Loading...
Specifications (3) \'YV37LOfl —OOO5O , 411\ fl. .)re_ 10 2.__I-- Se 6ot ,,,,,._ -_-,".47.:, 13,-,:iitr.r t‘ TPWU ENGINEERING INC. �'� LLy Ph: (503) 810-8309 FEB 1 2017 Email: pwuengineering@comcast.net ��i Y O - r ,�t'� BUILDING DIV1S;GN Lateral Structural Analysis Calculations Only: Job #: SUN 16123 Date: 12/27/16 Client: Suntel Design Inc. Project: Arlington D Lot 2 Oak Woods, Tigard, OR � d19421 PEe4) 44.1 I -EGON v&i Y 22 a\csc PH/i.i P Vv's 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 Arlington D 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 =28' approximately. 1114. C IYIY Yf RS 1 Direction End Zones • 111111 110 Direction 2a End Zones Note: End zone may occur at any corner of the building. a= .10*39' =3.9' or for h =28' a=.4(h) = .4(28') =11.2' a=3.9' controls a must be larger than .04(39')= 1.6' and 3' Therefore: 2a= 7.8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: D1 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 EEPWU ENGINEERING INC. Project Arlington D Direction Front to Back 3s Gust Roof Least �� Speed Exp. Angle A L(ft) hAVG(ft) IIl'=i,� 95mph B 30.3 1.00 39.0 28.0 `'r. I r 7:12� amivFa�. � '�5i c a = 3.9 ft Dired*" \�D End Zones �- N. A 16.1 psf ora= 11.2 ft •010 B 11.1 psf Check 10psf min _ and a> 1.6 ft . ,�RS Diredicn C 12.9 psf load across all and a > 3.0 ft 2a°C.- D 8.9 psf zones. EndZ°"es 2a 7.8 ft Note:End zone may occur at any corner of the building. WR L(ft) 7.8 12.2 9.0 3.7 7.8 hA(ft) _ 9.5 7.0 hB(ft) 4.5 7.0 he(ft) 9.5 4.0 7.0 hp(ft) 4.5 10.0 7.0 W(plf) 0.0 0.0 202.7 161.9 139.9 151.9 190.1 0.0 0.0 0.0 300.0 WR AVG 169.4 plf 200.0 10psf min load: 140.0 plf 100.0 Governing value: 169.4 plf 0.0 W2 L(ft) 7.8 4.2 7.8 12.2 9.0 3.7 7.8 hA(ft) 4.5 5.0 9.5 hB(ft) 7.0 hc (ft) 4.5 4.5 9.5 9.5 9.5 hp(ft) 7.0 W(plf) 149.8 119.8 138.3 122.1 122.1 122.1 153.0 0.0 0.0 0.0 200.0 W2 AVG 133.0 plf 10psf min load: 99.6 plf 100.0 Governing value: 133.0 plf 0.0 Wi L(ft) hA(ft) hB (ft) he (ft) hp(ft) W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 W1 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 Governing value: #DIV/0! 0.0 PWU Engineering Inc.©2014,Software v0.09,12/01/14 NOtIVIY1 JcN4zj -fig-797= FUbNa l ?41-Ql._ El {CI ib :Z'71 ,11. a.11 ,b'L ASA $ boo,ono al , SLIM M ■. 1.1 ■ IIIliV=4MW=1.11 MAI I i.�IIIIIIIYi •=II VIP mi'mlrall I= —1 17111 laigignfitSPOnt rn: i'i'iiiiIiIiiiiiiiiJIiIi!iIihthIthIIL!JIIFgimi a►� Wai -�If.T i� � .r IWI ' 911 Warr' IM� 11 '� I� hill,�11 _ u _ _ _ JL ��_ „,,f Ir j i mit ai _ uu oliva. wn •.a,a•.�• 4. Igl 4, i . __. moi. �!INIIIIMM��� t $ Al r.a• _ -..« =�:�` /—. __���..�i�...• �� — :01.1 vii $ M uvtir mal _�WMIWWI F. ice` . rcu o J .po�ani of jhomieummomi� _ ‘11�, — ---'�..�+�irT = _-;;..--- -4..-7-..1 1 __� �MIAmilmiimmommili �`�;_"� �� «.•� � WV A fart MO iIsNnor $ .fK L-.4 =,-, =r—�r--- i ��'���m\_. -L-7--___-=_______- _-_ _ "� maw 171 WIWI' .11” i I . - "'f Ila �.a..`_ _ _ AlG M74YAal! r' - UN _ '"-.;:• i _ 1 ov INN/�\ _-' - -_- I •008MR7 TIMI Ol JOOY i:.ua LV ru*Nor M� i• i ® P i�i� —_ _`- - = T1I tY aarry aaNwd Nilmagm—.. ........,,one r AO ow roam -__\ - -l���'' WAG-. �M .r�.,.r_���. a►.-r�sol ni , Ir ►cuu+raua,¢ - /!!�l1�1 �=i 3 IVAI li 3 . , I 91 \ / A — �,.�■�.-_:. .J.... - r $ An',yr I + -=_-_,=,- .._:..:. -i.:1.',......... :..--__-a�� aWro-7..a1 11114114 171 I; pJ _ ../L a-se $ .Peal'al o - J.1 (10 i i I --. t,Av.711 d I clh'1?)1= j"1 Q. aL 1(v cro3 Z M $'i LI b z'zt 8Z Z'h 3'L b"L LI 10 Z'Zi VL, S� A. �b y "ZiT1 ��� �, �Sy)� �as � ~ t'zZt t-zzt tw --: .g bits --] _I b�t5i 1'1'1 i b t'tt f Shc n( -'i 8zi ��bh . (MAt {'OW L'20Z 96 G. )0 ----.. V L AiSV -6.�d QN IN Wind per ASCE 7 PWU ENGINEERING INC. Project Arlington D Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A I W(ft) hAVG(ft) \� 95mph B 45.0 1.00\ 39.0 28.0 12:121 MO/FRS11111$ C . a = 3.9 ft Dweci n . End Zones � � 001 A 16.1 psf ora 11.2ft B 11.1 psf Check 1Opsf min and a > 1.6 ft - Direction C 12.9 psf load across all and a > 3.0 ft �e D 8.9 psf zones. O End Zones 2a 7.8 ft Note.ny occur at any corner of the buildiEnd zone ros g. WR L (ft) 1.0 7.8 15.2 8.2 7.8 hA(ft) 4.0 4.0 9.0 hB(ft) 6.0 8.3 he (ft) 9.0 9.0 hp(ft) 5.5 W(plf) 130.7 155.6 164.3 115.7 144.9 0.0 0.0 0.0 0.0 0.0 200.0 WR AVG 148.0 plf I 10psf min load: 117.5 plf 100.0 - - 3=. Governing value: 148.0 plf 0.0 W2 L(ft) 1.0 7.8 15.2 8.2 7.8 hA(ft) 5.0 9.5 9.5 hB(ft) he(ft) 9.5 9.5 h0(ft) W(plf) 80.5 153.0 122.1 122.1 153.0 0.0 0.0 0.0 0.0 0.0 200.0 W2 AVG 133.1 plf 10psf min load: 93.9 plf 100.0 Governing value: 133.1 Of, 0.0 Wi L(ft) hA(ft) hB(ft) he (ft) hp(ft) W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - W1 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 Governing value: #DIV/0! 0.0 PWU Engineering Inc.©2014,Software v0.09,12/01/14 • • 1$•L. r2.� 17'51 '1.1- •1 _ $^' arooti+ctno•ol cruars+o 900 AWL aano N.\'':._ ,0, N-NI ry r.pato asi ata u 'a ilM1111111:01121Mall II r la NV Ilj •du'arn14 aw.100 WWI Yu *cram i ---- - ---...---- -r- --atammommin In_ ...-.:-._..- .. r--. �`' .- -- 4441,_ _ 1�� 04o000,,W.0r0 a roar ., Nielik NW ,� COWAN aro) nus or ryes-► 1 ar ROOM VI ' 1 Mk • —----—— ,, ., Illirir: E'L.----7.----- ----- _-----—_-7_..----:. .---: MM.'WO giounrs IMMINI __ vr+r Al rain W W0 'us P, Aiiiibikillilig -',.imitigi*Oditiliti 6t4pox.•°l y 1 Qt 171d1. C.---- baz tA 1 -I il'L 7---191 (-----3010'Sh e_ NON-.% �s��b�� : Q 3ats_a1.�3415 .� ' L Z'3 Z'S1 a•C. t $•L z•S z•st l•� �sd�-j•-Z�� dx 1�'1 t , i M r f S lsrt b �5 F s o 1 �•s, 1 liC.wl sb £S t zz 1 1zZf i h l �•h�� '1•SS[ �•��[ �Sd�•4� _ 3� I iso 1 — f L ;Mk! -jai (Itiln qo io"}p o 4-o OF:: oto' $5 ;r4 k5 41 'WI I P _ I , II lel _Il ii St id 11-1 r J 1 . 1 1 „ . . .. ii$6 I .4. , i 1 i , ti {I J yir il, .I 1I i1 .. r \ L I 42 € i ilk 11 1 id 111 I il;I S. fir- it ~ \ l' 0- \ -t \ >.'\ I/ I AVIIHIkiL .t ) 14 . � I ,i IIII! 111 _ -4 r I _ 1.„ illii q 1i_ t199 i.v i il _ I , 1:51t HI tii i1 Mil 11 41 11 il 1;10e 10 i; ; -4. - ° tk 1 Seismic & Governing Values PWU ENGINEERING INC. Project Arlington D Seismic Loading per latest edition of O.S.S.C. and O.R.S.C. V= CS*W Design Cs = (Sos)/(1.4R/le) Category R SOS le k D1 6.5 I 0.76 1.00 I 1.00 Roof Dead Load: 17psf Floor Dead Load: 15psf V=I 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) * 40.0 ft 40.0 ft 40.00 k 8.00 ft W2= (15+5+3+4) * 39.0 ft 52.0 ft 54.76 k 9.00 ft W1 _ (15+5+3+4) * 0.00 k Total W: 94.76 k Total V: 7.91 k Vertical Distribution of Seismic Forces Fx= C„*V C„X= (Wxhxk)/(FWihik) W. hxk Wx*hxk Wx*hxk fWihik C„x WR*hRk= 40.00 k 17.00 680.0 C„R= 680.0 1172.8 0.580 W2*h2k= 54.76 k 9.00 492.8 Cv2= 492.8 1172.8 0.420 = 0.00 k 0.00 0.0 C,1 = 0.0 1172.8 0.000 EWihik= 1172.8 ' Check Seismic Front to Back vs Wind Seismic Wind FR= 114.7 plf+ 0.0 plf= 114.7 plf < 169.4 plf Wind Governs F2= 63.9 plf+ 114.7 plf= 178.7 plf < 302.4 plf Wind Governs F1 = #DIV/0! 178.7 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind FR= 114.7 plf+ 0.0 plf= 114.7 plf < 148.0 plf Wind Governs F2= 85.3 plf+ 114.7 plf= 200.0 plf < 281.1 plf Wind Governs F1 _ #DIV/0! 200.0 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 PWU Engineering Inc.©2014,Software v0.09,12/01/14 Line Loads �PWU ENGINEERING INC. Project Arlington D High Roof Diaphragm -Upper Floor Walls Line B P = 3.39 k LTOTAL = 28.9 ft v = 3.39 k / 28.9 ft = 117 plf Type A Wall h = 8.0 ft LwoRST = 10.2 ft MOT = 117 plf * 8.0 ft * 10.2 ft = 9.56 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (10.2ft)2 / 2 * 0.6 = 3.93 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 3.93 kft = 3.93 kft T = (9.56kft - 3.93kft) / 10.2 ft = 0.55 k + 0.00 k = 0.55 k No hd req'd Line D P = 3.39 k LTOTAL = 34.8 ft v = 3.39 k / 34.8 ft = 97 plf Type A Wall h = 8.0 ft LwoRST = 14.3 ft MOT = 97 plf * 8.0 ft * 14.3 ft = 11.14 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (14.3ft)2 / 2 * 0.6 = 7.73 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 7.73 kft = 7.73 kft T = (11.14kft - 7.73kft) / 14.3 ft = 0.24 k + 0.00 k = 0.24 k No hd req'd Line 1 P = 2.50 k , I LTOTAL = 22.6 ft I v = 2.50 k / 22.6 ft = 111 plf Type A Wall See FTAO Calc No hd req'd Line 3 P = 2.50 k LTOTAL = 24.1 ft v = 2.50 k / 24.1 ft = 104 plf Type A Wall h = 8.0 ft LWORST = 9.0 ft MOT = 104 plf * 8.0 ft * 9.0 ft = 7.47 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (9.0ft)2 / 2 * 0.6 = 3.06 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 3.06 kft = 3.06 kft T = (7.47kft - 3.06kft) / 9.0 ft = 0.49 k + 0.00 k = 0.49 k No hd req'd See FTAO Calc Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A/B P = 5.52 k LTOTAL = 37.8 ft v = 5.52 k / 37.8 ft = 146 plf Type A Wall h = 9.0 ft LWORST = 16.5 ft MOT = 146 plf * 9.0 ft * 16.5 ft = 21.70 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (16.5ft)2 / 2 * 0.6 = 11.27 kft + (0 lb * 0.0 ft) + (500 lb * 16.5 ft) = 8.25 kft + 11.27 kft = 19.52 kft T = (21.70kft - 19.52kft) / 16.5 ft = 0.13 k + 0.00 k = 0.13 k No hd req'd Line C P = 3.46 k LTOTAL = 14.0 ft v = 3.46 k / 14.0 ft = 247 plf Type A Wall h = 9.0 ft LwoRST = 14.0 ft MOT = 247 plf * 9.0 ft * 14.0 ft = 31.12 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (14.0ft)2 / 2 * 0.6 = 8.11 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 8.11 kft = 8.11 kft T = (31.12kft - 8.11 kft) / 14.0 ft = 1.64 k + 0.00 k = 1.64 k Use type 1 hd Line D P = 4.72 k LTOTAL = 38.8 ft v = 4.72 k / 38.8 ft = 122 plf Type A Wall h = 9.0 ft LWORST = 38.8 ft MOT = 122 plf * 9.0 ft * 38.8 ft = 42.46 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (38.8ft)2 / 2 * 0.6 = 62.16 kft + (0 lb * 0.0 ft) + (500 lb * 21.0 ft) = 10.50 kft + 62.16 kft = 72.66 kft T = (42.46kft - 72.66kft) / 38.8 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P = 3.63 k I I LTOTAL = 20.0 ft I v = 3.63 k / 20.0 ft = 182 plf Type A Wall See FTAO Calc No hd req'd Line 2 P = 2.59 k LTOTAL = 31.0 ft v = 2.59 k / 31.0 ft = 84 plf Type A Wall h = 9.0 ft LwoRST = 31.0 ft MOT = 84 plf * 9.0 ft * 31.0 ft = 23.35 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (31.0ft)2 / 2 * 0.6 = 39.79 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 39.79 kft = 39.79 kft T = (23.35kft - 39.79kft) / 31.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 3 P = 3.96 k LTOTAL = 13.5 ft v = 3.96 k / 13.5 ft = 294 plf Type B Wall h = 9.0 ft LwORST = 2.0 ft MOT = 294 plf * 9.0 ft * 2.0 ft = 5.29 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (2.0ft)2 / 2 * 0.6 = 0.17 kft + (Olb * 0.Oft) + (Olb * 0.0ft) = 0.00kft + 0.17kft = 0.17 kft T = (5.29kft - 0.17kft) / 2.0 ft = 2.56 k + 0.00 k = 2.56 k See FTAO Calc Use type 1 hd at garage Force Transfer Around Opening (FTAO) iiiPWU ENGINEERING INC. p g � Diekmann Technique @ Upper Floor Line 1 L1 = 5.5 ft Lo = 10.5 ft L2 = 3.0 ft V= 0.94 k vA= -29 pif vp = 114 pif vF = -29 plf hu = 1.0 ft F1 = 0.77 k F2 = 0.42 k vB= 111 plf vG = 111 pif ho = 4.5 ft F1 = 0.77 k F2 = 0.42 k ---� - ht_= 2.5 ft vo = -29 plf vE= 114 pif vH = -29 plf J. T H = 0.40k H = 0.40k H= ( 0.94k *8.0ft ) / 19.0ft= 0.40 k H:W Ratios _ 4.5 ft : 5.5 ft = 0.8 : 1 vh = 0.94 k/ 8.5 ft= 111 pif 4.5ft : 3.0 ft = 1.5 : 1 v„= 0.40k/ 3.5 ft= 114plf Use: Type A Wall r=.' 114plf* 10.50ft = 1.19k F1 = ( 1.19k* 5.5ft)/ 8.5ft= 0.77k F2= ( 1.19 k * 3.0 ft)/ 8.5 ft= 0.42 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for hoidown requirements MR= [( 15psf* 5ft+ 12psf* 8.Oft) * (19.0 ft)^2 * 0.6/2] + ( 0.0 ft *5001b) = 18.52 kft T= 0.40 kft- ( 18.52 kft / 19.0 ft) = 0.00 k +0.00k= 0.00 kl No hd req'd g � ) Force Transfer Around Opening FTAO IIbPWU ENGINEERING INC. Diekmann Technique @ Upper Floor Line 3 Li = 2.0ft Lo = 4.5 ft L2 = 2.0 ft V= 0.42 k vA= -6 plf vp= 98 plf vF = -6 plf hu = 1.0 ft <- 4-- F1 = 0.22 k F2= 0.22 k vg= 104 plf vG= 104 plf ho = 4.0 ft F1 = 0.22 k F2 = 0.22 k hL = 3.0 ft vo= -6 plf vE = 98 plf vH = -6 plf ,L T H = 0.39k H = 0.39k H= ( 0.42k * 8.0ft ) /8.5 ft= 0.39 k H:W Ratios 4.Oft : 2.0ft = 2.0 : 1 vh = 0.42 k/ 4.0 ft= 104 plf 4.0 ft : 2.0 ft = 2.0 : 1 v„= 0.39 k/ 4.0 ft= 98 plf Use: Type A Wall F = 98 plf* 4.50 ft = 0.44 k F1 = ( 0.44k * 2.0 ft)/ 4.0 ft= 0.22 k F2 = ( 0.44k * 2.0ft)/ 4.0ft= 0.22 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft+ 12psf* 8.Oft) * (8.5 ft)^2 * 0.6/2] + ( 0.0 ft *5001b) = 2.73 kft T= 0.39 kft- ( 2.73 kft /8.5 ft ) = 0.07 k +0.00k= 0.07 kI No hd req'd PWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Main Floor Line 1 = 4.5 ft Lo = 3.5 ft L2= 4.5 ft V= 1.64k vA= 80 plf yr)= 262 plf vF = 80 plf hu = 1.0 ft 4--- F- F1 = 0.46k F2= 0.46 k vB= 182 plf vG= 182 plf ho= 4.5 ft F1 = 0.46 k F2 = 0.46 k h�= 3.5 ft vc = 80 plf vE= 262 plf vH = 80 plf H = 1.18k H = 1.18k H= ( 1.64k * 9.0ft) / 12.5ft = 1.18k H:WRatios 4.5 ft : 4.5 ft = 1.0 : 1 vh = 1.64k/ 9.O ft= 182 plf 4.5ft : 4.5ft = 1.0 : 1 v„= 1.18 k/ 4.5 ft= 262 plf Use: Type A Wall F = 262 plf* 3.50 ft= 0.92 k F1 = ( 0.92k * 4.5 ft )/ 9.0 ft= 0.46 k F2 = ( 0.92k * 4.5 ft) / 9.0 ft= 0.46k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 5 ft+ 12psf* 9.O ft) * (12.5 ft)^2 * 0.6/2 ] + (0.0ft *5001b) = 8.58 kft T= 1.18 kft- ( 8.58kft / 12.5 ft ) = 0.49k +0.00k= 0.49 k, No hd req'd PWU Force Transfer Around Opening (FTAO) ENGINEERING INC. Diekmann Technique @ Main Floor Line 3 L1 = 2.8 ft Lo= 5.5 ft L2 = 2.8 ft V= 1.62 k VA= -147 plf vp= 441 plf vF = -147 plf hu = 1.0 ft F1 = 1.21 k F2 = 1.21 k vB= 294 plf vG = 294 plf ho = 6.0 ft F1 = 1.21 k F2 = 1.21 k hL= 2.0 ft vo= -147 plf vE = 441 plf vH = -147 plf T H = 1.32k H = 1.32k H= ( 1.62k * 9.0ft ) / 11.0 ft = 1.32 k H:W Ratios 6.Oft : 2.8ft = 2.2 : 1 vh = 1.62k/ 5.5ft= 294 plf 6.Oft : 2.8ft =2.2 : 1 vv= 1.32 k/ 3.0 ft= 441 plf Use: Type B Wall F= 441 plf* 5.50 ft= 2.43 k F, = (2.43k * 2.8ft)/ 5.5 ft= 1.21 k F2 = (2.43 k* 2.8 ft)/ 5.5 ft= 1.21 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 5 ft+ 12psf* 9.O ft) * (11.0 ft)^2 * 0.6/2 ) + ( 11.0 ft *5001b) = 12.14 kft T= 1.32kft- ( 12.14kft / 11.0ft ) = 0.22k +0.00k= 0.22k1 No hd req'd e ENTIRE WALL ELEV ENTIRE WALL ELEv TO BE SFEATHED TO EE ENEATHED USE 0822 COIL STRAP USE 0827 COIL STRAP ACR066 ENTIRE LENGTH AGI¢OY,6 ENTIRE LENGTH OF 64EARIUALL PER DET OF 6HEARI.ALL PER DET !Am FOR FT METHOD 1044 FOR FTAO METHOD LEGEN B is.-3. OU _9' O E OF FTAO EXTENT OF FTAO O L SEGMENT LUALL SEGMENT -0,----fr' -r / l O 0 * , o ______, I. ,; II MANUFACTURER TO nrAlre, eitEND TRUSS TO MATCIT71 7 i ' 'r A r PROFILE OF VAULTED Y v TRUSSES OVER RdCIM. �-►-- OBALLOON FRAME WALL LP 82 j TO VAULTED BOTTOM CHORD OF END TRU86. 11 I 1.1� L - maim 4 FTA( -- MIMS-1-.L END •..TO 11 m�PROFILE OF V• • OVER O BALL.r • IL ALL 07+ -- . OM ROOF SHTG NAIL p S� mom ''� • O BOUNDARY AND Will ( r FLOOR SHTG UP 3 Ur yr/10d@6•O.0 © � f ` ,tj=�) Q ALL EDGES AND 1�■ I'-6• � ��`_ 12° / FLOOR SHTG FRI EXTENT OF •. ` A I w/16d©6•0.0 WALL: T'OP AD a . l=-�- ALL EDGES AND TENQ LIALL SE = r EU II'-O"1 - v Q EXTENT OF •- ENTIRE WALL ELEV WALL SEGM TO BE 6NE4TI.ED IALL ELEvNP" USE C822 COIL STRAP 31EATHED A AGm066 ENTIRE LENGTH NL STRAP CF 6i•EAIOLIALL PER DET •LDET UPPER FLOOR LATERA PLA S/0.4 FOR�� PER P'ETI4OD ly'•I'-0. I ENTIRE WALL ELEY ENTIRE WALL ELEv TO 6E SFEATFED TO CE Si-EATI-ED USE 6822 COIL STRAP USE 0822 COIL STRAP ACROSS ENTIRE LENGTH ACRO66 ENTIRE LENGTH OF SHEAMllALL PER DET CF 6HEARWALL PER DET SAS4 FOR FTAO METHOD A "- - - -- -- ra. n O : 2rO .11111T-10. A E OF AO E OF PT UAL SEGMENT SEGMENT f EiIII ' r-- . . . ' ink.1. • . . .m o•. .. 0 A • ADD L&TAI6 STRAP MOM ROOF eM•6Y - e OTFER TO FLOOR JOT M�FNE u✓DEAM.. . ,D CENTER STRAP ABOUT END OF!A't F J8T • OF lW1LL' r,•ink ' DOES NOT LFE-UP ADD 2'+O'MM FULL A O A 11 4,1.: No DEPTH LK.TO STRAP TO AND HEADER.IT. //--�� OFF WTH A BLOCKM-EETUEEN TWE J61 DAT. e 0 ,.. , , . . . . . ,...= • &__p 1 •91'-0' 4'? = it• .� 9 977 -6 . iiii . . . . . . . • •1 ei ; 'z I -- , --- -- --- i .'I ' W An' ' 0 O SIL' - 1111 '' �• L • o C 4_p" 4 .. <!>, L. -/--sem„ 4 '-b -10 �� 111-0' OF AO 0. L• LEE 1 AtILL ENTIRE WALL ELEv TO OE SHEATNEP Nr _ 2 COIL arrtAr. MAIN FLOOR LATERAL PLANENTIRE LENGTH S,ACROSS F OPER DET METHOD Rn'IAlne PV CD Inc OLP unl MWM cnuFnl IL AUL nAlAIMAl IAA_ HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner CL Dim. 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB2OL sw==25503610, Sw==25503610, 1 5/1 6" S 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 w6675 w=6670, 1 5%6" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 =56763705' w6675 1 54 611 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 13/8„ 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�� of 32"min width of 32"min width S H6435, 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. 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. S. Increase footing depth or stemwall height as required for 28/8" minimum embedment depth. SHEARWALL SCHEDULE (a-n) SEE NOTE(n)BELOW FOR CLIP REQUIREMENTS MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft (SEISMIC;Lb/Ft (WIND) A " OSB (1) SIDE 8d 6" 12" " Dia. A.B. @ 30"o/c 16d @ 4" o/c A35 @ 24" o/c 255 357 B 16" OSB (1) SIDE (f) 8d 4" 12" z"Dia. A.B. @ 18"o/c (m) 16d @ 22" o/c A35 @ 15" o/c 395 553 C s" 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 16" OSB (1) SIDE (e,f) 8d 2" 12" Z"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 " 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 " OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" Z"Dia. A.B. @ 7" o/c (m) 16d @ 2" o/c (2)rows staggered HGA1OKT @ 8"o/c 1010 1414 H 16" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 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"x11/4" plate washers req'd at all shear wall A.B. in seismic zone D, E, and F; not req'd in seismic zone A, B, or C. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. n) Clips are only required on interior shearwalls unless otherwise noted on plans and details.