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Specifications st•Zal S-- I-7 lc Za Sw 6:77 4. PWU ENGINEERING INC. RECEIVED Email: pwuengineeringc comcast.net OCT 7 2015 Ph: (503) 810-8309 CITY OF TIGARD Structural Calculations: Job # LEN 15371 BUILDING DIVISIOIN Date: 9/22/15 Project: Marquam A Master Reuse Garage Right Lot 2, Oak Crest, Tigard, OR Lennar Homes �,E0 PROFFss cc,� . 19421PE 9 2 • G0 'f)611.l P \Iv 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. EPWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering @comcast.net The following calculations are for the Marquam A 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=24.0' approximately. MFRS , Direction End Zones _ 2a �RS 1Direction 2a ' End Zones Note:End zone may occur at any corner of the building. a=.10*40' =4' or for h=24' a=.4(h)=.4(24')=9.6' 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= .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 er ASCE 7 p � PWU ENGINEERING INC. Project Marquam A Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L (ft) hAVG (ft) 105mph B 26.6 1.00 40.0 24.0 �`��� 6:125 `i` a= 4.0 ft Direct on \7D�Fntl zones A 21.3psf ora= 9.6ft ? 0 B 6.8 psf Check 10psf min and a > 1.6 ft - ,.tom Direction C 15.8 psf load across all and a > 3.0 ft 2a- Entl mnea D 6.0 psf zones. Note:Ertl zone may occur at any caner of the 2a 8.0 ft buitliy. WR L(ft) 8.0 24.0 8.0 hA(ft) 4.0 4.0 hB(ft) 7.0 7.0 hc (ft) 4.0 ho (ft) 7.0 W(plf) 0.0 132.4 105.1 132.4: 0.0 0.0 0.0 0.0 0.0 0.0 150.0 WR AVG 116.1 plf 1 00.0 10psf min load: 110.0 plf 50.0 Governing value: 116.1 plf 0 0 W2 L (ft) 8.0 24.0 8.0 hA(ft) 10.0 10.0 hB(ft) hc (ft) 10.0_ ho (ft) W(plf) 0.0 212.6 158.41 212.6 0.0 0.0 0.0 0.0 0.0 0.0 300.0 - W2 AVG 180.1 plf 200.0 - 10psf min load: 100.0 plf 100.0 Governing value: 180.1 plf 0.0 Wi L (ft) hA(ft) hB (ft) hc(ft) ho (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 111111.111h!p1111a111mUI11.11111U1111Iu11111u111 11111111.1111Ii11111Ir1111Iu11111■11111.111111.111 1111u111\`1I11Iu11m11C11I•111 I1N11111111111110 111111141111111111111111I1111111111111I111111111111111111111111111111111111111111111111111111 1111111\1111111110111161111111 11111an11mrsi11nL1uN NIII111111IIIIII11111 111111I11111II11I11/1111111111111N11111111111111111111101111111\IIIII111,111161111 11111111IIIIIIIiU111111111111i1111II11111111111I11111111111I1111111111111111111111111I11111111111111111I111U11111n:1ninl1111111011 111111111!11111111101/11111\1111111141111111111111111111111111111111111111!".::!1111111111111111111111111111111111111►111111101:3I111111111U 114111111:111111►a11111\I111IuI1111II W IUII11II1111111111IuI11111111111I1111111111111111111111111111111I11111►IIIIIIII:11A11101I11; 1111111111101111ii'11311111 01 111III1111111111111111111111I111111111111II1:I11I11I111111IIIIIIIIII11II111111i11I111'11110/111111h1111 111111!1111111101!!!1111\IIIII dIIIIIiiiIIIII11111IIIIIIIIIII111IIIII:::1111111111111II111111111I1111/11;'uIll•IluI'!II1,'01111111101 1111111:111111110111111111111111I111111111111111111111111111I1111/111111111111111111 11111111111111111111111111111111!1111111111!111111\1111111111 «*Q PLATE I111111C11111IIIII11111I11111IIIIIIII11111II1111l IIIII111II1II11/I1I1111111111IIIIII1111111111t1111.1.III\!111111111.11111111\111111111 1 INIUIIii1111111111i11110 1111111111110111111111111111111`1111111111III11 MI111111IIII11111ri1111(•IIIIIC111III111;`11IIIMIIIIi 1=1 AP N ■ =I is Li__a sirii aua-Foe _w -- MN =MIME in 11=MIL■1111■1111 _ - _ 1111111■1=111111111• _� 11111111111MIOAIMIV=r-1•��— _ 1 _� �� __.—a __�7 —' __ _ _I---\\ I M1■•M■Ili: M M I LA 11■■• 11111■1111•••■•■ 11111•01111=111111■— ...ALB-PM— — l—r� — _ — —■• I I I!.._`■ I I! IMI REAR ELEVATION V4•• 1 Wind per ASCE 7 <V PWU ENGINEERING INC. v Project Marquam A Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAVG (ft) 105mph B 26.6 1.00 40.0 24.0, � �.% Vii,;:, 6.12 • �+ a = 4.0 ft Direction it :.4.0.d Zen .4r01 , A 21.3psf ora = 9.6ft Al B 6.8 psf Check 10psf min and a > 1.6 ft � - [Traction C 15.8 psf load across all and a > 3.0 ft 2e<" End Zares D 6.0 psf zones. Note:iN.nd E zone may occur at any corner of the 2a 8.0 ft buU WR L (ft) 8.0 22.0 18.0 8.0 hA(ft) 4.0 7.5 hB (ft) 6.0 he (ft) 4.0 7.5 hp (ft) 6.0 3.0 W(plf) 0.0 125.7 99.2 136.7 159.5 0.0 0.0 0.0 0.0 0.0 200.0 WR AVG 123.6 plf 10psf min load: 98.0 plf 100.0 - Governing value: 123.6 plf o o - _____ �_ W2 L(ft) 8.0 40.0 8.0 hA(ft)_ 10.0_ _ 10.0 hB(ft) he(ft) 10.0 ho(ft) W(plf) 0.0 212.6 158.4. 0.0 212.6 0.0 0.0 0.0 0.0 0.0 300.0 - W2 AVG 173.9 plf 200.0 - 10psf min load: 100.0 plf 100.0 Governing value: 173.9 plf o.o Wi L(ft) hA(ft) hB(ft) he (ft) ho (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 u rV _ iuiliiiiiliiiiiliffiliiliiiiiiiiiliiiii iii iiiiiiiliiiiiiiiiiiiiiiiiiiF 111►IUIU1111n1 1111 11111111u1111111111111111111111u111111111111111111111111111111u11 IIIIQ�III�I�IIIII� bNiiUIu1111uI111uouulUlullnimuni11/u1111I11;:mica1101111nmosIW' 111111!111111E111n X1111►11111111I11111I111111111111111UI11111111 1111 1111111 1111111i11111111u1nu1111►1111w" __ IIUIL'111111171 G'd11110IInumumIIInUllnn►11111111111u1111111111111111111111111u1111u111r" �\ IInul1.I maA!:.IuI11Ci11U11111nu1111u111 ui111 W111u111uI11Q1111.aiI11Q11111u111��• 1� .ar n-are 1IIIII1111iII111U1,u�11tu 111N11U101110U1111111►111111111111111111111111►111nu1U111t1I,4' '_\ �— — 10111111111M111111111111∎111111∎1.11111111 111111111 U111IMINI 1IiillUiMIIinnIitIIIIIi alliii ���\ — ms"Irn-- _�_�� iv ,i!i1! .im, ' —=for PLATE , 1‘1§46b, Ith in III i. Ik !U 6-PLR •: " c�� WIN — T 4.-0. ( , RI CA 1T SIDE ELEVATION TO-PLATE BUS-1.1.11 TOP PLATE e iiiiiil%iii�liiiiiiiiiniii iiril�iimiiiiniio�liiiiiuiiii!iii iiiii iiiiili�iiiniiiiili;iii iiiilil�iili iiililiiiiilil IIIIIIIIIIIIIIIIIIIIIt1111111111111IIIIIIIIIIII1111111111111111IIIIIIIIIIIIIIIIIIIIIUll11u11RK IN11111IIIIIIIIIIIIt11111 INN IIIIIIIIIIIIIIIIIIIIII tw11IIIIuIII1111t1IIIIIIn11IIu11UIWIuIu11t11111UIIIIilI1/111ur'-�'IUIlnit!WILIIIIIIIIIIIIIII IIn1II1uuIIIIIIIIIIIIt1uIl Il11IIIIIIlltluttlnl ll11111I1111■IIIQIIIIIIRIIIIIIIIIr�' •UI�IIIIII!111111111111111 IIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIGiiiilum / �� 'Qi:_iiii1111111111111 III IIIIIIIIIIIII111111I11111111I11111uII11111I1u11I111uIIlul 11!IIIIII11110:ir�P ANII111�' :11;:.rI1111I1MIU IIIIIIIIIIIII11/11111/tm/IIIIUIIIIUI1111III111111111111111111111111110P' .i/��III�/ '111111/111111 IIIIIIIIII1111111111 u1111111111111111111111111111111111I1111II II■IIIIIr• ••��1i•- -'nIIIIII IIIIIIII1111111111I111uII11111111U1I111111IIIIIIIIIII1111uItIU11r' dil�lll�" ..�I�IINl�I11\,. •�III, -. 111!!1111!!!!11!!'!I I!!!!11!!1!I I I!!!1 I!1!!I I!1!!I I!!!111!!!!I r" IIIIII1111IIIIC� 1i 1 \,! / 11111111111111111111111111111111111111111 1 I I 11 11 " 1111 1111111111111111 111111111111111111111111111111 111111111..it1111 1 11111111111 111111 11111111111 1111111111111I11111IIIIIIIIIIIIII111 11111•I,III1•111ulI11�Iu11%tulll,I111111 u1111u1I111IIu11111111 IIIu 1mI1111111I1n1IIIIIIl11uiD''- -'S1111I11111mn11uI11u111 nunullnu tnllmullln' , •• u1I11111Illtll:ar'IN'- A1�1 nu1111u1I141 i1''" riil�L1IIIID. 11n111I111111n- 1111tuanln etIi11111i11111i111�1_ 11;11'' illiiliiil1i711ii1�ii11ii III•' •" Ul/lllill11111I11 -•1i11t1111I11111I! `IIIIIIIIIIII '`I11I111 AlmM 1- . � = o = III'1111111111111111 111111 11111 11111111111 �I _= 11111 111111 11111 11111 llllll 111111 111111 111111 'T.-Z=1 VIII;,IIIIIIIIIIII,D111.11II11111111!1111111!111111; 1- 1 1111 — VIII 1!!!!:47:1 _- I4 V•!AO OVER. AO DOOR NV/ FONT ELEVATION vv..r•o• ti -'OIIuiIIl1llnuIuIIIlimi Unulllulluun•lollutIIII■IIIIImumiIIluIInlulull\mlll �� IImnuunulll111 IUmIIIm11nInumnnluIIIUUmn nllnuumllllluunn •i n11111111111111IIltimilltl11111I11111I11111 111/I1 111111 11111111iumillam1111Iiln.nul.uinvili lwn. •V 1rIIIIIt7111IIIIII1nII 1uI11II1111IIlIIIII lulu/iUIIIIIl111LI1111IIUI1HIl111 111l111111lLIIQliI1/1!111/111VIII "%Ili:101'IIlIII11III111IIII111111111111111111111111111111111I1111111111 11111111111111I1111111111111111!1111 •�1IC11111111111111111l 1111111 1111111111 111111111111I11111111111111111Il 1111.11111111111I111111111111lII "t111111111111111111 1111 111111{1111/11111111111111111/1111111/1111 1111111111111111111111111111111■ !!Il!!!!11!!!IIl!!!IIII!!!I!I!!:III!!:III!!:111!!!I!I!!:1■il!:IlII!:IlII!!IlII!!1lIIl:IlII!!1 TOP P1AT!4- ,, ,, 'El'''I'ui I I!''tAuli1!1I1111l1111 11111111■11IIII'Il!111�11l1IJ1II1I111M1111111 .. . -i, 1 11 111111.111 I - Z I -11111111111111111R1111111111111111111111111111111111111111 -.1 :111 -.. I I 11 r�I 11i1 m ll Irir _ cu..,-,< '- - — — — — - I I.i of... l �ni I ■i��n11111lIIV tIilll1111 Tor PLATE._ 1lllhl.uill.IIIIUI1111lIIIIIIlIIIiIIII - -_ al 44 irdwr _ r ___ : iNi Mira;=AU•G e1 .e .� . LEFT SIDE ELEVATION • . . Seismic & Governing Values `c„pyyU ENGINEERING INC. Project Marquam 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 SDS 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 Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 48 ft] = 110.6 plf < 116.1 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 56 ft] + 110.6 plf= 262.2 plf < 296.1 plf Wind Governs = [0.100 * (15+5+3+4) * + 262.2 plf= 262.2 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 < 123.6 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 40 ft] + 92.2 plf = 200.4 plf < 297.5 plf Wind Governs W1 _ [0.100 * (15+5+3+4) * + 200.4 plf= 200.4 plf #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 Line Loads T 2 PWU ENGINEERING INC. Project Marquam A High Roof Diaphragm -Upper Floor Walls Line A P = 1.22 k LTOTAL = 19.5 ft v = 1.22 k / 19.5 ft = 62 plf IType A Wall h = 8.0 ft _ LWORST = 19.5 ft MOT = 62 plf * 8.0 ft * 19.5 ft = 9.75 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (19.5ft)2 / 2 * 0.6 = 14.37 kft + (0lb * 0.0 ftZ + (0 lb * 0.0 ft) = 0.00 kft + 14.37 kft = 14.37 kft T = (9.75kft - 14.37kft) / 19.5 ft = 0.00 k + 0.00 k = 0.00 k I No hd req'd Line B P = 2.32 k LTOTAL = 13.5 ft v = 2.32 k / 13.5 ft = 172 plf Type A Wall h = 8.0 ft LWORST = 13.5 ft _ MOT = 172 plf * 8.0 ft * 13.5 ft = 18.57 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (13.5ft)2 / 2 * 0.6 = 9.35 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 9.35 kft = 9.35 kft T = (18.57kft - 9.35kft) / 13.5 ft = 0.68 k + 0.00 k = 0.68 k I No hd req'd Line C _ P = 1.10 k LTOTAL = 20.0 ft v = 1.10 k / 20.0 ft = 55 plf 'Type A Wall h = 8.0 ft _ LWORST = 10.0 ft MOT = 55 plf * 8.0 ft * 10.0 ft = 4.41 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 = (4.41 kft - 3.78kft) / 10.0 ft = 0.06 k + 0.00 k = 0.06 k I No hd req'd Line 1 P = 1.61 k LTOTAL = 19.5 ft v = 1.61 k / 19.5 ft = 82 plf Type A Wall h = 8.0 ft LWORST = 2.5 ft MOT = 82 plf * 8.0 ft * 2.5 ft = 1.65 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (2.5ft)2 / 2 * 0.6 = 0.32 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 0.32 kft = 0.32kft T = (1.65kft - 0.32kft) / 2.5 ft = 0.53 k + 0.00 k = 0.53 k I No hd req'd Line 2 P = 3.46 k LTOTAL = 20.5 ft v = 3.46 k / 20.5 ft = 169 plf (Type A Wall h = 8.0 ft LWORST = 20.5 ft MOT = 169 plf * 8.0 ft * 20.5 ft = 27.69 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (20.5ft)2 / 2 * 0.6 = 21.56 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 21.56 kft = 21.56 kft T = (27.69kft - 21.56kft) / 20.5 ft = 0.30 k + 0.00 k = 0.30 k I No hd req'd Line 3 P = 1.85 k LTOTAL = 13.0 ft v = 1.85 k / 13.0 ft = 143 plf ]Type A Wall h = 8.0 ft LWORST = 6.0 ft MOT = 143 plf * 8.0 ft * 6.0 ft = 6.85 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (6.0ft)2 / 2 * 0.6 = 1.36 kft + (0 lb * 0.0 ft) + (500 lb * 6.0 ft) = 3.00 kft + 1.36 kft = 4.36 kft T = (6.85kft - 4.36kft) / 6.0 ft = 0.41 k + 0.00 k = 0.41 k No hd req'd See FTAO Calc Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P = 3.11 k LTOTAL = 25.0 ft v = 3.11 k / 25.0 ft = 124 plf IType A Wall h = 9.0 ft LwORST = 25.0 ft MOT = 124 plf * 9.0 ft * 25.0 ft = 27.98 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (25.0ft)2 / 2 * 0.6 = 25.88 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 25.88 kft = 25.88 kft T = (27.98kft - 25.88kft) / 25.0 ft = 0.08 k + 0.00 k = 0.08 k No hd req'd Line B P = 5.92 k LTOTAL = 18.0 ft v = 5.92 k / 18.0 ft = 329 plf Type B Wall h = 9.0 ft LWORST = 18.0 ft MOT = 329 plf * 9.0 ft * 18.0 ft = 53.30 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (18.0ft)2 / 2 * 0.6 = 13.41 kft + (0 lb * 0.0 ft) + (500 lb * 12.0 ft) = 6.00 kft + 13.41 kft = 19.41 kft T = (53.30kft - 19.41 kft) / 18.0 ft = 1.88 k + 0.00 k = 1.88 k I Use type 1 hd Line C P = 2.81 k LTOTAL = 25.0 ft v = 2.81 k / 25.0 ft = 113 plf Type A Wall h = 9.0 ft LwORST = 25.0 ft MOT = 113 plf * 9.0 ft * 25.0 ft = 25.32 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (25.0ft)2 / 2 * 0.6 = 25.88 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 25.88 kft = 25.88 kft T = (25.32kft - 25.88kft) / 25.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P = 3.87 k I I LTOTAL = 19.0 ft I I v = 3.87 k / 19.0 ft = 204 plf 'Type A Wall See FTAO Calc No hd req'd Line 2 P = 8.33 k LTOTAL = 20.0 ft v = 8.33 k / 20.0 ft = 417 plf IType B Wall h = 9.0 ft LwoRST = 20.0 ft MOT = 417 plf * 9.0 ft * 20.0 ft = 74.97 kft MR = (15 psf * 16.0 ft + 12 psf * 9.0 ft) * (20.0ft)2 / 2 * 0.6 = 41.76 kft + (0 lb * 0.0 ft) + ( 1000 lb * 20.0 ft) = 20.00 kft + 41.76 kft = 61.76 kft T = (74.97kft - 61.76kft) / 20.0 ft = 0.66 k + 0.00 k = 0.66 k I No hd req'd Line 3 P = 4.46 k LTOTAL = 12.0 ft v = 4.46 k / 12.0 ft = 372 plf (Type C Wall h = 7.0 ft LwORST = 2.3 ft MOT = 372 plf * 7.0 ft * 2.3 ft = 5.86 kft MR = (15 psf * 2.0 ft + 12 psf * 7.0 ft) * (2.3ft)2 / 2 * 0.6 = 0.17 kft + (0 lb * 0.0 ft) + (500 lb * 2.3 ft) = 1.13 kft + 0.17 kft = 1.30 kft T = (5.86kft - 1.30kft) / 2.3 ft = 2.03 k + 0.00 k = 2.03 k See FTAO Calc Use type 1 hd on garage piers only • Force Transfer Around Opening (FTAO) PWU ENGINEERING INC. Diekmann Technique @ Upper Floor Line 3 L1 = 3.5ft Lo = 6.Oft L2= 3.5ft -> V= 1.00 k vA= -33 plf vp = 205 plf vF= -33 plf hu = 1.0 ft F1 = 0.62 k F2 = 0.62 k v6= 143 plf = 143 plf ho= 5.0 ft F1 = 0.62 k F2= 0.62 k h�= 2.0 ft vc = -33 plf vE = 205 plf vH = -33 plf J. T H = 0.62k H = 0.62k H=1 ( 1.00k *8.Oft ) / 13.0ft= 1 0.62 k H:W Ratios 5.Oft : 3.5ft I= 1.4 : 1 vh = 1.00k/ 7.0 ft= 143 plf 5.0 ft : 3.5ft I= 1.4 : 1 v„= 0.62 k/ 3.0 ft= 205 plf Use: Type A Wall F = 205 plf* 6.00 ft= I 1.23 k F1 = ( 1.23k* 3.5ft)/ 7.Oft= 0.62k F2 = ( 1.23k* 3.5 ft)/ 7.0 ft= 0.62 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2 ft+ 12psf* 8.0 ft) * (13.0 ft)^2 * 0.6/2 ] + ( 0.O ft *5001b) = 6.39 kft T= 0.62 kft- ( 6.39kft / 13.0ft) I = 0.12 k +0.00k= 0.12 k) No HD Req'd -*Force Transfer Around Opening (FTAO) PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 1 L� = 3.5 ft L0= 10.5 ft L2= 5.5 ft V= 1.84k vA= -43 plf v0= 212 plf vF = -43 plf hu= 1.0 ft 4- F1 = 0.87k F2= 1.36k vB= 204 plf vG= 204 plf h0= 5.0 ft F� = 0.87 k F2= 1.36 k - - h�= 3.0 ft vc = -43 plf vE= 212 plf vH= -43 plf H = 0.85k H = 0.85k H=1 ( 1.84k "9.0ft) / 19.5 ft= I 0.85 k H:W Ratios 5.0 ft : 3.5ft I= 1.4 : 1 vh =' 1.84 k/ 9.0 ft= 204 plf 5.0 ft : 5.5ft I= 0.9 : 1 v„= 0.85 k/ 4.0 ft= 212 plf Use: Type A Wall F= 212p1f* 10.50ft= ] 2.22k F1 = (2.22k* 3.5 ft)/ 9.0 ft= 0.87 k F2 = (2.22 k* 5.5 ft)/ 9.O ft= 1.36 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 4 ft+ 12psf* 9.O ft) * (19.5ft)^2 * 0.6/2] + ( 0.Oft *5001b) = 19.16kft T= 0.85 kft- ( 19.16kft / 19.5ft) I -= 0.14 k +0.00k= 0.00 kI No HD Req'd • Force Transfer Around Opening (FTAO) �PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 3 L1 = 3.8 ft Lo = 6.0 ft L2= 3.8 ft V= 2.79 k VA= -124 plf vp = 620 plf vF= -124 plf hu = 1.0 ft F1 = 1.86 k F2= 1.86 k VB= 372 plf vo= 372 plf 110= 6.0 ft F1 = 1.86k F2= 1.86k h�= 2.0 ft vc= -124 plf vE = 620 plf vH = -124 plf J� T H = 1.86k H = 1.86k H=I (2.79k *9.0ft) / 13.5ft= I 1.86k H:W Ratios 6.Oft : 3.8ft (= 1.6 : 1 vh = 2.79 k/ 7.5 ft= 372 plf 6.0 ft : 3.8 ft I= 1.6 : 1 vv= 1.86 k/ 3.0 ft= 620 plf Use: Type C Wall F = 620 plf* 6.00ft= I 3.72k F1 = ( 3.72k * 3.8 ft)/ 7.5 ft= 1.86 k F2= ( 3.72 k* 3.8 ft)/ 7.5 ft= 1.86 k Use: (3) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 6 ft+ 12psf* 9.O ft) * (13.5 ft)^2 * 0.6/2] + ( 13.5ft *5001b) = 17.58 kft T= 1.86 kft- ( 17.58 kft / 13.5 ft) = 0.56 k +0.00k= 0.56 kl No HD Req'd O® e e e0 9'-i• U _ oki _ %....„ i I . E r If& 3'1 r K,0 w, © s za � �L.._ - ® (�v e, 1 0 H . _ LI' s-r4 el OA NI ri . TO5E THED DTRA. (2)sere PER l VD/63.2 eFOR rrao METHOD UPPER FLOOR LATERAL PLAN ‘• „,• ENTIRE WALL ELEV TO ME ONEATIEE> UM C822 COL TRAP (2)DAYS PER 0E7 10447 FOR!TAO HMCO ?NENE POLL elly 0 TO 136 614EATRID 01V-51. UM C623 COL STRAP (2)MATO PIM CST 10/1313 .=. ” PM rmo MIIVICO 0 P-. . I • 4 ' -. m= . . . .‘,...3,. . . . . . . 1 0 r ,,,..!, Ar-1 Ars, • va,- z 0 le L Aftl le eI WA' IL . \ -... _ .. I I.•1 9 \ ,./.., - .Q. 1.. e‘tx 11119:1111 --1.T* a 11[ i '.-..ij.1 'DM perm Mil 1.13 . •••A WIC(CH LATIONIAL. •e . .. ;— drk AT• ‘—li M ve % r • 2.4 VI" 2'- • •%,C1' • • • •I Alk Alk r.(Ili,. w man ENTINE WAJJ.MEV IP TO DE OfirA11162 MR 61111 IttALL tr 133E 0002 COL 611•AP 60 111611 NEWT (3)SAY.Me Dr 101632 131111LEE4 TOp.OP 67111 *ARAM PIM 1.10LD06616 1C P016 FTA0 M11114013 WALL AND Bottom OP MAT re 13036171UTID POI MADE 6 1.-0.MAX TM T13-3 NOLDCAIN6 Me Mt MALL VIM 6C746DtLIE Mt DIIT MC MAIN FLOOR LATERAL PLAN oe e e ®o 3.4.. 8,_'. t u z O 4 411A e 411 1 �5c Vrar A o . =a- • J A II4 e ' a=== 7' - e4 -l_rj - I A m IOh 4 ' PEI TO DE EFEATYCD USE CSa7 COIL WRAP (2)DATE PER IV-6' qe FTAO FEnWOD e UPPER FLOOR LATERAL PLAN •• • ETRE WALL MAY TO MI IREATI•ED UM CBE COL WI1RAP (2)EATS PER CET 10E112 PM PTA°MINGO 0 INTIM ILIALL 111.11YT 1"4, TO re INEATFED USE CIE COIL WRAP MEATS PlIR 12111 106612 POW PTAD MVO= IMI1 .111FIIIMI — —a- — ' 11•—.—•—. •-.-•-•,--7:1 0 20'4 . . . . . . . ‘..;j, %.f.r. . • ,E111111110..1 z? irk, le - d'A" E ill _ • — • • . . • . .) . . .1 .7 xr-r • . . • • • , • • . .. / • . . . . . oo. _ IMMII . ......1 . .7 Ark . • ---,- ■ . rfAI 084 OPTe HA6 NO' •.•.•I i; ■ ■ d■ II 71— irk £k —; • . Anb 24 0 Is. Ak ,/ 1-1- AIL NT RCM WALL REY IIIM 0" TO OR**All= 4 IMO OUT COL WRAP POUR mai WALL IP MOATS PER MT 10441 60 WALL 1461614T POW PTA,'MEIHOO 0 OARA01 PER HOLDOINI OEM TOP CP 61EP1 MAT BR 3IE6T1111119 POR WALL AM corral OP TYPE TO-3 1401.DONNb IMIR HEAP 1.-0.MAX SOMALI MR PIT WM RR DETAIL WM MAN FLOOR LATERAL PLAN 1V.T-CY , • HOLDOWN SCHEDULE NARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension NUVBER HOLDOWN Studs Allowable Lbs Allowable Lbs Vono Pour Two Pour End Corner 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB20L S=2550, S=2550,w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB 5/8X24 SB 5/8X24 w-66705 w 66705 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB 5/8X24 w—6705' w266705, 5, S=7315, 639 = 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 S S=6395 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 IVSTC28 (2)2x 3000 2590 N/A N/A 6 VSTC40 (2)2x 4335 3745 J/A N/A 7 VSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per C-2011 Simpson Strong Tie catalog. 2. Vatch 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. SHEARWALL 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"a/c 16d @ 4" o/c A35 @ 14" o/c 255 357 B 16" OSB (1) SIDE (f) 8d 4" 12" in Dia. A.B. @ 18" o/c (m) 16d @ 2z"o/c A35 @ 10" o/c 395 553 C 16" OSB (1) SIDE (e,f) 8d 3" 12" in Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8"o/c 505 707 D t6" OSB (1) SIDE (e,f) 8d 2" 12" in Dia.A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 6" o/c 670 938 E 16" OSB (2) SIDE (d,e,f) 8d 6" 12" in 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" in Dia. A.B. @ 8"o/c (m) 16d @ 3" o/c(2) rows staggered A35 @ 5" o/c 790 1106 G 16" 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" in 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 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. PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering @comcast.net Hc.e-v.,,rv1 A n KSL; 25 psP gPL 61-1--t L = I7' ,./z scafic g= 5.32k &T-4v2 L= 20' '— L(Gof(C 12-* u 4O 1 HDR @ Roof PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft I = 60 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 _ Olb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 1.40 1 -210 plf -350 plf -560 plf 0.00 ft 5.00 ft 5.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 _ O plf 0.00 ft 2 0 plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 0 plf 0.00 ft -800 - -600 -400 -. w - -200 - Q. - o -‘ a 200 5.00 ft 400 R1 R2 600 — 1.40k 1.40 k 800 — PWU Engineering Inc.02013,Software v1.02,3/06/14 HDR @ Roof PWU ENGINEERING INC. Results -800 -600 -400 - , -200 - a m 0 200 5.00 ft 400 600 1 R1 R2 1.40 k 1.40 k — 800 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R1 525 lb 875 lb 1400 lb 1.40 k R2 _ 525 lb 875 lb 1400 lb 1.40 k Size: 2000 I (1) 4x8 DF#2 1500 — 1000 - A 25.38 in2 a 500 - S 30.66 in' „ o - I 111.15 in4 n -500 F„' 180 psi -woo Fb' 1260 psi -1500 - -2000 E' x 106 1.60 VAllowable 3.05 k 2000 MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American -- 1500 --- Wood Council. 4 III 1000 N Shear Moment ° 500 W VMAX 1.40 k MMAX 1.75 k-ft o VVAllowable 3.05 k MAllowable 3.22 k-ft Ratio 0.46 Ratio 0.54 0.00 , , OK OK -E 0.01 Deflection a -0.02 ,ftik. Al TL LL -0.03 AM Actual 0.04 in 0.03 in o 0.04 Criteria 0.25 in 0.13 in Ratio 0.18 0.22 -0.05 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #1 `- <\ PWU ENGINEERING INC. Loads and criteria Total Span: 20.00 ft = 240 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -525 lb -875 lb -1400 lb 2.00 ft Repetitive Use? No 2 -1050 lb -1750 lb -2800 lb 7.00 ft 3 -525 lb -875 lb -1400 lb 12.00 ft Wet Service? No 4 -525 lb -875 lb -1400 lb 17.50 ft 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CV 0.96 1 -374 plf -530 plf -904 plf 0.00 ft 2.00 ft 2.00 ft 2 -164 plf -180 plf -344 plf 2.00 ft 12.00 ft 10.00 ft 3 -374 plf -530 plf -904 plf 12.00 ft 17.50 ft 5.50 ft Deflection Criteria 4 -164 plf -180 plf -344 plf 17.50 ft 20.00 ft 2.50 ft TL L/240 1.00 in 5 0 plf 0.00 ft LL L/480 0.50 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -1500 -- 4000 -500 2.80 k w I -1.40 k -1.40 k -1.40 k W W W W -0 0 .. co 0 20.00 ft 500 R1 R2 1000 -- 9.12k 8.95k - 1500 PWU Engineering Inc.82013,Software v1.02,3/06/14 't, Beam #1 -,PWU ENGINEERING INC. Results -1500 -1000 -500 - -2.80 k w -1.40 k - 11-- -1.40 k -1.40 k a. W W W W . I o 0 20.00 ft 500 R1 R2 1000 - 9.12 k 8.95 k- 1500 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 3768 lb 5355 lb 9123 lb 9.12 k R2 3702 lb 5245 lb 8948 lb 8.95 k Size: 15000 (1) 5'/2'x18" GL I 10000 A 99.00 in2 - 5000 - S _ 297.00 in' - I 2673.00 in4 t o F„' 265 psi -5000 Fb' 2300 psi -10000 E'x 106 1.80 VAllowable 17.49 k 50000 - MAllowable 56.92 k-ft 40000 7.--- Design values are based off BOISE GLULAM Specifier Guide, .r, published by Boise Cascade EWP dated 02/28/13. Z 30000 C E 20000 Shear _ Moment ° 10000 -----.. \ VMAx 9.12 k _ MMAx 44.57 k-ft VAllowable 17.49 k M 56.92 k-ft owable - Allowable Ratio _ 0.52 Ratio _ 0.78 0.00 OK OK c -0.20 , , :.7. EL Deflection s .2 All TL LL d Actual 0.68 in 0.40 in o -0.60 Criteria 1.00 in 0.50 in Ratio 0.68 0.79 -0.80 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 • Beam #2 c`,,PWU ENGINEERING INC. Loads and criteria `v Total Span: 9.00 ft = 108 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -156 plf -130 plf -286 plf 0.00 ft 9.00 ft 9.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 _ 0 plf 0.00 ft TL L/240 0.45 in 5 0 plf 0.00 ft LL L/480 0.23 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O Of 0.00 ft 2 _ Opif 0.00ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -400 -300 - -200 - -100 4- a 0 _` 1 100 9.00 ft 200 - - 300 R1 R2 - 400 1.29 k 1.29 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #2 —.PWU ENGINEERING INC. Results -400 -300 -200 - , -100 - a. oo 100 9.00 ft 200 300 R1 R2 -i 400 — 1.29k 1.29k _ Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL 9 R1 702 lb 585 lb 1287 lb 1.29 k R2 702 lb _ 585 lb 1287 lb _ 1.29 k _ Size: 1500 (1) 2x14 DF#2 I loon --- A 19.88 in2 a 500 - S 43.89 in3 „ o , , , - 0 I 290.78 in4 y -500 F,' 180 psi -1000 Ft; 810 psi -1500 E'x 106 1.60 1/Allowable 2.39 k 4000 MAllowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American a 3000 Wood Council. = 2000 wir d -------- \ Shear Moment 1000 VMAX 1.29 k MMAX 2.90 k-ft All V VAllowable k M 2.96 k-ft n owable Allowable Ratio 0.54 Ratio 0.98 0.00 1 1 1 1 1 r i OK - OK -0.02 Z' All Deflection c o.oa — TL LL d -0.06 Actual 0.09 in 0.04 in o -0.08 Criteria 0.45 in 0.23 in Ratio _ 0.20 0.18 -0.10 OK OK ` PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #3 ---- vPWU ENGINEERING INC. Loads and criteria Total Span: 18.50 ft I = 222 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 _ Olb 5 0 lb Sustained Temperature? T_< 100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CV 0.95 1 -188 plf -500 plf -688 plf 0.00 ft 18.50 ft 18.50 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.93 in 5 0 plf 0.00 ft LL L/480 0.46 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 0 plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -800 -600 - -400 - w -200 -71.' 0 ` co 0 200 18.50 ft 400 600 - R1 ___- R2 - 6.36 k 6.36 k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #3 ---- PWU ENGINEERING INC. Results -800 - -600 - -400 - w -200 - a Ico a 200 -` - 18.50 ft 400 600 R1 R2 6.36 k 6.36 k 800 Type: Reactions (k) Boise Glulam 24F-V4 DL LL TL TL R1 1734 lb 4625 lb 6359 lb 6.36 k R2 1734 lb 4625 lb 6359 lb 6.36 k , Size: 8000 (1) 83/4"x13'/2" GL I 6000 - 4000 — - A 118.13 in2 2000 — — S _ 265.78 in' 0 , , , - 1794.02 in4 n -2000 F„' 265 psi —4000 Fb' 2277 psi 6000 E' x 106 1.80 -8000 VAllowable 20.87 k 40000 MAllowable 50.43 k-ft Design values are based off BOISE GLULAM Specifier Guide. 9 30000 published by Boise Cascade EWP dated 02/28/13. Z y c 20000 -------- \ li Shear Moment ° loom VMAX 6.36 k MMAX 29.41 k-ft V Allowable Allowable 20.87 k M 50.43 k-ft 0 - Ratio 0.30 Ratio 0.58 0.00 OK OK • —0.20 Deflection o TL LL ci• -0.40 - Actual 0.56 in 0.41 in o Criteria 0.93 in 0.46 in Ratio 0.61 0.88 —0.60 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 • Beam #4 PWU ENGINEERING INC. Loads and criteria Total Span: 6.50 ft I = 78 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 0 lb Repetitive Use? No 1 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100 F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 1.20 1 -218 plf -580 plf -798 plf 0.00 ft 4.00 ft 4.00 ft 2 -165 plf -440 plf -605 plf 4.00 ft 6.50 ft 2.50 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.33 in 5 0 plf 0.00 ft LL L/480 0.16 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft 4 O plf 0.00 ft 5 0 plf 0.00 ft -1000 - -800 - -600 - -400 - w -200 - a. • v 0 200 ` 6.50 ft 400 - 600 R2 800 R1 2.20 k— 2.50 k 1000 PWU Engineering Inc.02013,Software v1.02,3/06/14 f, Beam #4 —,PWU ENGINEERING INC. • Results -1000 -800 -600 - -400 - w -200 - a o A A . 200 6.50 ft 400 600 - R2 800 71 R1 2.20 k - 1000 2.50 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 682 lb 1818 lb 2499 lb 2.50 k R2 _ 601 lb 1602 lb 2203 lb 2.20 k Size: 3000 - (1) 4x10 DF#2 I 2000 - A 32.38 in2 1000 - _ S 49.91 in3 o , w I 230.84 in4 v, -1000 F,; 180 psi -2000 Fb' 1080 psi E'x 106 1.60 3000 VAllowable 3.89 k _ 5000 MAllowable 4.49 k-ft 4000 Design values are based off NDS 2005 Edition,published by American a Wood Council. = 3000 E• 2000 Shear Moment t• 1000 r VMAX 2.50 k MMAX 3.92 k-ft --------- \ - V All 3.89 k M 4.49 k-ft o owable Allowable Ratio 0.64 _ Ratio 0.87 0.00 OK OK _ -0 02 Ilk A Deflection c -0.04 TL LL -0.06 — Actual 0.08 in 0.06 in o -0.08 Criteria 0.33 in 0.16 in Ratio 0.25 0.36 -0.10 OK OK - PWU Engineering Inc.®2013,Software v1.02,3/06/14 • Beam #5 PWU ENGINEERING INC. Loads and criteria Total Span: 5.50 ft I = 66 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 _ 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100 F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 1.40 1 -165 plf -440 plf -605 plf 0.00 ft 5.50 ft 5.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.28 in 5 0 plf 0.00 ft LL L/480 0.14 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -800 - - -600 -400 - w -200 - a 0 J 200 5.50 ft 400 600 -4- R1 R2 1.66 k 1.66 k 800 _ PVVU Engineering Inc.02013,Software v1.02,3/06/14 Beam #5 = • PWU ENGINEERING INC. - Results 800 -600 -400 - w -200 - a. o 200 1 5.50 ft 400 600 — R1 -- R2 - 800 —1.66 k 1.66 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 454 lb 1210 lb 1664 lb 1.66 k R2 454 lb 1210 lb 1664 lb 1.66 k Size: 2000 (1) 4x8 DF#2 I 1000 ' A 25.38 in2 l - S 30.66 in3 , o d 111.15 in4 c F„' 180 psi -1000 Fb' I 1260 psi E' x 106 1.60 -2000 VAllowable 3.05 k 2500 MAllowable 3.22 k-ft 2000 Design values are based off NDS 2005 Edition,published by American Wood Council. 4 1500 d 1000 _ _ Shear Moment E 500 Iir 1111 VMAx 1.66 k MMAx 2.29 k-ft 0 , , VAllowable 3.05 k MAllowable 3.22 k-ft Ratio 0.55 Ratio 0.71 0.00 OK OK , -0.02 ,' ,..7.. All Deflection s- 0.04 1&. TL LL d Aill. Actual 0.07 in 0.05 in o -0.06 Criteria 0.28 in 0.14 in Ratio 0.25 0.37 -0.08 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #6 PWU ENGINEERING INC. Loads and criteria Total Span: 3.50 ft = 42 in Fully Braced? Yes Point Loads _ Load Location Pressure Treated? No # DL LL TL 1 _ 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 _ _ Olb 5 0 lb Sustained Temperature? T<_ 100'F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 0.90 1 -60 plf -160 plf -220 plf 0.00 ft 3.50 ft 3.50 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.18 in 5 0 plf 0.00 ft LL L/480 0.09 in • Triangular Loads Max Load _ Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -250 -200 - -150 - -100 - -50 - a 0 ° 50 3.50 ft 100 - 150 R1 R2 200 — 0.39k 0.39 k 250 PVWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #6 ---- PWU ENGINEERING INC. Results -250 -200 - -150 - -100 - 0. -50 - 0 2 50 3.50 ft 100 150 R1 R2 200 0.39 k 0.39 k 250 Type: Reactions (k) DL LL TL TL- Douglas Fir-Larch #2 R1 105 lb 280 lb 385 lb 0.39 k R2 105 lb 280 lb 385 lb 0.39 k Size: 600 (1) 2x14 DF#2 j 400 A 19.88 in2 a 200 - S 43.89 in' „ o - d 290.78 in4 y -200 F„' 180 psi -400 Fb' 810 psi E'x 106 1.60 600 VAllowable 2.39 k 400 MAllowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American a 300 Wood Council. = c 200 0 E Shear Moment goo r ■ VMAx 0.39 k _ MMAx 0.34 k-ft 0 V , VAllowable 2.39 k MAllowable 2.96 k-ft ' Ratio 0.16 Ratio 0.11 0.00 OK OK , c o.00 , Deflection `o o.00 III TL LL Actual 0.00 in _ 0.00 in o 0.00 Criteria 0.18 in 0.09 in Ratio 0.01 0.01 0.00 OK OK - PWU Engineering Inc.©2013,Software v1.02,3/06/14 . Beam #7 = C`,,PWU ENGINEERING INC. Loads and criteria `v Total Span: 7.00 ft = 84 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use?I No 2 0 lb 3 0 lb Wet Service? No 4 0 lb - 5 0 lb Sustained Temperature? T<_ 100'F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 1.40 1 -60 plf -160 plf -220 plf 0.00 ft 7.00 ft 7.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.35 in 5 0 plf 0.00 ft LL L/480 0.18 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 Oplf 0.00ft 4 O plf 0.00 ft 5 Oplf 0.00ft -250 — -200 - -150 - -100 - w -50 - a a 0 50 • 7.00 ft 100 150 R1 R2 200 — 0.77k 0.77 k 250 PWU Engineering Inc.02013,Software v1.02,3/06/14 1 Beam #7 - PWU ENGINEERING INC. Results -250 -200 - -150 - -100 - y= -50 - a 01 / . 50 7.00 ft 100 150 R1 R2 200 0.77 k 0.77 k 250 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 210 lb 560 lb 770 lb 0.77 k R2 210 lb 560 lb 770 lb 0.77 k Size: 1000 (1) 4x8 DF#2 I 500 A 25.38 in2 - S 30.66 in' „ o - d I 111.15 in4 N F,; 180 psi -500 \ Fb' 1260 psi E'x 106 1.60 1 000 VAllouwable 3.05 k 1500 MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American 1000 Wood Council. C d Shear Moment o 500 5 VMAX 0.77 k MMAX 1.35 k-ft VAllowable 3.05 k M 3.22 k-ft o , , wable Allowable Ratio 0.25 Ratio 0.42 0.00 , OK OK A -E- -0.02 , :7- IlL Deflection c -0.04 TL LL 5 Actual 0.07 in 0.05 in o -0.06 Criteria 0.35 in 0.18 in Ratio 0.19 0.28 -0.08 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 . Beam #8 PWU ENGINEERING INC. Loads and criteria Total Span: 4.00 ft =48 in Fully Braced? Yes Point Loads Load Location Pressure Treated? Yes # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 O lb 5 0 lb Sustained Temperature? T< 100'F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.40 1 -60 plf -100 plf -160 plf 0.00 ft 4.00 ft 4.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.20 in 5 0 plf 0.00 ft LL L/480 0.10 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 _ 0 plf 0.00 ft 2 O plf 0.00 ft 3 Oplf - 0.00ft 4 O plf 0.00 ft 5 0 plf 0.00 ft -200 -150 - -100 - w -50 - a 7 0 ro a 4.00 ft 50 - 100 —1 150 --j R1 R2 - 0.32 k 0.32 k 200 PWU Engineering Inc.e2013,Software v1.02,3/06/14 Beam #8 7,PWU ENGINEERING INC. Results -200 -150 - -100 - -50 - o. 0 50 — 4.00 ft 100 150 -,-{ R1 R2 - 0.32 k 0.32 k 200 Type: Reactions (k) Hem-Fir#2 DL LL TL TL R, 120 lb 200 lb 320 lb 0.32 k R 2 120 lb _ 200 lb _ 320 lb 0.32 k Size: 400 (1) 4x8 HF#2 200 A 25.38 in2 a - S 30.66 in3 'a o - a) I 111.15 in4 -c F„' 120 psi -200 Fb' 952 psi E'x 106 1.04 400 VAIlowable 2.03 k 400 MAllowable 2.43 k-ft Design values are based off NDS 2005 Edition,published by American a 300 Wood Council. 4 c 200 d Shear Moment � 100 ■ VMAX 0.32 k MMAX 0.32 k-ft r VAllowable 2.03 k M 2.43 k-ft 0 owable Allowable Ratio 0.16 Ratio 0.13 0.00 A OK _ OK 0.00 S' All Deflection o 0.00 ----- _ TL LL 0 -0.01 - Actual 0.01 in 0.00 in o -0.01 Criteria 0.20 in 0.10 in Ratio 0.04 0.05 -0.01 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 • HDR @ Garage PWU ENGINEERING INC. Loads and criteria Total Span: 16.00 ft I = 192 in Fully Braced? No Unbraced Length: 16.00 ft Point Loads Load Location Pressure Treated? Yes DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100-F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CV 1.00 1 -110 plf -50 plf -160 plf 0.00 ft 16.00 ft 16.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.80 in 5 0 plf 0.00 ft LL L/480 0.40 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 Oplf 0.00ft 4 O plf 0.00 ft 5 0 plf 0.00 ft -200 -150 - -100 - -50 - — a 0 _` 0 16.00 ft 50 100 150 R1 — R2 - 200 – 1.28 k 1.28 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Garage PWU ENGINEERING INC. Results -200 -150 - -100 - 2 -50 - a 1:10 0 16.00 ft A 50 100 - 150 R1 ` R2 - 200 1.28 k - _ - 1.28 k _ Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 - R1 880 lb 400 lb 1280 lb 1.28 k R2 880 lb 400 lb 1280 lb 1.28 k Size: 1500 - — — (1) 31/2"x10'/2" GL 1000 A 36.75 in: 500 S 64.31 in' „ o at I 337.64 in4 n -500 Fv' 212 psi -1000 Fb' 1589 psi E' x 106 1.44 -1500 - - VAllowable 5.19 k 6000 - MAllowable 8.52 k-ft . 5000 Design values are based off BOISE GLULAM Specifier Guide, a 4000 published by Boise Cascade EWP dated 02/28/13. .41141111111. 0) 3000 Shear Moment 0 2000 m r - VMAX 1.28 k MMAX 5.12 k-ft 1000 VAllowable 5.19 k M 8.52 k-ft 0 owable _ Allowable Ratio 0.25 _ Ratio 0.60 0.00 OK OK c -0.20 Deflection `o TL LL d w 0.40 Actual 0.49 in 0.15 in o Criteria 0.80 in 0.40 in Ratio 0.61 0.38 -0.60 OK OK PVVU Engineering Inc.©2013,Software v1.02.3/06/14 . HDR @ Nook PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft = 60 in Fully Braced?' Yes Point Loads Load Location Pressure Treated? Yes # DL LL TL 1 0 lb Repetitive Use? No 2 _ 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100-F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 1_.20 1 -374 plf -530 plf -904 plf 0.00 ft 5.00 ft 5.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 _ O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -1000 - 1 -800 - -600 - -400 - w -200 - a 0 - • A 200 __ 5.00 ft 400 600 800 — R1 R2 1000 — 2.26 k 2.26 k -J PVC Engineering Inc.®2013,Software v1.02,3/06/14 HDR @ Nook PWU ENGINEERING INC. Results -1000 -800 - -600 -400 - -200 - a 200 - 5.00 ft — 400 600 — 800 — R1 R2 H 1000 — 2.26k 2.26k -u Type: Reactions (k) DL LL TL TL Hem-Fir#2 R1 934 lb 1325 lb 2259 lb 2.26 k R2 934 lb 1325 lb 2259 lb 2.26 k Size: 3000 - (1) 4x10 HF#2 I 2000 A 32.38 in2 a moo - S 49.91 i n' 0 m 230.84 in4 u -100o Fv' 120 psi 2000 Ft; 816 psi E' x 106 1.04 3000 VAllowable 2.59 k 3000 MAllowable 3.39 k-ft 2500 Design values are based off NDS 2005 Edition,published by American 2000 Wood Council. 1500 milw Shear _ Moment 1000 VMAX 2.26 k MMAX 2.82 k-ft 500 VAllowable 2.59 k M ll 3.39 k-ft 0 ' owable - 'knowable Ratio 0.87 Ratio 0.83 0.00 OK OK -0.02 - - - Deflection o TL LL 0.04 - Actual 0.05 in 0.03 in o Criteria 0.25 in 0.13 in Ratio 0.21 0.25 -0.06 OK OK PVVU Engineering Inc.®2013,Software v1.02,3/06/14 Beam #9 cc,,PWU ENGINEERING INC. Loads and criteria `v Total Span: 6.00 ft = 72 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No —DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 1.20 1 -291 plf -520 plf -811 plf 0.00 ft 6.00 ft 6.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.30 in 5 0 plf 0.00 ft LL L/480 0.15 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 Oplf _ 0.00ft 2 0 plf 0.00 ft 3 0 O 0.00ft 4 O plf 0.00 ft 5 0 plf 0.00 ft -1000 -800 -1 -600 - -400 -200 - a 0 200 _ 6.00 ft 400 600 800 R1 R2 2.43 k 2.43 k 1000 PWU Engineering Inc.©2013,Software v1.02,3/06/14 w Beam #9 - C`,,PWU ENGINEERING INC. Results `v -1000 -800 -1 -600 - -400 - w -200 - a o -\ 2 200 - --- 6.00 ft 400 600 800 R1 — R2 -, 2.43 k 2.43 k 1000 Type: Reactions (k) Douglas Fir-Larch #2 - DL LL TL TL R1 873 lb 1560 lb 2433 lb 2.43 k R2 873 lb 1560 lb 2433 lb 2.43 k Size: 3000 - (1) 4x10 DF#2 I 2000 A 32.38 in2 a woo - - S 49.91 in' 0 , - cu I 230.84 in4 n -1000 Fv' 180 psi 2000 Fb' 1080 psi E' x 106 1.60 -3000 VAllowable 3.89 k 4000 - MAllowable 4.49 k-ft Design values are based off NDS 2005 Edition,published by American 3000 - Wood Council. 2000 . ? m Shear Moment 0 -woo VMAX 2.43 k MMAX 3.65 k-ft VAllowable 3.89 k MAllowable k-ft 0 owable Allowable Ratio 0.63 Ratio 0.81 0.00 , - OK OK A c -0.02 , Deflection `s -0.04 TL LL d Actual 0.06 in 0.04 in o -0.06 Criteria _ 0.30 in 0.15 in Ratio 0.21 0.27 -0.08 OK OK PM Engineering Inc.®2013,Software v1.02,3/06/14 - Beam #10 PWU ENGINEERING INC. Loads and criteria Total Span: 4.50 ft = 54 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -210 lb -560 lb -770 lb 1.50 ft Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T_< 100'F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF 1.20 1 -261 plf -440 plf -701 plf 0.00 ft 4.50 ft 4.50 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.23 in 5 0 plf 0.00 ft LL L/480 0.11 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 Oplf 0.00ft 5 0 plf 0.00 ft -800 -600 - -400 - -0.77 k w -200 - D. 0 A o 4.50 ft 200 —— -- 400 R2 600 — R1 1.83 k 2.09 k 800 — — PWU Engineering Inc.©2013,Software v1.02,3/06/14 , Beam #10 CC,,PWU ENGINEERING INC. Results `v -800 -600 - -400 - -0.77 k 9 -200 - a a 0 ' , ' / ' , . . , , 0 4 200 4.50 ft 400 R2 600 i R1 1.83 k 800 2.09 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 727 lb 1363 lb 2091 lb 2.09 k R2 657 lb 1177 lb 1834 lb 1.83 k Size: 3000 - — (1) 4x10 DF#2 2000 A 32.38 in2 1000 - - S 49.91 in' o , , i - d 230.84 in4 v -1000 F„' 180 psi 2000 Fb' 1080 psi E' x 106 1.60 -3000 VAllowable 3.89 k 3000 MAllowable 4.49 k-ft 2500 Design values are based off NDS 2005 Edition,published by American :_ 2000 Wood Council. $ c 1500 m Shear Moment o 1000 -------****- N\ 2 500 VMAx 2.09 k MMAx 2.40 k-ft V All 3.89 k MAllowable k-ft o owable - Allowable Ratio 0.54 Ratio _ 0.53 0.00 OK - OK _ 0.01 , A Ilk A _ c Deflection o- 0.01 TL LL 61- 0.02 Actual 0.02 in 0.02 in o -0.02 Criteria 0.23 in 0.11 in Ratio 0.10 0.14 -0.03 OK OK - PWU Engineering Inc.®2013,Software v1.02,3/06/14 I Beam #11 . PWU ENGINEERING INC. Loads and criteria Total Span: 6.00 ft = 72 in 1 Fully Braced? Yes Point Loads Load Location Pressure Treated? No # _ DL LL TL 1 _ -210 lb -560 lb -770 lb 1.00 ft Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 _ 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CF 1.20 1 -179 plf -220 plf -399 plf 0.00 ft 6.00 ft 6.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.30 in - 5 0 plf 0.00 ft LL L/480 0.15 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -500 ._ _— ----- -400 - -300 -0.77 k -200 »:. -100 - a o ' / ' ' ra A ° 100 16.00 ft------- 200 . - _-_---- __._ t_. R2 300 -------- 1.32 k R1 400 --- 1.84 k — . 500 •------ - PWU Engineering Inc.®2013,Software v1.02,3/06/14 Beam #11 �s� PWU ENGINEERING INC. Results -500 f — — -400 - -300 - 200 -0.77 k w -100 - a ' / ' ' , . . 100 6.00 ft 200 R2 300 — R1 1.32 k 400 — 1.84 k 500 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R1 711 lb 1127 lb 1837 lb 1.84 k R2 571 lb 753 lb 1324 lb 1.32 k Size: 2000 —_ (1) 4x10 DF#2 I 1500 \ A 32.38 in2 s 500 loon - S 49.91 in3 0 I 230.84 in4 w F„• 180 psi -500 Fb' 1080 psi -1000 -1500 E' x 106 1.60 VAllowable 3.89 k 2500 MAllowable 4.49 k-ft 2000 Design values are based off NDS 2005 Edition,published by American 9 Wood Council. 1500 ------- -- N\ E1000 Lir Shear Moment 500 Mr Allowable Allowable VMAX 1.84 k MMAX 2.20 k-ft , V 3.89 k M 4.49 k-ft 0 Ratio _ 0.47 Ratio 0.49 0.00 OK OK -0.01 , , Deflection 2 0'02 mmik.11111k All TL LL 5 -0.03 Actual 0.04 in 0.02 in o -0.04 Criteria 0.30 in 0.15 in Ratio 0.13 0.15 -0.05 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 -