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Specifications (11)
__...,V" kJ L Ec, , VE 1 \*- itit ; --. 'TV\ -.'' 7-- ---7PWIJ ENGINEERING INC. JUN 7 2017 Ph: (503) 810-8309 C9TY Email: pwuengineering@comcast.net BUILDING G �� DIVISION Lateral Structural Analysis Calculations Only: Job #: MC17142 Date: 6/05/17 Client: Mark Stewart Design Project: Lot 14 Greensward, Tigard, OR 1-R "\\\ , ..- ... � Wim 1,' ' 4 Ak y Ilir [EOtb Expires. 068 i0 Q 1 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. 1 PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for Lot 14 Greensward 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 =30' approximately. KAFES ri "' Direction End Zones ,{- '� 1.11111 FRS Direction 2a End Zones Note: End zone may occur at any corner of the • building. a = .10x50' = 5.0' or for h =30' a = .4(h) = .4(30') =12.0' 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 = [Sos/(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 14;-:Greensward - • Direction Front to Back 3s Gust Roof Least Speed Exp.. Angle A L(ft) hAVG(ft) - 95rn h , B' 36.9 1.00 MAFRS . +� '` a= 5.0 ft Direction F End Zones �� �►� l a,_---- \,, s. A 16.1 psf or a= 12.0 ft' itt",.B 11.1 psf Check 10psf min and a> 2.0 ft. �-.`''' Direction C 12.9 psf _ load across all and a> 3.0 ft. 2. - End Zones D 8.9 psf zones. -- Za 1 0.�/f t Mote.End zone may occur et any corner of the building. WR ' r e': r+ ��" �wtF: raw r avl s ,y = L(ft) ,:;' . .. .10�0 ° - .,20.0 _ , 11:'0 10.'0 �,rre,, _ ,,.,.,r� r Igiv. °�,r + Mgr �. .. hA(ft) =. /k 1.0.5 y,a _. _ 4 5 ,4 ..I."r .1:w ,...,_ .. _. .., J ,M rigIial h ft a5 n y,` i,_r %r,iiii ..+1'r'+ Fn.y;,�, 1_ i s+Y Y i 't r, v q.1:ilitiliall11111.04 'I d 111•111,11311111111 Iliri#111111111 `r° r r -a'r"1 N F hp(ft) r,` 60 12.0 ii ". { ��� ,. r ... � _ . �...,..vn �. .. 1„ ..,. _ _� , ,a. ,..jai x YH 4.r�� .. ....... ✓i .... _ ... .. W(plf) 0.0 169.1 188.0 164.0 205.1 0.0 0.0 0.0 0.0, 0.0 300.0 1 WR AVG 182.5 plf 200 0 J 10psf min load: 153.2 plf 100.0 1` Mb : Ir itri A 4.# 1 'r � , � t o 'Governing value: 182.5 plf W2 3 rwi' .r 3 ^" xr Yi'it L(ft)filling �'� 1 Q 0 �g ' ' 20�0 11 0 10:4 i 5,,iig"°�,�I; f : "e,' i ,x,x.� .. .-_ ,t... _ , I+a 1., rr, F , u n jU a . y .-< A „ :� °filo ' h (ft) �'F, �,�'"ua�.::'a,.�". ,./" 1��? ..'r��r. �:i. M rt i 1�.V i.� ii _ "i li�4,�tii 4! �� aw �t G�;�N h (ft) 1 . . .µ _ x_ '. _ g ,`,;. . hc (ft) _ ,..' . `., 10.010 0 ., -,.r hp(ft) t W(plf) 0.0 161.0 128.5 128.5 161.0 0.0 0.0 0.0 0.0 0.0 200.0 - W2 AVG 141.2 plf . Tr 3 ,.41-1,-,v,f110,711 10psf min load: 100.0 plf 100 0 "� ��i[ : o�{ � i� �. Governing value: 141.2 plf -. ayk-'o r a:J �qA, h aa, roNk � : i � �., W1 L(ft) h,1 1 1 :.yE i 3 ir i ** < znF :(iY lf:, illi_a - 7.:',1:7•1111111; 7 ;{ 1ilillni ifmoi _ h,z3543-5E,4 KhA(ft) -i:111111.11111 SIIIIIII . 2 W } lielieglig .s1 + ' << xdiFs.11r . Gx . s11" 5 In111111111 _ h6(ft) . . r §11s 1 .1.1z .r .. ,1,211,121111,128.,::'• _ „ 1a �� i. . nr1111111/11112111211111111115 x , h ,f^x'*fia,Y `fv s' fr Ap"ziY`�t;t li r �`r r 4 Marx x'53 ,` ✓f t'.,�" w, �;ls+ .,.` 4"f + a, ;.r9 a Kpn 9"uv k 1 ¢ . tbg`'�dr'� tib' _ 3.. 12F tY'k+r,3t r # 4 Ci , .�'a, ,..�. .2a-.k��. ,,,t.. �....`tnn„ .. . y.s.., �. � ..�. A.�, � ✓"w,.} n` :z�ex nJ.�, _ ,.._..._ 4_4on. hp (ft)1.11111211 C llu: ' tMii xi+ ir..._ t1 _ Vii: ; a x IIIa _tlit„ iil�itdl l: fF _ 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 - Gov.erning value:. #DIV/0! 1 0.0 - PWU Engineering Inc.©2014,Software v0.10,7/05/16 • COMP.ROOF12 1111011001 19 a R 19 911 4 4 6 i.11 7 6 D . 1111 111 1411! ,A . lb lir 17-_....%.•! tea.`-_ I 1. _lorai Ma NU lik.. 4 INegge Nam NEN amiki.g1 6. �ir ! !! no nnsI 03-i. ,, I —1111 El irsumi - i �'Nil 9 Cul '1 Iii II. IxbAT .C•TETDARpR nII.,-.—iI,..mImoo1,",aI■„ lit-I1 `: 147 4-'11kF'4.a,11-,11.ki.-1.,.-r-„1--iE .Ill 011111iMM11l1ItI7k1I1I -ma41 1.,, -g.H--.0,-;.. .::I-tlw-i m-w-i-•I-i.--:-,---. -:-:--!-..-!..,.7::,1.r- 4..•.: i=ii tei i1- .i��t . 641 iw#: rM"r# 7t2111 .i� � liar i►il• !! ' 1!!N!!!lHglf__8,7 g�\- - - -- -: -;%;: --- - rgl�l � --1 ! ��* i r. ? li Ti am 1 i ■� mo:�1IiMii iii'!liii ■-,-.--Illth j!fIi +Li 1�1■ i � ,1!■f P I11Fr:ii:.ill I ili 1114M I I 6 irSkrg r.."...I Iii ill 110 ! I, II _ I Eti I .I, 1.�-.. 1,'��r'!■�� I� 1I f■1■i I' M•.. I if■1 !I .!�iIrwi���"l�wi�� .�.i•��._�.tr� w�`.`+tE1 Hsi:. Irk. !.... • CULTURcD wore W/ PRE-CAST WATER TABLE Wind per ASCE 7 = Z> PWU ENGINEERING INC. Project Lot 14 Greensward Direction Side to Side 3s Gust Roof Least Speed,. Exp. Angle A W(ft) hAVG(ft) 95mph B 36.9 1.00 50.0 3.0.0 9.12' a = 5.0 ft f Direction jErrid Zones 2a A 16.1 psf ora= 12.0 ft B 11.1 psf Check 10psf min and a> 2.0 ft MARS Direction C 12.9 psf load across all and a> 3.0 ft, End Zones D 8.9 psf zones. -- Note:End zone may occur at any corner of the 2a 10.0 ft building. WR L(ft) tifn hA(ft) hB (ft) he (ft) �a§ �,'w4.5 Ik �� " " r r'g' `.,� i I��, i �r..�.lia i ilii! _gyro-.; hp(ft) W(plf) 0.0 0.0 205.1 164.0 205.1 0.0 0.0 0.0 0.0 0.0 300.0 - WR AVG 178.4 plf 200.0 10psf min load: 165.0 plf g Governing value: 178.4 plf 100.0 r1 ' " �fi ;� o.o ��, W2 L(ft) .. hA(ft) . rr. F 4 5 .< r.y , 5 5 . . :,. . ._ 10.0 .__ h B(ft) he (ft) hp(ft) W(plf) 0.0 127.7 146.4 128.5 161.0 0.0 0.0 0.0 0.0 0.0 200.0 - W2 AVG 135.7 plf w 10psf min load: 99.1 plf 100 0 � r;(� � �, � Governing value.: 135.7 plf WI v gr 7 'r � ... *' .. o- tr ,� o-, s. z 7r 8 ; .w�' 1 y f a' r� L(ft)f '. .., n T :,: r:;. ,� „ ,, r, Y. _._ hA(ft) hB » 111zy . i a.: tef.,,....r ' f__.. z. ? ..�..a.:yv .vx.... 111;111721 (ft) 11 111,-Z-15,421, OTILEEMISi ... he (ft) .,, 6 v a I r y r _ ..� `� y z.. __ " k'�Lv:�` ''s..�,r, T�)'c .....:. h s- D(ft .) ....11.><... 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 SCALE: 1/4".11-0p 17 }9 \\______ NN 1) 9:17 Illt‘l: ii, h..... -1 __L _ J.' NUJ N..... 016,...41 :. Inr*L' MEM mit, Nil. - I `�'�. 12 12 SI il9 9i@ ,. :MIR �JI LII, IL• t I'x6"GORNE II • "....... II ¢1- 4 . - , 7x14 TRIM BAND _ air`. ^--.---���S --- - - - '.7--i- --1 -ftlJ. IMO.- NM= - -, t j 1111 If - r .I t , L 111 it 'I_____, Juni El -_-_-_ - FRONT ELEVATION SCALE: 1/4".1'-0NOME SC MAIN FLOC UPPER FL, TOTAL 15 5.12 4 11 A 44 ..................... 1 _,,,„,afill.„,‘. .. ...._ lou .IT ___ ---__- ,,-- Fll l 1 minim MN IM Mill ait ink no.nail i um ....T.---- . .11111 lift!111 11111 MIN 404, 5.12 iMMONIIIIMMIIIMMI atifor L I 4.12 atelsi.„-Nx, - ,...,-- 0...-. 1 susi mow.' 9111,2 . .,...• waiiiil.dirrIff.Aiii.....,ATM __ _ s' -Itr. 7411—,- Ant-....., 111 N mil,t7-41°--0-7# 1"1=111111111•11111MMINIMINEMINIL' — __ 1 1111 *Am I LP "it-111 ViZ41111111 1111111Per; .___ i -- . i„.,,,..1, mum..-... Ill Iii "dr"-- 1A1141- 111.9111 1111111111.01 Atte -.wirr t— ---maiii Amp. , j _.., Amy. - - - = - -lb 41 ' .iierigAi. in In -ill ...all- illay: liltilii :Ito I , _ - _ - ..........- - ar_-.... , , ._ ----..ii.-..-4.-- m - .. 1-3 Usirwriti '.---.N111111111111 11 III .atieLiki ,111_11Mra II '10-11.-111,1111' r--- 1 !I. ...•musetiar. I IMINI..."711. .._ ____ ,,--,a. _ .jrzgra's— ..112"1"a_ L_____...i I MI Ill 1111116107111111.111111 immillt,-- IMINIO0 ,7awal pguirioi•raimitemilipums4 .1.1 Vdrio. wimr.....---7,-. ....---- N,110'raw 111 iin . - SIP 1111.1...11111, =IMP 0-01Viiairr'"Oirp.Olt" •lialt 4 ....N.---dr.....t..".14 ...._......--........... . Seismic & Governing Values � PWU ENGINEERING INC. Project Lot 14 Greensward 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 le k D1 6'5r 0.76 100 1.00 Roof Dead Load:.l7psf Floor Dead Load: 15 sf 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) * 57 O ft €` 480 ftp;,.. Y 68.40 k 900 ft W2= (15+5+3+4) * 69 0 ft ... 48 0 it 89.42 k 9 0 ft W� _ (15534} �.� � �{ ��� + + + ,,�� �� �, �, � p�� 0.00 k Total W: 157.82 k Total V: 13.18 k Vertical Distribution of Seismic Forces Fx= Cv*V Cvx= (Wxhxk)/(1Wihik) Wx hxk Wx*hxk Wx*hxk EWihik Cox WR*hRk= 68.40 k 18.00 1231.2 C„R= 1231.2 2036.0 0.605 W2*h2k= 89.42 k 9.00 804.8 C„2= 804.8 2036.0 0.395 W1*h1k= 0.00 k 0.00 0.0 Co� = 0.0 2036.0 0.000 EWihik= 2036.0 Check Seismic Front to Back vs Wind Seismic Wind FR= 166.1 plf+ 0.0 plf= 166.1 plf < 182.5 plf Wind Governs F2= 108.5 plf+ 166.1 plf= 274.6 plf < 323.7 plf Wind Governs F1 _ #DIV/0! 274.6 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind. FR= 139.8 plf+ " 0.0 plf= 139.8 plf < 178.4:p11 Wind Governs, F2= 75.5 plf.+ 139.8 plf= 215.3 plf < 314.1 plf Wind Governs F1 = #DIV/0! 215.3 plf= #DIV/0! #DIV/0!- #DIV/0! #DIV/0! Redundancy factor.= 1.0 pepASCE 7 section 12.3.4.2 PWU Engineering Inc.©2014,Software v0.10,7/05/16 Line Loads <C>J P4/1/(! ENGINEERING INC. Project Lot 14 Greensward High Roof Diaphragm - Upper Floor Walls Line A P = 4 91 k LTOTAL = 5 if v = 4.91 k / 29.5 ft = 166 plf Type A Wall h = 9`0'ft LWORST 11 0,ft= MoT = 166 plf * 9.0 ft * 11.0 ft = 16.47 kft MR = (15 psf * 2 0 ft + 12 psf * 9.0 ft) * (11.Oft)2 / 2 * 0.6 = 5.01 kft +E-::[.(0-1b-1= * , 0 O ft) '. + (.`500,1b; * 11 0 ft)' = 5.50 kft + 5.01 kft = 10.51 kft T = (16.47kft - 10.51 kft) / 11.0 ft = 0.54 k +y 0::00 k. = 0.54 k No hd req'd See FTAO Calc Line C P = 4,91rKk $ LTOTAL .:29A511: „w v = 4.91 k / 29.5 ft = 166 plf Type A Wall See FTAO Calc No hd req'd Line 1 P = 2 74 k LTOTAL v = 2.74 k / 43.0 ft = 64 plf Type A Wall hLwoRsr or = plf * 9.0 ft * 16.5 ft = 9.45 kft �.1fi 5ft � . M 64 MR = (1., 5 psf * 42 0 ft + 12 psf * 9.0 ft) * (16.5ft)2 / 2 * 0.6 = 11.27 kft + (OIb- * {O O ft) + (0.Ib r * 0'0 ft) = 0.00 kft + 11.27 kft = 11.27 kft T = (9.45kft - 11.27kft) / 16.5 ft = 0.00 k +; O OOk= = 0.00 k No hd req'd Line 2 P = 4.56 k LTOTAL 27 3 ft w v = 4.56 k / 27.3 ft = 167 plf Type A Wall h =09.4'ft , LWORST =1r2 3wfE MoT = 167 plf * 9.0 ft * 12.3 ft = 18.46 kft MR = (15 psf * :10 0 ft + 12 psf * 9.0 ft) * (12.3ft)2 / 2 * 0.6 = 11.61 kft +' '?:0;116 .;,. * :r 0 0 ft3) + (OIb ; * 0 0=ft>) = 0.00 kft + 11.61 kft = 11.61 kft T = (18.46kft - 11.61 kft) / 12.3 ft = 0.56 k + 0.00,k4 == 0.56 k No hd req'd Line 3 P = 1'82 kl LTOTAL 18 5 ft $Y v = 1.82 k / 18.5 ft = 99 plf Type A Wall h ' LWORST ftry t LWORST 4 3 ft ' ' MOT = 99 plf * 9.0 ft * 4.3 ft = 3.77 kft MR = (15 psf * 20ft ;+ 12 psf * 9.0 ft) * (4.3ft)2 / 2 * 0.6 = 0.75 kft + ',(O Ib£ * ',0 0#ft. ft?)1-== 0.00 kft + 0.75 kft = 0.75 kft T = (3.77kft - 0.75kft) / 4.3 ft = 0.71 k + 0.00 kF y = 0.71 k No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P = 667k`� ,= LTOTAL 1•2 5 ftn`, v = 6.67 k / 12.5 ft = 534 plf Type C Wall h =Mr,rfaktti LWORST =4=0 fraMOT = 534 plf * 9.0 ft * 4.0 ft = 19.21 kft MR = (15 psf * r5 O,ft° + 12 psf * 9.0 ft) * (4 0ft)2 / 2 * 0.6 = 0.88 kft + (O Ib * b0 0ft)z` + (500Ib LL" * ,. 4_0 ft�} = 2.00 kft + 0.88 kft = 2.88 kft T = (19.21 kft - 2.88kft) / 4.0 ft = 4.08 k = 4.08 k Use type 2 hd h = 54.-VLWORST =P;110-01fi;) MOT = 534 plf * 5.3 ft * 1.5 ft = 4.20 kft MR = (15 psf * '10 0 ft''a'+ 12 psf * 5 3 ft) * (1 5ft}2 / 2 * 0.6 = 0.14 kft +Y: {0Ib 3, *, O0.ft) + _�(Olb * 40Oft) = 0.00kft + 0.14kft = 0.14kft T = (4.20kft - 0.14kft) / 1.5 ft = 2.71 k + 0.00 ks = 2.71 k Use type 1 hd See FTAO Calc Line B.1/B.2 P ='4.61 k LTOTAL 48 0 ft v = 4.61 k / 48.0 ft = 96 plf Type A Wall h = 90ft LWORST = 190f# MOT = 96 plf * 9.0 ft * 19.0 ft = 16.43 kft MR = (15 psf * 5 0 ft + 12 psf * 9.0 ft) * (19.0ft)2 / 2 * 0.6 = 19.82 kft + (0 Ib ;; * 0 0 t) + (.0 lb * ;:0;0 ft) ; = 0.00 kft + 19.82 kft = 19.82 kft T = (16.43kft - 19.82kft)_ / 19.0 ft = 0.00 k + =0.00 k''`= 0.00 k No hd req'd Line C P =°6 94*r, `` LTOTAL =v 8 8 ft r`x� v = 6.94 k / 8.8 ft = 793 plf Type D Wall h = 9 0'ft' LwoRST = 3 5 ft N MOT = 793 plf * 9.0 ft * 3.5 ft = 24.99 kft MR = (15 psf * 10 0 f#' + 12 psf * 9.0 ft) * (3.5ft)2 / 2 * 0.6 = 0.95 kft + (0Ib * ` 00ft} „+ {0Ib * 0.0 ft) = 0.00 kft + 0.95 kft = 0.95 kft T = (24.99kft - 0.95kft) / 3.5 ft = 6.87 k + 0'002k - = 6.87 k Use type 4 hd Line D P = 0.8:1'k LTOTAL = 0,fty v = 0.81 k I 7.0 ft = 116 plf Type A Wall See FTAO Calc No hd req'd Line 1 P =e4�86�k LTOTAL 9 0;it ,:s v = 4.86 k / 49.0 ft = 99 plf Type A Wall h = 9 0 ft LWORST = 22 3 ft+ f' MOT = 99 plf * 9.0 ft * 22.3 ft = 19.84 kft MR = (15 psf * 2 0 ft` + 12 psf * 9.0 ft) * (22.3ft)2 / 2 * 0.6 = 20.50 kft + °{0 Ib * " 0 0,"ft), + (,0'Ib ' * 0;0:ft) ', = 0.00 kft + 20.50 kft = 20.50 kft T = (19.84kft - 20.50kft) / 22.3 ft = 0.00 k = 0.00 k No hd req'd Line 2 P =x8 09 k k LTOTAL = 23 8 ff v = 8.09 k / 23.8 ft = 341 plf Type B Wall h = 9.0 ft LWORST = 5gft ' MOT = 341 plf * 9.0 ft * 4.5 ft = 13.80 kft MR = (15 psf * 2 0 ft, + 12 psf * 9.0 ft) * (4.5ft)2 / 2 * 0.6 = 0.84 kft * %00ft) + ,k'(0lb * 00ft) = 0.00 kft + 0.84 kft = 0.84 kft T = (13.80kft - 0.84kft) / 4.5 ft = 2.88 k + 0:`00 k = = 2.88 k Use type 1 hd Line 3 P = 3 24 k'y°`` LTOTAL ;41 0 ff v = 3.24 k / 41.0 ft = 79 plf Type A Wall h = 90ftr LWORST 43ftm M MOT = 79 plf * 9.0 ft * 4.3 ft = 3.02 kft MR = (15 psf * :2 0 ft + 12 psf * 9.0 ft) * (4.3ft)2 / 2 * 0.6 = 0.75 kft = 0.00 kft + 0.75 kft = 0.75 kft T = (3.02kft - 0.75kft) I 4.3 ft = 0.53 k + 0.00 k >= 0.53 k No hd req'd Force Transfer Around O enin PW ENGINEERING INC. • p 9tFTA®) �. Diekmann Technique @ Upper Floor Line A L1 =;88ft L0= 3Oft`.'1.1:::,1',:;;:'E2 53ft° ff V 2.32.k' vA '113 p1f up,= 246 p9f vF 1.13 plfi h =•Fi1 O ft u . . 4- F1 = 0.46 k F2 = 0.28 k v ":;.'',1;61,6''.01T-.' ' if T 5 h =>4 0 ftp' '. . gp o �e � �;r�Tr�1� Fi = 0.46k F2 = 0.28 k hL= 40£ft Y '` 246 If vr1:1`3 Ifv = 113: If H = 1.23k H = 1.23k H= ( 2.32k * 9.0ft ) / 17.0ft= 1.23 k H:W Ratios 4.Oft : 8.8 ft = 0.5 : 1 v,, = 2.32 k/ 14.0 ft= 166 plf 4.0 ft : 5.3 ft = 0.8 : 1 v„= 1.23 k/ 5.0 ft= 246 plf Use: Type A Wall F = 246 plf* 3.00 ft= 0.74 k F1 = ( 0.74k* 8.8ft )/ 14.Oft= 0.46k F2 = ( 0.74k* 5.3 ft )/ 14.0 ft= 0.28 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements f* 90 ft) *f'F �2 ft+ , 2ps , .MR [( 15ps (17.0 ft)^2 * 0.6/2 ] , ,+.( O0ft. *5001b) = 11.96 kft T= 1.23 kft- ( 11.96 kft / 17.0 ft) = 0.53 k ...: 7:,...0':;.60-k#7,-;.,z0.53 k1 No hd req'd / Force Transfer7 Around Opening FTA® RPWU ENGINEERING INC. Diekmann Technique @ Upper Floor Line C —� L� = 85ft L0= 6.0ft L2 45ft . V= 2:16_k VA= 48 plf • Vp.' -:',' '-':' . ; .. , .:::-I.'. =256 plf VF` 48.plf hu =°'1':1,'.:9-,ft.,-,,:-,,-,-- ,, ',-:1!: 4— F- Y F1 = 1.00k F2= 0.53 k VB= 166 plf VG- 166 plf ha=-5,0-.ft--- F1 = 1.00 k F2 = 0.53 k .:. ' :.,:,'.,_ '.T::.---.:.,'-::::-'''''.-_:_:.'••'' ' h_=,3.. V. ._.....:..':..,.,'.:,_C 48 plf ''.'.'' '-'---..''.:: : 4. .., :-'-., VE 286131t ',-..,..,- --,,;,.....--.-' :---:,:,-..,, , 4=44-PK I __- ' J. H = 1.02k H = 1.02k H= ( 2.16k * 9.0ft ) / 19.0ft= 1.02k H:WRatios 5.0 ft : 8.5ft = 0.6 : 1 v,, = 2.16k/ 13.Oft= 166p1f 5.0ft : 4.5ft = 1.1 : 1 v„ = 1.02 k/ 4.0 ft= 256 plf Use: Type A Wall F= 256 Of* 6.00 ft= 1.53 k F� = ( 1.53k* 8.5ft ) / 13.Oft= 1.00k F2= ( 1.53 k * 4.5 ft)/ 13.0 ft= 0.53 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements NIR= [( 15psf* 2 ft+ 12psf* 9.0 ft) (19.0ft)^2 * 0.6/2 ] +` O0ft *500Ib) = 14.95kft T= 1.02kft- ( 14.95kft / 19.0ft) = 0.24k +000k 1 No hd0.24reqk°d Force Transfer Around ® enin FTA® PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line A L1 = 2 5 fit { La :65 ft; ,� '1f L2 �25�,ftr :� V 267 k' v�`f vA 371 plf vp' -':'6.9'7';'plf YF. 7371 plf hu =X1.0 ft i t if HI F� = 2.26k F2= 2.26 k . VB;= 534'.plf v 534 plf fi ho= 6 0 ft F s,^ • F� = 2.26k F2= 2.26 k ti hL= 20ft I+, -371 If' ,` n � J. T H = 2.09k H = 2.09k H= ( 2.67k * 9.0ft ) / 11.5ft= 2.09k H:W Ratios 6.0ft : 2.5ft = 2.4 : 1 vh = 2.67k/ 5.0ft= 534plf 6.0 ft : 2.5 ft = 2.4 : 1 v„= 2.09 k/ 3.0 ft = 697 plf Use: Type C Wall F= 697 plf* 6.50 ft= 4.53 ki F� = ( 4.53k* 2.5ft )/ 5.0ft= 2.26k F2 = (4.53k * 2,5ft ) / 5. Use:2.26k Use: (3) Bays BLFCG T+C Couple after Dead Load is applied for holdown requirements MR [( 15psf* 2 ft+. 12psfµ* 9^0 ft) * (11.5 ft)^2 * 0.6/2 ], ,, +.(0.0_ft *5001b) = 5.48 kft T= 2.09 kft- ( 5.48 kft / 11.5 ft) = 1.61 k _+O.O �k '�' 1.61 kl Use: Type 1 HO (force `Transfer Around OpeningSTA® 7PWU � ENGINEERING INC. Diekmann Technique @ Main Floor Line D ) L.i _-3 5 ft Lo 9�. L2 5_::,:i-t'..:::':!....:"1:1',!1.,'''::'-':::1'.'''l ft 3. . V= 0.81 k vA 84.plf VD: 147'P" 147 pvF ;.84. 84 plf hu _,'l`.0 t - F1 = 0.70 k F2 = 0.70 k v6 1'16'pif v 1'16 plf ho=',6;9'-'.1.1', . . F1 = 0.70 k F2= 0.70 k -* n hL _:20ft _,_.::::',:-.-_,(6.i..7, 84 plf .v 147 plf vH 8.4 plf:, I H = 0.44k H = 0.44k H= ( 0.81 k * 9.0ft ) / 16.5ft= I 0.44 k H:W Ratios 6.Oft : 3.5 ft = 1.7 : 1 Vh = 0.81 k/ 7.Oft = 116 plf 6.0ft : 3.5 ft = 1.7 : 1 v„= 0.44 k/ 3.0 ft= 147 plf Use: Type A Wall F = 147 plf* 9.50 ft= 1.40 k Fi = ( 1.40k * 3.5ft )/ 7.Oft= 0.70k F2= ( 1.40 k* 3.5 ft ) / 7.O ft= 0.70 k Use: (1) Rays DLKG T+C Couple after Dead Load is applied for holdown requirements MR [( 15psf*: 2xft+ 12psf*. 9:0 ft) * (16.5 ft)A2 0.612 1 +:(0 0 ft *5001b) = 11.27 kft T= 0.44 kft- ( 11.27 kft / 16.5 ft} = 0.00 k +000k= 0.00 kI No hd req'd O •e a e 0 ,6,_ 26'-8° • - — — — — — - - 'I ' o(2) II edb 4 F.. 92 E2,7771 i _ t i di 8.z.? CI ur r 1 i„ eENTIRE WALL ELEV OF h_277: u I _ TO BE SNEATi�D NENTIRE WAU. df W LEE C822 COIL STRAP ACR086 ENTIRE LENGTH 'E8 TO BE BNEATNED - - - \ % c0 OF SFEARIU4LL PER DET lL L UBE 0822 GOIL BTRAPf\n AGR088 ENTIRE LENGTH � I� ll / 10/89 FOR FTAO I'�TNOD CF SNEARILL4LL PER PET \ 1 al- j \ ' IV83 FOR FTAO METHOD L— a n 9:2 / , , ii{El 0 87 ___- $Z ap ENTIRE WALL ELEV O i TO BE SI-EATNED LEE 0822 COIL WRAP' ALL ELEV 2 \ j , _L i ` ACROBB ENTIRE LENGTH -BATHED I -yr. }4'-11. OF 6FIEARW4L L PER DET ?COIL STRAP I 12'-4. 1 f 10/83 FOR FTAO METHOD ENTIRE LENGTH '( �'�//It .._.°RWALL PER DET9 !FTAO METHOD \ e 9 :11 .0 _, L i /. ../ \ KI / \1*----=- ENTIRE WALL ELEV r USE ACROSS�ZE2 COMTO BE B L TRAP 1/1 GI' NEATHEDa� \\ \ \ \ L E t OF eNEARu1dLI.PER DET �� ®1 o �d LP FROM 10/83 FOR FTAO METHOD I' N •\. =R TO I I ____, r- 1 9 11" ENTER © - t ,CF BM. 4-3' 1,4'-3' I, e e UPPER FLOOR LATERAL PLAN E 4p.1'-O° Q a S.1 .2 a e e0 46,_9" 44'_4" / / t 'I/ aI' 4 ... �/ tzt, 1 FOUR STEM WALL UP G81M SO WALL HEIGHT BETWEEN TOP OF STEM �fl . • WALL AND BOTTOM OF • . HEADER 18 8'-3"MAX SIM \ ADP L8TA44 STRAP FROM ROOF PER DETAIL 1V81 BM BT OTHER TO FLOOR-JST N • O-. -.'- LINE BEAM-,CENTER STRAP •EMIRS ma ABOUT END OF BNL IF JST'DOES TO BE.81- NOT LINE UP ADD 2'-O"MM FULL USE 0921 COIL e C L O _Ii - DEPTH 2x TO STRAP TO AND STI / gg 11 HEADER IT OFF WITH A BLOOK OF L F • 2�/ S3 6I7 4 �' IN-BETWEEN TI4 J8T BAY. I1/83 FOR FTAO i� , 4. 4 . Itis M8T3T$TRAP i^ ❑ ❑ / . . -19'-4" . . 11 • PBL JEST TO '-'-• V Ilk -- NOOSE TOP.PL . . . ._ UP r, ' �� J. ENTIREUAALL ELEv / $ ADD DBL JOIST IN LME TO BE SHEATHED 2 O' :- '• uU SHEARtWLL ABOVE m ! UASE C622 ENTIRE LENGTH C .( 0":0*, �� I /� ._---AL, OF-8HEA9®1 ALL PER DET �� - �� IV83 FOR FTAO METHOD Ili i {moi----- ----W,b ENTIRE W4LL ELEV TO BE SHEATHED �/ r i W USE 0814 COIL STRAP �`� 1 a 1 . ACROSS ENTIRE LENGTH i �- - I. . OF 9HEARWALL PER DET -i/-�. • . II/S3 FOR FTAO METHOD \ Al ... r' • • • --- t -.-- =:. -NW' /i.~. - t ADD LSTA24 STRAP FROM 6'-9" 15.'-4" e ROOF BM BY OTHER TO HOUSE TOP P. CENTER 4.-3°t 1 4'-3" 010 9 \j/(rte�J STRAP ABOUT END OF BM. 9 9 MAIN FLOOR LATERAL PLAN vo.r.0" -.1 1 ro DovvN sch : Du : 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 5=w=25503610, Sw==25503610, 1/611 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB%X24 =5730, W-66 O, 1/6" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 Sw266705 Sw-66 5' 1/6" S= = , y8„ 4 HDUB-SDS2.5 (3)2x 7870 5665 8"iMSSTB28INSTEMWAL(NOTE6.)L8" MINSSTB34STEMWAL(NOTE6.)Lw=76156395, 5w87107315 1 PAB8-36 10" min PAB8-36 10" min S=16435, S=16435 8 HDU11 -SDS2.5 (1 )6x 9535 6865 embed into bottom embed into bottom w=1708w=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 16ii 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. Y V I [ (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" 2" 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" a/c (m) 1 6d @ 22" o/c A35 @ 15" o/c 395 553 C " 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 @" 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" a/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"a/c (m) 16d @ 2" a/c (2)rows staggered HGA1OKT @ 8" o/c 1010 1414 H 6" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12, 2"Dia. A.B. @ 5z" a/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"x14" 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. . `....'4 rl vi/y d I 2 W 1 — W° —' 3 `v+ Y JUN 7 2017 '613.3 11"--7-- ---- PWU ENGINEERING INC. CITY OF TIGA D Ph: (503) 810-83.09 BUILDING DIVISION Email: pwuengineering@comcast.net Lateral Structural Analysis Calculations Only: Job #: MC17142 Date: 6/05/17 Client: Mark Stewart Design Project: Lot 14 Greensward, Tigard, OR Pao pp � 1 4 71 �' �z„: II\ 9GOi 6231/4 /1/LIP 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(including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for Lot 14 Greensward 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 =30' approximately. KA FRS1 Direction E�d Zones 44110 C 400°' 114 le-41NFRS Direction End Zones Note: End zone may occur at any corner of the building. a = .10*50' =5.0' or for h =30' a = .4(h) = .4(30') =12.0' 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: Dl seismic design category per O.R.S.C. Sips= .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'141-GreerisVvard, Direction Front to Back 3s Gust. Roof Least Speed Exp. Angle A L(ft) hAVG(ft) 95mph B 36.9 1.00 50 0 30 0 9.121 -- rviAFRs a = 5.0 ft ' A 16.1 psf ora = . 12.0ft B 11.1 psf Check 10psf min and'a > 2.0 ft - Direction C 12.9 psf load across all and a> 3.0 ft End Zones D 8.9 psf zones. Ncrte:ildi„.End zone may occur at any corner of the 2a 10.0 ft bu WR L(ft) 100 200 110vai3100 hA(ft) he (ft) he (ft) hip(ft) 7EI:giVrA5 W(plf) 0.0 169.1 188.0 164.0 205.1 0.0 0.0 0.0 0.0 0.0 300.0 - WR AVG 182.5 plf 200.0 10psf min load: 153.2 plf -rwill14:1:43TV.417;-4,WI'of,AINC.orgErka-wow,,IlicA;'-'005011,111 100.0 Governing value: 182.5 plf 0.0 -, W2 L(ft) hA(ft) 100 100 h B (ft) hc (ft) gigikvat hp(ft) ;56.01E.,:t1 W(plf) 0.0 161.0 128.5 128.5 161.0 0.0 0.0 0.0 0.0 0.0 200.0 - W2 AVG 141.2 plf '*'7)Vaff:415:t• 10psf min load: .100.0 plf 1°00 4'1 I Governing value: 141.2 plf , - Ai. Wi 1-(ft) inER31111,,,;:po . hA(ft);VOZ!':41iiii:Z. 1E11,1NO:22 h B(ft) hc (ft) 'ig:0111.1111 :1•11§211111111"1:111711.11111 Me11,11;114-10n h D(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 ;110111114111 la g Ir4111111 i I k D . . IA 11A111 IHI hl hilk e.41 — — ..' 4 gh AMU EMI lIllIl ami.da hi. i -1 iiirw.e,m.!.••• Num , , .......... . Pilaf"1111011F Elltl iiji .....________ . _ . ............ - - 111111111 11111.1[LiSal111 ,___ 1 ;NMI IN! 1 1,_ 1 '1'10'6'1'veil ni gm" .., _ _, mill. i,. 111w.. 1 txo CLR CEDA14 11 wIresil311111111•11fimill .....• 11116. L... ilm.,.., -\,i AT 84-UTTERS errr) 11111111g'' i'llg! iniol..imitill Mei= OA/11S N1141ke,1(1\1' .....,... AO 7F..,„,„,..•lij, kalliffallilill ......".1.1111711114.111114 ih. inii.W.4(4.m-dgit-bSta\ - . — ' — illt wie-czkgmzeiiiii14,-,-.-.Lopra...7-r-,,...._olos....,-tier- niii si-...ir-smis..0411,.,•-.111.4.sar'"! - immorgrosim--tata:'• 14-•,-"Ammi-okt•umbiiii.ls.."--..-ammiAmitoi,011:24-ankfamoki•-mini.,,Ikataistur-m. - M -I trAxtfitlemi----.sass I..Rat 1 sulliniir"e'-'1...."110"Wsitiou*Inliti--'''Z'-- 111.1r.", 1:1..-...mraria,:.,.-iirj.Vi 6 MI' 1 4.! i rirtili, 111141.1-1--- 1111111111 ' 1 '' -: , -----WKS --•'" c ', I 1 ,--..., . at gm-H ...,, ...II ..,..,„. .... r.,dtilh.7Mi VA":1w,ii lwAl i- ..,4 ll-41.11111111111111 RIPLi tni ii!IFIR ikit. - al Iiii0V1110:04111 UM- 1 i Im' .0111 PP !I'm 1' iot . II-.-,.. MIMI 1111 b• IR.MIM....i!W., 2 NM ill .61 ji 11 I 111111041 I: ,' 1111 I EI. 1 &I '' . I, Mili I.7.1grf i ill!.Eno'Ow,,,r_., , -..... .......___..„,,, -.,, 1 Eli ....., 6, . EIJI 1111 mi l' 1 siu., I i Fir,i 01011••_--•_i 01,1 1.-.math.. —156.'4 0111MEMP , ._,,_ -SM.!tit' !Illitri%Vmagimitilr., _ (1111111111k011111 I 1 iiiii i 'L'ii: !lib "11,211- Mille.1 .."-"11".•0 igili-1110"."."2":6 iit41-1110*--tral 1.41..-"""1"1"1111..":741.4 ' • :'-- - -iir----- '-'"" -- 1— IiiIIIIIY" ---111.1.. CULTURED STONE We PRE-CA8T WATER TAME 1 . . . I . I . .. . Wind per ASCE 7 PWU 'ENGINEERING INC. Project Lot 14 Greensward Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAvG(ft) 95mph B 36.9 1.00 50.0 30.0 M✓VERS a = 5.0 ft Direction A 16.1 psf' ora 12.0 ft B 11.1 psf Check 10psf min and a> 2.0 ft A� Direction C 12.9 psf load across all and a> 3.0 ft End Zones D 8.9 psf zones. 2a 10.0 ft Note:End zone may occur at any corner et the building. WR L(ft) hA(ft) a.. I hB (ft) .. he (ft) hp(ft) W(plf) 0.0 0.0 205.1 164.0 205.1 0.0 0.0 0.0 0.0 0.0 300.0 - WR AVG 178.4 plf 200.0 10psf min load: 165.0 plf r � 100.0 ��� ; O.0 1 N P Governing value: 178.4 plf W2 L (ft) hA(ft) � i t B(ft) �Y he (ft) hp(ft) W(plf) 0.0 127.7 146.4 128.5 161.0 0.0 0.0 0.0 0.0 0.0 200.0 - W2 AVG 135.7 plf 10psf min load: 99.1 plf 100 0 � � i��� 4H ����'�rdG Governing value: 135.7 plf '17 .';,`'`.1.', O.O W1 L(ft) hA(ft) d1 Ff a t s � a ` '� - � I �� *r�st'a4�' � j baa y ^ r,^M., rP q h B (ft) IY « I'`.I ,. *" _.. r N�!1','I^I _.� .Il f_.:... r.,kF, , r lya 9; a,c. ,.,.,5t:;�f�la.Jy,._ <N c< s d%�.'�J6.4i'.�ht d+ L fiw,1,. s he (ft) � _ . r1W S,,. F, .x hp(ft) �' } < rw .1 >�-,. t r t •r7 U f e'< - I .:v. .�>�-,,,>iR. 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! I 0.0 -I PWU Engineering Inc.02014,Software V0.10,7105116 SCALE: I/4"•ILO' 12 \-- 9:19 1) , \\N i \I . ,. --.6. Il1 ..„,,,..„.„1/4 __ ihkk___ _ _ ___ ___,....\ 1 t ----1 , it__ _, I 111Mdt... . I _j _j -\\ A - 01\ 4.12 IWNWI.NI ----C, NP . �r •` -_ I was, �. 'l:.Ziii, r t2 11 91 k 9:11 t ... 9:12 - a - — r ]...______...._.......___,____i________„._. _I - - 6,"LAP 511:7It �� �i 1 FI _ L______[_____._i 12 i 12 1— — `. 1x14 TRIM BANp • �"�a -- r----71, '=- -'.�ra. I 1 - FRONT ELEVATION SCALE: 1/4 .0" 1.4C -1E SG MAIN FLOC UPPER FL, TOTAL 15 9:L2 9:12 12 01 l2 e T- A ki i11,iiiii __.. _...,___,_________ ..._ _. _. ill ill, mini : ______. _.....„ -,---, 1.... ,___. .110 ....._ mi I _ II ill 1- 1 1 9:12 ill Mil 111111111 1 ..k 9.I2 aMIA'k 1.11•0..-'ft I.k., I - 412 ttin,.;131%1 I. 11111=141 Ego.4 ; AlleeElliEllIMIloriM=0111fr • not la tat hs,..a_ ' - • Z . ----— - i •-air..._!. imm..... Iwo.. I . — I II ill .1".1-A911434 '-Aliat.:11 alati4111111111 1,11/11/1 t..--216". C I II ;mom Atera.::= 0.9•1 im••I l'Em IF-warn -meg ,-Iiiam mum* ,lima ••••I wee: .._ . I limMilr ----, ..."--' ...a— mili - +=we., 11111•11N1111 INN MIMEO MillEN— Olt:J....a " tirtilar.imam I t rimmosiram...., I- tilii.‘ii Wei man r-7 1 III airili Mil0A1 `484510111111 lit I 1.1111ELINSZie 4,4,14-- itilesfilini I H11111111.1.1.1P*. — mallillinilli -,,Lobil 11111104 Ohm—,Imxt17 —MMINI -111-11M- 11-11. alip an... _ im91: 1410116 L41111111111mingui atoweisuieimi NA el. ..-N.-.....,....-ow,-..._;*---0.e......, ava....i.•Wilt ;107.1116W,....'' •'- ..'.Nile 1 Mt -4 Vet!! 0-- 'AMP'III 111111 ._ • Seismic & Governing Values -,,pWUENGINEERING INC. Project Lot 14 Greensward 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 le k 0.76 1:x.00 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) * 57xy0 ft 48:;-Oft, 68.40 k 9'00 ft W2= (15+5+3+4) * 69'0 ft , ....' 5.,¢ . 48`Oft...` ` ' 89.42 k 9 00 ft W� _ (15+5+3+4) * 'i k ky sAsaz` 0.00 k Total W: 157.82 k Total V: 13.18 k Vertical Distribution of Seismic Forces Fx= Cv*V Cy,= (W,h,k)/(1W;hik) W, hxk Wx*hXk Wx*hXk EWihik Cvx WR*hRk= 68.40 k 18.00 1231.2 CvR= 1231.2 2036.0 0.605 W2*h2k= 89.42 k 9.00 804.8 Cv2= 804.8 2036.0 0.395 W,*h1k= 0.00 k 0.00 0.0 Co = 0.0 2036.0 0.000 EWihik= 2036.0 Check Seismic Front to Back vs Wind Seismic Wind FR= 166.1 Of+ 0.0 plf= 166.1 plf < 182.5 plf Wind.Governs F2= 108.5 plf+ 166.1 plf= 274.6 plf < 323.7 plf Wind Governs F� _ #DIV/0! 274.6 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic. Wind FR= 139.8 plf+ 0.0 plf=r 139.8 plf < 178.4 plf Wind Governs F2= 75.5 plf+ 139.8 plf=; 215.3 plf < 314.1 plf Wind'Governs F1 = #DIV/0! 215.3 plf.= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section12.3.4.2. PVW Engineering Inc.©2014,Software v0.10,7/05/16 Line Loads PM! ENGINEERING INC. Project Lot 14 Greensward High Roof Diaphragm -Upper Floor Walls Line A P = 4 91 k LTOTAL =;29 5 ft v = 4.91 k / 29.5 ft = 166 plf Type A Wall h = 9 0 ft LwoRST =;11 0 ft MOT = 166 plf * 9.0 ft * 11.0 ft = 16.47 kft MR = (15 psf * 42 Oft + 12 ) psf * 9.0 ft) * (11 0ft 2 / 2 * 0.6 = 5.01 kft = 5.50 kft + 5.01 kft = 10.51 kft T = (16.47kft - 10.51 kft) / 11.0 ft = 0.54 k + 0'00k.` = 0.54 k No hd req'd See FTAO Calc Line C P = 4 9;1£k ' " LTOTAL = 29'5;ft i` v = 4.91 k / 29.5 ft = 166 plf Type A Wall See FTAO Calc No hd req'd Line 1 P = 2 74"k F LTOTAL 4Y;():;110 v = 2.74 k / 43.0 ft = 64 plf Type A Wall h ='9 0Fft _: LWORST jAPI§,ItEi MOT = 64 plf * 9.0 ft * 16.5 ft = 9.45 kft MR = (15psf *7 ;2Qft + 12psf * 9.0 ft) * (16.5ft)2 / 2 * 0.6 = 11.27 kft y YY' + (0lb * 004ft) + 1�(0lb * 00ftp) .= 0.00 kft + 11.27 kft = 11.27 kft T = (9.45kft - 11.27kft) / 16.5 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 2 P = 450;Cd, LTOTAL s27 3fit' v = 4.56 k / 27.3 ft = 167 plf Type A Wall h =[KC= LwoRST =`12 aft MOT = 167 plf * 9.0 ft * 12.3 ft = 18.46 kft MR = (15 psf * 1a o'ftr + 12 psf * 9.0 ft) * (12.3ft)2 / 2 * 0.6 = 11.61 kft +Y,:{;Q„lb .r= * .�00 ft),`° = 0.00 kft + 11.61 kft = 11.61 kft T = (18.46kft - 11.61kft) / 12.3 ft = 0.56k + fi OOOk ;; = 0.56k No hd req'd Line 3 P = 82 k LTOTAL = 18 5 ft v = 1.82 k / 18.5 ft = 99 plf Type A Wall h =490 Oft LWORST =�4 3,ft 1, MOT = 99 plf * 9.0 ft * 4.3 ft = 3.77 kft MR = (15 psf * psf 20ft'' * 9.0 * (4.3ft)2 / 2 * 0.6 = 0.75 kft � :.+ 12ft) +r {0 Ib * 0 0<;ft):,'+ k.,,.{x0 Ib * �>d 00ft{f) = 0.00 kft + 0.75 kft = 0.75 kft T = (3.77kft - 0.75kft) / 4.3 ft = 0.71 k + 0 00 k = = 0.71 k No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P = 6 67 k¢ LTOTAL = 12.5kft v = 6.67 k / 12.5 ft = 534 plf Type C Wall . '` 4.1:010•11 534 9.0 ft 4.0 ft = 19.21 kft h = 9 O�wft�.�b�,;�;, LwoRST MOT = plf * * MR = (15 psf *; 5 0'ft , + 12 psf * 9.0 ft) * (4.0ft)2 / 2 * 0.6 = 0.88 kft +rg(0 Ib-=ti , * s 0 0;fO,x.+ (500 Ib , * 4t O ft) Y = 2.00 kft + 0.88 kft = 2.88 kft T = (19.21kft - 2.88kft) / 4.0 ft = 4.08 k = 4.08 k Use type 2 hd h =;5 3 sft ; r' LWORST µ4 MOT = 534 plf * 5.3 ft * 1.5 ft = 4.20 kft MR = (15 psf * 10 0 ft{ + 12 psf * 5.3 ft) * (1.5ft)2 / 2 * 0.6 = 0.14 kft *' 00 ftA) : = 0.00 kft + 0.14 kft = 0.14 kft T = (4.20kft - 0.14kft) / 1.5 ft = 2.71 k + a0"00"k -,, = 2.71 k Use type 1 hd See FTAO Calc Line B.1/B.2 P = 4.61 k " LTOTAL = 48.0 ft v = 4.61 k / 48.0 ft = 96 plf Type A Wall h = 9.0 ft LWORST = 19.0 ft MOT = 96 plf * 9.0 ft * 19.0 ft = 16.43 kft MR = (15 psf *` 5.0 ft + 12 psf * 9.0 ft) * (19.0ft)2 / 2 * 0.6 = 19.82 kft + (0 lb; * 0.0 ft) + (`0 Ib "i * O O ft;) :`= 0.00 kft + 19.82 kft = 19.82 kft T = (16.43kft - 19.82kft) / 19.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line C. LTOTAL = 8 8 ft v = 6.94 k / 8.8 ft 793 plf T.. P = 69:4k� � ype D Wall h = 9 0:`ft LwoRST = 3 5 ft,< MOT = 793 plf * 9.0 ft * 3.5 ft = 24.99 kft MR = (15 psf * 10 0 ft + 12 psf * 9.0 ft) * (3.5ft)2 / 2 * 0.6 = 0.95 kft + {0 lb t * 0.0 ft) + {_0 Iby; * 0:Qft) '= 0.00 kft + 0.95 kft = 0.95 kft T = (24.99kft - 0.95kft) / 3.5 ft = 6.87 k + 0`:,00 k = 6.87 k Use type 4 hd Line D P =k)814k}0Y; LTOTAL = 7 0 ft v = 0.81 k / 7.0 ft = 116 plf Type A Wall See FTAO Calc No hd req'd Line 1 P =44 86 k :; LTOTAL =.49 0 fff v = 4.86 k / 49.0 ft = 99 plf Type A Wall h = 9 O ft ;' LWORST = 22 3 ft. MOT = 99 plf * 9.0 ft * 22.3 ft = 19.84 kft MR = (15 psf * 2 0 ft + 12 psf * 9.0 ft) * (22.3ft)2 / 2 * 0.6 = 20.50 kft + (Q.Ib. * ;,0.0 if) ;+ {0=Ib,' * '0.4 ft) = 0.00 kft + 20.50 kft = 20.50 kft T = (19.84kft - 20.50kft) / 22.3 ft = 0.00 k + 0!00 k = 0.00 k No hd req'd Line 2 P = 8 Q9 k LTOTAL = 23 8 ft v = 8.09 k / 23.8 ft = 341 plf Type B Wall h =r9 Oft LWORST :,,4 5 ft,- „ MOT = 341 plf * 9.0 ft * 4.5 ft = 13.80 kft MR = (15 psf * 2 0 ft + 12 psf * 9.0 ft) * (4.5ft)2 / 2 * 0.6 = 0.84 kft + *. 0 0 if) ;,, +`� _(D_Ib� .; O.0 if,) = 0.00 kft + 0.84 kft = 0.84 kft T = (13.80kft - 0.84kft) / 4.5 ft = 2.88 k + 0.00 k = 2.88 k Use type 1 hd Line 3 P = 3 24 k LTOTAL = 41 0.,ft v = 3.24 k / 41.0 ft = 79 plf Type A Wall h = 9.0 ft LWORST 4 3 ft MOT = 79 plf * 9.0 ft * 4.3 ft = 3.02 kft MR = (15 psf * 2 0 ft: + 12 psf * 9.0 ft) * (4.3ft)2 / 2 * 0.6 = 0.75 kft * 4 0 ft) k;' + (Q Ib * O''Qft) ya= 0.00 kft + 0.75 kft = 0.75 kft T = (3.02kft - 0.75kft) / 4.3 ft = 0.53 k + 3 0.00 k = 0.53 kNo hd req'd ePWU ENGINEERING INC. Force Transfer Around opening (FTA®) Diekmann Technique @ Upper Floor Line A L = 88ft; Lo 30f ''_-'..'.,:i:!-,--,.-. L2 53$t hit ,,::4,V,•[; V= 2.32 k A r vA 113;plf Vp F. 246 p,'If :F 1'x plf hu "10ft . . ..}', .1 '.','::.,r-, 4 4--- E 1 I - F1 = 0.46 k F2 = 0.28 k vB_, 166.plf vc 166 plfF ho 14.0 ft _. . 046k F = 0.28k F� = 2- - -> - ,,,„-:,!..,.,:-•,,,,,....-", k.ft T ,I` 1 } ',,,'...,.;11.,...-:1-,;';'''',,',,,,. Y � ftp ;� Nw hi I h l°4 0� v 113;C pIf 'i.-,--1".''-'--v 113 If v 246:plf . H = 1.23k H = 1.23k H= ( 2.32k * 9.0ft ) / 17.0 ft= 1.23 k H:W Ratios 4.Oft : 8.8ft = 0.5 : 1 Vh = 2.32 k/ 14.0 ft= 166 plf 4.0 ft : 5.3 ft = 0.8 : 1 vv= 1.23k/ 5.0 ft= 246 plf Use: Type A Wall F = 246plf* 3.00 ft= 0.74k F1 = ( 0.74k* 8.8ft )/ 14.Oft= 0.46k F2 = ( 0.74 k * 5.3 ft )/ 14.0 ft= 0.28 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR [( 15psf* 2 ft+' 12psf}*r- 9.0 ft) * (17.Oft)^2 * 0.6/2 ] i-(.0O_ft' *500lb) = 11.96kft T= 1.23 kft- ( 11.96 kft / 17.0 ft) = 0.53 k ,y+�0 OOk= 40.53 k) No hd req°d Force `Transfer Around O enln FAO Pwce ENGINEERING INC. Diekmann Technique @Upper Floor Line C Lid= 85ft Lo-- -- - - o 60ft L2 = 40'5 ft V= 2.16k vA= 48 pEf vp= 256 plf VFf 48 pif hu = 1.0 ft a F1 = 1.00k F2 = 0.53k va 166 plf' 166 plf,-; h S 0 ft o= F1 .: = 1.00 k F2= 0.53 k h�= 30f$ v� _;48 plf • VE 256 plf plf`A I H = 1.02k H = 1.02k H= ( 2.16k * 9Oft ) / 19.Oft = 1.02k H:WRatios 5.Oft : 8.5ft = 0.6 : 1 vh = 21..012_ k/ 13.Oft = 166pIf` 5.0 ft : 4.5 ft = 1.1 : 1 Vv= k I 4.0 ft= 256 pif Use: Type A Wall F = 256 plf* 6.00 ft= 1.53 k F� = ( 1.53k * 8.5ft )/ 13.Oft = 1.00k F2= ( 1.53 k * 4.5 ft)/ 13.0 ft= 0.53 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR [( 15psf'� 32�ft+`" 12psf* 9.0 ft) (19.0 ft)^2 * 0.612 ] +( 0;0`ft *500lb) = 14.95 kft T= 1.02 kft- . ft- ( 14.95 kft / 19.O ft) = 0.24 k +r0 00k 0.24 k) Nohdreq'd ----7\ Force Transfer Around O enin FTAO � PWU ENGINEERING INC. Diekmann Technique @Main Floor Line A L� = 25ft Lo= 65ft' L2 2.5ft „;illrt. V=,2.67.,k vA= -371 plf • vp=.697 plf vF 371 plf hu = 1 O,ft F1 = 2.26 k F2 = 2.26 k - If v _ 4p „ 4 If h .0:. v 34 53 .. - 6 ft s _ 5 ; p c p . 0 3 `r. F1 = 2.26 k F2= 2.26 k r , hL=',240 ft p , �= 3.71 plf VE 697 plf - vH 3.,71 plf H = 2.09k H = 2.09k H= ( 2.67 k -, 9.O ft) / 11.5 ft= 2.09 k H:W Ratios 6.0 ft : 2.5ft = 2.4 : 1 v,, = 2.67k/ 5.0 ft = 534 plf 6.0 ft : 2.5 ft = 2.4 : 1 v„= 2.09 k/ 3.0 ft= 697 plf Use: Type C Wall F = 697plf* 6.50ft= 4.53k F1 = (4.53k* 2.5ft )/ 5.Oft= 2.26k F2 = (4.53 k * 2.5 ft )/ 5.0 ft= 2.26 k Use: (3) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR I( l 5psf* . _ ;2*ft+_ "" 12psf'* 9.0 ft ) * (11.5 ft)^2 * 0.6/2J +'( 00ft- *500lb) = 5.48 kft T= 2.09 kft- ( 5.48 kft / 11.5 ft) = 1.61 k +0 OOk� 1.61 k) Use: Type 1 HD Force Transfer Around Opening �enin FTA PI�orU ENGINEERING INC. Diekmann Technique @ Main Floor Lone D L1 = 35;ft Lo= 9.5ft-! :. L2 3.5ftY.. V= 0.81 k vA= 84 plf 'VD= 147 plf _ vF 84 pif ',:: hu=_10 ft. 4- F, = 0.70kF2 = 0.70k vB=:116:plf v1'I°6 plf ho= 6 0 f F1 = 0.70 k F2= 0.70 k x hi_= 2 Oft vc='-84 plf vE= 147 plf vH 84 plf-, J. H = 0.44k H = 0.44k H= ( 0.81 k * 9.0ft) / 16.5ft = 0.44 k H:W Ratios 6.Oft : 3.5ft = 1.7 : 1 vh = 0.81 k/ 7.Oft= 116 plf 6.0 ft : 3.5 ft = 1.7 : 1 v„= 0.44 k/ 3.0 ft= 147 plf Use: Type A Wall F = 147 plf* 9.50 ft= 1.40 k F1 = ( 1.40k * 3.5ft )/ 7.Oft= 0.70k F2 = ( 1.40 k* 3.5 ft )/ 7.0 ft= 0.70 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR [( 15psf* _ 2ft+} 12psf , 9.0:ft) * (16.5 ft)^2 * 0.6/2 ]• +k;(i0 Oft` *5001b) = 11.27 kft T= 0.44 kft- ( 11.27 kft / 16.5 ft) = 0.00 k +0)'01-0k= I 0.00 kI No hd req'd o • e o 26'-8° 16'- 04° q4i 1 'I %1II A 0 U j , F a / eA og '/ ink og e l_ 1 / ENTIRE WALL ELEv OF "7----1' � ,I TO I3E SHEATHED M �t1 W useAC c822OSS. NTIL STRAP ENTIRE WALL ELEY ---------------- -- ---ves TO BE SHEATHED w j n --1 n k ACROSS.ENTIRE LENGTH ILL UBE 0822 COIL STRAP n II II OF SFARIiL4LL PER DET ACRO88 ENTIRE LENGTH _'t 1 V 10/89 FOR FTAO METHOD OF SHEARWALL PER DET \ v4 \ / \�/ 1V83 FOR FTAO METHOD A old F. ® 8 ® m o P 2 USE 0822 COIL STRAP BALL ELEv A 1 \ � �/ � t� / � � ACROSS ENTIRE L�JGTH I Cf ENEARWALL PER DET 4EATHED O -�Z_4" V -11p ri �3 METHOD ?Goll_STRAP / ENTIRE LENGTH dl A J r / ��W t RWALL PER FTA°METHODT e \_L;14 �" / e e O X . _1 ., ENTIRE wALL ELEv ' TO BE SHEATHED LO j , ,, \ 4 !WRAPUSE C822 COI !WRAPACR088 ENTIRE LENGTHV \ \ LE( OF BHEARLLWLL PER DET kr.FROM 10/83 FOR FTAO METHOD _ - 1, 9.-11" - ��, =NTO a P r-171 _ :ENTER 9 8 9 UPPER FLOOR LATERAL PLAN F 146.=1,-0. o e 0 e 2 A C.) 26'-S' 22'-2° 0 : _I �- I eCr 11,11.tzt Q IPA 0 l : 'POUR 8 STEM WALL UP L, 80 WALL HEIGHT Weir/ � BETUEEN TOP OF STEM �j ;6 WALL AND BOTTOM OF $2 HEADER IS S'-3'MAX i SIM � ADD LSTA24 STRAP FROM ROOF PER DETAIL II/82 '�2 ' - BM DT OTHER TO FLOOR'JBT N 9- f-u-' ` LINE w/BEAM.:;CENTER STRAP ENTIRE WAI ABOUT END OF BM IF JET DOER TO BE Si- 1.' CI NOT LRe UP ADD 2'-0"MM FULL USE 0822 COIL C O / .¢ - DEPTH 2x TO STRAP TO AND AGRiOSS ENTIRE HEADER IT OFF WITH A BLOCK CF 'F �i ii / ,• �SM 4 • ION' -__--M-BETWEEN THE JOT BAT. IV83 FOR fTAO 4) .. . . . : , 4 4 - ;,...ri D MST31 STRAP m I� c .15-4 . . . n - - .. DBL.JST TO - - - -'-° M1 HOUSE TOP.PL `. E� 0 , / i / WIRE WALL ELEV ADD DBL JOIST IN LINE 1 TO BE SHEATHED I w/BHEARtUALL ABOVE • USE CS22 COIL STRAP �,� ACROSS ENTIRE LENGTH — — ej �..--- • • OF SI$ARlUALL PER DET - 1 �� 1 O I� 91V&3ORFTAOTEThOP e ENTIRE WALL ELEV - - ----------Si 8 . a; 1 _ W TO BE SHEATHED USE 0822 COIL STRAP �, / `' • r ❑ AOR088 ENTIRE LENGTH t �� "� OF SFEARWALL PER DETAlk' ° iga. • `• . . . . . . 11/83 FOR FTAO METHOD `� S,_Oo.. ��jH %l�i. ADD L8TA24 STRAP FROM �/ n 6'_g° L5'-4° a ROOF BM BY OTHER TO HOUSE TOP PL. CENTER 4'_3 I 4'_3" O e O STRAP ABOUT END OF BM. 9 9 MAIN FLOOR LATERAL PLAN v...1..0. } [ OIDOWN: 1 [ 0 - 1 ' iiuu , ., 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= , 5w:23565100, 16" w 36102550 1 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 =57 0, w:7s o, 1%6" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 =57 0, W_6670, 154 611 4 HDU8-SDS2.5 (3)2x 7870 5665 8 SSTB28MIN (NOTESTEMWALL 8 6.) SSTB34MINS(NOTETEMWALL 6.) S:=67369155, Sw==73158710, 18„ 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 „ 9 HDU14-SDS2.5 (1 )6x 1444510350 of 32” min width of 32" min width S=16435, S=16435, 1 iifooting. If at retainingfooting. If at retaining w=17080 w=17080 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. I J 1 1IED1 _ _ l _ F _ SEE NOTE(n)BELOW (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 16" OSB (1) SIDE 8d 6" 12" z" Dia. A.B. @ 30" o/c 16d @ 4" a/c A35 @ 24" o/c 255 357 B 16' OSB (1) SIDE (f) 8d 4" 12" 2" Dia. A.B. @ 18" o/c (m) 16d @ 2z" o/c A35 @ 15" o/c 395 553 C G" OSB (1) SIDE (e,f) 8d 3" 12" in 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 67.0 938 7�� n E 16 OSB (2) SIDE (d,e,f) 8d 6�� 12" z Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c `A35 @ 12" a/c 51.0 71.4 7„ F 6 OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2Iii Dia. A.B. @ 8" o/c (m) 16d @ 3" o/c (2) rows staggered A35 @ 6" o/c 79,0 1106 G 6 OSB (2) SIDE (d,e,f) 8d 3" Staggered12 2 Dia. A.B. @ 7 a/c (m) 16d @ 2" o/c (2)rows staggered HGA1OKT @ 8" o/c 101,0 1414 H 1s' OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2"Dia. A.B. @ 52" o/c (m) 16d @ 1z" 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"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. 1) Clips are only required on interior shearwalls unless otherwise noted on plans and details. :ECEIVED se 3 .,tee z ---<-- PWU ENGINEERING INC. 201 JUN 7 1 Ph: (503) 810-8309 CITY OF T GA D Email: pwuengineering@comcast.net BUILDING DIVISION Lateral Structural Analysis Calculations Only: Job #: MC17142 Date: 6/05/17 Client: Mark Stewart Design Project: Lot 14 Greensward, Tigard, OR P D 1921P - . 'LI-' , -- lir ,,.,„:"_..,..„y,,.....„...,.„,_, . . ._ ,.., O I rot FY\\\\N„...„.. t.? it P _,...‘... .......„........."/"1 Expires: 06/30/2018 Alit 'vk• j 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. PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering©comcast.net The following calculations are for Lot 14 Greensward 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 =30' approximately. IYIYVf f'tS Direction 11114A End Zones a 111.014f#. c MFRSA' Direction 2a End Zones Note: End zone may occur at any corner of the building. a = .10X50' = 5.0' or for h =30' a = .4(h) = .4(30') =12.0' 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: Dl seismic design category per O.R.S.C. SDS= .76, R= 6.5, W=weight of structure V = [Sps/(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 A Wind per ASCE 7 H' PWU ENGINEERING INC. Project Lot 14 Greensward:., Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAVG(ft) 95mph B; 36.9 1.00 ' �c 9:12 MJ'FRc ` ,,/ R' End Zones a = 5.0 ft Direction A 16.1 psf, ora = 12.0 2� B 11.1 psf Check 10psf min and a > 2.0 ft. Direction C 12.9 psf load across all and a > 3.0 ft za End Zone D 8.9 psf zones. Nate:End zone may occur et any corner of the 2a 10.0 ftbuilding. WR L(ft) hA(ft) " NB(ft) _. . 12.0 :;. ;f,.. he (ft) hp(ft) 60 12:0 i � t W(plf) 0.0 169.1 188.0 164.0 205.1 0.0 0.0 0.0 0.0 0.0 300.0 - WR AVG 182.5 plf 200.0 10psf min load: 153.2 plf00 0 � �yfxg �7 . rP "� '" t.f7r' � ` Sr '* ' Governing value: 182.5 plf W2 L(ft) hA(ft) hB(ft) ;, y h ft 100 10.0 µ' I � hp(ft) .. '. . .. ..- . W(plf) 0.0 161.0 128.5 128.5 161.0 0.0 0.0 0.0 0.0 0.0 200.0 - W2 AVG 141.2 plf 10psf min load: 100.0 plf 100.0 .414, � GN " ,s 4n; �ry Y $' a� rdlyA rAJs a � �zit,0402t4, t d ry L■■ Governing value: 141.2 plf � x.. W1 L(ft) 1i. w�lr t .�.� y �= i :.�1,., r7 �x �� ax Y� �7or ei� v �• i hA(ft) ... , .n•; .,...., pit p fRm t:� .t.W q l M w• �i j { Jy .nu l .5 hB (ft) 71 x,.<M1.b .r. a..._ T ,. . 's r -r � ,i it �� �"�� he (ft) � F 9 '+ ,fes a 9�� � � r�`� �t b PN YF ; { ...tea � �� hp(ft) 1 ' ;.� rl �� i �kl "9..:..5�' k" a�'it�^'� ,...�0. ., x `'.., ..., i ' :„, i„'. of � �lfl 5-�..,"�±r 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 AVG #DIV/0! 10psf min load:. #DIV/0! 0.5 - Governing valuer -#DIV/0! 0.0 - PWU Engineering Inc.©2014,Software v0.10,7105116 oi .t \\N-"----COP9P.RDOF 12 -75 12 9 417 I/ 19IIS41"6„.. /. 1)IA Al l'fb 1111411.1L1' � 1 \ 0: iii NAOMI". _ t���h a►� ■�ii nem �, ■■■ Xo. � '�. N _ A ice® 11111 lii i 11 .1.1 bi ilii Ixh cL12 CEDAR _,.�.`i"■14■■■ '■■■'� �" Ili11,7-71 Minlia I mow a , s.At SHUTTERS ... ginamil ,rte,/ ,4%4\1 � t ,.. g1)11,11.1111,-,r.-w�w_ _ _ af_e.' r,��ti �A74: a.4.�. ter.,.. 6 ' ter ►1Arrrrar .Ilrrltr/H!-'�iir-4 �► �trr/rr�rwrri-'��i. _ _ t,: ..�� .r� r r` l ■ 1.r 'M l 1 1,- '* 1 I, I .1gr:IMIP°Nile-Zif f��`-� - �!.'�Varli In/ �1r ` ►*rSO 3 �� l�fif�lf�r7w����� II 1111 1 MI 1 tVw.A►_ js In, Wali I SU i '' itt.,,,.:::..4.7.`11112, rAll;mom '911111111V 1 , ._ iiiii-imiriti 1 II mg 101 - VIII a. ;11 11 t■Iflkl►�iif�i.III mil tIHii-14 I IraniI�IfiTII � I L. I �, ii _ EI CULTUREP STONE W/ PRE-CAST WATER TABLE Wind per ASCE 7 PWIJ ENGINEERING INC. Project Lot 14 Greensward „. Direction Side to Side 3s Gust Roof Least f� Speed Exp. Angle A W(ft) hAvc.(ft) �J 1 95mph B 36.9 1.00 50.0 30.0 • ! !o MJ'FRSa = 5.0 ft Direction �End cones A 16.1 psf or a= 12.0 ft B 11.1 psf Check 10psf min and a> 2.0 ft VVFRS A ' Direction C 12.9 psf load across all and a> 3.0 ft 2a." End Zones D 8.9 psf zones. 2a 10.0 ft Note:End zone may occur et any corner of the uilding. WR L (ft) �;. , hA(ft) hB(ft) �`. hc (ft) hp(ft) W(plf) 0.0 0.0 205.1 164.0 205.1 0.0 0.0 0.0 0.0 0.0 300.0 - WR AVG 178.4 plf 200.0 1 opsf min load: 165.0 plf 100.0 Governing value: 178.4 plf, w2 L(ft) hA(ft) r 45 S5 10.0 " hB(ft) hc (ft) ho(ft) W(plf) 0.0 127.7 146.4 128.5 161.0 0.0 0.0 0.0 0.0 0.0 200.0 - W2 AVG 135.7 plf 10psf min load: 99.1 plf 100 0 j c . �: � �' oz i 27,-, r: Governing value: 135.7 plf 0.0 ;:, i,', W1 L(ft) .t K . 4.r- 9,a' hA(ft) hB(ft).:.rat ss • „. d -, _t X31, .. .,�. .. ..w , hc (ft) hp(ft) a __ _ r. i�t a,r,,:� ..e .. r,,w..�..r a�me;�.__ .�'.".�• �,�?k'.zrr ., ', ... -t .���,.w��oi v& w_,,,, _�.�_.si„ ?�r .. �. 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! 1 opsf min load: #DIV/0! 0.5 - IGoverning valuer #DIV/0! 0.0 - PWU Engineering Inc.©2014,Software V0.10,7/05/16 $GALE: 1/4".I'-O" - 17 ---I9 4 9:17 StP\\. . p Atli s , . _ , .r J0 I 1 g kMMORM I. MM. 1111101111111111 la.1=A110111111M N . \IIIN„. MLNIINIIMNI 111111LIMIN11111111101 _ AMON= , 4:17IF 1 �� limmumaimmi i. �i�rz, immoumorsivw ftp i� rrrl�_ I ' 1 _.....r{ 9 1' 19 .3,12 • 9:12 i i I ilk i/iIIIIl 1 I I b"LAP 61DIt ,11 NIMIMMINin • I 1 1M rx6"CORNIEMN 12 . NIM 4 11111111111w7., - '\ '� 2x14 TRIM BAND :;:M� I _ No S _ 111•47-4 immi is ��,..,�� (I I I�� .■r. 11th `1 imai ' I III= sm '' FRONT ELEVATION SCALE: 1/4".1'-O" NOME SG MAIN FLOG UPPER FL. TOTAL is 9 9:12 9:12 12 12 11-11/iliqiiiiiih - , 1 If 7 _., a '1 . , ' Ei 9r17 yy 9.12 [ I Ain'-'1\ r :4 IIIII•ul rl .n __ 2 MI II Luta nirblilil- trit'lli ii ' ii iii.--,..a - 11 1111 " 1iial•`ai *1IJJLL4 �r, w, _ Seismic & Governing Values ,�� ENGINEERING INC. Project Lot 14 Greensward 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 le k 0.76 1:.;09V 1.00 Roof Dead Load:.17psf Floor Dead Load: 15psf 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) * 570ft 484ft , :.:4 68.40k 900 ft W2= (15+5+3+4) * 69 0 ft = 48 0 ft ,`z 89.42 k W1 _ (15+5+3+4) * ; �,'� a 0.00 k Total W: 157.82 k Total V: 13.18 k Vertical Distribution of Seismic Forces Fx= Cv*V Cvx= (Wxhxk) /(EWihik) Wx hxk Wx*[Ix k Wx*hxk �Wihik Cvx WR*hRk= 68.40 k 18.00 1231.2 CvR= 1231.2 2036.0 0.605 W2*h2k= 89.42 k 9.00 804.8 Cv2= 804.8 2036.0 0.395 W1*h,k= 0.00 k 0.00 0.0 C„1 = 0.0 2036.0 0.000 EWihik= 2036.0 Check Seismic Front to Back vs Wind Seismic Wind, FR= 166.1 plf+ 0.0 plf= 166.1 plf < I 182.5.plf Wind Governs F2= 108.5 plf+ 166.1 plf= 274.6 plf < 1 323.7 plf9 Wind Governs. F1 = #DIV/0! 274.6 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Check Seismic Side,to Side vs Wind Seismic Wind FR= 139.8 plf+.. 0.0 plf= 139.8 plf < 178.4'plf Wind-Governs F2= - 75.5 plf+ 139.8 plf= 215.3 plf < 314.1 plf .Wind Governs, - F1 _ #DIV/0! 215.3 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 <\ PWIJ ENGINEERING INC. Project Lot 14 Greensward High Roof Diaphragm -Upper Floor Walls Line A P = 4.91=k LTOTAL = 29 5 ff: v = 4.91 k / 29.5 ft = 166 plf Type A Wall h = 9.O ft LWORST = 11 0_ft MOT = 166 plf * 9.0 ft * 11.0 ft = 16.47 kft MR = (15 psf * 2 0 ft'; + 12 psf * 9.0 ft) * (11.0ft)2 I 2 * 0.6 = 5.01 kft * 11_Q ft) = 5.50 kft + 5.01 kft = 10.51 kft T = (16.47kft - 10.51 kft) / 11.0 ft = 0.54 k + D00,k, = 0.54 k No hd req'd See FTAO Calc Line C P =!.4, 9:11k. LTOTAL =_29x5 ft. , , v = 4.91 k / 29.5 ft = 166 plf Type A Wall See FTAO Calc No hd req'd Line 1 P 2.74k LTOTAL 43 0-ft y . v = 2.74 k / 43.0 ft = 64 plf Type A Wall h 9 flft p LWORST 16 5.ff-- MOT = 64 plf * 9.0 ft * 16.5 ft = 9.45 kft MR = (15 psf * + 12 psf * 9.0 ft) * (16.5ft)2 I 2 * 0.6 = 11.27 kft *, 00ft} + 0Ib . * 00ft} = 0.00 kft + 11.27 kft = 11.27 kft T = (9.45kft - 11.27kft) / 16.5 ft = 0.00 k +'° 0 00 k " = 0.00 k No hd req'd Line 2 P X4.56 k LTOTAL 27 3 fit o v = 4.56 k / 27.3 ft = 167 plf Type A Wall h = 9.Q ft... LWORST =1 2 3 It MOT = 167 plf * 9.0 ft * 12.3 ft = 18.46 kft MR = (15 psf * 10 0 ft { + 12 psf * 9.0 ft) * (12.3ft)2 / 2 * 0.6 = 11.61 kft = 0.00 kft + 11.61 kft = 11.61 kft T = (18.46kft - 11.61kft) / 12.3 ft = 0.56 k +x` 0:00 k; = 0.56 k No hd req'd Line 3 P 1.82 k yr LTOTAL v = 1.82 k / 18.5 ft = 99 plf Type A Wall h = 9 0 ft LWORST ft Y '_. MOT = 99 plf * 9.0 ft * 4.3 ft = 3.77 kft MR = (15 psf *' 2 0 ft! + 12 psf * 9.0 ft) * (4.3ft)2 / 2 * 0.6 = 0.75 kft = 0.00 kft + 0.75 kft = 0.75 kft T = (3.77kft - 0.75kft) / 4.3 ft = 0.71 k + 0.00`k ';= 0.71 k No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P = LTOTAL :12 5,ft :,;« v = 6.67 k / 12.5 ft = 534 plf Type C Wall h = 9 0:'ft LWORST 4 0 ftMOT = 534 plf * 9.0 ft * 4.0 ft = 19.21 kft MR = (15 psf * 5 0 ft': + 12 psf * 9.0 ft) * (4 0ft)2 / 2 * 0.6 = 0.88 kft 2.00 kft + 0.88 kft = 2.88 kft T = (19.21 kft - 2.88kft) / 4.0 ft = 4.08 k + 0.0Q k"`$= 4.08 k Use type 2 hd h = 5 3'sft� " LWORST ;15 ft.`. MOT = 534 plf * 5.3 ft * 1.5 ft = 4.20 kft MR = (15 ps # * , '10.0 ft ` + 12 psf * 5.3 ft) * (1.5ft)2 / 2 * 0.6 = 0.14 kft +p' (0 * (;:0 Ib'' ' * • = 0.00 kft + 0.14 kft = 0.14 kft T = (4.20kft - 0.14kft) / 1.5 ft = 2.71 k + Q OQ k,° = 2.71 k Use type 1 hd See FTAO Calc Line B.1/B.2 P = 4."6'1 k LTOTAL = 48.0"ft v = 4.61 k / 48.0 ft = 96 plf Type A Wall h = 9.0`ft LWORST = 19.0 ft MOT = 96 plf * 9.0 ft * 19.0 ft = 16.43 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (19.0ft)2 / 2 * 0.6 = 19.82 kft + .(0 Ib: : * 0.0 t) + . (0 Ib * 0 0 ft). = 0.00 kft + 19.82 kft = 19.82 kft T = (16.43kft - 19.82kft) / 19.0 ft = 0.00 k + 0.00 k.';:= 0.00 k No hd req'd Line C P - 9' . 1 ~ _. v = 6.94 k / 8.8 ft = 793 plf Type- .D Wall - 6 ,4k LTOTAL 88ft ,. h =,9 Qfit LWORST = 3 5 ft MOT = 793 plf * 9.0 ft * 3.5 ft = 24.99 kft MR = (15 psf * 10 0 it + 12 psf * 9.0 ft) * (3.5ft)2 / 2 * 0.6 = 0.95 kft + :"(0lb. O0ft) + {=4 Ib 00ft;)`' : = 0.00 kft_ + 0.95 kft = 0.95 kft T = (24.99kft - 0.95kft) / 3.5 ft = 6.87 k + 0:;00 k : = 6.87 k Use type 4 hd Line D P = Q 81, k ri I LTOTAL 7 0 ft 1 v = 0.81 k / 7.0 ft = 116 plf Type A Wall See FTAO Calc No hd req'd • Line 1 P = 4 86 k3 LTOTAL =:49 O,ft v = 4.86 k / 49.0 ft = 99 plf Type A Wall h = 9 0!ft LWORST = 22 3 ft MOT = 99 plf * 9.0 ft * 22.3 ft = 19.84 kft MR = (15 psf * 2 0 ft + 12 psf * 9.0 ft) * (22.3ft)2 / 2 * 0.6 = 20.50 kft * 0 O ft) +' ;(0 Ib * 0 0 ft) ;= 0.00 kft + 20.50 kft = 20.50 kft T = (19.84kft - 20.50kft) / 22.3 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 2 P =`8 Q9 k ?„' LTOTAL 23 $ft v = 8.09 k / 23.8 ft = 341 plf Type B Wall h =#9 04fts % '- LWORST = 4 5 ft„ MOT = 341 plf * 9.0 ft * 4.5 ft = 13.80 kft MR = (15 psf * 2 0 ft + 12 psf * 9.0 ft) * (4.5ft)2 / 2 * 0.6 = 0.84 kft * 6:0 ft) + (0 Ib m * 0 0 ft):;, = 0.00 kft + 0.84 kft = 0.84 kft T = (13.80kft - 0.84kft) / 4.5 ft = 2.88 k + 0.00 k : = 2.88 k Use type 1 hd Line 3 P = 3 24* (.i LTOTAL =401.: 1 v = 3.24 k / 41.0 ft = 79 plf Type A Wall h = 9 0°:ftp N=' LWORST = 4 3 ft, MOT = 79 plf * 9.0 ft * 4.3 ft = 3.02 kft MR = (15 psf * 2 0 ft + 12 psf * 9.0 ft) * (4.3ft)2 / 2 * 0.6 = 0.75 kft * 0.0 ft) ' = 0.00 kft + 0.75 kft = 0.75 kft T = (3.02kft - 0.75kft) / 4.3 ft = 0.53 k + 0:00 k e' = 0.53 k No hd req'd - Force Transfer Ar un Opening ��A® �� �vvu E.:'::,.:1;GINEERINc INC. p g ) �. Diekmann Technique @ Upper Floor Line A 8 ft' Lo 3.0 ft u--(:. :4**):,,,. 2 5 3 ft i. 3 .>} V 2.32 k vq 113,pllf ve 246,P lf uF,:„,,,,_113.113,,,,,,r,lfh� .1 .®.f . F1 = 0.46k F2= 0.28k 7, �. ve _:--=';'166'-:011.':.'-:',.- ,,, 66 pUf v 1.66 plf ho= 0`ft= F1 = 0.46 k F2= 0.28 k . tf hL_ d� 113 g�Of FVE '��s:pOff' ,,v,,:', ....,,,,. ."-',11.3.•.,plf .. .'f'..:.';'..1.',.''I-'-'.----r--i..:i'rzi'.l:--,Z'i4:--'-' i H = 1.23k H = 1.23k H=� ( 2.32k * 9.0ft } / 17.0ft= 1.23k H:WRatios 4.0ft : 8.8ft .= 0.5 : 1 vv,-- = 2.32 k 1 14.0 ft= 166 plf 4.0 ft : 5.3 ft = 0.8 : 1 v„ = 1.23 k/ 5.0 ft= 246 plf Use: Type A Wall F = 246 plf* 3.00 ft= 0.74 k F1 = ( 0.74k* 8.8ft)/ 14.Oft= 0.46k F2 = ( 0.74 k* 5.3 ft)/ 14.0 ft= 0.28 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR ;[( 15psf* 2 ft+,: e1,2psf* 9.0 ft) (17.0fty2 * D.6/2 ] „+h,( Q0ft' *5001b) = 11.96kft T= 1.23 kft- ( 11.96 kit-- 117.0 ft) = D.53 k +0 OQk ;' kI No hd0.53 reqs°d ----7- Force Transfer Around Opening (FT�4►®) P�/� ENGINEERING INC. Diekmann Technique @ Upper Floor Line C Li = 8 5'ft Lo 6 0 ft LZ 4.5 ft:,-4:--'-_'''.!'''': k V= 2.16 k' VA_.48 plf. vp=..256_plf vF 48`plf = h� ;1.0 ft < F1 = 1.00 k F2= 0.53 k Y vB 166`plf v , 166 plf ho r0 ftr 5 F1 = 1.00k F2= 0.53k � � h 3.0�ft vc_`48 pIf yE 256;plf vH 48 plf I , _ i H = 1.02k H = 1.02k H= ( 2.16k * 9.Oft) / 19.Oft= 1.02k H:WRatios 5.Oft : 8.5ft = 0.6 : 1 vn = 2.16 k/ 13.Oft= 166p1f 5.O ft : 4.5 ft = 1.1 : 1 v„= 1.02 k/ 4.0 ft= 256 Of Use: Type A Wall F= 256 plf* 6.0ft= 1.53 k "F1. ( 1.53k * °-,°)ft )/ 13.Oft= 1.00k F2= ( 1.53 k * 4.5 ft )/ 13.0 ft= 0.53 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf'� '2ft+ 12psf* 9.0ft) * (19.0ftV'2 * 0.6/2 ] . +'( O0-fk'• *5001b) = 14.95kft T= 1.02 kft- ( 14.95 kft / 19.0 ft} = 0.24 k +0 00k 0.24 k� No hd re 'd Force Transfer Around Opening FTA0) iiiiPWU ENGINEERING INC. Diekmann Technique @ Main Floor Line A L1 =a25 ft ,-v Lo 6.5 ft L2 2.5 ft y.x - V=.2.67k VA 71 plf h� 371 tplf vo 697 plf vF 3 '1'0 ft , 1 4 F1 = 2.26 k F2= 2.26 k .,.,_vB ;.534 plf ve 534 plf ho=46 0 ft 7. F1 = 2.26 k F2= 2.26 k 4a 1ir l e hL =f,2.Oft} 371..plf vE 697 plf VH^ `371 plf , H = 2.09k H = 2.09k H= ( 2.67 k * 9.0 ft) / 11.5 ft= 2.09 k H:W Ratios 6.0ft : 2.5ft = 2.4 : 1 Vh = 2.67 k/ 5.0 ft= 534 plf 6.0 ft : 2.5 ft = 2.4 : 1 v„= 2.09 k/ 3.0 ft= 697 plf Use: Type C Wall F = 697 plf* 6.50 ft= 4.53 k F1 = ( 4.53k * 2.5ft )/ 5.0ft= 2.26k F2 = ( 4.53 k * 2.5 ft )/ 5.0 ft= 2.26 k Use: (3) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements M 15 'sf* '2ft'+ r' $ 41':,21.1sf* ) * (11.5ft)^2 * 0.6/2 ] k ,+.(0'QLfk *500Ib} = 5.48 kft T= 2.09 kft- ( 5.48 kft / 11.5 ft) = 1.61 k +0£OOk 1.61 kl Use: Type 1 HD Force Transfer Around Opening (FTAO) \ PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line D Li = 35ft- Lo 9.5 ft L2 35ft : x V= 0. '''':''''''''I 81k vq 84 plf vp = 147 pI$ VF7 84 plf hu 1 0'ft F- fi F1 = 0.70k F2= 0.70 k v 116 If - V ` 11S If h :01:0-ft B p c p o • F1 = 0.70kF2 = 0.70k hL= 20f vc = 84,pif E= 147 plf VH`. plf, . , i H = 0.44k H = 0.44k H= ( 0.81 k * 9.0ft) / 16.5 ft= 0.44 k H:W Ratios 6.Oft : 3.5ft = 1.7 : 1 vh = 0.81 k/ 7.0 ft= 116 plf 6.0 ft : 3.5 ft = 1.7 : 1 v„= 0.44 k/ 3.0 ft= 147 plf Use: Type A Wall F = 147plf* 9.50ft= 1.40k F1 =` ( 1.40k* 3.5ft)/ 7.Oft= 0.70k F2= ( 1.40 k* 3.5 ft)/ 7.O ft= 0.70 k Use: (1) Bays BLKG T+C Couple after Dead Load isapplied for holdown requirements MR [( 15psf * 2 ft:*,', f`12psf '` 9.0 ft) * (16.5 ft)^2 * 0.6/2 ]' + ( 0 0-ft *5001b) = 11.27 kft T= 0.44kft- ( 11.27kft / 16.5 ft) = 0.00k +OOOk .� 0.00kI No hd req'd O e A' e Ell 280-S° I6'_a1 / g' //, _.,db 0ski A if- o 2 / I 82 ti UN ..§rs C / Anki 1 i.)it. • II r ENTIRE WALL ELEV *Cr n 11 / I _ • TO BE SHEATHED M k "i II k W USE 0822 COIL STRAP a ENTIRE WALL ELEV ------__-- —--- II IS ACROSS ENTIRE LENGTH ES TO BE SHEATHED n �S !LL USE 0822 COIL STRAP n II Cr 81A4�lA4LL PER DET ACROSS ENTIRE LENGTH _. � \ 10/63 FOR FTAO METHOD OF SFIEARWALL PER PET \ v� \ \ / II/83 FOR FTAO METHOD j, ENTIRE WALL ELEV O s� /' i el§ // I Mil \ O TO SE SHEATHED 2 a1 uSE C622 COIL STRAP AALL ELEV O �' — = I\ ACR088 ENTIRE LENGTH -EATHED 14'-II° OF 8FIE4RUAALL PER DET COIL STRAP 12'-4" / 10/83 FOR FTAO METHOD MALL PER DET . 4.0, ) ,. J-- e ENTIRE LENGTH ;11 J f e J - �. \ 1*---- iii/ �� ENTIRE WALL ELEV `A Ps� i \ \ TO BE SHEATHED - \ L E USE 6822 COIL STRAP4=\`‘ �� ACROSS ENTIRE LENGTH - CF Si-EA/WALL PER DET �� u, y 10/83 FOR FTAO METHOD �, o ER TO0 r , r 9'-11" ENTERL_.. —--I 9— CF BM 1,4'-3't 4-3'1 1 9 9 UPPER FLOOR LATERAL PLAN F o e0 2 A o e 2(a'-9° 22'-2° / } / I/ �1/4_I1,, ` ' 1 _ i..1 l POUR STEM WALL UP SIM SO WALL HEIGHT BETWEEN TOP OF STEM 55 ;67(.1 U. • WALL AND BOTTOM OF L '- S2 LAXER IS 53°MAX 011§ Sal ADD LSTA24 STRAP FROM ROOF PER DETAIL II/82 - - 82 BM BT OTHER TO FLOOR JET IN - i LIPS W/BEAM. CENTER STRAP ENTIRE WAi ABOUT END OF BM. P JET DOES TO BE S� M ° q NOT LINE UP ADD 2'-O°MIN FULL U8E 0822 COIL .-9 ¢� 9 DEPTH 2x TO STRAP TO AND ACROSS ENTIRE �I. / ,. HEADER IT OFF WITH A BLOCK f I Ci) . i . . . . . . . . . 8�N 4.-4 ��' N-BETWEEN THE J8T BAY. • 14 . . _ L ms's • °.�_ O -0I D MST3'1$TRA}' •ly Olh. I i/ 13-4° . . DBL JST TO -'-° V�1 HOUSE TOP.PL 111. Ur 0-1 \...3. �r, -.-._ - ..ice, • r / r EN- WALL ELEV p I ADD DBL JOIST IN LNE TO BE SHEATFED S2 $ ; W/SHEARWALL;ABOve M USE C$22 COIL STRAP ACROSS ENTIRE LENGTH et Ir O — -_ _--OF SHEARW4LL PER DET 5 S 81 ‘Ik i IS 811/53 FOR FTAO METHOD VP ENTIRE WALL ELEV L- ----------V- / 3 TO BE SHEATHED / O/ USE 0822 COIL STRAP / `f r 1 ACROSS ENTIRE LENGTH ��� �.�1 1..„:„. - - ElaF BFEARWALL PER DET � .��. , F S FOR FTAO METHOD \�®° Fx . . 3'-0° - -- I ��Q' ��i��, --,�` t ADD L8TA24 STRAPfi@01'I �_-- (�-g° I �'-4° e ROOF BM BY OTHER TO Q 4 HOUSE TOP PL. CENTER 4'-8` 4'-3" O e (I \ STRAP ABOUT END OF BM. 8 8 ��LJ MAIN FLOOR LATERAL PLAN l ��1SC ] [ DU, . i, 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 Sw==25503610, Sw==25503610, 1 5/1 6" 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 W=56 0, 5:=56763705, 1 16" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 Sw_56675730, Sw_57306675, 15%6" 4 (N = = , 3 4 HDU8-SDS2.5 (3)2x 7870 5665 8,s' MINSSTB28 STEMWAL(NATE6.)L 8"MSSTB3IN STEMWALLOTE6.) S w=76156395, S w=87107315 13„ PAB8-36 10” min PAB8-36 10" min S=16435, S=16435 8 HDU11 -SDS2.5 (1)6x 9535 6865 embed into bottom embed into bottom w=17080 w=17080 1 8 �I 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 146„ 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. Watch 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. SlI� � l `f I L EDU - (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" 2" 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" 2"Dia. A.B. @ 18" o/c (m) 16d @ 22" o/c A35 @ 15" o/c 395 553 C �" 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 @" 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 ys" 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. HGA10KT @ 8" o/c 1010 1414 H OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 2"Dia. A.B. @ 52" o/c (m) 16d @ 12" o/c (2)rows staggered HGA1 OKT @ 6" a/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.