf * ' 2.0 ft + 12 psf * 11.0 ft) * (9.011)2 / 2 * 0.6 = 3.94 kft + (0 lb * 0.0 ft) + (0 lb * 0,0 ft) = 0.00 kft + 3.94 kft = 3.94 kft T = (9.71 kft - 3.94kft) / 9.0 ft = 0.64 k + 0.00 k = 0.64 k No hd req'd Line C P = 6.54 k LTOTAL = 52.9 ft v = 6.54 k / 52.9 ft = 124 plf Type A Wall h = 9.0 ft LWORST =4.5 ft MOT = 124 plf * 9.0 ft * 4.5 ft = 5.01 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (4.5ft)2 / 2 * 0.6 = 1.11 kft + + (0 lb * 0.0ft) + (500'lb * 4.5ft) = 2.25 kft + 1.11 kft = 3.36 kft T = (5.01 kft - 3.36kft) / 4.5 ft = 0.37 k + 0.00 k = 0.37 k I No hd req'd h = 11.0 ft LWORST = 3.5 ft I MOT = 124 plf * 11.0 ft * 3.5 ft = 4.76 kft MR = (15 psf * 2.0 ft + 12 psf * 11.0 ft) * (3.5ft)2 / 2 * 0.6 = 0.60 kft + (0 lb * `0.0 ft) + (500 lb * 3.5 ft:) = 1.75 kft + 0.60 kft = 2.35 kft T = (4.76kft - 2.35kft) / 3.5 ft = 0.69 k +.::.0.00 k " = 0.69 k No hd req'd h = 15.0 ft 1 LWORST = 9.6 ft MOT = 124 plf * 15.0 ft * 9.6 ft = 17.82 kft MR = (15 psf * 5.0ft + 12 psf * 15.0 ft) * (9.6ft)2 / 2 * 0.6 = 7.05 kft + (0 lb * 0.0 ft) '+ (500 lb " * 9.6 ft) = 4.80 kft + 7.05 kft = 11.85 kft T = (17.82kft - 11.85kft) / 9.6 ft = 0.62 k + 0.00 k; = 0.62 k No hd req'd Line D P =3.06 lc LTOTAL ="6.5;ft v = 3.06 k / 6.5 ft = 471 plf Type B Wall h = 15.0 ft LwoRST = 6.5 ft MOT = 471 plf * 15.0 ft * 6.5 ft = 45.87 kft MR = (15 psf * 6.0 ft i. + 12 psf * 15.0 ft) * (6.5ft)2 / 2 * 0.6 = 3.42 kft + (0 lb * 0.0 f) + (0 lb * 0.0A) .:= 0.00 kft + 3.42 kft = 3.42 kft T = (45.87kft - 3.42kft) / 6.5 ft = 6.53 k +:„ 0.66k = 6.53 k I Use type 4 hd Line E P =?166 k " LTOTAL = 10,5 ft v = 1.56 k / 10.5 ft = 148 plf Type A Wall h =15.0 ft LWORST =4.8 It MOT = 148 plf * 15.0 ft * 4.8 ft = 10.56 kft MR = (15 psf * .:.2.0 ft + 12 psf * 15.0 ft) * (4.811)2 / 2 * 0.6 = 1.42 kft + (.0 lb * 0.0.ft) + (0lb * ;"0 0 ft,) = 0.00 kft + 1.42 kft = 1.42 kft T = (10.56kft - 1.42kft) / 4.8 ft = 1.92 k + 0.00 k ` = 1.92 k Use type 1 hd Line 1 P = 3.51 k LTOTAL = 53:8 ft v = 3.51 k / 53.8 ft = 65 plf Type A Wall h = 9.0 ft LwoRST = 3.3 ft MOT = 65 plf * 9.0 ft * 3.8 ft = 2.20 kft MR = (15 psf * 6.3 ft + 12 psf * 9.0 ft) * (3.8ft)2 / 2 * 0.6 = 0.85 kft + (Olb * 0.0ft) + (0lb * 0.0ft') = 0.00 kft + 0.85kft = 0.85kft T = (2.20kft - 0.85kft) / 3.8 ft = 0.36 k + 0.00 k = 0.36 k I No hd req'd Line 2 P = 5.01 k LTOTAL =28.5 ft v = 5.01 k / 28.5 ft = 176 plf Type A Wall h = 9.0 ft LWORST = 23.5 ft MOT = 176 plf * 9.0 ft * 23.5 ft = 37.14 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (23.5ft)2 / 2 * 0.6 = 22.86 kft + (O.lb * 00ft) + (OIb * 0.0ft) = 0.00 kft + 22.86kft = 22.86kft T = (37.14kft - 22.86kft) / 23.5 ft = 0.61 k + ;0.00 k = 0.61 k No hd req'd h = 15.0 ft ( LWORST = 5.0 ft MOT = 176 plf * 15.0 ft * 5.0 ft = 13.17 kft MR = (15 psf *' 2.0 ft '+ 12 psf * 15.0 ft) * (5.0ft)2 / 2 * 0.6 = 1.58 kft + (O lb * 0.0 ft) +:. (01b * ;0.0 ft) = 0.00 kft + 1.58 kft = 1.58 kft T = (13.17kft - 1.58kft) / 5.0 ft = 2.32 k + ' 0.00 k" = 2.32 k Use type 1 hd Line 3 P = 1.49 k LTOTAL = 39.5 ft v = 1.49 k / 39.5 ft = 38 plf Type A Wall h = 15.0 ft LWORST =3.3 ft MOT = 38 plf * 15.0 ft * 3.3 ft = 1.84 kft MR = (15 psf * 2.0 ft + 12 psf * 15.0 ft) * (3.3ft)2 / 2 * 0.6 = 0.67 kft + (01b * " 0.0ft) + " ;(OIb * 0:0ft) = 0.00 kft + 0.67kft = 0.67kft T = (1.84kft - 0.67kft) / 3.3 ft = 0.36 k + ;0.00 k ; = 0.36 k No hd req'd ,,A.,, Version: 3.1 1 Designed on: December 15,2016 W f� Posts/Studs Analysis and Design wwpa.org - ASD Method How to Order Pro 400 Developed by: Enter Data Print Version Member# Studs Forum Engineers Location : 11'Wall Sits on Sill Plate? No I Yes ""Dimension Lumber"* " Dimension Lumber"" Nominal Size : ( 1 ) 2 x 6 Sill Plate Nominal Size : 2 x 6 Species= Douglas Fir-Larch Species or Symbol= Hem-Fir Grade= No.2 Grade= Stud Bearing at<3"of Sill End? No Ili Height(H) = 11 ft - 0 in p P= 800 lb = DL+SL Unbraced Length (/1) = 11 ft - 0 in w= 25.0 plf = Wind Unbraced Length (I2) = 0 ft - 0 in H lu= 0 ft - 0 in Setup . (pressed-down buttons are selected) Repetitive Use? No Yes Incised for PT? No Yes Flat Use: No Yes Moisture Content: <19% >19% for P only,fc(psi)= 97 < 506 = Fc-I Temperature(°F): 1 <100 100-125 125-150 for P+w,fc(psi)= 97 < 506 = Fc-I Set Duration Factors Co= 1.15(P) & 1.60 (P+w) (1.3/2)fb(psi)= 390 < 1547 = Fb Set Effective-Length Factor K = 1.00 (fc/F'c)2 + fb/[Pb(1 -fc/Fce)] = 0.30 < 1.00 OK Set Deflection Limit A/H = 120 Mid-H Deflection due to w,A(inch)= 0.17 < H/120 OK Section Properties Post/Stud Sill PL breadth(b)= 1.5 in 1.5 Adjustment Factors Sill PL depth(d)= 5.5 in 5.5 Bending Comp// E Comp-1 Area(A)= 8.3 in^2 8.3 Wet Service CM= 1.00 1.00 1.00 1.00 Section Modulus(S)= 7.6 inA3 Temperature Ct= 1.00 1.00 1.00 1.00 Moment of Inertial(I)= 20.8 in^4 Beam Stability CL= 1.00 N/A N/A N/A Size CF= 1.30 1.10 N/A N/A Flat Use Ct„= 1.00 N/A N/A N/A Design Values(psi) Sill PL Incising C;= 1.00 1.00 1.00 1.00 Fb Fc// E Fc-I Emin Repetitive Member Cr= 1.15 N/A N/A N/A Reference 900 1350 1600000 405 580000 Column Stability(P) Cp= N/A 0.42 N/A N/A Adjusted(P) 722 1600000 506 580000 Column Stability(P+w) CPw= N/A 0.32 N/A N/A Adjusted(P+w) 1547 757 1600000 506 580000 Bearing Area Cb= N/A N/A N/A 1.25 _,,.�, Version: 3.1ill Designed on: December 15,2016 Wi4 Posts/Studs Analysis and Design wwpo.org ASD Method How to Order Pro • Developed by: Enter Data Print Version Member# Studs Forum Engineers Location : 15'Wall Sits on Sill Plate? No I Yes **Dimension Lumber** **Dimension Lumber** Nominal Size: ( 1 ) 2 x 6 Sill Plate Nominal Size: 2 x 6 Species= Douglas Fir-Larch Species or Symbol = Hem-Fir Grade= No.2 Grade= Stud Bearing at<3"of Sill End? No Height(H) = 15 ft - 0 in p P= 600 lb = DL+SL Unbraced Length (If) = 15 ft - 0 in w= 17.0 plf = Wind Unbraced Length (12) = 0 ft - 0 in H lu = 0 ft - 0 in ;i Setupz l (pressed-down buttons are selected) :::: ;: eNo Yes 101 Flat Use: No Yes Moisture Content: <19% >19% for P only,fc(psi)= 73 < 418 = Fc// Temperature(°F): I <100 100-125 125-150 for P+w,fc(psi)= 73 < 426 = Fc// Set Duration Factors CD= 1.15(P) & 1.60 (P+w) (1.3/2)fb(psi)= 493 < 1547 = Fb Set Effective-Length Factor K = 1.00 (fc I F'c)2 + fb I[F'b(1 -fc/Fce)] = 0.41 < 1.00 OK Set Deflection Limit A/H = 120 Mid-H Deflection due to w,A(inch)= 0.41 < H/120 OK Section Properties Post/Stud Sill PL breadth(b)= 1.5 in 1.5 Adjustment Factors Sill PL depth(d)= 5.5 in 5.5 Bending Comp// E Comp-1 Area(A)= 8.3 inA2 8.3 Wet Service CM= 1.00 1.00 1.00 1.00 Section Modulus(S)= 7.6 inA3 Temperature C1= 1.00 1.00 1.00 1.00 Moment of Inertial (I)= 20.8 inA4 Beam Stability CL= 1.00 N/A N/A N/A Size CF= 1.30 1.10 N/A N/A Flat Use Cf„= 1.00 N/A N/A N/A Design Values(psi) Sill PL Incising C,= 1.00 1.00 1.00 1.00 Fb Fc// E Fc-1 Emin Repetitive Member Cr= 1.15 N/A N/A N/A Reference 900 1350 1600000 405 580000 Column Stability(P) CP= N/A 0.24 N/A N/A Adjusted(P) 418 1600000 506 580000 Column Stability(P+w) CPw= N/A 0.18 N/A N/A Adjusted(P+w) 1547 426 1600000 506 580000 Bearing Area Cb= N/A N/A N/A 1.25 Wow. Version: 3.1ill Designed on: December 15,2016 Posts/Studs Analysis and Design wwpa.org How toOrder Pro ASD Method Developed by: Enter Data Print Version Member# King Post 40 Forum Engineers Location : 11'Wall Sits on Sill Plate? No I Yes **Dimension Lumber** *" Dimension Lumber** Nominal Size: (2) 2 x 6 Sill Plate Nominal Size : 2 x 6 Species= Douglas Fir-Larch Species or Symbol= Hem-Fir Grade= No.2 Grade= Stud Bearing at<3"of Sill End? No Height(H) = 11 ft - 0 in p P= 1600 lb = DL+SL Unbraced Length (11) = 11 ft - 0 in w= 50.0 plf = Wind Unbraced Length (/2) = 0 ft - 0 in H lu= 0 ft - 0 in I'Set p I (pressed-down buttons are selected) Repetitive Use? No Yes Incised for PT? No Yes 101 Flat Use: No Yes Moisture Content: <19% >19%o for P only,fc(psi)= 97 < 456 = Fc-1 Temperature(°F): 1 <100 100-125 125-150 for P+w,fc(psi)= 97 < 456 = Fc-I Set Duration Factors Cp= 1.15(P) & 1.60 (P+w) (1.3/2)fb(psi)= 390 < 1547 = Fb Set Effective-Length Factor K = 1.00 (fc/F'c)2 + fb/[F'b(1 -fc/Fce)] = 0.30 < 1.00 OK Set Deflection Limit A/H = 120 Mid-H Deflection due to w,A(inch)= 0.17 < H/120 OK Section Properties Post/Stud Sill PL breadth(b)= 3 in 1.5 Adjustment Factors Sill PL depth (d)= 5.5 in 5.5 Bending Comp// E Comp-L Area(A)= 16.5 inA2 16.5 Wet Service CM= 1.00 1.00 1.00 1.00 Section Modulus(S)= 15.1 in'3 Temperature Ct= 1.00 1.00 1.00 1.00 Moment of Inertial (I)= 41.6 inA4 Beam Stability CL= 1.00 N/A N/A N/A Size CF= 1.30 1.10 N/A N/A Flat Use Cf„= 1.00 N/A N/A N/A Design Values(psi) Sill PL Incising C,= 1.00 1.00 1.00 1.00 Fb Fc// E Fc-t Emin Repetitive Member Cr= 1.15 N/A N/A N/A Reference 900 1350 1600000 405 580000 Column Stability(P) Cp= N/A 0.42 N/A N/A Adjusted(P) 722 1600000 456 580000 Column Stability(P+w) CpQ„= N/A 0.32 N/A N/A Adjusted(P+w) 1547 757 1600000 456 580000 Bearing Area Cb= N/A N/A N/A 1.13 tor,. Version: 3.1 Designed on: December 15,2016 ; Pasts/Stals Analysis and Design wwpo.orgjiir (..Z ASD MethodHow to : 11Order Pro itso Developed by: Enter Data Print Version Member# Studs Forum Engineers Location : 15'Wall Sits on Sill Plate? No I Yes ** Dimension Lumber'" "* Dimension Lumber** Nominal Size: (2) 2 x 6 Sill Plate Nominal Size: 2 x 6 Species= Douglas Fir-Larch Species or Symbol= Hem-Fir Grade= No.2 Grade= Stud Bearing at<3"of Sill End? No Height(H) = 15 ft - 0 in p P= 2800 lb = DL+SL Unbraced Length (/i) = 15 ft - 0 in w= 50.0 plf = Wind Unbraced Length (12) = 0 ft - 0 in H lu= 0 ft - 0 in I Setup I (pressed-down buttons are selected) Repetitive Use? No 1 Yes Incised for PT?( No Yes 111 Flat Use: No Yes Moisture Content: <19% >19% for P only,fc(psi)= 170 < 418 = Fc I/ Temperature("F): I <100 100-125 125-150 for P+w,fc(psi)= 170 < 426 = Fc 11 Set Duration Factors C0= 1.15(P) & 1.60 (P+w) (1.3/2)fb(psi)= 725 < 1547 = Fb Set Effective-Length Factor K = 1.00 (fc/F'c)2 + fb/[F'b(1 -fc/Fce)] = 0.92 < 1.00 OK Set Deflection Limit A/H = 120 Mid-H Deflection due to w,A(inch)= 0.60 < H/120 OK Section Properties Post/Stud Sill PL breadth(b)= 3 in 1.5 Adjustment Factors Sill PL depth(d)= 5.5 in 5.5 Bending Comp// E Comp-1 Area(A)= 16.5 in^2 16.5 Wet Service CM= 1.00 1.00 1.00 1.00 Section Modulus(S)= 15.1 inA3 Temperature Ct= 1.00 1.00 1.00 1.00 Moment of Inertial(I)= 41.6 in^4 Beam Stability CL= 1.00 N/A N/A N/A Size CF= 1.30 1.10 N/A N/A Flat Use Cf„= 1.00 N/A N/A N/A Design Values(psi) Sill PL Incising C,= 1.00 1.00 1.00 1.00 Fb Fc// E Fc-1 Emin Repetitive Member Cr= 1.15 N/A N/A N/A Reference 900 1350 1600000 405 580000 Column Stability(P) CP= N/A 0.24 N/A N/A Adjusted(P) 418 1600000 456 580000 Column Stability(P+w) CPW= N/A 0.18 N/A N/A Adjusted(P+w) 1547 426 1600000 456 580000 Bearing Area Cb= N/A N/A N/A 1.13 oe e 80 O O "9. 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C) �1 �� :g 1.1,1- C p Iiiiibil : V n trig Opif HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner CL Dim. 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB20L s=2550 S=2550, lis„ w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 Sw= 730, w-6670, 1X6'1 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 Sw=6675 w-6675 1546B 4 HDU8-SDS2.5 (3)2x 7870 5665 8 SSTB28MIN (NOTESTEMWALL 8 6.) SSTB34MIN (NOTESTEMWAL6.)L Sw==63957615, Sw==73158710, 1 y8„ PAB8-36, 10”min PAB8-36, 10"min S=16435, S=16435, 3 „ 8 HDU11-SDS2.5 (1)6x 9535 6865 embed into bottom embed into bottom w=17080 w=17080 1 I8 9 HDU14-SDS2.5 (1)6x 14445 10350of 32”min width of 32"min width S=16435, S=16435, 1 footing. If at retainingfooting. If at retaining w=17080 w=17080 16 wall lap anchor with wall lap anchor with vert reinf bar hooked vert reinf bar hooked to Ftg. to Ftg. 5 MST37 (2)2x 2710 2345 N/A N/A N/A . 6 MST48 (2)2x 4205 3640 N/A N/A N/A 7 MST60 (2)2x 6235 5405 N/A N/A N/A Notes: 1 . Install all holdowns per manufacturer specification per C-C-2015 Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as part of boundary member. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. 6. Increase footing depth or stemwall height as required for 28/8" minimum embedment depth. SHEARWALL SCHEDULE (a-n, SEE NOTE(n)BELOW FOR CLIP REQUIREMENTS MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft(SEISMIC; Lb/Ft(WIND) A 16"OSB (1) SIDE 8d 6" 12" i' Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357 B fi'OSB (1) SIDE(f) 8d 4" 12" 2"Dia. A.B. @ 18"o/c (m) 16d @ 212."o/c A35 @ 15"o/c 395 553 C16"OSB (1) SIDE(e,f) 8d 3" 12" 2"Dia.A.B. @ 12"o/c(m) 16d @ 2"o/c A35 @ 12"o/c 505 707 D 6"OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia.A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 9"o/c 670 938 E 16"OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia.A.B. @ 12"o/c(m) 16d @ 2"o/c A35 @ 12"o/c 510 714 F 6"OSB (2) SIDE(d,e,f) 8d 4"Staggered 12" 2"Dia.A.B. @ 8"o/c (m) 16d @ 3"o/c(2) rows staggered A35 @ 6"o/c 790 1106 G16"OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" z"Dia.A.B. @ 7" o/c (m) 16d @ 2"o/c (2)rows staggered HGA1OKT @ 8"o/c 1010 1414 H 6'OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 2"Dia.A.B. @ 52'o/c (m) 16d @ 1z"o/c(2)rows staggered HGA1 OKT @ 6"o/c 1340 1876 Notes: a) All wall construction to conform to SDPWS Table 4.3A. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7"embed into concrete. 3"x3"x/" plate washers req'd at all shear wall A.B. in seismic zone D, E,and F; not req'd in seismic zone A, B, or C. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. n) Clips are only required on interior shearwalls unless otherwise noted on plans and details.