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Specifications ovi la3/ S' 54/ X771 rivc. 4 • •• •• •• • • • • •• PWU ENGINEERING INC. : t $ • •• •• •• • • • • •• • • • • • • • •• •• • • • • • • ••• • • •• • • • • • • • • • • • • • • PWU ENGINEERING INC. • • • • • • • •• Ph: 503 810-8309, Email: pwuengineering©comcat.nef . . ••• •• • • • • • • • . • The following calculations are for the Mulberry E MastQC yerston stQCkIllans l4.1.I)Itte approvals. ••. .•• • • •• •• Wind Loading: Per ASCE 7. • • • ••• ••• •• • • Fig 6-2 • • See attached elevations for wind loading breakdown per level. 136mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h=28' approximately. .fir P. 'K'/ c MFRS l% �\ ,� Direction End Zones,,,,,-------,..., • 14./...;S _ 440 ------------ Direction 2a End Zones Note:End zone may occur at any corner of the building. a= .10X40' =4' or for h =28' a=.4(h)=.4(28')= 11.2' . a=4' controls a must be larger than .04(40')= 1.6' and 3' Therefore: 2a=8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: DI seismic design category per the latest edition of the state adopted code based on the 2012 IBC and IRC SDS= .76, R=6.5, W=weight of structure V= [1.2 SDS/(R x 1.4)] W V= .100W Roof Dead load= 15 psf Floor Dead load= 15 psf Interior Wall Dead load=6 psf . Exterior Wall Dead load= 12 psf • Veneer=40 psf • • • • • •• •• •• • • • • • • • • • • •• •• • • • • • •• • • ••• • • • • • •• •• •• •• • • • • • • • • Wind per 46cE'7 '• •• • • PWU ENGINEERING INC. •Prc. ect IVQilfZerjy; : : Uirdt•ktn Frdnt to3ack • • 3s Gust •• •. Roof • ••• •.. A 19.7 psf Speed kip. : ,4n e. : ,: : B 13.5 psf 105mph �: 3.700: C 15.7 psf PAS 12� D_ 10.8 psf- Rte '\�Si' aredon `D End Zones � .�� Least a = 4.0 ft r- L (ft) hAVG(ft) or a = 11.2 ft oiredion 40.0 28.0 and a > 1.6 ft 2;C, and a > 3.0 ft Endlorms Note_Gad zone m•Y occur•t any caner of the buldFg. 2a 8.0 ft WR L (ft) 8.0 24.0 8.0 hA (ft) 4.0 4.0 hB (ft) 6.0 6.0 he (ft) 4.0 hD (ft) 6.0 W(plf) 0.0 159.8 127.6 159.8 0.0 0.0 0.0 0.0 0.0 0.0 200.0 - WR AVGI 140.5 plfJ 100.0 - 0.0 - W2 L(ft) 8.0 24.0 8.0 hA(ft) 10.0 10.0 hB (ft) he (ft) 10.0 hp (ft) W(plf) 0.0 197.0 157.0 197.0 0.0 0.0 0.0 0.0 0.0 0.0 300.0 W2 AVGI 173.0 plf 200.0 100.0 !, 00 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! 0.5 - 0.0 ...• • . • •• • • • ••• • • •••• • • • . • • • ••• •• -4144 I. • • • ° • • •• O • •• • • •• •• • • •••• o ` 1111.. • • • •• ..A111111111h.. • • 1 1• • • • _.40.4 III L: [11ulflIj1i1iFT uliiiliilill.1L ' '. �.- �,O ili k Inha i. 111111.11111.11111.111 . ,_ .! JI11111I1111111111I111 �. 1IuIUMIIIII.I1111IiiUIIU�l111i111�l11il1iii '- .42—.&1‘.--- Iiiii illiiiillii%i ffallfiiiIIiMilUin11UilWIUlllll Iu/IIIII! �IIniIIG/iUItIUIUlII.III!!!IIllllilllhlill 7Or n.A7! 11111111111111111J111111111111111 11111111111 111IU111111111111111111 ��f— -X' ��-� � '1111111111111 i11111111/IN111111111111/It - IIII\III/1111111111 1111111111111I1111W■111/11111111111/1.T• :� iZ II•n ...\/11111.1/IIIIIII11/1111!/11II1/1111II1...v.„ FT._=1_,Irs......m■ —_. a,-........--,,..__,:-,_.-,.....„.. IIII 111111111/ ,11111 VIII 11111.11111 VIII, N IIII II/_ IIIIIIIIIIIIi III '111111111111111 11111/1111 OE "'_-: '',_ �'.I!' 1111!I III!!,!IIII 11111!1111 11111 IIII!l -1 ' I�IIII►\IUIiI i } eLe-ItR_ - rro. .. .• •-eTOCKd.1DOE 0 7Nl1RN-0831 ENTRY DOOR- CLAeeIC-CRAIr!KWIC COLLECTION UM 0.WE I II'7RMMO1 ABOVE(e•DILL DOOR- OaNNem AND LIMEW! FRONT (ELEVATION A) V4 •f.a. t - •• • • • • •• •• •• • . • • • • • • • • • • • •• •• • • • • • • •• • • ••• • • • • •• •• •• •• •• •• •• . • • • • • • Wind •p;er. 46cE;z ••• ••• ---,PWU ENGINEERING INC. : .PrcOect I4I l:erjy: : : : Direttibn Side to Side • ••• 3s Gust •. .. Roof ••• ••• A 19.7 psf Speed Exp. :•:A:r1 e B 13.5 psf 105mph 8 : 3.7 :1.00• C 15.7 psfN � 0 8•12 D 10.8 psf \ti�r� ' Direction � End � 1\ Least a= 4.0 ft 40' r W(ft) hAVG(ft) or a= 11.2 ft Direction 40.0 28.0 and a> 1.6 ft 2a and a> 3.0 ft E dZunea Note:6d zone may occur at any corm of the buIdi g. 2a 8.0 ft WR L(ft) 8.0 20.0 8.0 hA(ft) 4.0 4.0 hB(ft) 7.0 7.0 he(ft) 4.0 hp(ft) 7.0 W(plf) 0.0 0.0 173.3 0.0 138.4 173.3 0.0 0.0 0.0 0.0 200.0 - WR AVGI 153.9 plf 100.0 0.0 T W2 L(ft) 6.0 2.0 6.0 20.0 8.0 11.0 8.0 hA(ft) 4.5 10.0 5.5 5.5 4.5 hB(ft) 4.0 7.0 he(ft) 4.5 10.0 4.5 4.5 hp (ft) 7.0 W(plf) 0.0 142.7 197.0 179.0 157.0 179.0 146.3 183.2 0.0 0.0 300.0 W2 AVGI 163.4 plf 200.0 100.0 0.0 Wi 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.o W1 AVGI #DIV/0! 0.5 - 0.0 •.•. • • •• • • • •.• •• • .•. • • • . • •• •• • . • • 0 • •• • • • •• •• • • •••• o • • • •• •••• •• •• •• • •.•• \ • • • ••• • 1E • •. _ —• ID • •• 1 , ... •• • � • 111111111111151.111211 A y � imitmeizimiippvir "a" 111111i17j,jil _ _ _ — " __ _ — 2. MR PLAT1_ pimp ....,. . .4.- \4 \--- ,.!..,:,_. 1 L, 0 . :,..:.. : ...,......, .,.. ii, E_____. r__:..... 4— 0. , 01.18-1LPIL .,-.6., \ 1— — — 0 . RIGHT SIDE (ELEVATION A) V.•.Y-O• • • • • • • • • • • • •••• • • • • • •••• Tor run 17 _ e11 6-Plie_ Tor rule • • llI6FiR_ • • • • •••• •••• • • • • • • •• • • •••• •• •• • •• • • • • • • • • •• • • • • •• •• • • • • • • • •••• ••• • • • • • • • •• REAR (ELEVATION A) I/4••1'-0• .0,1•.rn (v NOI LW'ala) acus i3-1 0 _ — — — , rar tr- a II O _ I Iu11111 11` amid 401 1111IIIII�IIIIIAll1111�` , � ', 1111i111111!I0I I!IIIIA1.. 111111i11111iIIIIIiIIIIIi11i 11111111111111111111111111111111 IIIUIIIIIuII111!II11I!111111 I II O • II • •• • • 1 1 , 14.\ :,,••I• • •••• • • • • • •••• • • •• • • • CI a •••• • • •• •• • • •• • • • • • •• • • • • • •• •• • • • ••••H O • • • • • ••• • • • •• • • • •••• •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• ••• • • • • • • • • •• • • • • • ••• • • • • • Seislmia&cSQV Imong Yalyes• PWU ENGINEERING INC. Project i\lulbewyt : : VVV • ••• • • • ••• Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC •• •• • • ••• ••• Design . . . . . . . . . . V= :Sb �R� �.4�W • • Category R SDs • ' • •• ••• • D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load: 6psf V=1 0.100*W Exterior Wall Dead Load: 12psf Veneer: 40psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 36 ft] = 83.0 plf < 140.5 plf Wind Governs W2 = [0.100 * (15+5+3+4+4) * 55 ft] + 83.0 plf= 253.9 plf < 313.5 plf Wind Governs W1 = [0.100 * (15+5+3+4) * + 253.9 plf= 253.9 plf #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 40 ft] = 92.2 plf < 153.9 plf Wind Governs _ W2 [0.100 * (15+5+3+4+4) * 40 ft] + 92.2 plf-= 216.5 plf < 317.4 plf Wind Governs W� = [0.100 * (15+5+3+4) * + 216.5 plf-= 216.5 plf #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 ■ • .. •• • • • • • •. . . . . • • •• • • • • • • • •• •• • • • • • •• • • • •• • • • • • • • • •. •. • • • • • • • •• Line Loads . • •• • - PVIfU•ENcI EEy?IN6INC. Project Mulberry E T High Roof Diaphragm - Upper Floor Walls Line A • P = 1.40 k LTOTAL = 10.0 ft v = 1.40 k • / 40.0,ft• 140 •If• Type A Wall h = 8.0 ft LWORST = 10.0 ft MOT = 140 plf * 8.0 ft * 10.0 ft = 11.24 kft MR = (15 psf * 4.0 ft + 12 psf * 8.0 ft) * (10.0ft)2 / 2 * 0.6 = 4.68 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 4.68 kft = 4.68 kft T = (11.24kft - 4.68kft) / 10.0 ft = 0.66 k + 0.00 k = 0.66 k No hd req'd Line B P = 2.81 k LTOTAL = 53.0 ft v = 2.81 k / 53.0 ft = 53 plf Type A Wall h = 8.0 ft LWORST = 12.0 ft MOT = 53 plf * 8.0 ft * 12.0 ft = 5.09 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (12.0ft)2 / 2 * 0.6 = 5.44 kft + (0 lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 5.44 kft = 5.44 kft T = (5.09kft - 5.44kft) / 12.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line C P = 1.40 k LTOTAL = 34.0 ft v = 1.40 k / 34.0 ft = 41 plf Type A Wall h = 8.0 ft LWORST = 16.0 ft MOT = 41 plf * 8.0 ft * 16.0 ft = 5.29 kft MR = (15 psf * 4.0 ft + 12 psf * 8.0 ft) * (16.0ft)2 / 2 * 0.6 = 11.98 kft + (0 lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 11.98 kft = 11.98 kft T = (5.29kft - 11.98kft) / 16.0 ft = 0.00 k + 0.00 k = 0.00 k I No hd req'd Line 2 P = 1.15 k LTOTAL = 12.0 ft v = 1.15 k / 12.0 ft = 96 plf Type A Wall h = 8.0 ft LWORST = 12.0 ft MOT = 96 plf * 8.0 ft * 12.0 ft = 9.23 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (12.0ft)2 / 2 * 0.6 = 5.44 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 5.44 kft = 5.44 kft T = (9.23kft - 5.44kft) / 12.0 ft = 0.32 k + 0.00 k = 0.32 k I No hd req'd Line 3 P = 2.77 k LTOTAL = 13.0 It v = 2.77 k / 13.0 ft = 213 plf Type A Wall h = 8.0 ft LWORST = 13.0 ft MOT = 213 plf * 8.0 ft * 13.0 ft = 22.16 kft MR = (15 psf * 4.0 ft + 12 psf * 8.0 ft) * (13.0ft)2 / 2 * 0.6 = 7.91 kft + (0 lb * 0.0 ft) + (500lb * 7.0 ft) = 3.50 kft + 7.91 kft = 11.41 kft T = (22.16kft - 11.41 kft) / 13.0 It = 0.83 k + 0.00 k = 0.83 k Use type 6 hd Line 4 P = 1.62 k LTOTAL = 19.5 ft v = 1.62 k / 19.5 ft = 83 plf Type A Wall h = 8.0 It LWORST = 2.8 ft MOT = 83 plf * 8.0 ft * 2.8 ft = 1.82 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (2.8ft)2 / 2 * 0.6 = 0.29 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 0.29 kft = 0.29 kft T = (1.82kft - 0.29kft) / 2.8 ft = 0.56 k + 0.00 k = 0.56 k I No hd req'd f • • • • • •. •• •• • • • • • • • • • • . • • . . • • • • •• •• • • • • . •• • • ••• • • • • • • • • • • • • • • Low Roof/�Jpper�oor Daphragm -rain F3oor Walls Line A • ••• • ••• P = 3.13 k LTOTAL = 49.0 ft v = 3.13 k / 49.0 ft = 64 plf 'Type A Wall h = 93;41 .. • LW.RST•i.17.Q t MOT = 64 plf * 9.0 ft * 17.0 ft = 9.79 kft MR = *: :2.b f{ ; 1ipsf * 9.0 ft) * (17.0ft)2 / 2 * 0.6 = 11.96 kft • • •�. 4•.((II, * 0.9 ft) + (0 lb * 0.0 ft) = 0.00 kft + 11.96 kft = 11.96 kft T = (9 79kft' ' 11.96kft)•%• 17.0 ft = 0.00 k + 0.00 k = 0.00 k I No hd req'd Line B P = 6.27 k LTOTAL = 34.0 ft v = 6.27 k / 34.0 ft = 184 plf Type A Wall h = 9.0 ft LWORST = 12.0 ft MOT = 184 plf * 9.0 ft * 12.0 ft = 19.92 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) + (500lb * 12.0 ft) = 6.00 kft + 5.96 kft = 11.96 kft T = (19.92kft - 11.96kft) / 12.0 ft = 0.66 k + 0.00 k = 0.66 k I No hd req'd Line C P = 3.13 k LTOTAL = 43.5 ft v = 3.13 k / 43.5 ft = 72 plf Type A Wall h = 9.0 ft LwoRST = 5.5 ft MOT = 72 plf * 9.0 ft * 5.5 ft = 3.57 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (5.5ft)2 / 2 * 0.6 = 1.25 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 1.25 kft = 1.25 kft T = (3.57kft - 1.25kft) / 5.5 ft = 0.42 k + 0.00 k = 0.42 k I No hd req'd Line 1 See FTAO Calc Line 3 - P = 7.91 k LTOTAL = 11.5 ft v = 7.91 k / 11.5 ft = 688 plf Type C Wall h = 9.0 ft LWORST = 11.5 ft MOT = 688 plf * 9.0 ft * 11.5 ft = 71.19 kft MR = (15 psf * 8.0 ft + 12 psf * 9.0 ft) * (11.5ft)2 / 2 * 0.6 = 9.05 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 9.05 kft = 9.05kft T = (71.19kft - 9.05kft) / 11.5 ft = 5.40 k + 0.83 k = 6.23 k Use type 4 hd Line 4 P = 3.33 k LTOTAL = 9.5 ft v = 3.33 k / 9.5 ft = 351 plf Type A Wall h = 9.0 ft LWORST = 1.5 ft MOT = 351 plf * 9.0 ft * 1.5 ft = 4.74 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (1.5ft)2 / 2 * 0.6 = 0.09 kft + (0 lb * 0.0 ft) + (500 lb * 1.5 ft) = 0.75 kft + 0.09 kft = 0.84 kft T = (4.74kft - 0.84kft) / 1.5 ft = 2.59 k + 0.00 k = 2.59 k See FTAO Calc Use type 1 hd on garage piers only . • , . Force Transfer Around Opening Method (FTAO) PWU ENGINEERING INC. @ Main Floor Line 1 Worst Case L1 = 7.0 ft LO = 8.5 ft L2 = 3.0 ft V= 2.68 k vp= 145 plf vp = 145 plf vp= 145 plf hu = 1.0 ft -> -> 4- <- E- f- v= 268 plf v= 268 plf F1 = 1.29k F2 = 0.55k ho= 5.0 ft F1 = 1.29 k F2 = 0.55 k v= 268 plf v= 268 plf vp= 145 plf vp= 145 plf v,= 145 plf hi_= 3.0 ft T= 0.54k T= 0.54k vp = 2.68 k/ 18.5 ft = 145 plf H:W Ratios • • • v= 2.68 k/ 10.0 ft = 268 plf Use: Type A Wall 5.0 ft : 7.0 ft 1=b77 7,: 5.0 ft : 3.0ft =•17 • 1• •��• •• • i, F1 = (268 plf- 145 plf) * 7.0 ft * 1.5 = 1.29k • • .•.. . F2 = (268 plf- 145 plf) * 3.0 ft * 1.5 = 0.55 k Use: (2) Bays BLKG • • •• •••••• MOT= 2.68 k * 9.0 ft=1 24.12 kftI ••• •▪ • MR= [( 15psf* 2 ft+ 12psf* 9.0 ft) * • • . (18.5 ft)^2 * 0.6/2] + ( 0.0ft *5001b) = 14.17 kft •� • T= (24.12- 14.17 )/ 18.5 ft=1 0.54k Nohdreq'd • •••• _ 1.0 - 0.55k N 0.5 - Y 0.0 --0.5 - 1.0 - -1.5 - -1.29 k Force Transfer Around Opening Method (FTAO) - Pwu ENGINEERING INC. @ Main Floor Line 4 L1 = 3.0 ft Lo= 6.5 ft L2= 3.0 ft -> .... •• • • • V= 2.11k • "' yP= 168 plf vP= 168 plf yp= 168 plf hu = 1110••: • • • -> -> -> -> -* •• •• • • • • 4- 4- 4- F .. • • • • • V= 351 plf v= 351 plf • • •• • F1 = 0.82 k F2 = 0.82k •• • • ho = 6.8dt... •••• . • • F1 = 0.82 k F2= 0.82 k • • v= 351 plf v= 351 plf ' * --4 . . 4-- E- 4- F 1- 4- 4- 4- • • • • V P= 168 plf yp= 168 plf yp= 168 plf hi_= 2.0 ft T T= 0.27k T= 0.27k vP = 2.11 k/ 12.5 ft= 168 plf H:W Ratios v= 2.11 k/ 6.0 ft=, 351 plf Use: Type A Wall 6.0 ft : 3.0 ft 1= 2.0 : 1 6.0 ft : 3.0 ft 1= 2.0 : 1 F1 = ( 351 plf- 168 plf) * 3.0 ft* 1.5 = 0.82k F2= ( 351 plf- 168 plf) * 3.0 ft* 1.5 = 0.82 k Use: (2) Bays BLKG MOT= 2.11 k* 9.0 ft=l 18.95 kftl MR= [( 15psf* 6 ft+ 12psf* 9.0 ft) * (12.5 ft)^2 * 0.6/2] + ( 12.5ft *5001b) = 15.53 kft T= ( 18.95- 15.53 ) / 12.5 ft=1 0.27 k Nohdreq'd 1.0 -- - -- - --- 0.82k a 0.5 0.0 E -0.5 LL -1.0 - -..: J •..•• • • •• • • • •.• •• • •. . • • • • . •• •• • • • • • ••• • • •• • • • •••• • • • •••••• • • •••• • _ A ? 33 • • 0 J Q � b-,a "p. 441I lL A b C:4 0 4— ° p .4 0 bi - J QC i-► , .�Q �,� T Iiw � 00 olio: _ =Jm LLI • „ • <it• go Jggi , . . Ailli O o '- N d li!! -2 lila � C l� e o Illfl ■II . Q i� O ��I C.:4 r C O.! . 0 . 1p_ .� . L•. J ® •• .. 4 i 5 libi g • • ,s `•0 • •••••• • • �r,u Gy .aa +r 41, e.... C 5$ l!! • • .• •:,•: . •• • •• •• ••••• ••• • • • • • • • ••• u n i]rg _ 0 .1 0 I ��. W-4' D -- ' rn L_ i O Gv crown Al n 4 ,A 4.a,,, .. r •hD I: ...1 • a F� 4. •:••••.a4i[ • • • •, 10. 1_,:, (ri:_) •••• • • • •• • • • • • •• • • • • •• •• •• • • • • • •••• • • .•• •• • • •• • • • •••• •• • • • • • • • ••• •• • •• • •• • • •• •. • • • • •• • • • • •• 4 • • •• • at •. •• 11 R 0 , I.0 •••: HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension •• • : Nbi■LBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner ..• • S=2550, S=2550, ' :1 ••••t -SDS2.5 (2)2x 3075 2215 SSTB16 SSTB2OL w=3610 w=3610 t. . •• .. • • . ...... . • •• •' '••• •. 9 J4-SDS2.5 (2)2x 4565 3285 SB%X24 SB%X24 w=66705 w-6675 .. .. • • •••• •'• � •� • 3 •'11191U5-SDS2.5 (2)2x 5645 4065 SB%X24 SB 5/8X24 w-66705 w-66705' •'��• . • SSTB28 (NOTE 6.) SSTB34 (NOTE 6.) S=6395, S=7315, • •••• HDl�8-SDS2.5 (3)2x 7870 5665 8"MIN STEMWALL 8"MIN STEMWALL w=7615 w=8710 • • •• 8 HDU11-SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10"min embed into 32"min embed into 32"min 9 HHDQ14-SDS2.5 (1)6x 14445 10350 width footing.If at width footing.If at retaining wall lap retaining wall lap anchor with vert reinf anchor with vert reinf bar hooked to Ftg. bar hooked to Ftg. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per C-2011 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 1 6d @ 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 WALL 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" i"Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357 B 16"OSB (1) SIDE(f) 8d 4" 12" z"Dia.A.B. @ 18"o/c (m) 16d @ 22"o/c A35 @ 15"o/c 395 553 C 16" OSB (1) SIDE (e,f) 8d 3" 12" z"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 505 707 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 670 938 E 16"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 OSB (2) SIDE(d,e,f) 8d 4"Staggered 12" z"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" z"Dia. A.B. @ 7"o/c (m) 16d @ 2"o/c(2)rows staggered HGA1OKT @ 8"o/c 1010 1414 H 16"OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" Z"Dia.A.B. @ 52"o/c (m) 16d @ 1z"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"xia"plate washers req'd at all shear wall A.B. in seismic zone D, E, F. '..0).Panel joitiLsa:ll be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. :'; )•3x or DbLZx. •aming at all panel edges and nails shall be staggered. •„f/)•QII edges•ltleeked. • g) Commorf7Nir.e Nails. •••t•. toUec4teched front calitinuous blocking to top of continuous top plates. • Clips are riotTiquiredti 4413d walls but blocking is attached per the toenailing schedule. • •••i).See attached typical sCrataall'details. SheathiaZQ nB Structjtya j Sheathing. •• k) Values4e.foi framing of+i`f ••i)%3x, DI 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. 1 ir • •• •• •• • • • • • • • • • • • • • • • • • • • • •• •• • • • • • ••• • • •• • • • • • • • • • • • • • • • • • • • .- • • • • • ••• •• ;.; • • • •• • •PWU ENGINEERING INC • w •• • • • • •• Ph: 503 810-8309, Email: pwuengineering comcast.net ••• ••• • • •• ••lt�rti{ •. • • • • •• . •• • ..gyp •.. • • • k„,... ... isfjp ,..C�T 1 L IC ' v.,/- _ w C R• 2° p4 L.5' N-✓ - --- I,GOk g •6 A 043 1 _ ,T#2 ( : ilxgDMZ Araa4k II' 1 _ 13M Al R% M � Uses ng f L= s ° MAU +VR G - =-Dm,A a -4 4 L. x4ri,.5' L ;� .y 27tk Razes N?- > T - ` T 12' 'f' 757k 1. . 1---: Z.S, '� w- . 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