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Specifications (42) RECEIVED PWU ENGINEERING INC. OCT 11 2017 Ph: (503) 810-8309 CITY OF TIGARD Email: pwuengineering@comcast.net BUILDING DIVISION Lateral Structural Analysis Calculations Only: Job #: MC17251 Date: 10/10/17 Client: Mark Stewart Design Project: Lot 8 Greensward, Tigard, OR (7----------'''`N\s\\C-10 PROpe ksN 4r 19421PE 1' 2, 4 ` ly N.,EGON Y 2 'fig 11/LIP Expires 00'30/2318 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 Lot 8 Greenward 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 1 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 =30' approximately. 11%-N:%0A0, fyliNFRS Direction %ligEnd Zones jit1111140111.1".- Direction 2a End Zones Note: End zone may occur at any corner of the building. a= .10X43' = 4.3' or for h=30' a=.4(h)=.4(30')= 12.0' a=4.3' controls a must be larger than .04(43')= 1.7' and 3' Therefore: 2a=8.6' 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 4 PWU ENGINEERING INC. Project Lot 8 Greensward Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAvG (ft) ,' 95mph B 0.0 1.00 43.0 30.0 0:12 O'�' hDAFRI I'''',. A End Zones ........o....°°74. a= 4.3 ft nee wn A 14.4 psf ora= 12.Oft a-- ' ---- B 0.0 psf Check 10psf min and a> 1.7 ft l' ,,,,,„0.!., C 9.5 psf load across all and a> 3.0 ft 20'sr End Zones D 0.0 psf zones. 2a 8.6 ft "Ne End zone moo et-"©erne,n,1he WR L(ft) 8.6 25.8 8.6 hA(ft) 12.0 12.0 _ • hB(ft) hc (ft) 12.0 - hp(ft) W(plf) 0.0 172.2 114.0 172.2 0.0 0.0 0.0 0.0 0.0 0.0 200.0 WR AVG 137.3 plf r< 10psf min load: 120.0 plf 100.0 Governing value: 137.3 plf 0.0 _ W2 L(ft) 8.6 25.8 8.6 hA(ft) 10.0, 10.0 hp (ft) he (ft) 10.0 - hp (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 114.4 plf 10psf min load: 100.0 plf 100.0 Governing value: 114.4 plf 0.0 - 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! 0.0 - - PWU Engineering Inc.©2014,Software v0.10,7/05/16 I I 11 iiihouth .SII romani.,,=. '.M111r�111M r r11lt�i- -18 ....„.,„,, i�111r�011r1� 1 = 1�IrII�1 IIII �r1r•I11111��1r� _ i1rrr1�■M��1► -,,,-4•11111111111111111111111j 1111��111r111 11111011�1111a1�► 7 11... ' Bell /\ 7.4&.I 014 I .A I I 1 o�. 666.41 oma. 11 rrP., � ~�1NM � rrNNI aatr 111.11 t i�il; -Ail �� lid Ill III I �� i�'`�1�. �_i_ �►,■�■�■ten■ ■�■r mi °-�``, ' suaa,1 rilrrrlrrltir �`1k .44 \ 4.Q l ki.linii J! 1 , 1 . mi __, Ili higi I, ' l' II�qiirj �■o OCID0C❑ i I ! ! II ' II, E , .,hili I :: ., iim. ii. 1 .,AI I -lb1p!HiiII' - Wind per ASCE 7 4 PWU ENGINEERING INC. Project Lot 8 Greensward Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAVG(ft) - 95mph B 33.7 1.00 43.0 30.0 ItitiD 8:12 $ a= 4.3 ft °te" ' gyp End Zones A 16.1 psf ora= 12.0 ft B 11.1 psf Check 10psf min and a > 1.7 ft � ' - DnacUcn C 12.9 psf load across all and a> 3.0 ft 2:&" Encl a - Entl Zones D 8.9 psf zones. Nine'End zone may occur d eny corner ml the 2a 8.6 ft �.d.e. WR L(ft) 8.6 38.0 7.8 8.6 hA(ft) 4.5 4.5 hB(ft) 15.0 8.0 hc(ft) 4.5 4.5 hp(ft) 15.0 8.0 W(plf) 0.0 0.0 0.0 238.2 190.6 128.6 160.9 0.0 0.0 0.0 300.0 WR AVG 185.3 plf 200.0 10psf min load: 176.8 plf 10 Governing value: 185.3 plf 0.0 ; �' � v =`." � � , � 4 W2 L(ft) 8.6 2.4 8.6 45.8 8.6 2.0 hA(ft) 6.0 5.5 10.0 6.0 hB(ft) 3.0 he(ft) 6.0 4.5 10.0 hp(ft) W(plf) 0.0 96.6 77.1 146.4 128.5 161.0 129.8 0.0 0.0 0.0 200.0 W2 AvG 129.0 plf 10psf min load: 93.9 plf 100.0 Governing value: 129.0 plf 0.0 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 1.0 - W1AvG #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 �, k it tillird‘ iirrif./01111�o r OPtilbje I n Dill _ . . .Ttii c: ‘ V r c e ........1 . 11 0 J , _i_.0 I iif7 1 4 / A ' i. / iAnal Or Ak V I IIIIIIII11iI11 1� p 4411 lif I VI, i 1 1 03? LLfI .• e VIri111�Mrirl�i�Irirlri�l>ti111�r1��l riliril�ril�t•iir alit iriliril�\•�i�Iri�l�irlr�Ir�rlri�l�i�Iri�iri�llLi►\lriMlriMrirlrirl irlrirl■irI)tirl�irl�i►�li�ilirilirilirilil•i1�ilirilirili�il mit•:\ mp. 014. al1111 _ a I NEE all =r "1 3.0 1 _ _.. _ _ ---fes' — = _ B 842 C C 0:12 .__-- I , __- . . TI - ...... _ _ 1 _ II rir -_ I i Seismic & Governing Values 4.PWU ENGINEERING INC. Project Lot 8 Greensward Seismic Loading per latest edition of O.S.S.C. and O.R.S.C. V= Cs*W Design Cs= (Sps)/(1.4R/1e) Category R SDS le k D1 6.5 0.76 1.00 1.00 Roof Dead Load: 17psf Floor Dead Load: 15psf V=l 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)* 60.0 ft 43.0 ft 64.50 k 9.00 ft W2= (15+5+3+4)* 75.0 ft 43.0 ft 87.08 k 9.00 ft W� _ (15+5+3+4)* 0.00 k Total W: 151.58 k Total V: 12.66 k Vertical Distribution of Seismic Forces Fx= C„*V CSX= (Wxhxk)/(M./Pik) W. hxk W:*h.k WX*hXk EWihik Cv, WR*hRk= 64.50 k 18.00 1161.0 CVR= 1161.0 1944.7 0.597 W2*h2k= 87.08 k 9.00 783.7 Cv2= 783.7 1944.7 0.403 = 0.00 k 0.00 0.0 Co = 0.0 1944.7 0.000 EW;h;k = 1944.7 Check Seismic Front to Back vs Wind Seismic Wind FR= _ 175.8 plf+ 0.0 plf= 175.8 plf > 137.3 plf Seismic Governs F2= 118.6 plf+ 175.8 plf= 294.4 plf > 251.7 plf Seismic Governs F1 = #DIV/0! 294.4 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind FR= 126.0 plf+ 0.0 plf= 126.0 plf < 185.3 plf Wind Governs F2= 68.0 plf+ 126.0 plf= 194.0 plf < 314.3 plf Wind Governs F1 = #DIV/0! 194.0 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 4 PWU ENGINEERING INC. Project Lot 8 Greensward High Roof Diaphragm-Upper Floor Walls Line B P = 1.67 k LTOTAL = 19.8 ft v = 1.67 k / 19.8 ft = 84 plf Type A Wall h = 9.0 ft LWORST = 7.5 ft MOT = 84 plf " 9.0 ft * 7.5 ft = 5.70 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 * 0.0 ft) = 0.00 kft + 2.33 kft = 2.33 kft T = (5.70kft - 2.33kft) / 7.5 ft = 0.45 k + 0.00 k = 0.45 k No hd req'd Line C P = 5.84 k LTOTAL = 21.5 ft v = 5.84 k / 21.5 ft = 272 plf Type A Wall h = 9.0 ft LWORST = 21.5 ft MOT = 272 plf * 9.0 ft * 21.5 ft = 52.55 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (21.5ft)2 / 2 * 0.6 = 19.14 kft + (500lb * 16.0 ft) + (500lb * 21.5 ft) = 18.75 kft + 19.14 kft = 37.89 kft T = (52.55kft - 37.89kft) / 21.5 ft = 0.68 k + 0.00 k = 0.68 k No hd req'd Line E P = 4.17 k LTOTAL = 27.3 ft v = 4.17 k / 27.3 ft = 153 plf Type A Wall h = 9.0 ft LWORST = 4.3 ft MOT = 153 plf * 9.0 ft * 4.3 ft = 5.85 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (4.3ft)2 / 2 * 0.6 = 0.75 kft + (0lb * 0.0 ft) + (500lb * 4.3 ft) = 2.13 kft + 0.75 kft = 2.87 kft T = (5.85kft - 2.87kft) / 4.3 ft = 0.70 k + 0.00 k = 0.70 k No hd req'd See FTAO Calc Line 1 P = 3.78 k LTOTAL = 35.0 ft v = 3.78 k / 35.0 ft = 108 plf Type A Wall h = 9.0 ft LWORST = 4.5 ft MOT = 108 plf * 9.0 ft * 4.5 ft = 4.37 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (4.5ft)2 / 2 * 0.6 = 1.11 kft + (Olb * 0.Oft) + (Olb * 0.0ft) = 0.00 kft + 1.11 kft = 1.11 kft T = (4.37kft - 1.11 kft) / 4.5 ft = 0.72 k + 0.00 k = 0.72 k No hd req'd Line 3 P = 3.78 k LTOTAL = 30.5 ft v = 3.78 k / 30.5 ft = 124 plf Type A Wall h = 9.0 ft LWORST = 4.8 ft MOT = 124 plf * 9.0 ft * 4.8 ft = 5.30 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (4.8ft)2 / 2 * 0.6 = 1.75 kft + (0lb * 0.0 ft) + (500lb * 1.0 ft) = 0.50 kft + 1.75 kft = 2.25 kft T = (5.30kft - 2.25kft) / 4.8 ft = 0.64 k + 0.00 k = 0.64 k No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P = 0.71 k LTOTAL = 6.0 ft v = 0.71 k / 6.0 ft = 118 plf Type A Wall See FTAO Calc No hd req'd Line B P = 3.54 k LTOTAL = 4.3 ft v = 3.54 k / 4.3 ft = 817 plf Type D Wall h = 9.0 ft LWORST = 4.3 ft MOT = 817 plf * 9.0 ft * 4.3 ft = 31.85 kft MR = (15 psf * 8.0 ft + 12 psf * 9.0 ft) * (4.3ft)2 / 2 0.6 = 1.28 kft + (0lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 1.28 kft = 1.28 kft T = (31.85kft - 1.28kft) / 4.3 ft = 7.06 k + 0.00 k = 7.06 k Use type 4 hd Line C P = 8.03 k LTOTAL = 20.8 ft v = 8.03 k / 20.8 ft = 387 plf Type B Wall h = 9.0 ft LWORST = 20.8 ft MOT = 387 plf * 9.0 ft * 20.8 ft = 72.28 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (20.8ft)2 / 2 * 0.6 = 33.33 kft + (0lb * 0.0 ft) + (500lb * 20.8 ft) = 10.38 kft + 33.33 kft = 43.70 kft T = (72.28kft - 43.70kft) / 20.8 ft = 1.38 k + 0.00 k = 1.38 k Use type 1 hd Line D P = 3.03 k LTOTAL = 15.0 ft v = 3.03 k / 15.0 ft = 202 plf Type A Wall h = 9.0 ft LWORST = 15.0 ft MOT = 202 plf * 9.0 ft * 15.0 ft = 27.28 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (15.0ft)2 / 2 * 0.6 = 17.42 kft + (0 lb * 0.0 ft) + (500 lb * 15.0 ft) = 7.50 kft + 17.42 kft = 24.92 kft T = (27.28kft - 24.92kft) / 15.0 ft = 0.16 k + 0.00 k = 0.16 k No hd req'd Line E P = 6.17 k LTOTAL = 9.0 ft v = 6.17 k / 9.0 ft = 686 plf Type D Wall h = 9.0 ft LWORST = 2.8 ft MOT = 686 plf * 9.0 ft * 2.8 ft = 16.97 kft MR = (15 psf * 3.0 ft + 12 psf * 9.0 ft) * (2.8ft)2 / 2 * 0.6 = 0.35 kft + (0lb * 0.0 ft) + (500lb * 2.8 ft) = 1.38 kft + 0.35 kft = 1.72 kft T = (16.97kft - 1.72kft) / 2.8 ft = 5.54 k + 0.00 k = 5.54 k Use type 3 hd at garage See FTAO Calc Use type 1 hd at FTAO Line 1 P = 5.08 k LTOTAL = 43.5 ft v = 5.08 k / 43.5 ft = 117 plf Type A Wall h = 9.0 ft LWORST = 13.5 ft MOT = 117 plf * 9.0 ft * 13.5 ft = 14.20 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 = (14.20kft - 7.55kft) / 13.5 ft = 0.49 k + 0.00 k = 0.49 k No hd req'd Line 2 P = 2.55 k LTOTAL = 35.3 ft v = 2.55 k / 35.3 ft = 72 plf Type A Wall h = 9.0 ft LWORST = 8.0 ft MOT = 72 plf * 9.0 ft * 8.0 ft = 5.21 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (8.0ft)2 / 2 * 0.6 = 2.65 kft + (0 lb * 0.0 ft) + (0lb * 0.0ft) = 0.00 kft + 2.65 kft = 2.65 kft T = (5.21 kft - 2.65kft) / 8.0 ft = 0.32 k + 0.00 k = 0.32 k No hd req'd Line 3 P = 5.02 k LTOTAL = 48.0 ft v = 5.02 k / 48.0 ft = 105 plf Type A Wall h = 9.0 ft LWORST = 21.5 ft MOT = 105 plf * 9.0 ft * 21.5 ft = 20.26 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (21.5ft)2 / 2 * 0.6 = 19.14 kft + (0lb * 0.0 ft) + (0lb * 0.0ft) = 0.00 kft + 19.14 kft = 19.14 kft T = (20.26kft - 19.14kft) / 21.5 ft = 0.05 k + 0.00 k = 0.05 k No hd req'd t PWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Upper Floor Line E L1 = 2.8 ft Lo= 7.3 ft L2 = 2.8 ft V= 0.84 k vA= 23 pif vo= 99 pif vF= 23 pif hu= 1.0 ft 4- F1 = 0.36 k F2 = 0.36 k VG= 153 pif vG= 153 plf ho= 3.0 ft F1 = 0.36k F2= 0.36k h�= 5.0 ft vc= 23 plf YE= 99 pif vH= 23 plf H = 0.59k H = 0.59k H= ( 0.84k * 9.0ft) / 12.8ft= 0.59 k H:W Ratios 3.Oft : 2.8ft = 1.1 : 1 vh= 0.84k/ 5.5ft= 153p1f 3.Oft : 2.8ft = 1.1 : 1 v„= 0.59 k/ 6.0 ft= 99 plf Use: Type A Wall F= 99p1f* 7.25ft= 0.72k F1 = ( 0.72k* 2.8 ft)/ 5.5 ft= 0.36 k F2= ( 0.72 k* 2.8 ft)/ 5.5 ft= 0.36 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft+ 12psf* 9.0ft) * (12.8 ft)^2 * 0.6/2 ] + (0.0ft *5001b) = 6.73 kft T= 0.59 kft- (6.73kft / 12.8ft) = 0.07 k +0.O0k= 0.0711 No hd req'd Force Transfer Around Opening (FTAO) PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line A L, = 3.0ft Lo= 6.0 ft L2= 3.0 ft V= 0.71k vA= -59 plf VD= 178 plf vF= -59 plf hu= 1.0 ft 4- = 0.53 k - = 0.53k F2= 0.53k vB= 118 plf vG= 118 plf ho= 6.0 ft F, = 0.53 k F2= 0.53 k h�= 2.0 ft vc= -59 plf vE= 178 plf vH= -59 plf J1 T H = 0.53k H = 0.53k H=1 (0.71 k * 9.Oft) / 12.0ft= 0.53 k H:W Ratios 6.0 ft : 3.O ft =2.0 : 1 vh= 0.71 k/ 6.0 ft= 118 plf 6.0 ft : 3.0 ft = 2.0 : 1 v�= 0.53 k/ 3.O ft= 178 pif Use: Type A Wall F= 178 plf* 6.00 ft= 1.07 k F, = ( 1.07k* 3.0ft)/ 6.0 ft= 0.53 k F2= ( 1.07 k* 3.O ft)/ 6.O ft= 0.53 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 5ft+ 12psf* 9.0ft) * (12.0 ft)"2 * 0.6/2] +(0.0 ft *5001b) = 7.91 kft T= 0.53 kft- (7.91 kft / 12.0ft) = 0.00 k +0.00k= 0.00 kI No hd req'd JPWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Main Floor Line E L, = 1.8ft Lo= 6.0 ft L2 = 1.8 ft V= 2.40 k vA= -614 plf vp= 758 plf vF= -614 plf hu= 1.0 ft F, = 2.27k F2= 2.27k v6= 686 plf vG= 686 plf ho= 6.0 ft F, = 2.27k F2= 2.27k -* - h�= 2.0 ft vc= -614 plf vE= 758 plf vH= -614 plf H = 2.27k H = 2.27k H= (2.40k * 9.0ft) /9.5 ft= 2.27 k H:W Ratios 6.Oft: 1.8 ft = 3.4 : 1 vh = 2.40 k/ 3.5 ft= 686 plf 6.0 ft : 1.8 ft = 3.4 : 1 v„= 2.27 k/ 3.0 ft= 758 plf Use: Type D Wall F = 758 plf* 6.00 ft= 4.55 k F, = (4.55k* 1.8 ft)/ 3.5 ft= 2.27 k F2= (4.55 k* 1.8 ft)/ 3.5 ft= 2.27 k Use: (3) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft+ 12psf* 9.0ft) * (9.5 ft)^2 * 0.6/2 ] +(0.0 ft *5001b) = 3.74 kft T= 2.27 kft- ( 3.74 kft /9.5 ft) = 1.88 k +0.00k= 1.88 k) Use: Type 1 HD e e e e 5..11. D..6. �..• �. A..6. O t { f- _ �� anrwa WALL ELI,. I I Q Z To x MCarrsp U UM M C677 COL STRAP AOROL6 LNTI L LLN6TN Q 6NlMUALL PER D!r ' p 4 OIO�D!nOR rTap reTNCp ' I Q A.-.... VW eI i1LY66 nAlarrAc TO `r 4 Xi Oil A I « A ODOR DRAG r IN e - LK TA/6rCARWALL W LL CLly PAW DRAC.FORCE ATWED P :OIL STRAP A,— NMI LLNATN LULL PLR DLT °'' TAO MCTNOp TIII ill—IP---1' 71111117 ARAM! - 9WLL e z �6TCM \/ 05.1. 4 L 1 [ b . VJ e OM X I - MAX 7 jT' ENTIREll WALL!L!V yl TO OC 6rl ATl OT I �'1• AC 0677 COIL STRAP 01 �� W 1rs Oar beMwLLMITR D!r © d r� r� J em POPP PIC MIXT T 1 ,.--- 1 f O 0 e e e UPPER FLOOR LATERAL PLAN ENTIRE WALL ELEV TO DE SNCATI AO �, A USE L877 COIL STRAP e e ACROSS ENTIRE LCNpTN - O OWEN/WALL PER OET Iy-2).1 IGD3 WRrTAO�- I I t IA 10' _ f t - 0 L— - p = n I A AO o ADOTLSTA PPZICP di PRODT eQ 0 ODER f0 uWa!TOP F 'J71 -- R. CENTER STRAP j_. ADMIT END Q BEAM. , C��J =�I OM ENTIRE WALL CLEV Soo LarA a STRAP aK PROM RODE IEM Dr ♦ TO D!Su[ATUCD OTNCR TO I.IGIIae TOP S3 tlr 0 e 04 USE Ga77 COL STRAP V ACROSS ENTIRE LlNOTu 1y II 6MEARTALL PER*TW oar I.T..GO C I STRAP P r Y1 ABOUT CND Or Be AM. ®-)}�� u IIIS)FORE/TAO T'IlTIgD ADD MTAO STRAP \ `�EROM ELOOR d'I OT (K L ��4 !"-i.C1 OTNER TO NOISE TOP PL. CENTER STRAP . +ADOIT END Gr REAM. ( �T'.9• tK . j o �/I�� Q �K �\ • CONT PRE 6CRIPTIVC CQ1L a I. •, e e /1 �P EXTEND IYADER _..CFOOTINGNPP O OTNCR REO G `I.3R.J-}- OVER TOP A GARK+E WOVE ENTIRE LCN6iN Q Q f MR Pwe STEM WALL SNEAIOUALL I UP 50 WALL NCpuT Q e N TOPSTEM o �n• y DETWEE TT S E `-1 o57 WEAL AND DO0Or C. Ax F� aE'I ...EAGER lb 6.0.CP MAX • PER DETAIL HAW D T 11 lK } E.YI p 71'.Y / 26'-6' 0 e 0 O e O MAIN FLOOR LATERAL PLAN ..v.,..0- . .r•0' 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 SSTB2OL S=2550, S=2550, 15/6" w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 W=66 0, W=66 0' 15%6" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 57 0, W=6s 0' 1%6" 4 HDU8-SDS2.5 (3)2x 7870 5665 8 SSTB28MIN (NOTESTEMWAL6.)L 8 SSTMB34IN (NOTESTEMWAL6.)L Sw=63957615, S= w=73158710, 1 8„ = 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 of 32"min width of 32"min width S=16435, S=16435, g „ 9 HDU14-SDS2.5 (1)6x 14445 10350 footing. If at retainingfooting. If at retaining w=17080 w=17080 1/16 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. SHEAR WA L L 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" '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 @ 22"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 16"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 16"OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 2"Dia.A.B. @ 52"o/c (m) 16d @ 1 "o/c (2)rows staggered HGA1OKT @ 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"x1/4"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.