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Specifications - c 2 •PWU ENGINEERING INC Ph: (503) 810-8309 Email: pwuengineering@comcast.net Lateral Structural Analysis Calculations Only: . , Job#: MC17125 Date: 1/19/18 Client: Mark Stewart Design JAN 25 ?4J i Project: Lot 6 Corbin Estates, Tigard, OR aw' ? 144 # EGON 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(induding active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. TPWU 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. Y � ,1/4-::Nii, Direction Nig_ End Zones 1►� 2aW1/401111110 .�� il ';- ill IS t10 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 - ,` PWU ENGINEERING INC. Project Lot 6 Corbin Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAVG(ft) // 95mph B 14.0 1.00 50.0 22.0 3:12 ` a= 5.0ft °""" � ...��o� A 17.6 psf ora= 8.8 ft � 00 B 0.0 psf Check 10psf min and a> 2.0 ft 4 C 11.8 psf load across all and a> 3.0 ft D 0.0 psf zones. 2a 10.0 ftNd'End'n""""''''"'"'""' WR L(ft) 10.0 18.0 10.0 hA(ft) 8,0 4.5 ha(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 o.o W2 L(ft) 10.0 18.0 10.0 9.0 10.0 hA(ft) 10.0 5.5 7.0 NT(ft) h0(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 - W2 AVG 129.1 plf 10psf min load: 90.0 plf 100.0 Governing value: 129.1 plf 0.o Wt L(ft) hA(ft) hs(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 - I 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 • • ou MP. 12 ...- . 31---- -...,..-- _ --.......1 -, 11--•..011111111111.11 imi 10 ammornomma RI:4, 01111M ,_,...._ .,......,.....___ i.„..,, , __. ..._ S . MN=It NNIIMMIM ...ter 11.1111M116.'-\N..- • MORI,• 'S I91^- OM/ i. 1116 ! ' II I1 _ 11 'OIL" A MAM f1. �����. MAN R -..�� Ili , 1r0111116..14111116„ - r_..-_:w.. � -. ._���--ter. _., _ ___ _-' - REAR ELEVATION SCAM:I/4"■P•O" Wind per ASCE 7 `c'�PWU ENGINEERING INC. Project Lot 6 Corbin `v Direction Side to Side 3s Gust Roof Speed Exp. Angie A Least W{ft) hA�(ft) 95mph B 14.0 1.00 50.0 22.0 3:12 a= 5.0 ft Dk-tbn �'.•+•'" / A 17.6 psi 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. E°Z°ne` 2a 10.0 ft wring d nnne may occur any corner of the WR L(ft) 10.0 5.0 23.0 10.0, hA(ft) 7.0 4.5 hB(ft) 4.0 hp(ft) 7.0 4.5 hp(ft) 4.0 W(plf) 0.0 123.5 82.3 52.9 79.4 0.0 0.0 0.0 0.0 0.0 150,0 WR AVG 76.2 plf 100.0 10psf min load: 80.3 plf 50.0 Governing value: 80.3 pIt o.o , W2 L(ft) 3.0 10.0 28.0 10.0 hA(ft) 7.0 10.0 10.0 h8(ft) hp(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 0.0 200.0 - W2 AVG 141.0 plf 10psf min load: 98,2 plf 100.0 Governing value: 141.0 pi? W1 L(ft) hA(ft) hB(ft) hp(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 v0.10,7/05116 ',,,,41 iu.„,,,t_t_ . _ ',IL r,.1..,:_..--—--g a•a...0 i 1,,---•I.1 1 1 IN 1E— .111.1101111110 . 1 m...4 si . . 'lig'II__ mil'iliki,01 .\••=111•1110 ___ - _ . �_ inn. . 1114111 . MIN IE 11111011111101111 - .._____________- ill 1147117. 1151 k - 1 , l�.11111111.611„..i. I) all 11111111711" I lip 911,4111= 1. . 010 RIGI--II�T ELEvATfON WALE, I/4" V-0' vow.CEDAR EOM B'EXP.OVER TYVEK DRAM WRAP WEATHER BARRIERO 3.17 �UPPLR C ' r RAKE- .- 1 ( I I I I 1- Mtn (170..il 1 t �_ 1 I • INS. .. __ _.. ___._,wry_ _ UPPER R.., _ .� 7.7.1";,..-7....._..... _...-- ._ .__ MAM t _ - y.0. Ii►�_ i� �t♦Ij �_. _ice MVP) Eli c__� -_=— ==rte.— !.��L RAM —Lig :-- _�M _ • • •r __ .. F III4 EN TO pSTONE LOP AWAY FROM —war.CODESONO VsEER AT FRONT AS LAP IRONS 4EXP. BOLDING PERMOIBR ILII E)'.OVER 1TVEC 11140111N ON ELEVATIONS OVER TEE DRAIN WRAP (TTP.1 DRAIN WRAP FRONT ELEVATION WEATHER 84./1321ER MATHER BARRIER SCALE,1!4"er-0" V .CEDAR e1D61,16 EXP.OVER TYVEK ORAW WAP WEATHER SARRIER f7 3.n iota tUPPER le w f.l NIT pay, 3 WPM FL MAP4 IN . - F _ I _T• HAM PI. I J Q T P NOM LAP KIDM6 4•UT. OVER MO(DRAM WRAP WEATHER DAR LEFT ELEVATION ItlFR SCALE:V4°.I.-0' Seismic & Governing Values ,' PWU ENGINEERING INC. Project Lot 6 Corbin 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 S. le k D1 6.5 0.76 1.00 1.00 Roof Dead Load: 17psf Floor Dead Load: 15psf ( V=1 0.0835*W I 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 F,=Cv*V C„,=(W),h,(k)/(EWih1) W,, hxk WX*hxk WX*h,k FW,ho Ct,k WR*hRk= 30.00 k 18.00 540.0 CYR= 540.0 1220.4 0.442 W2*h2k= 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„1= 0.0 1220.4 0.000 LANK= 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/Ol #DIV/0! #DIV/01 Check Seismic Side to Side vs Wind Seismic Wind FR= 81.3 plf+ 0.0 plf= 81.3 plf > 80.3 p Seismic Governs F2= 98.3 plf+ 81.3 plf= 179.6 plf < 221.3 pl 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.(02014,Software 00.10,7/05/16 Line Loads T PWU ENGINEERING INC. Project Lot 6 Corbin w High Roof Diaphragm-Upper Floor Walls Line B P = 1.01 k LT0TAL = 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 pif * 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 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 = 12.0 ft LwoRST = 6.3 ft Mor = 109 plf * 12.0 ft * 6.3 ft = 8.16 kft MR = (15 psf * 5.0 ft + 12 psf * 12.0 ft) * (6.3ft)2 / 2 * 0.6 = 2.57 kft + (0lb * 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 I No hd req'd Line D P = 1.95 k LTOTAL = 22.0 ft v = 1.95 k I 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) + (0lb * 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 I-TOTAL = 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 I 2 * 0.6 = 8.58 kft + (0lb * 0.0ft) + (500lb * 12.5ft) = 6.25kft + 8.58kft = 14.83kft 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 + (Olb * 0.Oft) + (Olb * 0.Oft) = 0.00kft + 1.66kft = 1.66kft T = (4.67kft - 1.66kft) / 5.5 ft = 0.55 k + 0.00 k = 0.55 k I No hd req'd Low Roof/Upper Floor Diaphragm-Main Floor Walls Line A P = 0.77 k LTOTM. =20.0 ft v = 0.77 k 1 20.0 ft = 39 plf Type A Wall h = 9.0 ft LwoRST = 10.0 ft Mar = 39 plf * 9.0 ft * 10.0 ft = 3.48 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (10.0ft)2 / 2 * 0.6 = 5.49 kft + (0 lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 5.49 kft = 5.49 kft T = (3.48kft - 5.49kft) / 10.0 ft = 0.00 k + 0.00 k = 0.00 k I No hd req'd Line B P = 2.42 k LTOTAL = 21.5 ft v = 2.42 k / 21.5 ft = 113 plf Type A Wall h = 9.0 ft LwoRST = 21.5 ft MOT = 113 plf * 9.0 ft * 21.5 ft =21.78 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (21.5ft)2 / 2 * 0.6 = 25.38 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 25.38 kft =25.38 kft T = (21.78kft - 25.38kft) / 21.5 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line C P =4.94 k LTOTAL = 23.0 ft v = 4.94 k / 23.0 ft =215 plf Type A Wall h = 9.0 ft LwORsr =23.0 ft MOT = 215 plf * 9.0 ft * 23.0 ft =44.47 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (23.0ft)2 / 2 * 0.6 = 21.90 kft + (0lb * 0.0ft) + (500lb * 22.0ft) = 11.00kft + 21.90kft = 32.90kft T = (44.47kft - 32.90kft) / 23.0 ft = 0.50 k + 0.00 k = 0.50 k I No hd req'd Line D P = 3.05 k Lroral. = 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) * (13.3ft)2 / 2 * 0.6 = 7.27 kft + (0 lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 7.27 kft = 7.27 kft T = (11.92kft - 7.27kft) I 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 * 0.0 ft) = 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.Oft LwoRsr = 7.5ft MOT = 117 plf * 9.Oft * 7.5ft = 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 * 0.0 ft) = 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 Lw oRST = 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.Oft)2 / 2 * 0.6 = 1.49 kft + (Olb * 0.Oft) + (OIb * O.0ft) = 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 I Use type 1 hd h = 6.5 ft LWORST = 1.8 ft I MOT = 173 Of * 6.5 ft * 1.8 ft = 1.97 kft MR = (15 psf * 2.0 ft + 12 psf * 6.5 ft) * (1.8ft)2 / 2 * 0.6 = 0.10 kft + (0lb * 0.Oft) + (Olb * 0.Oft) = 0.00kft + 0.10kft = 0.10kft T = (1.97kft - 0.10kft) / 1.8 ft = 1.07 k + 0.00 k = 1.07 k Use type 1 hd . PWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Main Floor Line 1 L1= 5.8ft Lo= 12.Oft L2= 5.Oft V= 1.30k vA= -134 plf vo= 229 plf vF= -134 plf hu= 1.0 ft 4-- 4- = 1.47 k - = 1.47k F2= 1.28 k vB= 121 plf vB= 121 plf h0= 9.0 ft F� = 1.47k F2= 1.28k hL= 2.0 ft vc= -134 plf vE= 229 plf vH= -134 plf T H= 0.69k H= 0.69k H=( (1.30 k * 12.0 ft) /22.8 ft= I 0.69 k H:W Ratios 9.Oft: 5.8ft = 1.6 : 1 vh= 1.30 k I 10.8 ft= 121 plf 9.0 ft: 5.0 ft = 1.8 : 1 vv= 0.69 k/ 3.0 ft= 229 plf Use:Type A Wall F= 229p1f* 12.00ft= I 2.74k F1 = (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] +(0.0 ft *5001b)= 27.02 kft T= 0.69 kft- (27.02kft /22.8ft) =0.00 k +0.00k= 0.00kl No hd req'd © O 3'-4' L a 1' o FL `i it v �b — 1= V ' . Q ar--- 9, __,. .. ■I [:l { u, u., , b lir o ��L 1 4: * UPPER FLOOR LATERAL PLAN ? 4t° OQ �' .r u .L hi � • ��-- • : C): : : . • • 11.�6� meq I' at Ot • lupin!ac ! y MI.liiL. • : • : • : , __' ' . it la' _2� •' • i.- 14 clivi F. : : : : : . $. • : : : : : : : : : i Ar _441,4 : : : : : :11 Iii : •. . . . .,.14) _t 21113 : :4) : lit41- 41;4• • • • • ♦7l.I: ® ti-' • —t 7 : : : : . —<W> 4) C) QC • ii ift I C3 C3 ��v') u Z UP Iii r — tillibillid f r 6 ell. 4) :: .,. 4.4?4.4) Illitilil! 4- Isitgt 1114 © . 6L Ililili Thaliq illilli , 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, 1 II w=3610 w=3610 16 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 Sw:56763705, S 57 5, 1 i611 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB/3X24 Sw=6675 Sw=56763705, 1546" 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28(NOTE 6.) SSTB34(NOTE 6.) S=6395, S=7315, .13/„ 8"MIN STEMWALL 8"MIN STEMWALL w=7615 w=8710 1 8 HDU11-SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10"min S=16435, S=16435, 3 /11 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, itfooting.If at retainingfooting. If at retaining w=17080 w=17080 1/6 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. 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 16OSB (1) SIDE 8d 6" 12" Dia.A.B. @ 30"o/c 16d @ 4 o/c A35 @ 24"o/c 255 357 B Q"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 s"OSB(1)SIDE(e,f) 8d 3" 12" ?Dia.A.B. @ 12"o/c(m) 16d @ 2"o/c A35 @ 12"o/c 505 707 D T"OSB(1)SIDE(e,f) 8d 2" 12" '-" 11" is ?Dia.A.B. @ o/c(m) 16tl @ 2"o/c A35 @ 9"o/c 670 938 E �"OSB(2)SIDE (d,e,f) 8d 6" 12" 1" " ifi z Dia.A.B. @ 12 0/c(m) 16d @ 2"o/c A35 @ 12"o/c 510 714 F s'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 6"OSB(2)SIDE(d,e,f) 8d 3"Staggered 12" i"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" 1i Dia.A.B. @ 51"o/c (m) � (2)rows gg z z 16d @ 1z o/c 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"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.