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Specifications /Lc 5 I-1--v<c/ - 06)1 O 2- 1 SLvtIL c` .57 PWU ENGINEERING INC. �r Email: rwuengineering@comcast.net r� Ph: (503) 810-8309 �;;, Structural Calculations: Job# LEN14218 Date: 6/26/14 Project: Sycamore American 3-Car Master Plan Reuse Garage Left Lot 2 Sequoia Heights, Tigard, OR Lennar Homes '4, ��5 e 19421 PE�1 IP AEGON Y22 \ Expires: 06/30/2016 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. Non-prescriptive foundations are outside the scope of this design and require approval from a geotechnical engineer. If the project is located on a sloping lot,the foundation system needs to be approved by a geotechnical engineer prior to construction. Failure to do so invalidates this design. The need for retaining walls for the project is the sole responsibility of the builder and a design will be included only if information provided by the builder,such as sections and drawings,are provided indicating where they are needed. All retaining wall designs should be verified by the geotechnical engineer of record for the subdivision or lot prior to construction. Failure to do so invalidates their design. The 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 the actual materials used in construction. 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 the Sycamore 3-Car Master plans for Plan approvals. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 136mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h=25.0' approximately. itio'cop, .. ,..}.......-- MFRS Direction 1 End Zones �a____.-----,. � Itrik- 1411111 � RS :<..r. Direction 2a End Zones Note:End zone may occur at any corner of the building. a=.10*40' =4' or for h=25' a=.4(h)=.4(25')= 10' a=4' controls a must be larger than .04(40')= 1.6' and 3' Therefore: 2a=8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: Dl seismic design category per the latest edition of the state adopted code based on the 2012 IBC and IRC SDs= .76, R= 6.5, W=weight of structure V= [1.2 SDs/(R x 1.4)] W V= .100 W Roof Dead load= 15 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 Sycamore 3-Car Direction Front to Back 3s Gust Roof A 21.3 psf Speed Exp. Angle A B 6.8 psf �. 105mph B 26.6 1.00 C 15.8 psf 6:12 D 6.0 psf -114g1?-4/-" Direclbn ET� ,2e Least a= 4.0 ft , 1.1 L(ft) hAvc(ft) ora= 10.0 ft 1). LR5 DireM'on 40.0 25.0 and a> 1.6 ft End Zones anda> 3.Oft Note:End zone may occur at any corner of the boilditg. 2a 8.0 ft WR L(ft) 8.0 24.0 8.0 hA(ft) 4.0 4.0 hB(ft) 9.0 9.0 he(ft) 4.0 hp(ft) 9.0 W(plf) 0.0 146.0 117.1 146.0 0.0 0.0 0.0 0.0 0.0 0.0 200.0 WR AVG 128.6 plf 100.0 0.0 W2 L(ft) 10,0 8.0 24.0 8.0 hA(ft) 4.5 5.5 10.0 hB(ft) 6.0 he(ft) 4.5 10.0 hp(ft) W(plf) 136.3 188.2 158.4 212.6 0.0 0.0 0.0 0.0 0.0 0.0 300.0 - W2 Avc 167.4 plf 200.0 - s 100.0 W.1 L(ft) hA(ft) hB(ft) he(ft) hp(ft) W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - W1 AVG #DIV/0! 0.5 - 0.0 • IIi11111Iiti.1m11111I11111m11111i11111i11111i11111■11111i11111m11111111111u11111i11111.IW I111111•II11111111Ii11111i111111111111 IIIliI117111Ci111111011u111111111111171111111IIII1111111111111I11111111111111111IIIIIll111111I111■111111I1 111/11111/11111IU11 O IIIII11111I111C!111111►q111111111I11111111111111111I11111111111111111111111111111111111I11111111111IiIIl 1111111111111i11111I11 61111111111l5i1711111\!111111111111111111111111111111I11111111111111111111111I11111111111111111111 1111111i11111111111i111111 1111:!1111111111!!!1.1111111(11111111111111111111111111111111111111111111111111111111111111111111111!11111111111i11111111111i111111 4> 1171:IIIlil1ii1s:IH11111111G!11111"111111111111111111111111111111'!11111111111111111111111111111111111111IIIIli!!!1II1111i!111 l'111111:111111::!-!IiN;l11111111, 7I11111111111111111111111JIi111111111111111(1111111111111111111!11111111111 i!J111111111h7 1111lioli1R171Cir /Il "11111111111111111111u11,111'111111/111111111111111111111111111111111.•.na/1111/11 1111111111l;i:1111►j! Ir' '11�11111111111116'd111111111111111111111111111111111i1111m11111I:1111111111 1 h1I11111fiill!•- 0101. , M"- g11111111111111111111111111111111111111111111111111111!IIliii1111►1111111I111M11111111 ll�.%\Mill\. ‘111111111111111111111111111U11I111111111111111/1101/1111111111!1111111 Ark • ►I1111►l/ A1■1miIMlb, 4111lll♦►_ "11111111111111111111111111111111111111111111111I1911111111111!1111 Ney 11li9 u/\\N1_NII11IMIN1i..- "'lainII., •11111111111111111111111111111111111111111111111:1111111111111111 -1=��� _ — — ',!1111!!!111!!!I11!!!!IIMAlli:'!11!!!!I1!!_NIII!!!11!!!_ll TOrRO'� . 0111111M177-7-1 �� 111111 1 ` n III '' IIo 11111111OIlt1111i ,— A� ' ��� 1l 11111111 �1711u11011Th IIII ' \� • • iY ' tIhii.ai1uiti 110 '- 11111 1..1\ /1.1i ■�nmm�lOnnl�li �I 1111111111111111111111111111111111_..._,_....,_...._....,_...._...._....,_...111I1117I1111//� 1i� r1i1■'�i1►711\7. — Illliliel111111111111!1111111111111111111111111111u.lIiu7111l1111.111 lllulll1111111111/�—,-"IIL.e__ `!:111".0111_.1!_ rol�nAT II j. 4112,--. \ ,_ * I immlui 1.5-711= mi , ml • ililll '_�'j!III 1111101.11'Hill E 1111111111;1111111111'11111 11111''11111'HID E_ _ - 1 Ih1_ :l ' o 0 111111111/1 !inu1I11II 1111111111 1111111111 1111111111 1111111111;.1-= I y_,IIII_J_Jmik. 1 ,-1-7• 1 11 !II IIo1111111Illi s IlI.. IIIII 11111 Hill 11111 IIIII(IIIII IIII!• •=i7,,5- ---- �w—.— i' ,_�\ No x .••eor+oru= •-�- .• IWO z NO•ea a 14-OTOCKOR100E TRIPPIA-TRI WOW DOOR. Q.AaeIC-CROFT IrIERIC N -- n COLLECTION UV 10.NM I w TRANSOM MOVE fY M1 DOM.1IaMI4SCM AICD LRE!) FRONT (STONE ELEVATION) 1/4••I-0• Wind per ASCE 7 `c,,pWU ENGINEERING INC. Project Sycamore 3-Car `v Direction Side to Side 3s Gust Roof A 21.3 psf Speed Exp. Angle A B 6.8 psf 105mph B 26.6 1.00 C 15.8 psf + � 6:12 D 6.0 psf � \"4114K gpilliP I.E dz«xs open fie' .� Least a= 4.0 ft 0; • W(ft) hAVG(ft) or a= 10.0 ft D rection 40.0 25.0 and a> 1.6ft 2t. and a> 3.0 ft End Zones Note:End zone may occur at any corner of the guiding 2a 8.0 ft WR L(ft) 8.0 27.0 8.0 hA(ft) 4.0 8.5 hB(ft) 6.0 he(ft) 8.5 hp(ft) 3.0 W(plf) 0.0 125.7 152.5 180.7 0.0 0.0 0.0 0.0 0.0 0.0 200.0 - WR AVG 152.8 plf 100.0 0.0 W2 L(ft) 8.0 27.0 8.0 hA(ft) 10.0 10.0 hB(ft) he(ft) 10.0 hp(ft) W(plf) 0.0 212.6 158.4 212.6 0.0 0.0 0.0 0.0 0.0 0.0 300.0 - W2 AVG 178.6 plf 200.0 100.0 W1 L(ft) hA(ft) hB(ft) he(ft) hp(ft) W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - W1 AVG #DIV/0! 0.5 - 0.0 I�Itltlltl/tll�l■Itll.l■ISI.ItI�IMI■ISI.ItAltl■I�ItI/I�1.1■I�1�1■I�111/tll.lt�l1l■�I�It�l.l■I�1�1�1.1■tll■lItI111t1�1.1/I�1�1 ■III1111I1111111II11I11111111111111111I1II11111111W111111111111111U1111IIII11I111111111111111■ 111/11111/ IIIIIIIIIIII111111 0 1111I1111111111IIIIIIIIIIIIII11111111111IIIIIIIIIIIIII1111I11/11U11II1111111I11II1111IIII11I111[1111111IIIIIIII1111I11/1111M11 11111111i1111i111111 11111111 lura il11inin11iliil111111n11ri11111I111111i111111 1111111111n11i1iil1uill11li 111111111111 li 1111 ii 1111111.11111111 li niulnllliii P�liii11liluII IIIIOuI �111N111I1IiuiiN1iin1IllIIIi IliuiiluilllIII1IiillIIilIIIIIIIINIl1111111I1IIIIIliiilil1IIIIlIIIIIII iilliililuiiil liIIIIII li IlIIIIII iiitilnIIIIIIIIIIIIIIIIIIIIIIIII uuilliilnnililuIIIIIIi1fu ul1111111lt1 1111111111111111 ullllil�1 ui 111 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIII 111/11111/ 1/111111111111 111 1111111111111111111111111111111111111111111111111I11111111111111111111111111111111111111111111111rJ111111111111111111111111111111 01111111I11111111I11111I111111I11111I1111111IIIII11111IIIIIII11111111111I1111111i11111111111111111 /111111111 11111111111111 II 1IIIIIII1111I11111111111111111111111111111111111111111111111II11111I1111111111111/1111111111111111 11111/1/11 111111111111111111111 — 11111111111111111111111111111M111111111111111111111111111111111111111111111111111111111111111111 1111111111 11111111111111 ill TOP.PLATO iiilllilillllilillliliilliililiiiiliiiiiiilliiliiiiiiiiiiliiiii111IIIIIIiiiiiililiillliiii111iii111iii11filliliiili►iiilliiiilliii lll` — — — — r N. 1111111111111111111111111111111 1l ii- lIIIIIuIIIliIIIIIlIlIIiliIIii111 111111 1 1111111_ _ — ...— -- lralINIV11 a:(OLI■�rRil -6Lb— -3r TOP run L.- O it NOTE.THE PATIO GLAD/61EP 614ALL NOT DE MOM TON 6• BELLOW TME TNIREAO4oLD OT TM PATIO 000R REAR (STONE ELEVATION) V<•.„.O. Ilk 0 _ I.II 1 r 1 II 1 lull-mu 1 Ivo a 0 i11111�11111111141�11111MINZOI1111NII' ini!IWNW 11I 1111111w111111f111'II" 111111�1'1111�111ll\IIIII�i1r1111111 ti1�' II1f111111'1a111f1PiimIIIIc Haw' 111/1111/■10111111111\I1111111iP'' 1111111111SIMIIIIIIMP' ` 1 IIIIAi\IIIIII1111UI1111j "..... fOI°pure 11:smlrI. 1 sIIIII\IIlhIII1110111111111111 WI 11111011111111111�■I }}�',11L' - - ' I I I W1 I �lllti;�ll��i _ _ IC ie.... .. ... IIIIIIIU1IIIlI.IIluI1\f'1ug TOPRAIL_, — — II!!III ISI__,■■ I!IS1III!1I I►_;y — I I I I `I ; IlrMiik —' 10 isi 4. ritilk M ,..1.:--?,!=Mk- 0 4 RIGHT SIDE (STONE ELEVATION) V4"•11'-0• 0 n 17.: ..iminumiiiiiiriiiiiiimmincomeami ••IU1111I111IjIIII1II1611rI1111II1111r11IIl1lr►I 111rI1t11ru1111L nA. 411191111111111111111111111111111111111111111111 <:"qiuIiiIilIIIIi/ Ul ` iiik.i.,.i;iiiiiiiiioiiiiiiil — — — a ^O —� `may / �/ �a 111111.11111 = — — _ — — _ — O -10 ib 11MM Ism :mss74 ,�Mb_RR — — .`icwc- 4 w6 • LEFT SIDE (STONE ELEVATION) V.,,,,-0. Seismic & Governing Values pwu ENGINEERING INC. Project Sycamore 3-Car Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC Design V=[1.2 SDs/(R x 1.4)]W Categ:11 " W1 ry R SDs D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load:6psf � V=( 0.100*W1 Exterior Wall Dead Load: 12psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 (15+5+3) * 43 ft] = 91p11 < 128.6 plf Wind Governs WZ = [0.100 * (15+5+3+4) * 43 ft + 99.1 plf= 55p11 < 296.1 plf Wind Governs 215.5 p!f= 215.5 plf #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 40 ft] = 92.2 plf < 152.8 plf Wind Governs WZ = [0.100 * (15+5+3+4) * 45 ft]__',+ 92.2 plf= 214.0 plf < 331.3 plf Wind Governs W1 = [0.100 * (15+5+3+4) * + 214.0 plf= 214.0 plf #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 Line Loads �Pwu Project Sycamore 3-Car :1 ' High Roof Diaphragm-Upper Floor Walls Line B P = 2.57 k LTOTAL = 30.0 ft ENGINEERING INC. v = 2.57 k / 30.0 ft = 86 plf Type A Wall h = 8.0 ft LWORST = 15.0 ft MOT = 86 plf * 8.0 ft * 15.0 ft = 10.29 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (15.0ft)2 / 2 * 0.6 = 8.51 kft T = (10.29kft - 8.51 kft) / 15.0 ft = 0.12 k +, 0.00 k = 0.12 k No hd req'd Line D P = 2.57 k Line 3 LTOTAL = 23.5 ft v = 2.57 k / 23.5 ft = 109 plf Type A Wall h = $.0 ft LWORST = 10.0 ft MOT = 109 plf * 8.0 ft * 10.0 ft = 8.76 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (10.0ft)2 / 2 * 0.6 = 3.78 kft T = (8.76kft - 3.78kft) / 10.0 ft = 0.50 k + 0.00 k = 0.50 k No hd req'd Line 1 P = 3.28 k LTOTAL = 24.0 ft v = 3.28 k / 24.0 ft = 137 plf Type A Wall h = 8.0'ft LwoRsr = 4.0 ft MOT = 137 plf * 8.0 ft * 4.0 ft = 4.38 kft MR = (15 psf * 15.0 ft + 12 psf * 8.0 ft) * (4.0ft)2 / 2 * 0.6 = 1.54 kft T = (4.38kft - 1.54kft) / 4.0 ft = 0.71 k + " 0.00 k = 0.71 k No hd req'd P = 3.28 k LTOTAL = 26.5 ft v = 3.28 k / 26.5 ft = 124 plf Type A Wall h = $.0 ft LWORST = 2.5 ft MOT = 124 plf * 8.0 ft * 2.5 ft = 2.48 kft MR = (15 psf * 15.0 ft ' + 12 psf * 8.0 ft) * (2.5ft)2 / 2 * 0.6 = 0.60 kft T = (2.48kft - 0.60kft) / 2.5 ft = 0.75 k + 0.00 k' = 0.75 k Use type 6 hd Low Roof/Upper Floor Diaphragm-Main Floor Walls Line A Line B P = 0.84 k LTOTAL = 21.0 ft v = 0.84 k / 21.0 ft = 40 plf Type A Wall h = 9.0 ft LWORST = 21.0 ft MOT = 40 plf 9.0 ft * 21.0 ft = 7.53 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (21.0ft)2 / 2 * 0.6 = 18.26 kft T = (7.53kft - 18.26kft) / 21.0 ft = 0.00 k + 0.00 k' = 0.00 k No hd req'd P = 5.17 k LTOTAL = 22.0 ft v = 5.17 k / 22.0 ft = 235 plf Type A Wall h = 9.0 ft LWORST = 22.0 ft MOT = 235 plf * 9.0 ft * 22.0 ft = 46.51 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (22.0ft)2 / 2 * 0.6 = 20.04 kft + 500 Ib * '22.0 ft ''= 11.00 kft + 20.04 kft = 31.04 kft T = (46.51 kft - 31.04kft) / 22.0 ft = 0.70 k + 0.00 k ;= 0.70 k I No hd req'd v = 3.35 k / 16.0 ft = 209 plf Type A Wall Line C P = 3.35,k LTOTAL = 16.0 ft h = 9.0 ft LWORST = 16.0 ft MOT = 209 plf * 9.0 ft * 16.0 ft = 30.13 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (16.0ft)2 / 2 * 0.6 = 10.60 kft + * = T = (30.13kft 18.60kft) / 16.0 ft = 0.72500Ib k + ,0.0016.0 kft = 0.728.00 kkft + 10.60 kft = 18.60 kft No hd req'd Line D P = 4.16''k LTOTAL = 37.0 ft v = 4.16 k / 37.0 ft = 113 plf Type A Wall h = 9.0 ft LwORST = 37.0 ft MOT = 113 plf " 9.0 ft * 37.0 ft = 37.47 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (37.Oft)2 / 2 * 0.6 = 56.68 kft T = (37.47kft - 56.68kft) / 37.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 See FTAO Calc Line 2 P = 3.84 k LTOTAL = 36.0 ft v = 3.84 k / 36.0 ft = 107 plf Type A Wall h = 9.0 ft LwORST = 9.0 ft MOT = 107 plf * 9.0 ft * 9.0 ft = 8.64 kft MR = (15 psf * 4.0 ft + 12 psf * 9.0 ft) * (9.Oft)2 / 2 * 0.6 = 4.08 kft + 500 lb * 9.0 ft = 4.50 kft + 4.08 kft = 8.58 kft T = (8.64kft - 8.58kft) / 9.0 ft = 0.01 k + 0.00 k = 0.01 k I No hd req'd Line 3 P = 5.52 k LTOTAL = 14.0 ft v = 5.52 k / 14.0 ft = 394 plf Type B Wall h = 9.0 ft LwoRST = 2.0 ft MOT = 394 plf * 9.0 ft * 2.0 ft = 7.09 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (2.0ft)2 / 2 * 0.6 = 0.17 kft + 500 lb * 2.Oft ' -= 1.00 kft + 0.17 kft = 1.17 kft T = (7.09kft - 1.17kft) / 2.0 ft = 2.96 k + 0.75 k = 3.71 k Use type 2 hd See FTAO Calc Force Transfer Around Opening Method (FTAO) --,Pwu ENGINEERING INC. @ Main Floor Line 1 Worst Case Ll = 5.Oft L0= 10.5ft L2= 3.Oft V= 2.23 k vp= 121 plf vp= 121 plf vp= 121, plf' hu = 1.0 ft � -> --> -, 7'_ Fl = 1.19k F2= 0.71k l y ho= 5.0 ft 4444',-A011114 1 F, = 1.19k F2= 0.71k Iliw vP= 121 plf vp 121 plf vp= 121 plf hL='3.0 ft T T= 0.00k T= 0.00k vp= 2.23 k/ 18.5 ft= 121 plf H:W Ratios v= 2.23 k/ 8.0 ft= 279 plf Use: Type A Wall 5.0 ft : 5.0 ft = 1.0 : 1 5.0 ft : 3.0 ft = 1.7 : 1 F1 = (279 plf- 121 plf)* 5.0 ft* 1.5= 1.19 k F2= (279 plf- 121 plf) * 3.0 ft* 1.5 = 0.71 k Use: (2) Bays BLKG MOT= 2.23 k* 9.0 ft= 20.07 kftI MR= [( 15psf* 7 ft+ 12psf* 9.0 ft) * (18.5 ft)^2 * 0.6/2] +(:0.0 ft *5001b) = 21.87 kft T= (20.07- 21.87)/ 18.5 ft= 0.00 k No hd req'd 1.0 0.71 k s 0.5 - -00.5.0 E. -1.0 - a -1.5 - - a. ---�PWU ENGINEERING INC. Force Transfer Around Opening Method (FTAO) @ Main Floor Line 3 L� = 3.5ft Lo= 6.0ft L2= 3.5ft V= 3.22k vp= 248 plf vp= 248 plf vp-.7. 248 plf hu= 1!0 ft dfr . $ a E- �- ., . frior L FI = 1.11k F2= 1.11k o hO= 6.0ft �� � F� = 1.11k F2=-*11111 1.11k . 1 vp= 248 plf vp= 248 plf vp= 248 plf hi_= 2.0 ft T= 0.90k T= 0.90k I vp= 3.22 k/ 13.0 ft= 248 plf H:W Ratios v= 3.22 k/ 7.0 ft= 460 Of Use:Type B Wall 6.0 ft: 3.5 ft = 1.7 : 1 6.O ft : 3.5 ft = 1.7 : 1 F1 = (460 pif- 248 pIf)* 3.5 ft* 1.5= 1.11 k F2= (460 Of- 248 plf)* 3.5 ft* 1 5= 1.11 k Use: (2) Bays BLKG MOT= 3.22 k* 9.O ft= 28.98 kftl MR= I( 15psf* 7ft+ 12psf*' 9.Oft)* (1r(31.05 13.0 ft)^2 * 0.6/2] +( 13.0ft *5001b) = 17.30 kft T= (28.98- 17.30)/ 13.0 ft= 0.90 k Use: type 2 hd 1.11 k 1.5 - a 1.0 - a 0.5 Ye 0.0 >i -0.5 LL -1.0 - . 1.5 0 e e Ake 144 6..34• 4'.O" O --o--- `_�---i"'�4 e ir I- 1 o •Illlllli _ . r---- ■IIIIIII p p lug 40 In i , 11 11 VI o 1 1 4'4i'si, 10'-'4• r OHO O e UPPER FLOOR LATERAL PLAN Ivo, • ENTIRE WAW.ELEV TO OE SHEATHED USE 0622 COIL 6TRAP O P Nara MEN DET mesa O Pae Pta°METHOD 0, A e e � 0. . A .. a b-O' T c3� ► n e O am I y,_z. —-4 Ilk. . 4. i-✓ w�,. —k uo. LO O ^ J !1B r0I EL TVlDV I I 2'_,{. y'Ll • O UBE GEM COIL WRAP r 1 /' MOAT!.PER DET 10/632 r Q 9a /OR PTA°METHOD e MAIN FLOOR LATERAL PLAN S ,. cv e e 4'4 I 6'-34" I 14.-x(. ` _--- -- --- -�`` O ink [cD1 p � 1 L ® o1 1. � e 4• ---11___O ===.=.1 L-1_, , . a , , [la '- __ _ n e Oh ley-3i. e W0 6 UPPER FLOOR LATERAL PLAN it ENTIRE WALL ELEV TO BE WEANED USE C822 COIL STRAP e (2)SAYS PER PET 10/882e e 13 A Pala PTAO PEfl.1o'.,• E'-5' B O y -s,, T-14' �-��-` • r r--,7--.-.-. .-. -a-:- 1--- 4 0 et • e. b AO A b e fri*F.L. e - e n - 'r 3' 1-�� O t Iv uJ n_O u 3 c` Ohl . " ENTIRE WAIL ELEV B I I TO DE OFEA.TFED USE CS22 COIL STRAP e ❑�° u 'A �2.-.1. 1'-9' (2)DAYS PER PET IO/892 �rr FOR PTAO METHOD 9 All, 9 MAN FLOOR LATERAL PLAN HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tensior NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner S=2550, S=2550, 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB2OL w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 w2 6675 w—6705, 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB 5X24 W-6675 w=6675 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 S=6395, S=7315, w=7615 w=8710 8 HDU1 1-SDS2.5 (1 )6x 9535 6865 PAB8-36, 10"min PAB8-36, 10"min embed into 32"min embed into 32"min 9 HHDQ1 4-SDS2.5 (1)6x 14445 10350 width footing. If at width footing. If at retaining wall lap retaining wall lap anchor with vert reinf anchor with vert reinf bar hooked to Ftg. bar hooked to Ftg. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per C-2011 Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. 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. , SHEARWALL SCHEDULE (a-m) ONLY REQ'D ON INTERIOR SHEARWALL S 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 @ 14"o/c 255 357 B16" OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 18"o/c (m) 16d @ 22"o/c A35 @ 10"o/c 395 553 C16' OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia. A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8"o/c 505 707 D16" OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia.A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 6"o/c 670 938 E16"OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8"o/c 510 714 F 16'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 @ 5"o/c 790 1106 G16"OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" 2"Dia. A.B. @ 7"o/c (m) 16d @ 2"o/c(2)rows staggered HGA1OKT @ 8"o/c 1010 1414 H16"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 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"(%4"plate washers req'd at all shear wall A.B. in seismic zone D, E, F. 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. • I • I ii ii ENGINEERING INC. Ph: 503 810-8309, Email:pw+uenginee ing©comcastnet 4 pM,oet, 3r... 254 gra., t5fst . mum L=21' t.,/c 7604 `�,IJ 7.411k L= 12' w 81 r Q*k 5,141• " , r1,'ks L..--5' .. 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