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Specifications (6)
/ O/G7 Sw PWU ENGINEERING INC. Email: pwuengineerinqacomcast.net Ph: (503) 810-8309 Structural Calculations: Job # LEN15429 Date: 12/14/15 Project: Marquam E Master Reuse Garage Right Lot 22, Oak Crest, Tigard, OR Lennar Homes (OD Gf F , 19421PE -2 IEGON 22 A\ riILIP `N 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. -0PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for the Marquam E Master plans for Plan approvals. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 136mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h=25.0' approximately. y� otop C MWFRS 1 Direction I End Zones ' Direction 2a " End Zones Note:End zone may occur at any corner of the building. a=.10*40' =4' or for h=25' a=.4(h)= .4(25')= 10' a=4' controls a must be larger than .04(40') = 1.6' and 3' Therefore: 2a=8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: 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 per ASCE 7 �PWU ENGINEERING INC. Project Marquam E Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAvG(ft) 105mph B "'26.6 1.00 40.0 25.0 '1:•:11,1,11. 6:125 a= 4.0 ft arenron IPAID End A 21.3psf ora= 10.0ft `W'r `.00k B 6.8 psf Check 10psf min and a> 1.6 ft % "" C 15.8 psf load across all and a> 3.0 ft zap End Zones D 6.0 psf zones. Nate:E d zone may occur at any cornet of the 2a 8.0 ft auaa:,g. WR L(ft) 8.0 24.0 8.0 hA(ft) 4.0 4.0 hB(ft) 6.0 6.0 he(ft) 4.0 h0(ft) 6.0 W(plf) 0.0 125.7 99.2 125.7 0.0 0.0 0.0 0.0 0.0 0.0 150.0 - WR AVG 109.8 plf 100.0 10psf min load: 100.0 plf 50.o Governing value: 109.8 plf o 0 W2 L(ft) 8.0 24.0 8.0 hA(ft) 10.0 10.0 hB(ft) he(ft) 10.0 ho(ft) W(plf) 0.0 212.6 158.4 212.6 0.0 0.0 0.0 0.0 0.0 0.0 300.0 W2AVG 180.1 plf 200.0 10psf min load: 100.0 plf 100.0 Governing value: 180.1 plf o.o W1 L(ft) hA(ft) hB(ft) hc(ft) h0 W(plf)(ft) 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 inn.nen..,�...• mn�..n,�nuru..,�nvi�n..,�n.n. ./111111111111111111111111I1111111111ii111i111111111111111111111111Ii,. /1111111111111111111111111111111111111111111111111111111111I11111f11111111111111.. n AI1111111111111I0111111111111111I1111111111111111111111111011111111111111111 , .If11011111111111111111111111111111111I111Ii1111f1111I111111111111/111111111gf111111► 12 eiI'_V111I1,smiliIIII11111II1111111111I111I11„i 11i9r111111111111111111111111111111I1I11�111. • .AIII11Ii11111111\(1111111I1111111111111111111111111111UI111111II111I11/I1I11111111111111111111JI11b.. ..1k;!111'ii1101111111i1111111111111111111111111111111!ill!111111111111111111111111111111111 011111L•i111111,, AIIIIIIIMPl111N111111111111111111111111111111111111111111110111111111l1111111111111111111100l111 R2!111 m.. ,Anamiliaxiiliin111111111111111111111111111111111M1111111b11111111111111111111111111111111111t11111;C!11111(izIh, ....T.rt. .AII!IINICIIIIII.!WWII Ctn11111!rlllll1111111III1111111111111111111gU11111111111111111111n11111a11.mini1u 11Ig11i..— — 61.1111k mml� I "In IlEIMIIMENIL ■ Imml P PLATE ."111=MIL--......... ,.._ IN : ' Y M EMEMIIII lik.N1 ..,,,ALIS-FLP. — REAR ELEVATION V4••r Wind per ASCE 7 `c,,pWU ENGINEERING INC. Project Marquam E `v Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAVG(ft) 105mph B ;33.7 1.00 40.0 25.01` 8:12 5 a= 4.0 ft aranpn � End zones .�. A 19.7 psf ora= 10.0 ft B 13.5 psf Check 10psf min and a> 1.6 ft C 15.7 psf load across all and a> 3.0 ft ze End Zones D 10.8 psf zones. Note:End zone may occur at any caneY of the 2a 8.0 ft duad:,9. WR L(ft) 8.0 40.0 8.0 hA(ft) 4.0 4.0 hB(ft) 7.0 7.0 he(ft) 4.0 hD(ft) 7.0 W(plf) 0.0 173.3 138.4 173.3 0.0 0.0 0.0 0.0 0.0 0.0 200.0 - WR AVG 148.4 plf 10psf min load: 110.0 plf 100.0 Governing value: 148.4 plf 0.0 W2 L(ft) 8.0 40.0 8.0 hA(ft) 10.0 10.0 hB(ft) he(ft) 10.0 hD Wh(plf)(ft) 0.0 197.0 157.0 197.0 0.0 0.0 0.0 0.0 0.0 0.0 300.0 - W2 AVG 168.4 plf 200.0 10psf min load: 100.0 plf 100.0 Governing value: 168.4 plf 0.0 W1 L(ft) hA(ft) hB(ft) he(ft) hD(ft Wh(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/01 0.5 - Governing value: #DIV/0! 0.0 12 eI /IdIIIIIIIIIIIIIIIIIII�IIIIIIIIIIIIIIIIIIII1111IIlIIIIIIIIIt111111/IIIIIIIIII/IIIIIIIIIIIIIIIIIII111III1111IIIall.. ..1111111111111I111111111111111111f111111f111111111111I111111I111111f111111f1111111111111111111111111I11111111111111111111i1►.. 411111111111111111111111111/1111111111111111111111111111111111111I111111111111111111111111111111111111111I111111111111b. 12 11 11111 iiiiil►lliiliSicomai 111111I11ilma 11I111UI1U111i1111111111I1I1UI11111111111I11I11I11111111iU111111IIIIf1111I111t11111U11111t1111►..`�y 11111I1I11s111i111\111111i1111111111111t111Ii1111I11111I111111111111111111111111111I111111r":41IIt1111111111i1I11111111111111i11111IH111i111111111111Ir111. 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IIMIUf�lfl IN I`IIIIIIIMI1(I�I[I �III�IIII1l�PIE 111! rib... V!!�T fFISl1�1IVE � 11!!1.1 1 ! ! I I I I _ _.__.. n11IIIIInUlllln111Ii111111111111111111111111111i.;;ul1111r1:1I1111111111111n/1111 1ipefll misof1111■In1111 Int ILII ISI■ Ill u1I11i'CIlithaa1 1111u111 111!1 SUB-F I — — _ !liIIMIIIII■IIIII`11IIIlIu1IlI111l�Illli111111 IIIIIIIIln1IIIIIIIW IInlilll,Ilnll IuI!!!11P!111IG!!III!!llll!!!II!!!IIl!!!Ill!I!IIrtili!!!!11!!!!11!!!1111!!1111!!1111!!; TO1'1'�"� 1 1 1 �■ 1. Iba ...I ■151.-.1 It..1■I. -- I _ _- �=,o 1 Yrawarir o Pr ' iilibilgressiff cl te e I•-. - • `r..ifirr. 1Pr i °111541 1 `'-O' 1 LET SIDE ELEVATION vi•.r-a i- Seismic & Governing Values pWU ENGINEERING INC. Project Marquam E \\�� Seismic Loal per latest edition of state adopted code based on 2012 IBC and6IRC Design V=[1.2 Sos/(R x 1.4)]W Category = R Sos D( 5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wal Dead Load: 6psf ( V 0.100*W� Exterior Wall ding Dead Load: I2psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 * (15+5+3) * ;40 ft] = 92.2 plf < 109.8 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 56 ft] + 92.2 plf= 243.7 plf < 289.8 plf Wind Governs #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 40 ft] = 92.2 plf < 148.4 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 40 ft] "+ 92.2 plf= 200.4 plf < 316.8 plf Wind Governs W1 = [0.100 * (15+5+3+4) * + 200.4 of= 200.4 plf #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 Line Loads Project Marquam E -�PWU ENGINEERING INC. High Roof Diaphragm -Upper Floor Walls Line A P = 1.15 k LTOTAL = 19.5 ft v = 1.15 k / 19.5 ft = 59 plf Type A Wall h = 80 ft LWORST = 19.5 ft MOT = 59 plf * 8.0 ft * 19.5 ft = 9.22 kft MR = (15 psf * 3.0 ft + 12 psf * 8.0 ft) * (19.5ft)2 / 2 * 0.6 = 16.08 kft + (0 Ib * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 16.08 kft = 16.08 kft T = (9.22kft - 16.08kft) / 19.5 ft = 0.00 k +' 0.00:k = 0.00 k No hd req'd Line B P = 2.20 k LTOTAL = 13.5 ft v = 2.20 k / 13.5 ft = 163 plf Type A Wall h = 8.0 ft LwoRST = 13.5 ft MOT = 163 plf * 8.0 ft * 13.5 ft = 17.56 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (13.5ft)2 / 2 * 0.6 = 9.35 kft + (0 Ib' * 0.0 ft) + (0`Ib * 0.0 ft)' = 0.00 kft + 9.35 kft = 9.35 kft T = (17.56kft - 9.35kft) / 13.5 ft = 0.61 k + 0.00 k: = 0.61 k No hd req'd Line C P = 1.04 k LTOTAL = 20.0 ft v = 1.04 k / 20.0 ft = 52 plf Type A Wall h = 8.0 ft LwoRST = 10.0 ft MOT = 52 plf * 8.0 ft * 10.0 ft = 4.17 kft MR = (15 psf * 3.0 ft + 12 psf * 8.0 ft) * (10.0ft)2 / 2 * 0.6 = 4.23 kft + (Olb * O.Oft) + (0Ib * 0.0 ft) = 0.00 kft + 4.23kft = 4.23kft T = (4.17kft - 4.23kft) / 10.0 ft = 0.00 k + 0.00 k` = 0.00 k No hd req'd Line 1 P = 1.93 k LTOTAL = 19.5 ft v = 1.93 k / 19.5 ft = 99 plf Type A Wall h = 8.0 ft LwoRST = 2.5 ft Mor = 99 plf * 8.0 ft * 2.5 ft = 1.98 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (2.5ft)2 / 2 * 0.6 = 0.24 kft + (0 lb * 0.0 ft) + (0 Ib * 0.0 ft)s = 0.00 kft + 0.24 kft = 0.24 kft T = (1.98kft - 0.24kft) / 2.5 ft = 0.70 k + 0.00 k = 0.70 k No hd req'd Line 2 P = 4.15 k LTOTAL = 17.0 ft v = 4.15 k / 17.0 ft = 244 plf Type A Wall h = 8.0 ft LwoRST = 1 7.0 ft MOT = 244 plf * 8.0 ft * 17.0 ft = 33.24 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (17.0ft)2 / 2 * 0.6 = 14.83 kft + (0 lb * 0.0 ft) + (500 Ib * 12.0 ft) = 6.00 kft + 14.83 kft = 20.83 kft T = (33.24kft - 20.83kft) / 17.0 ft = 0.73 k + 0.00 k = 0.73 k No hd req'd Line 3 P = 2.23`k I I LTOTAL = 7.0 ft I v = 2.23 k / 7.0 ft = 318 plf Type B Wall See FTAO Calc No hd req'd r Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P = 3.04 k LTOTAL = 25.0 ft v = 3.04 k / 25.0 ft = 122 plf Type A Wall h = 9.0 ft LWORST = 25.0 ft MOT = 122 plf * 9.0 ft * 25.0 ft = 27.39 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 = 25.88kft T = (27.39kft - 25.88kft) / 25.0 ft = 0.06 k + 0.00 k = 0.06 k No hd req'd Line B P = 5.80 k LTOTAL = 18.0 ft v = 5.80 k / 18.0 ft = 322 plf Type B Wall h = 9.0 ft l-WORST = 18.0 ft MOT = 322 plf * 9.0 ft * 18.0 ft = 52.17 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (18.0ft)2 / 2 * 0.6 = 13.41 kft +, (O lb * 0.0 ft) + (5001b * 12.0 ft) = 6.00 kft + 13.41 kft = 19.41 kft T = (52.17kft - 19.41 kft) / 18.0 ft = 1.82 k + 0.00 k = 1.82 k Use type 1 hd Line C P = 2.75;k LTOTAL = 25.0 ft v = 2.75 k / 25.0 ft = 110 plf Type A Wall h = 9.0 ft LWORST = 25.0 ft MOT = 110 plf * 9.0 ft * 25.0 ft = 24.78 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (25.Oft)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 = (24.78kft - 25.88kft) / 25.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P = 4.12k I I LTOTAL = 19.Oft 1 v = 4.12k / 19.0 ft = 217p1f TypeAWall See FTAO Calc No hd req'd Line 2 P = 8.87 k LTOTAL = 20.0 ft v = 8.87 k / 20.0 ft = 444 plf Type B Wall h = 9.0 ft LWORST = 20.0 ft MOT = 444 plf * 9.0 ft * 20.0 ft = 79.83 kft MR = (15 psf * 8.0 ft + 12 psf * 9.0 ft) * (20.0ft)2 / 2 * 0.6 = 27.36 kft + (0 lb * 0.0.ft) + (1000 lb * 20.0 ft) = 20.00 kft + 27.36 kft = 47.36 kft T = (79.83kft - 47.36kft) / 20.0 ft = 1.62 k + 0.00 k = 1.62 k Use type 1 hd Line 3 P = 4.75 k LTOTAL = 11.5 ft v = 4.75 k / 11.5 ft = 413 plf Type C Wall h = 7.0 ft LWORST = 1.8 ft MOT = 413 plf * 7.0 ft * 1.8 ft = 5.06 kft MR = (15 psf * 2.0 ft + 12 psf * 7.0 ft) * (1.8ft)2 / 2 * 0.6 = 0.10 kft + (0 lb * ;0.0 ft) + (500 Ib * 1.8 ft) = 0.88 kft + 0.10 kft = 0.98 kft T = (5.06kft - 0.98kft) / 1.8 ft = 2.33 k + 0.00 k = 2.33 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 Li ='3.5ft Lo= 6.0 ft L2= 3.5ft V= 2.23 k vA=-74 plf vp= 457 plf vF= -74 plf hu =1.0 ft F� = 1.37k F2= 1.37 k vB= 319 plf v0= 319 plf h0= 5.0 ft F� = 1.37k F2= 1.37k h�= 2.0ft vc= -74 plf vE= 457 plf vH= -74 plf y H = 1.37k H = 1.37k H= (2.23k *8.0 ft) /13.Oft= 1.37k1 H:WRatios 5.0 ft : 3.5 ft = 1.4 : 1 vh = 2.23 k/ 7.0 ft= 319 plf 5.0 ft : 3.5 ft = 1.4 : 1 vv= 1.37 k/ 3.0 ft= 457 plf Use: Type B Wall F= 457 plf* 6.00 ft= 2.74 k F1 = (2.74k* 3.5 ft)/ 7.0 ft= 1.37 k F2= (2.74 k* 3.5 ft)/ 7.O ft= 1.37 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft+° 12psf* 8.0ft) * (13.0ft)^2 *0.6/2] +( 13.Oft *5001b) = 12.89kft T= 1.37 kft- ( 12.89 kft / 13.0 ft) = 0.38 k +0,OOk= 0.38 k1 No HD Req'd Force Transfer Around Opening (FTAO) --- ENGINEERING INC. Diekmann Technique @ Main Floor Line 1 L� =<3.5ft Lo= 10.5ft L2='5.5ft V= 195k vA= -46 plf vp= 225 plf vF= -46 plf hu = 1.0 ft +- = 0.92 k = 0.92k F2= 1.45k v6=217plf vo= 217plf ho=5.0ft F� = 0.92k F2= 1.45k - - ht.= '3.0ft vo= -46 plf vE= 225 plf _ -46 plf T H = 0.90k H = 0.90k H= ( 1.95k * 9.0ft) / 19.5ft= 0.90 kl H:W Ratios 5.0 ft : 3.5 ft = 1.4 : 1 vh= 1.95 k/ 9.0 ft= 217 plf 5.0 ft : 5.5 ft = 0.9 : 1 v„= 0.90 k/ 4.0 ft= 225 plf Use: Type A Wall F= 225 plf* 10.50 ft= 2.37 k F1 = (2.37k* 3.5 ft)/ 9.0 ft= 0.92 k F2= (2.37 k* 5.5 ft)/ 9.O ft= 1.45 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 4ft+ 12psf*; 9.Oft)* (19.5ft)^2 * 0.6/2] + (0.Oft *5001b) = 19.16kft T= 0.90 kft- ( 19.16kft / 19.5 ft) -= 0.08 k +O,OOk= 0.00 kI No HD Req'd Force Transfer Around Opening (FTAO) PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 3 --> Li = 3.8ft Le= 6.0 ft L2= 3.8 ft V= 3.10 k vA= -138 plf vp= 688 plf vF= -138 plf hu = 1.0 ft 4- F� = 2.07k F2= 2.07 k vB= 413plf vG= 413plf he= 6.0 ft F� = 2.07k F2= 2.07k h�= 2.0 ft vc= -138 plf "'. vE= 688 plf vH= -138 plf T H = 2.07k H = 2.07k H= (3.10k * 9.0ft) / 13.5 ft= 2.07 k) H:W Ratios 6.Oft : 3.8ft = 1.6 : 1 vh = 3.10k/ 7.5ft= 413 plf 6.Oft : 3.8ft = 1.6 : 1 v„= 2.07 k/ 3.0 ft= 688 plf Use: Type C Wall F= 688 plf* 6.00 ft= 4.13 k F1 = (4.13k* 3.8ft)/ 7.5ft= 2.07k F2= (4.13 k* 3.8 ft)/ 7.5 ft= 2.07 k Use: (3) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 6ft+ 12psf;* 9.0ft) * (13.5ft)"2 * 0.6/2] + ( 13.5ft *5001b) = 17.58kft T= 2.07 kft- ( 17.58 kft /13.5 ft) = 0.76 k +0.00k= 0.76 kI No HD Req'd r 0401. e •e e© 2., g'-4. .4. 3-6, I MEI Ark = <2,1. A I .I.,',3,9 JA _.:00] tt s I V� 1 e I 1 A II ill 'A 1 ' %r ur: ean�aor� 0 �■I �� AN, II D 0 A I LI J e I 1 q 1E1 rli L �/ I L J = . LAMe ND TO ME tERA114ED weC622 COL 6112AP PET 1062E2T6 MR MT 10AM12 4012 (V FOR��a A'O�METHOD UPPER FLOOR LATERAL PLAN ENTIRE IIALL ELEV TO ISE SWATHED USE ceax COL STRIP n)BAYS PER DET I0V612 FOR PTAo PRTHoo TERME NAIL ELEV AO e.TO BE ATfED - I,.1,ISE cell COL STRAP �10)DAYS PER DET IOAdS2 OFOR MO METHOD _.—.— - — ` Q v A Z• it e-,1A7 _ ail e 0 I• qy_p �i L . I Q E. .B . . . IMM . I 'IIII� • et :I. .•• ••• 'DEN OPTION RAE ND kePPEOT ON Lamm:1 lir 4r0 -�` ENTIRE IIALL 6E„ NT ,nDEMEANED PCUR A MON eo [elll le PPE!DET 1DAY62 BETIl1 TOP OP 67101 GARAGE PSI!HOLDQWS iro, FOR PTAO P fl4OD MALL AND BOTTOM OF MAY EE eISISTTMED FOR HEADER IS S'-V MAX TYPE TA-A NOLDOIN6 PER PER DETAIL NSW SCHEDULE PER DET NM MAIN FLOOR LATERAL PLAN q'.P-o' O e A ) •e 3e NrI �/ I A A 11 7 • r— :j 1 A I 4e �' I � rL______ I■� 0 ° '4u our —II-11 o .. I 1 = 7 I e P (4 I LkJ A : 1 © I3 Me TO ON ei4CATED USE ceoi COIL MAP m e►nrs PM t 104112 e POR rrAo retop �+koc B UPPER FLOOR LATERAL PLAN k••ro• ENTIRE WALL IELEV TO OE SWATHED USE C622 COL*TRAP CD BATE PER PET 10442 PORrrAo METNOD 0 1ENTIRE WALL.aLxvIC? -6k, TO ISE IREATNED IRE C622 COIL nap 3' MOATS PIER PET 10/6E2 FCR PTA°Li PETHCO. . . cr- -,:, 0 x.,k 2044, • • g . . . . . . .... . . . ,L9111111= 9z %v.. k . .•art eA I t '. 1 0 44 • • • • . 20'4' . A I WHIP! • M1111'-it. - . 1 I. -7777 .•. . • •. DEN trnewmAsmo • • •j : 1 1. I ERECT ON LATERAL d_:_. 1.v 4, vo. '..", *..j , 1,41./ W 1 . . . .%kr • . J irjr l24 Airk Mil 16E7RB WALL REV ma"IF Ilir TO OE WEANED 1 LEE C622 COL MAP PDX 611111 WALL LP MEAT*PER PET 10442 60 WALL HEIGIAT PPE PTA0 MEDICO 40 GARAMI rem NOLP2INI INEEWEIN TOP OP MM E MAT ea ememumo PON WALL.6140 111011CM CP TYPE Tb-b RZLIN2616 PIM MADER 16 16.-6°MAX eamatut PER PET 1V66.1 PER DETAIL 11/661 MAIN FLOOR LATERAL PLAN ve.r_o. 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 SSTB20L w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 w-667°' w-667%' 3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SB%X24 ws6 w6675 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 S=6395, S=7315, w=7615 w=8710 8 HDU1 1-SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10"min embed into 32"min embed into 32"min 9 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. S H EA RWA 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 OSB (1) SIDE 8d 6" 12" z" Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 14"o/c 255 357 B OSB (1) SIDE (f) 8d 4" 12" 2"Dia.A.B. @ 18"o/c (m) 16d @ 2z"o/c A35 @ 10" o/c 395 553 C OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8" o/c 505 707 D 16"OSB (1) SIDE (e,f) 8d 2" 12" z"Dia.A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 6"o/c 670 938 E is" OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8" o/c 510 714 F OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" 2"Dia.A.B. @ 8"o/c (m) 16d @ 3" o/c(2) rows staggered A35 @ 5"o/c 790 1106 G ifi" 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 6" OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 2"Dia.A.B. @ 52"o/c (m) 16d @ 121"o/c(2)rows staggered HGA1 OKT @ 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%" 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: pwuengineerin:g a@comcast.net Rst = Zsisf 61141 AND &T*z rJ go.- 16-psi- . L.= 26 ' L-.r= 200p If L: 2%1°k 67-4 3 ��- 240k 1,' 2-0 20f1C .SGd.11P tv ( : 1 1 lit T 541k ;.741k HDR @ Roof �PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft =60 in I 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 O lb 5 0 lb Sustained Temperature? T 5 100°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 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.25 in 5 0 plf 0.00 ft LL 0480 0.13 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 Oplf 0.00ft 2 O plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 O plf 0.00 ft -800 -600 -400 -200 - my 0ACO � , , J 200 5.00 ft 400 R1 R2 600 — 1.40 k 1.40 k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Roof �PWU ENGINEERING INC. Results 800 -600 -400 - 0 ... . 5.00 ft co0 J 200 400 R2 R1 600 1 1.40 k 1.40 k 800 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch#2 R1 525 lb 875 lb 1400 lb 1.40 k R2 525 lb 875 lb 1400 lb 1.40 k Size: 2000 15°° 1 4x8 DF#2 1000 A 25.38 in' S 30.66 in' o 111.15 in4 t -500 N F,; 180 psi 1000 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 Americana 1500 Wood Council. '` T , 1000 c s E Shear Moment 0 500 VMAX1.40 k MMAX 1.75 k-ft VAllowable 3.05 k MAllowable 3.22 k-ft Ratio 0.46 Ratio 0.54 0.00 , OK OK ,0.01 } Deflection c -0.02 n. TL LL -0.03 Actual 0.04 in 0.03 in o 0.04 �, w. `' � 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 HDR @ GTI ---- PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft =60 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -975 lb -1625 lb -2600 lb 0.25 ft Repetitive Use? No 2 0 Ib 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 -210 plf, -350 plf -560 plf 0.00 ft 5.00 ft 5.00 ft 2 Oplf 0.00ft 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 L1480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 O plf 0.00 ft 4 Oplf 0.00ft 5 O plf 0.00 ft -800 -600 — 2.60k -400 1 -200 ' tet , 0 0 5.00 ft J 200 R2 _ 1.53 k 400 600 R1 3.87 k 800 PVVU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ GTI -----,PWU ENGINEERING INC. Results -800 -600 = -2.60 k -400 _ -200 - coo 200 5.00 ft R2 1.53 k 400 . 600 d R1 387 k 800 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 1451 lb 2419 lb 3870 lb 3.87 k R2 574 lb 956 lb 1530 lb 1.53 k Size: 5000 - (1) 4x10 DF#2 4000 3000 A 32.38 ins 2000 S 49.91 in' t 1000 I 230.84 in4 co Q. F,; 0 180 psi 1000 Fb' 1080 psi E'x 106 1.60 -2000 3.89 k 2500 VAllowable MAllowable 4.49 k-ft 2000 Design values are based off NDS 2005 Edition,published by American Z Wood Council. 4 1500 m 1000 Shear Moment 500 ``4 2.09 k-ft VMAX 3.87 k MMAX ,. VAllowable 3.89 k MAllowable 4.49 k-ft Ratio 1.00 Ratio 0.47 0.00 OK OK - -0.01 . Deflection o ' TL LL w °U' -0.02 Actual 0.03 in 0.02 in d 0 Criteria 0.25 in 0.13 in Ratio 0.10 0.13 0.03 OK OK PVVU 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 -113 lb -187 lb -300 lb 2.00 ft Repetitive Use? No 2 -1564 lb -2606 lb -4170 lb 7.00 ft 3 -574 lb -956 lb -1530 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 -209 plf -255 plf -464 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 U240 1.00 in 5 0 plf 0.00 ft LL 0480 0.50 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 plf 0.00 ft 4 0 plf 0.00 ft 5 Oplf 0.00ft -1500 -1000 -4.17 k -500 ` 030k 1 53 k -1 40 k a To) 2 20.00 ft 500 R1 1000 8.24 k R2 9.35 k - 1500 PWU Engineering Inc.©2013,Software v1.02,3/06/14 J Beam #1 ---.PWU ENGINEERING INC. Results -1500 -1000 -4.17 k , -500 - 1 53 k -1.40 k -030k g v 0 �m o 20.00 ft J 500 R1 R2 1000 j 8.24 k 9.35 k- 1500 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 3437 lb 4802 lb 8239 lb 8.24 k R2 3854 lb 5497 lb 9351 lb 9.35 k Size: 10000 - (1) 5!2'x18" GL: 5000 4 , A 99.00 int1 0 S 297.00 in' li 2673.00 in4 n -5000 F,; 265 psi -10000 Fb' 2300 psi E'x 106 1.80 -15000 VAllowable 17.49 k 60000 — MAllowable 56.92 k-ft _ 50000 Design values are based off BOISE GLULAM Specifier Guide, 40000 published by Boise Cascade EWP dated 02/28/13. 30000a ;,. c 20000 , Shear Moment - l0000 VMAx 9.35 k MMAx 48.16 k-ftk VAllowable Allowable 17.49 k MAllowable k-ft Ratio 0.53 Ratio 0.85 0.00 OK OK c -0.20 Deflection o 0.40 �' TL LL 0 Actual 0.73 in 0.43 in o -0.60 Criteria 1.00 in 0.50 in Ratio 0.73 0.86 -0.80 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #2 —< , PWU ENGINEERING INC. Loads and criteria `v Total Span:I 9.00 ft _ = 108 in I Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 Ib 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 -186 plf -180 plf -366 plf 0.00 ft 9.00 ft 9.00 ft 2 0plf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L1240 0.45 in 5 0 plf 0.00 ft LL L1480 0.23 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 Oplf 0.00ft 2 Oplf 0.00ft 3 0 plf 0.00 ft 4 Oplf 0.00ft 5 0 plf 0.00 ft -500 -400 -300 -200 7 - a 0 co 2 100 - 9.00 ft 200 300 400 -- R1 R2 1.65k 500 1.65 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #2 ---.PWU ENGINEERING INC. Results -500 -400 -300 -200 >s -100 a 100 9.00 ft co 200 300 400 -T.- . R1 R2 1.65k 1.65 k 500 (k) Type: Reactions DL LL TL TL Douglas Fir-Larch #2 R, 837 lb 810 lb 1647 lb 1.65 k R2 837 lb 810 lb 1647 lb 1.65 k Size: 2000 (2) 2x14 DF#2 1000 A 39.75 in' S 87.78 in' R 0 I 581.55 in4 v F,; 360 psi �ooa Fb 1620 psi -2000 E'x 106 1.60 VAllowable 4.77 k 4000 MAllowable 5.93 k-ft ': Design values are based off NDS 2005 Edition,published by American a 3000 ;.. Wood Council. ///,, '-' 2000 c m E Shear Moment { VMAX 1.65 k MMAX 3.71 k-ft V 4.77 k M 5.93 k-ft Allowable Allowable Ratio 0.35 Ratio 0.63 OK OK 0.02 Deflection TL LL d Actual 0.06 in 0.03 in o 0.06 Criteria 0.45 in 0.23 in Ratio 0.13 0.13 0.08 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #3 PWU ENGINEERING INC. Loads and criteria Total Span: 18.50 ft =222 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 Ib 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 0.95 1 -188 plf -500 plf -688 plf 0.00 ft 18.50 ft 18.50 ft 2 Oplf 0.00ft 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 Oplf 0.00ft 2 Oplf 0.00ft 3 Oplf 0.00ft 4 Oplf 0.00ft 5 Oplf 0.00ft -800 -600 -4:,C1-1! e., -400 -200 ' fl. 0 .‘ 4 ki co ° 1 18.50 ft . , 200 400 600 — R1 R2 _ 6.36 k 6.36 k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #3 — K— PWU ENGINEERING INC. Results -800 -600 -' -400 co o 200 18.50 ft 400 600 1 R16. R2 - 36k 6.36k 800 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 1734 lb 4625 lb 6359 lb 6.36 k R2 1734 lb 4625 lb 6359 lb 6.36 k Size: 8000 (1) 8%11x13'/z' GL 6000 4000 A 118.13 in2 2000 S 265.78 in' R o I 1794.02 in4 y -2000 F,; 265 psi 4000 Fb 2277 psi -6000 -8000 E.x 106 1.80 VAllowable 20.87 k 40000 MAllowable 50.43 k-ft Design values are based off BOISE GLULAM Specifier Guide, 30000 published by Boise Cascade EWP dated 02/28/13. $' 20000 d Shear Moment i 10000 { VMAX 6.36 k MMAX 29.41 k-ft VAllowable 20.87 k MAllowable 50.43 k-ft Ratio 0.30 Ratio 0.58 0.00 OK OK _ c -0.20 Deflection o TL LL °7 -0.40 Actual 0.56 in 0.41 in o e;. Criteria 0.93 in 0.46 in Ratio 0.61 0.88 0.60 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #4 PWU ENGINEERING INC. Loads and criteria Total Span:) 6.50 ft = 78 in I Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 Ib 3 0 lb Wet Service? No 4 0 Ib 5 0 lb Sustained Temperature? T s 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 L1240 0.33 in 5 0 plf 0.00 ft LL . L1480 0.16 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 Oplf 0.00ft 3 0 plf "` 0.00 ft 4 Oplf 0.00ft 5 0 plf 0.00 ft -1000 -800 r � _ -200 12. 0 Y . co 2 200 6.50 ft 400 600 _ R1 R2 800 2.20 k 1000 2.50 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #4 ----- PWU ENGINEERING INC. Results -1000 -800 600 -200 Q. 4 co 2 200 6.50 ft 400 600 R2 800 R1 2.20 k - 1000 2.50 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2R1 682 lb 1818 lb 2499 lb 2.50 k R2 601 lb 1602 lb 2203 lb 2.20 k Size: 3000 (11 4x10 DF#2 2000 A 32.38 int 9 t000 S 49.91 in3o co 230.84 in4 v -i000 F,; 180 psi -2000 \\ Fb 1080 psi -3000 E'x106 1.60 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 £ 2000 " Shear Moment g VMAx 2.50 k MMAx 3.92 k-ft VAllowable 3.89 k MAllowable 4.49 k-ft Ratio 0.64 Ratio 0.87 0.00 , OK OK -0.02 €_ �: e Deflection c 0.04 ' :`- TL LL y0.06 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:I 5.50 ft = 66 in Fully Braced? Yes Point Loads Load Location Pressure Treated?1 No 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 5 100°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 Oplf 0.00ft 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 Oplf 0.00ft 3 Oplf 0.00ft 4 Oplf 0.00ft 5 0plf 0.00ft -800 -600 400 ` -200° 200 5.50 ft 400 600 --- R1 R2 1.66 k 800 1.66 k PVVU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #5 PWU ENGINEERING INC. Results -800 -600 `=. -400 v 0 . c 5. 50 ft 200 - 400 600 —I R1 R2 800 1.66k 1.66k Type: Reactions (k) LL TL DL TL Douglas Fir-Larch #2 R1 454 lb 1664 Ib 1. kk R2 454 lb 12101210 IbIb 1664 Ib 1.6666 Size: 2000 (1) 4x8 DF#2 1000 A d 30.66 in'25.38 In ;; S 0 o 111.11805psiin4 R3 F,; -1000 Fb 1260 psi -2000 E.x 106 1.60 VAllowable 3.05 k 2500 MAllowable 3.22 k-ft 2000 a Design values are based off NDS 2005 Edition,published by American -14 Wood Council. 1500 c 1000 Shear Moment VMAX 1.66 k MMAX 2.29 k-ft VAllowable3.05k M 3.22k-ft AI towable Ratio 0.55 Ratio 0.71 0.00 OK OK -0.02 ` Deflection s -0.04 TL LL d 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 0 lb 5 0 lb Sustained Temperature? T s 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 Oplf 0.00ft 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 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 Oplf 0.00ft 5 0plf 0.00ft -250 -200 -150 -100 50 0. 50 3.50 ft 100 150 R1 R2 200 —0.39 k 0.39 k 250 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #6 --- (� PWU ENGINEERING INC. Results -250 200 -150 - -100 - -50 13 A 0 50 3.50 ft 100 150 R2 R1 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#2 400 A 19.88 in 200 S 43.89 in3 ,� o 290.78 in4 u, -200 \\ F,; 180 psi -400 Fb 810 psi -600 E.x106 1.60 VAllowable 2.39 k 400 MAllowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American 300 Wood Council. 4 c200 y s, Shear Moment ioo VMAx 0.39 k MMAx 0.34 k-ft VAllowable 2.39 k MAllowable 2.96 k-ft Ratio 0.16 Ratio 0.11 OK OK 0.00 Deflection a 0.00 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 PWU ENGINEERING INC. Loads and criteria Total Span: ;7.00 ft = 84 in Fully Braced?I 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 Ib 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 -160131f -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 Lf240 0.35 in 5 0 plf 0.00 ft LL Lf480 0.18 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 Oplf 0.00ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -250 -200 -150 -100 -50 50 7.00 ft 100 150 R1 R2 200 —0.77 k 0.77 k 250 PWU Engineering Inc.©2013,Software v1.02,3/06/14 , Beam #7 PPWU ENGINEERING INC. Results -250 -200 -150 -100 - a -50 _ a 0 3 50 7.00 ft 100 150 – R2 R1 _ 200 —0.77k 0.77k 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 '005 ;. A 25.38 in' T : S 30.66 in' 0 �.'. ' R 111.15 in4 u F,; 180 psi -500 Fb 1260 psi -1000 E.x 106 1.60 VAllowable 3.05 k 1500 MAllowable 3.22 k-ft tt- Design values are based off NDS 2005 Edition,published by American _ 1000 .. `- , Wood Council. E 500 Shear Moment VMAx 0.77 k MMAx 1.35 k-ft _ ° VAllowable 3.05 k MAllowable 3.22 k-ft Ratio 0.25 Ratio 0.42 0.00 OK OK c -0.02 Deflection c. 0.04 TL LL u d 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 HDR @ Garage PWU ENGINEERING INC. Loads and criteria Total Span: 16.00 ft = 192 in Fully Braced? No Unbraced Length: 16.00 ft Point Loads Load Location Pressure Treated? No DL LL TL 1 0 lb Repetitive Use?I No 2 O 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 CV 1.00 1 -140 plf -100 plf -240 plf 0.00 ft 16.00 ft 16.00 ft 2 Oplf 0.00ft 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 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 Oplf 0.00ft 5 Oplf 0.00ft -300 -200 -100 co ° 16.00 ft 100 200 — R1 R2 1.92 k 1.92 k 300 PWU Engineering Inc.©2013,Software v1.02,3/06/14 4 HDR @ Garage ---- PWU ENGINEERING INC. Results -300 -200 a. -100 o 16.00 ft J 100 200 — R1 R2 1.92 k 1.92 k 300 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 1120 lb 800 lb 1920 lb 1.92 k R2 1120 lb 800 lb 1920 lb 1.92 k Size: 3000 (1) 31/2'x101/2' GL 2000 A 444 w -65 psi 2000 Fb' 2032 psi -3000 E'x 106 1.80 VAllowable 6.49 k 10000 MAllowable 10.89 k-ft 8000 Design values are based off BOISE GLULAM Specifier Guide, ' t ttl ... published by Boise Cascade EWP dated 02/28/13. 4 6000 C E 4000 E2 Shear Moment 2 2000 VMAX 1.92 k MMAX 7.68 k-ft VAllowable Allowable 6.49 k M 10.89 k-ft Ratio 0.30 Ratio 0.71 0.00 OK OK 0.20 Deflection `s -0.40 TL LL " " Actual 0.58 in 0.24 in o -0.60 Criteria 0.80 in 0.40 in Ratio 0.73 0.61 -0.80 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 HDR @ Nook T PWU ENGINEERING INC. Loads and criteria Total Span:( 5.00 ft - =60 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -975 lb -1625 lb -2600 lb 2.00 ft Repetitive Use? No 2 0 lb 3 0 lb 4 Wet Service?I No 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 1.00 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 5.00 ft 3.00 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 Oplf 0.00ft 2 Oplf 0.00ft 3 0 plf 0.00 ft 4 O plf 0.00 ft 5 Oplf 0.00ft -1500 - -2.60 k -1000 —1--- -500 a -Fp0 .,< 5.00 ft 500 R2 1000 2.12 k R1 - 1500 3.31 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Nook ��PWU ENGINEERING INC. Results -1500 -2.60 k -1000 T -500 — w v 0 ;7 0. co5 .00 ft J 500 R2 2.12 k 1000 R1 1500 3.31 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 1330 lb 1985 lb 3315 lb 3.31 k R2 883 Ib 1240 Ib 2123 Ib 2.12 k Size: 4000 (1) 6x10 DF#2 3000 2000 �� A 52.25 in2 1000 ' : 5 82.73 in' d o 4 I 392 .96 in4 N 1000 F,; 170 psi -2000 - Fe 875 psi -3000 — E'x 106 1.30 VAllowable 5.92 k 6000 MAllowable 6.03 k-ft _ 5000 Design values are based off NDS 2005 Edition,published by American 4000 Wood Council. 3000 E 2000 Shear Moment ° V 3.31 k M 4.82 k-ft 1000 MAX MAX 0 '' VAllowable 5.92 k MAllowable 6.03 k-ft Ratio 0.56 Ratio 0.80 0.00 OK OK -0.01 Deflection s- 0.02 \\ '-----_'' * TL LL d Actual 0.04 in 0.02 in o -0.03 Criteria 0.25 in 0.13 in Ratio 0.15 0.17 -0.04 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #9 �PWU ENGINEERING INC. Loads and criteria Total Span:)` 6.00 ft =72 in I Fully Braced?' Yes ;I Point Loads Load Location Pressure Treated? No # DL LL TL 10 lb Repetitive Use?I No I 2 0 lb 3 0 lb Wet Service?' No I 4 0 lb 5 0 lb _ Sustained Temperature?I T<_100°F I Uniform Loads Load Factors Load Extent CD1.00 # DL LL TL Start End Total CF I 1.20 1 -291 plf -520 plf -811 plf 0.00 ft 6.00 ft 6.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.30 in 5 0 plf 0.00 ft LLI L/480 1 0.15 in I Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 Oplf 0.00ft 3 Oplf 0.00ft 4 0 plf 0.00ft 5 O plf 0.00 ft -1000 -800 -600 -400 - r - a 0 m 200 6.00 ft 400 600 800 R1 R2 2.43 k 1000 2.43 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #9 PWU ENGINEERING INC. Results -1000 -800 - a. -600 - -400 - -200 2000 16.00 ft` 400 600 R2 800 �2.43k 2.43 k 1000 Type: Reactions (k) DL LL TL TL 'Douglas Fir-Larch#2 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 in' 1000 49.91 in3 230.84 in4 v, �000 180 psi -2000 \`\ Fb 1080 psi 3000 - E'x 106 1.60 VAllowable 3.89 k 4000 MAllowable 4.49 k-ft 3000 Design values are based off NDS 2005 Edition,published by American Wood Council. = 2000 Shear Moment ° i000 2.89 k M43 k MMAx 3.65 k-ft MAX •VAllowable 3. Allowable 4.49 0 Ratio 0.63 Ratio 0.81k-ft 0.00 -0.02 OK OK Deflection .2 -0.04 TL LL d Actual 0.06 in 0.04 in '7' - 0.06 Criteria 0.30 in 0.15 in -0.08 Ratio 0.21 0.27 OK OK PWU Engineering Inc.©2013,Software vl.02,3/06/14 q 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 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 1.20 1 -261 plf, -440 plf -701 plf 0.00 ft 4.50 ft 4.50 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL 11240 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 Oplf 0.00ft 2 0 plf 0.00 ft 3 Oplf 0.00ft 4 0plf 0.00ft 5 0 plf 0.00 ft -800 -600 -400 -0.77 k 200 to / J 200 4.50 ft 400 600 — R1 R2 1.83 k 2.09 k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 s Beam #10 -‹ PWU ENGINEERING INC. Results -800 600 400 0.77 k 200 O. co o 200 4.50 ft 400 R2 600 — 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 inta l000 S 49.91 in' o 43d 1 230.84 in4 u -1000 F,; 180 psi -2000 Fb' 1080 psi E'x 106 1.60 -3000 3.89 k 3000 VAllowable MAllowable 4.49 k-ft _ 2500 Design values are based off NDS 2005 Edition,published by American 2000 " Wood Council. c 1500 ', E 1000 c Shear Moment 5 VMAX 2.09 k MMAX 2.40 k-ft 500 � r ,� VAllowable Allowable 3.89 k M 4.49 k-ft Ratio 0.54 Ratio 0.53 0.00 = axsi , dv OK OK c 0.01 Deflection c TL LL d -0.02 Actual 0.02 in 0.02 in o -0.02 .r Criteria 0.23 in 0.11 in Ratio 0.10 0.14 0.03 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 • Beam #11 PWU ENGINEERING INC. Loads and criteria Total Span:I 6.00 ft =72 in I 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 CD 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 0plf 0.00ft 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 plf 0.00 ft 4 O plf 0.00 ft 5 0 plf 0.00 ft -500 -400 -200 -0.77 k w -100 I Y , fti J° 100 6.00 ft 200 _ R2 300 — Ri 1.32 k - 400 — 1.84 k 500 PWU Engineering Inc.©2013,Software v1.02,3/06/14 • Beam #11 �PWU ENGINEERING INC. Results -500 -400 -300 200 -0.77 k a100 I -a ' ' , 0 rt W 2 100 6.00 ft 200 R2 300 — R1 1.32 k 400 — 1.84 k 500 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 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 1500 1000 ' A 32.38 int 500 S 49.91 in' .. I 230.84 in4 -500 E F,; 180 psi �� Fb' 1080 psi -1000 -1500 E'x 106 1.60 VAllowable 3.89 k 2500 MAllowable 4.49 k-ft 2000 .a Design values are based off NDS 2005 Edition,published by Amencan Wood Council. 4 1500 E c m 1000 '' Shear Moment 500 V 1.84k M 2.20k-ft MAX MAX 0 - t `r ..a ! `'r VAllowable 3.89 k MAllowable 4.49 k-ft Ratio 0.47 Ratio 0.49 0.00 OK OK -0.01 c Deflection c 0.02 G TL LL -0.03 G) Actual 0.04 in 0.02 in -0.04 Criteria 0.30 in 0.15 in p Ratio 0.13 0.15 0.05 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14