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a /J �) s 2as-- 001sS_ &? c7 Set; Lc .7c- ENGINEERING INC. Email: pwuengineerinc a)comcast.net Ph: (503) 810-8309 RECEIVED Structural Calculations: Job # LEN15405 OCT 2 6 2015 Date: 10/9/15 CITY OF TIGARD Project: Burlington E 3 car Master Reuse BUILDING DIVISION Garage Right Lot 10, Oak Crest, Tigard, OR Lennar Homes D PN OF fF Fss G o .44C� �. 19421PE �y • \ VrEGON ' 22 1°'v y1Ll P `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. O ---,PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering @comcast.net The following calculations are for the Burlington E 3-Car Master plans for Plan approvals. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 136mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h =26.0' approximately. MINERS •Direction , End Zones 1% it, Direction 2a End Zones Note:End zone may occur at any corner of the building. a= .10*50' =5.0' or for h =26' a= .4(h)= .4(26')= 10.4' a= 5.0' controls a must be larger than .04(50')=2.0' and 3' Therefore: 2a= 10.0' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: DI seismic design category per the latest edition of the state adopted code based on the 2012 IBC and IRC SDS= .76, R= 6.5, W = weight of structure V = [1.2 SDs/(R x 1.4)] W V= .100W Roof Dead load= 15 psf Floor Dead load= 15 psf Interior Wall Dead load= 6 psf Exterior Wall Dead load = 12 psf • Wind per ASCE 7pN/U ENGINEERING INC. Project,Burlingto n E3-Car Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAVG(ft) -y 105mph B 33.7 1.00 50.0 26.0 % �� 8:12 - �5 y . a= 5.0 ft predion tD End Zones �� , A. 19.7 psf or a= 10.4 ft "k, di B 13.5 psf Check 10psf min and a> 2.0 ft j DrteGifon C 15.7 psf load across all and a> 3.0 ft 2e x End Zones D 10.8 psf zones. -- a 10.0 ft e a Note:d.fl End zone may occur at any corner of the 2 WR L(ft) 10.0 20.0 10.0 hA(ft) 4.0 4.0 hB(ft) 8.0 8.0 he(ft) 4.0 h0(ft) 8.0 W(plf) 0.0 186.8 149.2 186.8 0.0 0.0 0.0 0.0 0.0 0.0 200.0 - I WR AVG 168.0 plf I I 10psf min load: 120.0 plf 100.0 - Governing value: 168.0 plf 0 0 W2 - L(ft) 10.0 ' 10.0 = 20.0 10.0 . hA(ft) 4.5 . 5.5 10.0 hB(ft) 4.0 he(ft) 4.5 10.0 `. hp(ft) W(plf) 142.7 179.0 157.0 197.0 0.0 0.0 0.0 0.0 0.0- 0.0, 300.0 - W2 AVG 166.5 plf 200.0 i ■ 10psf min load: 97.0 plf 100.0 - t Governing value: 166.5 plf Wq L(ft) . _ hA(ft) , • hB(ft) - hc(ft) - h0(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 I W1 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! 0.0 -. • o ... u..1.I...1.1...1...1.1.1,.81.1...1... .,iIII11I1111/IIIIIIIII111 IIIIIIIIIIIIIIIIIIIII... .IUIIIIIIIIIIt1IIIIIUI111Iw11111I11111n 1IIIIIII11h,. ■111111111III11I11II 11111'11111111111111111111111I111111111111!:. 12 1 1IIIr1 11II11111111111 1I11n11111n1n11uI111n11111111n1111111R1i1I1b.. ° . mpr 111111!1I11111111IInn11uII11I1n1IIII1 IIIIIIIIIIIIIIIIIIII'.IIIIIUlI'1I1t"e -v.iimun immiul1II1 mittairir a::�IIII1u itittInS:mlisismll..i�I. 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Project Burlington E 3-Car Direction Side to Side 3s Gust Roof Least Speed Exp. Angle it W(ft) hAVG(ft) _ 105mph B 33.7 1.00 50.0 26.0 � 8:12 \2'. loVVFRS a= 5.0 ft a,enAn .D End Zones i . '2, i A 19.7 psf ora= 10.4ft ��� B 13.5 psf Check 10psf min and a> 2.0 ft \a Drtedion C 15.7 psf load across all and a> 3.0 ft 2a End ZOneS D 10.8 psf zones. 2a. 10.0 ft tone:End zone may occur at any caner of the buidig. WR L(ft) 10.0 23:5 10.0 - - 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 0.0 173.3 0.0 0.0 0.0 0.0 0.0 200.0 I - WR AVG 154.4 plf I I 10psf min load: 110.0 plf 100.0 - Governing value:- 154.4 plf W2 - L(ft) 10.0 - '23.5 6.5 3.5 6.5 . hA(ft) 1.0.0 ` . 5.5 10'.0 4.5 hB(ft) . 3.0 he(ft) 10.0 4.5 . hp(ft) W(plf) 0.0 197.0 157.0 179.0' 197.0 129.2 0.0 0.0 0.0 0.0 300.0 - W2 AVG 167.0 plf 200.0 ----1 , 10psf min load:. 96.8 plf -----1- Governing value: 167.0 plf 0.o W1 L(ft) , hA(ft) . . hB(ft) he(ft) hp(ft) ' W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - W1 AVG #DIV/0! 10psf min load:` #DIV/0! 0.5 - Governing value:, #DIV/0! 0.0 -, Alb.. 2 .dlQ1111I1►Le d11111111111111M. a 1 lilull11In11rI11111 fI1:1Ittn1llr1111111nlllttni/lrnlllrnill{n!Illflut l 11WSlu11111, .11111 11 1111in111i111i ii 11iiiiii11iifi111 1s� il1 Ii1li1111ililiu116 91i ul111111 iil% iil11iiliil11iiu11∎i 111M. 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REAR ELEVATION . . • . a III I116,. c e .1II111I111111► 1111111111 11111111. of �i11innrmn11 1n1r1unut1nrnun1runnUu1m111I1I111111111 1. c v X11 111111 111111 111111111111111111111111 1111!1 111111 11111111111111111111111 111111111111111111111111. 11 111111 1111111111111111!1 111111111111111111 111111 111111 111111111111111111 1IIIIIIIIIII111 111IIIIIIIIIII��° 11111111111111111111 1111111111111111111 111111 111111111111 111111 111111 111111 111111 111111 111 111111111111111111111111111111, 1 IUIIIs lira 11/1/1111 s III�!11{n 111! 111111 fly licsi1111�111!11111U!�I111!all IIc I I�11111%I�1 11�11i11s11111► 1111111 111111 111111 1111111111!1 111111111111111111 111111 111111111111 111111111111111111111111 111111 11111 1111111111111111111111111,. 111111111 11111 111111111111111111111111II111!1 11111 II1I1111111111111IIIIIIIII1111111111 1111111 111111 11111111111 11111II11111111111111a, rcr,r1 ea 1111 1111!1111111 111111111111111111111111111111 111111111111111111111111 1111 11111111 111111 111111111111 11111111111 1111111111111111111111m. 111!1.111!1111111!I Ill RIIIiINI IMP 11i!,11111111�21I1E11110_L ii."1 !111111r11M91119111111f11 111 1,1111! 1191.1!11111.1!111,1!111. — O b O �( I O °I/a ie - __ - -- Mill 1 OF"i.I KZET: ,i.- x,11 b -ii'-an—�� ,} Q 71711-317e24 Zii 4- �` dues-FLR _ 'w - ie! = i 'Mr — f2.-a.f RIGNT SIDE ELEVATION 1/4• . I , ; , Seismic & Governing Values �PWU ENGINEERING INC. Project Burlington E 3-Car VVVV Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC Design V=[1.2 Sos/(R x 1.4)]W Category R Sys D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load: 6psf V=I 0.100*W Exterior Wall Dead Load: 12psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 43 ft] = 99.1 plf < 168.0 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 50 ft] + 99.1 plf= 234.4 plf < 334.5 plf Wind Governs W� _ [0.100 * (15+5+3+4) * + 234.4 plf_= 234.4 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 < 154.4 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 50 ft] + 92.2 plf= 227.5 plf < 321.5 plf Wind Governs W� = [0.100 * (15+5+3+4) * + 227.5 plf_= 227.5 plf #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 Line Loads PWU ENGINEERING INC. Project Burlington E 3-Car `v High Roof Diaphragm -Upper Floor Walls Line A.2 P =13.36 k LTOTAL = 21.0 ft v = 3.36 k / 21.0 ft = 160 plf Type A Wall h =18:0 ft LWORST =1,21.0ft MOT = 160 plf * 8.0 ft * 21.0 ft = 26.88 kft MR = (15 psf *j 3.0 ft 1+ 12 psf * 8.0 ft) _ * (21.Oft)2 / 2 * 0.6 = 18.65 kft•+ (Olb ;*' 0.0ft) +7 (Olb * O.Oft) 0.00kft + 18.65kft = 18.65kft T = (26.88kft - 18.65kft) / 21.0 ft = 0.39 k + 0.00 k = 0.39 k I No hd req'd Line B P = 3.36 k LTOTAL = 29.5 ft v = 3.36 k / 29.5 ft = 114 plf Type A Wall h ='8.0 ft LWORST =,14.0 ft MOT = 114 plf * 8.0 ft * 14.0 ft = 12.76 kft MR = (15 psf * 3.0 ft 1+ 12 psf * 8.0 ft) * (14.Oft)2 / 2 * 0.6 = 8.29 kft +. (0 lb *' 0.0ft)~+ (0lb * 0.0ft) = 0.00 kft + 8.29 kft = 8.29 kft T = (12.76kft - 8.29kft) / 14.0 ft = 0.32 k +; 0.00 k ,= 0.32 k No hd req'd Line 1 P = 2:09 k LTOTAL ='19.3 ft v = 2.09 k / 19.3 ft = 108 plf Type A Wall h =.8.0 ft. LWORST = 4.0 ft MOT = 108 plf * 8.0 ft * 4.0 ft = 3.47 kft MR = (15 psf * 2.0 ft 1+ 12 psf * 8.0 ft) * (4.0ft)2 / 2 * 0.6 = 0.60 kft + (Olb ; * 0.0ft) + (Olb * O.0ft) 0.00 kft + 0.60kft = 0.60kft T = (3.47kft - 0.60kft) / 4.0 ft = 0.72 k + 0.00 k 1= 0.72 k I No hd req'd _ Line 2 P = 3.36k LTOTAL = 12.3ft v = 3.36k / 12.3 ft = 274 plf 1Type AWall h ='8.0 ft LWORST = 12.3 ft MOT = 274 plf * 8.0 ft * 12.3 ft = 26.87 kft MR = (15 psf * 14.0 ft !+ 12 psf * 8.0 ft) * (12.3ft)2 / 2 * 0.6 = 13.78 kft + (0 lb *. 0.0 ft) + (500 lb ' *, 9.0 ft) .= 4.50 kft + 13.78 kft = 18.28 kft T = (26.87kft - 18.28kft) / 12.3 ft = 0.70 k +' 0.00 k = 0.70 k I No hd req'd Line 3 P =;'1.27 k • I I LTOTAL =,7.0 ft I I v = 1.27 k / 7.0 ft = 182 plf Type A Wall See FTAO Calc No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A.1/A.2 P =;7.52 k LTOTAL =,47.5 ft v = 7.52 k / 47.5 ft = 158 plf (Type A Wall h =:9.0 ft LWORST = 21.0 ft MOT = 158 plf * 9.0 ft * 21.0 ft = 29.93 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (21.Oft)2 / 2 * 0.6 = 18.3 kft +, (0 lb * 0.0 ft) + (0lb * 0.0I) = 0.00 kft + 18.3 kft = 18.3 kft T = (29.93kft - 18.3kft) / 21.0 ft = 0.56 k + 0.00 k .= 0.56 k No hd req'd Line B _ P =`,7.$2 k LTOTAL =142.0 ft v = 7.52 k / 42.0 ft = 179 plf Type A Wall h =,,9:0 ft LWORST =142.0 ft MOT = 179 plf * 9.0 ft * 42.0 ft = 67.71 kft MR = (15 psf *i 2.0 ft + 12 psf * 9.0 ft) * (42.Oft)2 / 2 * 0.6 = 73.03 kft + (0'Ib ; * 0.0ft) I+ (0Ib * 0:0ft) I= 0.00 kft + 73.03 kft = 73.03kft T = (67.71 kft - 73.03kft) / 42.0 ft = 0.00 k +' 0:00 k 1= 0.00 k I No hd req'd Line 1 P = 4.34 k I I LTOTAL =16.5 ft I v = 4.34 k / 16.5 ft = 263 plf Type B Wall See FTAO Calc No hd req'd Line 2 P = 7.54 k LTOTAL = 26.5 ft v = 7.54 k / 26.5 ft = 284 plf Type A Wall h = 9.0 ft LWORST = 12.5 ft MOT = 284 plf * 9.0 ft * 12.5 ft = 31.99 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (12.5ft)2 / 2 * 0.6 = 6.47 kft +, (0 lb * 0.0-ft) + (500 lb * 10.0ft) .= 5.00 kft + 6.47 kft = 11.47 kft T = (31.99kft - 11.47kft) / 12.5 ft = 1.64 k + 0.00 k = 1.64 k I Use type 1 hd Line 3 P =,3.20 k LTOTAL =,10.5 ft v = 3.20 k / 10.5 ft = 304 plf Type B Wall h = 6.5 ft LWORST =,1.8 ft MOT = 304 plf * 6.5 ft * 1.8 ft = 3.46 kft MR = (15 psf * 2.0 ft ,+ 12 psf * 6.5 ft) * (1.8ft)2 / 2 * 0.6 = 0.10 kft + (O lb * 0.0 ft) + (5001b * 1.8-ft) = 0.88 kft + 0.10 kft = 0.97 kft T = (3.46kft - 0.97kft) / 1.8 ft = 1.42 k + 0.00 k != 1.42 k I 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 L0=F6.0ft L2= ft V=1.27k vA= -42 plf vp= 261 plf vF= -42 plf hu = 1.0 ft F� = 0.78k F2= 0.78k • vg= 181 plf vG= 181 plf h0='5.0 ft F1 = 0.78 k F2= 0.78 k -3 -* h�= 2.0ft_ vc= -42 plf vE= 261 plf vH = -42 plf y T H = 0.78k H = 0.78k H=] ( 1.27k * 8.0ft) / 13.0ft= I 0.78 k H:W Ratios 5.Oft : 3.5ft 1= 1.4 : 1 vh = 1.27 k/ 7.0 ft= 181 plf 5.0 ft : 3.5 ft 1= 1.4 : 1 v„_' 0.78 k/ 3.0 ft= 261 plf Use: Type A Wall F = 261 plf* 6.00 ft= I 1.56 k' F1 = ( 1.56k * 3.5ft)/ 7.Oft= 0.78k F2 = ( 1.56 k * 3.5 ft)/ 7.O ft= 0.78 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft ++ 12psf* 8.Oft) * (13.0 ft)^2 * 0.6/2 ]'• + ('0.0 ft. *5001b) = 6.39 kft T= 0.78 kft- (6.39 kft / 13.0 ft) = 0.29 k +0.00k 0.29 k1 No hd req'd Force Transfer Around Opening (FTAO) PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 1 L� ='3.5ft L0=i5:Oft =4.0 ft V=1.97k • vA= 26 plf vp= 355 plf vF= 26 plf hu = 1.0 ft F� = 0.83k F2= 0.95k vB= 263 plf vG= 263 plf h0 = 5.0 ft F1 = 0.83k F2= 0.95k h�= 3.0ft v0= 26 plf YE = 355 plf yR = 26 plf T H = 1.42k H = 1.42k H=I ( 1.97k * 9.0ft) / 12.5 ft= I 1.42 k H:W Ratios 5.Oft : 3.5ft 1= 1.4 : 1 vh = 1.97k/ 7.5ft= 263 plf 5.Oft : 4.Oft 1= 1.3 : 1 v„= 1.42 k/ 4.0 ft= 355 plf Use: Type B Wall F= 355 plf* 5.00 ft= I 1.78 k F1 ( 1.78k * 3.5 ft)/ 7.5 ft= 0.83 k F2 = ( 1.78 k* 4.0 ft)/ 7.5 ft= 0.95 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 5 ft+ 12psf* 9.0 ft) * (12.5 ft)^2 * 0.6/2] + ( 0.0 ft *5001b) = 8.58 kft T= 1.42 kft- ( 8.58kft / 12.5ft) =0.73 k +0.00k= 0.73 k) No hd req'd • -PWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Main Floor Line 3 L� =,:3.5 ft Lo=16.O ft L2= V=':2.13 k_ vA= -117 plf vo = 491 plf vF= -117 plf hu =',1.0 ft F� = 1.47k F2= 1.47 k v6= 304 plf vG = 304 plf ho= 6.0 ft F� = 1.47k F2 = 1.47k h�=,2.0 ft vc_ -117 plf vE = 491 plf vH = -117 plf J. T H = 1.47k H = 1.47k H=1 ( 2.13k * 9.Oft) / 13.0ft= I 1.47 k H:W Ratios 6.Oft : 3.5 ft = 1.7 : 1 vh = 2.13k/ 7.0 ft= 304 plf 6.0 ft : 3.5 ft I= 1.7 : 1 v 1.47 k/ 3.0 ft= 491 plf Use: Type B Wall F = 491 plf* 6.00 ft= I 2.95 k F1 = (2.95k * 3.5 ft)/ 7.0 ft= 1.47 k F2 = (2.95 k * 3.5 ft)/ 7.0 ft= 1.47 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 5ft+ 12psf* 9.Oft) * (13.0ft)^2 * 0.6/2] +.( 13.0 ft' *5001b) = 15.78kft T= 1.47 kft- ( 15.78kft / 13.0ft) I = 0.26 k +0.00k 0.26 kI No hd req'd 2 ' e . 1 4 �'-'7' vow T. g: ur: m m O T e-r rtil . JR , .,._ "I 1 lil Ln ‘..el [ 1 In 0 I— —11 7 2..4. im, ., .. [ 1 ry_ei.j L wi ,_ a e • LAY= az Oh • 0 L 7 IMILEI L J •TO DE SIDATFED USE cen COIL STRAP n)DAYS PER PCT 10)SS2 Pow PTAO HMCO UPPER FLOOR LATERAL PLAN ■ ■ EM.@ WALL ELEY TO EE HEATED USE can colt.TRAP (2)BAY.PER DEl 10/ba2 0� .RPIAOI D e 0 0� 6 - fir e A 1„,„] © : ?e O. e A • e 1• § A fir. r s= 0 ' D�� `i to 75 • e ENTIRE WALL er ev _: n `A irk - IE C.m2COIL 6 RAP ft)SAY.PER DEl I0/592 T. ver P_. POR PTAO M.TIOD ik POUR.1EFI otALL UP .O LL fE10NT , IIIA OARAOE P'ER NOLDOINE EENEEN TOP OF.TEN MAY BE.ID.ftt ITED POR IUALL AND BOTTOM cP TYPE T.-)11OLD01U15 PER MEADER 16•'-P MAX 6c1EDLLE PER DET 0/69.1 PER DETAIL Well MAIN FLOOR LATERAL PLAN k••P-O• 1±-t-4. ? 0 Tell .0•;, 1 .1-2 =a 1 All:i j I _ ri . AM , T, I - © — W•31. PBC6k I i re - p § LAYOUT 0 Ob OM ' r p e J ®rreE niu.�ELEY TO RE merman we ceu COIL eTRAR' [7)BATE PER DOT i0M62 UPPER FLOOR LATERAL PLAN ■ ..' ENTIRE*ALL Ell-OV TO OE 614EAISE0 USE can COIL STRAP (2)BAYS PIM DET 10/682 0 POR MAO METHOD 4. 40,,,.. .._6.. ramora cam _ _ _ • IEA.% ek 4 . . . . , . . . . . • iiti'll11 '`--_i - • - .. • •-4. .1 .. • 1 .II " ORM/. i IMV 1, .!.! .tor 0 ENTIRE WALL MEV 4114U . • • • TO BB SIZATNED L._ Ank Mk =I ME C622 COL WRAP ri %.e.1 .VOMIIW (2)BAY6 PIM DOT 10/6112 PORPTAO METHOD VA' Id A. A■ Nr IF ir rCUR 6TEM WALL UP CIARAM PIER e4014201/46 •0 WALL MISFIT MAY ISE 6U196TTIUTED PCR CEIILIEEN TOP CP MI TYPE T6-2 HOLDCX**PER WALL AD BOTTOM OP !CAME PER per UAW HEADIER*te-l•MAX Flag DETAlL WPM r MAIN FLOOR LATERAL PLAN 11,24-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 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB2OL S=2550, S=2550,w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB 5/8X24 SB 5/8X24 w=66705 w=667051 3 HDU5-SDS2.5 (2)2x 5645 4065 SB 5/8X24 SB%X24 w-667°' w-66705 SSTB28 (NOTE 6.) SSTB34(NOTE 6.) S=6395, S=7315, 4 HDU8-SDS2.5 (3)2x 7870 5665 8"MIN STEMWALL 8"MIN STEMWALL w=7615 w=8710 8 HDU11 -SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10"min embed into 32"min embed into 32"min 9 HHDQ14-SDS2.5 (1)6x 14445 10350 width footing.If at width footing.It at retaining wall lap retaining wall lap anchor with vert reinf anchor with vert reinf bar hooked to Ftg. bar hooked to Ftg. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per C-2011 Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as part of boundary member. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. 6. Increase footing depth or stemwall height as required for 2874," minimum embedment depth. SHEAR WA L L SCHEDULE (a-m) ONLY REQ'D ON INTERIOR SHEARWALLS. MARK !REF NOTES: (a,i) Note: (b).EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE_SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft(SEISMIC) Lb/Ft (WIND) A 16"OSB (1) SIDE 8d 6" 12" Z"Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357 B 16"OSB (1) SIDE(f) 8d 4" 12" 2"Dia.A.B. @ 18"o/c (m) 16d @ 2 "o/c A35 @ 15"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 @ 12"o/c 505 707 D 16"OSB (1) SIDE(e,f) 8d 2" 12" in Dia.A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 9"o/c 670 938 E 16"OSB (2) SIDE (d,e,f) 8d 6" 12" in Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 510 714 F 16"OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" 2"Dia.A.B. @ 8"o/c (m) 16d @ 3"o/c(2) rows staggered A35 @ 6"o/c 790 1106 G 16"OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" ?Dia.A.B. @ 7"o/c (m) 16d @ 2"o/c(2)rows staggered HGA1OKT @ 8"o/c 1010 1414 H 16" OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 2"Dia.A.B. @ 52"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%"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:_pwuengineeringocomcast.net S-( P,%j . 462_ it-- ./t 2 = 1.20 a 200,200= 2`l, use 2sta..e,'" UTSk L = 24 ' (,,.= 2.6 0#( RI. 2. 73k . GTE L 20' 2t0 pit P 2.tak 7` 2 = 2(dittc 6T R: 2. tk 2.io k 12GQte t-(G2, 4 ti-73k 44-91-rk 2.Sk Smx $y 617-76 2 Nock 2Q w= 2loi4 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 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 -238 plf -350 plf -588 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 .L1240 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 Oplf 0.00ft 4 Oplf 0.00ft 5 0 plf 0.00 ft -800 -600 -400 - w -200 - a. a m 0 J 200 5.00 ft 400 R1 R2 600 - 1.47 k 1.47 k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Roof --- PWU ENGINEERING INC. Results -800 -600 -400 - - ,� -200 - a. 0 5.00 ft A 200 N 400 600 1.447 7 k 1.47 k 800 Type: Reactions (k) DL _ LL TL TL Douglas Fir-Larch #2 R1 595 lb 875 lb 1470 lb 1.47 k R2 595 lb 875 lb 1470 lb 1.47 k Size: 2000 (1) 4x8 DF#2 I 1500 1000 - A 25.38 in2 2 500 - - S 30.66 in' R 0 , I 111.151n4 y -500 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 American Zi 1500 Wood Council. 4— IW 1000 wr E Shear Moment � 500 VMAX 1.47 k MMAX 1.84 k-ft , VAllowable 3.05 k M 3.22 k-ft owable Allowable Ratio 0.48 Ratio 0.57 0.00 OK OK -0.01 c Deflection o 0 .02 TL LL d -0.03 Actual 0.05 in 0.03 in o -0.04 Criteria 0.25 in 0.13 in Ratio 0.19 0.22 -0.05 OK OK PVVU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ GT2 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 -1148.Ib . =1.688 lb -2835 lb 0.75 ft Repetitive Use? 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 CF _ 1.20 1 -238 plf -350 plf -588 plf 0.00 ft 0.75 ft 0.75 ft 2 -51 plf -75 plf -126 plf 0.75 ft 5.00 ft 4.25 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 Oplf 0.00ft 4 Oplf 0.00ft 5 O plf 0.00 ft -800 -2.84 k -600 -400 - w -200 - • • 0 Y 0 5.00 ft R2 200 - 0.77 k 400 600 R1 3.05 k 800 PVVU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ GT2 -PWU ENGINEERING INC. Results -800 -2.84 k -600 —1— -400 - - -200 - a V o 200 5.00 ft R2 0.77k - 400 . 600 d R1 , 305 k 800 Type: Reactions (k) DL LL TL TL Douglas - Fir-Larch #2 R1 1233 lb 1813 lb 3045 lb 3.05 k R2 7 310 lb 456 lb 766 lb 0.77 k Size: 4000 - - , (1) 4x10 DF#2 I 3000 A 32.38 in2 2000 - - S 49.91 in' I 230.84 in4 r 1000 - co F,; 180 psi „ , T- Fb' 1080 psi -1000 - E' x 106 1.60 VAllowable 3.89 k 2500 'knowable 4.49 k-ft 2000 Design values are based off NDS 2005 Edition,published by American a \ Wood Council. . 1500 c --7-.---- -''''' et 1000 Shear Moment 500 VMAX 3.05 k MMAX 2.12 k-ft VAllowable 3.89 k M ll 4.49 k-ft ° owable 'knowable . Ratio 0.78 Ratio 0.47 0.00 OK OK -0.01 Deflection tr... -0.01 TL LL -0.02 cu Actual 0.02 in 0.01 in , 0 0.02 Criteria 0.25 in 0.13 in Ratio 0.08 0.10 -0.03 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ GT3 •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 -1640 lb -2400 lb -4040 lb 0.75 ft Repetitive Use? No 2 0 l 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? • <_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CV 1.00 1 -170 plf -250 plf -420 plf 0.00 ft 0.75 ft 0.75 ft 2 -68 plf -100 plf -168 plf 0.75 ft 5.00 ft 4.25 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L1240 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 O plf 0.00 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -800 -4.04 k -600 -400 - -200 - a a 0 0 5.00 ft R2 200 1.04 k 400 600 — R1 4.03 k 800 PWU Engineenng Inc.©2013,Software v1.02,3/06/14 HDR @ GT3 EPWU ENGINEERING INC. Results -800 -4.04 k -600 -400 - : -200 - • . a 0 o 200 5.00 ft R2 1.04 k - 400 600 1 R1 4.03 k 800 Type: Reactions (k) DL . LL , TL TL Boise.Glulam 24F-V4 R1 1635 lb 2394 lb 4029 lb 4.03 k R2 422 lb 618 lb 1040 lb 1.04 k Size: 5000 - (1) 3'/2'x9" GL I 4000 -�- A 31.50 in2 ! _ 3000 -- -- 'n 2000 - S 47.25 in' a1, 1000 - I 212.63 in4 F„' 265 psi Fb' 2400 psi -1000 E x 106 1.80 2000 VAllowable 5.57 k 4000 MAllowable 9.45 k-ft Design values are based off BOISE GLULAM Specifier Guide, - 3000 - published by Boise Cascade EWP dated 02/28/13. .7 2000 m E Shear Moment -moo 5 VMAX 4.03 k MMAX 2.90 k-ft VAllowable 5.57 k M 9.45 k-ft ° owable Allowable Ratio 0.72 Ratio 0.31 0.00 IIIIIIIII OK OK -0.01 Deflection `2 TL LL . Actual 0.03 in 0.02 in o -0.02 Criteria 0.25 in 0.13 in Ratio 0.11 0.13 -0.03 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam#1 -K\ PWU ENGINEERING INC. Loads and criteria Total Span: 3.50 ft I =42 in Fully Braced? Yes . Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 O 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 -60 plf -160 plf -220 plf 0.00 ft -3.50 ft 3.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.18 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 - 1 I ° 50 . 3.50 ft 100 150 - R1 R2 200 0.39 k 0.39 k 250 PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #1 -PWU ENGINEERING INC. Results -250 -200 - -150 - . -100 - .4 -50 - . a oA • 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 RI 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 • I 400 _ A 19.88 in' E 200 - _ S 43.89 in' Io o _, ,- r-- 290.78 in4 N -200 — F„' 180 psi 400 Fb' 810 psi E' x 106 1.60 -600 - VAllowable 2.39 k 400 'knowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American a 300 - Wood Council. 4 200 . NilShear Moment ° ioo - VMAX 0.39 k MMAX 0.34 k-ft , V All 2.39k M 2.96k-ft 0 owable _ Allowable Ratio 0.16 Ratio 0.11 0.00 , , . - , . . OK OK 0.00 I& , z., OIL, . Deflection `s 0.00 AM 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 #2 • - PWU ENGINEERING INC. Loads and criteria Total Span: 13.00 ft = 156 in Fully Braced? .. Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 -105 lb. -280 lb -385 lb 6.50 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 CV 1.00 1 -143 plf -380 plf -523 plf 0.00 ft 6.50 ft 6.50 ft 2 -203 plf -540 plf -743 plf 6.50 ft 13.00 ft 6.50 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.65 in 5 0 plf 0.00 ft ' LL L/480 0.33 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 Oplf 0.00ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -1500 -1000 -500 i- -0.39k a � 0 ' 13.00 ft 500 - 91 1000 _ 3.95 k R2 4.66 k 1500 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #2 •PWU ENGINEERING INC. Results -1500 -1000 -500 _- . : ' , w „. 0.39 k - --` m0 v l J 13.00 ft 500 R1 1000 3.95 k R2 4.66 k 1500 Type: Reactions (k) oise-Glularri 24F=V4 DL LL TL TL B R� 1076 lb 2870 lb 3946 lb 3.95 k R2 1271 lb 3390 lb 4661 lb 4.66 k Size: 6000 (1) .5'/2"x12" GL :. 4000 A 66.00 in2 a 2000 - • _ S 132.00 in' - o _ ' _- 0) I 792.00 in4 _ -2000 F„ 265 psi 4000 Fb' 2400 psi E'x 106 1.80 -6000 VAllowable 11.66 k 20000 MAllowable 26.40 k-ft Design values are based off BOISE GLULAM Specifier Guide, 2 15000 published by Boise Cascade EWP dated 02/28/13. $. -. ,".",- 10000 w- , _ Shear Moment ° 5000 r . VMAX 4.66 k _ MMAX 14.63 k-ft VAllowable 1.66 k M 26.40 k-ft owable Allowable Ratio 0.40 Ratio 0.55 0.00 OK OK c 0.10 L. .. ,.. Deflection a -0.20 - TL . LL d Actual 0.31 in 0.22 in o -0.30 - , - Criteria 0.65 in 0.33 in Ratio 0.47 0.69 -0.40 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 .Beam^#3 -PWU ENGINEERING INC. Loads and criteria Total Span: 7.00 ft I = 84 in Fully Braced? Yes Point Loads —Load Location Pressure Treated? No . # DL LL TL 1 0 lb Repetitive Use? 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 CF 0.90 1 -60 plf -160 plf -220 plf 0.00 ft 7.00 ft 7.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.35 in I 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 Opif 0.00ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 _ 0 plf 0.00 ft 5 O plf 0.00 ft -250 -200 - -150 - -10 0 - w -50 - . a m0 -11‘ Ii -I 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 #3 —,PWU ENGINEERING INC. Results -250 -200 - -150 - -100 - - -50 - a 13 U 0 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) 2x14 DF#2 I _ 500 A 19.88 in' - S 43.89 in3 ; 0 d 290.78 in4 F„' 180 psi • -500 - Fb' 810 psi E' x 106 1.60 1000 VAllowable 2.39 k 1500 MAllowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by Amencan • 1000 Wood Council. c w Shear Moment E 500 2 VMAX 0.77 k MMAX 1.35 k-ft VAllowable 2.39 k MAllowable k-ft owable Allowable Ratio 0.32 Ratio 0.45 0.00 , . OK OK c -0.01 Deflection o TL LL -0.02 - Actual 0.03 in 0.02 in Criteria 0.35 in 0.18 in Ratio 0.07 0.11 -0.03 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 • Beam #4 PWU ENGINEERING INC. Loads and criteria Total Span: 4.00 ft I =48 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb _ Repetitive Use? No 2 Olb 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 -247 plf -240 plf -487 plf 0.00 ft 1.50 ft 1.50 ft 2 -68 plf -100 plf -168 plf 1.50 ft 4.00 ft 2.50 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/500 0.10 in 5 0 plf 0.00 ft LL L/500 0.10 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 Opif 0.00ft 2 O plf _ 0.00 ft 3 0 plf 0.00 ft 4 O plf 0.00 ft 5 0 plf 0.00 ft -800 -600 • -400 - -200 - 0 0 o 4.00 ft 200 400 - R2 0.43 k 600 -- R1 800 —0.72 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #4 ---- PWU ENGINEERING INC. Results -800 -600 -400 - w -200 - 0. a 200 4.00 ft 400 R2 - 0.43 k 600 — R1 800 —0.72 k • Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 354 lb 371 lb 725 lb 0.72 k R2 186 lb 239 lb 426 lb 0.43 k Size: 800 (1.) 4x8 DF#2 . 1 600 - A 25.38 in2 I aoo a 200 - S 30.66 in' cu o - , 111.15 in4 y F,; 180 psi -200 Ft,' 1260 psi 400 E'x 106 1.60 600 VAllowable 3.05 k 600 MA values a 3.22 k-ft 500 — , Design values are based off NDS 2005 Edition,published by American 'n 400 Wood Council. _ — 300 Shear Moment o 200 r goo VMAX 0.72 k MMAX 0.54 k-ft , VAllowable .05 k MAllowable k-ft owable Allowable Ratio 0.24 Ratio 0.17 0.00 OK OK 0.00 Deflection o 0.00 TL LL : -o.oi AM Actual 0.01 in 0.00 in o 0.01 Criteria 0.10 in 0.10 in Ratio 0.09 0.05 -0.01 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 -1 Beam #5 -PWU ENGINEERING INC. Loads and criteria Total Span: 7.00 ft I = 84 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 _ _ Olb 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 -75 plf -200 plf -275 plf 0.00 ft 7.00 ft 7.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.35 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 Oplf 0.00ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -400 -300 -200 - - 4 -100 - D 0 0 7.00 ft 100 200 — R1 R2 - 300 — 0.96 k 0.96 k _ 400 PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #5 _--PWU ENGINEERING INC. Results -400 -300 -200 - - -100 - a 0 100 7.00 ft A 200 — - R1 R2 300 — 0.96 k 0.96 k - 400 Type: Reactions (k) DL LL TL TL- Douglas Fir-Larch #2 R1 263 lb 700 lb 963 lb 0.96 k R2 263 lb 700 lb 963 lb 0.96 k Size: 1500 (1) 4x8 DF#2 I 1000 _ A 25.38 in2 9 500 - I S 30.66 in' • 0 d 111.15 in4 n -500 F„' 180 psi -1000 Fb' 1260 psi E' x 106 1.60 -1500 VAllowable 3.05 k 2000 MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American a 1500 , Wood Council. = E' 1000 m E Shear Moment ° 500 VMAX 0.96 k MMAX 1.68 k-ft VAllowable 3.05 k M 3.22 k-ft o ' owable Allowable Ratio 0.32 Ratio 0.52 0.00 , . , - OK OK -0.02 , • A c Deflection c -0.04 TL LL d -0.06 Actual 0.08 in 0.06 in o 0.08 Criteria 0.35 in 0.18 in Ratio 0.24 0.35 -0.10 OK OK PWU Engineenng Inc.©2013,Software v1.02,3/06/14 Beam #6 --- PWU ENGINEERING INC. - Loads and criteria Total Span: 3:50,ft I =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 O lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent Cp 1.00 # DL LL TL Start End Total CF 1.20 1 -171 plf -200 plf -371 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 Oplf 0.00ft 2 Oplf 0.00ft 3 O plf _ 0.00 ft 4 • Oplf 0.00ft 5 0 plf 0.00 ft -500 -400 -300 - -200 - -100 O. 0 A ° 100 3.50 ft 200 300 400 R1 R2 0.65 k 0.65 k 500 PWU Engineenng Inc.02013,Software v1.02,3/06/14 • Beam #6 --- PWU ENGINEERING INC. Results 500 400 -300 - . -200 - -100 - c , 3.50 ft A 2 100 200 - 300 400 �- R1 R2 —I 0.65 k 0.65 k 500 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 299 lb 350 lb 649 lb 0.65 k R2 299 lb 350 lb 649 lb _ 0.65 k Size: 1000 (1-) 4x10 bF#2 I 500 - A 32.38 in2 9 S 49.91 in' „ o , CD 1 230.84 in4 y F„' 180 psi -500 Ft,' 1080 psi E'x 106 1.60 -1000 VAllowable 3.89 k 600 MAllowable 4.49 k-ft ...... 500 Design values are based off NDS 2005 Edition,published by American '© 400 Wood Council. — 300 Shear Mom 100 ent o zoo wW VMAx 0.65 k MMAX 0.57 k-ft , VAllowable 3.89 k MAllowable k-ft 0 ' owable - Allowable Ratio 0.17 Ratio 0.13 0.00 OK OK , 0.00 , tr..... EL D eflection `s 0.00 All. TL LL 0 Actual 0.00 in 0.00 in ..= 0.00 a Criteria 0.18 in _ 0.09 in Ratio 0.02 0.02 0.00 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #7 n ti_ PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft ( = 60 in Fully Braced? `Yes Point Loads Load Location Pressure Treated? Nd # DL LL TL 1 0 lb Repetitive Use? ° - No. 2 0lb 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 -201:plf -280 plf -481 plf Q.00 if 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 O 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 0 plf 0.00 ft 3 Oplf 0.00ft 4 0 plf 0.00 ft 5 _ Oplf 0.00ft -600 -400 _ `- 200 a 0 5.00 ft 200 400 -- R1 R2 1.20 k 1.20 k 600 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #7 -PWU ENGINEERING INC. Results -600 -400 - -200 - w a. a 0 �1 5.00 ft J 200 400 - R1 R2 1.20 k 1.20k 600 Type: Reactions (k) [Douglas Fir-Larch #2 R DL LL TL TL 1 503 lb 700 lb 1203 lb 1.20 k R2 503 lb 700 lb 1203 lb 1.20 k Size: 1500 - CO 4x8 DF#2 I 1000 - A 25.38 in2 500 - - S 30.66 in' „ . 0) I 111.15 in4 o -500 F; 180 psi 1000 Fb' 1260 psi E'x 106 1.60 -1500 VAllowable 3.05 k 2000 MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American -0 1500 Wood Council. c 1000 N Shear Moment 500 Lir VMAX 1.20 k MMAx 1.50 k-ft , r All 3.05 k M 3.22 k-ft VAllowable Allowable Ratio 0.39 Ratio 0.47 0.00 , , , , OK OK c 0.01 Deflection `s -0.02 TL LL d AM Actual 0.04 in 0.02 in o -0.03 Criteria 0.25 in 0.13 in Ratio 0.15 0.18 -0.04 OK OK ' PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #8 ---.PWU ENGINEERING INC. Loads and criteria Total Span: 3.75 ft I =45 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 0 lb Repetitive Use? No 2 0 1b 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 -426 plf -880 plf -1306 plf 0.00 ft 3.75 ft 3.75 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.19 in I 5 1 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 O plf 0.00 ft 3 0 plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -1500 -1000 -500 w D. 0 -‘_ . _. J 3.75 ft 500 1000 — - R1 R2 2.45 k 2.45 k 1500 ' PWU Engineenng Inc.©2013,Software v1.02,3/06/14 Beam #8 ------ PWU ENGINEERING INC. Results -1500 -1000 - -500 - 4- a 0 \ d 0 3.75 ft 500 1000 -'- R1 R2 2.45 k 2.45 k 1500 • Type: Reactions (k) DL LL TL TL • Douglas Fir-Larch #2 R1 799 lb 1650 lb 2449 lb 2.45 k R2 _ 799 lb 1650 lb 2449 lb _ 2.45 k Size: 3000 (1) 4x8 DF#2 I 2000 - _ A 25.38 in' .1 1000 - S 30.66 in' 0 , d I 111.15 in4 _ N -1000 F,; 180 psi 2000 Ft; 1260 psi \ E' x 106 1.60 -3000 VAllowable 3.05 k 2500 MAllowable 3.22 k-ft 2000 Design values are based off NDS 2005 Edition,published by American .n Wood Council. 2 1500 c E 1000 rpr Shear Moment ci 500 , VMAX 2.45 k MMAX 2.30 k-ft VAllowable 3.05 k MAllowable 3.22 k-ft owable Allowable Ratio 0.80 _ Ratio 0.71 0.00 , , OK OK -0.01 , , Deflection s -0.02 Ihh• /II TL LL d Actual 0.03 in 0.02 in o -0.03 Criteria 0.19 in 0.09 in Ratio 0.17 0.23 -0.04 OK OK PWU Engineering Inc.®2013,Software v1.02,3/06/14 HDR @ Den _-_- 41‘)PWU ENGINEERING INC. Loads and criteria Total Span: 6.00 ft J = 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 Ib 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 -250 plf -370 plf -620 plf 0.00 ft 6.00 ft 6.00 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/500 0.14 in 5 0 plf 0.00 ft LL L/500 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 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -800 -600 - . -400 - w -200 - a. 0 • 0 6.00 ft 200 400 600 — R1 R2 1.86 k 1.86 k 800 PVVU Engineenng Inc.©2013,Software v1.02,3/06/14 HDR @ Den ---,PWU ENGINEERING INC. Results -800 -600 - -400 - w -200 - a 0 200 6.00 ft A 400 600 1.886 6 k 1.86 k 800 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 750 lb 1110 lb 1860 lb 1.86 k R2 750 lb 1110 lb 1860 lb _ 1.86 k Size: 3000 - (1) 4x10 DF#2 I 2000 \ A 32.38 in2 .a 1000 - - S 49.91 in3 o d 230.84 in4 n -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 Amencan 27. 2000 Wood Council. Mr..E' _ 1500 Shear _ Moment E 1000 VMAx 1.86 k _ MMAx 2.79 k-ft 500 I , VAllowable 3.89 k MAllowable 4.49 k-ft Ratio 0.48 Ratio 0.62 0.00 I. OK OK -O.02 Deflection o TL LL d -0.04 Actual 0.05 in 0.03 in o Criteria _ 0.14 in 0.14 in Ratio 0.34 0.20 -0.06 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 H,DR @ 1-Car Garage _--{ �PWU ENGINEERING INC. Loads and criteria Total Span: 8.00 ft 1 = 96 in Fully Braced? No Unbraced Length: 8.00 ft Point Loads Load _L ocation Pressure Treated? No # DL LL TL 1 -850.lb -1250 lb -2100 lb 6.75 ft Repetitive Use?[ No 2 _ O 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 1.00 1 -131 plf -75 pif -206 plf _ 0.00 ft 6.75 ft 6.75 ft 2 -267 plf -275 plf -542 plf 6.75 ft 8.00 ft 1.25 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.40 in 5 0 plf • 0.00 ft LL L/480 0.20 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 O plf 0.00 ft 4 Oplf 0.00ft 5 0 plf 0.00 ft -600 • -400 -2.10 k -200 -t- 9- 0 V J 200jR1 8.00 ft 1.18k 400 R2 - 2.98 k 600 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ 1-Car Garage 1•I PWU ENGINEERING INC. Results -600 I -400 -2.10 k -200 - a V Aco o R1 8.00 ft 200 H 1.18 k 400 R2 - 2.98 k 600 Type: Reactions (k) .Boise Glulam 24F-V4 DL LL TL TL R1 670 lb 515 lb 1185 lb 1.18 k R2 1398 lb 1585 lb 2983 lb _ 2.98 k Size: 2000 - - (1) 31/z"x9" GL I 1000 A 31.50 in' a 0 — S 47.25 in' „ -1000 - d I 212.63 in4 n -2000 - F; 265 psi -3000 - Fb' 2323 psi E' x 106 1.80 4000 VAllowable 5.57 k 4000 MAllowable 9.15 k-ft Design values are based off BOISE GLULAM Specifier Guide, 7 3000 published by Boise Cascade EWP dated 02/28/13. = 2000 cu Shear _ Moment ° 1000 VMAX 2.98 k MMAX 3.41 k-ft r o , „ „ . , _ V All 5.57 k MAllowable 9.15 k-ft owable Allowable Ratio 0.54 _ Ratio 0.37 0.00 OK OK -0.05 Deflection o TL LL d -0.10 Actual 0.10 in 0.05 in o Criteria 0.40 in 0.20 in Ratio 0.25 0.24 0.15 OK OK PVVU Engineering Inc.02013,Software v1.02,3/06/14 HER @ 2-Car 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? No # DL LL TL 1 0 lb Repetitive Use? No 2 O lb 3 0 lb Wet Service? No 4 O lb 5 0 lb Sustained Temperature? T<_ 1.00°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CV 1.00 1 -165 plf -125 plf -290 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 O plf 0.00 ft 2 Oplf 0.00ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 0 plf 0.00 ft -400 -300 -200 - w -100 - a 0 -� - 0 16.00 ft 100 200 300 r- R1 R2 2.32 k 2.32 k 400 PVW Engineenng Inc.©2013,Software v1.02,3/06/14 HDR @ 2-Car Garage _— < \ PWU ENGINEERING INC. Results -400 -300 -200 - . w -100 - a es al 0 100 16.00 ft 200 300 R1 R2 2.32 k 2.32 k 400 Type: Reactions (k) Boise Glulam 24F-V4 DL LL TL TL R1 1320 lb 1000 lb 2320 lb 2.32 k R2 1320 lb 1000 lb 2320 lb 2.32 k Size: 3000 - '/2'x10'/2' GL I 2000 - _ A(1) 3 36.75 in2 1000 - S 64.31 in' ',6 o 337.64 in4 n loon � F„' 265 psi -2000 Fb' 2032 psi E'x 106 1.80 -3000 V 6.49 k 10000 MAllowable Allowable 10.89 k ft 8000 Design values are based off BOISE GLULAM Specifier Guide, a published by Boise Cascade EVVP dated 02/28/13. 6000 c E 4000 Shear Moment o 2000 VMAX 2.32 k MMAX 9.28 k-ft VAllowable 6.49 k MAllowable k-ft owable Allowable Ratio 0.36 Ratio 0.85 0.00 OK OK 0.20 , Deflection s .2 EL TL LL d Actual , 0.70 in 0.30 in o -0.60 Criteria 0.80 in 0.40 in Ratio _ 0.88 0.76 -0.80 OK OK PVVU Engineering Inc.©2013,Software v1.02,3/06/14 11 HDR @ Greatroom —,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 _ -1233 lb -1813 lb -3046 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 5 100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CV 1.00 1 =477 Of -730 plf -1207 plf 0.O0,ft - 1.50 ft 1.50 ft 2 -239 plf -380 plf -619 plf 1.50 ft 5.00 ft 3.50 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 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 O plf 0.00 ft 4 Oplf 0.00ft 5 0 plf 0.00 ft -2500 -2000 -3.05 k -1500 -1000 - w -500 - 0. 0 Y / 500 5.00 ft 1000 - R2 1500 2.59k - 2000 — R1 2500 — 4.43 k PVVU Engineering Inc.©2013,Software v1.02,3/06/14 ,r HDR @ Greatroom ,PWU ENGINEERING INC. Results -2500 -2000 -3.05 k -1500 -1000 - . y= -500 - a. V 0 A 3 500 5.00 ft 1000 R2 - 1500 • 2.59 k- 2000 1 R1 2500 4.43 k Type: Reactions (k) Boise Glulam 24F-V4 DL LL TL TL R1 1763 lb 2665 lb 4428 lb 4.43 k R2 1020 lb 1573 lb 2592 lb _ 2.59 k Size: 6000 (1) 3'/2'x9" GL I 4000 - A 31.50 in2 \ - 2000 - S 47.25 in3 I 212.63 in4 n o F„' 265 psi -2000 Fb' 2400 psi -4000 - E' x106 1.80 VAllowable 5.57 k 6000 MAllowable 9.45 k-ft 5000 Design values are based off BOISE GLULAM Specifier Guide, a 4000 published by Boise Cascade EWP dated 02/28/13. 3000 m 2000 Shear Moment E 1000 VMAx 4.43 k MMAx 5.28 k-ft o V Allowable Allowable 5.57 k M 9.45 k-ft -1000 Ratio 0.80 Ratio 0.56 0.00 ' OK _ OK -0.02 Deflection o TL LL 0.04 Actual : 0.06 in 0.03 in o 0.06 Criteria 0.25 in 0.13 in [Ratio 0.22 0.27 OK OK PWU Engineering Inc.®2013,Software v1.02,3/06/14 HDR @ Kitchen •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 -1105 lb -1625 lb -2730 lb 4.75 ft Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100T Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CV 1.00 1 -290 plf -455 plf -745 plf 0.00 ft 4.75 ft 4.75 ft 2 -477 plf -730 plf -1207 plf 4.75 ft 5.00 ft 0.25 ft • 3 0 plf 0.00 ft Deflection Criteria 4 0 plf _ 0.00 ft TL L/240 0.25 in I 5 0 plf 0.00 ft LL L/480 0.13 in J1 Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 Oplf 0.00ft 2 Oplf 0.00ft 3 • O plf 0.00 ft 4 Oplf 0.00ft 5 O plf 0.00 ft -2500 -2000 -1500 -2.73 k - -1000 -500 - a 0 V 500 - 5.00 ft R1 1000 - 2.00 k 1500 R2 2000 4.57 k 2500 PWU Engineering Inc.©2013,Software v1.02,3/06/14 . HDR @ Kitchen iPWU ENGINEERING INC. Results -2500 -2000 -1500 -2.73 k - -1000 w -500 - a V 0 A . 500 - R1 5.00 ft 1000 — 2.00 k 1500 - R2 2000 4.57 k 2500 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 780 lb 1220 lb 2001 lb 2.00 k R2 1819 lb 2748 lb _ 4567 lb _ 4.57 k Size: 4000 - - A 31.50 in2 a - o - , S 47.25 in3 _ I 212.63 in4 n -2000 - F„' 265 psi -4000 - Fb' 2400 psi E' x 106 1.80 -soon — VAllowable 5.57 k 3000 MAllowable 9.45 k-ft ._ 2500 Design values are based off BOISE GLULAM Specifier Guide, 'n 2000 published by Boise Cascade EWP dated 02/28/13. c 1500 Shear Moment 0 1000 Fr 50 11 0 VMAX 4.57 k MMAX 2.69 k-ft VAllowable 5.57 k _ MAllowable 9.45 k-ft Ratio 0.82 OK Ratio 0.28 0.00 ,OK -0.01 , A Deflection `s 0.02• Al TL LL Actual 0.03 in 0.02 in o -0.03 Criteria 0.25 in 0.13 in Ratio 0.13 0.16 0.04 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 J` FiDR @ HOOF( •PWU ENGINEERING INC. Loads and criteria Total Span: .8.00 ft= = 96 in Fully Braced? ' Yes , J Point Loads Load Location Pressure Treated? ' No # DL LL TL 1 1490 lb_ -1750 lb. -2940 lb 2:00 ft, Repetitive Use? ° °No-, 2 =595;Ib =575 lb -147.0 lb 7.00 ft'_` 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 =239 p'If =380 plf -619 plf 0.00 ft 7.00 ft, 7.00 ft 2 =477 plf -730 plf -1207 plf 7_.00 ft 8.00 ft 1.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 , . 0 plf .. 0.00 ft TL L/240 0.40 in 5 - 0 plf 0.00 ft LL 1-1480 0.20 in Triangular Loads Max Load _ Extent DL LL TL Zero End Max End Total 1 , 0plf - 0.00ft 2 0 plf 0.00 ft 3 = 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -2500 -2000 -1500 -2.94 k -1000 -1.47 k ". w 500 ° 500 8.00 ft 1000 1500 2000 R1 R2 4.90 k 5.05 k 2500 PWU Engineering Inc.©2013,Software v1.02.3/06/14 k.1 HDR @ Nook c•PWU ENGINEERING INC. Results -2500 -2000 -1500 -2.94 k ` -1000 -1.47 k . r= -500 -i - D. _°, 500 8.00 ft 1000 1500 . 2000 -.- R2 R2 4.90 k 5.05k 2500 - Type: Reactions (k) . DL LL TL TL Boise:Glulam-24F=V4 . RI 1936 lb 2964 lb 4900 lb 4.90 k R2 1995 lb 3051 lb 5047 lb 5.05 k Size: 6000 (-1) 31/2x10'/2' GL .. I 4000 - - -. A 36.75 in2 2 2000 -. i S 64.31 in' r:1 o I 337.64 in4 d n -2000 - F; 265 psi -40oo Fb' 2400 psi E'x 106 1.80 -6000 VAllowable 6.49 k 10000 MAllowable 12.86 k-ft 8000 Design values are based off BOISE GLULAM Specifier Guide, .D - . published by Boise Cascade EWP dated 02/28/13. Z 6000 . C 5 4000 , = e Shear Moment 2 2000 - - . _ , VMAX 5.05 k MMAX 8.98 k-ft V Allowable Allowable 6.49 k M 12.86 k-ft 0 . Ratio 0.78 Ratio 0.70 0.00 OK OK - c 0,05 . Deflection 2 -0.10 -- TL LL Actual 0.17 in 0.11 in o -o.1s Criteria 0.40 in 0.20 in Ratio 0.44 0.53 -0.20 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14