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Specifications • /kt STS U/ S—-LU I S r S c6t L2 •PWU ENGINEERING INC. Email: pwuengineerinqcomcast.net Ph: (503) 810-8309 Structural Calculations: Job # LEN15407 Date: 10/9/15 Project: Mulberry A Master Reuse Garage Left Lot 12, Oak Crest, Tigard, OR Lennar Homes P R OA-e, �GINF c e s�o 19421PE 9 c.C4 411111M0 r EGONI' y22 °�v y/LIP 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. 2 le -PWU 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 1 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 It h =28' approximately. IlkDI AP C tvfWFRS 1 Direction End Zones _ '.��*\ v leOkb`.eIll .10 RS Direction . 2a ' 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: Di seismic design category per the latest edition of the state adopted 10 code based on the 2012 IBC and 1RC 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 Veneer=40 psf Wind per ASCE 7pWU 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 D redion NMI Z Least a= 4.0 ft .� L(ft) h AVG(ft) �0 ft or a= 11.2 ft % R 40.0 28.0 and a> 1.6 ft 2= End Zones anda> 3.Oft Note:End zone may occur at any corner of the buildig 2a 8.0 ft WR L(ft) 8.0 12.0 12.0 '8.0 hA(ft) 4.0 . 4.0 hB(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 - WRAVGI 112.9 plf 100.0 - I i 50.0 - 0.0 W2 L(ft) 8.0 12.0 12.0 8.0 hA(ft) 10.0 10.0 hB(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 AVG 180.1 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 AvGI #DIV/0! 0.5 - 0.0 , • iillulidluliill itIIIIIIIIIIIi111iIi111.1111uIl'Iilllll%III'uIIl11 111111111111II111111111111111111111111111 11nninI UlIII1n1I10∎111111 11111111IIn111I111I1I1111iI111nI IU1 111 111 1 1 111 1 1 1 11111 0 11IIIIII II11U1II1 0 IIn11111111111111111111111111111V1111I11111I1111111 111111:11111111111 111111110111IIIn1111n11W ' ��1IU111n1n11151Fin 111u�1 uummn�nnicnnumn immili nnnnnn 7111111 11111111111111111 ' 1 ".<11111111111111W 111111111111111I1IIIi I'1111 I1111I11111I1111I111111I11111I11111I1111 1111iI11111111W �I 1► �•.i11111401111111111111 • IIINI1111111i11 ''�11111111111111111111111111111111111111111E11111111w .l�mI∎∎li�. •III�Ianni1nin c 11111►`IIUito- .\ mici I11Q1n11111111111U11I11111111111�IV' ...111111111111110 'i1,. 411111:111111111 '-..,,I.. 111:11\!1" ��11C.. 4 111111111111II11I111111I1IIII111V' ■10•1110' .41 `11 ill . 1111 ■�m11.mob. `V11111U1111mimi111D•'• .d� l1i■.' �1..a.jim\. `�I1Il toPrtATE v �.��.��"111 'V1�IIIIIII111111 .. ■����.' �k �••� �. O low- I inu —1= Firi,011iLA, a 0 1111111 II II�III 11'Ii11111i1i11ut111u1 r��� VIII I IVIII 11111i!1-1111��111111■ IIIIIII11IIIIIIIIII��I11.,,..— '111 IL JIIIUI ��—= IIIIIIII111111111Iuiiun1111111IIW1111111111 ��•�=—ViII Oiii._ ��JIIIIIn1111IIIIUI li111n11111up.- -• IIIn1. VM.1iii �-� 111141111111III111 1�11111111111111111111IUIU111111111111111111 w.- I .i iiim1111111111nY11I1111In111\nIN111111 I° 111110411111/1111..110111111111/11IU11IIIIIIIIIII11111111111Or.. 16_ ■A111111n111111►.11111/III1111�71illill I .-} Tel.PLATE 1111111igirliNF 11111`►IIH III FIIII�IIIIIPIIIII�III_IIV 4.111'.1\� "0111111 11111111C!1I11111111111:111I1111 11901 °II 1 I Il I' I =I'!111111111IIii0U IIIIIIIIIIIIIIIIIII 1;111111111111 e r II IIHhlLI_III! IIIII'i11111 ',III11 VIII IIIIII!IIIII DU =1_J L_a-== k!IIIIIIIIU,i,.III ;IIIIIIIIIIIIIIIIIIII]IIIIIII:IIIIII,,. 0 �� 16'0 x ero EOHOMA•8T0G%pRIDGE• 0, FRONT (ELEVATION A) V••.P-O• -,,\ c — . ' . Wind per ASCE 7 PWU ENGINEERING INC. Project Mulberry A `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 � r�'� 6:12 D 6.0 psf �.'���Si Dtrectnn End Zones '��� Least a 4.0 ft -°�' k� W(ft) hAVG(ft) or a= 11.2 ft ��/ Direction 40.0 28.0 and a> 1.6 ft 2a End Zones anda> 3.Oft , Note.Bd zone may occur at any caner of the buldhg. 0 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 hp(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 - WRAVGI 142.7 plf i 100.0 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 he(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 0.0 300.0 W2 AVGI 159.3 plf 200.0 - � , 100.0 - 0.o WI L(ft) h ft hB(ft) he(ft) hp(ft) t 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 AVGI #DIV/0! 0.5 - 0.0 , . 4 6 O hiligiiiiiiifiSi ail iI111".;Riff I111�'" ■1111I►IIIIU111C1!1U/IIIIi till " �i.miiuiiiii�9iiii .-1-,iiiiiiii:ii° IuIIIIIIIIIrli!u11II11h illlllu-' IIIIIIIUiilii ti WIiIIh,.. 111111/IIIIIIQIIIIIUI�-' . } TOP PLATE 'Ir! :Q��11I,-�11�•'� 1 I�II,.I I ,I��n1In ��\ al..IS...tlrl...iri■..I.:.=. I ;,, MIUMII MM -� 1.11111101.11111.11111111111111011111111.11M301.11121111111 - III11ullnunnunnulluuu111PI11 111II1n_u_a_u_url 11IIIJ a ,_' F� n.1nNlun.Inn1l1u1i1111Mui,uI pluni7111nunuig11 nunuul11/1I 11111.II1IUluI1III1uuuII.inIlmu.Inrn u �•■■■ � -� IIIIIIIIIIII I11111InIuIuIIIn1II11IIIIIII111111fIII∎IIIIIIIIIII ��1• Innulunlulminlnnllwmnu,annlllnulmnllm' �._ p _�_'I IIIIIIIIIIIIIIIiiIIIILIIIINIKi iUIIu -5 as r� r !' 1611111 _ II■ 1UnUIUu1IIuuunIIll►nln ■■■ IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111171111II11111\IIIIIIIIIIIII111 nru■i ru. rm.ramru.■irni.■:rn.nr. u.■_ru _���l 1 ' _ Ir1=6 o io MINN 1111 111 , O_ o�■W� ,4 MIDAII O • RIGIAT SIDE (ELEVATION A) V4•.I. _ � ' w O 111I11111111111U111111I11111111111111111411111111111I11111111111111111111111111111111111111111111111111 11111111111111111i11111IMII11111 111 11111111111111111111111111111111111111111111111111111111111111I11111111111111111111111111111111111111111111111111111111111111111 111111111111111111111111111111111111I11111111111111111111111111111111111I111111111111111111111111111111111111111111111111111111111 1111111111 111111111111111I11111111111111111111111I11111111111111111111111111111111111111111111111111111111111111111111111111111I11 11111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 1111111111111111111111 111111111111111111111111 1111111111111111111111U111111111111111111 1111111111111111111111111111111111111111111 1111111111111111111111111111111111111111111111111111111111111 01111111111111 1111111111111111111111111111111111111111�11111111111111111111 111111111111 11111111 1111111111111111 11111111111111 111111111111111111 11111111111111111111111111111 1111111111 111111111111111111111111 11111111111111111111 11111111111111111111111111111111111111111111111111111111111I1111111I111111111I11111111111111111111111I111 111111 1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 111111111111111111111111 TI ILAT IIMI111111111111111111111111111111 111111111111111111111I11111111111111111111111111111111111111111I11111111111I11111111111I11111 111 Y R wor-- ∎� 6(15-rage . ,rt TOP PLATE • in 0 • O t 6lbAR I - REAR (ELEVATION A) w••r 0 •'uI■111111111111111111111111111111111111111111 "4111111111111111/11111111I111111IIIIIIIIIR iIiI nn/umnlu/ulul11I111 I I 1111It 111111111111II TOP PLAT! uwnnIIllnI 111II11I1111II rl/1/Irl/1=I■INIMIIIICII N 1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 1111111111 111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 111111 1111111 11111111111111111■111111111111111111111111111111111111111111 11111■11111111111111111111111111111111111111 11-111'trlllfiIlll'(Ir(111 e�,_pu, 111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 Till I I��111 I I I tt I i 1111111111 111111111111111111111111111111 11111111111111111 1111111111111111111 11111 11111111111111111111111111111 �r�11(I/111�1l� I TOP FuAll111 itta 11nn11m111m111n1111nIn1n11unW1m111111111111111n 1111111111111111111111111111111 '-' ■unuumrwanmirnuirnnuuwnu/irnuiruuunuirnuiruuirumrluununruuuun X111111111111111111 Oi ) 4> 4 i• O ) III t ela-rut of LEFT SIDE (ELEVATION A) V.•.F.o• ■ Seismic & Governing Values `c„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 Sps 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 Wi _ [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 PWU ENGINEERING INC. Project Mulberry A 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 + (0 lb * 0.0 ft) + (0 lb * 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 + (0 lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 5.44 kft = 5.44 kft T = (4.09kft - 5.44kft) / 12.0 ft = 0.00 k + 0.00 k = 0.00 k 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 * 0.0 ft) = 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 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 * 0.0 ft) = 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 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 * 0.0 ft) = 0.00 kft + 0.29 kft = 0.29 kft if T = (1.69kft - 0.29kft) / 2.8 ft = 0.51 k + 0.00 k = 0.51 k I No hd req'd Low Roof I 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) * (17.0 ft)2 / 2 * 0.6 = 11.96 kft +, (Olb ; *; 0.0 ft) + (Olb '* O.Oft) = 0.00kft + 11.96kft = 11.96kft T = (9.15kft - 11.96kft) / 17.0 ft = 0.00k + 0.00k = 0.00k I Nohdreq'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 +; (Olb ;*; 0.Oft) ;+ (5001b ; *, 12.0ft) = 6.00kft + 5.96kft = 11.96kft 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 + (0 lb ; * 0.0_ft) + (0lb * 0.0ft) ,= 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 + (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 = 3.17k LTOTAL = 9.5 ft v = 3.17k / 9.5ft = 334plf TypeAWall 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 + (0 lb * 0.0 ft) + (500 Ib * 1.5 ft) r= 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 See FTAO Calc Use type 1 hd on garage piers only s 1 , Force Transfer Around Opening Method (FTAO) - PWU ENGINEERING INC. @ Main Floor Line 1 Worst Case L1 = 7.0 ft Lo= 8.5 ft L2= 3.0 ft V= 2.45 k vP= 132 plf vP = 132 plf vP= 132 plf hu = 1.0 ft f- �- 4- 4- V= 245 plf v= 245 plf F, = 1.18k F2= 0.51k h0= 5.0 ft F, = 1.18k F2= 0.51k v= 245 plf v= 245 plf -4 -) --3 -3 4- 4- 4- 4- 4- 4- 4 4- v,= 132 plf vp= 132 plf vP= 132 plf hL= 3.0 ft J. 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=1 245 plf Use: Type A Wall 5.0 ft : 7.0 ft 1= 0.7 : 1 5.0 ft : 3.0ft 1= 1.7 : 1 F1 = (245 plf- 132 plf) * 7.0ft* 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=I 22.01 kftl MR= [( 15psf* 2ft+ 12psf* 9.0ft) * (18.5 ft)^2 * 0.6/2 ] + ( 0.0ft *5001b) = 14.17 kft T ( 22.01 - 14.17 )/ 18.5ft=I 0.42 k No hd red'd 1.0 - 0.51 k CL 0.5 - :Y 0.0 -0.5 - -> -1.0 - -1.5 - -1.18 k �Force Transfer Around Opening Method (FTAO) PWU ENGINEERING INC. @ Main Floor Line 4 L� =:3.0ft Lo=;6.5ft L2=i3.0ft V=i2.00.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=16.0 ft F1 = 0.78 k F2= 0.78 k v= 334 plf v= 334 plf 4- 4- (- (- E- 4- 4- v,= 160 plf vp= 160 plf v,= 160 plf hL=`2.0 ft J� 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.Oft : 3.Oft = 2.0 : 1 F1 = ( 334 plf- 160 plf) * 3.0ft*' 1.5 = 0.78k F2 = ( 334 plf- 160 plf) * 3.0 ft' 1.5 = 0.78 k Use: (2) Bays BLKG MOT= 2.00 k* 9.0 ft=I 18.04 kftl MR= [( 15psf* _ 6 ft+ 12psf*' 9.0 ft) * (12.5 ft)^2 * 0.6/2 ]i + ( 12.5 ft *5001b) = 15.53 kft ( 18.04- 15.53)/ 12.5 ft=I 0.20 k No hd req'd 1.0 - 0.78 k a 0.5 - 0.0 - -0.5 - LL -1.0 - -V • t r .f I I r L O� e O _y_= 0 A A � �O O �g Is C e 0 „ °I' - A § v lid I A C tit1I 0 2'"4 - 2 z,-..:4 a . O 0`' .7 v=1 I3-4.I i► UPPER FLOOR LATERAL PLAN V.P-O• it n 4:10 il 4111 410 110 i> • ,,g1. .1,-09 .C71n9 .9-,9 .L-,91 O o _ a e 4, 1 11 _t_,: . : • : . : . : . . . . . : 44:4:i initp _, „.9 dlig!! I : :`_ .41-1.1 gv a Iaw$f C IF- 1 , r—, C Q II r 1 II b c� c� f • A OL �'�� ak o re • H L 9 : :4 : : : :. . z ..‹, _� " ea T. ;... .4"-',' sit,$ 4 7..,.., 15 Ant anEi> C5 i2itil Ili r v 7 a _ 5 L a-.5L • .4-,9L � I ,.1 I it r 0 O . • J , I . t MIL nr • 4 n v JI '-6' 13c3tt 3-34 UPPER FLOOR LATERAL PLAN . , cg-,£G f T,BL I-- L �5 S 1 s _� Z O _ _ 'Q © A- �� • 6 0 . .$-,U ' 4.'11 ° 1L' 74-1 - -,-;.:11--4'411 ifig I" C `'' 1 _1-77 0 E ni --- ir •-!.t.••: O:r 4--3 III�IIIIIII�' +� qiii 1:gds IL: -- „: T•7: 1: : : : I.. .glIngt It 1714 1 •. :. •. .. :. :. • • • : . •. ._: 1• . • .: • . • ii .,1: ©a 0 Ihli li C 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 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB2OL S=2550, S=2550,w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB 5/8X24 SB5/8X24 w266705 w—ss 0, 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 w—ss 0, W266705' 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 HDU11-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 vent 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,ste,mwall height as required for 28%" minimum embedment depth. SHEAR WA L L SCHEDULE (a-m) 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 @ 2z"o/c A35 @ 15"o/c 395 553 C 16" OSB (1) SIDE (e,f) 8d 3" 12" Z"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" in 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" 2"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" Z"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"xY'"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. 2.1 PIM!ENGINEERING INC. 1.. •s. Ph: 503 810-8309, Email: pwuengineeringgcomcastmet McAbee A 2 "P RPL- 16/15P 1 166ie e'Asr ea PIM Ri2./6k L- _ ' xvz 5ore z (),e: Liiirgl)F#2 to#P 4f4k 32A fill 4404 _ ri,--0,40,44., ,Vses Li,cg DF42 mfu - aifk -Hp -DAL.3 677--44 4 2.71k ric2.04i-r (d).5e:LIKS VP3Z 12' • 7-57k I , 66-4P 3.30k 'r 12_i 40k 3.%k PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering©comcast.net B 14z St113 L- Lt S?( . 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