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, 27 BE 9>PWU ENGINEERING INC. Email: pwuenclineerina(cDcomcast.net DEC 2 2 2015 Ph: (503) 810-8309 Structural Calculations: Job # LEN 15438 Date: 12/14/15 Project: Marquam E Master Reuse Garage Left Lot 34, Oak Crest, Tigard, OR Lennar Homes G IN FFS`�'o 19421PE 9 �. EGON 22 '°yILIP 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. FWU 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. J 4 • MPWU ENGINEERING INC. 11 Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for the Marquam E Master plans for Plan approvals. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 136mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h =25.0' approximately. D C MWFRS A Direction yE�nd Zones Za C A / PMVFRS Direction 2a End Zones Note: End zone may occur at any corner of the building. a= .10*40' =4' or for h =25' a= .4(h) =.4(25') = 10' a= 4' controls a must be larger than .04(40')= 1.6' and 3' Therefore: 2a= 8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: D, 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 �c„pWU ENGINEERING INC. Project Marquam E VVVVVV Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAVG(ft) 105mphl 40.01 25.0 A 21.3 sf ora= 10.0 ft B 6.8 sf Check 10psf min and a> 1.6 It � a / C 15.8 s load across all and a> 3.0 ft �s D 6.0 ps zones. 2a 8.0ft ,:�.a",m,ra="„,"vdroa°„ WR L(ft) 8.0 24.0 8.0 hA(ft) 4.0 4.0 ha(ft) 6.0 6.0 he(ft) 4.0 ho(ft) 6.0 W(plf) 0.0 125.7 99.2 125.7 0.0 0.0 0.0 0.0 0.00.0 500 WRAVG 109.8 plf �. � s 1000 byx 3�' r e -2 ti as efx y1� 10 sfminload: 100.0 If a +� v.#`a" NOW"' P p 500 x ;y RAS k�'" �t"t Governing value: 109.8 pl o o � Ws L(ft) 8.0 24.0 8.0 hA(ft) 10.0 10.0 he(ft) he(ft) 10.0 hD(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 Wz AVG 180.1 plf 200.0 10psf min load:l 100.0 plf 100 0 "> 'P° m. " ' Governing value7l 180.1 pl 00 W1 L(ft) hA(ft) he(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 W1AVG #DIV/0! 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! 0.0 o a �JW 11 11 lFJI 11 If 11 111111 1111 IL I I MR Tq7�,�. o'Mn i TQ Ml[ i REAR ELEVATION w . Wind per ASCE 7 `c»)PWU ENGINEERING INC. Project Marquam E \\VV Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAVG(ft) 105mph B 33.7 1.00 40.0 25.0 i 8:12 n a= 4.0ft : ., A 19.7 s or 10.0 it B 13.5 s Check 10psf min and a> 1.6 ft A C 15.7 s load across all and a> 3.0 ft D 10.8 ps zones. 2a 8.0 WR L(ft) 8.0 40.0 8.0 hA(ft) 4.0 4.0 he(ft) 7.0 7.0 he(ft) 4.0 hD(ft) 7.0 W(plf) 0.0 173.3 138.4 173.3 0.0 0.0 0.0 0.0 0.0 0.0 WRAVc 148.4plf 200.0 lopsf min load7l 110.0 plAP f ioo.o Governing value: 148.4 pl 0.0Mm, Wz L(ft) 8.0 40.0 8.0 hA(ft) 10.0 10.0 he(ft) he(ft) 10.0 hD(ft) W(plf) 0.0 197.0 157.0 197.0 0.0 0.0 0.0 0.0 0.0 0.0 3000 Wz AVG1 plf 200.0 10psf min load: 100.0 plf ioo o ' Governing value: 168.4 pl o o 4WIMzrW' L ft hA(ft) he(ft) he(ft) hD(ft) W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 W1 AVG #DIV/01 to 1 1 10psf min load: #DIV/0! 0,5 Governing value: #DIV/01 0.0 0 •a ra•cure _ 7 i •-e LLLLLILILINI-Hil III [Ell LI II U LN — — — — — — — — — — — — — — — — ■ a RIGHT SIDE ELEVATION u o rw�rtnn _ i aexw IRRR FRONT ELEVATION 0 �s 0 Qnnn I 1111ILRU It lj�I]HU H Hull UU It UU 11 It I [lull Ifull lull[U11111 It I a 3p �s i ra�rtwn m-� a•.m LEFT SIDE ELEVATION w .r-c Seismic & Governing Values �pWU ENGINEERING INC. Project Marquam E \VVVV Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC Design V=[1.2 SDs/(R x 1.4)]W Category R SDS D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load: 6psf V= 0.100* Exterior Wall Dead Load: 12psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 40 ft] = 92.2 pl < 109.8 pl Wind Governs W2 = [0.100 * (15+5+3+4) * 56 ft] + 92.2 pll= 243.7 pl < 289.8 pl Wind Governs W, _ [0.100 * (15+5+3+4) + 243.7 plq= 243.7 pl #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind Wa = [0.100 * (15+5+3) * 40 ft] = 92.2 pl < 148.4 pl Wind Governs W2 = [0.100 (15+5+3+4) * 40 ft] + 92.2 pll= 200.4 pl < 316.8 pl Wind Governs W, _ 10.100 * (15+5+3+4) + 200.4 plq= 200.4 FIf #DIV/0! #DIV/01 #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 Line Loads - pWU ENGINEERING INC. Project Marquam E High Roof Diaphragm -Upper Floor Walls Line A P = 1.15 k LTOTAL = 19.5 ft v = 1.15 k / 19.5 ft = 59 plf Type A Wall h = 8.0 ft LWORST = 19.5 ft MOT = 59 Of ' 8.0 ft ' 19.5 ft = 9.22 kft MR = (15 psf " 3.0 ft + 12 psf 8.0 ft) * (19.5ft)' / 2 ' 0.6 = 16.08 kft + (01b * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 16.08 kft = 16.08 kft T = 9.22kft - 16.08kft / 19.5 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line B P = 2.20 k LTOTAL = 13.5 ft v = 2.20 k / 13.5 ft = 163 plf Type A Wall h = 8.0 ft LWORST = 13.5 ft MOT = 163 plf ' 8.0 ft ' 13.5 ft = 17.56 kft MR = (15 psf 5.0 ft + 12 psf * 8.0 ft) * (13.5ft)' / 2 0.6 = 9.35 kft + (01b * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 9.35 kft = 9.35 kft T = 17.56kft - 9.35kft / 13.5 ft = 0.61 k + 0.00 k = 0.61 k No hd req'd Line C P = 1.04 k LTOTAL - 20.0 ftv = 1.04 k / 20.0 ft = 52 plf Type A Wall h = 8.0 ft LWORsr = 10.0 ft MOT = 52 plf " 8.0 ft 10.0 ft = 4.17 kft MR = (15 psf ' 3.0 ft + 12 psf 8.0 ft) * (10.0ft)' / 2 * 0.6 = 4.23 kft + 0 Ib " 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 4.23 kft = 4.23 kft T = 4.17kft - 4.23kft / 10.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P = 1.93 k d LTOTAL = 19.5 ft v = 1.93 k / 19.5 ft = 99 plf Type A Wall h = 8.0 ft LWoasT = 2.5 ft MOT = 99 Of 8.0 ft 2.5 ft = 1.98 kft MR = (15 psf 2.0 ft + 12 psf 8.0 ft) * (2.5ft)' / 2 0.6 = 0.24 kft + 0 Ib 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 0.24 kft = 0.24 kft T = 1.98kft - 0.240 / 2.5 ft = 0.70 k + 0.00 k = 0.70 k No hd req'd Line 2 P = 4.15 k LTOTAL = 17.0 ft v = 4.15 k / 17.0 ft = 244 plf Type A Wall h = 8.0 ft LWORsT = 17.0 ft MOT = 244 plf * 8.0 ft * 17.0 ft = 33.24 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (17.Oft)' / 2 * 0.6 = 14.83 kft + (Olb 0.0 ft + 500 Ib * 12.0 ft = 6.00 kft + 14.83 kft = 20.83 kft T = 33.24kft - 20.83kft / 17.0 ft = 0.73 k + 0.00 k = 0.73 k No hd req'd Line 3 P = 2.23 k LTOTAL = 7.0 ft v = 2.23 k / 7.0 ft = 318 plf Type B Wall See FTAO Calc No hd req'd Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P = 3.04 k LroTAL = 25.0 ft v = 3.04 k / 25.0 ft = 122 plf Type A Wall h = 9.0 ft LwoasT = 25.0 ft1 1 MOT = 122 plf 9.0 ft 25.0 ft = 27.39 kft MR = (15 psf 2.0 ft + 12 psf * 9.0 ft) * (25.Oft)2 / 2 0.6 = 25.88 kft + 0 Ib 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 25.88 kft = 25.88 kft T = 27.39kft - 25.88kft / 25.0 ft = 0.06 k + 0.00 k = 0.06 k No hd req'd Line B P = 5.80 k LTOTAL = 18.0 ft v = 5.80 k / 18.0 ft = 322 plf Type B Wall h = 9.0 ft Lwoasr = 18.0 ft MOT = 322 plf * 9.0 ft 18.0 ft = 52.17 kft MR = (15 psf 2.0 ft + 12 psf * 9.0 ft) (18.0ft)2 / 2 * 0.6 = 13.41 kft + 0 Ib * 0.0 ft + 500 Ib 12.0 ft = 6.00 kft + 13.41 kft = 19.41 kft T = 52.17kft - 19.41 kft / 18.0 ft = 1.82 k + 0.00 k = 1.82 k Use type 1 hd Line C P = 2.75 k LTOTAL = 25.0 ft v = 2.75 k / 25.0 ft = 110 plf Type A Wall h = 9.0 ft Lwonsr = 25.0 ft MOT = 110 Of 9.0 ft 25.0 ft = 24.78 kft MR = (15 psf * 2.0 ft + 12 psf 9.0 ft) * (25.0ft)' / 2 0.6 = 25.88 kft + 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 25.88 kft = 25.88 kft T = 24.78kft - 25.88kft / 25.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P = 4.12 k LTOTAL = 19.0 ft v = 4.12 k / 19.0 ft = 217 plf Type A Wall See FTAO Calc No hd req'd Line 2 P = 8.87 k LTOTAL - 20.0 ft v = 8.87 k / 20.0 ft = 444 plf Type B Wall h = 9.0 ft LwoasT = 20.0 ft MOT = 444 plf 9.0 ft 20.0 ft = 79.83 kft MR = (15 psf * 8.0 ft + 12 psf * 9.0 ft) (20.Oft)' / 2 0.6 = 27.36 kft + 0 Ib 0.0 ft + 1000 Ib 20.0 ft = 20.00 kft + 27.36 kft = 47.36 kft T = 79.83kft - 47.36kft / 20.0 ft = 1.62 k + 0.00 k = 1.62 k Use type 1 hd Line 3 P = 4.75 k LTOTAL = 11.5 ft v = 4.75 k / 11.5 ft = 413 plf Type C Wall h = 7.0 ft LwORST = 1.8 ft MOT = 413 plf * 7.0 ft 1.8 ft = 5.06 kft MR = (15 psf * 2.0 ft + 12 psf * 7.0 ft) * (1.8ft)' / 2 0.6 = 0.10 kft + 0 Ib 0.0 ft + 500 Ib * 1.8 ft = 0.88 kft + 0.10 kft = 0.98 kft T = 5.06kft - 0.98kft / 1.8 ft = 2.33 k + 0.00 k = 2.33 k See FTAO Calc Use type 1 hd on garage piers only Force Transfer Around Opening (FTAO) _ R�rl"'u ENGINEERING INC. Diekmann Technique @ Upper Floor Line 3 L, = 3.5ft Lo= 6.Oft L2= 3.5ft V= 2.23 k vA= -74 plf vp= 457 plf VF= -74 plf hu = 1.0 ft F, = 1.37k F2 = 1.37k VB= 319 plf VG = 319 plf ho= 5.0 ft F, = 1.37k F2 = 1.37k hL= 2.Oft vc _ -74 plf VE= 457 plf VH= -74 plf y T H = 1.37k H = 1.37k H=j 2.23k *B.Oft) / 13.0ft = 1 1.37 ki H:WRatios 5.0 ft : 3.5 ft = 1.4 : 1 vh = 2.23k/ TOR = 319 plf 5.0 ft : 3.5ft = 1.4 : 1 v„= 1.37 k/ 3.0 ft= 457 pif Use: Type B Wall F=1 457 plf* 6.00 ft= 2.74 k F, = (2.74 k* 3.5ft) 1 7.0ft= 1.37k F2= (2.74 k* 3.5 ft) / 7.0 ft= 1.37 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2 ft+ 12psf* 8.0 ft) * (13.0 ft)^2 "0.6/2] + ( 13.0 ft *5001b) = 1 12.89 kft T=1 1.37 kft- ( 12.89 kft / 13.0 ft) = 0.38 k +0.00k= 0.38 k No HD Read Force Transfer Around Opening (FTAO) W<OPWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 1 L, = 3.5ft Lo= 10.5ft L2 = 5.5ft V= 1.95k VA= 46 plf vp= 225 plf vF = 46 plf hu= 1.0 ft F, = 0.92k F2= 1.45k VB= 217 plf vG= 217 plf ho = 5.0 ft F, = 0.92k F2 = 1.45k hL= 3.0 ft VC_ 46 plf vB= 225 plf VH= -46 plf y H = 0.90k H = 0.90k H=j 1.95 k *9.0 ft) / 19.5 ft= 0.90 k H:W Ratios 5.0 ft : 3.5 ft = 1.4 : 1 vh = 1.95 k/ 9.Oft= 217 plf 5.Oft : 5.5ft = 0.9 : 1 v,=1 0.90k/ 4.0 ft= 225 plf Use: Type A Wall 225 plf* 10.50 ft= 2.37 k F, = (2.37 k* 3.5ft)1 9.0ft= 0.92k FZ= (2.37 k* 5.5 ft)/ 9.0 ft= 1.45 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 4ft + 12psf* 9.Oft) * (19.5ft)A2 *0.6/21 + (O.Oft *5001b) = 19.160 T=1 0.900- ( 19.16 kft /19.5 ft) -= 0.08 k +O.00k= 0.00 k No HD Read Force Transfer Around Opening (FTAO) W>PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 3 L, = 3.8ft Lo= 6.Oft L2 = 3.8ft V= 3.10k VA= -138 plf vo= 688 plf VF = -138 plf hu = 1.0 ft F, = 2.07k F2 = 2.07k VB= 413 plf vG= 413 plf ho= 6.0 ft F, = 2.07k F2 = 2.07k h L = 2.0 ft vc _ -138 plf VE= 688 plf VH = -138 plf H = 2.07k H = 2.07k H=j 3.10 k -9.0 ft) / 13.5 ft = 2.07 k H:W Ratios 6.0 ft : 3.8 ft = 1.6 : 1 vh = 3.10k/ 7.5ft= 413 plf 6.0 ft : 3.8ft = 1.6 : 1 v„=1 2.07 k/ 3.0 ft= 688 plf Use: Tyne C Wall F =1 688 plf6.00 ft= 4.13 k F, = (4.13k * 3.8 ft) 7.5ft= 2.07k F2 = ( 4.13 k ` 3.8 ft) / 7.5 ft= 2.07 k Use: (3) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf' 6ft+ 12psf' 9.Oft) ' (13.5 ft)^2 ' 0.6/2 ] + ( 13.5 ft `5001b) = 17.58 kft T=1 2.07 kft- ( 17.58 kft / 13.5 ft) = 0.76 k +0.00k= 0.76 k No HD Rea'd 6'•.1' a e{. e Y �e 4 J c a I u suwowt I �._3. I p p e e 4� ull IB W 9'A' 9'-Y !l111�WLL 6LV mry p,y. is ua coy�iw.v G[t llDl] e yMT6�6�qT tl.M] yp 6 tae neo rliuco UPPER FLOOR LATERAL PLAN h••ro• Jim e e _ ■§ ■log \ �■4 < . *: \ �%$ fit sem• rt � �„ 1 r i i e �l OFlbYL M n'-f' i u v MR WLL 6lV yy' fb• ro Q a1ennm uc am coa ww.v p.-i. nie�»rae wr c�wu e iae neo efnrA 6 UPPER FLOOR LATERAL PLAN W-W ua um ml mw r,• rorrYnm rt on eol nw,v NMA r�OR MNf . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . ..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. fa r I•aP-M 4411► MAIN FLOOR LATERAL PLAN i,•rc 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=66 o, w=66 7 3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SB%X24 w-66755730, =66705 w=66705 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 w-7615, S=5 w=8810 w=761710 8 HDU11-SDS2.5 (1 )6x 9535 6865 PA138-36, 10"min PA138-36, 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 F1g. 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. SHEARWALL SCHEDULE (a m, ONLY REQ'DON 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 6" OSB (1) SIDE 8d 6" 12" " Dia. A.B. @ 30" o/c 16d @ 4"o/c A35 @ 14" o/c 255 357 B 6" OSB (1) SIDE (f) 8d 4" 12" Z"Dia. A.B. @ 18" o/c (m) 16d @ 2z' o/c A35 @ 10" o/c 395 553 C 8" OSB (1) SIDE (e,f) 8d 3" 12" z"Dia.A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 8" o/c 505 707 D 16" OSB (1) SIDE (e,f) 8d 2" 12" z"Dia. A.B. @ 11" o/c (m) 16d @ 2" o/c A35 @ 6" o/c 670 938 E 8"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" 1"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" Z"Dia. A.B. @ 7"o/c (m) 15d @ 2" o/c(2)rows staggered HGAI OKT @ 8" o/c 1010 1414 H 6' OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" Z"Dia. A.B. @ 51" o/c (m) 16d @ 1i'o/c(2)rows staggered HGAIOKT @ 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"xy" 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 nate 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. T�PWU ENGINEERING ZNC. Ph: 503 810-8309, Email: pwuengineering@comcast.net GTS( AND GT-+ 2- RPL- PS L= ZG = 7-oop�� 2,40k fit T S.G(k 3.igk HDR @ Roof PWU ENGINEERING INC. Loads and criteria Total Span: 5.00 ft 1 =60 in Fully Braced Yes Point Loads Load Location Pressure Treated?l No—� # DL LL TL 1 0 Ib Repetitive Use?l No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T!5 1007 Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total CF 1.40 1 -210 plf -350 plf -560 plf 0.00 it 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 TILI 0240 0.25 in 5 0 plf 0.00 ft LLI U480 1 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 0 plf 0.00 ft 5 0 plf 0.00 ft -800 -600 -400 -200 o. 0 m 0 5.00 ft 200 400 R1 R2 600 1.40 k 1.40 k 800 PM Engineenng Inc.02013,Software 0.02,WM14 HDR @ Roof M PWU ENGINEERING INC. Results -800 -600 -400 w -200 a v 0 200 5.00 ft 400 R1 R2 600 1.40 k 1.40 k 800 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R1 525 Ib 875 Ib 1400 Ib 1.40 k Rz 525 Ib 875 Ib 1400 Ib 1 40 k Size: 2000 (1) 4x8 DF#2 1500 1000 A 25.38 in' a 500 S 30.66 in' 0 111.15 in4 y -500 F, 180 psi -1000 Fti 1260 psi -1500 E'x 106 1.60 -2000 VAllowable 1 3.05 k 2000 MAlloweble 1 3.22 k-ft Design values are based on NDS 2005 Eaibon,published by Amencan a 1500 Wood Council. C 1000 E E Shear Moment 20 500 VMAX 1.40 k MMAX 1.75 k-ft V 3.05 k M 3.22 k-ft Allowable Allowable Ratio 0.46 Ratio 0.54 0.00 OK OK -001 e Deflection c 0.02 TL LL -0.03 Actual 0.04 in 0.03 in o -0 oa Criteria 0.25 in 0.13 in Ratio 0.18 0.22 -0.05 OK OK PM Engineenng Inc.02013,Software v1.02,3/X114 HDR @ GTI >PWU ENGINEERING INC. Loads and criteria �\ Total Span:j 5.00 ft I = 60 in Fully Braced?i Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 -975 Ib -16251b -26001b 0.25 ft Repetitive Use?j No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CF 1.20 1 -210 plf -350 plf -560 plf 0.00 ft 5.00 ft 5.00 ft 2 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 U480 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 0 plf 0.00 ft 5 0 plf 0.00 ft -800 600 1-2.60 k -400 w -200 a 0 0 m 200 5.00 ft R2 1.53 k 400 600 R1 3.87 k 800 PM Engineenng Inc.02013,Sofmare v1.02,3I /14 HDR @ GT1 MPWU ENGINEERING INC. Results -800 -600 -400 n -200 0 0 200 5.00 ft R2 400 1.53 k ti 600 R1 3.87 k 800 Type: Reactions (k) Douglas Fir-Larch #2 DLL TL TL 9 R1 14511 Ib 2419 Ib 3870 Ib 3.87 k R= 574 Ib 956 Ib 1530 Ib 1.53 k Size: 5000 (1) 4x10 DF#2 4000 A 32.38 in' _ 3000 a 2000 S 49.91 in' v 1000 I 230.84in4 N F,' 180 psi 0 Fti 1080 psi -1000 E' x 106 1.60 2000 VAllowable 3.89 k 2500 MAllowable 4.49 k-ft 2000 Design values are based oR NOS 2oub Edition,published by Annencan a Wand Council. x 1500 c E 1000 Shear Moment 2 500 VMAX 3.87 k MMAX 2.09 k-ft VAllowable Allowable 3.89 k M 4.49 k-ft 0 Ratio 1.00 Ratio 0.47 0.00 OK OK _ 0.01 Deflection o TL LL d 0.02 — Actual 0.03 in 0.02 in o Criteria 0.25 in 0.13 in Ratio 0.10 0.13 0.03 OK OK PM Engineering Inc.02013,Soft .d,1.02,3100/14 Beam #1 "U ENGINEERING INC. Loads and criteria Total Span:j 20.00 ft I =240 in Fully Braced? Yes Point Loads Load Location Pressure Treated?l No # DL LL TL 1 -113 Ib -187 Ib -300 Ib 2.00 ft Repetitive Use?j No 2 -1564 Ib -26061b -41701b 7.00 ft 3 -5741b -9561b -15301b 12.00 ft Wet Service? No 4 -525 Ib -8751b -14001b 17.50 ft 5 0 Ib Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total Cv 0.96 1 -209 plf -255 plf 464 plf 0.00 ft 2.00 ft 2.00 ft 2 -164 plf -180 plf -344 plf 2.00 ft 12.00 ft 10.00 ft 3 -374 plf -530 plf -904 plf 12.00 ft 17.50 ft 5.50 ft Deflection Criteria 4 -164 plf -180 plf -344 plf 17.50 ft 20.00 ft 2.50 ft TL U240 1.00 in 5 0 plf 0.00 ft LL U480 0.50 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 -1500 -1000 4.17 k -500 -1.53 k -1.40 k C -0.30 k n -a 0 A 20.00 ft J 500 R1 R2 1000 814 k 9.35 k 1500 PM Engineenng Inc 02013,Software v1.02,3N /14 Beam #1 MPWU ENGINEERING INC. Results -1500 -1000 -4.17 k -500 -1.53 k -1.40 k a -0.30 k v 0 0 20.00 ft 500 R1 R2 1000 8.24 k 9.35 k 1500 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 3437 Ib 4802 Ib 8239 Ib 8.24 k Rz 3854 Ib 5497 Ib 9351 Ib 9.35 k Size: 10000 (1) 5'/2'x18" GL 5000 A 99.00 int a 0 S 297.00 in' 1 2673.00 in 4 y -5000 F, 265 psi -10000 Fla. 2300 psi E'x 106 1.80 -15000 VAllowable 1 17.49 k 60000 MAllowable 1 56.92 k-ft 50000 Design values are based or BOISE GLIILAM Speyer Guide, d 40000 published by Boise Cascade EVM'dated 022&13. 30000 m Shear Moment c 20000 VMAX 9.35 k MMAx 48.16 k-ft 10000 VAllowable Allowable 17.49 k M 56.92 k-ft 0 Ratio 0.53 Ratio 0.85 0.00 OK OK -0.20 Deflection a 040 TL LL d Actual 0.73 in 0.43 in o oso - - - Criteria 1.00 in 0.50 in Ratio 0.73 0.86 o.ao OK OK PV Engineenng Inc®2013.Software v1.02.3/03114 Beam #2 SQ�PWU ENGINEERING INC. Loads and criteria Total Span:j 9.00 ft 1 = 108 in Fully Eraced?i Yes Point Loads Load Location Pressure Treated?l No # DL LL TL 1 0 Ib Repetitive Use? No 2 0 Ib 3 0 Ib Wet Service?i No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CF 0.90 1 -186 plf -180 plf -366 plf 0.00 ft 9.00 ft 9.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL 1-1240 0.45 in 5 0 plf 0.00 ft LL U480 0.23 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 -500 -400 -300 200 w -100 a a 0 m 100 9.00 ft 200 300 400 R1 R2 1.65 k 1.65 k 500 PM Engineenng Inc.02013,Sof wam v1 02,3/ 114 Beam #2 1-1-2Z>PWU ENGINEERING INC. Results -500 -400 -300 -200 G -100 a 0 0 m 9.00 ft � 100 200 300 400R1 R2 1.65 500 k 1.65 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R1 837 Ib 8101b 116471b 1.65 k Rz 837 Ib 8101b 1647 Ib 1.65 k Size: 2000 (2) 2x14 DF#2 �000 A 39.75 in' S 87.78 in' 0 d 1 581.55 in4 w F, 360 psi -1000 Fe 1620 psi E'x 106 1.60 2000 VAllowable 4.77 k 4000 MAllowable 5.93 k-ft Design values are based off NDS 2005 Edition,published by Amenean d 3000 Wand Conn.). 2000 u E Shear Moment 000 VMAX 1.65 k MMAX 3.71 k-ft VAllowable Allowable 4.77 k M 5.93 k-ft 0 Ratio 0.35Ratio 0.63 0.00 OK OK -0.02 Deflection a -0.04 TL LL u Actual 0.06 in 0.03 in o -0.06 — -- — - - — -- Criteria 0.45 in 0.23 in Ratio 0.13 0.13 -0.08 OK OK PWL Engineenng Inc.®2013,Software v1.02,3/06/14 Beam #3 MPWU ENGINEERING INC. Loads and criteria Total Span:1 18.50 ft = 222 in Fully Braced?i Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 Ib Repetitive Use?i No 2 0 Ib 3 0 Ib Wet Service? No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°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 U240 0.93 in 5 0 plf 0.00 ft LL U480 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 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -800 -600 -400 w -200 A 0 0 m a 200 18.50 ft 400 600 R1 R2 6.36 k 636 k 800 - PW Engineenng Inc.02013,Software v1.02,31W14 Beam #3 UPWU ENGINEERING INC. Results -800 -600 -400 w -200 n v 0 m 200 18.50 ft 400 600 R1 R2 800 6.36 k 6.36 k Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R1 1734 Ib 4625 Ib 6359 Ib 6.36 k RZ 1734 Ib 4625 Ib 6359 Ib 6.36 k Size: 8000 (1) 8%"x13Y2GL 6000 4000 A 118.13 in' s 2000 — S 265.78 in' o 1 1794.02 in4 y -2000 F,' 265 psi -4000 Fe 2277 psi -6000 F x 106 1.80 -8000 VAllowable 1 2087 k 40000 MAllowable 1 50.43 k-ft Design values are based o%BOISE GWLAM Bpevfer Guitle, d 30000 -'- published!by Boise Cascade EW'dated=8113 20000 E E Shear Moment i0000 VMAX 6.36 k MMAx 29.41 k-ft VAllowable Allowable 20.87 k M 50.43 k-ft 0 Ratio 0.30 Ratio 0.58 0.00 OK OK _ -0.20 Deflection `o TL LL d Actual 0.56 in 0.41 in o o.ao Criteria 0.93 in 0.46 in Ratio 0.61 0.88 o.s0 OK OK PW Engineenng Inc 02013,SoMxam v1 02,3ro 14 i Beam #4 M PWU ENGINEERING INC. Loads and criteria Total Span: 6.50 ft 1 = 78 in Fully Braced?i Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 0 Ib Repetitive Use?j No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 lb 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent CID 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 U240 0.33 in 5 0 plf 0.00 ft LL U480 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 0 Plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -1000 -800 -600 -400 -200 a 0 0 � 200 6.50 ft 400 600 R2 800 R1 2.20 k k 1000 2.50 PW Engineenng Inc.02013,Software 0,02,WM14 Beam #4 MPWU ENGINEERING INC. Results -1000 -800 -600 -400 a -200 a 0 as 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 Dou 9 R1 682 Ib 1818 Ib 2499 Ib 2.50 k R2 601 Ib 1602 Ib 2203 Ib 2.20 k Size: 3000 (1) 4x10 DF#2 2000 A 32.38 in' 1000 S 49.91 in' 0 m 230.84 in4 y -1000 Fv1 180 psi -2000 Fti 1080 psi 3000 E'x 106 1.60 VAllowable 1 3.89 k 5000 MAllowable 1 4.49 k-ft 4000 Design values are based off NDS 2005 Eamon,published by Amencsn L Wood council. x 3000 c E 2000 Shear Moment 2 1000 VMAX 2.50 k MMAX 3.92 k-ft V 3.89 k M 4.49 k-ft 0 Allowable Allowable Ratio 0.64Ratio 0.87 0.00 OK OK c _0.02 Deflection a 0.04 TL LL a -0.06 Actual 0.08 in 0.06 in o 0.08 Criteria 0.33 in 0.16 in Ratio 0.25 0.36 -0.10 OK OK PM Engineenng Inc.02013,Softvam v1.02,3/06/14 Beam #5 PWU ENGINEERING INC. Loads and criteria Total Span: 5.50 ft 1 =66 in Fully Braced?i Yes Point Loads Load Location Pressure Treated? No # DL LL TL 1 0 Ib Repetitive Use? No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0l Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CF 1.40 1 -165 plf -440 pif -605 plf 0.00 ft 5.50 ft 5.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 028 in 5 0 plf 0.00 ft LL .480 0.14 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 pff 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0 ft -800 -600 -400 -200 n a 0 m a 5.50 ft 200 400 600R1 R2 1.66 k 1.66 k S00 PPo Engineenng Inc.02013,ScfC am v1 02,3IM14 Beam #5PWU ENGINEERING INC. Results -800 600 -400 -200 a 0 0 m -�' 200 5.50 ft 400 600R1 R2 800 1.66 k 1 1.66 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL R1 454 Ib 1210 Ib 1664 Ib 1.66 k R2 454 Ib 1210 Ib 1664 Ib 1.66 k Size: 2000 (1) 4x8 DF#2 loco A 25.38 int a S 30.66 in' 0 d 1 111.15 in4 `w Fs' 180 psi -1000 Fti 1260 psi E'x 106 1.60 z000 VAllowable 3.05 k 2500 MAllowable 3.22 k-ft 2000 Design values are based ort NDS 2005 Ediiion,published by Amencan d wood Counal. r 1500 c E 1000 Shear Moment 0 500 VMAX 1.66 k MMA% 2.29 k-ft VAllowable Allowable 3.05 k M 3.22 k-ft Ratio 0.55Ratio 0.71 0.00 OK OK -o.oz Deflections -0.04 — TL LL a Actual 0.07 in 0.05 in o -0.06 -- -- Criteria 0.28 in 0.14 in Ratio 0.25 0.37 -0.06 OK OK PM Engineering Inc.02013,Software vi 02,3/36/14 Beam #6 MPWU ENGINEERING INC. Loads and criteria Total Span: 3.50 ft 1 =42 in Fully Braced?i Yes Point Loads Load Location Pressure Treated?l No # DL LL TL 1 0 Ib Repetitive Use?i No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T!5 100-F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total CF 0.90 1 -60 plf -160 pif -220 plf 0.00 it 3.50 ft 3.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.18 in 5 0 plf 0.00 ft LL U480 0.09 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 it 2 0 plf 0.00 it 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 0 m 50 3.50 ft 100 150 R1 R2 200 0,39 k 0.39 k 250 PM Engineering Inc.©2013,Software 0 02,3/X114 Beam #6 W'PWU ENGINEERING INC. Results -250 -200 -150 -100 w -50 a 0 0 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 R1 105 Ib 280 Ib 385 Ib 0.39 k R2 105 Ib 280 Ib 385 Ib 0.39 k Size: 600 (1) 2x14 DF#2 400 A 19.88 in' H 200 S 43.89 in' 0 m 1 290.78 in4 w zoo F, 180 psi -400 F; 810 psi E'x 10fi soo 1.60 VAllowable 2.39 k 400 MAllowable 2.96 k-ft Design values are based oft NDS 2005 Edition,published by American 1] 300 Wood Council. 200 E E ShearMoment 0 10° VMAX 0.39 k Mill 0.34 k-ft VAllowable Allwable 2.39 k M 2.96 k-ft ° o Ratio 0.16 Ratio 0.11 0.00 OK OK 0.00 Deflection `2 0.00 TL LL d Actual 0.00 in 0.00 in -- Criteria 0.18 in 0.09 in Ratio 0.01 0.01 °.00 OK OK PM Engineering Inc.02013,Software 0.02,WMI14 Beam #7 qRtPWU ENGINEERING INC. Loads and criteria Total Span: 7.00 ft I = 84 in Fully Braced?l Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 0 Ib Repetitive Use? No 2 0 Ib 3 0 Ib Wet Service?i No 4 0 Ib 5 0 Ib I 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 pif -160 pif -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 U2400.35 in 5 0 plf 0.00 ft LL U480 0.18 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -250 -200 -150 100 -50 n a 0 n � 50 7.00 ft 100 150 R1 R2 200 0.77 k 0.77 k PM Engineenng Inc.02013,Software v1.02,3/06114 I�' Beam #7 �PWI/ ENGINEERING INC. Results -250 -200 -150 -100 c -50 0 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 Dou 9 R1 210 Ib 560 Ib 770 Ib 0.77 k R2 210 Ib 560 Ib 770 Ib 0.77 k Size: 1000 (1) 4x8 DF#2 500 A 25.38 in' H S 30.66 in' 0 m 1 111.15 in4 w F, 180 psi -500 Fti 1260 psi E'x 106 -1000 1.60 VAllowable 3.05 k 1500 MAllowable 3.22 k-ft Design values are based off NDS 2005 Editien,published by Amencan A 1000 Woad Council. c d Shear Moment 0 500 s VMAX 0.77 k MMAX 1.35 k-ft V 3.05 k M 3.22 k-ft o Allowable Allowable Ratio 0.25 Ratio 0.42 0.00 OK OK -0.02 Deflection a o.oa TL LL w Actual ±0.35 7 in 0.05 in o -0.06 Criteria in 0.18 in Ratio9 0.28 -0.08 OK OK PM Engineenng Inc 02013,Sefbvare 0,02,3A)6/14 HDR @ Garage PWU ENGINEERING INC. Loads and criteria Total Span:j 16.00 ft 1 = 192 in Fully Braced?j No Unbraced Length: 16.00 it Point Loads Load Location Pressure Treated?l No —� # DL LL TL 1 0 Ib Repetitive Use? No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? Ts 100°F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CV 1.00 1 -140 plf -100 plf -240 plf 0.00 it 16.00 ft 16.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 0.80 in 5 0 plf 0.00 ft LL U480 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 0 plf 0.00 ft 5 0 plf 0.00 ft -300 -200 -100 n 0 0 EWE 100 200 R1 R2 1.92 k 1.92 k 300 PN Engineenng Inc.02013,Software v1,02,3IM14 HDR @ Garage MPWU ENGINEERING INC. Results -300 -200 -100 n a 0 0 16.00 ft 100 200 R1 R2 1.92 k 1.92 k 300 Type: Reactions (k) Boise Glulam 24F-V4 R1 112200 LL TL TL Ib 800 Ib 1920 Ib 1.92 k R2 1120 Ib 800 Ib 1920 Ib 1.92 k Size: 300° (1) 3'/2'x10'/2' GL 2000 A 36.75 in' ; 1000 S 64.31 in' o Asd 1 337.64 in4 N -loon Fv1 265 psi -2000 Fti 2032 psi F x 106 1.80 3ooa VAllowable 6.49 k 10000 MAllowable 10.89 k-ft 8000 Design values are based oR BOISE GLUL MSpeer Guide, a published by Boise Cascade EV dated=8113, 6000 C E 4000 ShearMoment 0 2000 VMAX 1.92 k MMAX 7.68 k-ft VAllowable Allowable 6.49 k M 10.89 k-ft ° Ratio 0.30 Ratio 0.71 0.00 OK OK -O.zo Deflection `g o.ao TL LL d Actual 0.58 in 0.24 in o -0.60 — Criteria 0.80 in 0.40 in Ratio 0.73 0.61 -0.80 OK OK PM Engineenng Inc®2013,SdR are v1.02,3106/14 HDR @ Nook PWU ENGINEERING INC. Loads and criteria Total Span:j 5.00 ft I = 60 in Fully Braced?i Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 -975 Ib -16251b -26001b 2.00 ft Repetitive Use?j No 2 0 Ib 3 0 Ib Wet Service?i No 4 0 Ib 5 0 Ib I Sustained Temperature? T<_ 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.00 1 -374 plf -530 plf -904 plf 0.00 ft 2.00 ft 2.00 ft 2 -164 plf -180 plf -344 plf 2.00 ft 5.00 ft 3.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.25 in 5 0 plf 0.00 ft LL U480 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 0 plf 0.00 ft 5 0 plf 0.00 ft -1500 -2.60 k -1000 -500 n v 0 5.00 ft 500 R2 1000 2.12 k R1 1500 3.31 k PM Engineenng Inc.02013,Software v1 02,3/0&14 HDR @ Nook 7WW WU ENGINEERING INC. Results -1500 -2.60 k -1000 -500 a v 0 m 5.00 ft J 500 R2 1000 2.12 k R1 1500 3.31 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 1330 Ib 1985 Ib 3315 Ib 3.31 k R2 883 Ib 1240 Ib 2123 Ib 2.12 k Size: 4000 (1) 6x10 DF#2 3000 A 52.25 int _ 2000 S 82.73 in3 = 1000 0 1 392.96 in4 N F„' 170 psi -1000 Fe 875 psi -2000 E' x 106 1.30 -3000 VAllowable 5.92 k 6000 MAllowable 6.03 k-ft 5000 Design values are based off NDS 2005 Edilion,bublished by Amencan a 4000 Wood Counal. 3000 - d Shear Moment o 2000 VM,ix 3.31 k MMAx 4.82 k-ft 1000 VAllowable Allowable 5.92 k M 6.03 k-ft 0 Ratio 0.56 Ratio 0.80 0.00 OK OK -0.01 Deflection 4 0.02 TL LL a Actual 0.04 in 0.02 in --- Criteria 0.25 in 0.13 in Ratio 0.15 0.17 0.04 OK OK PM Engineenng Inc 02013,Software v1.02,3/06/14 I Beam #9 PWU ENGINEERING INC. Loads and criteria Total Span: 6.00 ft 1 =72 in Fully Braced?l Yes Point Loads Load Location Pressure Treated?l No —� # DL LL TL 1 0 Ib Repetitive Use? No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T!5 100°F Uniform Loads Load Factors Load Extent Co 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 0 plf 0.00 ft 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 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 1000 -800 -600 -400 w -200 a v 0 m .°0 200 400 600 800 R1 R2 2.43 k 2.43 k 1000 PW Engineenng Inc.02013.Softare 0,02,WM14 r Beam #9 �PWU ENGINEERING INC. Results -1000 -800 -600 -400 •_ -200 a v 0 9 200 6.00 ft 400 600 800R1 R2 1000 2.43 k 2.43 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R1 873 Ib 1560 Ib 2433 Ib 2.43 k RZ 873 Ib 1560 Ib 2433 Ib 2.43 k Size: 3000 (1) 4x10 DF#2 2000 A 32.38 in' a 1000 S 49.91 in' 0 m 230.84 in4 y -1000 F, 180 psi -2000 Fp 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 Amended a 3000 Wood Council. 2000 E E ShearMoment 2 1000 VMAX 2.43 k MMAX 3.65 k-ft VAllowable Allowable 3.89 k M 4.49 k-ft 0 Ratio 0.63 Ratio 0.81 0.00 OK OK -0.02 Deflection c 0.04 TL LL v 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 PW Engineenng Inc.02013,Softare v1.02,3/06/14 Beam #10 7R"U ENGINEERING INC. Loads and criteria Total Span: 4.50 ft 1 = 54 in Fully Braced?l Yes Point Loads Load Location Pressure Treated?l No # DL LL TL 1 -210 Ib -560 Ib -770 Ib 1.50 ft Repetitive Use?i No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load ExtentCo 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 1-/240 0.23 in 5 0 plf 0.00 ft LL 1 /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 0 plf 0.00 ft 5 0 plf 0.00 ft -800 -600 -400 -0.77 k -200 n v 0 4.50 ft 200 400 R2 600 R1 1.83 k 2.09 k 800 -- I'M Engineenng Inc.02013,Software v1 02,3106114 Beam #10 �PWiJ ENGINEERING INC. Results -800 -600 -400 w -200 n v 0 SO 200 4.50 ft 400 R2 600 R1 1.83 k 800 2.09 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL 91 TL Dou 9 R1 727 Ib 1363 Ib 2091 Ib 2.09 k Rz 657 Ib 11771b 1834 Ib 1.83 k Size: 3000 (1) 4x10 DF#2 2000 A 32.38 int s 1000 S 49.91 in' o d 230.84 in4 y -1000 F, 180 psi -2000 Fti 1080 psi E'x 106 -3000 1.60 VAllowable 3.89 k 3000 MAllowable 4.49 k-ft 2500 Design values are based On NDS 2005 Edition,published by Arnenuse L 2000 Wood Council. ,p' 1500 a Shear Moment a l000 VMAX 2.09 k MMAX 2.40 k-ft 500 VAllowable Allowable 3.89 k M 4.49 k-ft 0 Ratio 0.54 Ratio 0.53 0.00 OK OK -0.01 Deflectiona -0.01 TL LL a -0.02 Actual 0.02 in 0.02 in o -0.02 Criteria 0.23 in 0.11 in Ratio 0.10 0.14 -0.03 OK OK PM Engineering Inc.02013,Software v1.02,3/06/14 Beam #11 MPWU ENGINEERING INC. Loads and criteria Total Span: 6.00 ft 1 = 72 in Fully Braced?l Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 -210 Ib -560 Ib -770 Ib 1.00 ft Repetitive Use?i No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T!5 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total OF 1.20 1 -179 pif -220 plf -399 plf 0.00 ft 6.00 ft 6.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL L/240 0.30 in 5 0 plf 0.00 ft LLI 0.15 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 -500 -400 -300 -200 G -100 n -0 0 m 6.00 ft � 100 200 R2 300 R1 132 k 400 1.84 k 500 PM Engineenng Inc.02013,Software v1.o2,31M14 Beam #11 M PWU ENGINEERING INC. Results -500 -400 -300 -200 -0.77 k -100 a v 0 100 6.00 ft 200 R2 300 R11.32 k 400 1.84 k 500 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R1 711 Ib 11271b 18371b 1.84 k R2 571 Ib 753 Ib 13241b 1.32 k Size: 2000 (1) 4x10 DF#2 1500 A 32.38 in' _ 1000 a 500 S 49.91 in d o 1 230.84 in4 `w F, 180 psi -500 Fe 1080 psi -1000 — E' x 106 1.60 -1500 VAllowable 1 3.89 k 2500 MAllowable 1 4.49 k-ft 2000 Design values are based off INDS 2W5 Edition,published by Amenaan L woad Coundl. 1500 c E 1000 ShearMoment s 500 VMAX 1.84 k MMAX 2.20 k-ft VAllowable Allowable 3.89 k M 4.49 k-ft Ratio 0.47 Ratio 0.49 0.00 OK OK -001 c Deflectioni -0.02 TL LL d -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 PM Engineenng Inc.02013,Software v1.02,3/M14