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Plans (11) rfrt.s-tavis- W1k1 cv [ 3Fsw 257 , CEIVED 'PWU ENGINEERING INC. Email: pwuengineerinqacomcast.net OCT 7 2015 Ph: (503) 810-8309 MYUFTIGARD Structural Calculations: BUILffNG DIVISION Job # LEN15374 Date: 9/22/15 Project: Marquam A Master Reuse Garage Right Lot 5, Oak Crest, Tigard, OR Lennar Homes <�tip PROFFs � GINEe 19421 PE '� 2 � -EGON x,41' 22 \I:50,1 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. iPWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering @comcast.net The following calculations are for the Marquam A Master plans for Plan approvals. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 136mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h=24.0' approximately. Direction 114 End Zones ..olt— dik. 0 WQ Rs Direction 2a ' End Zones Note: End zone may occur at any corner of the building. a= .10*40' =4' or for h =24' a= .4(h)= .4(24') =9.6' a= 4' controls a must be larger than .04(40')= 1.6' and 3' Therefore: 2a= 8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: Di seismic design category per the latest edition of the state adopted code based on the 2012 IBC and IRC Sips= .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 F Wind per ASCE 7 == - PWU ENGINEERING INC. ProjectMarquam A , - Direction Front to Back 3s Gust Roof Least ' - Speed Exp. Angle A L(ft) hAVG(ft) 105mph - " B 26.6 1.00 40.0 24.0 � . 6:12 �" a= 4.0 ft a bn End Zones ,,101\ A 21.3 psf or a= 9.6 ft a.f OO Ali B 6.8 psf Check 10psf min and a> 1.6 ft 4 .- C 15.8 psf load across all and a> 3.0 ft zap End Zooms D 6.0 psf zones. Note:EM zone may occur at any corner of the 2a 8.0 ft buad:g. WR L(ft) 8.0 - 24.0 _ hA(ft) . - 4.0 4.0 hB(ft) 7.0 7:0 he(ft) _ .4.0 . W(plf)f 0.0 132.4_ 105.1 132.4 0.0 0.0: 0.0_ 0.0 0.0 0.0 150.0 - WR AVG 116.1 plf 100.0 1 10psf min load: 110.0 plf 50.0 - Governing value: 116.1 plf 0.o W2 - L(ft) : 8:0 : ._ 24.0 ' 8.0 hA(ft) 10.0 10.0 hB(ft) ,. he(ft) 10.0 hp W(plf)(ft) 0.0 212.6 158.4 212.6 0.0 ' .0 0.0 0.0 0.0 0.0 0.0+ 300.0 - W2 AVG 180.1 plf 200.0 -----------1 I 10psf min load: 100.0 plf 100.0 Governing value: 180.1 plf W1 L(ft) . 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Project Marquam A `v - Direction Side to Side 3s Gust Roof Least - Speed Exp. Angle A W(ft) hAVG(ft) 105mph B 26.6 1.00 40.0 24.0 ! 6:12 5 a= 4.0 ft arenbr �Q End Zones /���o's A 21.3 psf or a= 9.6ft mss.rte+ B 6.8 psf Check 10psf min and a> 1.6 ft / >� C 15.8 psf load across all and a> 3.0 ft zo'C, End Zones D 6.0 psf zones. 2a 8.0 ft 6uidrg Note:Ertl corner of the WR L(ft) 8.0 22.0 _ 18.0 8.0 hA(ft) 4.0 7.5 hB(ft) 6.0 _ he(ft) 4.0 7.5 , hp(ft) 6.0 3.0 W(plf) 0.0. 125.7 99.2_ 136.7' 159.5 0.0 0.0 0.0 0.0 0.0 200.0 - WR AVG 123.6 plf I 1 10psf min load: 98.0 plf 100.0 Governing value: 123.6 plf W2 - L(ft) 8.0 40.0 8.0 hA(ft) 10.0 10.0 hB(ft) - hc(ft) 10.0 _ ho(ft) W(plf)' 0.0 212.6 158.4 0.0' 212.6 0.0 0.0 0.0_ 0.0 0.0 300.0 - W2 AVG_ 173.9 plf 200.0 I I 10psf min load: 100.0 plf 100.0 - Governing value: 173.9 plf Wi 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/01 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! o.o . u ... 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Project Marquam A - 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) *:48 ft] I = 110.6 plf < 116.1 plf Wind Governs W2 = [0.100 * (15+5+3+4) *'56.ft.] 1+ 110.6 plf= 262.2 plf < 296.1 plf Wind Governs W� = [0.100 * (15+5+3+4) *' '+ 262.2 plf= 262.2 plf #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 40 ft_] = 92.2 plf < 123.6 plf Wind Governs W2 = [0.100 * (15+5+3+4) *'40 ft] + 92.2 plf = 200.4 plf < 297.5 plf Wind Governs W� _ [0.100 * (15+5+3+4) *; !+ 200.4 plf= 200.4 plf #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 Line Loads ` PWU ENGINEERING INC. Project Marquam A `v High Roof Diaphragm -Upper Floor Walls Line A P =.1.22 k LTOTAL = 19.5 ft v = 1.22 k / 19.5 ft = 62 plf Type A Wall h ='8.0 ft LwoRST = 19.5 ft MOT = 62 plf * 8.0 ft * 19.5 ft = 9.75 kft MR = (15 psf * 2.0 ft ,+ 12 psf * 8.0 ft) * (19.5ft)2 / 2 * 0.6 = 14.37 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 14.37 kft = 14.37 kft T = (9.75kft - 14.37kft) / 19.5 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line B P ='2.32 k LTOTAL = 13.5 ft v = 2.32 k / 13.5 ft = 172 plf Type A Wall h =,8.0 ft _ LwoRST = 13.5 ft MOT = 172 plf * 8.0 ft * 13.5 ft = 18.57 kft MR = (15 psf * 5.0 ft '+ 12 psf * 8.0 ft) * (13.5ft)2 / 2 * 0.6 = 9.35 kft• + (Olb * O.Oft) + (Olb * O.Oft) = 0.00 kft + 9.35 kft = 9.35 kft T = (18.57kft - 9.35kft) / 13.5 ft = 0.68 k + 0.00 k = 0.68 k No hd req'd Line C P = 1.10 k LTOTAL = 20.0 ft v = 1.10 k / 20.0 ft = 55 plf Type A Wall h = 8.0 ft LwoRST = 10.0 ft MOT = 55 plf * 8.0 ft * 10.0 ft = 4.41 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (10.0ft)2 / 2 * 0.6 = 3.78 kft + (O lb * 0.0 ft) + (O lb * O.O ft) = 0.00 kft + 3.78 kft = 3.78 kft T = (4.41 kft - 3.78kft) / 10.0 ft = 0.06 k + 0.00 k •= 0.06 k I No hd req'd Line 1 P = 1.61 k LTOTAL = 19.5 ft v = 1.61 k / 19.5 ft = 82 plf Type A Wall h = 8.0 ft LWORST = 2.5 ft MOT = 82 plf * 8.0 ft * 2.5 ft = 1.65 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (2.5ft)2 / 2 * 0.6 = 0.32 kft + (Olb * 0.0 ft + (Olb * O.Oft) = 0.00kft + 0.32kft = 0.32kft T = (1.65kft - 0.32kft) / 2.5 ft = 0.53 k + 0.00 k = 0.53 k No hd req'd Line 2 P = 3.46 k LTOTAL = 20.5 ft v = 3.46 k / 20.5 ft = 169 plf (Type A Wall h = 8.0 ft LwoRST = 20.5 ft MOT = 169 plf * 8.0 ft * 20.5 ft = 27.69 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (20.5ft)2 / 2 * 0.6 = 21.56 kft + (0 lb *. 0.0 ft) + (0 lb * 0.O ft) = 0.00 kft + 21.56 kft = 21.56 kft T = (27.69kft - 21.56kft) / 20.5 ft = 0.30 k + 0.00 k := 0.30 k I No hd req'd Line 3 P = 1.85 k LTOTAL = 13.0 ft v = 1.85 k / 13.0 ft = 143 plf Type A Wall h = 8.0 ft LwoRST = 6.0 ft MOT = 143 plf * 8.0 ft * 6.0 ft = 6.85 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (6.0ft)2 / 2 * 0.6 = 1.36 kft + (0lb * 0.0 ft) + (500 lb * 6.0 ft) = 3.00 kft + 1.36 kft = 4.36 kft T = (6.85kft - 4.36kft) / 6.0 ft = 0.41 k + 0.00 k = 0.41 k No hd req'd See FTAO Calc Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P =,3.11 k LTOTAL = 25.0 ft v = 3.11 k / 25.0 ft = 124 plf (Type A Wall h = 9.0 ft LWORST =.25.0 ft MOT = 124 plf * 9.0 ft * 25.0 ft = 27.98 kft MR = (15 psf *`. 2.0 ft ;+ 12 psf * 9.0 ft) * (25.0ft)2 / 2 * 0.6 = 25.88 kft + (0 Ib ; *; 0.0 ft) +: .(0 lb : * 0.0 ft) := 0.00 kft + 25.88 kft = 25.88 kft T = (27.98kft - 25.88kft) / 25.0 ft = 0.08 k + 0.00 k = 0.08 k j No hd req'd Line B _ P ='5.92 k LTOTAL =.18.0 ft_ v = 5.92 k / 18.0 ft = 329-0 Type B Wall h =,9.0 ft LWORST =,18.0 ft MOT = 329 plf * 9.0 ft * 18.0 ft = 53.30 kft MR = (15 psf * 2.0 ft j+ 12 psf * 9.0 ft) * (18.0ft)2 / 2 * 0.6 = 13.41 kft +; (0lb ; *, 0.0ft) +; (500Ib ; *I 12.0 ft = 6.00 kft + 13.41 kft = 19.41 kft T = (53.30kft - 19.41 kft) / 18.0 ft = 1.88 k +; 0.00 k 1= 1.88 k Use type 1 hd Line C P =,2.81 k LTOTAL =.25.0 ft v = 2.81 k / 25.0 ft = 113 plf Type A Wall h =;9.0 ft _ _ LWORST = 25.0 ft _ MOT = 113 plf * 9.0 ft * 25.0 ft = 25.32 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (25.0ft)2 / 2 * 0.6 = 25.88 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 25.88 kft = 25.88 kft T = (25.32kft - 25.88kft) / 25.0 ft = 0.00 k + 0.00 k != 0.00 k J No hd req'd Line 1 P = 3.87 k I LTOTAL =:19.0 ft I I v = 3.87 k / 19.0 ft = 204 plf (Type A Wall See FTAO Calc No hd req'd Line 2 P ='8.33 k LTOTAL = 20.0 ft v = 8.33 k / 20.0 ft = 417 plf Type B Wall h = 9.0 ft LWORST = 20.0 ft MOT = 417 plf * 9.0 ft * 20.0 ft = 74.97 kft MR = (15 psf * 16.0 ft .+ 12 psf * 9.0 ft) * (20.0ft)2 / 2 * 0.6 = 41.76 kft + (0 lb * 0.0 ft) + ( 1000 lb; *: 20.0 ft) ;= 20.00 kft + 41.76 kft = 61.76 kft T = (74.97kft - 61.76kft) / 20.0 ft = 0.66 k + 0.00 k = 0.66 k J No hd req'd Line 3 P =,4.46 k LTOTAL =;12.0 ft v = 4.46 k / 12.0 ft = 372 plf Type C Wall h ='7.0 ft _ LwoRST 2.3 ft MOT = 372 plf * 7.0 ft * 2.3 ft = 5.86 kft MR = (15 psf * 2.0 ft + 12 psf * 7.0 ft) * (2.3ft)2 / 2 * 0.6 = 0.17 kft +, (Olb , *; 0.Oft) 1+; (500 lb '*: 2.3ft) 1.13kft + 0.17kft = 1.30kft T = (5.86kft - 1.30kft) / 2.3 ft = 2.03 k +' 0.00 k 1= 2.03 k See FTAO Calc Use type 1 hd on garage piers only ----*PWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Upper Floor Line 3 L� = 3.5 ft Lo =;6.0ft L2 =i3.5ft V=1.00k vA= -33 plf yo = 205 plf vF= -33 plf hu = 1.0 ft F1 = 0.62 k F2= 0.62 k 1/13= 143 plf vG = 143 plf ho= 5.0 ft F1 = 0.62 k F2 = 0.62 k h�= 2.Oft vo= -33 plf vE = 205 plf 14.1 = -33 plf H = 0.62k H = 0.62k H=I ( 1.00k * 8.0ft) / 13.0ft = I 0.62 k H:W Ratios 5.O ft : 3.5 ft I= 1.4 : 1 vh = 1.00 k/ 7.0 ft= 143 plf 5.0 ft : 3.5ft I= 1.4 : 1 v„= 0.62 k/ 3.0 ft= 205 plf Use: Type A Wall F = 205 plf* 6.00 ft= I 1.23 k F1 = ( 1.23k* 3.5 ft)/ 7.0 ft= 0.621<' F2 = ( 1.23 k* 3.5 ft)/ 7.0 ft= 0.62 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft + 12psf*: 8.Oft) * (13.0 ft)^2 * 0.6/2]; + ( 0.0ft *5001b) = 6.39 kft T= 0.62 kft- (6.39kft / 13.0ft) I = 0.12 k +0.00k= 0.12 k) No HD Req'd -PWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Main Floor Line 1 L� =,3.5ft L0=1;10.6 ft L2= 'a.5 ft V=[1.84:k vA= -43 plf vD= 212 plf vF= -43 plf hu =!1.0 ft.._ F� = 0.87 k F2= 1.36 k vB= 204 plf vc= 204 plf h0=15.0-ftm F� = 0.87 k F2= 1.36 k hi_=13.0 ft ... vc= -43 plf vE= 212 plf vH= -43 plf T H = 0.85k H = 0.85k H=I ( 1.84k *9.0ft) / 19.5ft= I 0.85 k H:W Ratios 5.O ft : 3.5 ft = 1.4 : 1 vh = 1.84 k/ 9.0 ft= 204 plf 5.0 ft : 5.5 ft I= 0.9 : 1 v„ 0.85 k/ 4.0 ft= 212 plf Use: Type A Wall F=- 212 plf* 10.50ft= I 2.22k F1 = (2.22k* 3.5 ft)/ 9.0 ft= 0.87 k F2 = (2.22 k* 5.5 ft)/ 9.0 ft= 1.36 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= ;J[( 15psf* Oft + 12psf*1 9.Oft) * (19.5 ft)^2 * 0.6/2]j +,( 0.0ft; *5001b) = 19.16 kft T= 0.85 kft- ( 19.16kft / 19.5ft) I -= 0.14k 1 +0.00k 0.00kI No HD Req'd Force Transfer Around Opening (FTAO) -- PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 3 L1 = 3.8ft L0= 6.0ft L2= 3.8ft V='2.79 k vA= -124 plf vp= 620 plf vF= -124 plf hu = 1.0 ft 4- F1 = 1.86k F2 = 1.86k vB= 372 plf vG = 372 plf h0= 6.0 ft F1 = 1.86k F2 = 1.86k - -> hL= 2.Oft v0 = -124 plf YE = 620 plf vH = -124 plf T H = 1.86k H = 1.86k H=I (2.79k *9.0ft ) / 13.5ft= I 1.86k H:W Ratios 6.O ft : 3.8 ft I= 1.6 : 1 vh = 2.79 k/ 7.5 ft= 372 plf 6.0 ft : 3.8ft I= 1.6 : 1 v„= 1.86 k/ 3.0 ft= 620 plf Use: Type C Wall F = 620 plf* 6.00 ft= 1 3.72 k F1 = ( 3.72k* 3.8ft)/ 7.5ft= 1.86k F2= ( 3.72 k * 3.8 ft)/ 7.5 ft= 1.86 k Use: (3) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 6 ft+ 12psf*' 9.0 ft) * (13.5 ft)^2 * 0.6/2 ] + ( 13.5 ft *5001b) = 17.58 kft T= 1.86 kft- ( 17.58 kft / 13.5 ft) = 0.56 k +0.00k= 0.56 k) No HD Req'd COAk e e eo O o `_ o r r 1 e I A A I r I �L� I ,,--7H{ II'e T le k____ W,-1/ © �f IMEZEMEI o m II NV n 1 e I O 1 Q r , i e I A L . ok�, I s- 01 owTO ME SCATHED uee ce»UE WRAP nO Rare oI.oar a eA Role rr,w renloo UPPER FLOOR LATERAL PLAN ..., BMW WALL ELEY TO ME 6i1EA1HIED IRE C622 COL 611tAP (2)BATE PER PET 10/662 FOR FIA0 PE114C0 0 TNTE =WALL ELEV TO Re 6•EA1 IQD OP3'44. USE C622 con.WRAP (2)DATE PER DET 10/610 POR PTAD METHOD opl. . 8. . . . . . . .ti„,. . . 7' . . . . . . • - • • -20,41. A ECM= . . . .,...' Z 0 v.,:areei § A L , in. L wr f2: ie . . . -..... \\__ •.. Vd.lf • 1111111111 'Q' . . . ,. . ' . . . 7 .1 11111. 11. -§" • r% 'DEN 017n1.NA6 NO .■ ..■ L. A A ...--"•; 3' (....0./ 2'.4 Wek r . • •1.3' • • • •1 All. Lk an • Np- Irmir NE ENTIRE WALL MEV IIP TO ISE*SHEATHED PCUR WW1 IdALL UP UBE C623 COL WRAP 60 WILL NEkINT (1)BATE PER DET 101662 EMMEN TOP CP 67EM GARAGE PIER NOLDOUN6 POR PTAO MN= WALL AND COTTON CP MAT ISE 611667M1E3 PPR MADE*IA 1.-0.MAX TYPE 18-3 HOLCCUND PER PER DETAIL WOW OCIMDULE PEIR PET WM MAIN FLOOR LATER4L PLAN coe A e o0 3'-6' 5'4 1r 1111 Li 1 e § 1 I A e L A II I■ 2-II o A 1==, H e 0. 7 I A _ A A 0 �, q TO DO&CAIR c AM uee cem COIL STRAP (2)OATS CET 10(1)S2 raR MO KIR= e UPPER FLOOR LATERAL PLAN k'.P-0' .0. I WERE WALL ELEV TO BE SCATHED ICE C622 COL STRAP (2)BATE P PET 10/692 PORPTA0 METHOD 0 „...4.9 TO DETRE WALL MEV T CC LBEATIED LE C622 COL STRAP (I)BAYS RR DST 10012 PO PTA0 METHOD - • ' il 20,4, . 7 41110 . . . . I 'el § el. ib 49 4117] 7 k !' t• _ r le 7.7 i I 0 ie 9 Oh I •impu . um 1-7. • •••• I. 4% • DEN OPECtIFIA6 NO' • ' ' l'; t 1.EPPTICT ONLATERAL IL,i_._• ir ■1 :A .• ! II . r—... A 471■ —I 1. ..• • • • .i AT 2.41. 0 ri ' ' " irg IF MI 0 All Ak IF BOWE WALL ELEV TO CC 61P-ATHED I Lee 0522 COIL 6TRAP IV-6' PCUR 61191 WALL Li. (3)BAYS PER DET 10/642 ED WALL mow POR MO METHOD 40 .......PER HCLDOIN6 BETUEEN TOP CP 6101 ' MAY EE 891661TEMED POR WALL AND BOTTOM OP TYPE T8-3 HOLD08353 PER LEADER 16 1.-0.MAX ECM:4LE PER DET MEI PER DETAIL 11/1131 MAIN FLOOR LATERAL PLAN ;V•r-CA , , , , , 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 SB%X24 SB%X24 w=66705 s:_567637°5' 3 HDU5-SDS2.5 (2)2x 5645 4065 SB 5/8X24 SB5/8X24 w=66705 w-66705 • S=6395, S=7315, 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 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. 7 S H EARWALL 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 @ 14" o/c 255 357 B 16" OSB (1) SIDE (f) 8d 4" 12" in Dia. A.B. @ 18"o/c (m) 16d @ 211 o/c A35 @ 10"o/c 395 553 C 16" OSB (1) SIDE (e,f) 8d 3" 12" in Dia. A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8" o/c 505 707 D 16" OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia. A.B. @ 11" o/c (m) 16d @ 2"o/c A35 @ 6" o/c 670 938 E 16" OSB (2) SIDE (d,e,f) 8d 6" 12" z"Dia. A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8" o/c 510 714 F 16" OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" 2"Dia. A.B. @ 8"o/c (m) 16d @ 3" o/c(2) rows staggered A35 @ 5"o/c 790 1106 G 16" OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" 2"Dia. A.B. @ 7"o/c (m) 16d @ 2"o/c(2)rows staggered HGA1OKT @ 8"o/c 1010 1414 H 16" OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 2"Dia. A.B. @ 52"o/c (m) 16d @1i1" 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)q" plate washers req'd at all shear wall A.B. in seismic zone D, E, F. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering @comcast.riet 12.sLa 25 psP Rp/. = ( S. Fs� 6Crt I L = r°I' w= scapic 5. 2k (a—r-42 L: 201 t-e - `icarUU r . 1 HDR @ Roof TPWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft I = 60 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No J # 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 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 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in _ Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 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 -800 -600 -400 - w -200 - a D0 0 - 0 200 5.00 ft 400 - R1 R2 600 — 1.40 k 1.40 k 800 PWU Engineenng Inc.®2013,Software v1.02,3/06/14 HDR @ Roof —*PWU ENGINEERING INC. Results -800 - -600 -400 - w -200 - o. o 0 200 5.00 ft 400 R1 R2 600 1.40 k 1.40 k - 800 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R1 525 lb 875 lb 1400 lb 1.40 k R2 525 lb 875 lb 1400 lb 1.40 k Size: 2000 (1) 4x8 DF#2 I 1500 1000 . A 25.38 in2 a 500 - - S 30.66 in3 „ 0 , 111.15 in4 n -500 F,; 180 psi -loon - 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 NOS 2005 Edition,published by American a 1500 Wood Council. = 11111.1 c 1000 m Shear Moment : 500 w VMAX 1.40 k MMAX 1.75 k-ft 0 V I VAllowable 3.05 k _ MAllowable 3.22 k-ft Ratio 0.46 Ratio 0.54 0.00 OK - OK •_ -0.01 , A C ik Deflection a- 0.02 TL LL -0.03 11 AMII Actual 0.04 in 0.03 in o -0.04 Criteria 0.25 in 0.13 in Ratio 0.18 0.22 -0.05 _ OK OK / PWU Engineering Inc.®2013,Software v1.02,3/06/14 Beam #1 <4PWU ENGINEERING INC. Loads and criteria Total Span: 20.00 ft = 240 id Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 -525 lb -875 lb -1400 lb 2.00 ft Repetitive Use? No 2 -1050 lb -1750-lb -2800 lb - 7.00 ft 3 -525 lb -875 lb -1400 lb 12.00 ft Wet Service? No 4 -525 lb -875 lb -1400 lb 17.50 ft • 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CV 0.96 1 -374 plf -530 plf -904 plf 0.00 ft 2.00 ft 2.00 ft 2 -164 plf -180 plf -344 plf 2.00 ft 12.00 ft 10.00 ft 3 -374 plf -530 plf -904 plf 12.00 ft 17.50 ft 5.50 ft Deflection Criteria 4 -164 plf -180 plf -344 plf 17.50 ft 20.00 ft 2.50 ft TL L/240 1.00 in 5 0 plf 1 0.00 ft LL L/480 0.50 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 0 plf 0.00 ft 5 O plf 0.00 ft -1500 -1000 -500 -2.80 k -1.40 k -1.40 k -1.40 k a. I 0 W • W W . W , 0 20.00 ft 500 R1 R2 1000 - 9.12 k 8.95 k 1500 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #1 - lPWU ENGINEERING INC. Results -1500 - -1000 -500 -2.80 k -1.40 k w -1.40 k -1.40 k a W W W , m 0 -‘ o 20.00 ft 500 R1 R2 1000 - 9.12 k 8.95 k - 1500 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R, 3768 lb 5355 lb 9123 lb 9.12 k R2 _ 3702 lb 5245 lb 8948 lb _ 8.95 k Size: 15000 (1) 5%"x18" GL I 10000 A 99.00 in' 27 5000 - S 297.00 in3 I 2673.00 in4 r rn _ F„' 265 psi -5000 - Fb' 2300 psi - E' x 106 1.80 0000 VAllowable 17.49 k 50000 - MAllowable 56.92 k-ft 40000 Design values are based off BOISE GLULAM Specifier Guide, .fl published by Boise Cascade EWP dated 02/28/13. 30000 c E 20000 Shear Moment ° 10000 VMAx 9.12 k MMAx 44.57 k-ft VAllowable 17.49 k M 56.92 k-ft 0 . --..--. \ owable Allowable Ratio 0.52 Ratio 0.78 0.00 OK OK , c -0.20 , Deflection `2 -0.40 _ Ai TL LL v Actual 0.68 in 0.40 in o 0 Criteria 1.00 in 0.50 in _ Ratio 0.68 0.79 -0.80 - ' OK OK PWU Engineering Inc.®2013,Software v1.02,3/06/14 Beam #2 PWU ENGINEERING INC. Loads and criteria Total Span: 9.00 ft = 108 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No J 2 _ 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF _ 0.90 1 -156 plf -130 plf -286 plf 0.00 ft 9.00 ft 9.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.45 in 5 0 plf 0.00 ft LL L/480 0.23 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 0 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 -400 -300 -200 - w -100 - a 0 J 9.00 ft 100 - 200 - 300 — R1 R2 - 400 — 1.29k 1.29 k PVW Engineering Inc.©2013,Software v1.02,3/06/14 Beam #2 ----,PWU ENGINEERING INC. Results -400 - -300 -200 - ,-;:. -100 - a. 0 100 9.00 ft 200 300 — R1 R2 - 400 — 1.29k 1.29 k _ Type: Reactions (k) Douglas Fir-Larch #2 DL _ LL TL TL Dou 9 R1 702 lb 585 lb 1287 lb 1.29 k R2 702 lb 585 lb 1287 lb 1.29 k Size: 1500 (1) 2x14 DF#2 I loon - A 19.88 in' 2 500 - S i 43.89 in' R o a 290.78 in4 U -500 F„' 180 psi -1000 Fb' 810 psi -1500 E.x 106 1.60 VAllowable 2.39 k 4000 MAllowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American a 3000 Wood Council. . .."-----s..7, N\ c 2000 Shear Moment � l000 rr VMAx 1.29 k MMAx 2.90 k-ft !v , V All 2.39 k M ll 2.96 k-ft o owable !knowable Ratio 0.54 Ratio 0.98 0.00 OK OK _ -0.02 ■ , c Deflection o o.oa Al TL LL d -0.06 Actual 0.09 in 0.04 in o -0.08 Criteria 0.45 in 0.23 in Ratio 0.20 0.18 -0.10 OK OK PWU Engineering Inc.02013,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 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CV _ 0.95 1 -188 plf -500 plf -688 plf 0.00 ft 18.50 ft 18.50 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.93 in 5 0 plf 0.00 ft LL L/480 0.46 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -800 -600 - -400 - -200 - D. • 0 0 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 —,PWU ENGINEERING INC. Results -800 - -600 - -400 - - -200 - Z. o 200 18.50 ft 400 600 R1 R2 -1 6.36 k 6.36 k 800 Type: Reactions (k) Boise Glulam 24F-V4 - DL LL TL TL R1 1734 lb 4625 lb 6359 lb 6.36 k R2 6.36 k 2 17341b 4625 6359 _ Size: 8000 (1) 8%"x131/2" GL I 6000 4000 -� A 118.13 in2 a 2000 - - S 265.78 in3 'a 0 I r I I I I , I 1794.02 in4 .c -2000 F,; 265 psi -4000 ` - Fb' 2277 psi -6000 E' x 106 1.80 -8000 VAllowable 20.87 k 40000 MAllowable 50.43 k-ft Design values are based off BOISE GLULAM Specifier Guide, : 30000 published by Boise Cascade EWP dated 02/28/13. c 20000 m Shear Moment � w000 VMAX 6.36 k MMAX 29.41 k-ft , V Allowable Allowable 20.87 k M 50.43 k-ft o Ratio 0.30 Ratio 0.58 0.00 , 1 - , ■ ■ OK OK c -0.20 Deflection o TL LL d 0.40 Actual 0.56 in 0.41 in o Criteria 0.93 in 0.46 in Ratio 0.61 0.88 -0.60 - OK OK PWU Engineenng Inc.©2013,Software v1.02,3/06/14 Beam #4 -PWU ENGINEERING INC. Loads and criteria Total Span: 6.50 ft = 78 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.20 1 -218 plf -580 plf -798 plf 0.00 ft 4.00 ft 4.00 ft 2 -165 plf -440 plf -605 plf 4.00 ft 6.50 ft 2.50 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.33 in 5 0 plf 0.00 ft LL L/480 0.16 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 0 plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -1000 -800 -600 - -400 - -200 - a a 0 -° 200 - 6.50 ft 400 600 - R2 800 R1 2.20k - 2.50 k 1000 PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #4 —,PWU ENGINEERING INC. Results -1000 - -800 -600 - • -400 - Es- -200 - a A . 200 6.50 ft 400 600 R2 - 800 -r R1 2.20 k 1000 —2.50 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 682 lb 1818 lb 2499 lb 2.50 k R2 601 lb 1602 lb 2203 lb 2.20 k Size: 3000 (1) 4x10 DF#2 l 2000 - A 32.38 in' a-, 1000 -\ S 49.91 in3 • o 1 I I I I I I ■ d 230.84 in4 n -1000 F„' 180 psi -2000 Fb' 1080 psi E.x 106 1.60 3000 VAllowable 3.89 k 5000 MAllowable 4.49 k-ft 4000 Design values are based off NDS 2005 Edition,published by American a Wood Council. 3000 E• 2000 Shear Moment °• 1000 - Allowable Allowable . VMAx 2.50 k MMAx 3.92 k-ft , V 3.89 k M 4.49 k-ft o r ' Ratio 0.64 Ratio 0.87 0.00 OK OK _ -0.02 , A c Deflection o -o.oa TL LL -0.06 1111111 A= Actual 0.08 in 0.06 in o -0.08 Criteria 0.33 in 0.16 in Ratio 0.25 _ 0.36 -0.10 - OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #5 -PWU ENGINEERING INC. Loads and criteria Total Span: 5.50 ft I = 66 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF _ 1.40 1 -165 plf -440 plf -605 plf 0.00 ft 5.50 ft 5.50 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.28 in 5 0 plf 0.00 ft LL L/480 0.14 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 0 plf 0.00 ft 3 O plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -800 -600 -400 - w -200 - a 0 0 5.50 ft 200 400 600 -- R1 R2 - 1.66 k 1.66 k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #5 PWU ENGINEERING INC. Results -800 - -600 -400 - - -200 - Z. A 200 5.50 ft 400 600 — R1 R2 - 800 1.66 k 1.66 k Type: Reactions (k) • DL LL TL TL Douglas Fir-Larch #2 R1 454 lb 1210 lb 1664 lb 1.66 k R2 454 lb 1210 lb 1664 lb 1.66 k Size: 2000 (1) 4x8 DF#2 I 1000 - A 25.38 in' S 30.66 in3 o , d I 111.15 in4 F„' 180 psi -1000 Fb' 1260 psi E'x 106 1.60 2000 VAllowable 3.05 k 2500 MAllowable 3.22 k-ft 2000 Design values are based off NDS 2005 Edition,published by American a Wood Council. 1500 e. 1000 _ _ E Shear Moment 2 500 ,Ir 111 , VMAX 1.66 k MMAx 2.29 k-ft V 3.05 k !knowable 3.22 k-ft 0 Allowable Ratio 0.55 Ratio 0.71 0.00 OK OK , c 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<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -60 plf -160 plf -220 plf 0.00 ft 3.50 ft 3.50 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.18 in 5 0 plf 0.00 ft LL L/480 0.09 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft • 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -250 -200 - -150 - -100 - -50 - o. m 0 • % 50 3.50 ft 100 150 R1 R2 200 0.39 k 0.39k- 250 PWU Engineenng Inc.©2013,Software v1.02,3/06/14 Beam #6 —,PWU ENGINEERING INC. Results - -250 -200 - -150 - . -100 - Z. -50 - 3 50 3.50 ft 100 150 R1 R2 200 — 0.39k 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 in2 2 200 - S 43.89 in' A 0 - a) - I 290.78 in4 n -200 _ F,; 180 psi -400 Ft; 810 psi E.x 106 1.60 -600 VAllowable 2.39 k 400 MAllowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American ,fl 300 Wood Council. 200 m ------- N\ Shear Moment ° ioo VMAX 0.39 k MMAX 0.34 k-ft r V 2.39 k M 2.96 k-ft 0 Allowable Allowable Ratio 0.16 Ratio 0.11 0.00 , OK OK ' A o.00 ,mIL L.:. All Deflection `o_ o.00 TL LL d 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? 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 _ -60 plf -160 plf -220 plf 0.00 ft 7.00 ft 7.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.35 in 5 0 plf 0.00 ft LL L/480 0.18 in Triangular Loads Max Load_ _ Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 _ O plf 0.00 ft 3 _ 0 plf : 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -250 -200 - -150 - -100 - w -50 - 0. 0 50 7.00 ft 100 150 R1 R2 200 0.77 k 0.77 k 250 PNN Engineering Inc.©2013,Software v1.02,3/06/14 :, Beam #7 ----- PWU ENGINEERING INC. Results _ -250 - -200 - -150 - -100 - w -50 - Z. . -0 o\ J 50 - 7.00 ft 100 150 — - R1 R2 200 —0.77 k 0.77 k 250 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 210 lb 560 lb 770 lb 0.77 k R2 210 lb 560 lb 770 lb 0.77 k Size: 1000 (1) 4x8 DF#2 I 500 -\ A 25.38 in2 a - S 30.66 in3 o , - CD - I 111.15 in4 N F,; 180 psi -500 Ft; 1260 psi E x 106 1.60 1000 VAllowable 3.05 k 1500 - MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American '� 1000 Wood Council. d 0 500 Shear Moment 0 VMAX 0.77 k MMAX 1.35 k-ft VAllowable 3.05 k MAllowable k-ft o owable Allowable Ratio 0.25 Ratio 0.42 0.00 OK OK S -0.02 , , Deflection `s -0.04 TL LL 5 Actual 0.07 in 0.05 in o -0.06 Criteria 0.35 in 0.18 in Ratio 0.19 0.28 -0.08 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 D Beam #8 EPWU ENGINEERING INC. Loads and criteria Total Span: 4.00 ft I =48 in Fully Braced? Yes Point Loads Load Location_ Pressure Treated? Yes # r. 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 1 CD 1.00 # DL LL TL Start End Total CF 1.40 1 -60 plf -100 plf -160 plf 0.00 ft 4.00 ft 4.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.20 in 1 5 0 Of 0.00 ft LL L/480 0.10 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 -200 -150 - -100 - w -50 - a D 0 0 50 4.00 ft 100 - 150 — R1 R2 - _ 0.32 k 0.32 k 200 PWU Engineering Inc.02013,Software v1.02,3/06/14 'V Beam #8 —K\ PWU ENGINEERING INC. Results _ -200 -150 - -100 - w -50 - a. T o 50 4.00 ft 100 150 1 R1 R2 0.32 k 0.32 k 200 Type: Reactions (k) Hem-Fir#2 - DL LL TL TL R1 120 lb 200 lb 320 lb 0.32 k R2 120 lb 200 lb 320 lb _ 0.32 k Size: 400 (1) 4x8 HF#2 I 200 - A 25.38 in2 . - S 30.66 in' A o , f d 111.15 in4 u F,; 120 psi -200 Fb' 952 psi E'x 106 _ 1.04 -400 VAllowable 2.03 k 400 MAllowable 2.43 k-ft Design values are based off NDS 2005 Edition,published by American .0 300 Wood Council. = -....- N\\. c 200 m Shear Moment ° 'too VMAX 0.32 k MMAX 0.32 k-ft , V 2.03 k M 2.43 k-ft 0 All Allowable Ratio 0.16 Ratio 0.13 0.00 OK OK 0.00 , A S All D &hil . eflection c 0.00 TL LL d -0.01 Actual 0.01 in _ 0.00 in o -0.01 Criteria 0.20 in 0.10 in Ratio 0.04 0.05 -0.01 - OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 `r HDR @ Garage PWU ENGINEERING INC. Loads and criteria Total Span: 16.00 ft 1 = 192 in Fully Braced? No Unbraced Length: 16.00 ft I Point Loads Load Location Pressure Treated? Yes # DL s 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 1 CD 1.00 # DL LL TL Start End Total CV 1.00 1 -110 plf -50 plf -160 plf 0.00 ft 16.00 ft 16.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.80 in 5 0 plf 0.00 ft LL L1480 1 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 O plf 0.00 ft 5 O plf 0.00 ft -200 -150 - -100 - w -50 - O. o 0 50 16.00 ft 100 150 T R1 R2 - 200 1.28 k 1.28 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Garage EPWU ENGINEERING INC. Results - -200 - -150 - ' -100 - t, -50 - a I o 50 16.00 ft 100 150 — R1 R2 200 -t- 1.28 k 1.28 k Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 880 lb 400 lb 1280 lb 1.28 k R2 880 lb 400 lb 1280 lb _ 1.28 k Size: 1500 (1) 3'/2"x10'/2' GL loon A 36.75 in' 7 500 - - S 64.31 in' A 0 1111 I I _ . a, . 337.64 in4 v, -500 F,; 212 psi -1000 Fb' 1589 psi -1500 E'x106 1.44 VAllowable 5.19 k• 6000 MAllowable 8.52 k-ft 5000 Design values are based off BOISE GLULAM Specifier Guide, a 4066 published by Boise Cascade EWP dated 02/28/13. d 3000 w IMIIII Shear Moment o 2000• 1000 - VMAX 1.28 k MMAX 5.12 k-ft , , VAllowable 5.19 k MAllowable 8.52 k-ft 0 Ratio 0.25 Ratio 0.60 0.00 OK OK .• -0.20 Deflection `o TL LL e• -0.40 Actual 0.49 in 0.15 in o Criteria 0.80 in 0.40 in Ratio 0.61 0.38 -0.60 - OK OK - PWU Engineering Inc.®2013,Software v1.02,3/06/14 HDR @ Nook ---OPWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft I = 60 in Fully Braced? Yes Point Loads Load Location Pressure Treated? Yes # 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 s 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.20 1 -374 plf -530 plf -904 plf 0.00 ft 5.00 ft 5.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in • Triangular Loads Max Load Extent ,\ # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft • 3 _ 0 plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -1000 -800 - -600 - -400 - w -200 - a 0 200 5.00 ft 400 600 - 800 — R1 R2 1000 -I- 2.26 k 2.26 k - PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Nook PWU ENGINEERING INC. . Results . -1000 - -800 - -600 - -400 - w -200 - a CO d 0A . 200 5.00 ft 400 600 800 — R1 R2 1000 — 2.26k 2.26k– Type: Reactions (k) DL LL TL TL Hem-Fir#2 R1 934 lb 1325 lb 2259 lb 2.26 k R2 934 lb 1325 lb 2259 lb _ 2.26 k Size: 3000 (1) 4x10 HF#2 2000 -� A 32.38 in2 a 1000 - - S 49.91 in3 „ o _ d 230.84 in4 co -1000 F,' 120 psi -2000 Ft; 816 psi E' x 106 1.04 3000 VAllowable 2.59 k 3000 MAllowable 3.39 k-ft 2500 ' Design values are based off NDS 2005 Edition,published by Amencan 2000 Wood Council. c 1500 Shear Moment o 1000 r VmAx 2.26 k MMAX 2.82 k-ft 500 I V All 2.59 k MAllowable 3.39 k-ft o owable Allowable Ratio 0.87 Ratio 0.83 0.00 , , , , OK _ OK -0.02 Deflection o TL LL d -0.04 Actual 0.05 in 0.03 in o Criteria 0.25 in 0.13 in Ratio 0.21 0.25 -0.06 OK OK - PWU Engineering Inc.®2013,Software v1.02,3/06/14 Beam #9 -- PWU ENGINEERING INC. Loads and criteria Total Span: 6.00 ft I = 72 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T s 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.20 1 -291 plf -520 plf -811 plf 0.00 ft 6.00 ft 6.00 ft 2 Oplf 0.00ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.30 in 5 0 plf 0.00 ft LL U480 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 0 plf 0.00 ft 5 O plf 0.00 ft -1000 -800 1 -600 - -400 - 4--z. -200 - a ° 200 6.00 ft 400 600 R1 R2 800 -- 2.43 k 2.43 k 1000 PWU Engineering Inc©2013,Software v1.02,3/06/14 4L Beam #9 -----,PWU ENGINEERING INC. - Results -1000 - -800 - -. . _ ... . -600 - . . 400 -200 -- , , , ., . " .. ,,a , a 200 1 6.00 ft A 400 600 800 --,- R1 R2 -, 2.43 k 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 2000 A 32.38 in' a -woo - - S 49.91 in3 Ii o _ d 230.84 in4 -1000 _ F„' 180 psi -2000 � Fb' 1080 psi E x 106 1.60 -3000 VAllowable 3.89 k 4000 MAllowable 4.49 k-ft Design values are based off NDS 2005 Edition,published by Amencan 3000 e Wood Council. ' 2 EV . , ' . ' ' 'Hall 000 ippr d Shear - Moment -moo . , VMAX 2.43 k MMAX 3.65 k-ft V VAllowable 3.89 k M 4.49 k-ft owable _ Allowable Ratio _ 0.63 Ratio 0.81 0.00 OK OK _. -0.02 Deflection o -0.04 TL LL cu Actual 0.06 in 0.04 in , o -0.06 Criteria 0.30 in 0.15 in Ratio _ 0.21 _ 0.27 0.08 OK OK PWU Engineenng Inc.02013,Software v1.02,3/06/14 Beam #10 -- < PWU ENGINEERING INC. Loads and criteria Total Span: 4.50 ft = 54 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -210 lb -560 lb -770 lb 1.50 ft Repetitive Use?[ No 2 0 lb 3 0 lb Wet Service? No 1 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CF _ 1.20 1 -261 plf -440 plf -701 plf 0.00 ft 4.50 ft 4.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.23 in 5 0 plf 0.00 ft LL L/480 0.11 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -800 -600 - -400 - -0.77 k w -200 v 0 o 4.50 ft 200 400 R2 600 — R1 1.83 k 2.09 k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #10 ------ PWU ENGINEERING INC. Results _ -800 - -600 - -400 - -0.77 k w -200 - I a y 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 I 2000 A 32.38 in' a 1000 - - S 49.91 in' A o _ _ I 230.84 in4 y -1000 F,; 180 psi -2000 Ft,' 1080 psi E x 106 1.60 -3000 VAllowable 3.89 k 3000 MAllowable 4.49 k-ft _ 2500 Design values are based off NDS 2005 Edition,published by American •� 2000 Wood Council. c ElEr ill= 1500 Shear Moment 0 1000 m 500 r _ VMAX 2.09 k MMAX 2.40 k-ft V 3.89 k M 4.49 k-ft o ' Allowable Allowable Ratio 0.54 Ratio 0.53 0.00 OK OK -0.01 , A L Al Deflection `0 -0.01 TL LL -0.02 III. /III Actual 0.02 in 0.02 in o -0.02 Ilkt . AIM Criteria 0.23 in 0.11 in Ratio 0.10 0.14 -0.03 OK OK - PWU Engineenng Inc.02013,Software v1.02,3/06/14 Beam #11 —.PWU ENGINEERING INC. Loads and criteria Total Span: 6.00 ft I = 72 in 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 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.30 in 5 0 plf 0.00 ft LL L/480 1 0.15 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 0 plf 0.00 ft 5 0 plf 0.00 ft -500 -400 -300 - -200 -0.77 k -100 - W a ° 100 . 6.00 ft 200 - R2 300 1.32 k- R1 400 1.84 k 500 PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #11 —.PWU ENGINEERING INC. Results -500 - -400 -300 - . 200 -0.77 k w -100 - I a y/ . 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 I 1500 ..-------------. A 32.38 in2 1000 - S 49.91 in' = 500 \\ - o . I 230.84 in4 U) F„' 180 psi -500 Fb' 1080 psi 1 000 E'x 106 1.60 -1500 VAllowable 3.89 k 2500 MAllowable 4.49 k-ft 2000 Design values are based off NDS 2005 Edition,published by American a Wood Council. 1500 c £ 1000 , 1111 Shear Moment E 500 , , VMAX 1.84 k MMAX 2.20 k-ft VAllowable 3.89 k M ll 4.49 k-ft owable 'knowable Ratio 0.47 Ratio 0.49 0.00 , OK OK _ -0.01 , , Deflection c -0.02 AM TL LL -0.03 Actual 0.04 in 0.02 in o -0.04 Criteria 0.30 in 0.15 in Ratio 0.13 0.15 -0.05 - OK OK - . PWU Engineering Inc.02013,Software v1.02,3/06/14