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Specifications (78) 5-ri0 LS -00 z 6Z 1 <56 6 7111` Ue. 0, e5i D • PWU ENGINEERING INC. Email: pwuengineerinq(a�comcast.net 412015 Ph: (503) 810-8309X31 0;14 y It j APD isJfi 4)474T,e,, ;y,.o Structural Calculations: ' j viA ON Job # LEN15432 Date: 12/14/15 Project: Larwood A Master Reuse Garage Right Lot 25, Oak Crest, Tigard, OR Lennar Homes �� opess ` N9421 EFTA 2 :' !? c' PH/IIP U 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. �PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for the Larwood 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=28.0' approximately. �r I -Mir 1111160. C MFRS Direction Dtion End Zones 410' W. 114111 Direction 2a End Zones Note:End zone may occur at any corner of the building. a= .10*40' = 4' or for h =28' a= .4(h) = .4(25') = 11.2' a=4' controls a must be larger than .04(40') = 1.6' and 3' Therefore: 2a=8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: 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 cc„pWU ENGINEERING INC. Project Larwood A `v Direction Front to Back 3s Gust Roof Least Speed Exp. Angle L (ft) hAVG(ft) 105mph B 26.6 1.00 40.0 28.0 Ilk" 6:12 RS c a = 4.0 ft 'redion EodZonee A 21.3psf ora= 11.2ft B 6.8 psf Check 10psf min and a> 1.6 ft / o C 15.8 psf load across all and a> 3.0 ft zap D 6.0 psf zones. a dZores 2a 8.0 ft Note Eod-r,e oe 00 urea r oo nar or me WR L(ft) 8.0 24.0 8.0 hA(ft) 8.0 4.0 hB(ft) 5.0 9.0 he(ft) 8.0 ho (ft) 5.0 W(plf) 0.0 204.0 156.5 146.0 0.0 0.0 0.0 0.0 0.0 0.0 300.0 - WR AVG 163.9 plf 200 0 10psf min load: 130.0 plf 100 0 Governing value: 163.9 plf 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 W2 AVG 180.1 plf 200.0 10psf min load: 100.0 plf 100.0 Governing value: 180.1 plf 0.0 Wi L(ft) hA(ft) hB(ft) he(ft) ho(ft) W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - Wi AVG #DIV/0! 10psf min load: #DIV/0! 0.5 Governing value: #DIV/0! 0.0 0 ur.'■nniamu I.11:t1■nlr■11rrmIgEI■111■ImUr■Il:.-'l1.11111o1urm1gnisitIr1em1tf1m11tIr/11111na11n1 inclim1111;a/INIVillnulutmirni iiiilim•—•uqunmulilli/1iiliciruviiii 11111nigile 11111111iH11iUU11161IIIIII111I111i11111i11'- 1 nii•Iii1111111111iI1111i':!!1111111i11111ih1111 1ii111CIin11111t1111mI1;i1i1111 111ii,V ,.li111\,, "IIIIiiIlllliii iiii1111i11U1111N111R1i 111111UC11111/'L'1111/1G1 �7r/'" ii111111d19Q61.. ..leme r itituiroci ntimiiIIiii 111111111►1i1l11111:11/Iilli .A1.' ilio. ;i11ii1111111i11111111i1fi1 IlnNinuCln11':1!lulilu• 1 �1�111111y11111/III�,. �il�mnminulnllnin;il�._,_..._._ n1il►minlc 1 ORCIVIA 4111111i1E. 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Project Larwood A Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAvG(ft) 105mph B 26.6 1.00 40.0 28.0 Illtr 6:12 -•..,„, D ,` QRS Direction End Zones a= 4.Ofta� A 21.3 psf ora= 11.2 ft B 6.8 psf Check 10psf min and a> 1.6 ft / ]. C 15.8 psf load across all and a> 3.0 ft 2a End Zones D 6.0 psf zones. Note:End9. zone nay occur at any corner of tin 2a 8.0 ft hu�dn WR L(ft) 8.0 23.0 8.0 hA(ft) 4.0 8.5 hg(ft) 8.0 he(ft) 8.5 hp(ft) 3.5 W(plf) 0.0 0.0 0.0 139.2 155.5 180.7 0.0 0.0 0.0 0.0 200.0 - WR AVG 157.3 plf 10psf min load: 112.8 plf 100.0 Governing value: 157.3 plf o.o W2 L(ft) 8.0 2.5 8.0 23.0 8.0 hA(ft) 4.5 5.5 10.0 hB(ft) 5.0 5.0 hc(ft) 4.5 1.5 10.0 hp(ft) W(plf) 0.0 129.5 105.1 140.7 158.4 212.6 0.0 0.0 0.0 0.0 300.0 W2 AVG 156.9 plf 200.0 10psf min load: 94.1 plf 100.0 W r y Governing value: 156.9 plf o.o - ` Wi L(ft) hA(ft) hB(ft) hc(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 ilii ilii iill%iliniiiiii iliiIii11i11iii1111iii1i i ifiCi '' IIIA11:111111is1s111C!1111111111/11fl111 1111s1111111�'- 01111110111110111111111111111L'1��301 iiUl11iP" 1101111111101111111,111111110111111111110.1.12101` MIIIII\11111IIIV 1111.11111111111111 illii 1,' !11111 ►11111111:111111.11111111111111110' IME1111I11I le'. 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I I REAR ELEVATION V4'• 7t111lIIlIIIIlii1111ii111i1Ulliiir%IiIIUIIUIiIiilliIIiiIO "III I NII II I' I II III1111111111111111111111111111111/I I�� Vw11111111111111111/I11111IIIIMI111111inn •Vn �1i\t1111111111111111111nor fl111111111111 _'11111111111/1111111111111111111111111111111 "11111111111111111/1/111/1111111111111111111 " 4111111111111111111111111I111111111H .7111111 111111111111111111111111 `1111111111111111111111111111111 S11111111111111111111111 . -111111I11111111I11111 •.lmill Milli' TOP MIEN 311CiwI111i i — — — — — — � ia 111111M11/111111111111111111 ° 11111UsI11/11iI111111111111 1111111111111111111111111111111..., 1111111 1111111111111/1111111111111 — — -- -- �I1111�11/111111I111111111111I1111 —,,,�,.aR \�I1om�IiIIW/ —� in JIt te- 11711.4=:mss 14LO. I LEFT SIDE ELEVATION Seismic & Governing Values ` PWU ENGINEERING INC. Project Larwood A `v Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC Design V= [1.2 Sps/(R x 1.4)]W Category R Sips D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load: 6psf ( V= 0.100*WI Exterior Wall Dead Load: 12psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 39 ft] = 89.9 plf < 163.9 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 42 ft] + 89.9 plf = 203.5 plf < 344.0 plf Wind Governs W1 _ [0.100 * (15+5+3+4) * + 203.5 plf= 203.5 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 < 157.3 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 40 ft] + 92.2 plf = 200.4 plf < 314.3 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 `c„pWU ENGINEERING INC. Project Larwood A `v High Roof Diaphragm -Upper Floor Walls Line A P = 3.28 k LTOTAL = 34.0 ft v = 3.28 k / 34.0 ft = 96 plf Type A Wall h = 8.0 ft LWORST = 13.5 ft MOT = 96 plf * 8.0 ft * 13.5 ft = 10.41 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (13.5ft)2 / 2 * 0.6 = 6.89 kft + (0lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 6.89 kft = 6.89 kft T = (10.41 kft - 6.89kft) / 13.5 ft = 0.26 k + 0.00 k = 0.26 k No hd req'd Line B P = 3.28 k LTOTAL = 30.5 ft v = 3.28 k / 30.5 ft = 107 plf Type A Wall h = 8.0 ft LWORST = 4.0 ft MOT = 107 plf * 8.0 ft * 4.0 ft = 3.44 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (4.0ft)2 / 2 * 0.6 = 0.60 kft + (0 lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 0.60 kft = 0.60kft T = (3.44kft - 0.60kft) / 4.0 ft = 0.71 k + 0.00 k = 0.71 k No hd req'd Line 1 P = 3.07 k LTOTAL = 18.0 ft v = 3.07 k / 18.0 ft = 170 plf Type A Wall h = 8.0 ft LWORST = 5.5 ft MOT = 170 plf * 8.0 ft * 5.5 ft = 7.50 kft MR = (15 psf * 15.0 ft + 12 psf * 8.0 ft) * (5.5ft)2 / 2 * 0.6 = 2.91 kft + (Olb * 0.0ft) + (500lb * 2.5ft) = 1.25 kft + 2.91 kft = 4.16 kft T = (7.50kft - 4.16kft) / 5.5 ft = 0.61 k + 0.00 k = 0.61 k No hd req'd Line 3 P = 3.07 k I I LTOTAL = 18.0 ft I v = 3.07 k / 18.0 ft = 170 plf Type A Wall See FTAO Calc No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P = 6.88 k LTOTAL = 41.0 ft v = 6.88 k / 41.0 ft = 168 plf Type A Wall h = 9.0 ft LWORST = 41.0 ft MOT = 168 plf * 9.0 ft * 41.0 ft = 61.92 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (41.0ft)2 / 2 * 0.6 = 69.59 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 69.59 kft = 69.59 kft T = (61.92kft - 69.59kft) / 41.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line B P = 6.88 k LTOTAL = 38.5 ft v = 6.88 k / 38.5 ft = 179 plf Type A Wall h = 9.0 ft LWORST = 16.0 ft MOT = 179 plf * 9.0 ft * 16.0 ft = 25.73 kft MR = (15 psf * 3.0 ft + 12 psf * 9.0 ft) * (16.0ft)2 / 2 * 0.6 = 11.75 kft + (Olb * 0.Oft) + (500lb * 13.0ft) = 6.50kft + 11.75kft = 18.25kft T = (25.73kft - 18.25kft) / 16.0 ft = 0.47 k + 0.00 k = 0.47 k No hd req'd Line 1 P = 4.44 k I LTOTAL = 16.5 ft I v = 4.44 k / 16.5 ft = 269 plf Type B Wall See FTAO Calc No hd req'd Line 2 P = 3.88 k LTOTAL = 19.5 ft v = 3.88 k / 19.5 ft = 199 plf Type A Wall h = 9.0 ft LwoRST = 19.5 ft MOT = 199 plf * 9.0 ft * 19.5 ft = 34.96 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (19.5ft)2 / 2 * 0.6 = 20.88 kft + (0lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 20.88 kft = 20.88 kft T = (34.96kft - 20.88kft) / 19.5 ft = 0.72 k + 0.00 k = 0.72 k No hd req'd Line 3 P = 5.58 k LTOTAL = 12.0 ft v = 5.58 k / 12.0 ft = 465 plf Type C Wall h = 9.0 ft LwoRST = 3.0 ft MOT = 465 plf * 9.0 ft * 3.0 ft = 12.55 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (3.0ft)2 / 2 * 0.6 = 0.37 kft + (0 lb * 0.0 ft) + (500 lb * 3.0 ft) = 1.50 kft + 0.37 kft = 1.87 kft T = (12.55kft - 1.87kft) / 3.0 ft = 3.56 k + 0.00 k = 3.56 k Use type 2 hd See FTAO Calc L Force Transfer Around Opening (FTAO) PwU ENGINEERING INC. Diekmann Technique @ Upper Floor Line 3 L� = 3.0ft Lo= 5.5 ft L2= 3.0 ft V= 1.02k vA= 52 plf vp= 129 plf vF= 52 plf hu = 1.0 ft F� = 0.35 k F2= 0.35 k vB= 170 plf vG = 170 plf h0= 2.5 ft F1 = 0.35k F2= 0.35 k ---> ---> h�= 4.5 ft vc = 52 plf vE= 129 plf vH = 52 plf H = 0.71k H = 0.71k H= ( 1.02k *8.0ft) / 11.5ft= 0.71 kl H:W Ratios 2.5 ft : 3.0 ft = 0.8 : 1 vh = 1.02 k/ 6.0 ft= 170 plf 2.5 ft : 3.0 ft = 0.8 : 1 vv= 0.71 k/ 5.5 ft= 129 plf Use: Type A Wall F= 129 plf* 5.50 ft= 0.71 k F1 = ( 0.71 k* 3.0 ft)/ 6.0 ft= 0.35 k F2 = ( 0.71 k* 3.O ft)/ 6.O ft= 0.35 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft+ 12psf* 8.Oft) * (11.5 ft)^2 *0.6/2 ] + ( 0.0 ft *5001b) = 5.00 kft T= 0.71 kft- ( 5.00kft / 11.5ft ) = 0.27k +0.00k= 0.27 kJ No HD req'd Force Transfer Around Opening (FTAO) --•PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 1 L� = 4.0 ft Lo= 5.0 ft L2 = 4.0 ft V= 2.15 k vA= 36 plf vu= 372 plf vF= 36 plf hu = 1.0 ft 4- F1 = 0.93 k F2= 0.93 k vB= 269 plf vG= 269 plf ho= 5.0 ft Fi = 0.93 k F2 = 0.93 k ---> - h�= 3.0 ft vc= 36 plf vE= 372 plf vH = 36 plf H = 1.49k H = 1.49k H= (2.15k * 9.Oft) / 13.0 ft = 1.49 kl H:W Ratios 5.0 ft : 4.0 ft = 1.3 : 1 vh = 2.15k/ 8.0 ft= 269 plf 5.0 ft : 4.0 ft = 1.3 : 1 vv= 1.49 k/ 4.0 ft= 372 plf Use: Type B Wall F = 372 plf* 5.00 ft= 1.86 k F1 = ( 1.86k* 4.0ft)/ 8.0 ft= 0.93 k F2= ( 1.86 k* 4.O ft)/ 8.0 ft= 0.93 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 8ft+ 12psf* 9.Oft) * (13.0 ft)^2 * 0.6/2] + (0.0ft *5001b) = 11.56 kft T= 1.49 kft- ( 11.56kft / 13.0ft) = 0.60 k +O.00k= 0.60 k) No HD req'd Force Transfer Around Opening (FTAO) ---<4PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 3 Li = 3.0 ft Lo= 5.0 ft L2 = 3.0 ft V= 2.79 k vA= -11 plf vp= 571 plf vF = -11 plf ho = 1.0 ft F1 = 1.43k F2 = 1.43k vB= 465 plf vG= 465 plf ha = 5.0 ft F1 = 1.43k F2 = 1.43k h� = 3.0 ft vc= -11 plf YE= 571 plf vH = -11 plf 1' H = 2.28k H = 2.28k H= (2.79k *9.0ft) / 11.0ft= 2.28 kI H:W Ratios 5.Oft : 3.0ft = 1.7 : 1 vh = 2.79 k/ 6.0 ft= 465 plf 5.0 ft : 3.0 ft = 1.7 : 1 vv= 2.28 k/ 4.0 ft= 571 plf Use: Type C Wall F = 571 plf* 5.00 ft= 2.85 k F1 = (2.85k* 3.0 ft)/ 6.0 ft= 1.43 k F2 = (2.85 k* 3.O ft)/ 6.O ft= 1.43 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2 ft+ 12psf* 9.O ft) * (11.0 ft)^2 *0.6/2 ] + (0.0ft *5001b) = 5.01 kft T= 2.28 kft- (5.01 kft / 11.0 ft) = 1.83 k +0.00k= 1.83 kl Use: Type 2 HD O e ADL e A A �� q e0PTILNAL DATfNROd1 LAYOUT L � I -4. 7 IP-3'I RITIRH WALL ELM/ a ENTIRE WALL EL.EV TO BE 6I-EATI-ED TO DE 6+EAT4�ED UAE 0677 COIL 6TRAP L U6E 0677 STRAP (2)SAYS PER DET 101697 L--F �� 10/892 FOR FTAO hEtFIC UPPER FLOOR LATERAL PLAN 1 RJTIIE:WALL ELEv TO OE SHEATHED USE cea2COIL STRAP 0 (2)OATSAT$PER DET 10457 g FOR PTA°METHOD g ELI Fel v,,,,:r A A Cc. JA A eA A I=. �� . . . . . . . . . I- r�, 11 nom I iI A IEs a a i'_ r _A 3c Tom( i.E AA _;. nap IST191 WALL tr SO MALL ,'-)0. z'-1D DEELEEN TOP OF STEM I0.-8' WALL AND BOTTOM OP HEADER E T-O'MAX EMIRS WALL D.EV PER DETAIL IUSS! TO OE SFEATFED USE CS22 COIL STRAP (2)DATE PER DET ID/662 POR MAD MEROD MAIN FLOOR LATERAL PLAN 5'-9•-e 0,— © e e ° -e {I T A A G kc9� LaTOut I Aek Z? 4 i 07:1 1 e 4.,i 11 r c I II n'-3• n' To GE e E I s A ATO GE CME, up ueE cCOIL sirup I a USE 0627 COIL enwr (2)EATS PER PET 10/632 i nn Bare PER DET 10242 POR Pix,raT OO— POR FT AO PET10D UPPER FLOOR LATERAL PLAN M•'•P-a A ENTIRE IUALLerxELEv TO IEE SHEATHED WE COO COIL sneer (2)BATS PER DET 10/612 0.4' rope Pue rerri4co 41.16L 0 is.. IIPI Ellpria ME AM. =WEI ei71 %rrj, • Ilirr -Vg.3' r77. - /..-- [ .1...,_,J . . . . . . . . . • 1 49 wil I] ,r1`,kil -1M-1 I.1 im 1 Ali 1 ak • • i•I. -u - ' 1 r... fi II 3)' 1 1 1,..e1 ,1/4•01 r, , • Ia • 3,-0.1. 3,-0.1. . r• Am 76 , a, •— I I POUR STEM WALL UP So WALL HEIGHT 10.-8, CRUM TOT OP 811E4 WALL A BOTTOM OP Immo WALL EL ', MADER 16 T-Co MAX TO ISE SHEATHED PER DETAIL IV691 2 USE C622 COIL 671,Ap (2)DAYS MR DST 10/562 POR PTA()METHOD MAIN FLOOR LATERAL PLAN ;...1.4:, 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 S=2550, S=2550, SSTB16 SSTB20L w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB%X24 w=6675 w-66705 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB%X24 w-66705 w=6675 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 S=6395, S=7315, w=7615 w=8710 8 HDU11-SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10"min embed into 32" min embed into 32"min 9 HHDQ14-SDS2.5 (1)6x 14445 10350 width footing. If at width footing. If at retaining wall lap retaining wall lap anchor with 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 S C H E D U L E (a-rnONLY 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 B16" OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 18"o/c(m) 16d @ 22"o/c A35 @ 10"o/c 395 553 C16"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 6"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 s" 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 F16" 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 G16"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 @ 12"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 4"plate washers req'd at all shear wall A.B. in seismic zone D, E, F. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F, m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. JPWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net LA,rt.. (1 A- R sL2 lRsL2 2S p4 PDL' IS psP 611 1*.) 1 -= 33' ‘,.r. 710p1P Rs1 12.21 k HDR @ Master pWU ENGINEERING INC. Loads and criteria Total Span:I 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 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 -270 plf -450 plf -720 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 Oplf 0.00ft 2 O 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 - 4- -200 0 .` 0 200 -- 5.00 ft 400 600 -I R1 R2 800 - 1.80 k 1.80 k J PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Master >PWU ENGINEERING INC. Results -800 -600 -400 ; � -200 a 0 A o 5.00 ft -' 200 400 600 — R1 R2 800 — 1.80 k 1.80 k - Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 675 lb 1125 lb 1800 lb 1.80 k R2 675 Ib 1125 Ib 1800 Ib 1.80 k Size: 2000 (1) 4x8 DF#2 -moo - I:; 25.38 int cn 1260 psi -2000 E'x 106 1.60 VAllowable 3.05 k 2500 miimpipmiquillill MAllowable 3.22 k-ft 2000 iimpirr- Design values are based off NDS 2005 Edition,published by American a Wood Council. g 1500 c £ 1000 Fr Shear Moment 0 11 500 VMAX 1.80 k MMAx 2.25 k-ft IF VAllowable MAllowable 3.05 k 3.22 k-ft 0 Ratio 0.59 Ratio 0.70 0.00 1 1 1 1 OK OK _ -0.02 Deflection g TL LL -0.04 N.,........... Actual 0.06 in 0.04 in o Criteria 0.25 in 0.13 in Ratio 0.23 0.28 -0.06 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ GT ------ PWU ENGINEERING INC. Loads and criteria Total Span:l 2.00 ft = 24 in I Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -4579 lb -7631 lb -12210 lb 0.50 ft Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CV 1.00 1 -255 plf -463 plf -718 plf 0.00 ft 2.00 ft 2.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.10 in 5 0 plf 0.00 ft LL L/480 0.05 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 -800 . — --- -12.21 k - ____ -600 - -400 - v- -200 - a m 0 .` a 200 - _.. 2.00 ft R2 3.77 k 400 -- R1 600 -9.88 k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ GT PWU ENGINEERING INC. Results -800 -12.21 k -600 -400 � -200 0 -1 . ' i ' ' ' ' ' ' ' CO 2.00 ft R2 2003.77 k 400 — R1 600 — 9.88 k 800 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 3689 lb 6186 lb 9875 lb 9.88 k R2 1400 lb 2370 lb 3770 lb 3.77 k Size: 15000 (1) 5'/2'x10'/2' GL 10000 A 57.75 in2 a S 101.06 in3 c% 5000 - d I 530.58 in4 u F,; 265 psi 0 ' Fb' 2400 psi —, -5000 E.x 106 1.80 VAllowable 10.20 k 6000 MAllowable 20.21 k-ft 5000 Design values are based off BOISE GLULAM Specifier Guide, 9 4000 published by Boise Cascade EWP dated 02/28/13. $ � 3000 Er --miumnim 02000 -um Shear Moment 5 VMAX 9.88 k MMAX 4.85 k-ft loon , VAllowable Allowable 10.20 k M 20.21 k-ft o Ratio 0.97 Ratio 0.24 0.00 OK OK _ 0.00 a''' A 1 Deflection o ..-...- 116\ Adll TL LL 0.00 Actual 0.00 in 0.00 in o Criteria 0.10 in 0.05 in Ratio 0.03 0.04 0.00 OK OK PVVU Engineering Inc.02013,Software v1.02,3/06/14 Beam #1 PWU ENGINEERING INC. Loads and criteria Total Span:I 13.00 ft = 156 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 -135 plf -225 plf -360 plf 0.00 ft 13.00 ft 13.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.65 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 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 - — -100 - Tis na 0 100 — 13.00 ft 200 300 R1 R2 2.34 k 2.34 k 400 PVVU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #1 II , PWU ENGINEERING INC. Results -400 -300 -200 -z -100 n a o A o 13.00 ft 100 200 300 -r R1 R2 2.34k 2.34 k 400 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 878 lb 1463 lb 2340 lb 2.34 k R2 878 lb 1463 lb 2340 lb 2.34 k Size: 3000 (3) 2x14 DF#2 2000 '''''-\ A 59.63 int i -moo - S 131.67 in3 o I 872.33 i -2 000 F 54040 psi -2000 Fb' 2430 psi 3000 E'x 106 1.60 VAllowable 7.16 k 8000 MAllowable 8.89 k-ft Design values are based off NDS 2005 Edition,published by American ,Q 6000 Wood Council. V NM � 4000 NEShear Moment ° 2000 VMAx 2.34 k MMAx 7.61 k-ft VAllowableMAllowable 7.16 k 8.89 k-ft 0 Ratio 0.33 Ratio 0.86 0.00 OK OK S. -0.05 Deflection -0.10 TL LL 0 Actual 0.17 in 0.10 in o -0.15 Criteria 0.65 in 0.33 in Ratio 0.26 0.32 -0.20 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #2 WU ENGINEERING INC. Loads and criteria Total Span:l 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 0.90 1 -30 plf -50 plf -80 plf 0.00 ft 7.00 ft 7.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.35 in 5 0 plf 0.00 ft LL L/480 0.18 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft 400 _ 80 -60 - -40 -20 a 0 , m 20 7.00 ft 40 - 60 — R1 R2 g0 _0.28k 0.28k_ 100 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #2 •PWU ENGINEERING INC. Results -100 -80 -60 -40 - µ -20 - a a 0 CO 2 20 7.00 ft 40 60 — R1 R2 80 —0.28k 0.28k -• 100 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 105 lb 175 lb 280 lb 0.28 k R2 105 lb 175 lb 280 lb 0.28 k Size: 400 (1) 2x14 DF#2 300 200 - \ A 19.88 in' loo - S 43.89 in3 liio , I 290.78 in4 n -100 F,; 180 psi -200 Ft; 810 psi -300 -400 E.x 106 1.60 VAllowable 2.39 k 600 MAllowable 2.96 k-ft _ 500 Design values are based off NDS 2005 Edition,published by American Q 400 Wood Council. 4 c 300 I200 Shear Moment m VmAx 0.28 k MMAx 0.49 k-ft goo VAllowable Allowable 2.39 k M 2.96 k-ft Ratio 0.12 Ratio 0.17 0.00 OK OK 0.00 c Deflection o 0.00 TL LL d -0.01 Actual 0.01 in 0.01 in o -0.01 Criteria 0.35 in 0.18 in Ratio 0.03 0.03 -0.01 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #3 •PWU ENGINEERING INC. Loads and criteria Total Span:I 21.50 ft = 258 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 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 0.98 1 -171 plf -140 plf -311 plf 0.00 ft 21.50 ft 21.50 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 1.08 in 5 0 plf 0.00 ft LL L/480 0.54 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 0 plf 0.00 ft 5 O plf 0.00 ft -400 - -300 -200 .. -100 - a. ro a 100 21.50 ft 200 300 - R1 R2 _ 400 3.34 k 3.34 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #3 --- , PWU ENGINEERING INC. Results -400 -300 -200 — -100 D. a 0 a 0 100 21.50 ft 200 300 — R1 R2 400 -- 3.34 k 3.34 k Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 1838 lb 1505 lb 3343 lb 3.34 k R2 1838 lb 1505 lb 3343 lb 3.34 k Size: 4000 (1) 5'/2'x13'/2' GL 2000 - A 74.25 in2 9 S 167.06 in3 0 d 1127.67 in4 u F„' 265 psi -2000 \ Fb' 2350 psi \ -4000 E'x 106 1.80 VAllowable 13.12 k 20000 MAllowable 32.71 k-ft Design values are based off BOISE GLULAM Specifier Guide, ,p 15000 published by Boise Cascade EVVP dated 02/28/13. 4 — ' llIl c 100001111 Shear Moment EI 5000 VMAx 3.34 k MmAx 17.97 k-ft VAllowable Allowable 13.12 k M 32.71 k-ft 0 Ratio 0.25 Ratio 0.55 0.00 OK OK -0.20 Deflection s -0.40 TL LL 0 Actual 0.74 in 0.33 in o -0.60 Criteria 1.08 in 0.54 in Ratio 0.69 0.62 -o.s0 OK OK PVVU Engineering Inc.02013,Software v1.02,3/06/14 Beam #4 •PWU ENGINEERING INC. Loads and criteria Total Span:l 6.00 ft = 72 in Fully Braced? Yes Point Loads Load Location Pressure Treated? Yes # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.40 1 -60 plf -100 plf -160 plf 0.00 ft 6.00 ft 6.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.30 in 5 0 plf 0.00 ft LL L/480 0.15 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -200 �. -150 - -100 - -50 0 11/4 a0 50 — 6.00 ft 100 150 -- R1 R2 0.48 k 200 0.48 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #4 ��PWU ENGINEERING INC. Results -200 -150 -1 -100 - , -50 a a o A A o 6.00 ft 50 100 150 R1 R2 0.48 k 0.48 k 200 Type: Reactions (k) DL LL TL TL Hem-Fir#2 R1 180 lb 300 lb 480 lb 0.48 k R2 180 lb 300 lb 480 lb 0.48 k Size: 600 (1) 4x8 HF#2 400 A 25.38 in2 a 200 - S 30.66 in' o 111.15 in4 u, -200 F 120 psi -400 Fb' 952 psi -600 E'x106 1.04 VAllowable 2.03 k 800 MAllowable 2.43 k-ft Design values are based off NDS 2005 Edition,published by American 9 600 Wood Council. v c 400 m Shear Moment E1 200 VMAX 0.48 k MMAX 0.72 k-ft VAllowable Allowable 2.03 k M 2.43 k-ft o milippirr Ratio 0.24 Ratio 0.30 0.00 OK OK o.oi Deflection o -a.o2Ali TL LL -0.03 o Actual 0.04 in 0.03 in o -0.04 . 41111.1 Criteria 0.30 in 0.15 in Ratio 0.13 0.17 -0.05 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? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CV 1.00 1 -125 plf -75 plf -200 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 L1240 0.80 in 5 0 plf 0.00 ft LL L/480 0.40 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -250 -200 -150 - -100 - 4 -50 - 0 ro 50 16.00 ft 100 150 - 200 R1 R2 1.60 k 250 1.60 k PVVU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Garage ---.PWU ENGINEERING INC. Results -250 -200 -150 - -100 - -50 - aI f6 0 3 50 16.00 ft 100 150 R2 200 — 1.60 k 1.60 k 250 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R, 1000 lb 600 lb 1600 lb 1.60 k R2 1000 lb 600 lb 1600 lb 1.60 k Size: 2000 (1) 3'/2'x10'/2' GL -woo - A 36.75 in' S 64.31 in' o d 337.64 in4 0 F„' 265 psi -1000 Fb' 2032 psi -2000 E. x 106 1.80 VAllowable 6.49 k 8000 MAllowable 10.89 k-ft Design values are based off BOISE GLULAM Specifier Guide, 2 6000 published by Boise Cascade EWP dated 02/28/13. Z = 4000 m E Shear Moment ° 2000 VMAX 1.60 k MMAx 6.40 k-ft VAllowable Allowable 6.49 k M 10.89 k-ft 0 Ratio 0.25 Ratio 0.59 0.00 OK OK _ -. -0.20 ___________________________ Deflection a TL LL d -0.40 Actual 0.49 in 0.18 in o Criteria 0.80 in 0.40 in Ratio 0.61 0.45 0.60 OK OK PWU Engineering Inc.©2013,Software v1.02,3106/14 HDR @ Greatroom PWU ENGINEERING INC. Loads and criteria Total Span:I 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 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 -501 plf -810 plf -1311 plf 0.00 ft 5.00 ft 5.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 0 plf 0.00 ft -1500 -1000 -500 a 0 it ° 5.00 ft 500 -- 1000 1000 -- R1 R2 3.28 k 1500 3.28 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Greatroom PWU ENGINEERING INC. Results -1500 -1000 -500 A o 5.00 ft 500 1000 — R1 R2 - 3.28 k 3.28 k 1500 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 1253 lb 2025 lb 3278 lb 3.28 k R2 1253 lb 2025 lb 3278 lb 3.28 k Size: 4000 (1) 4x10 DF#2 2000 - A 32.38 in2 S 49.91 in' 0 a) 230.84 in4 F„' 180 psi -2000 Fb' 1080 psi -4000 E' x 106 1.60 VAllowable 3.89 k 5000 'knowable 4.49 k-ft a 4000 Design values are based off NDS 2005 Edition,published by American Wood Council. 4 3000 c E 2000 Shear Moment 2 1000 VMAX 3.28 k MMAx 4.10 k-ft VAllowableA3.89k 'knowable 4.49 k-ft Ratio 0.84 Ratio 0.91 0.00 OK OK -0.02 Deflection a TL LL 0.04 Actual 0.05 in 0.03 in Criteria 0.25 in 0.13 in Ratio 0.20 0.25 -0.06 OK OK PVW Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ PatioJPWU ENGINEERING INC. Loads and criteria Total Span:l 8.00 ft = 96 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 1.00 1 -501 plf -810 plf -1311 plf 0.00 ft 8.00 ft 8.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.40 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 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -1500 -1000 -500 O. -a 0 m 8.00 ft 500 1000 R1 R2 1500 5.24 k 5.24 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Patio ---=�- PWU ENGINEERING INC. Results -1500 -1000 -500 a v 0 o 8.00 ft ▪ 500 1000 R1 R2 1500 — 5.24k 5.24 k_ Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R, 2004 lb 3240 lb 5244 lb 5.24 k R2 2004 lb 3240 lb 5244 lb 5.24 k Size: 6000 (1) 3'/2'x10'/2' GL 4000 A 36.75 int a 2000 - S 64.31 in3 Iro o iII I i 1111 W I 337.64 in4 v, -2000 F„' 265 psi -4000 Fb' 2400 psi -6000 E'x 106 1.80 VAllowable 6.49 k 12000 MAllowable 12.86 k-ft 10000 Design values are based off BOISE GLULAM Specifier Guide, a 8000 published by Boise Cascade EWP dated 02128/13. - 1.11 c 6000 _ Shear Moment 0 4000111 VMAX 5.24 k MMAx 10.49 k-ft 2000 VAllowable Allowable 6.49 k M 12.86 k-ft 0 Ratio 0.81 Ratio 0.82 0.00 OK OK :... -0.05 lilL All Deflection o -0.10 TL LL d -0.15 • Actual 0.20 in 0.12 in o -0.20 Criteria 0.40 in 0.20 in Ratio 0.50 0.61 -0.25 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ Stair - PWU ENGINEERING INC. Loads and criteria Total Span:I 2.50 ft = 30 in I Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -3689 lb -6186 lb -9875 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 CV 1.00 1 -171 plf -125 plf -296 plf 0.00 ft 1.00 ft 1.00 ft 2 -141 plf -75 plf -216 plf 1.00 ft 2.50 ft 1.50 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.13 in 5 0 plf 0.00 ft LL L/480 0.06 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 -600 - -9.88 k -400 --i-- -200 -------7 a V -2 0 2.50 ft 200 --- R1 R2 6.26k 4.24k`' 400 600 PWU Engineering Inc.52013,Software v1.02,3/06/14 HDR @ Stair .PWU ENGINEERING INC. Results -600 -9.88 k -400 --1-- -200 -200 a `I 0A A 0 2.50 ft R2 J 200 T R1 4.24 k 6.26 k 400 600 — Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 2414 lb 3845 lb 6259 lb 6.26 k R2 1658 lb 2578 lb 4236 lb 4.24 k Size: 8000 (1) 5'/2'x10'/2' GL 6000 4000 A 57.75 int .� 2000 — S 101.06 in' d 0 I 530.58 in4 cn -2000 F„' 265 psi -4000 Fb' 2400 psi -6000 E'x 106 1.80 VAllowable 10.20 k 8000 MAllowable 20.21 k-ft6000 IIIIIIIIIIIIIIry Design values are based off BOISE GLULAM Specifier Guide, published by Boise Cascade EVVP dated 02/28/13. � 4000 E 2000 PV Shear Moment 0 o VMAX 6.26 k MMAx 6.11 k-ft VAllowable A 10.20 k !knowable 20.21 k-ft -2000 Ratio 0.61 Ratio 0.30 0.00 OK OK s 0.00 - Deflection c 0.00 TL LL 0 Actual 0.01 in 0.00 in o -0.01 Criteria 0.13 in 0.06 in l Ratio 0.05 0.06 -0.01 OK OK PNU Engineering Inc.©2013,Software v1.02,3/06/14 Truss Nailer ----" PWU ENGINEERING INC. Loads and criteria Total Span:I 1.33 ft = 16 in I Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -90 lb -150 lb -240 lb 0.67 ft Repetitive Use? No 2 0 Ib 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 1.10 1 -30 plf -50 plf -80 plf 0.00 ft 1.33 ft 1.33 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.07 in 5 0 plf 0.00 ft LL L/480 0.03 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 0 plf 0.00 ft -100 -0.24 k 80 -60 __ -40 -- w -20 - a 0 _ V ° 20 - 1.33 ft 40 60 — R1 0.17 k R2 80 0.17 k 100 PWU Engineering Inc.02013,Software v1.02,3/06/14 Truss Nailer ----- PWU ENGINEERING INC. Results -100 -0.24 k -80 -60 -40 -20 a `1 , -a 0 Z A co 20 1.33 ft 40 R2 R1 60 — 0.17k 0.17k 80 100 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 65 lb 108 lb 173 lb 0.17 k R2 65 Ib 108 lb 173 lb 0.17 k Size: 200 (1) 2x10 DF#2 100 A 13.88 in2 Ii S 21.39 in' o d 98.93 in4 n F,; 180 psi -100 ME Fe 990 psi -200 E'x 106 1.60 VAllowable 1.67 k 120 MAllowable 1.76 k-ft 100 Design values are based off NDS 2005 Edition,published by American a80 Wood Council. V c• 60 m Shear Moment 40 20 VMAx 0.17 k MMAx 0.10 k-ft VAllowable Allowable 1.67 k M 1.76 k-ft Ratio 0.10 Ratio 0.06 0.00 OK OK s 0.00 :=. IbL Deflection ° 0.00 TL LL0 Ill Actual 0.00 in 0.00 in o 0.00 Criteria 0.07 in 0.03 in Ratio 0.00 0.00 0.00 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #5 ---_< JPWU ENGINEERING INC. Loads and criteria Total Span:I 8.00 ft = 96 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 0 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 -186 plf -240 plf -426 plf 0.00 ft 8.00 ft 8.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.40 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 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -500 -400 - -300 -200 .� -100 -: O. 0 ° 100 - 8.00 ft 200 300 400 --- R1 R2 -) 500 1.70 k 1.70 k PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #5 — PWU ENGINEERING INC. Results -500 -400 - -300 -200 I: -100 D. 0 A c. 100 8.00 ft 200 300 400 — R1 R2 - 500 — 1.70 k 1.70k - Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 744 lb 960 lb 1704 lb 1.70 k R2 744 lb 960 lb 1704 lb 1.70 k Size: 2000 (1) 4x10 DF#2 1000 A 32.38 int 9 S 49.91 in' ki o d 230.84 in4 n F,; 180 psi -1000 Fb' 1080 psi -2000 E'x 106 1.60 VAllowable 3.89 k 4000 'knowable 4.49 k-ft Design values are based off NDS 2005 Edition,published by American 1. 3000 Wood Council. $ c 2000 E NI Shear Moment ° l000 VMAx 1.70 k MMAx 3.41 k-ft VAllowable Allowable 3.89 k M 4.49 k-ft o Ratio 0.44 Ratio 0.76 0.00 111111_:„....y. OK OK _ c 0.05 N.,........________ Deflection `g TL LL d 0.10 Actual 0.11 in 0.06 in o Criteria 0.40 in 0.20 in Ratio 0.27 0.30 -0.15 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #6 <`,,PWU ENGINEERING INC. Loads and criteria `v Total Span: 5.00 ft = 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 1.20 1 -312 plf -230 plf -542 plf 0.00 ft 5.00 ft 5.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 0 plf 0.00 ft 5 O plf 0.00 ft -600 - -400 - -200 - w a 0 _, ° 5.00 ft 200 400 R1 R2 600 -L 1.36 k 1.36 k— PIM Engineering Inc.©2013,Software v1.02,3/06/14 Beam #6 —.PWU ENGINEERING INC. Results -600 -400 - -200 .~ CL 0 . CO 5.00 ft d 200 400 R1 R2 600 — 1.36 k 1.36 k- Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 780 lb 575 lb 1355 lb 1.36 k R2 780 Ib 575 lb 1355 lb 1.36 k Size: 1500 (1) 4x10 DF#2 1000 ----------- A 32.38 int a 500 - S 49.91 in3 o d I 230.84 in4 in -500 F,' 180 psi -1000 Fb' 1080 psi E x 106 1.60 1500 VAllowable 3.89 k 2000 MAllowable 4.49 k-ft Design values are based off NDS 2005 Edition,published by American 1500 - i Wood Council. V .E. 1000 1111E Shear Moment 2 500 VMAX 1.36 k MMAx 1.69 k-ft VAllowable A3.89 k !knowable 4.49 k-ft 0 Ratio 0.35 Ratio 0.38 0.00 OK OK -E -0.01 AIM Deflection o -0.01 IMI AIM "4111P7 TL LL d -0.02 Actual 0.02 in 0.01 in IIIMI o 0.02 Criteria 0.25 in 0.13 in Ratio 0.08 0.07 -0.03 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 4