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,nsT,2o/�'-c7O2 • PWU ENGINEERING INC. N O V 2 7 2018 Ph: (503) 810-8309 CITY OF TIGARD Email: pwuengineering@comcast.net BUILDING DIVISION Lateral Structural Analysis Calculations Only: Job #: SUN18169 Date: 11/20/18 Client: Suntel Design Inc., Windwood Homes Project: Hickory, Lot 8 Annand Heights, Tigard, OR PRpF�s co INCe `J '4211'E ' 1 4 22 \` Expires: 06130/2020 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. • - I PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for Hickory 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 2017 O.R.S.C. The mean roof height of the house h = 24' approximately. ..,00. 10'addl. fiei D F n r 61.11C MI FRS r gi Direction ,r }., ,,rid Zones u . 446S. _ 2a Illir,..00 11 10 _____----- RS Direction 2a End Zones Note: End zone may occur at any corner of the building. a = .10*24' = 2.4' or for h =24' a = .4(h) = .4(24') = 9.6 a= 2.4' controls a must be larger than .04(24') = 1.0' and 3' Therefore: 2a = 6' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: DI 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 -_ ,,PWU ENGINEERING INC. Project Hickory `v Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAVG (ft) I. 95mph B 26.6 1.00 24.0 24.0 6:12 c a = 2.4 ft °"e"'°" End Zones A 17.4 psf or a = 9.6 ft000 B 5.5 psf Check 10psf min and a > 1.0 ft / N FF5 C Dire lan 13.0 psf load across all and a > 3.0 ft 2."(-- D aiD 4.9 psf zones. EndZ°nes Notedin'.Endg zone may occur at any corner of the 2a 6.0 ft buil WR L(ft) 6.0 12.0 6.0 hA(ft) 4.0 4.0 hB (ft) 12.0 12.0 he (ft) 4.0 hp (ft) 12.0 W(plf) 0.0 135.9 110.8 135.9 0.0 0.0 0.0 0.0 0.0 0.0 150.0 - WRAVG 123.3 plf 100.0 10psf min load: 160.0 plf 50.0 Governing value: 160.0 plf 0 0 W2 L(ft) 6.0 12.0 6.0 hA(ft) 9.5 9.5 hB(ft) he (ft) 9.5 h0 (ft) W(plf) 0.0 165.2 123.8 165.2 0.0 0.0 0.0 0.0 0.0 0.0 200.0 W2 AVG 144.5 plf 10psf min load:, 95.0 plf 100.0 Governing value: 144.5 plf 0.0 W1 L(ft) hA(ft) h8 (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 1.0 W1 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! 0.0 PWU Engineering Inc.02014,Software v0.10,7/05/16 • • x S a. • • j I a • , • - ,; • , il. • 3 ;i , 1 • • ,}tee V ' i f • . ' .. ;.!''''';: :'•...I.': ::.; •:' k=/Willi ', . ,' . • ,, .. ,'; . , . , ! ., ,,, : .. , ,•• ' . • I, i • • _ ,- r t• y.• n • a ' • %ILI°. ' ' • •' ' ,• ':•','•' . ,•, ..: . • ., ! r; - •• it • • i ix . E: • . i .. _ I s Wind per ASCE 7 EPWU ENGINEERING INC. Project Hickory Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAvc (ft) 95mph B 39.8 1.00 24.0 24.0 _ G 10:12 QRS a = 2.4 ft Girecllon 441 End Zones A 16.1 psf ora= 9.6 ft00001 B 11.1 psf Check 10psf min and a > 1.0 ft Nr. Gireglon C 12.9 psf load across all and a > 3.0 ft 2a"� D End Zones 8.9 psf zones. 2a 6.0 ft hole:Endng. zone may occur at any corner of the buildi WR L(ft) 6.0 36.5 6.0 hA(ft) 7.0 7.0 hB (ft) 5.0 he (ft) 10.0 hp(ft) W(plf)_ 0.0 168.0 128.5 112.7 0.0 0.0 0.0 0.0 0.0 0.0 200.0 - WR AVG 131.4 plf 10psf min load: 98.8 plf 100.0 Governing value: 131.4 plf 0.0 W2 L(ft) 6.0 36.5 6.0 hA(ft) 9.5 9.5 hB(ft) he (ft) 9.5 hp(ft) W(plf) 0.0. 153.0 122.1 153.0 0.0 0.0 0.0 0.0 0.0 0.0 200.0 - W2 AVG 129.7 plf 10psf min load: 95.0 pif 100.0 Governing value: 129.7 plf o.o W1 L(ft) hA(ft) hB (ft) hc (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 W #DIV/0! 1.0 1 AVG 10psf min load: #DIV/0! 0.5 Governing value: #DIV/0! 0.0 PWU Engineering Inc.02014,Software v0.10,7/05/16 • • • • <t . • 'T +t i.f t,i• • �t, •• , i` i, , k ' 7 C• t4. 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Project Hickory �V Seismic Loading per latest edition of O.S.S.C. and O.R.S.C. V= CS*W Design Cs= (Sos)/(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 I V=1 0.0835*W Interior Wall Dead Load: 6psf Exterior Wall Dead Load: 12psf Suspended garage: 60psf Buidling Weight per Level PSF Front to Back Length Side to Side Length Weight Height l WR= (17+5+3) * 48.5 ft 24.0 ft 29.10 k 8.00 ft W2= (15+5+3+4)* 48.5 ft 24.0 ft 31.43 k 9.00 ft W1 = (15+5+3+4+21) * 48.5 ft 24.0 ft 55.87 k 6.00 ft Total W: 116.40 k Total V: 9.72 k Vertical Distribution of Seismic Forces Fx=Cv*V Cvx= (Wxhxk)/(FW hik) Wx hxk Wx*hxk Wx*hxk EW,hik Cvx WR*hRk= 29.10 k 23.00 669.3 CVR= 669.3 1476.0 0.453 W2*h2k= 31.43 k 15.00 471.4 C„2= 471.4 1476.0 0.319 W1*h1x= 55.87 k 6.00 335.2 C„1 = 335.2 1476.0 0.227 FWih;x= 1476.0 Check Seismic Front to Back vs Wind Seismic Wind FR= 183.7 plf+ 0.0 plf= 183.7 plf > 160.0 plf Seismic Governs F2= 129.4 plf+ 183.7 plf= 313.1 plf > 304.5 plf Seismic Governs F1 = 92.0 plf+ 313.1 plf= 405.1 plf #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind FR= 90.9 plf+ 0.0 plf= 90.9 plf < 131.4 plf Wind Governs F2= 64.0 plf+ 90.9 plf= 154.9 plf < 261.1 plf Wind Governs F1 = 45.5 plf+ 154.9 plf= 200.4 plf #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 --- ENGINEERING INC. Project Hickory High Roof Diaphragm - Upper Floor Walls Line A P = 2.20 k LTOTAL = 24.0 ft v = 2.20 k / 24.0 ft = 92 plf Type A Wall h = 9.0 ft LwoRST = 12.0 ft MOT = 92 plf * 9.0 ft * 12.0 ft = 9.92 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (12.0ft)2 / 2 * 0.6 = 5.96 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 5.96 kft = 5.96 kft T = (9.92kft - 5.96kft) / 12.0 ft = 0.33 k + 0.00 k = 0.33 k No hd req'd Line B P = 2.20 k LTOTAL = 25.3 ft v = 2.20 k / 25.3 ft = 87 plf Type A Wall h = 9.0 ft LwoRST = 7.3 ft MOT = 87 plf * 9.0 ft * 7.3 ft = 5.70 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (7.3ft)2 / 2 * 0.6 = 2.18 kft + ( Olb * 0.Oft) + (Olb * 0.Oft) = 0.00kft + 2.18kft = 2.18kft T = (5.70kft - 2.18kft) / 7.3 ft = 0.49 k + 0.00 k = 0.49 k No hd req'd Line 1 P = 1.08 k LTOTAL = 13.5 ft v = 1.08 k / 13.5 ft = 80 plf Type A Wall h = 9.0 ft LwoRST = 13.5 ft MOT = 80 plf * 9.0 ft * 13.5 ft = 9.76 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (13.5ft)2 / 2 * 0.6 = 10.01 kft + ( 0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 10.01 kft = 10.01 kft T = (9.76kft - 10.01 kft) / 13.5 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 2 P = 2.37 k LTOTAL = 18.0 ft v = 2.37 k / 18.0 ft = 131 plf Type A Wall h = 9.0 ft LwoRST = 8.3 ft MOT = 131 plf * 9.0 ft * 8.3 ft = 9.76 kft MR = (15 psf * 20.0 ft + 12 psf * 9.0 ft) * (8.3ft)2 / 2 * 0.6 = 8.33 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 8.33 kft = 8.33 kft T = (9.76kft - 8.33kft) / 8.3 ft = 0.17 k + 0.00 k = 0.17 k No hd req'd Line 3 P = 2.10 k LTOTAL = 15.8 ft v = 2.10 k / 15.8 ft = 134 plf Type A Wall h = 9.0 ft LwoRST = 3.5 ft MOT = 134 plf * 9.0 ft * 3.5 ft = 4.21 kft MR = (15 psf * 20.0 ft + 12 psf * 9.0 ft) * (3.5ft)2 / 2 * 0.6 = 1.50 kft + ( 0 lb * 0.0 ft) + (250 lb * 3.5 ft) = 0.88 kft + 1.50 kft = 2.37 kft T = (4.21 kft - 2.37kft) / 3.5 ft = 0.52 k + 0.00 k = 0.52 k No hd req'd Line 4 P = 0.82 k I I LTOTAL. = 13.0 ft I I v = 0.82 k / 13.0 ft = 63 plf (Type A Wall See FTAO Calc No hd req'd Low Roof/Upper Floor Diaphragm - Main Floor Walls Line A P = 3.76 k LTOTAL = 29.8 ft v = 3.76 k / 29.8 ft = 126 plf Type A Wall h = 9.0 ft LWORST = 4.8 ft MOT = 126 plf * 9.0 ft * 4.8 ft = 5.40 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (4.8ft)2 / 2 * 0.6 = 1.75 kft + ( 0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 1.75 kft = 1.75 kft T = (5.40kft - 1.75kft) / 4.8 ft = 0.77 k + 0.00 k = 0.77 k No hd req'd Line B P = 3.76 k LTOTAL = 30.3 ft v = 3.76 k / 30.3 ft = 124 plf Type A Wall h = 9.0 ft LwoRST = 15.0 ft MOT = 124 plf * 9.0 ft * 15.0 ft = 16.77 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (15.0ft)2 / 2 * 0.6 = 12.35 kft + ( 0 lb * 0.0 ft ) + (0 lb * 0.0 ft ) = 0.00 kft + 12.35 kft = 12.35 kft T = (16.77kft - 12.35kft) / 15.0 ft = 0.29 k + 0.00 k = 0.29 k No hd req'd Line 1 P = 3.08 k LTOTAL = 7.0 ft v = 3.08 k / 7.0 ft = 441 plf Type C Wall h = 9.0 ft LWORST = 3.0 ft _ MOT = 441 plf * 9.0 ft * 3.0 ft = 11.90 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (3.0ft)2 / 2 * 0.6 = 0.37 kft + ( 0lb * 0.0 ft) + ( 0lb * 0.0 ft) = 0.00 kft + 0.37 kft = 0.37 kft T = (11.90kft - 0.37kft) / 3.0 ft = 3.84 k + 0.00 k = 3.84 k Use type 6 hd Line 2 P = 5.84 k LTOTAL = 13.3 ft v = 5.84 k / 13.3 ft = 441 plf Type C Wall h = 9.0 ft LwORST = 13.3 ft MOT = 441 plf * 9.0 ft * 13.3 ft = 52.60 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (13.3ft)2 / 2 * 0.6 = 7.27 kft + ( 0lb * 0.0 ft ) + (0 lb * 0.0 ft) = 0.00 kft + 7.27 kft = 7.27 kft T = (52.60kft - 7.27kft) / 13.3 ft = 3.42 k + 0.00 k = 3.42 k Use type 6 hd Line 4 P = 3.44 k LTOTAL = 2.8 ft v = 3.44 k / 2.8 ft = 1251 plf Type H Wall h = 9.0 ft LwORST = 2.8 ft MOT = 1251 plf * 9.0 ft * 2.8 ft = 30.96 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (2.8ft)2 / 2 * 0.6 = 0.31 kft + ( 0lb * 0.0 ft) + (0 lb * 0.0 ft ) = 0.00 kft + 0.31 kft = 0.31 kft T = (30.96kft - 0.31 kft) / 2.8 ft = 11.15 k + 0.00 k = 11.15 k Use type 9 hd Main Floor Diaphragm -Cripple Walls Line A P = 4.31 k LTOTAL = 46.0 ft v = 4.31 k / 46.0 ft = 94 plf Type A Wall h = 8.0 ft LWORST = 38.0 ft MOT = 94 plf * 8.0 ft * 38.0 ft = 28.47 kft MR = (15 psf * 12.0 ft + 12 psf * 8.0 ft) * (38.0ft)2 / 2 * 0.6 = 119.6 kft + ( 0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 119.6 kft = 119.6 kft T = (28.47kft - 119.6kft) / 38.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line B P = 4.31 k LTOTAL = 48.5 ft v = 4.31 k / 48.5 ft = 89 plf Type A Wall h = 8.0 ft LWORST = 38.5 ft MOT = 89 plf * 8.0 ft * 38.5 ft = 27.36 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (38.5ft)2 / 2 * 0.6 = 76.04 kft + ( 0 lb * 0.0 ft) + (0 lb * 0.0 ft ) = 0.00 kft + 76.04 kft = 76.04 kft T = (27.36kft - 76.04kft) / 38.5 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P = 3.86 k LTOTAL = 24.0 ft v = 3.86 k / 24.0 ft = 161 plf Type A Wall h = 9.0 ft LWORST = 24.0 ft MOT = 161 plf * 9.0 ft * 24.0 ft = 34.76 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (24.0ft)2 / 2 * 0.6 = 23.85 kft + ( 0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 23.85 kft = 23.85 kft T = (34.76kft - 23.85kft) / 24.0 ft = 0.45 k + 0.00 k = 0.45 k No hd req'd Line 2 P = 7.42 k LTOTAL = 13.3 ft v = 7.42 k / 13.3 ft = 560 plf Type D Wall h = 9.0 ft LWORST = 13.3 ft MOT = 560 plf * 9.0 ft * 13.3 ft = 66.76 kft MR = (60 psf * 5.0 ft + 12 psf * 9.0 ft) * (13.3ft)2 / 2 * 0.6 = 21.49 kft + ( 0 lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 21.49 kft = 21.49 kft T = (66.76kft - 21.49kft) / 13.3 ft = 3.42 k + 3.42 k = 6.84 k Use type 4 hd Force Transfer Around Opening (FTAO) PWU ENGINEERING INC. Diekmann Technique @ Upper Floor Line 4 L1 = 6.5 ft Lo= 6.0 ft L2= 6.5 ft V = 0.86 k vA= 19 plf vp = 102 plf vE= 19 plf hu = 1.0 ft F� = 0.31 k F2 = 0.31 k vg= 66 plf vG = 66 plf h0 = 5.0 ft F1 = 0.31 k F2 = 0.31 k hL= 3.0 ft vc = 19 plf vE= 102 plf vH = 19 plf J� T H = 0.41k H = 0.41k H= ( 0.86k * 9.0ft ) / 19.0ft= 0.41 k H:W Ratios 5.0 ft : 6.5 ft = 0.8 : 1 vh = 0.86 k/ 13.0 ft = 66 plf 5.0 ft : 6.5 ft = 0.8 : 1 v„ = 0.41 k/ 4.0 ft= 102 plf Use: Type A Wall F = 102plf* 6.00ft = 0.61 k F1 = ( 0.61 k* 6.5 ft )/ 13.0 ft = 0.31 k F2 = ( 0.61 k* 6.5 ft )/ 13.0 ft = 0.31 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR = [( 15psf* 2 ft+ 12psf* 9.O ft )* (19.0 ft)^2 * 0.6 /2] + ( 0.0 ft *5001b) = 14.95 kft T = 0.41 kft- ( 14.95kft / 19.0ft ) = 0.00 k +0.00k= 0.00kl No hd req'd ^"` Version: 3.1 Designed on: June 18,2018 _ � Posts/Studs Analysis and Design twpa.or9 - , ASC? Method How to -- Order Pro Developed by: Enter Data Print Version Member# Studs • Forum Engineers Location : Tall Walls Sits on Sill Plate ? No f Yes ** Dimension Lumber** ** Dimension Lumber** Nominal Size : (2 ) 2 x 6 Sill Plate Nominal Size : 2 x 6 Species = Hem-Fir Species or Symbol = Hem-Fir Grade = Stud Grade= Stud Bearing at< 3"of Sill End? No Height(H) = 19 ft - 0 in P P = 300 lb = DL + SL Unbraced Length (//) = 19 ft - 0 in w= 21.0 plf = Wind Unbraced Length (12) = 1 ft - 0 in H lu = 1 ft - 0 in Setup 1 (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)= 18 < 199 = Fc// Temperature(°F) : <100 100-125 125-150 for P +w, fc(psi)= 18 < 203 = Fc// y Set Duration Factors CD = 1.15(P) & 1.60 (P+w) (1.3/2)fb(psi)= 489 < 891 = Fb Set Effective-Length Factor K = 1.00 (fc/F'c)2 + fb/[F'b(1 -fc/Fce)] = 0.61 < 1.00 OK Set Deflection Limit A/H = 240 Mid-H Deflection due to w, A (inch)= 0.86 < H /240 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 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 = 1.00 1.00 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 675 800 1200000 405 440000 Column Stability(P) Cp= N/A 0.22 N/A N/A Adjusted(P) 199 1200000 456 440000 Column Stability(P+w) CP,,,,= N/A 0.16 N/A N/A Adjusted(P+w) 891 203 1200000 456 440000 Bearing Area 0b= N/A N/A N/A 1.13 v^` Version: 3.1 Designed on: June 18,2018 _ � Posts/Studs Analysis and Design wwpo.org -* SZJF ASD Method 4,4401-How '. Order Pro Developed by: Enter Data Print Version Member# King Post • Forum Engineers Location : Tall Walls Sits on Sill Plate? No 1 Yes ** Posts &Timbers** ** Dimension Lumber** Nominal Size : ( 1 ) 6 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) = 19 ft - 0 in p P = 500 lb = DL +SL Unbraced Length (L) = 19 ft - 0 in w= 42.0 plf = Wind Unbraced Length (12) = 1 ft - 0 in H lu = 1 ft - 0 in Setup I (pressed-down buttons are selected) w Repetitive Use? No Yes Incised for PT? rNo Yes I. Flat Use: No Yes Moisture Content: <19% >19% for P only, fc(psi)= 17 < 210 = Fc// Temperature(°F) <100 100-125 125-150 , for P +w, fc(psi)= 17 < 215 = Fc// Set Duration Factors Co = 1.15(P) & 1.60 (P+w) (1.3/2)fb(psi)= 533 < 862 = Fb Set Effective Length Factor > K = 1.00 (fc/ F'e)2 + fb/[F'b (1 -fc/Fce)] = 0.67 < 1.00 OK Set Deflection Limit A/H = 240 Mid-H Deflection due to w, A (inch) = 0.87 < H /240 OK Section Properties Post/Stud Sill PL breadth (b)= 5.5 in 1.5 Adjustment Factors Sill PL depth (d)= 5.5 in 5.5 Bending Comp// E Comp-( Area (A)= 30.3 in^2 30.3 Wet Service CM= 1.00 1.00 1.00 1.00 Section Modulus (S)= 27.7 inA3 Temperature C,= 1.00 1.00 1.00 1.00 Moment of Inertial (I) = 76.3 inA4 Beam Stability CL= 1.00 N/A N/A N/A Size CF = 1.00 1.00 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= 1.00 N/A N/A N/A Reference 750 700 1300000 405 470000 Column Stability(P) Cp= N/A 0.26 N/A N/A Adjusted(P) 210 1300000 433 470000 Column Stability(P+w) CP,,,= N/A 0.19 N/A N/A Adjusted(P+w) 862 215 1300000 433 470000 Bearing Area Cb= N/A N/A N/A 1.07 0 eo L3I-6. 0 A 0 � � v4 v <j. .1 1 , t84 © 4160 , ® I ✓ OALLOCN FRAME STAIR A WALL to/DOl!!LC 2,5. P&Tun GRADE OR -,.,- BETTER STUD&.12• OL.UP TO MAX re'-O' if TALL STD HEIGHT. UP JIM SAA OP)OR BETTER A n 1r' T TOP Pel.TO SILL W(7� - - , rt" v CLIP AT TOP AND • -O. BOTTOM NEMER TO FRAMING PLAN 67. c) FOR TRIPPER POST SIZE, �USE TRER MIN. SDS TOGETlR uv 1541.i•OL.STAGG. l3-6 e r Q vL e v r 0 G , o , r 6'-4• -4' ENTIRE WALL ELEv �I TO BE SHEATHED 19'-O• \ uer 0622 COIL STRAP EXTENT OP FTAO ACPIOSB ENTIRE LENGTH WALL SEGMENT CP 5HEARWALL P II/54 POR PTA() `Hoo e UPPER FLOOR LATERAL PLAN 4AA e O ti& 11-c.7 ...:47 •••••• • = 0 . 00 �7l• +n9:2 _.CA o -a,-1JQz' _--E.L01e 7 2� _• Q A. 0- It r ,13" BALLOON PRM STA!-Q 1�1��' WALL w/POUSLE 2 N+STD GRAPE OR r--- � -- r. HP BETER STUDS•12• , OD,UP TO MAX 18,-0• ii : TALL STUD NEIGNT. U6E 6x6 PP2 OR BETTER 41114111H:f-� 1 KIN*POST DONT Mal TOP PL TO SILL uv(2)A3e -Nal ."'"7"( D_JOIe Br•1.• OLID AT TOP AND :-- _ eorru•1. Re9•eR ro . PRAl'irYs PLAN B7 OT}ER 4: . A.POR TRitlR POST eI . E USE!U 2.6 TRIPt MN. . . . . NAIL EMS TOGMER uV Y �. a �. E Q Wd•6•O.C.STAGG. ' O AI OGNf 2x v '• I� °°IM , O _8 . . . O V . @ 6PET e/63 PCR M HT t11 FOOTING EOUIIPE 0 POOR A TTP[9 ID APP CONT 2x J016T N LNE uV aEAR IA . EDGE NAIL FLOOR 811'TC.TO ENTIRE LRIGTN • CP JOIST u✓IOd•6.OL.MIN. ADD MST31 STRAP ACR09e ANT 6PLICE6 N JOIST. MAIN FLOOR LATERAL PLAN k••r-o• • • PT.44.4 Peg 1515ACE PER © DET 084 ADD TOMZ 841*Al° O401.0044 ABOYe • .*. •t. \.''•'411—.' • 67 0 67 4 11., , s A eA Ilrir e '.'...... .4, . . 1. .4_ 11 64 • 1( l'—, ME D 503.9 FOR nO rer / FOOTING 155011521MONT5 O FOR TYPE 9 FD 54 CRIPPLE UJALL LATERAL PLAN ,,,""P-0" r 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. S=2550, S=2550, 5 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB20L w=3610 w=3610 154611 (2)2x 4565 3285 SB5/8X24 SB%X24 Sw=6675 w=66O 1 5611 2 HDU4-SDS2.5 — — 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 w=66° w=66 0 1%6" SSTB28 (NOTE 6.) SSTB34 (NOTE 6.) S=6395, S=7315, 1 8 „ 4 HDU8-SDS2.5 (3)2x 7870 5665 8"MIN STEMWALL 8" MIN STEMWALL w=7615 w=8710 PAB8-36, 10"min PAB8-36, 10" min S=16435, S=16435, 1 3/„8 HDU11-SDS2.5 (1)6x 9535 6865 embed into bottom embed into bottom w=17080 w=17080 1 6x 14445 10350 of 32"min width of 32"min width S=16435, S=16435, 1 g6" 99 HDU14-SDS2.5 ( ) footing. If at retaining footing. If at retaining w=17080 w=17080 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 6 MST48 (2)2x 4205 3640 N/A N/A 7 MST60 (2)2x 6235 5405 N/A N/A Notes: 1 . Install all holdowns per manufacturer specification per C-C-2017 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. I SHEARWALL SCHEDULE (a-m) ONLY REQ'D ON INTERIOR SHEARWALLS. 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" z' Dia. A.B. @ 30" o/c 16d @ 6"o/c A35 @ 24"o/c 237 331 B16" OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 18"o/c (m) 16d @ 4"o/c A35 @ 15"o/c 367 513 C16" OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia. A.B. @ 12"o/c (m) 16d @ 3"o/c A35 @ 12"o/c 470 658 D 16" OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia. A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 9"o/c 623 872 E16" OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia. A.B. @ 12"o/c (m) 16d @ 3"o/c A35 @ 12"o/c 474 663 F16" OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" 2"Dia. A.B. @ 8"o/c (m) 16d @ 2"o/c A35 @ 6"o/c 735 1029 G 16" OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" 2"Dia. A.B. @ 7"o/c (m) 16d @ 3"o/c(2)rows staggered HGA1OKT @ 8"o/c 939 1314 H16" OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 2"Dia. A.B. @ 52" o/c (m) 16d @ 2" o/c(2)rows staggered HGA10KT @ 6"o/c 1246 1744 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"x1/4" plate washers req'd at all shear wall A.B. in seismic zone D, E, F. 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.