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Specifications (14) x.5120 (7 - boo � g (x173 6Go 6 1't'k a_v€ RECBVED PWU ENGINEERING INC Ph: (503) 810-8309 FEB 1 2017 Email: pwuengineering@comcast.net CITY OF-.FGARD Lateral Structural Analysis Calculations Only: Job #: SUN16120 Date: 12/27/16 Client: Suntel Design Inc. Project: Avery C Home, Lot 3 Oak Woods, Tigard, OR R op re 0 . 194 ft I Ir EGON 141-1 /L ', Expires: 06/30/20 18 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. ENGI'.EIERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for Avery C 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 2012 IBC and IRC with state amendments The mean roof height of the house h =27' approximately. 00. MFRS 1 Direction 111End Zones 11111) t �RS Direction 2a End Zones Note: End zone may occur at any corner of the building. a= .10*416' =4.6' or for h =27' a = .4(h)= .4(27')= 10.8' a= 4.6' controls a must be larger than .04(46') = 1.8' and 3' Therefore: 2a=9.2' 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 = .0835W 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.Avery C Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAVG(ft) , 95mph' B 33.7 1.00 46.0' 27:0 `'ryy 8 12 a= 4.6 ft Direction rikiglEnd Zones A 16.1 psf ora= 10.8 ft B 11.1 psf Check 10psf min and a > 1.8 ft Itir0 C 12.9 psf load across all and a> 3.0 ft 2a Direction End Zones D 8.9 psf zones. 2a 9.2 ft Note:End zone may occur et any corner of the build, WR L(ft) • u. .. 9 2 ': 1;0 8 :: 48 2:0; 92 . ... _. . .... _ . hA(ft) _..7r.. x 85 65 hs(ft) X r8 0 10 0 heft) hp(ft) 80 125� 100 W(plf) 0.0 225.3 180.0 162.0 172.0 215.2 0.0 0.0 0.0 0.0 300.0 - WR AVG 197.7 plf 200.0 kac. 10psf min load: 165.0 plf . .� 100.0 Governing value: 197.7 plf 0.0 :�� ��.�®. . ..� � �._�� �.� .a,214 W2 L(ft) ...2... `10 0 9 2 1 8 4'8 2.0 9.2 hA(ft) 45 �� � � �� 95: hs(ft) hc(ft) � 4 5 ': 9 5 9.5 9.5 hp(ft) 50 W(plf) 133.2 102.1 122.1 122.1 122.1 153.0 0.0 0.0 0.0 0.0 200.0 - W2 AVG 126.7 plf 10psf min load: 96.1 plf 100.0 m:4 Governing value: 126.7 plf W1 hA(ft) hB(ft) hc(ft) �„ P 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 PckQ.Lps.1- 1.J l NO Pfd. puce- -2 2,2S•3 Z1s.� Ig32. 1s�. g=-I�.I S �- 180 jlv2 ��z �� 1a�t.1 122.1 6aZ2.t 122-.1 _ P a� � 3 scc�us-r 1 I° . 1 i . C1 = 1I 2.9 f '&)(1?: a. q.1 11.2 4.5 Z '.2— �g_ w2_ D =3.9 Psi F120 Nti---ro 1Pc>� )(NIL AV - iZic-ipAT.7 =1 .o 6 =33.1 o Zct =q. 2.,F4— _ --=L=_-- -_ -= TAS2V4 _ — — =_---..--,_------ --,—_ NM .,.�w• _ Ouse Oa Mr r aA _ OMR orae Mr/PA AWED �� * _ _- mama own T'Iees �TLLItlDO[ S� — '3 S�IN 44-1„6• 1 2 �l.MM. _ _ 0lp�AIl� Op /10.4 IAT N i i i _ to 1t�dE 410110 WACO „Oral IN 111111.111111\ Efelhairillaani = %v��\ate = /G��s■\���k - TAUN ►-- .'�. ,i�—��� .0.-T uv 1 \� \ /'1N 1i I,'-;■ ` dr-ive. ���f ` ■ ■ [ohm , ! 0/404WAVY 00+10/0404 ►vim. 401111 N -l'r �. • i r i l l I g.„I - '1,11:1 M'ICI4,TT AT OOealr Gaily �f l �ata� r� ! I■1 L?� Via.i TA.Amos --_ _ --='sem I 1 :d: I = ■11I1MIC! '� IE�Ii _ 44-4Wr WO 10 g - - -_ SII II -- - = -- WZ ,�T-.T. RAT! _ _ _ _ - — � %IIIA,�li\ iL!Uii�: .raovA• �..�.e��.aaaar r mo �II I Immo A:;> �a Ora =mem I I � CO AK OLD IMOD 6F/.8 Ca1!!7e BOARD,TT. � J� i € ,' _ �. �' � =l _� Al.1A►•000 MEANING MI , U � �. �, Y•r a �/111 am ! aav mom aeivae10�oPr. rrPaiGaaugjjr+se /� = a 2all�. iii !l�� eu'a •r-�� 1 1I11IiI1IIOi1iIiIbiiii1= II' 11-----;,; : tilru eaaeAnaM6 1.. 1MA ' .1 ® iii:t� ...:�':::::::;i:ui �,� 111111111 rasa Ore S. filltillPillet=. ' - ' ” �' ' !' " —tee ��a-0' ` I!s oil �MINI ■moINI i MN 1.11101 .1b11111 to.camas elaa/- I.NEWT a s )Ce 6.it 104‘ US' eg cut FY�OM VIRV CION 1/S'I-=--j 1-0 t' TOS 1, 1\x f-ric+= 14(41- . Wind per ASCE 7 --- PWU ENGINEERING INC. Project Avery C Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAVG(ft) 95mph B 39.8 1.00 46.0 27.040 10:12 rR a= 4.6 ft Diradion End Zones A 16.1 psf ora= 10.8 ftOk*- 001 er" � B 11.1 psf Check 10psf min and a> 1.8 ft 700 Direction C 12.9 psf load across all and a> 3.0 ft 2a End Zones D 8.9 psf zones. 2a 9.2 ft Note:End zone may occur of any corner of the building. WR L(ft), hA(ft) 1�0 3 10 3 he(ft) � :. •: � , .: �. W(plf) 165.0 131.7 156.1 163.9' 0.0 0.0 0.0 0.0 0.0 0.0 200.0 - WR AVG 151.6 plf fi 10psf min load: 115.3 plf 100.0 Governing value: 151.6 plf 0.0 W2 L(ft) hA(ft) hB(ft) 4 0 he(ft) 95 95 ; ho(ft) W(plf) 153.0 122.1 122.1 153.0 132.8 0.0 0.0 0.0 0.0 0.0 200.0 - W2 AVG 134.9 plf 10psf min load: 95.0 plf -r- 1 00 0 Governing value: 134.9 plf 00 � Wi hA(ft) hB(ft) . ... Y. . 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 7-- 1is.1psc WIND P E12 Asct 7 g=-- f t.1 ps1/U P14.- ST_ [� ►�S , 5�.1 1�3 .`? 1s3 t22.s }au lS3 1;2•g 3 SEc �u a .. C = l2.cipsc ?cp. 13 tfig- 1- ► 2 p ,..-.-. g.9p5+ SIDE-TO—S11? ' .a. 11-1.1-1 12.L c1'.2 aq.Z 1t-1.4 11.2 ct.2. Z A--_-1 . O 1 ‘,1 ON Gi — — 161 -L9 pf. 1 Fa-IWC7------ i.31-1.9p1. 6. = 3ci•g 0 TO.!OWE i ,eo•-+SAW eie • Milikaiiiitthu '� —� DAME Mtn Ortel T PA O 6"f.�__ • 40,700 _ IIIPA�� . \ TQ Tor PLATt± _ -. avava ����� Nr__rT'w - immommii �r �4 W ieo� be th.40Mow MVO(Oro 711 ';:►r �� �� � 104.4 ØI eI ID(CPT/ — `1 ':� ����- S, TO.Wag ���I., _, TMIrt COMER eaw t+T. =.• —•..-=.... IIl IMNMN _, — _ rimer =liinNai=M .��h r _ `w --- TO.ltEt'LOOR Vs( . 1.-1- ' � ~ =�� `__ W.4,1 vs°P5 ATC 11MMUM a� �� 101M=16.7.AIM =. twat co sauce.a pa amp }tir Noms�� ti��ar���r.��■ �[ — �.�lr—�R f • PAM TA6•Dace tMt4T4Tdlm 1111011MMI61=11•11671=111Mil IOW I le `__._MOINE-� nTRAOOLORIONO!(►+room PM Mel!ce! ce)aq� trae Twtec ants tls M i P Duel UV Dee rtn000 TO.e1RlLOOR<41111111111 ti IIIIINEMEMINIMM�N a a -\_TA OsalGda eL e a tie q.2 . lu L4 1 . 11.21q LiZ` - L •Vt.V'p llg''�1 '_O*% 1-01f14cL L J((FH _ $ $-� �o �-��- 111 $ �Fi p �� " g gg. t IN� U /)),„f t_, ado ?N8 _ r 1 r I lii LTH I 4 Seismic & over ing Values PV/Y/dl ENGINEERING INC. Project Avery C Seismic Loading per latest edition of O.S.S.C. and O.R.S.C. V=CS*W Design CS = (SpS)/(1.4R/le) Category R SDS He k 0.76 1 0 1.00 Roof Dead Load: 17psf Floor Dead Load: 15psf V=1 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) * 44.0,t 360 ft 39.60 k ...800`ft,' W2= (15+5+3+4) * 46'0 ft 46`0 ft 57.13 k a:00'ft ' W� _ (15+5+3+4) * 0.00 k Total W: 96.73 k Total V: 8.08 k Vertical Distribution of Seismic Forces Fx= C„*V Cv,= (Wxhxk)/Mhik) Wx hxk Wxhxk Wx*hxk EWihik Cox WR*hRk= 39.60 k 17.00 673.2 CVR= 673.2 1187.4 0.567 W2*h2k= 57.13 k 9.00 514.2 C,2= 514.2 1187.4 0.433 W1*h1k= 0.00 k 0.00 0.0 C„1 = 0.0 1187.4 0.000 1 EWihik= 1187.4 Check Seismic Front to Back vs Wind Seismic Wind FR= 127.2 plf+ 0.0 plf= 127.2 plf < 197.7 plf Wind Governs F2= 76.1 plf+ 127.2 plf= • 203.3 plf < 324.4 plf Wind Governs F� _ #DIV/0! 203.3 plf= ▪ #DIV/0! #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind FR= 104.1 plf+ 0.0 plf= 104.1 plf < 151.6 plf Wind Governs F2= 76.1 plf+ 104.1 plf= • 180.2 plf < 286.5 plf Wind Governs F1 _ #DIV/0! 180.2 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 ���»PWU ENGINEERIN�� Im�� Pr�eotAvery C "�r High Roof Diaphragm -Upper Floor Walls Line B P = LTOTAL = v = 3.56 k / 37.0 ft = 96 plf Type A Wall h = LWORST =s0fftr rm� MOT = 96 plf * 8.0 ft * 5.0 ft = 3.85 kft = (15 psf * ` + 12 psf ° 8.0 ft) * / 2 * O 6 = 0'B5 kft + * + , (D|b-- ° = 0.00 kft + 0.95 kft = 0.95 kft T = (3.85kft 0.95kf0 / 5.0 ft = 0.58 k +` " = 0.58 k No hd req'd Line D P =������ LTOTAL = � � v = 3.56 k / 32.5 ft = 110 plf Type A Wall hLWORST MOT = 110 plf * 8.0 ft * 6.0 ft = 5.26 kft MR = (15 paf * + 12 psf * 8.0 ft) * / 2 * 0.6 = 1.36 kft +�����m��: ° �� = 0.00 kft + 1.36 kft = 1.3Skft T = (5.26kft - 1.38kft) / 6.0 ft = 0.65 k + 2.08,k�:= 0.65 k No hd req'd Line 1 P = LTOTAL = v = 3.34 k / 20.6 ft = 162 plf Type A Wall h = �����>��' LWORST y0ur = 162 plf * 8.0 ft * 10.5 ft = 13.60 kft MR = (15 psf ° + 12 psf * OD * fV" / 2 * 0.6 = 10.62 kft + ° J0 = 0.00 kft + 10.62 kft = 10.62 kft T = (13.80Nt - 10.62kft) / 10.5 ft = 0.28 k + • = 0.28 k No hd req'd See FTAO Calc Line 3 | P ' ] | LTOTAL = �' j v = 3.34 k / 12.6 ft = 265 plf Type A Wall See FTAO Calc No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P LTOTAL = v = 0.63 k / 20.6 ft = 31 plf Type A Wall h LWORST =�2O;8���� MOT = 31 plf * 9.0 ft * 20.6 ft = 5.70 kft MR = (15 psf ° + 12 psf * 9.0 ft) * 0 8� / 2 * 0.6 = 17.57 kft +�����|���� ^Gzhii��`��+��•(�|6i2 ° �n�� = 0.00 kft + 17.57 kft = 17.57 kft T = (5.7Okft - 17.57kft) / 20.6 ft = 0.00 k +��8�����.= 0.00 k No hd req'd Line B P =�:40 LTOTAL =�� ��� v = 5.46 k / 25.3 ft = 216 plf Type A Wall h Lwnn»r = MOT = 216 plf * 9.0 ft * 25.3 ft = 49.13 kft MR = (15 psf ° + 12 psf ° ° / 2 * 0.6 = 28.40 kft °��>��J��+'��5O8���'° ' = 12.63 kft + 26.40 kft = 39.02 kft T = (49.13Nt - 39.02kft) / 25.3 ft = 0.40 k +J„ 0.00�K�= 0.40 k No hd req'd Line C P =2.2��Ni.�� Lror^� = 1��� � `� v = 2.28 k / 16.5 ft = 138 plf Type A Wall h = Lwonor =1O���� |� MOT = 138 plf * 9.0 ft * 16.5 ft = 20.52 kft MR = (15 psf ° + 12 psf ° 9.0 ft) * / 2 * 0.6 = 11.27 kft + * + ,/n10 * = 0.00 kft + 11.27 kft = 11.27 kft T = V20.52hft 11.27kfV / 16.5 ft = 0.58 k .%8.00 k = 0.56 k No hd req'd Line D P = LTOTAL =,4O0fv = 4.35 k / 40.0 ft = 109 plf Type A Wall h Lwons� =�1������� MOT = 109 plf * 9.0 ft * 17.0 ft = 16.63 kft MR = (15 psf ° + 12 psf ° 9.0 * (1 / 2 * 0.6 = 11.96 kft +,��,/m�V�� ° ��+ h__ ° i'0.0 ft, '`'= 0.00 kft + 11.96 kft = 11.96 kft T = (16.83kft - 11.96kft) / 17.0 ft = 0.27 k + ',0.00 = 0.27 k No hd req'd Line | P = | | LTOTAL = .| v = 5.02 k / 13.6 ft = 369 plf Type B Wall See FTAO Calc Use type I hd Line 2 P LTOTAL = v = 3.10 k / 25.9 ft = 120 plf Type A Wall h = Lwonor =������� MOT = 120 plf ° 9.0 ft * 6.3 ft = 6.79 kft MR = (15 pmf * + 12 psf * 9.0 ft) * (6.3ft)2 / 2 * 0.6 = 2.18 kft + Q.0 ft)�'�+ /:(01b;, ° 0.0 ft = 0.00 kft + 2.18 kft = 2.18 kft T = (8.79Nt - 2.18kft) / 6.3 ft = 0.73 k = 0.73 k No hd req'd Line 3 P = LTOTAL = v = 4.75 k / 12.0 ft = 396 plf Type B Wall h = LWORST = • MOT = 396 plf ° 7.0 ft * 2.0 ft = 5.54 kft MR = (15 paf * + 12 psf ° 7.0 ft) * (2 U�^ / 2 * U.S = 0.14 kft 00 *��.+��|������� ° = 0.00 kft + 0.14 kft = 0.14 kft T = (5.54kft 0.14kft) / 2.0 ft = 2.70 k + 0.00 = 2.70 k Use type 1 hd See FTAO Calc ,PWil ENGINEERING INC. Force Transfer Around Opening FTA® Diekmann Technique @ Upper Floor Line 1 L� 55,ft La= 10.5 ft L2= 4.5 ft V= 1.62;k vA= -4 plf 158 pif vF; -4 plf hu =;,1.0 ft 4- F1 = 0.91 k F2= 0.75 k vB= 162 plf , VG=.162 plf ho= 4.0 ft F1 = 0.91 k F2 = 0.75 k h�= 30ft.; . plf vE=:158 plf , vH= -4 plf H = 0.63k H = 0.63k H= ( 1.62 k * 8.0 ft) /20.5 ft= 0.63 k H:W Ratios 4.0 ft : 5.5 ft = 0.7 : 1 vh = 1.62 k/ 10.0 ft= 162 plf 4.0 ft : 4.5 ft = 0.9 : 1 vv= 0.63 k/ 4.0 ft= 158 plf Use: Type A Wall F= 158plf* 10.50ft= 1.66k F1 = ( 1.66k* 5.5 ft)/ 10.0 ft= 0.91 k F2= ( 1.66 k* 4.5 ft)/ 10.0 ft= 0.75 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 5ft+ 12psf* 8.0ft) * (20.5 ft)^2 *0.6/2] 45001b) = 21.56 kft T= 0.63 kft- (21.56 kft /20.5 ft) = 0.00 k +0 OOk 0.00 kI No hd req'd PWU Force Transfer Around Opening (FTA0) ENGINEERING INC. Diekmann Technique @ Upper Floor Line 3 = 2.3 ft Lo= 6.5 ft L2= 2.3 ft VA- 13 plf VD= 193 plf VF= -13 plf hu = 1.0 ft = 0.63 k F2= 0.63 k VB= 265-plf VG= 265 plf ho= 3.5 ft = 0.63 k F2= 0.63 k hL= 3.5 ft = -13 plf VE -- 193 plf VH= -13 plf H =11 0.87k H = 0.87k H= ( 1.19k *8.0ft) / 11.Oft= 0.87k H:W Ratios 3.5 ft : 2.3 ft = 1.6 : 1 vh = 1.19k/ 4.5ft= 265 plf 3.5 ft : 2.3 ft = 1.6 : 1 V v= 0.87 k/ 4.5ft= 193 plf Use: Type A Wall F= 193 plf* 6.50 ft= 1.25 k F1 = ( 1.25k* 2.3ft)/ 4.5ft= 0.63k F2 = ( 1.25k* 2.3ft)/ 4.5ft= 0.63 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 1 513f,*: `-;.` 2 ft+ 4,:e`f 8.0 ft) * (11.0 ft)^2 *0.6/2] "5001b) = 4.57 kft T= 0.87 kft- (4.57 kft / 11.0 ft) = 0.45 k '+01-00R-74-': 045k1 No hd req'd • Force Transfer Around Opening (FTAO PWU ENGINEERING INC. Diekmann Technique @ Main Floor Li � ne 1 L1 = 3•.5;ft Lo= 4 0 ft` L2= 4.3ft• V= 2.86 k vA= 118: : plf. vp 487 plf vF 118 plf; hu = 1:0 ft 4- F1 = 0.88 k F2 = 1.07 k VB= 369 plf VG= 369 plf he 4.5 ft F� = 0.88k F2= 1.07 k h�= 35 ft v� = 118 plf E 487 plf vu 118.plf H = 2.19k H = 2.19k H= (2.86k * 9.Oft) / 11.8ft = 2.19k H:WRatios 4.5 ft : 3.5 ft = 1.3 : 1 Vh= 2.86 k/ 7.8 ft= 369plf 4.5ft : 4.3ft = 1.1 : 1 vv= 2.19 k/ 4.5 ft= 487 plf Use: Type B Wall F= 487 plf* 4.00 ft= 1.95k F1 = ( 1.95k* 3.5ft)/ 7.8 ft 0.88 k F2 = ( 1.95 k* 4.3 ft)/ 7.8 ft= 1.07 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* .10 ft+ 12psf* 9.0 ft) * (11.8 ft)A2 *0.6/2] +'(0 O:ft` *5001b) = 10.69 kft T= 2.19 kft- ( 10.69 kft / 11.8ft) = 1.28k +t00Qk = 1.28 k) Use type 1 hd Force Transfer Around ® enin FTA® PWcr ENGINEERING INC. Diekmann Technique @ Main Floor Line 3 = 2.8 ft L0= 6.6 ft L2 = 28ft V= 2.1 VA:= 1.98 plf vo 594;plf vF 19'8 plf` hu 1 0_ft 8k 4- 4 - F1 = 1.63k F2= 1.63 k vB= 396 plf V = 396 plf ho= 6.0 ft F� = 1.63k F2 = 1.63k -* -� L h 2.0 ft vc?= 198 plf vE 594 plf VH'= -198 plf;' H = 1.78k H = 1.78k H= (2.18k *9.0ft) / 11.0 ft= 1.78k H:W Ratios 6.0 ft : 2.8 ft = 2.2 : 1 vn = 2.18 k/ 5.5 ft= 396 plf 6.0 ft : 2.8 ft =2.2 : 1 v„= 1.78 k/ 3.0 ft= 594 plf Use: Type C Wall F = 594 plf* 5.50 ft= 3.27 k F� = ( 3.27k* 2.8ft)/ 5.5ft= 1.63k F2 = ( 3.27k* 2.8 ft)/ 5.5ft= 1.63 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf*� 2 ft+ :12'if* 9.0 ft) (11.0 ft)^2 * 0.6/2] + 1�1 0 ft *5001b) = 10.51 kft T= 1.78 kft- ( 10.51 kft / 11.0ft) = 0.83k +OOOk v 0.83 kI Use type 1 hd • e EMIRS WALL ELEV TO BE SHEATHED ENTIRE WALL ELEV 118E 6827 COIL STRAP TO BE SHEATHED O 20'-1" . ACROSS ENTIRE LENGTH {�E C8Q2 COIL STRAP rA EXTENT OF FTAO OF BFEARIIIALL PER PET ACROSS ENTIRE LENGTH e WALL SEGMENT II/83 FOR FTAO I ETFIOD r CF E4 EASE LL PER DET 10/83 FOR FTAO I IETWOD 10'-5" 5'-8" / 4'-1" -J L-- „ r-_,,,_ hi 1 O� 1 O I� n � L C e r 8i- 7.el Q 00 if 1111 .-1.,-1 r•__., 4' A ❑ ISI J ti ___,,, 4 A v A e I IF': e It Ali AMNIA •UP 11 J Il'-O° 1 ENTIRE WALL ELEV 3 . / # .J f EXTENT OF FTA° TO BE SHEATHED i UEE C822 COIL STRAP d'-d 4'-O WALL 8EGd'tETlT ACROSS ENTIRE LENGTH ENTIRE WALL ELEV /// / OF BHEARWALL PER DET TO BE SHeATNED " e 11183 FOR FTAO ME7110D 116E C822 COIL STRAP 14'-4 ACROSS ENTIRE LENGTH EXTENT OF FTAO OF SHEARLIALL PER PET WALL SECsMENT IVS3 FOR FTAO METHOD / / 4TIRE WALL ELEV /� ro BE 8FEATHED :822 COIL STRAP 8 EMIRS LENGTH L?AU4LL PER DET UPPER LOOK LATERAL PLAN 7R FTAO METFIOD I'a°"r-O° r 8 ADD LBTAIB STRAP FROM ROOF BM BYBEA TO FLOOR N LMBEAM.E uV CENTER STRAP ABOUT BO OF BMii, 4 . ENTIRE WALL ELEVab.-2. i II'-b° ENTIRE WALL EL TO BE SHEATHED Q EXTENT CF FTAOV E' pF FT.• TO BE BFEATNE USE CS72 COIL STRAP USE 0872 COIL ACR088 ENTIRE LENGTH WALL SEGMENT i L SEGMENT Ac.paosa ENTRE OF BHEARu 4LL PER DET OF SFEAIBUALL 11/83 FOR FT AO METHOD ] tz 'n 10/83 FOR MAO 0 ,i., , . . I.' ..: to ., I F L SIA ei'n. ait A UPE il ADD MST4B STRAP FROM . U FLOOR BM BY OTHER TO- HOUSE TOP PL CENTER STRAP ABOUT END OF BM 0 0 art .:11111M to-o" 1 • •O• •I 0 1 •- • ,....ijii.ii . . _. © __ . . FM fJI . _ A • eA . NV t.? . 0," • V.7 . 1 a oJ�__ li . . . . r-‘:, ofC3• Er yf XTENTII :FT 41km — m ENTIRE WA TO ISE 84, e use 0822 COI. fovera � V E7 •(Th I 1 EXTEND WEADERii PIER,PCUR STEM WALL UP SO U.IALL HEIGI-IT ACROSS ENTIRE ENTIRE LLWLL ELEV TO BE SHEATHED BETWEEN TOP OF STEM USE 0877 COIL STRAP WALL AND BOTTOM cc HEADER 18 1'-O'MAX O11 F ROBS ENTIRE LENGTH PER DETAIL IV82 Bt EORUALL PER DET MAIN FLOOR LATERAL PLAN "/8g" R"TA°METHOD 4.no oco uni nrmA+ni°rum'IC ADE neinunAI IAA 1 °°I'-O' , .. , 1 { 0 DOVVN SCh BU • 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, 156„ w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB%X24 SB5/8X24 w=66°' w=fi670' 1546" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 w-660 w-66705' 15/1611 SSTB28 (NOTE 6.) SSTB34 (NOTE 6.) S=6395, S=7315, 3 „ 4 HDU8-SDS2.5 (3)2x 7870 5665 8"MIN STEMWALL 8"MIN STEMWALL w=7615 w=8710 1 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, 9 HDU14-SDS2.5 (1)6x 14445 10350 footing. If at retainingfooting. If at retaining w=17080 w=17080 1 16ti 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 2874" minimum embedment depth. ' SEE NOTE(n)BELOW SJ [ EARVVA-� � J � � (a-n} 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 6" OSB (1) SIDE 8d 6" 12" z" 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 16"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 _u16 n D OSB (1) SIDE (e,f) 8d 2" 12u 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 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 6" 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 HGA1OKT @ 8"o/c 1010 1414 H 6" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" Z"Dia.A.B. @ 52"o/c (m) 16d @ 12"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"x%"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. b