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Specifications /VcST1 t PWU ENGINEERING INC. Email: pwuengineerinqacomcast.net .DECEIVE Ph: (503) 810-8309 OCT 1 2015 Structural Calculations: Job # LEN15351 CITY OFfi1UNR Date: 9/9/15 BUILDING DIVISI01k Project: Marquam A 3-Car Master Reuse Garage Left Lot 27, Oak Crest, Tigard, OR Lennar Homes <c��° PROpen ,CT k. 19421PE 'Q rEGON G1 � 22 1\10 OF'1 PH/�i P 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. kik 1 4 (• , �PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering @comcast.net The following calculations are for the Marquam A 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=24.0' approximately. Ilik�� �! tvfVVFRS Direction Illig End Zones -------41." dlik '_ . ' RS • Direction 2a " End Zones Note: End zone may occur at any corner of the building. a= .10*50' = 5' or for h=24' a= .4(h)=.4(24')=9.6' a=5' controls a must be larger than .04(50')=2' and 3' Therefore: 2a= 10' 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= .100 W Roof Dead load= 15 psf Floor Dead load= 15 psf Interior Wall Dead load= 6 psf Exterior Wall Dead load= 12 psf . J olk_. 4, 4 r Wind per ASCE 7 PWU ENGINEERING INC. Project Marquam A 3-Car - Direction Front to Back 3s Gust Roof Least ' Speed _ Exp. Angle A L(ft) hAVG(ft) 105mph B 26.6 1.06 50.0 24.0 .��` �! 6:12 At a= 5.0 ft o"°" c d Za,� ��..'. A 21.3 psf or a= 9.6 ft _4., :°1 B. 6.8 psf Check 10psf min and a> 2.0 ft �� 1• Dreabn Pm C 15.8 psf load across all and a> 3.0 ft Zak End Zane D_ 6.0 psf zones. 2a 10.0 ft ttee:&d zone may occur at any caner of the WR ■ L(ft) 10.0 20.0 10.0 hA(ft) 4.0 4.0 h8(ft) 7.0 7.0 he(ft) 4.0 - - hp(ft) 7.0 W(plf) 0.0 132.4 105.1 132.4 0.0 0.0 0.0 0.0 0.0 0.0 150.0 I WR AVG. 118.8 plf 100.0 - 10psf min load:_ 110.0 plf 50.0 - Governing value:- 118.8 plf o.o W2 • L(ft) 10.0 20.0 10.0 10.0 _ hA(ft) 10.0 5.5 7.0 hp(ft) he(ft) 10.0 4.5 hp(ft) W(plf) 0.0 212.6 158.4 188.2 148.8 0.0 0.0 0.0 0.0 0.0 300.0 I W2 AVG 173.3 plf 200.0 - 10psf min load: 94.0 plf 100.0 - Governing value: 173.3 plf 0.0 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 I 1.0 W1 AvG #DIV/0! 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Project Marquam A 3-Car `VVV Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) _ hAVG (ft) 'l 105mph_ B 26.6 1.00 50.0 24.0 � ``�' 6:12 •S 4t c a = 5.0 ft Drell on WI End Zanes ''��N. A 21.3 psf or a = 9.6ft - � B. 6.8 psf Check 10psf min and a> 2.0 ft c A-0 Direction C 15.8 psf load across all and a > 3.0 ft 2a' End Zones D 6.0 psf_ zones. 2a 10.0 ft :&id 0000 nay occur at any turner of the g. WR L(ft) 10.0 20.0 16.0 10.0 hA(ft) 4.0 7.5 hB(ft) 6.0 he(ft) 4.0 7.5 ho (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 125.4 plf 10psf min load: 97.0 plf 100.0 - Governing value: 125.4 plf 0.0 W2 L (ft) 10.0 36.0 10.0 hA(ft) 10.0 10.0 hB(ft) he (ft) 10.0 ho (ft) W(plf) 0.0 212.6 158.4 0.0 212.6 0.0 0.0 0.0 0.0 0.0 300.0 W2 AVG 177.7 plf 200.0 10psf min load: 100.0 plf 100.0 Governing value:- 177.7 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 - W1 AVG_ #DIV/0! 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! 0.0 4 O •1. 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Q.w:,�abc.�..∎ter.?∎� -. ��q.a..�;v,.■!_ dD-RR� T C V-O• LEFT SIDE ELEVATION 114.•l'-O. f J Seismic & Governing Values ,PWU ENGINEERING INC. Project Marquam A 3-Car `v 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] = 110.6 plf < 118.8 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 56 ft] + 110.6 plf= 262.2 plf < 292.1 plf Wind Governs W1 = [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 < 125.4 plf' Wind Governs W2 = [0.100 * (15+5+3+4) * 50 ft] + 92.2 plf= 227.5 plf < 303.1 plf Wind Governs W1 = [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 Marquam A 3-Car \�VV High Roof Diaphragm -Upper Floor Walls Line A.2 P = 1.25 k LTOTAL = 19.5 ft v = 1.25 k / 19.5 ft = 64 plf 'Type A Wall h = 8.0 ft LwoRST = 19.5 ft MOT = 64 plf * 8.0 ft * 19.5 ft = 9.98 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (19.5ft)2 / 2 * 0.6 = 14.37 kft + (0lb * 0.0ft) + (0lb * 0.0 ft) = 0.00 kft + 14.37 kft = 14.37 kft T = (9.98kft - 14.37kft) / 19.5 ft = 0.00 k + 0.00 k = 0.00 k I No hd req'd Line B P = 2.38 k LTOTAL = 13.5 ft v = 2.38 k / 13.5 ft = 176 plf Type A Wall h = 8.0 ft LWORST = 13.5 ft _ MoT = 176 plf * 8.0 ft * 13.5 ft = 19.01 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (13.5ft)2 / 2 * 0.6 = 9.35 kft + (0lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 9.35 kft = 9.35 kft T = (19.01 kft - 9.35kft) / 13.5 ft = 0.72 k + 0.00 k = 0.72 k I No hd req'd Line C P = 1.13 k LTOTAL = 20.0 ft v = 1.13 k / 20.0 ft = 56 plf Type A Wall h = 8.0 ft LwoRST = 10.0 ft MOT = 56 plf * 8.0 ft * 10.0 ft = 4.51 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (10.0ft)2 / 2 * 0.6 = 3.78 kft + (0lb * 0.011) + (0 lb * 0.0 ft) = 0.00 kft + 3.78 kft = 3.78 kft T = (4.51kft - 3.78kft) / 10.0 ft = 0.07 k + 0.00 k = 0.07 k I No hd req'd Line 1 P = 1.63 k LTOTAL = 19.5 ft v = 1.63 k / 19.5 ft = 84 plf Type A Wall h = 8.0 ft LwoRST = 2.5 ft MOT = 84 plf * 8.0 ft * 2.5 ft = 1.67 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (2.5ft)2 / 2 * 0.6 = 0.32 kft + (0 lb * 0.0 ft) + (0 lb * 0.011) = 0.00 kft + 0.32 kft = 0.32 kft T = (1.67kft - 0.32kft) / 2.5 ft = 0.54 k + 0.00 k = 0.54 k I No hd req'd Line 2 P = 3.51 k LTOTAL = 20.5 ft v = 3.51 k / 20.5 ft = 171 plf 'Type A Wall h = 8.0 ft LwoRST = 20.5 ft _ MOT = 171 plf * 8.0 ft * 20.5 ft = 28.09 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) + (0lb * 0.0 ft) = 0.00 kft + 21.56 kft = 21.56 kft T = (28.09kft - 21.56kft) / 20.5 ft = 0.32 k + 0.00 k = 0.32 k I No hd req'd Line 3 P = 1.88 k ' ' LTOTAL = 11.511 I I v = 1.88 k / 11.5 ft = 164 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 = 3.93 k LTOTAL = 39.0 ft v = 3.93 k / 39.0 ft = 101 plf Type A Wall h = 9.0 ft _ LWORST = 16.5 ft MOT = 101 plf * 9.0 ft * 16.5 ft = 14.98 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (16.5ft)2 / 2 * 0.6 = 11.27 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 11.27 kft = 11.27 kft T = (14.98kft - 11.27kft) / 16.5 ft = 0.22 k + 0.00 k = 0.22 k ' No hd req'd Line B P = 6.71 k LTOTAL = 18.0 ft v = 6.71 k / 18.0 ft = 373 plf Type B Wall h = 9.0 ft LWORST = 18.0 ft MOT = 373 plf * 9.0 ft * 18.0 ft = 60.37 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (18.0ft)2 / 2 * 0.6 = 13.41 kft + (O lb * 0.0 ft) + (5001b * 12.0 ft) = 6.00 kft + 13.41 kft = 19.41 kft T = (60.37kft - 19.41 kft) / 18.0 ft = 2.28 k + 0.00 k = 2.28 k ' Use type 1 hd Line C P = 2.77 k LTOTAL = 25.0 ft v = 2.77 k / 25.0 ft = 111 plf 'Type A Wall h = 9.0 ft LWORST = 25.0 ft MOT = 111 plf * 9.0 ft * 25.0 ft = 24.97 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 = (24.97kft - 25.88kft) / 25.0 ft = 0.00 k + 0.00 k = 0.00 k ' No hd req'd Line 1 P = 3.94 k I ' LTOTAL = 19.0 ft ' ' v = 3.94 k / 19.0 ft = 207 plf Type A Wall - See FTAO Calc No hd req'd Line 2 - P = 8.49 k LTOTAL = 30.0 ft v = 8.49 k / 30.0 ft = 283 plf 'Type B Wall h = 9.0 ft LWORST = 30.0 ft MOT = 283 plf * 9.0 ft * 30.0 ft = 76.39 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (30.0ft)2 / 2 * 0.6 = 69.66 kft + (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 69.66 kft = 69.66 kft T = (76.39kft - 69.66kft) / 30.0 ft = 0.22 k + 0.00 k = 0.22 k ' No hd req'd Line 3 P = 4.55 k LTOTAL = 11.5 ft v = 4.55 k / 11.5 ft = 395 plf Type C Wall h = 7.0 ft LWORST = 2.3 ft MOT = 395 plf * 7.0 ft * 2.3 ft = 6.23 kft MR = (15 psf * 2.0 ft + 12 psf * 7.0 ft) * (2.3ft)2 / 2 * 0.6 = 0.17 kft + (0lb * 0.0ft) + (500 lb * 2.0 ft = 1.00kft + 0.17kft = 1.17kft T = (6.23kft - 1.17kft) / 2.3 ft = 2.25 k + 0.00 k = 2.25 k ' See FTAO Calc Use type 1 hd on garage piers only Force Transfer Around Opening (FTAO) PWU ENGINEERING INC. Diekmann Technique @ Upper Floor Line 3 L� = 3.5ft L0= 6.0 ft L2 = 3.5 ft V= 1.15 k vA= -38 plf vp = 235 plf vF = -38 plf hu = 1.0 ft F1 = 0.71 k F2 = 0.71 k v6= 164plf vG= 164plf h0= 5.Oft F1 = 0.71 k F2= 0.71 k h� = 2.0 ft vc = -38 plf vE = 235 plf vH = -38 plf y T H = 0.71k H = 0.71k H=1 ( 1.15k * 8.0ft ) / 13.0 ft = I 0.71 k H:W Ratios 5.Oft : 3.5ft I= 1.4 : 1 vh = 1.15k/ 7.Oft= 164 plf 5.Oft : 3.5ft = 1.4 : 1 = 0.71 k/ 3.0 ft= 235 plf Use: Type A Wall F= 235 plf* 6.00 ft= I 1.41 k F1 = ( 1.41 k* 3.5 ft) / 7.0 ft= 0.71 k F2 = ( 1.41 k* 3.5 ft ) / 7.0 ft= 0.71 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 *500Ib) = 6.39 kft T= 0.71 kft- (6.39kft / 13.0ft ) = 0.22 k +0.00k= 0.22 kJ No HD Req'd -*PWU ENGINEERING INC. Force Transfer Around Opening (FTAO) Diekmann Technique @ Main Floor Line 1 L1 = 3.5 ft L0 = 10.5 ft L2 = 5.5 ft V= 1.86k vA= -44 plf YE)= 215 plf vF= -44 plf hu = 1.0 ft F1 = 0.88k F2 = 1.38k vB= 207 plf vG= 207 plf h0= 5.0 ft F� = 0.88k F2 = 1.38k h�= 3.0 ft vc = -44 plf vE= 215 plf vH = -44 plf 1' H = 0.86k H = 0.86k H=1 ( 1.86k * 9.Oft) / 19.5 ft= I 0.86k H:W Ratios 5.O ft : 3.5 ft I= 1.4 : 1 vh = 1.86 k/ 9.Oft= 207 plf 5.Oft : 5.5ft I= 0.9 : 1 v„= 0.86 k/ 4.0 ft= 215 plf Use: Type A Wall F = 215 plf* 10.50ft= I 2.26k F1 = (2.26k* 3.5 ft)/ 9.0 ft= 0.88 k F2 = (2.26 k* 5.5 ft)/ 9.0 ft= 1.38 kl Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 4ft+ 12psf* 9.Oft) * (19.5ft)^2 * 0.6/2] + ( 0.Oft *5001b) = 19.16kft T= 0.86 kft- ( 19.16 kft / 19.5 ft) -= 0.12 k +0.00k= 0.00 k) No HD Req'd Force Transfer Around Opening (FTAO) PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 3 L, = 3.8ft L0= 6.0 ft L2 = 3.8 ft V= 2.96 k vA= -132 plf vp= 658 plf vF = -132 plf hu = 1.0 ft 4- 4- F1 = 1.98k F2 = 1.98k vB= 395 plf vG= 395 plf h0= 6.0 ft F1 = 1.98k F2 = 1.98k - - hi_= 2.0 ft vc = -132 plf vE = 658 plf vH = -132 plf 1 T H = 1.98k H = 1.98k H=1 ( 2.96k *9.0ft ) / 13.5ft= I 1.981 H:W Ratios 6.O ft : 3.8 ft = 1.6 : 1 vh = 2.96 k/ 7.5 ft= 395 plf 6.0 ft : 3.8 ft I= 1.6 : 1 v„= 1.98 k/ 3.0 ft= 658 plf Use: Type C Wall F= 658 plf* 6.00 ft= I 3.95 k F1 = ( 3.95k* 3.8 ft) / 7.5 ft= 1.98 k F2 = ( 3.95 k* 3.8 ft) / 7.5 ft= 1.98 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) + ( 13.5ft *5001b) = _ 17.58 kft T=_ 1.98 kft- ( 17.58kft / 13.5ft ) 1 = 0.67k +0.00k= 0.67 k) No HD Req'd 0 *4° , 5..,,. , 1 .„,. 1 i _HI �I v n ll0 a L • i] L 1 I e wr L 3} 2'-2' saw U ELEV io m[eHlAl4lIJ r2)PATE PEN DET /q!PTA°METHOD 1 I (2) cen cod en O e (2) TA rER OD gMi1 Olt FTAO T'FTFIOD UPPER FLOOR LATERAL PLAN 164711/E WALL ELL./ TO Ele 61-EA71-11212/ LEE C622 COIL STRAP ■ MOATS MR PVT 10/662 PCB 11'4,0 PTTIACO 0 INTIM WALL ELM/ ? TO BE IBEATHED OW% LVE 0122 COL STRAP C22 ISAT6 RR PET 20/612 FOR PTA0 nerkno IMMINIMM • P. . I li ' • '920.4.1' 4117% I : MI= • • . • I'- - - - - - -1 —=-I 1-- e t F AI I an. . • 1') ___T 1 • • 4) - 11111111 . - F1 • iz, ® 4 • • • I:1 . . . 'PM orna4 we NO !PICT ON LATIMAL. -7 7,/ ■ l• (r[31 r . ATI■ AT1 r-04 .fk • 1'21, ..C. r 0 EN 1,„..4.WALL!LEV 'IP POUR Ti BALL UP 1266 0522 COIL 61114P 60 WALL maw (3)BAT6 MR CET 10162 Benum Tor cr VIVI BAPIABE PIER HOLDCI1N6 0 FOR!TAO 1.1.11.00 WALL A60,EOTTCM CP MAT BE 611119TTIUTED PCIe V.EACER 16 T-0.MAX TTTE Ts..3 HOLDOLIN6 PER PER PETAL LAM OCMEPLLE FM PET 11/614 MAIN FLOOR LATERAL PL4N I tv.r-cr Oe a 0 ©: 3-6• 8 ,• I ! u -li 0 1 O 7• ,O.' Ink A j H � A II • lir I I e qi 1 A UM C622 COIL eTltar PWr S'- ' �TO�BE a I' ,2? -OR R D YETNOD ari lir Mr 2 TO BE lFEATFED EOM Cen COIL STRAP 13'4;(2)PATE roe PET 10/852 FOR FTAO FETHOD e UPPER FLOOR LATERAL PLAN • • ENTIRE WALL ELM, TO ME SWAIM> USN con CO3.WRAP CD DAYS PER PET 10/11112 POR PTAO PEN= 0 ENTIRE WALL ILLY? iscek, TO DE 1111•EATHED LSE CEP COL STIPAP (DEANS PER PET 10/61.2 lijallEMII PCIt rmo FEIN= , cr- , 6 -P 2cr4, " i 0 -4,- 4:31-4; § el k . • Ark • 0 1 I. • 30-1' ! • / • le , NM S Ellir . . ----75r PI . . . . . • • ek• • • • ii 1 WNW CN LATERAL ___ I: .11 . . F-- Ank Ark _g 1 • • • ' %L.!' ' ' . Arb. 2.-0. p . . . . . . 1+G? 0 40 (Li IMRE BALL!LEV Illani °• TO ME SHEATHED I IMIE CEO COIL&TRAP MIR&TEM WALL LP MOATS PER PET 10/8S2 00 ILIALL MONT POR PTAO MEN= 1> OARAcle PIER F TOP O OLDCINO BEIVEEN P ST19.1 MAY ME/1121111TLMED POR WALL AHD mortal OP TYPE TO-)MOLDCILNII PER MADER la"P-O•PLAX IZINIALE PER PET HAL PER PETAL WSJ MAIN FLOOR LATERAL PLAN it..r-o• , • . HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Vono Pour Two Pour End Corner 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB20L S=2550, S=2550,w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB 5/8X24 SB%X24 W ss7° W-567637°' 3 HDU5-SDS2.5 (2)2x 5645 4065 SB 5/8X24 SB 5/8X24 w 66705 w-66705 15, 73 = 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 S=6395, S=7315,7310 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 VSTC28 (2)2x 3000 2590 I`/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. Vatch studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as part of boundary member. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. S H EA RWA L L SCHEDULE (a-m) ONLY REQ'D ON INTERIOR SHEARWALLS. MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft (SEISMIC) Lb/Ft (WIND) A 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" 2"Dia. A.B. @ 18"o/c (m) 16d @ 24"o/c A35 @ 10"o/c 395 553 C 16" OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia. A.B. @ 12" o/c (m) 16d @ 2"o/c A35 @ 8" o/c 505 707 D 16" OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia. A.B. @ 11" o/c (m) 16d @ 2"o/c A35 @ 6" o/c 670 938 E .i" OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia. A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8" o/c 510 714 F 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 HGA1 OKT @ 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 HGA1 OKT @ 6" o/c 1340 1876 Notes: a) All wall construction to conform to SDPWS Table 4.3A. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3"x3"x%" plate washers req'd at all shear wall A.B. in seismic zone D, E, F. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. TPWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net /2:SLa 25 ps P gpL e I ps ' Cirtl tql 56apic g: 6.s2k 4,72 Li to' 2.typif oak L.=71111111111fic dt-3 140 k 34, 2mopiP Soz 3,:nk s:73k Beam #1 PWU ENGINEERING INC. Loads and criteria Total Span: 20.00 ft = 240 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 -525 lb -875 lb -1400 lb 2.00 ft Repetitive Use? No 2 -1050 lb -1750 lb -2800 lb 7.00 ft 3 -525 lb -875 lb -1400 lb 12.00 ft Wet Service? No 4 -525 lb -875 lb -1400 lb - 17.50 ft 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 DL LL TL Start End Total CV 0.96 1 -374 plf -530 plf -904 plf 0.00 ft 2.00 ft 2.00 ft 2 -164 plf -180 plf -344 plf 2.00 ft 12.00 ft 10.00 ft 3 -374 plf -530 plf -904 plf 12.00 ft 17.50 ft 5.50 ft Deflection Criteria 4 -164 plf -180 plf -344 plf 17.50 ft 20.00 ft 2.50 ft TL L/240 1.00 in 5 0 plf 0.00 ft LL L/480 0.50 in Triangular Loads Max Load_ Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -1500 -1000 -500 - -2.80 k -1.40 k -1.40 k -1.40 k CL W 4f W W , 0 20.00 ft 500 R1 R2 1000 - 9.12k 8.95k - 1500 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #1 •PWU ENGINEERING INC. Results -1500 -1000 500 - -2.80 k -1.40 k -1.40 k -1.40 k 0. 0A W , 4 , W W , 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 R1 3768 lb 5355 lb 9123 lb 9.12 k R2 _ 3702 lb 5245 lb 8948 lb _ 8.95 k Size: 15000 (1) 5'/2"x18" GL I l0000 _ A 99.00 in2 9 5000 - S 297.00 in' A 2673.00 in4 y 0 F„' 265 psi -5000 - FL; 2300 psi -----L_____ E'x 106 1.80 -1 0000 -- VAllowable 17.49 k 50000 - MAllowable 56.92 k-ft 40000 Design values are based off BOISE GLULAM Specifier Guide, .n published by Boise Cascade EVVP dated 02/28/13. Z 30000 C w 20000 E Shear Moment ° 10000 VMAx 9.12 k MMAx 44.57 k-ft V Allowable 17.49 k MAllowable k-ft Allowable Ratio 0.52 Ratio 0.78 0.00 , OK OK ■ , 0.20 ,1 mik %.,. Deflection `s -0.40 All TL LL 1 Actual 0.68 in 0.40 in o -0.60 Criteria 1.00 in 0.50 in Ratio 0.68 0.79 -0.80 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #2 ----C`,,PWU ENGINEERING INC. Loads and criteria `v Total Span: s 9.00 ft j = 108 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent Co 1.00 DL LL TL Start End Total CF 0.90 1 -156 plf -130 plf -286 plf 0.00 ft 9.00 ft 9.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.45 in 5 0 plf 0.00 ft LL L/480 0.23 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O 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 -400 -300 -200 • w -100 - 0 -` J ro 0 100 9.00 ft 200 — 300 R1 R2 - 400 — 1.29 k 1.29 k J PWU Engineering Inc.®2013,Software v1.02,3/06/14 Beam #2 lPWU ENGINEERING INC. Results -400 -300 -200 - L- -100 - 0. 2 100 9.00 ft 200 300 — R1 R2 400 — 1.29 k 1.29 k _ Type: Reactions (k) - DL LL TL TL Douglas Fir-Larch #2 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 i000 - v A 19.88 in2 a 500 - • S 43.89 in' „ 0 290.78 in4 -500 F,' 180 psi -1000 Ft; 810 psi E'x 106 1.60 -1500 VAllowable 2.39 k 4000 'knowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American ,Q 3000 Wood Council. 2000 Er d Shear Moment ° i000 VMAX 1.29 k MMAX 2.90 k-ft r -------- N\ VAllowable 2.39 k M 2.96 k-ft o owable Allowable Ratio 0.54 Ratio 0.98 0.00 � , OK OK _ -0.02 , , Deflection o- 0.0a All TL LL d -0.06 Actual 0.09 in 0.04 in o -0.08 III Criteria 0.45 in 0.23 in Ratio 0.20 0.18 -0.10 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #3 PWU ENGINEERING INC. Loads and criteria Total Span: 18.50 ft I = 222 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 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 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.93 in 5 0 plf 0.00 ft LL L/480 0.46 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 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 0 200 18.50 ft 400 600 --. R1 R2 - 6.36 k 6.36 k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #3 - PWU ENGINEERING INC. Results -800 -600 - -400 - w -200 - a J 200 • 18.50 ft 400 600 —I R1 R2 6.36 k 6.36 k 800 Type: Reactions (k) Boise Glulam 24F-V4 DL LL TL TL R1 1734 lb 4625 lb 6359 lb 6.36 k R2 1734 lb 4625 lb 6359 lb 6.36 k Size: 8000 ..(1) 83/4'x131/2" GL ! 6000 4000 - A 118.13 in2 TI 2000 - - S 265.78 in' „ o , I 1794.02 in4 n -2000 F„' 265 psi -4000 \ Fb' 2277 psi -6000 \ -8000 E. x 106 1.80 VAllowable 20.87 k 40000 'knowable 50.43 k-ft Design values are based off BOISE GLULAM Specifier Guide, j 30000 published by Boise Cascade EWP dated 02/28/13. 4 -------- N\ c 20000 wir- Shear Moment 0 woof) VMAX 6.36 k MMAX 29.41 k-ft r VAllowable 20.87 k M ll 50.43 k-ft o owable 'knowable Ratio 0.30 Ratio 0.58 0.00 OK OK -----7// =.- -0.20 Deflection o TL LL o -0.40 Actual 0.56 in 0.41 in o Criteria , in 0.46 in Ratio 0.61 0.88 -0.60 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #4 PWU ENGINEERING INC. Loads and criteria Total Span: 6.50 ft I = 78 in Fully Braced? Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 lb Repetitive Use? No 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 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 0 plf 0.00 ft 2 0 plf _ 0.00 ft 3 Oplf 0.00ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -1000 — -800 - -600 - -400 - -200 - a 0 200 - 6.50 ft 400 600 - R2 800 d 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 - -200 - a. 2 200 6.50 ft 400 600 - R2 800 R1 2.20 k - 1000 2.50 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL 9 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 I 2000 _ A 32.38 in' a i 000 _ S 49.91 in3 td o w I 230.84 in4 y -loon F,' 180 psi -2000 Fb' 1080 psi -3000 E'x106 1.60 VAllowable 3.89 k 5000 MAllowable 4.49 k-ft 4000 Design values are based off NDS 2005 Edition,published by American Wood Council. 5 3000 C. E 2000 Shear Moment t - 1000 VMAX 2.50 k MMAX 3.92 k-ft , o V 3.89 k M 4.49 k-ft Allowable Allowable Ratio 0.64 Ratio 0.87 0.00 OK _ OK _ -0.02 , A Deflection --.7.- -0.04 T AIM L LL 0.06 cu Actual 0.08 in 0.06 in w -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 TPWU ENGINEERING INC. Loads and criteria Total Span: 5.50 ft I = 66 in Fully Braced? Yes Point Loads Load Location Pressure Treated?1 No # DL LL TL 1 0 lb Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 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 IL 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 O plf 0.00 ft 3 Oplf 0.00ft 4 O plf 0.00 ft 5 O plf 0.00 ft -800 -600 -400 - w -200 - 0 200 5.50 ft 400 600 — R1 — R2 1.66 k 1.66 k 800 PWU Engineering Inc.©2013,Software v1.02,3/06/14 J Beam #5 -7-- PWU ENGINEERING INC. Results -800 -600 ' -400 - - -200 - a -0 0 t ' , , , . , . . ca I o 200 5.50 ft 400 — 600 — R1 - R2 800 -- 1.66 k 1.66k_ 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 in2 9 S 30.66 in' to 0 a) I 111.15 in4 CO F„' 180 psi -10oo IIIIEIIIIIIIIIIIHillIl 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. E. 1500 E. 1000 Shear Moment o 500 - VMAX 1.66 k MMAX 2.29 k-ft , VAllowable 3.05 k M 3.22 k-ft 0 owable Allowable Ratio 0.55 Ratio 0.71 0.00 OK OK E -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 = K— PWU ENGINEERING INC. Loads and criteria `v 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<_ 100F 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 - w -50 - n. 0 • ° 50 _ 3.50 ft 100 150 - - R1 R2 200 —0.39k 0.39k 250 - PWU Engineering Inc.®2013,Software v1.02,3/06/14 Beam #6 —,PWU ENGINEERING INC. Results -250 -200 - -150 - -100 - w -50 - a 2 50 3.50 ft 100 150 R1 R2 200 0.39 k 0.39 k 250 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R, 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 in2 a 200 -\ S 43.89 in3 „ o , d I 290.78 in4 y -200 F \' 180 psi -400 Ft; 810 psi -600 - E'x 106 1.60 VAllowable 2.39 k 400 MAllowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American a 300 Wood Council. 200 E Nil Shear Moment : loo w VMAX 0.39 k MMAX 0.34 k-ft 0 V , VAllowable 2.39 k MAllowable 2.96 k-ft ' Ratio 0.16 Ratio 0.11 0.00 , OK OK , 0.00 , Deflection `s o.00 Il TL LL d AM Actual 0.00 in 0.00 in o o.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 T 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 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 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 O plf 0.00 ft 2 Oplf _ 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 Z. 0 co ° 50 . 7.00 ft 100 150 R1 R2 200 —0.77k 0.77 k 250 — — PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #7 EPWU ENGINEERING INC. Results -250 -200 - -150 - -100 - -50 - a o � A 3 50 7.00 ft 100 150 R1 R2 200 0.77 k 0.77 k 250 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL - TL 9 R, 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 in' a S 30.66 in3 A 0 , , at 111.15 in4 N F,; 180 psi -500 \ Fb' 1260 psi -1000 E'x 106 1.60 VAllowable 3.05 k 1500 'knowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American Wood Council. 4 a' m Shear Moment 0 500 2 ----.... \ VMAX 0.77 k MMAX 1.35 k-ft VAllowable 3.05 k M ll 3.22 k-ft 0 owable 'knowable Ratio 0.25 Ratio 0.42 0.00 OK OK , -0.02 , ::-.... 'IL Deflection `s -0.04 TL LL d Actual 0.07 in , 0.05 in o -0.06 Criteria 0.35 in 0.18 in Ratio 0.19 0.28 -0.08 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #8 7PWU ENGINEERING INC. Loads and criteria Total Span: 4.00 ft = 48 in Fully Braced? Yes Point Loads Load Location Pressure Treated? Yes # _ DL LL TL 1 0 lb Repetitive Use? No 2 0 l 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 -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 5 0 plf 0.00 ft LL L/480 0.10 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 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 0 a 4.00 ft 50 — 100 150 —I R1 R2 - 0.32 k 0.32 k 200 — PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #8 -- PWU ENGINEERING INC. Results -200 -150 - -100 - w -50 - a 70, 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 in' a S 1 30.66 in' A o , N 111.15 in4 N F,' 120 psi -200 \ Ft; 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 2 300 Wood Council. = c 200 G7 ‘IM Shear Moment 5 loo w VMAx 0.32 k MMAx 0.32 k-ft 0 VVAllwable 2.03 k MAllowable 2.43 k-ft Ratio 0.16 Ratio 0.13 0.00 OK OK 0.00 , , S All Deflection o 0.00 TL LL -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.®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 _ Olb 3 0 lb Wet Service? No 4 _ Olb 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 1.20 1 -291 plf -520 plf -811 plf 0.00 ft 6.00 ft 6.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.30 in 5 0 plf 0.00 ft LL L/480 0.15 in Triangular Loads Max Load _ Extent DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 Oplf 0.00 ft 3 O plf _ 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -1000 -800 1 -600 -400 - w -200 - a 0 _� J 200 6.00 ft 400 600 800 R1 R2 2.43k 2.43k� 1000 PWU Engineering Inc.®2013,Software v1.02,3/06/14 Beam #9 PWU ENGINEERING INC. Results -1000 -800 1 -600 - -400 - E -200 - D. o - 2 200 6.00 ft 400 600 800 R1 R2 2.43k 2.43 k ~ 1000 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 873 lb 1560 lb 2433 lb 2.43 k R2 873 lb _ 1560 lb _ 2433 lb _ 2.43 k Size: 3000 - (1) 4x10 DF#2 I 2000 - A 32.38 in' a 1000 -` - S 49.91 in' o , - 230.84 in4 d n -1000 F ' 180 psi -2000 \� Ft; 1080 psi E'x 106 1.60 -3000 VAllowable 3.89 k 4000 MAllowable 4.49 k-ft Design values are based off NDS 2005 Edition,published by American a 3000 Wood Council. = c 2000 Shear Moment ° i000 VMAX 2.43 k _ MMAX 3.65 k-ft , V 3.89 k M 4.49 k-ft o . Allowable Allowable Ratio 0.63 Ratio 0.81 0.00 ■ OK OK , c -0.02 ,, :7— Illk Deflection a .2 All _ TL LL .1 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 Engineering Inc.©2013,Software v1.02,3/06/14 Beam #10 JPWU ENGINEERING INC. Loads and criteria Total Span: 4.50 ft I = 54 in Fully Braced? Yes Point Loads Load _ Location Pressure Treated? No DL LL TL 1 -210 lb -560 lb -770 lb 1.50 ft Repetitive Use? No 2 0 lb 3 0 lb Wet Service? No 4 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 1.20 1 -261 plf -440 plf -701 plf 0.00 ft 4.50 ft 4.50 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.23 in 5 0 plf 0.00 ft LL L/480 0.11 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 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 - 0.77 k -200 -0. Toi 0 o 4.50 ft 200 400 - - - R2 600 — Ri 1.83 k 2.09 k 800 PWU Engineering Inc.422013,Software v1.02,3/06/14 Beam #10 -.----.PWU ENGINEERING INC. Results -800 -600 - -400 - -0.77 k w -200 - 0. oA 200 4.50 ft 400 R2 600 I R1 1.83 k 800 2.09 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R., 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 1 2000 A 32.38 in2 a woo - S 49.91 in3 „ o - d I 230.84 in4 n -1000 F,' 180 psi -2000 Fb' 1080 psi E'x 106 1.60 3000 "Allowable 3.89 k 3000 'knowable 4.49 k-ft 2500 Design values are based off NDS 2005 Edition,published by American a 2000 Wood Council. • 1500 m Shear Moment o 1000 _ VMAx 2.09 k MMAx 2.40 k-ft • 500 "Allowable 3.89 k MAllowable k-ft o owable - Allowable Ratio 0.54 Ratio 0.53 0.00 , OK OK -0.01 , Deflection a 0 .01 TL LL d -0.02 MIL Actual 0.02 in 0.02 in o -0.02 MI Criteria 0.23 in 0.11 in Ratio 0.10 0.14 -0.03 OK OK PVVU Engineering 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 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 O plf 0.00 ft 4 O plf 0.00 ft 5 O plf 0.00 ft -500 - -400 -300 - 200 -0.77 k -100 - a y 1,33 ° 100 6.00 ft 200 - R2 300 — R1 1.32 k- 400 — 1.84 k 500 PWU Engineering Inc.®2013,Software v1.02,3/06/14 Beam #11 ENGINEERING INC. Results -500 -400 -300 - -200 - w -0.77 k 100 W a 2 100 — 6.00 ft 200 - R2 300 — R1 1.32 k- 400 — 1.84 k 500 - Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 711 lb 1127 lb 1837 lb 1.84 k R2 571 lb 753 lb 1324 lb 1.32 k Size: 2000 (1) 4x10 DF#2 I 1500 - A 32.38 inz _ 1000 500 S 49.91 in' • o I 230.84 in4 y F„' 180 psi 500 Fb' 1080 psi o00 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 -- .\ E• 1000 Shear Moment 500 , Allowable Allowable VMAX 1.84 k MMAX 2.20 k-ft , VAllowable k MAllowable k-ft o Ratio 0.47 Ratio 0.49 0.00 k , , OK OK 0.01 z Deflection c -0.02 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.©2013,Software v1.02,3/06/14 HDR @ Roof ,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 0 lb Repetitive Use? No 2 0 lb 3 0 lb - Wet Service? No 4 Olb 5 0 lb Sustained Temperature? T<_ 100'F Uniform Loads Load Factors Load Extent C0 1.00 # DL LL TL Start End Total CF 1.40 1 -210 plf -350 plf -560 plf 0.00 ft 5.00 ft 5.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL 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 O plf 0.00 ft 4 0 plf 0.00 ft 5 O plf 0.00 ft -800 -600 - -400 - -200 4 a m 0 ■ 0 200 5.00 ft 400 R1 R2 600 — 1.40 k — 1.40 k- 800 - PVVU Engineering Inc.®2013,Software v1.02,3/06/14 HDR @ Roof T•PWU ENGINEERING INC. Results -800 -600 -400 - -200 - a ii o \ 200 5.00 ft 400 600 1 R1 R2 1.40 k 1.40 k - 800 Type: Reactions (k) Douglas Fir-Larch #2 DL LL _ TL TL 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 in' „ o , , I 111.15 in4 y -500 F„' 180 psi -1000 Fb' 1260 psi -1500 E'x 106 1.60 -2000 VAllowable 3.05 k 2000 MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American 2 1500 Wood Council. Z ------- N\ = 1000 d Shear _ Moment 500 VAllowable Allowable 1.40 k MMAX 1.75 k-ft , V 3.05 k M 3.22 k-ft Ratio 0.46 Ratio 0.54 0.00 OK OK _ -0.01 ■ A c Deflection o -0.02 ihkillik 5 -0.03 iiMihh. Al TL LL Actual 0.04 in 0.03 in o -0.04 III Criteria 0.25 in 0.13 in Ratio 0.18 0.22 -0.05 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 HDR @ 1-Car Garage <�PWU ENGINEERING INC. Loads and criteria Total Span: 8.00 ft = 96 in Fully Braced? No Unbraced Length: 8.00 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 CF 1.20 1 -110 plf -50 plf -160 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 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 ---- -150 - -100 - w -50 - a 0 0 l 8.00 ft a 50 - 100 -- 150 A-- R1 -.. R2 - 0.64 k 0.64 k 200 PWU Engineering Inc.©2013,Software v1.02,3/06/14 • 1 HDR @ 1-Car Garage —K\ PWU ENGINEERING INC. Results -200 -150 - -100 - �, -50 - a. a A / 50 8.00 ft 100 150 R1 R2 _ 0.64 k 0.64 k 200 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 440 lb 200 lb 640 lb 0.64 k R2 440 lb _ 200 lb _ 640 lb 0.64 k Size: 1000 (1) 4x10 DF#2 I a 500 - A 32.38 in' a S 49.91in' 'a o , , . d I 230.84 in4 y F„' 180 psi -500 Fbe 1068 psi E. x 106 1.60 1000 VAllowable 3.89 k 1500 MAllowable 4.44 k-ft Design values are based off NDS 2005 Edition,published by American a 1000 Wood Council. c m c 500 7.----- ---..--- Ns Shear Moment 5 _ VMAX 0.64 k MMAX 1.28 k-ft VAllowable .89 k M 4.44 k-ft 0 T owable Allowable Ratio 0.16 Ratio 0.29 0.00 OK OK -0.01 c W. Deflection o 0.02 miiiL TL LL d -0.03 - Actual 0.04 in 0.01 in o -0.04 Criteria 0.40 in 0.20 in Ratio 0.10 0.06 -0.05 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 • HDR @ 2-Car Garage ENGINEERING INC. Loads and criteria �Y Total Span: 16.00 ft I = 192' n 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 _ Olb 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 -110 plf -50 plf -160 plf 0.00 ft 16.00 ft 16.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.80 in 5 0 plf 0.00 ft LL L/480 0.40 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 O plf 0.00 ft • 4 O plf 0.00 ft 5 O plf 0.00 ft -200 -150 - -100 - w -50 - a 0 50 16.00 ft 100 150 — R1 R2 200 1.28 k 1.28 k PWU Engineering Inc.®2013,Software v1.02,3/06/14 4 r HDR @ 2-Car Garage PWU ENGINEERING INC. Results -200 -150 - -100 - w -50 - 0. oA A J 50 16.00 ft 100 150 - R1 ' R2 -1 1.28 k 1.28 k _ 200 - Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R, 880 lb 400 lb 1280 lb 1.28 k R2 _ 880 lb _ 400 lb 1280 lb _ 1.28 k Size: 1500 (1) 31/2"x101/2" GL I 1000 - A 36.75 in2 .n 500 - S 64.31 in' o , d I 337.64 in4 n -500 F,; 265 psi -1000 Fb' 2032 psi E'x 106 1.80 -1500 VAllowable 6.49 k 6000 MAllowable 10.89 k-ft _ 5000 Design values are based off BOISE GLULAM Specifier Guide, 4000 published by Boise Cascade EVVP dated 02/28/13. Z 3000 0 2000 Shear Moment � r VMAX 1.28 k MMAx 5.12 k-ft 1000 r V Allowable Allowable 6.49 k M 10.89 k-ft o -, ' Ratio 0.20 Ratio 0.47 0.00 , OK - OK -E' 0.10 , Deflection .7.. 0.20 • TL LL d -0.30 Actual 0.39 in 0.12 in o -0.40 Criteria 0.80 in 0.40 in Ratio 0.49 0.30 -0.50 OK OK PVVU Engineering Inc.®2013,Software v1.02,3/06/14 i. HDR @ Nook TPWU 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 0 lb Repetitive Use? No 2 0 lb 3 0 lb - Wet Service? No 4 0 lb 5 0 lb Sustained Temperature? T<_ 100"F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.20 1 -374 plf -530 plf -904 plf 0.00 ft 5.00 ft 5.00 ft 2 O plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent DL LL TL Zero End Max End Total 1 O plf 0.00 ft 2 O plf 0.00 ft 3 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 — 2.26 k 2.26 k PWU Engineering Inc.02013,Software v1.02,3/06/14 • HDR @ Nook __ lPWU ENGINEERING INC. Results -1000 -800 - -600 - -400 - 4- -200 - a 0 A a 200 - 5.00 ft 400 - 600 - 800 --- R1 R2 1000 — 2.26 k 2.26 k - Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #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 DF#2 I 2000 A 32.38 in2 1 E -woo - S 49.91 in' 4a 0 - d I 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 American '' 2000 MIIII ------'. \\ Wood Council. 4 IllW c 1500 a 1000 Shear Moment � VMAX V 2.26 k - MMAx 2.82 k-ft 500 , 3.89 k MAllowable k-ft 0 Allowable _ Allowable Ratio 0.58 : Ratio 0.63 0.00 OK OK - c -0.01 , Deflection s -0.02 TL LL in _ Actual 0.03 in 0.02 in o -0.03 Criteria 0.25 in 0.13 in Ratio 0.14 0.16 -0.04 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 i •