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Specifications s 77 I ex.3 ` s was ,ett,r. RECEIVED PWU ENGINEERING INC. (?r,T �' 7n±;� Email: pwuengineerincacomcast.net Ph: (503) 810-8309 Cl I 3g . 4tit ,,.a .: # Structural Calculations: Job # LEN 15370 Date: 9/22/15 Project: Mulberry A Master Reuse Garage Left Lot 1, Oak Crest, Tigard, OR Lennar Homes PROFFs c) INF�, so « 19421PE I I 11 I I M PI . A rEGGN 22 Nc5 PH/llP `NU 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 is 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. w 1 4 c`,jPWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering @comcast.net The following calculations are for the Mulberry A Master Version stock 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=28' approximately. Y � c MFRS Direction 111110 End Zones �+ 1 muvr Rs Direction 2e1.4 ' End Zones Note: End zone may occur at any corner of the building. a= .10*40' = 4' or for h=28' a=.4(h)=.4(28')= 11.2' a=4' controls a must be larger than .04(40')= 1.6' and 3' Therefore: 2a=8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: D1 seismic design category per the latest edition of the state adopted code based on the 2012 IBC and IRC SDS= .76, R= 6.5, W=weight of structure V= [1.2 SDS/(R x 1.4)] W V= .100W Roof Dead load= 15 psf Floor Dead load= 15 psf Interior Wall Dead load=6 psf Exterior Wall Dead load= 12 psf Veneer=40 psf Wind per ASCE 7 JPWU ENGINEERING INC. Project Mulberry A 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 iteig Direction . End Zones Least a = 4.0 ft 011010 �+ L (ft) hAVG(ft) or a = 11.2 ft 40.0_ 28.0 and a > 1.6 ft 2e' End anda > 3.0ft _°es Note:End rate may occur at any corner of the huildig. 2a 8.0 ft WR L(ft) 8.0 12.0 12.0 8.0 hA(ft) 4.0 4.0_ hp(ft) 5.0 8.0 he (ft) 4.0 4.0 hp (ft) 5.0 8.0 W(plf) 0.0 118.9 93.2 111.1 139.2 0.0 0.0 0.0 0.0 0.0". 150.0 WR AVG 112.9 plf 100.0 - 50.0 0.0 = - W2 L (ft) 8.0 12.0 12.0 8.0 hA(ft) 10.0 10.0 hp(ft) he (ft) 10.0 10.0_ hp(ft) W(plf) 0.0 212.6 158.4 158.4 212.6 0.0 0.0 0.0 0.0 0.0 300.0 W2 AVGI 180.1 plf 200.0 100.0 0.0 W, 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 W,AVG #DIV/0! 0.5 - 0.0 - TOP • TOP } � UU.111ii:111111111111:111111111111:11111:111111M1111111111101111 lIIIII■uul■IU11■IUCMUC III11■Ilnl MUMMOM■IIIII■m'1■ul IIna1WU1■IIIII■IIIII■Ilia■VIII■IIIIII■IUII■111II■11111■III'I■I 0 111■VIII■Intl■IUII■IIII■IIIII■'u111■II IIIIIUIIIII!III�CIII■III I IIIWr:;�I11I1■1u11■WII■I�' '11IIIUI1111■II'ILIIIII■iUE IIuuiuiIuin 11u1U11►1rliiUl,ui.p11u1O11.11111.11111.1111 r11.IIIIp.•IIIII•Ii11■Ir' �I//► '41W iui•f I I.111111i1 WINIMMNIII■V'' X11 11111■11111■IIIII■11111■IIIII■11111■IIN ''' /�■ g■I'� `� /11111■I � / IIII■IIII■11111■ 0 110111`1111IVI _ '1111.11111■11111■11111■11111■11111.111 11.11'' /M1■•r.' I.11� 111:11\!1'' -.Milt., ��■IIIIIIIIIII■I1111■IIIII■IIIII■IP' /I■1.1�/' ■1■■'Il� V-I�I�/I, s■mima►■► "1111■11111■IIIII■IIIII■11''' �■■i■P' .•1■�IJ�1 PLATE •/�,...........��� VI■11111■11111■III'' •������� ��•••�•��• O 910 IIII - -- -- - Ell LI:111L1_�_!-- III■IIIII:IIIII■11111:1 O ■11�11� I 1111■ 11111■IIIII■11111■111111.r... r1 =��� 111111■11111■11111■ � 111111■IIIII■IINI�IIIII■I IIII III! .._........_. . . ..JIIIIIIIII1111■1111PI1■II/I■IW'" 'VIII■. y� .■II n e 11■INII■III/1■111I711111■11111■11111■n11■Illll■IIIIIIIIigll■IID" '�IIuiiili■11111■I1:I1■I1111■IIIIII'II11■II Iii III■b5lI■I11II■I/1/i\11111/ItI/■11111■11IIIIItIIIlu11IItur �'I - 711111■IIIII■lUa■IUIIIiiiiiw1111■IIIQ PLATE REIN S110111,411111011111111111111111111111111111111111. •�111�11■� 'rlll■IIIIIIIIIIC!■IIIII■IIIIIWInin No L il i' ::: :::: ' : III 11111 III,�1111: ��IIII :Ilill (IIII IIIII �� J L J11. ' 1 _ ► VIII 11111 IIIU!Diu ',11111 lull 11111 lull �ii ❑■����ay lir III/0 x I/O'EONCMA.OTOCKdtlOGE FRONT (ELEVATION A) `41111131■1111 •001■111 V4••1'-0. Wind per ASCE 7 PWU ENGINEERING INC. Project Mulberry A \� Direction Side to Side 3s Gust Roof A 21.3 psf Speed Exp. Angle A B 6.8 psf 10 105mph B 26.6 1.00 C 15.8 psf L. � �'� 6:12 D. 6.0 psf Ur c Prectbn 'VI�Erd Zom, ili �s* Least a = 4.0 ft r W(ft) hAvG (ft) or a = 11.2 ft �0/ ,� orenon 40.0 28.0 and a > 1.6 ft 2a'C, and a > 3.0 ft End Zones - Nke:Ed zone ray occur at any caner of the buldhg. 2a 8.0 ft WR L(ft) 8.0 20.0 8.0 hA(ft) 4.0 8.0 hB(ft) 6.0 he (ft) 8.0 ho (ft) 2.0 W(plf) 0.0 125.7 138.6 170.1: 0.0 0.0 0.0 0.0 0.0 0.0 200.0 WR AVG 142.7 plf 100.0 1 0.0 W2 L (ft) 8.0 20.0 8.0 11.0 8.0 hA(ft) 10.0 5.5 4.5 hB(ft) 7.0 hc (ft) 10.0 4.5 4.5 h0 (ft) 7.0 W(plf) 0.0 212.6 158.4: 188.2 113.1 143.1 0.0 0.0 0.0 0.0 3000 W2 AVGI 159.3 Of 200 0 100 0 0.0 Wi L (ft) hA(ft) r hB (ft) he (ft) hD (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 u `V O iii i iiiiiiiii;l�iiiii�iu �iiiil�il�:��" ■,....a iiiinvii■i.iinluiuiii P:ii' I11I1111111uIh1.\!11/11111GIIIIIIP' `\ IIIQ �;111 1I1111111111 m1111IP. •∎ HI �u 'GP PLAT! R.G .A % �,� I ��_ T I -- 11111n1111W1111n11111�11111ninta11111�1ommilli zentl . , �� =I _ �- u;�IIIII�III711111�1111� II �,. — II II.-� 11UIIIIIIIIIIIIIIIIIIIOIII11111n111711111nIHhi IIIII�IltI — l.-_____l• 11111II1111InumnIIIi11/1UIIIIIUIIIIiiIlIM mIWIInm ■1■1111�l �� ® n11111IIr111I11111nmIIn11111n11111/n111\IIIIIILIIIII�111/IIIII �.� ��Ihhhhhhhhhhhhh"hhh"hhhhhhhhhhhhhhhhhhhhhhh" hhhhh' hhhhh'II�Ir111.I1111�I1111n11111�11111�11;111/Ilm\I11,iillll/1\IIIII�I �-1iR • III In1111 1iu111 1iI1111ii1111uI11c 7Illll�llm\IIIIIiIIIuiilIm���n11n�IUmm�l�IUn�ilnnmi;�11111�11111►11111�11111�111: _ •-���i ■ir■r■■iruuirmuriu■�rnn�run■:rnw ■■ ro�unrmru "II ' D "7 O III } d1D�LR l _ �— 0 RICa 4T SIDE (ELEVATION A) V4•.1._0. • 0 uiuiiiilmumniit ittmitmliemiiitmiiililuiln tmliilmmilriiimu nilmotiiliiliiiiiliiliilriotmliiliiiit I11111111111111111111111111111111I111111111111/1111111111I111I1111111111111I111111111I111I111111I11I111I11I1111111111I1111I1111I111111111111111111111111 11111 111111Q 111111111111111 In1111111 1 il11ii II111111111�it11l1iil11u nil1in1111 11111ili1111111 il�1 il�IniI111111111111111111l 1111�°IiI11111111111 111 11 11111°Ii11111111I11iI11I1liuiii111111 1111111ll1il11l1111111111111111111I�I111I11I111M1111 1.11111 11111111111111111I111I111111I111111111111111111111111111111111111111111111111I111111111I1111111111I11111111111111111111111111111111111111111111111/11111 1U11111111111I111111U11111111111I11111111111111111111111111111111111111111I111111I1111111111111111111111111111111111I1111111111111I11I1111111111t111 111111111111111111111111111111I111111111111/111111111111111111111I11111111111111111111 1.11111111111I111111I1111111111111I111111I1111111111111111111111 111111111111I11111111111111111111I111111111111IU11 1111111111111111I1111111111111111111111111111111111I111111U1111I1111111■111111111111111011111111 ror�Te 1111111I11111111111111111111I111111111111111111111 011111111111 11111111111111111111111111f1111I111111111111111111I111111111111111111111111111111 III111111IIIII11II tI1111111111U11111111111111111111111111111111I11I111I11111111111111111111111111111111111111111111111111111111111111I11IIIIE c 17 + EUD-!LR TOP RATE / \ � O } 84.115-FUR. REAR (ELEVATION A) „4•.P_O` 0 iumm11IlliIlIIIuII.1IIIIII milmIIII'uIunU l � "IIIn111111111111111111m111111/II °'mI11n11mIn/IrmnIlun■ ,qummn111lnn11 1IIUI 111■II III■IIIII IIIIIII■IIIIIIMIIIIIIIII■II111.111/11111111■IIIII.III/I■IIIIINIIIII11111IIM111IIIIIMI1111I/1.111/ MIN }. Iunmmn msi mnmImlrlummnssmo mmmnlllnIIIIInIInmllmlmn/IIIImlllminllnlllIIIm 1111 Q a 11111111111111 111111111111II111n11111I111eini m usimimminI1m11111I111111I11111m111111111I111In11111111111111I 11111111111IIIII111111111IIIn 11111n11I1I1I1111111111111111111/111111111111111111111111111/I111111111I1111111111111111n111111I1 = 11111I1111111111I1111111111111I11Im111111t1111111111I111 III11n11I1I1U111I111I111111111n111111I11I1111111111111111/1111111 IIIII111mI111111I11IIIII111111I111111I111nn11n11111I111I11Ifl1111I11n1111111111O1Ui11 111111111I1111III111111I111111111111 MN IIIIn111111I1111111111111U111111111111111111I11111111110I1111 1111111111 1111u1111111111111111111n11111111U1111111111111111 ff Il'I N1Wililr1fi i ear-rue II111111I1111m11I01I111111I111111I11I111111I1 1/1111111111I111I11111IU11111111m111I111111111111111111111nI111I11n111 11111 `�III�n111UU11111I11111111 -•o` 1 1111111/I11II1111IIIIII1 II11111111111n11111n1111 11I111111f111/11 f11 111111111I1f111 111 1111II1I1111111111111111 1111111IInIl1I �IrIII/IrI1111r1I1/Itl TQ' '>f�I�UUL1���I��1�II��IInE�1��n�E1VI�I��1I�1U�1��nI�1I�n��1���I��1111��1��1U�1��1U�n�U�IEIII��1I��lI�Il/II��II��O - '.IIIn1111m11111111 o O ) L i LEFT SIDE (ELEVATION A) V4••i'.p• Seismic & Governing Values �Cc„PWU ENGINEERING INC. Project Mulberry A `v Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC Design V= [1.2 Sps/(R x 1.4)]W Category R SOS D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load: 6psf V=1 0.100*W Exterior Wall Dead Load: 12psf Veneer:40psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 " (15+5+3) * 36 ft] = 83.0 plf < 112.9 plf Wind Governs W2 = [0.100 * (15+5+3+4+4) * 55 ft] + 83.0 plf = 253.9 plf < 293.0 plf Wind Governs W1 = [0.100 * (15+5+3+4) * + 253.9 plf= 253.9 plf #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 40 ft] = 92.2 plf < 142.7 plf Wind Governs W2 = [0.100 * (15+5+3+4+4) * 40 ft] + 92.2 plf-= 216.5 plf < 302.1 plf Wind Governs W� _ [0.100 * (15+5+3+4) * + 216.5 plf-= 216.5 plf #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 Line Loads Cc„p{�/U ENGINEERING INC. Project Mulberry A `v High Roof Diaphragm -Upper Floor Walls Line A P = 1.13 k LTOTAL = 10.0 ft v = 1.13 k / 10.0 ft = 113 plf Type A Wall h = 8.0 ft LWORST = 10.0 ft MOT = 113 plf * 8.0 ft * 10.0 ft = 9.03 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (10.0ft)2 / 2 * 0.6 = 3.78 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 3.78 kft = 3.78 kft T = (9.03kft - 3.78kft) / 10.0 ft = 0.53 k + 0.00 k = 0.53 k I No hd req'd Line B P = 2.26 k LTOTAL = 53.0 ft v = 2.26 k / 53.0 ft = 43 plf !Type A Wall h = 8.0 ft LWORST = 12.0 ft MOT = 43 plf * 8.0 ft * 12.0 ft = 4.09 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (12.0ft)2 / 2 * 0.6 = 5.44 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 5.44 kft = 5.44kft T = (4.09kft - 5.44kft) / 12.0 ft = 0.00 k + 0.00 k = 0.00 k I No hd req'd Line C P = 1.13 k LTOTAL = 34.0 ft v = 1.13 k / 34.0 ft = 33 plf 'Type A Wall h = 8.0 ft _ LWORST = 16.0 ft MOT = 33 plf * 8.0 ft * 16.0 ft = 4.25 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (16.0ft)2 / 2 * 0.6 = 9.68 kft + (0lb * 0.0 ft) + (0 lb * 0.0ft) = 0.00 kft + 9.68 kft = 9.68 kft T = (4.25kft - 9.68kft) / 16.0 ft = 0.00 k + 0.00 k = 0.00 k I No hd req'd Line 2 P = 1.07 k LTOTAL = 12.0 ft v = 1.07 k / 12.0 ft = 89 plf Type A Wall h = 8.0 ft LwoRST = 12.0 ft MOT = 89 plf * 8.0 ft * 12.0 ft = 8.56 kft MR = (15 psf * 10.0 ft + 12 psf * 8.0 ft) * (12.0ft)2 / 2 * 0.6 = 10.63 kft + (0 lb * 0.0 ft) + (0lb * 0.0ft) = 0.00 kft + 10.63 kft = 10.63 kft T = (8.56kft - 10.63kft) / 12.0 ft = 0.00 k + 0.00 k = 0.00 k I No hd req'd Line 3 P = 2.57 k LTOTAL = 13.0 ft v = 2.57 k / 13.0 ft = 198 plf Type A Wall h = 8.0 ft LWORST = 13.0 ft MOT = 198 plf * 8.0 ft * 13.0 ft = 20.56 kft MR = (15 psf * 8.0 ft + 12 psf * 8.0 ft) * (13.0ft)2 / 2 * 0.6 = 10.95 kft + (0 lb * 0.0 ft) + (500 lb * 7.0 ft) = 3.50 kft + 10.95 kft = 14.45 kft T = (20.56kft - 14.45kft) / 13.0 ft = 0.47 k + 0.00 k = 0.47 k I No hd req'd Line 4 P = 1.50 k LTOTAL = 19.5 ft v = 1.50 k / 19.5 ft = 77 plf Type A Wall h = 8.0 ft LWORST = 2.8 ft MOT = 77 plf * 8.0 ft * 2.8 ft = 1.69 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (2.8ft)2 / 2 * 0.6 = 0.29 kft + (0 lb * 0.0 ft) + (0 lb * 0.0ft) = 0.00 kft + 0.29 kft = 0.29 kft T = (1.69kft - 0.29kft) / 2.8 ft = 0.51 k + 0.00 k = 0.51 k I No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P = 2.93 k LTOTAL = 49.0 ft v = 2.93 k / 49.0 ft = 60 plf 'Type A Wall h = 9.0 ft LWORST = 17.0 ft MOT = 60 plf * 9.0 ft * 17.0 ft = 9.15 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (17.0ft)2 / 2 * 0.6 = 11.96 kft + (Olb * 0.Oft) + (Olb * 0.Oft) = 0.00kft + 11.96kft = 11.96kft T = (9.15kft - 11.96kft) / 17.0 ft = 0.00 k + 0.00 k = 0.00 k I No hd req'd Line B P = 5.86 k LTOTAL = 32.0 ft v = 5.86 k / 32.0 ft = 183 plf Type A Wall h = 9.0 ft LWORST = 12.0 ft MOT = 183 plf * 9.0 ft * 12.0 ft = 19.78 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (12.Oft)2 / 2 * 0.6 = 5.96 kft + (0 lb * 0.0 ft) + (500 lb * 12.0 ft) = 6.00 kft + 5.96 kft = 11.96 kft T = (19.78kft - 11.96kft) / 12.0 ft = 0.65 k + 0.00 k = 0.65 k I No hd req'd Line C P = 2.93 k LTOTAL = 42.5 ft v = 2.93 k / 42.5 ft = 69 plf 'Type A Wall h = 9.0 ft LWORST = 5.0 ft MOT = 69 plf * 9.0 ft * 5.0 ft = 3.10 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (5.0ft)2 / 2 * 0.6 = 1.04 kft + (0lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 1.04 kft = 1.04 kft T = (3.10kft - 1.04kft) / 5.0 ft = 0.41 k + 0.00 k = 0.41 k I No hd req'd Line 1 See FTAO Calc Line 3 P = 7.55 k LTOTAL = 11.5 ft v = 7.55 k / 11.5 ft = 656 plf Type C Wall h = 9.0 ft LWORST = 11.5 ft MOT = 656 plf * 9.0 ft * 11.5 ft = 67.94 kft MR = (15 psf * 8.0 ft + 12 psf * 9.0 ft) * (11.5ft)2 / 2 * 0.6 = 9.05 kft + (0 lb * 0.0 ft) + (500lb * 11.5 ft) = 5.75 kft + 9.05 kft = 14.80 kft T = (67.94kft - 14.80kft) / 11.5 ft = 4.62 k + 0.00 k = 4.62 k I Use type 3 hd Line 4 P = 3.17 k LTOTAL = 9.5 ft v = 3.17 k / 9.5 ft = 334 plf 'Type A Wall h = 9.0 ft _ LWORST = 1.5 ft MOT = 334 plf * 9.0 ft * 1.5 ft = 4.51 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (1.5ft)2 / 2 * 0.6 = 0.09 kft + (0lb * 0.0 ft) + (500 lb * 1.5 ft) = 0.75 kft + 0.09 kft = 0.84 kft T = (4.51 kft - 0.84kft) / 1.5 ft = 2.44 k + 0.00 k = 2.44 k I See FTAO Calc Use type 1 hd on garage piers only -,Force Transfer Around Opening Method (FTAO) PwU ENGINEERING INC. @ Main Floor Line 1 Worst Case L� = 7.0 ft L0= 8.5 ft L2 = 3.0 ft V= 2.45 k vp= 132 plf vp= 132 plf vp= 132 plf hu = 1.0 ft -+ -* > V= 245 plf v= 245 plf F1 = 1.18 k F2 = 0.51 k h0 = 5.0 ft F1 = 1.18 k F2 = 0.51 k v= 245 plf v= 245 plf F F 4- 4- vp= 132 plf vp= 132 plf vp = 132 plf hL= 3.0 ft y T T= 0.42k T= 0.42k vp= 2.45 k/ 18.5 ft= 132 plf H:W Ratios v= 2.45 k/ 10.0 ft = 245 plf Use: Tyne AWall 5.0 ft : 7.0 ft I= 0.7 : 1 5.0 ft : 3.0 ft = 1.7 : 1 F1 = ( 245 plf- 132 plf) * 7.Oft* 1.5 = 1.18k F2 = (245 plf- 132 plf) * 3.0 ft* 1.5 = 0.51 k Use: (2) Bays BLKG MOT= 2.45 k* 9.0 ft= 22.01 kftl MR= [( 15psf* 2ft+ 12psf* 9.Oft) * (18.5 ft)^2 * 0.6/2 ] + ( 0.0ft *5001b) = 14.17 kft T= ( 22.01 - 14.17 )/ 18.5 ft=I 0.42 k Nohdreq'd 1.0 0.51 k 0 0.5 '..7c 0.0 - -0.5 - x 1.0 - LL -1.5 - -1.18 k Force Transfer Around Opening Method (FTAO) PWU ENGINEERING INC. @ Main Floor Line 4 = 3.0 ft Lo = 6.5 ft L2 = 3.0 ft -> V= 2.00 k vp= 160 plf vp= 160 plf vp= 160 plf hu = 1.0 ft v= 334 plf v= 334 plf F1 = 0.78 k F2= 0.78 k ho= 6.0 ft F� = 0.78k F2= 0.78k v= 334 plf v= 334 plf 4- 4- Nip= 160 plf vp= 160 plf vp= 160 plf hL= 2.0 ft y T T= 0.20k T= 0.20k vp= 2.00 k/ 12.5 ft= 160 plf H:W Ratios v= 2.00 k/ 6.0 ft= 334 plf Use: Type A Wall 6.0 ft : 3.0 ft I=2.0 : 1 6.0 ft : 3.0 ft =2.0 : 1 F1 = ( 334 plf- 160 plf) * 3.0 ft* 1.5 = 0.78 k F2= (334 plf- 160 plf) * 3.0 ft* 1.5 = 0.78 k Use: (2) Bays BLKG MOT= 2.00k* 9.0 ft=1 18.04 kftl MR= [( 15psf* 6 ft+ 12psf* 9.0 ft) * (12.5 ft)^2 * 0.6/2 ] + ( 12.5 ft *5001b) = 15.53 kft T= ( 18.04- 15.53 )/ 12.5 ft=1 0.20 k No hd req'd 1.0 - 0.78 k Cl) 0.5 0.0 E -0.5 - LL -1.0 - .. I- I L -1 e e , e 1 A ft . O 4 72., LI 117 p A�la. r 1 I= 91% ‘4.:, I A l ': B •v T4- --- 2. `iA 0 J - v UPPER FLOOR LATERAL PLAN 1 EHT1RE u14LL ELM, TO ea SHCATHED O Q .cen COIL STRAP (2)RAYS PER PET PAM POR PT AO METHOD l•� V 30.0• _ 6'10' v o A II Y Al °V C tf:1 I A W, I s - -- -.7 7. . a. -7 , _ T11 °V J c _ — a w n . b . A f r A • •L: . ji r—Lllek Aati 1c,,41,4:r Vcr 1._,,,1. I i�r IV-0. • V 111,/V' V TO OBE WALL.ED USE C.622 COIL STRAP (2)DAYS PER DV 10n562 POUR STEM W4LL UP FOR?TAO an 60 WALL HEIGHT DETU@l TOP CP STEM WALL AND 601701 CP HEADER le e'-e'MAX PER DETAIL nI911 MAIN FLOOR LATERAL PLAN k'.ILO •o O a © ' , ——4-5. Cn • o -4 . ..,_ a§ = II 1 a% .. _ Oh 0 UPPER FLOOR LATERAL PLAN ■ I ENTIRE WALL ELCv TO BE COIL U!C , COIL 6TR.83 Q O Eli) (2)eATb P79�o.. to bsx FOR!TAO 1-2114:0 6,-b• . o _� 0 0 C§ T�C r J Wr ° 7v I A c A 1 t„.•,..v eh, • • • A' • .1— — - . . . r- . .l fir. irk 1 C- i . I A 0 . mew . . . . . . .. . . . . . . . �. � A l A Qv t r A . . s i ,r As - ENTIRE yr v v L v TO ISHEAMED USE 2 *TRAP (2)BATS PER DE l2 Po PT A°I-21140D IU 6T EM WALL LP 10 60 IES4 main WALL A I TQ'T M OF WALL R l BOTTOM Or NCADER b 6'-6•MAX PER DETAIL IIA'SI MAIN FLOOR LATERAL PLAN 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 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 SB 5/8X24 SB5/8X24 w 66705 w=66705 3 HDU5-SDS2.5 (2)2x 5645 4065 SB 5/8X24 SB5/8X24 w=667%' w—ss 0, SSTB28 (NOTE 6.) SSTB34 (NOTE 6.) S=6395, S=7315, 4 HDU8-SDS2.5 (3)2x 7870 5665 8"MIN STEMWALL 8"MIN STEMWALL 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 HHDQ14-SDS2.5 (1)6x 14445 10350 width footing.If at width footing.If at retaining wall lap retaining wall lap anchor with vert reinf anchor with vert reinf bar hooked to Ftg. bar hooked to Ftg. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per C-2011 Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 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 S H EA RWA L L SCHEDULE (a-rn) ONLY REQ'D ON INTERIOR SHEARWALLS. MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft (SEISMIC) Lb/Ft (WIND) A 16" OSB (1) SIDE 8d 6" 12" z"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 @ 24"o/c A35 @ 15"o/c 395 553 C 16" OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 505 707 D 16" OSB (1) SIDE (e,f) 8d 2" 12" in 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 16"OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" in Dia.A.B. @ 8"o/c (m) 16d @ 3"o/c(2) rows staggered A35 @ 6"o/c 790 1106 G 16"OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" 2"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"0/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"xc"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. • • PIM!ENGINEERING INC Ph: 503 810-8309, Email: pwuengineering@a comcast.net rioikery A Rsis , 249p Rtx- % R=2.16 k L= 3` t-,/_ ?re- g.ossle awrf, el.:: 2 ()5e: Llxg DP#2 - .94k I)' 33k #i T L 5C ': R-:m ok 1 User 114 DPI2 HA, - oak f DR G D;, 2:71k R= 12 ' 5 - •.3 ��� C I LiKg vF#2 = 1 I 12' 1'. . (,61 } _ .�. 3.30 k Tg' ' t2' T 24gk C40k 39G.k • PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering©comcast.net Bil 42, 4E4113 T+,u+2281„y USG - - 2TIN Df#z (2) L.pi or*z. ;11 441-I 8t14' 0.941( 2.71k L.- .s' �.✓° NSA' R=0.37k 11=ON2 kP `ms's' T 11.40k t1 ilk 2'? I 1 pia 2 =Cy,63 81`1 7/;,-,p, 4 L= 7s' L,.z ! sp gt 042k N. 1.1414 5' " 20" v2• .0 2x14 pp4-2 8/147 � -- �= It' t,.r ,326 R= 0.72k- M.2+��pp, : - Q M n �/a C84,4 R= 11'1• y�13k1t in lick -Imo,- 180;A4 (J ' �X'_- DP42 M'N Qz' (2) 294 pliqk t fi g, Trim/`.2SC rile R71k .►t.7sk 03e: CAL I 4 -` PWU ENGINEERING INC, Ph: 503 810-8309, Email: pwuengineering @comcast.net Pil CAI yafi �gcoP.,�R= 1.59k 3' 112 . 7A= Z1 " 7'Ls,k .5' 1' 0.4 )2I" ‘ Z. i.a CA. 3.$l k 15g6 Mips; Igor; 3.02k M�Z/Zq<-( D{#Z Use= %.,./ OR eig T 5 pte W1 41:10 NI 41 _ 35slk L- 1 q .14r____Ltdf_L___r ---. ,ft::ttjsk 4- .14 icf..f. T. 19 q T ,r M= AAA ,A4 s z°xi g 64 dg s79"xirv1-2 paR Bm *12, 1.59k y` W' 'e IGOp2 f 2m1,It I G cl . GHQ 7 1:20k 14' 12 o9k I- ,. r'h g.4614" Q.72k I+iv= '0;A4 tU ?mil ,, 'I . �e- $72 x 12"GL . 1.08k ',s'+h m, 17-gicif PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net *13 "alb;i ...fo,- . w= ` L2 g ask Maas Rk -;' "4' irk C)y: 1C tc*2 t pp-k s L- 2 6' - 1 1 1.1.7 1 3 0,1 L= fCpt! _�411 ,C s. R:1.731( 11=1.7314 . DF 42 ( 1st:L ttDC11Z • L= 1-1 ( w= 6w,e R: 1.29k M- 1.2q 14+ ds' ,v.84k S52# r. �'� Tlz3k oga, + 1Snu t.i9k ,HRZ' 5 L= 5' virriCpi, 0 0.404 1�-a.9gk 1`'it O,59rk4i M.,o ak4 2ki�aFo-z