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Specifications (10) ---- PWU ENGINEERING INC. ,\C_�\ � S� Ph: (503) 810-8309 Email: pwuengineering@comcast.net Lateral Structural Analysis Calculations Only: Job #: MC17125 Date: 5/10/17 Client: Mark Stewart Design Project: Lot 6 Corbin Estates, Tigard, OR RECEIVED JUN 1 b 2017 CITY OF TIGARD BUILDING DIVISION ( 7 /gym\. ,; a , 1..,"' ) , ,,,,„ _. , \\ ,,, a ti. ) r, 'j �"a i. . "',�"s,4 xpir�'s" !O 3O 2 i0 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 6 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 2015 IBC and IRC with state amendments The mean roof height of the house h =22' approximately. -`.-010100- . ......-'(' likk ' c h+A+bFRS - Direction A End Zones -41.1100‘ _ ti 10 --' - Direction 2a End Zones Note: End zone may occur at any corner of the building. a = .10*50' =5.0' or for h =22' a =.4(h) =.4(22') =8.8' a=5.0' controls a must be larger than .04(50')=2.0' and 3' Therefore: 2a= 10' 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 7 `cO,PWU ENGINEERING INC. Project Lot 6 Corbin `v Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) have(ft) 95mph B 14.0 1.00 50.0 22.0 %ice 3:12j a= 5.0 ft �„P�„n, 4�� F A 17.6 psf ora= 8.8 ft B 0.0 psf Check 10psf min and a> 2.0 ft ,' C 11.8 psf load across all and a> 3.0 ft D 0.0 psf zones. 2a 10.0 ft Mole Er,d , mA .x�, ��Y corner W r C„Mre ,��h. R L(ft) 10.0 18.0 10.0 hA(ft) 8.0 4.5 hB(ft) 3.0 he(ft) 7.0 ho(ft) 2.0 W(plf) 0.0 141.1 82.3 79.4 0.0 0.0 0.0 0.0 0.0 0.0 150.0 - WR AVG 97.0 plf 100.0 10psf min load: 83.4 plf 50.0 Governing value: 97.0 plf 0.o W2 L(ft) 10.0 18.0 10.0 9.0 10.0 hA(ft) 10.0 5.5 7.0 he(ft) he(ft) 10.0 4.5 7.0 ho(ft) W(plf) 0.0 176.4 117.6 149.9 82.3 123.5 0.0 0.0 0.0 0.0 200.0 - I W2 AVG 129.1 plf 10psf min load: 90.0 plf 100.0 Governing value: 129.1 plf o.o Wi L(ft) hA(ft) hp(ft) he(ft) ho(ft) W(plf) 0.0 0.0 0.0 0.01 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 9(--j -' _..../10 _...111111111111111i .-.VP-"i,0 I I I I I I Ill I I h..1 1214.0.•-• -"""'n"'"..""--A Pi w••on•..-""41 I III I I II.I I I I I. 1, 1.1 .1471 Ma ‘11.._...n•-•....--mAnommon. ---NRAL.. .Of _---M-_-•1•.N1•••=1A.VO•Milm. ,-..-11•Ps- s,UPPER IE V El i I I I I I I kri MI 6114 I I II II L •., — N I I I 1P6' 111 .4 I I I I k 1 -I I I I I I"Il I I I I I I I I I I I I I I I I MI I I I.1.I.I I I I I I I NII 11111 I I ila I k ...A4 - `••I I I I I I....1 1 I•0•I•I•M.....'''''I'''' ''''.•1•1••••••• NI. 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I , , • `•■•••M•7•11•1•111. .111.1•11W•••••••••••\ ,I I 111111=11111 • I MINMINOMMAII ,•11111••01/ 6.,. _ NIIIIIII\ _ I • `41111110111111116. ' 1 hi ,,,,,, lik.MAIN PL. poRnimmomi•mammum. MAIN PL. REAR ELEvATION SCALE. 1/4".1.-0" ,., Wind per ASCE 7 PWU ENGINEERING INC. Project Lot 6 Corbin Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAVG(ft) �v 95mph B 14.0 1.00 50.0 22.0 3:12 PoMVFRC a= 5.0 ft A 17.6 psf ora= 8.8 ft B 0.0 psf Check 10psf min and a> 2.0 ft N FPS Dirylor, C 11.8 psf load across all and a> 3.0 ft D 0.0 psf zones. E "° 2a 10.0 ft ��edin�.E^d -Y �r,'«,rF,^the tn,il WR L(ft) 10.0 5.0 23.0 10.0 hA(ft) 7.0 4.5 hp(ft) 4.0 he(ft) 7.0 4.5 hp 00 4.0 W(plf) 0.0 123.5 82.3 52.9 79.4' 0.0' 0.0 0.0 0.0 0.0 I150.0 - WR AVG 76.2 plf 100.0 - 10psf min load: 80.3 plf 50.0 Governing value: 80.3 plf W2 L(ft) 3.0 10.0 28.0 10.0 hA(ft) 7.0 10.0 10.0 hB(ft) he(ft) 10.0 hp(ft) W(plf) 0.0 123.5 176.4 117.6 176.4 0.0 0.0 0.0 0.0 0.0 I200.0 - W2 AVG 141.0 plf 10psf min load: 98.2 plf 100.0 Governing value: 141.0 plf o.o W, L(ft) hA(ft) hB(ft) he(ft) hp(ft) W(plf)' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I w #DIV/0! 1.0 - 1AVG 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! 0.0 PWU Engineering Inc.©2014,Software v0 10,7/05/16 I. t urPFJe levim irmiMIIIIIIIMII 7 NI IL. momm. k4 P1 I, .......... _ __,suic,..,t..________ , . ------_ ,..4.4. tb.. ,&. '\ NMI ft. ViiIIIIMMIIIIIM — Nill Pillll • -- I i1 ogi , .___ bki,„ ...a.„ --.... . MAR!Pl. -- ......mami. ��link a RIGHT ELEVATION SCALE, 1/4""P-O" VERT.CEDAR SIDING 0"EXP.OVER TTVEK DRAIN URAP ILEATNER BARRIER 17 lI7 _ .,W'P¢RE IIiih .-"` II IIIIIIIIIIIIII illinomem nimmodmoomml olommo • UPPER FL. — r-45E 4 20'..C: x 11111111 '4`_■ f■ !=_fin IMMINMS (TTP.). ll —_— w■L_w■aE ! AII1 �i.�__ _�_ --r__— mai ....0...... PMIBN GRADE lb TO / CULTURED STONE SLOPE AWAY FROM J VERT.CEDAR SIDING VENEER AT FRCNT A8 NORIz,LAP SIDING 4"EXP, BUILDING PERIMETER S"EXP.OVER TTVEK SHOWN ON ELEVATIONS OlTYP7 DRAIN BARRIER FRONT ELEVATION U AlER TTVEKDRAINuwaP WEATHER BARRIER WEATHER BARRIER BGALEr 1/4".1'-O" • o VERT.CEDAR BIDING B'EXP.OVER TYVEK DRAM WRAP WEATHER BARRIER Q 31"---- NM 11111111 ft UPPER le _.. •.� & mopom iP 311 L� C Wage UPPER FL. _...._-.._ .....__._. .._ _ .__-...... L..... ,`MAIN E ....._. -_E. ._ — iill t . ;I'. a� MAIN FItr NORIZ.LAP EIDE.d'EXP. OVER TYVEK DRAIN WRAP LEFT ELEVATION WEATHER BARRIER SCALE: I/4".I'-O" Seismic & Governing Values . pWU ENGINEERING INC. Project Lot 6 Corbin �V Seismic Loading per latest edition of O.S.S.C. and O.R.S.C. V= CS*W Design Cs=(SDs)/(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 1 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)* 48.0 ft 25.0 ft 30.00 k 9.00 ft W2= (15+5+3+4)* 50.0 ft 56.0 ft 75.60 k 9.00 ft W1 _ (15+5+3+4)* 0.00 k Total W: 105.60 k Total V: 8.82 k Vertical Distribution of Seismic Forces Fx= Cv*V C,,= (W,h,k)/(EWih k) Wx hxk Wx*hxk Wx*hXk ZWih k c,x WR*hRk= 30.00 k 18.00 540.0 CAR= 540.0 1220.4 0.442 W2*h21(= 75.60 k 9.00 680.4 C„2= 680.4 1220.4 0.558 W1*h1K= 0.00 k 0.00 0.0 C„, = 0.0 1220.4 0.000 FWihiK= 1220.4 Check Seismic Front to Back vs Wind Seismic Wind FR= 156.1 plf+ 0.0 plf= 156.1 plf > 97.0 plf Seismic Governs F2= 87.8 plf+ 156.1 plf= 243.9 plf > 226.1 plf Seismic Governs F1 = #DIV/0! 243.9 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind FR= 81.3 plf+ 0.0 plf= 81.3 plf > 80.3 plf Seismic Governs F2= 98.3 plf+ 81.3 plf= 179.6 plf < 221.3 plf Wind Governs F1 _ #DIV/0! 179.6 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 6 Corbin High Roof Diaphragm-Upper Floor Walls Line B P = 1.01 k LTOTAL = 18.8 ft v = 1.01 k / 18.8 ft = 54 plf Type A Wall h = 9.0 ft LwoRST = 18.8 ft MOT = 54 plf * 9.0 ft * 18.8 ft = 9.13 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (18.8ft)2 / 2 * 0.6 = 14.55 kft + (0lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 14.55 kft = 14.55 kft T = (9.13kft - 14.55kft) / 18.8 ft = 0.00 k + 0.00 k = 0.00 k I No hd req'd Line C P = 2.97 k LTOTAL = 27.3 ft v = 2.97 k / 27.3 ft = 109 plf Type A Wall h = 12.Oft LWORST = 6.3ft MOT = 109 plf * 12.Oft * 6.3ft = 8.16 kft MR = (15 psf * 5.0 ft + 12 psf * 12.0 ft) * (6.3ft)2 / 2 * 0.6 = 2.57 kft + (0 lb * 0.0 ft) + (500lb * 6.3 ft) = 3.13 kft + 2.57 kft = 5.69 kft T = (8.16kft - 5.69kft) / 6.3 ft = 0.40 k + 0.00 k = 0.40 k No hd req'd Line D P = 1.95 k LTOTAL = 22.0 ft v = 1.95 k / 22.0 ft = 89 plf Type A Wall h = 9.0 ft LWORST = 8.8 ft MOT = 89 plf * 9.0 ft * 8.8 ft = 6.98 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (8.8ft)2 / 2 * 0.6 = 4.20 kft + (0lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 4.20 kft = 4.20 kft T = (6.98kft - 4.20kft) / 8.8 ft = 0.32 k + 0.00 k = 0.32 k No hd req'd Line 1 P = 0.84 k LTOTAL = 14.5 ft v = 0.84 k / 14.5 ft = 58 plf Type A Wall h = 9.0 ft LWORST = 3.3 ft MOT = 58 plf * 9.0 ft * 3.3 ft = 1.70 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (3.3ft)2 / 2 * 0.6 = 0.44 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 0.44 kft = 0.44 kft T = (1.70kft - 0.44kft) / 3.3 ft = 0.39 k + 0.00 k = 0.39 k No hd req'd Line 2 P = 1.93 k LTOTAL = 12.5 ft v = 1.93 k / 12.5 ft = 154 plf Type A Wall h = 9.0 ft LwoRST = 12.5 ft MOT = 154 plf * 9.0 ft * 12.5 ft = 17.35 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (12.5ft)2 / 2 * 0.6 = 8.58 kft + (0 lb * 0.0 ft) + (500 lb * 12.5 ft) = 6.25 kft + 8.58 kft = 14.83 kft T = (17.35kft - 14.83kft) / 12.5 ft = 0.20 k + 0.00 k = 0.20 k No hd req'd Line 3 P = 1.08 k LTOTAL = 11.5 ft v = 1.08 k / 11.5 ft = 94 plf Type A Wall h = 9.0 ft LwoRST = 5.5 ft MOT = 94 plf * 9.0 ft * 5.5 ft = 4.67 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (5.5ft)2 / 2 * 0.6 = 1.66 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 1.66 kft = 1.66 kft T = (4.67kft - 1.66kft) / 5.5 ft = 0.55 k + 0.00 k = 0.55 k No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P = 0.77 k LTOTAL = 19.8 ft v = 0.77 k / 19.8 ft = 39 plf Type A Wall h = 9.0 ft LWORST = 9.8 ft MOT = 39 plf * 9.0 ft * 9.8 ft = 3.44 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (9.8ft)2 / 2 * 0.6 = 5.22 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 5.22 kft = 5.22 kft T = (3.44kft - 5.22kft) / 9.8 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line B P = 2.42 k LTOTAL = 34.0 ft v = 2.42 k / 34.0 ft = 71 plf Type A Wall h = 9.0 ft LWORST = 15.0 ft MOT = 71 plf * 9.0 ft * 15.0 ft = 9.61 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (15.0ft)2 / 2 * 0.6 = 12.35 kft + (0 lb * 0.0ft) + (0 lb * 0.0ft) = 0.00 kft + 12.35 kft = 12.35 kft T = (9.61kft - 12.35kft) / 15.0 ft = 0.00 k + 0.00 k = 0.00 k J No hd req'd Line C P =4.94 k LTOTAL = 26.3 ft v = 4.94 k / 26.3 ft = 188 plf Type A Wall h = 9.0 ft LWORST = 18.3 ft MOT = 188 plf * 9.0 ft * 18.3 ft = 30.92 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (18.3ft)2 / 2 * 0.6 = 13.79 kft + (Olb * 0.Oft) + (500lb * 18.3ft) = 9.13 kft + 13.79 kft = 22.91 kft T = (30.92kft - 22.91 kft) / 18.3 ft = 0.44 k + 0.00 k = 0.44 k I No hd req'd h = 9.0 ft LWORST = 8.0 ft MOT = 188 plf * 9.0 ft * 8.0 ft = 13.55 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (8.0ft)2 / 2 * 0.6 = 4.95 kft + (0 lb * 0.0 ft) + (500lb * 8.0 ft) = 4.00 kft + 4.95 kft = 8.95 kft T = (13.55kft - 8.95kft) / 8.0 ft = 0.57 k + 0.00 k = 0.57 k I No hd req'd Line D P = 3.05 k LTOTAL = 30.5 ft v = 3.05 k / 30.5 ft = 100 plf Type A Wall h = 9.0 ft LWORST = 13.3 ft MOT = 100 plf * 9.0 ft * 13.3 ft = 11.92 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (13.3f02 / 2 * 0.6 = 7.27 kft + (0lb * 0.0ft) + (0lb * 0.0ft) = 0.00 kft + 7.27 kft = 7.27 kft T = (11.92kft - 7.27kft) / 13.3 ft = 0.35 k + 0.00 k = 0.35 k No hd req'd Line 1 P = 2.32 k LTOTAL = 19.3 ft v = 2.32 k / 19.3 ft = 121 plf Type A Wall h = 9.0 ft LWORST = 8.5 ft MOT = 121 plf * 9.0 ft * 8.5 ft = 9.23 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (8.5ft)2 / 2 * 0.6 = 5.59 kft + (0lb * 0.0 ft) + (0lb * 0.0ft) = 0.00 kft + 5.59 kft = 5.59 kft T = (9.23kft - 5.59kft) / 8.5 ft = 0.43 k + 0.00 k = 0.43 k No hd req'd See FTAO Calc Line 2 P = 5.52 k LTOTAL = 47.3 ft v = 5.52 k / 47.3 ft = 117 plf Type A Wall h = 9.0 ft LWORST = 7.5 ft MOT = 117 plf * 9.0 ft * 7.5 ft = 7.89 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (7.5ft)2 / 2 * 0.6 = 2.33 kft + (0lb * 0.0 ft) + (0lb * 0.0ft) = 0.00 kft + 2.33 kft = 2.33 kft T = (7.89kft - 2.33kft) / 7.5 ft = 0.74 k + 0.00 k = 0.74 k J No hd req'd Line 3 P = 3.20 k LTOTAL = 18.5 ft v = 3.20 k / 18.5 ft = 173 plf Type A Wall h = 9.0 ft LWORST = 6.0 ft MOT = 173 plf * 9.0 ft * 6.0 ft = 9.34 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (6.0ft)2 / 2 * 0.6 = 1.49 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 1.49 kft = 1.49 kft T = (9.34kft - 1.49kft) / 6.0 ft = 1.31 k + 0.00 k = 1.31 k Use type 1 hd h = 6.5 ft LWORST = 1.8 ft MOT = 173 plf * 6.5 ft * 1.8 ft = 1.97 kft MR = (15psf * 2.0ft + 12psf * 6.5 ft) * (1.8ft)2 / 2 * 0.6 = 0.10kft + (0 lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 0.10 kft = 0.10 kft T = (1.97kft - 0.10kft) / 1.8 ft = 1.07 k + 0.00 k = 1.07 k Use type 1 hd Force Transfer Around Opening (FTAO) PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 1 --> L1 = 5.8ft La= 12.Oft L2= 5.Oft V= 1.30k vA= -134 plf vs= 229 plf vF= -134 plf hu= 1.0 ft F-- 4-- F� = 1.47 k F2= 1.28 k vs= 121 plf vG= 121 plf h0= 9.0 ft F� = 1.47k F2= 1.28k -- * -> h�= 2.0 ft v0= -134 plf vE= 229 plf vH= -134 pif T H = 0.69k H= 0.69k H=1 ( 1.30k * 12.0ft) /22.8 ft= 1 0.69k1 H:WRatios 9.Oft : 5.8ft = 1.6 : 1 vh= 1.30k/ 10.8ft= 121 plf 9.Oft: 5.Oft = 1.8 : 1 v„= 0.69 k/ 3.0 ft= 229 plf Use: Type A Wall F= 229p1f* 12.00ft= 1 2.74k F� = (2.74k* 5.8ft)/ 10.8ft= 1.47k F2= ( 2.74 k* 5.0 ft)/ 10.8 ft= 1.28 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2 ft+ 12psf* 12.0 ft) * (22.8 ft)^2 *0.6/2] + (0.0ft *5001b) = 27.02 kft T= 0.69 kft- (27.02 kft /22.8 ft) 1 = 0.00 k +0.00k= 0.00 kl No hd req'd , r Si.:.. O B. 1 , , , , . T.. V , , .. i, 1 b 0 Nr 0 9 .,,,,,, , ..! A •pI Oh . V 1. E:i/ r,_9g A V 1 h A& QNl A Lb, a 0 v ' 1 k:,7 i: n. v a 4 ,„_, 1 9 UPPER FLOOR LATERAL PLAN tv.r-o• * r,- TSO o$ T1� OO EXTENT OP WALL eEGI.T O 1046 NOD e / e 9' 7 ' - s II , n I�flL 9g rn, I I JO ,IA I. . . /%y)' , J I I Ave NLeTRAt 'FLOOR 11RT•OTHER1�!TO TOP .44. II (ir . 61? 4. , "MOUT IND OP OM.ank . 1. Illr © ,rte• 9 . [.._____. • - • 1 • - • • di:it-aid& 4. Lnz.o,nI e60_ �' 11► Gv r, J �i. ,i,., • qg / s ® ii:i1:).1.e. • _ itA.yi!`VI� ' 0 +�rir ® 1r 110-0' 9_ A IV ei� 47 EXTEND NCADlI! OVER TOP Or*AMOR PIM POUR VIM W U. LP 80 Well PRI NT beTIMEN TOP OP STEM WALL AND banal of `E"°°W wDT`°aTAW."""' MAIN FLOOR LATERAL PLAN Pen � 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, 1%6" w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB%X24 SB5/8X24 w=66705 w=675 156" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB/8X24 SB5/8X24 w=675, w=6675 151611 4(N = =7 , 3 „ 4 HDU8-SDS2.5 (3)2x 7870 5665 8"MINSSTB28 STEMWALL(NOTE6.) 8SSTB3"MIN STEMOTEWALL6.) S w=76156395, S w=8315710 1 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 9 HDU14-SDS2.5 (1)6x 1444510350 of 32"min width of 32"min width S=16435, S=16435, 1 iifooting. 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 287/8" minimum embedment depth. S H E A R WA L L SCHEDULE (a-n) SEE NOTE(n)BELOW FOR CUP 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 6°OSB (1) SIDE 8d 6" 12" Z"Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357 B 6" OSB (1) SIDE (f) 8d 4" 12" 2"Dia.A.B. @ 18"o/c (m) 16d @ 21t o/c A35 @ 15"o/c 395 553 C 6'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 6" 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 G s"OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" 2"Dia.A.B. @ 7"o/c (m) 16d @ 2"o/c (2)rows staggered HGA1 OKT @ 8"o/c 1010 1414 H s"OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 2"Dia. A.B. @ 52"a/c (m) 16d @ 12"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"xl"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. r�) Clips are only required on interior shearwalls unless otherwise noted on plans and details.