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�is1I20/8"12,2-&7 /0967 ,Cie . J,Vtt/D 'elf cr -- PWU ENGINEERING INC. Ph: (503) 810-8309 Email: pwuengineering@comcast.net RECEIVED E Lateral Structural Analysis Calculations Only: SEP 2 6 2018 Job #: SUN 18165 CITY OF TIGARD Date: 9/07/18 SUILDING DIVISION' Client: Suntel Design Inc., Windwood Homes Project: Beech, Lot 9 Annand Heights, Tigard, OR c�,c PRO ` s c,INie tr rr 4 R 22 �1,11 1,A IP \\'° Expires: 06/30/2020 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. 7---,PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for Beech 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. Po Fr- 1110447 C rRS Direction End Zones nigir 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: 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 ,PWU ENGINEERING INC. Project Beech `v Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAVG (ft) 44 1 0°4 95mph B 0.0 1.00 24.0 24.0 0:12 �. w'n's a = 2.4 ft D'rection End Lanes ' A 14.4psf ora = 9.6 ft1. B 0.0 psf Check 10psf min and a > 1.0 ft �.. �Rs oo-ecL«, C 9.5 psf load across all and a > 3.0 ft 2a End Lanes D 0.0 psf zones. Note.End zone may occur at any corner of the 2a 6.0 ft kndrtng. WR L(ft) 6.0 12.0 6.0 hA(ft) 9.0 9.0 hB (ft) he (ft) 9.0 hp (ft) W(plf) 0.0 129.2 85.5 129.2 0.0 0.0 0.0 0.0 0.0 0.0 150.0 WR AVG 107.3 plf 100.0 10psf min load: 90.0 plf 50.0 - Governing value: 107.3 plf 0.o W2 L(ft) 6.0 12.0 6.0 hA(ft) 10.0 10.0 hB(ft) he(ft) 10.0 ho (ft) W(plf) 0.0 143.5 95.0 143.5 0.0 0.0 0.0 0.0 0.0 0.0 200.0 - W2 AVG 119.3 plf 10psf min load: 100.0 plf 100.0 Governing value: 119.3 plf o 0 W1 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 1.0 W1 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! o.o PWU Engineering Inc.©2014,Software v0.10,7105/16 . • • • • • • • Qp aQap 4P (2 p L¢ R� aYI ' I owymminv -li���l���� Frit II/AIlA ,o1 AN ' • Wind per ASCE 7 = ,PWU ENGINEERING INC. Project Beech `v Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAVG(ft) 95mph B 39.8 1.00 24.0 24.0 � 10:12 ,MER5 "ed*" End Zones a = 2.4 ft 2a _ A 16.1 psf ora = 9.6 ft a 111111111111111 B 11.1 psf Check 10psf min and a> 1.0 ft 1 �RS D'vedion C 12.9 psf load across all and a > 3.0 ft 2a D 8.9 psf zones. End Zones 2a 6.0 ft Note'End zone may occur at any corner of the budd,ng. WR L(ft) 6.0 36.5 6.0 hA(ft) 4.5 4.5 hB(ft) 9.0 9.0 he(ft) 4.5 ho (ft) 9.0 W(plf) 0.0 171.9 137.5 171.9 0.0 0.0 0.0 0.0 0.0 0.0 200.0 WR AVG 146.0 plf 10psf min load: 135.0 plf 100.0 Governing value: 146.0 plf 0.0 W2 L(ft) 6.0 36.5 6.0 hA(ft) 10.0 10.0 hB(ft) he(ft) 10.0 hp (ft) W(plf) 0.0 161.0 128.5 161.0 0.0 0.0 0.0 0.0 0.0 0.0 200.0 W2 AVG 136.5 plf 10psf min load: 100.0 plf 100.0 Governing value: 136.5 plf W1 L(ft) hA(ft) hB{ft) h0(ft) hp (ft) W(pit) 0.01 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 1. 131111 r I ...kill!! 1 Ix i. ,Il li 14 / .W /1111111111•11111111"1111111i111111.11111111111111:1 "Illil 11 1 � 1� 1i II„ r'�' • �i 1,1 ,, I� �I 111 III 'I /iI44iV �� II 111��1 Ii 1i I Il ' 17i �,,�ll,�li1�11i'ii,111di 11111'I11I I: iliII I ili'V'i 'i t l�l�V; I�' , , II'�l 1� I'Ij, ,;,� IIII�IIi� 1 (� 11r1 ,�iliiil, � illllti I , r �,4111'�;1�;�1!' 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' 1 , • . . . , . . . . . . . 1 ' J 1 / 1 r 1 • 1 1 ' j': �, 1�► viii - - q wil g w . 11111 it 1 112 • ' . . - li lj • . • rt . tr •m: - 4 a U • . 1 p4 Ii ' $1 fill ,i liii J MEMOIRO i . r '.:. _ s �� III r 4. e I111n ---.- .4 T ' I r ,— s 1 I • e EI V: �, 'jig' >.-,; 1� .-I 1 Seismic & Governing Values PWU ENGINEERING INC, Project Beech Seismic Loading per latest edition of O.S.S.C. and O.R.S.C. V = CS"1/1/ Design Cs = (Sps)/(1.4R/le) Category R Sips le k D1 6.5 0.76 1.00 1.00 Roof Dead Load: 17psf Floor Dead Load: 15psf V=( 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)* 48.5 ft 24.0 ft 29.10 k 9.00 ft W2= (15+5+3+4)* 48.5 ft 24.0 ft 31.43 k 9.00 ft W1 = (15+5+3+4)* 0.00 k Total W: 60.53 k Total V: 5.06 k Vertical Distribution of Seismic Forces Fx= C7*V Cvx= (Wxhxk)/(FWihik) Wx hxk Wx*hxk Wx*hxk �Wihik Cvx WR*hRk= 29.10 k 18.00 523.8 CvR= 523.8 806.7 0.649 W2*h2k= 31.43 k 9.00 282.9 Cv2= 282.9 806.7 0.351 W1*h1k= 0.00 k 0.00 0.0 Co = 0.0 806.7 0.000 EWihik= 806.7 Check Seismic Front to Back vs Wind Seismic Wind FR= 136.8 plf+ 0.0 plf= 136.8 plf > 107.3 plf Seismic Governs F2= 73.9 plf+ 136.8 plf= 210.6 plf < 226.6 plf Wind Governs F1 = #DIV/0! 210.6 plf= #DIVJO! #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind FR= 67.7 plf+ 0.0 plf= 67.7 plf < 146.0 plf Wind Governs F2= 36.5 plf+ 67.7 plf= 104.2 plf < 282.5 plf Wind Governs F1 = #DIV/0! 104.2 plf= #DIV/0! #DIV/O! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 PWU Engineering Inc.02014,Software v0.10,7/05/16 Line Loads - JPWU ENGINEERING INC. Project Beech High Roof Diaphragm -Upper Floor Walls Line A P = 1.64 k LTOTAL = 20.0 ft v = 1.64 k / 20.0 ft = 82 plf Type A Wall h = 9.0 ft LwoRST = 10.0 ft MOT = 82 plf * 9.0 ft * 10.0 ft = 7.39 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (10.0ft)2 / 2 * 0.6 = 7.74 kft + ( 0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 7.74 kft = 7.74 kft T = (7.39kft - 7.74kft) / 10.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line B P = 1.64 k LTOTAL = 16.0 ft v = 1.64 k / 16.0 ft = 103 plf Type A Wall h = 9.0 ft LWORST = 7.3 ft MOT = 103 plf * 9.0 ft * 7.3 ft = 6.69 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (7.3ft)2 / 2 * 0.6 = 4.07 kft + (0lb * 0.0 ft ) + ( 0lb * 0.0 ft) = 0.00 kft + 4.07 kft = 4.07 kft T = (6.69kft - 4.07kft) / 7.3 ft = 0.36 k + 0.00 k = 0.36 k No hd req'd Line 1 P = 1.20 k LTOTAL = 13.5 ft v = 1.20 k / 13.5 ft = 89 plf Type A Wall h = 9.0 ft LWORST = 13.5 ft MOT = 89 plf * 9.0 ft * 13.5 ft = 10.84 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (13.5ft)2 / 2 * 0.6 = 7.55 kft + ( 0 lb * 0.0 ft) + (0 lb * 0.0 ft ) = 0.00 kft + 7.55 kft = 7.55 kft T = (10.84kft - 7.55kft) / 13.5 ft = 0.24 k + 0.00 k = 0.24 k No hd req'd Line 2 P = 2.63 k LTOTAL = 18.0 ft v = 2.63 k / 18.0 ft = 146 plf Type A Wall h = 9.0 ft LWORST = 8.3 ft MOT = 146 plf * 9.0 ft * 8.3 ft = 10.84 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (8.3ft)2 / 2 * 0.6 = 2.82 kft + (0lb * 0.0 ft) + (500lb * 7.0 ft) = 3.50 kft + 2.82 kft = 6.32 kft T = (10.84kft - 6.32kft) / 8.3 ft = 0.55 k + 0.00 k = 0.55 k No hd req'd Line 3 P = 2.34 k LTOTAL = 15.8 ft v = 2.34 k / 15.8 ft = 148 plf Type A Wall h = 9.0 ft LwoRST = 3.5 ft MOT = 148 plf * 9.0 ft * 3.5 ft = 4.67 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (3.5ft)2 / 2 * 0.6 = 0.51 kft + ( 0 lb * 0.0 ft) + ( 500 lb * 3.5 ft) = 1.75 kft + 0,51 kft = 2.26 kft T = (4.67kft - 2.26kft) / 3.5 ft = 0.69 k + 0.00 k = 0.69 k No hd req'd Line 4 P = 0.91 k I LTOTAL = 13.0 ft I v = 0.91 k / 13.0 ft = 70 plf Type A Wall See FTAO Calc No hd req'd Low Roof/ Upper Floor Diaphragm -Main Floor Walls Line A P = 2.53 k LTOTAL = 29.8 ft v = 2.53 k / 29.8 ft = 85 plf Type A Wall h = 9.0 ft LwoRST = 4.8 ft MOT = 85 plf * 9.0 ft * 4.8 ft = 3.63 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) + (0lb * 0.0 ft) = 0.00 kft + 1.75 kft = 1.75 kft T = (3.63kft - 1.75kft) / 4.8 ft = 0.40 k + 0.00 k = 0.40 k No hd req'd Line B P = 2.53 k LTOTAL = 30.3 ft v = 2.53 k / 30.3 ft = 84 plf Type A Wall h = 9.0 ft LwoRST = 15.0 ft MOT = 84 plf * 9.0 ft * 15.0 ft = 11.28 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (15.0ft)2 / 2 * 0.6 = 12.35 kft + ( 0lb * 0.0 ft ) + (0lb * 0.0 ft) = 0.00 kft + 12.35 kft = 12.35 kft T = (11.28kft - 12.35kft) / 15.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P = 3.66 k LTOTAL = 7.0 ft v = 3.66 k / 7.0 ft = 523 plf Type C Wall h = 9.0 ft LwoRST = 3.0 ft MOT = 523 plf * 9.0 ft * 3.0 ft = 14.13 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 = (14.13kft - 0.37kft) / 3.0 ft = 4.59 k + 0.00 k = 4.59 k Use type 3 hd Line 2 P = 6.64 k LTOTAL = 12.8 ft v = 6.64 k / 12.8 ft = 521 plf Type C Wall h = 9.0 ft LwoRST = 12.8 ft MOT = 521 plf * 9.0 ft * 12.8 ft = 59.74 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (12.8ft)2 / 2 * 0.6 = 6.73 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 6.73 kft = 6.73 kft T = (59.74kft - 6.73kft) 1 12.8 ft = 4.16 k + 0.00 k = 4.16 k Use type 2 hd Line 4 P = 3.73 k LTOTAL = 2.8 ft v = 3.73 k / 2.8 ft = 1356 plf Type H Wall h = 9.0 ft LwoRST = 2.8 ft MOT = 1356 plf * 9.0 ft * 2.8 ft = 33.56 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (2.8ft)2 / 2 * 0.6 = 0.31 kft + ( 0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 0.31 kft = 0.31 kft T = (33.56kft - 0.31 kft) / 2.8 ft = 12.09 k + 0.00 k = 12.09 k Use type 9 hd Force Transfer Around Opening (FTAO) PWU ENGINEERING INC.--`� Diekmann Technique @ Upper Floor Line 4 Li = 6.5ft L0= 6.0 ft L2 = 6.5 ft V = 0.91 k VA= 20 plf v0= 108 plf vF = 20 plf hu = 1.0 ft E- = 0.32 k = 0.32k F2 = 0.32k vB= 70 plf vG = 70 plf h0 = 5.0 ft F1 = 0.32k F2 = 0.32 k h� = 3.0 ft vc = 20 plf vE = 108 plf vH = 20 plf y T H = 0.43k H = 0.43k H=1 ( 0.91 k * 9.0ft ) / 19.0 ft = 0.43 k H:W Ratios 5.0 ft : 6.5 ft = 0.8 : 1 vh = 0.91 k/ 13.0 ft = 70 pif 5.0 ft : 6.5 ft = 0.8 : 1 v„= 0.43 k/ 4.0 ft = 108 plf Use: Type A Wall F= 108 plf* 6.00 ft = 0.65 k F1 = ( 0.65k* 6.5 ft )/ 13.0 ft = 0.32 k F2 = ( 0.65 k* 6.5 ft )/ 13.0 ft = 0.32 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 = 0.43 kft- ( 14.95 kft / 19.0 ft ) = 0.00 k +0.00k= 0.00 kl No hd req'd ,..... Version: 3.1 Designed on: June 18,2018 1V1/ =.A.)./1/ Posts/Studs Analysis and Design wwpa.org "JJJ - ASD Method How to Order Pro Developed by: Enter Data Print Version Member# Studs 40 Forum Engineers Location : Tall Walls Sits on Sill Plate? No 1 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 (I,) = 19 ft - 0 in ( w= 21.0 plf = Wind Unbraced Length (I2) = 1 ft - 0 in H lu = 1 ft - 0 in Setup I(pressed-down buttons are selected) W Jr Repetitive Use? Nc Yes 21 Incised for PT? No Yes Flat Use: No Yes Moisture Content: <19% >19% ! for P only,fc(psi)= 18 < 199 = Fc I/ Temperature(°F): <100 100-125 125-150 for P+w,fc(psi)= 18 < 203 = Fc/I 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 I F'c)2 + fb I[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 Bendina Comp// E Comp-( 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 in^4 Beam Stability CL= 1.00 N/A N/A N/A Size CF= 1.00 1.00 N/A N/A Flat Use Ctu= 1.00 N/A N/A N/A Design Values(psi) Sill PL Incising Ci= 1.00 1.00 1.00 1.00 Fb Fc// E Fc-E 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) CPw= N/A 0.16 N/A N/A Adjusted(P+w) 891 203 1200000 456 440000 Bearing Area Cb= N/A N/A N/A 1.13 ,.�+, Version: 3.1 _ Designed on: June 18,2018 w r� Posts/Studs Analysis and Design wwpo.org J e M ASD Method How to Al Order Pro 40, Developed by: Enter Data Print Version Member# King Post Forum Engineers Location : Tall Walls Sits on Sill Plate? No 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 (I1) = 19 ft - 0 in w= 42.0 plf = Wind Unbraced Length (/Z) = 1 ft - 0 in H I l = 1 ft - 0 in Setup I(pressed-down buttons are selected)Now Repetitive Use? Yes Incised for PT? No Yes -,Flat Use: No Yes Moisture Content: . <19% >19% for P only,fc(psi)= 17 < 210 = Fc// Temperature(°F): F-7--100 100-125 125-150 for P +w,fc(psi)= 17 < 215 = Fc II 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 I F'c)2 + fb/[F'b(1 -fc/Foe)] = 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-1 Area (A)= 30.3 inA2 30.3 Wet Service CM= 1.00 1.00 1.00 1.00 Section Modulus(S)= 27.7 in^3 Temperature Ct= 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 Cfu= 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= 1.00 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 • O e O O _; o 0 Bio o.ti ' o 7 . g_6• N 154!036 &MFAG To ! D6TRIM M 6ION DRAG T LR!W 61.l.4RUN.L6 FOR BALLOON PRAM!STAIR a - Il4pIT DRAG FORCE WALL W DOUBLE 7x6 - M STUD GRAM OR arm 6T1D6•17• A . 0G. T SUP TO TUD TALL me '' ' = 154166 rwirAC TO 19561CIN DRAG 115566 IN USE 6x6 DM7 CR ElRER � -� 10 , L aaEAlauoLLe FOR KINGTOP TOPO61LLO W+l])A96 FROM ', Ti _ K BBpI,DRAG POE mortal wee AND -- E:l PPol 1 PLAN DT• - "Iv I�" - � FOR(I)2 POET S13.© f q , USE 6T 7x6 TOGET E MRL NAIL BTUDB TOGET{ER W 6• 16d•6'or.STAGE V /9'-eA r v L'Ii G C./ ?L1. 6' • 1 -4 '-4• ENTIRE WALL ELEv / { TO EE INIMATNED 19'-0• USE 0622 COIL 6T154P EXTENT OP RTA° ACRO66 ENTIRE LENGTH WALL MOMENT OF 64412AR ALL PER MT / 11/64 FOR PTAO MIT14CD e UPPER FLOOR LATERAL PLAN k'•r-o• 11 I. SHEATH ENTIRE PACE CP CRIPPLE WALL OW 1, u✓'C'TYPE auto A8 REDS) 1 O41A9 O 4. 4. il 12 •. E e 121 r 8.1 17." aft' .. � 0 �l $Wil 4Er }-iJagE 1 AtLTil ip, . . v, ,c,„ RALLOOW}RAI'!MAI-© '1 1 11 WALL vV DOCCLt 2 _,_____. M STUD GRADE OR ,___ !UTTER STUDS•IP' JMIII=MIII. OG UP TO MAX IP-0. , TALL BMJ WEIGHT. Ali C . USE 6x6�2 OR WITHER I I.�� I e' . KING POST C:CNT PROM i TOP PL TO SIL.vv//V A3S Lo Wfilill .-_JOI¢T r=",...", CLIP AT TOP AND GAG tr'il - HOPL4N REFS TO ' FRAME*PLAN 13T OTHER ��� I•. POR/RIMIER POST SIN. 4� USC CU 2x6 DEFTER MK A �•• -O - Z WAIL STUDS TOGETHER vi/ - *O 1 a & . • d v L Q 6d•6. G.STAGCz N , - 1 SINE DET E/53 FOR M NFPMJ FOOTING REOUIREPI NTS 4k \ D `' FOR TYPE 91C V --- ADD COMP 2x JOIST N LRE W EMPARWY.L ®CCE NAL FLOOR PPG TO ENTIRE I.ECN 14 CP JOIST r/lad•6.OC.MK App MST31 WRAP ACROSS ANT SPLICES N JOIST. MAIN FLOOR LATERAL PLAN kvxr-a 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 SB/8X24 w=66 w=66705 1546" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB/8X24 SB/8X24 w=6770 S=57 0, 146" 4 HDU8-SDS2.5 (3)2x 7870 5665 8 SSTB28MINSTEMWALL 8(NOTE 6.) SSTB34MINS(NOTETEMWALL 6.) Sw==63957615, Sw==73158710, 1/„ 8 HDU11-SDS2.5 (1)6x 9535 6865 „ PAB8-36, 10” min PAB8-36, 10" min 5=16435, S=16435, 3 embed into bottom embed into bottom w=17080 w=17080 1 of 32"min width of 32"min width S=16435, S=16435, 9 HDU14-SDS2.5 (1)6x 14445 10350 footing. If at retaining footing. If at retaining w=17080 w=17080 146I, 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. ir 6,. Increase footing depth or stemwall height as required for 28/8" minimum embedment depth. S H EA RWA L L SCHEDULE (a-rn) 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" 2" 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" z"Dia. A.B. @ 12"o/c (m) 16d @ 3"o/c A35 @ 12"o/c 470 658 D16" 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 G16" OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" Z"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.