Loading...
Specifications titsT�ols, �v�� � l&A cc, S Gv 77� PWU ENGINEERING INC. Email: muengineerinq(a)-comcast.net Ph: (503) 810-8309 Structural Calculations: DEC 2 2 2015 Job # LEN 15426 . � �� Date: 12/14/15 na �iy ,� { p, N Project: Marquam A Master Reuse Garage Right Lot 19, Oak Crest, Tigard, OR Lennar Homes PRO Qi, Nee �O �� �• 19421PE 2 EGON Y 22 1�v yILIP `N Expires: 06/30/2016 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. Non-prescriptive foundations are outside the scope of this design and require approval from a geotechnical engineer. If the project is located on a sloping lot,the foundation system needs to be approved by a geotechnical engineer prior to construction. Failure to do so invalidates this design. The need for retaining walls for the project is the sole responsibility of the builder and a design will be included only if information provided by the builder,such as sections and drawings,are provided indicating where they are needed. All retaining wall designs should be verified by the geotechnical engineer of record for the subdivision or lot prior to construction. Failure to do so invalidates their design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. PWU Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or the actual materials used in construction. PWU Engineering Inc.shall have no obligation of liability,whether arising in contract(including warranty),Tort(including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. RPWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for the Marquam A Master plans for Plan approvals. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 136mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h =24.0' approximately. D C NNVFRS \"*, A Direction _ End Zones 2a ' C A MWFRS Direction 2a�' End Zones Note: End zone may occur at any corner of the building. a= .10*40' =4' or for h =24' a=.4(h)= .4(24') = 9.6' a=4' controls a must be larger than .04(40')= 1.6' and 3' Therefore: 2a=8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: 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 �pW(J ENGINEERING INC. Project Marquam A Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAVG(ft) 105mph B 26.6 1.00 40.0 24.0 D 6:12 a= 4.0 ft Direct- A End Zones A 21.3 psf ora= 9.6 ft B 6.8 psf Check 10psf min and a> 1.6 ft c A Direction C 15.8 psf load across all and a> 3.0 ft 2e D 6.0 psf zones. End gores 2a 8.0 ft . .=ane...o«�r rtanYon�o,�e bAdtg. WR L(ft)l 8.0 24.0 8.0 hA(ft) 4.0 4.0 hB(ft) 7.0 7.0 hc(ft) 4.0 hD(ft) 7.0 W(plf) 0.01 132.4 105.111 132.41 0.01 0.01 0.01 0.01 0.0 0.0 50.0 WR AVG 116.1 plf 100.0 10psf min load: 110.0 plf .* 50.0 _Hir saki s Governing value: 116.1 pl 0.0 Wz L(ft)l 8.0 24.0 8.0 hA(ft) 10.0 10.0 hB(ft) hc(ft) 10.0 hD(ft) W(plf) 0.01 212.61 158.4 212.6 0.01 0.01 0.01 0.01 0.01 0.0 300.0 - W2 AVG 180.1 plf 200.0 10psf min load: 100.0 plf 100.0 _ x Governing value:1 180.1 pl 0.0 " A Wi L(ft) hA(ft) hB(ft) hc(ft) hD(ft) W(plf) 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.0 0.0 1.0 W1 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 Governing value: #DIV/0! 0.0 11 11 11 If I 111 11 11 11 11 11 1 11 U11111 111ITIA1144MI Jill It [111 11 11 11 11 TOP PLAIN _ ll Ll i Tor H.4T! i� llb.i•LR REAR ELEVATION �4•.�o• Wind per ASCE 7 Mz"U ENGINEERING INC. Project Marquam 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 24.0 e" Bld 6:12 tMVFRS a= 4.0 ftone� A 21.3 psf ora= 9.6 ft B 6.8 psf Check 10psf min and a> 1.6 fto A / Direction C 15.8 psf load across all and a> 3.0 ft e D 6.0 psf zones. End Zone. Note:End zone may occur at any corner of the 2al buidkV. WR L(ft) 8.0 22.0 18.0 8.0 hA(ft) 4.0 7.5 hB(ft) 6.0 he(ft) 4.0 7.5 hD(ft) 6.0 3.0 W(plf) 0.01 125.71 99.21 136.71 159.51 0.01 0.01 0.01 0.0 0.0 200.0 WR AVG 1 123.6 plf - 10 sfminload:1 98.0 plfJ 100.0 Nr Governing value:1 123.6 plJ 0.0r � W2 L(ft)1 8.0 40.0 8.0 hA(ft) 10.0 10.0 hB(ft) he(ft) 10.0 hD(ft) W(plf) 0.0 212.61 158.41 0.01 212.61 0.01 0.01 0.0 0.0 0.0 300.0 W2 AVG 1 173.9 plf 200.0 10psf min load: 100.0 If + . r P P 100.0 , A ;n Governing value: 173.9 pl 0.0 v3 H �- W, L(ft) hA(ft) hB(ft) he(ft) hD(ft) W(plf) 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.0 0.0 W1 AVG I #DIV/0! 1.0 10psf min load: #DIV/0! 0.5 Governing value:1 #DIV/0! 0.0 n r� n r IAJUII Um Hull ETMNH III UVILLILINA Tor MATE - r-r a Tor RAT[ — ■ 4b V 4'-0' RIGHT SIDE ELEVATION V4'•r.0' 2 LA ILI 11 111 I Jill If. i .11 Lil raP n.nTt _� 1 yp � i MbaLR TRP KAM — — — ®®® OBOE eue-ruc wro x sio a,.Ewaw ooaa �� rte,. .'-0' r-r• I IA FRONT ELEVATION V4,.r.0` ti .p a Hil "it luull 11 It it It jut 111 11 Jill[ n are 41 LEFT SIDE ELEVATION ►-W Seismic & Governing Values �pWU ENGINEERING INC. Project Marquam A 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 7Ss D1 6.51 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load: 6psf VE— Exterior =Exterior Wall Dead Load: 12psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 48 ft] = 110.6 pl < 116.1 plf Wind Governs WZ = [0.100 * (15+5+3+4) * 56 ft] + 110.601 = 262.2 pl < 296.1 pl Wind Governs W, _ [0.100 * (15+5+3+4) * + 262.2 pil= 262.2 pl #DIV/01 #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 40 ft] = 92.2 pli < 123.6 pif Wind Governs W2 = [0.100 * (15+5+3+4) * 40 ft] + 92.2 pl = 200.4 pl < 297.5 pl Wind Governs W, _ [0.100 * (15+5+3+4) * + 200.4 pl I= 200.4 pl #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 Line Loads �PWU ENGINEERING INC. Project Marquam A \V High Roof Diaphragm -Upper Floor Walls Line A P = 1.22 k LTOTAL = 19.5 ft v = 1.22 k / 19.5 ft = 62 plf Type A Wall h = 8.0 ft LwoRST = 19.5 ft Mor = 62 plf 8.0 ft * 19.5 ft = 9.75 kft MR = (15 psf * 2.0 ft + 12 psf 8.0 ft) * (19.5ft)Z / 2 * 0.6 = 14.37 kft + 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 14.37 kft = 14.37 kft T = 9.75kft - 14.37kft / 19.5 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line B P = 2.32 k LTOTAL = 13.5 ft v = 2.32 k / 13.5 ft = 172 plf Type A Wall h = 8.0 ft LV = 13.5 ft MOT = 172 plf * 8.0 ft * 13.5 ft = 18.57 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (13.5ft)2 / 2 0.6 = 9.35 kft + 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 9.35 kft = 9.35 kft T = 18.57kft - 9.35kft / 13.5 ft = 0.68 k + 0.00 k = 0.68 k No hd req'd Line C P = 1.10 k TOTAL = 20.0 ft v = 1.10 k / 20.0 ft = 55 plf Type A Wall h = 8.0 ft FELZORST = 10.0 ft MOT = 55 plf 8.0 ft * 10.0 ft = 4.41 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (10.Oft)2 / 2 * 0.6 = 3.78 kft + 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 3.78 kft = 3.78 kft T = 4.41 kft - 3.78kft / 10.0 ft = 0.06 k + 0.00 k = 0.06 k No hd req'd Line 1 P = 1.61 kLTOTAL = 19.5 ft v = 1.61 k / 19.5 ft = 82 plf Type A Wall h = 8.0 ft LwORST = 2.5 ft MOT = 82 plf 8.0 ft * 2.5 ft = 1.65 kft MR = (15 psf * 5.0 ft + 12 psf * 8.0 ft) * (2.5ft)2 / 2 * 0.6 = 0.32 kft + 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 0.32 kft = 0.32 kft T = 1.65kft - 0.32kft / 2.5 ft = 0.53 k + 0.00 k = 0.53 k No hd req'd Line 2 P = 3.46 k LTOTAL = 20.5 ft v = 3.46 k / 20.5 ft = 169 pif Type A Wall h = 8.0 ft LWORST = 20.5 ft MOT = 169 plf * 8.0 ft 20.5 ft = 27.69 kft MR = (15 psf 5.0 ft + 12 psf 8.0 ft) * (20.5ft)2 / 2 0.6 = 21.56 kft + 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 21.56 kft = 21.56 kft T = 27.69kft - 21.56kft / 20.5 ft = 0.30 k + 0.00 k = 0.30 k No hd req'd Line 3 P = 1.85 k LTOTAL - 11.3 ft v = 1.85 k / 11.3 ft = 165 plf Type A Wall See FTAO Calc Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P = 3.11 k LTOTAL = 25.0 ft v = 3.11 k / 25.0 ft = 124 plf Type A Wall h = 9.0 ft LwoRST = 25.0 ft MOT = 124 pif * 9.0 ft * 25.0 ft = 27.98 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (25.0ft)2 / 2 * 0.6 = 25.88 kft + (01b * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 25.88 kft = 25.88 kft T = 27.98kft - 25.88kft / 25.0 ft = 0.08 k + 0.00 k = 0.08 k No hd req'd Line B P = 5.92 k LTOTAL = 18.0 ft v = 5.92 k / 18.0 ft = 329 Of Type B Wall h = 9.0 ft Lw0RST = 18.0 ft MOT = 329 pif * 9.0 ft 18.0 ft = 53.30 kft MR = (15 psf * 2.0 ft + 12 psf 9.0 ft) * (18.Oft)2 / 2 0.6 = 13.41 kft + (01b * 0.0 ft + 500 Ib * 12.0 ft = 6.00 kft + 13.41 kft = 19.41 kft T = 53.30kft - 19.41 kft / 18.0 ft = 1.88 k + 0.00 k = 1.88 k Use type 1 hd Line C P = 2.81 k LTOTAL - 25.0 ft v = 2.81 k / 25.0 ft = 113 pif IType A Wall h = 9.0 ft LwoRST = 25.0 ft MOT = 113 plf 9.0 ft 25.0 ft = 25.32 kft MR = (15 psf 2.0 ft + 12 psf * 9.0 ft) * (25.0ft)2 / 2 0.6 = 25.88 kft + 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 25.88 kft = 25.88 kft T = 25.32kft - 25.88kft / 25.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P = 3.87 k LTOTAL = 19.0 ft v = 3.87 k / 19.0 ft = 204 pif IType A Wall See FTAO Calc No hd req'd Line 2 P = 8.33 k LTOTAL = 20.0 ft v = 8.33 k / 20.0 ft = 417 pif Type B Wall h = 9.0 ft LWORST = 20.0 ft MOT = 417 pif 9.0 ft 20.0 ft = 74.97 kft MR = (15 psf 16.0 ft + 12 psf * 9.0 ft) * (20.Oft)2 / 2 * 0.6 = 41.76 kft + 0 Ib * 0.0 ft + 1000 Ib * 20.0 ft = 20.00 kft + 41.76 kft = 61.76 kft T = (74.97k-ft - 61.76kft / 20.0 ft = 0.66 k + 0.00 k = 0.66 k No hd req'd Line 3 P = 4.46 k LTOTAL = 12.0 ft v = 4.46 k / 12.0 ft = 372 plf Type C Wall h = 7.0 ft LwoRST = 2.3 ft MOT = 372 plf * 7.0 ft 2.3 ft = 5.86 kft MR = (15 psf * 2.0 ft + 12 psf 7.0 ft) * (2.3ft)2 / 2 0.6 = 0.17 kft + 0 Ib * 0.0 ft + 500 Ib * 2.3 ft = 1.13 kft + 0.17 kft = 1.30 kft T = 5.86kft - 1.30kft / 2.3 ft = 2.03 k + 0.00 k = 2.03 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, = 1.8ft Lo= 1.5ft L2= 2.5ft V= 0.70 k VA= 96 plf vp= 195 pif VF= 96 pif hu= 1.0 ft F, = 0.12k F2= 0.17k VB= 165 plf VG= 165 pif ho= 3.0 ft F, = 0.12k F2= 0.17k hL= 4.O ft VC= 96 pif VE= 195 Of VH= 96 plf I IT y H = 0.98k H = 0.98k r----H-=7( 0.70 k *8.0 ft ) /5.8 ft= 0.989 H:W Ratios 3.0 ft : 1.8 ft = 1.7 : 1 vh= 0.70 k/ 4.3ft= 165 pif 3.0ft : 2.5ft = 1.2 : 1 v,=l 0.98k/ 5.0 ft= 195 plfl Use: Type A Wall 195 plf ' 1.50 ft= 0.29 k F, = ( 0.29 k* 1.8 ft) 4.3ft= 0.12k F2= (0.29 k ` 2.5 ft)/ 4.3 ft= 0.17 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft+ 12psf* 8.0 ft) (5.8 ft)^2 *0.6/2] + (5.8 ft *5001b) = 4.12 kft T= 0.98 kft- (4.12 kft /5.8 ft) 1 = 0.26k +0.00k=' 0.26 k No HD Reci'd Force Transfer Around Opening (FTAO) __= gtPWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 1 L, = 3.5ft Lo= 10.6 ft L2= 6.5 ft V= 1.84 k vA= -43 pif vp= 212 pif VF= -43 pif hu = 1.0 ft F, = 0.87k F2= 1.36k vB= 204 pif vG= 204 pif ho= 5.0 ft F, = 0.87k F2= 1.36k hL= 3.0 ft vc_ -43 plf VE= 212 plf VH= -43 pif y T H = 0.85k H = 0.85k H=j 1.84 k *9.0 ft) / 19.5ft= l 0.85 k H:W Ratios 5.0 ft : 3.5 ft = 1.4 : 1 Vh = 1.84 k/ 9.Oft= 204 plf 5.Oft : 5.5ft = 0.9 : 1 v„= 0.85 k/ 4.0 ft= 212 plf Use: Type A Wall 212 plf' 10.50 ft= 2.22 k F, = (2.22k* 3.5ft)/ 9.0ft= 0.87k F2= (2.22 k " 5.5 ft)/ 9.0 ft= 1.36 k Use: (2) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 4 ft+ 12psf* 9.0 ft) * (19.5 ft)^2 * 0.6/2] + (0.0 ft *5001b) = l 19.160 T= 0.85 kft- ( 19.16 kft /19.5ft) -= 0.14k +0.00k= 0.00k No HD Req'd Force Transfer Around Opening (FTAO) �PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 3 L, = 3.8ft Lo= 6.Oft L2= 3.8ft V= 2.79 k vA= -124 plf vp= 620 pif VF= -124 plf hu = 1.0 ft F, = 1.86 k F2= 1.86 k VB= 372 plf VG= 372 plf ho= 6.0 ft F, = 1.86 k F2= 1.86 k hL= 2.0 ft vc_ -124 plf VE= 620 plf VH= -124 plf H = 1.86k H = 1.86k H= (2.79 k 9.0 ft ) / 13.5 ft= 1.86 k H:W Ratios 6.O ft : 3.8 ft 1= 1.6 : 1 vh= 2.79k/ 7.5ft= 372 plf 6.0 ft : 3.8 ft = 1.6 : 1 v„=1 1.86 k/ 3.0 ft= 620 pif Use: Type C Wall 620 pif* 6.00 ft= 3.72 k F, = ( 3.72 k 3.8 ft) 7.5ft= 1.86k F2= ( 3.72 k* 3.8 ft)/ 7.5 ft= 1.86 k Use: (3) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 6 ft+ 12psf" 9.O ft) (13.5 ft)-2 * 0.6/2] + ( 13.5 ft `5001b) = 17.58 kft T= 1.86 kft- ( 17.58 kft /13.5 ft) =0.56 k +0.00k= 0.56 k No HD Reg'd A-a Ae- -- Nev I e 4 --------- --JI e e 0 I I I u DANiCCM 2 �..�. I A fl I I I e I I I eI A 0 TSD ISI Nt LT��D IR!Cm Col 61RIl� ^ rm ann ree cer�asv Jrole ro�o ren+oo AJl !wLL Illy 3'A' 3'A' onIII!W4LL 92v !!1lANlD TO OE lliANem Cm col 6/FLAPp�;. Lm C!m col&Near SAY&PM M vYm (2)DAY&PM M ICAM "AO HrrAM e FOR FTAO t*TWM UPPER FLOOR LATERAL PLAN w..r-' Q � : � co M U� O] $ m , r N Ce e - A A e eL-- --------- q 7 2 u A i e I A � S.- fie!esm Oty TO e•M THM 61PAP We F ax s11Mr t.� e [veu�'sWYM i'aeM�cR Knno -9• M�!1lATI� tl!!ClQJ ODL s7R/r p�{• n�ears Pere cer aiss� Pae ruo rsnCP e UPPER FLOOR LATERAL PLAN 110 ft Dw 7n as aAT� mcm cm WMWA- (2)a»reee M 100sa2 FM RAO FRMCP C A .mm wA"nav A '7 uet am cap emir (2)"YO PW MT CYMI FOR RAO MMM 20 e . . . . . . y'- ' . . . . . . A . . . . A . . . . . . . . . . . . . R . . . . 2 . . . . . 20 ' I om or mC "No' . IOLA I.!!l6.T MLAIMER& —• . . ertfE ewi e3ev gay y y To ee ellATlD 114LL U. o)»Fe ower arts o'a. row 60 WALL NO POR RAO!HMCo e o1RAae roe M0.Dw►N offlimJ Tor of 67M MAY ee emetmmn PM ewi*Ono cl or 11'I"!76-9 W-OC N FM ICADOe N 7'-&MAX 6wo"FM of7 Leal rtie DlTAIL lvm MAIN FLOOR LATERAL PLAN w1.1-V 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 5=2550, 5=2550, (2)2x 3075 2215 SSTB16 SSTB20L w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB%X24 SB%X24 w=6675 w=6675 3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SB%X24 S=5 7o S =5730, 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 5=6395, 5=7315, w=7615 w=8710 8 HDU11-SDS2.5 (1)6x 9535 6865 PA88-36, 10"min PA68-36, 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 rein 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. SHEARWALL 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" 1211 " Dia. A.B. @ 30"o/c 16d @ 4"o/c A35 @ 14"o/c 255 357 B6" 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 C6" 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 D6" 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 E6" 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 F6" 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 HGAI OKT @ 8" o/c 1010 1414 H 6" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 1"DiA.B. @ 52"o /c (m) 16d @ 12'o/c(2)rows staggered HGAI0KT @ 6" o/c 1340 1876 Notes: a) All wall construction to conform to SDPWS Table 4.3A. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7"embed into concrete. 3"x3"x%" plate washers req'd at all shear wall A.B. in seismic zone D, E, F. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net Qsi= ZS ps� gplr 5.32 CaT�2 L- 20' 1C HDR @ Roof �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 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:5 100°F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total CF 1.40 1 -210 pif -350 plf -560 plf 0.00 ft 5.00 ft 5.00 ft 2 0 pif 0.00 ft 3 0 pif 0.00 ft Deflection Criteria 4 1 1 0 plf 0.00 ft TL 0240 1 0.25 in 5 1 0 pif 1 0.00 ft LLI U480 I 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 pif 0.00 ft 2 0 pif 0.00 ft 3 0 pif 0.00 ft 4 1 0 pif 0.00 ft 5 0 plf 0.00 ft -800 -600 -400 ._ -200 w CL a 0 All J 200 5.00 ft 400 R1 R2 600 1.40 k 11.40 k 800 PN/U Engineering Inc.02013,Software 0.02,3/06/14 HDR @Roof �PWU ENGINEERING INC. Results -800 -600 -400 -200 a 0 200 5.00 ft 400 R1 R2 600 1.40 k 1.40 k 800 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL 9 R, 525 Ib 875 Ib 1400 Ib 1.40 k RZ 525 Ib 875 Ib 1400 Ib 1.40 k Size: 2000 (1) 4x8 D F#2 1500 1000 A 25.38 in' a 500 S 30.66 in' o 1 111.15 in4 w -500 F,; 180 psi -1000 Fb- 1260 psi -1500 F 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 ,c 1500 Wood Council. 1000 m Shear Moment 0 500 VIVAX 1.40 k MMAX 1.75 k-ft VAllowable Allowable 3.05 k M 3.22 k-ft ° Ratio 0.46 Ratio 0.54 0.00 OK OK -0.01 S Deflection `o -0.02 TL LL -0.03 Actual 0.04 in 0.03 in o o.oa Criteria 0.25 in 0.13 in Ratio 0.18 0.22 -0.05 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #1 �PWU ENGINEERING INC. Loads and criteria Total Span:j 20.00 ft I = 240 in Fully Braced?i Yes Point Loads Load Location Pressure Treated?j No # DL LL TL 1 -525 Ib -875 Ib -14001 b 2.00 ft Repetitive Use?l No 2 -10501b -17501b -28001b 7.00 ft 3 -525 Ib -8751b -14001b 12.00 ft Wet Service? No 4 -5251b -8751b -14001b 17.50 ft 5 1 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent CID 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 pif -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 1 2.50 ft TL U240 1 1.00 in 5 0 plf I 1 0.00 ft LLI U480 1 0.50 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 pif 0.00 ft 3 1 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 pif 0.00 ft -1500 -1000 -500 -2.80 k w -1.40 k 1 -1.40 k -1.40 k CL a 0 20.00 ft 500 R1 R2 1000 9.12 k 8.95 k 1500 PWU Engineering Inc.02013,Software 0.02,3/06/14 Beam #1 � P �EN�GINEE�RTNG INC. Results -1500 -1000 -500 -1.40 k 2.80 k 1.40 k -1.40 k w CIL :�; 0 J 20.00 ft 500 R1 R2 1000 9.12 k 8.95 k 1500 Type: Reactions (k) Boise Glulam 24F-V4 DL LL TL TL R, 3768 Ib 5355 Ib 9123 Ib 9.12 k R2 3702 Ib 5245 Ib 8948 Ib 8.95 k Size: 15000 (1) 5'/2'x18" GL 10000 A 99.00 in' 5000 S 297.00 in' 1 2673.00 in4 n 0 F„ 265 psi -5000 Fb' 2300 psi -i0000 F x 106 1.80 VAllowable 17.49 k 50000 MAllowable 56.92 k-ft _ 40000 Design values are based off BOISE GLULAM Specifier Guide, a published by Boise Cascade EVVP dated 02/28/13. 30000 C _ 20000 Shear Moment 0i0000 VMAX 9.12 k MMAX 44.57 k-ft VAllowable Allowable 17.49 k M 56.92 k-ft Ratio 0.52 Ratio 0.78 0.00 OK OK S -0.20 Deflection `s -0.40 TL LL d 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 PVVU Engineering Inc.02013,Software 0.02,3/06/14 Beam #2 �PWU ENGINEERING INC. Loads and criteria Total Span:j 9.00 ft I = 108 in Fully Braced?l Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 0 Ib Repetitive Use?i 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 CD 1.00 # DL LL TL Start End Total CF 0.90 1 -156 plf -130 plf -286 pif 0.00 ft 9.00 ft 9.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 1 1 0 plf 0.00 ft TLI 0240 1 0.45 in 5 1 0 plf 1 0.00 ft LLI U480 I 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 1 0 plf 1 0.00 ft 4 0 plf 0.00 ft 5 0 pif 0.00 ft -400 -300 -200 w -100 CL a 0 9.00 ft 100 200 300 R1 R2 400 1.29 k 1.29 k PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #2 C ENGINEERING INC. Results -400 -300 -200 w -100 a 0 100 9.00 ft 200 300 R1 R2 400 1.29 k 1.29 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL R, 702 Ib 585 Ib 1287 Ib 1.29 k R2 702 Ib 585 Ib 1287 Ib 1.29 k Size: 1 500 (1) 2x14 DF#2 1000 A 19.88 int a 500 S 43.89 in' 0 1 290.78 in4 u -500 F„' 180 psi -1000 Fb' 810 psi E'x 106 1.60 -�500 VAllowable 2.39 k 4000 MAllowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American 3000 Wood Council. 2000 m Shear Moment 0 1000 VMAX 1.29 k MMAX 2.90 k-ft 07 VAllowable Allowable 2.39 k M 2.96 k-ft Ratio 0.54 Ratio 0.98 0.00 OK OK -0.02 E Deflection c o .oa TL LL d -0.06 Actual 0.09 in 0.04 in o o.oa 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 C, ENGINEERING INC. Loads and criteria Total Span:j 18.50 ft I = 222 in Fully Braced?j Yes Point Loads Load Location Pressure Treated?j No # DL LL TL 1 0 Ib Repetitive Use?i 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 CID 1.00 # DL LL TL Start End Total CV 0.95 1 -188 pif -500 pif -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 1 1 0 plf 0.00 ft TLI U240 1 0.93 in 5 1 0 plf 1 0.00 ft LL L/480 1 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 1 0 pif 0.00 ft 5 0 plf 0.00 ft -800 -600 -400 w -200 CL -0 0 M All 0 18.50 ft 200 400 600 R1 R2 6.36 k 6.36 k 800 PWU Engineering Inc.02013,Software 0.02,3/06/14 Beam #3 �PWU ENGINEERING INC. Results -800 -600 -400 -200 a 0 0 M All 200 18.50 ft 400 600 R1 R2 6.36 k 16.36 k 800 Type: Reactions (k) Boise Glulam 24F-V4 DL LL TL TL R, 1734 Ib 4625 Ib 6359 Ib 6.36 k R2 1734 Ib 4625 Ib 6359 Ib 6.36 k Size: 8000 (1) 8%"x13'/" GL 6000 4000 A 118.13 int E 2000 S 265.78 in' „ o 1 1794.02 in4 n -2000 F,; 265 psi -4000 Fb' 2277 psi -6000 E'x 106 1.80 -8000 VAllowable 20.87 k 40000 MAllowable 50.43 k-ft Design values are based off BOISE GLULAM Specifier Guide, ,p 30000 published by Boise Cascade EWP dated 02/28/13. 20000 m Shear Moment 0 l0000 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 °' -0.40 Actual 0.56 in 0.41 in o Criteria 0.93 in 0.46 in Ratio 0.61 0.88 o.so OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 , Beam #4 �PWU ENGINEERING INC. Loads and criteria Total Span:1 6.50 ft Fully Braced?j 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 CD 1.00 # DL LL TL Start End Total CF 1.20 1 -218 plf -580 pif -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 1 1 0 plf 0.00 ft TLI U240 1 0.33 in 5 1 0 plf 0.00 ft LLI U480 1 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 pif 0.00 ft -1000 -800 -600 -400 w. -200 a a 0 200 6.50 ft 400 600 F22 jk 800 R1 2.50 k 1000 PWU Engineering Inc.©2013,Software 0.02,3/06/14 Beam #4 � P �EN�GINEE�RING INC. Results -1000 -800 -600 -400 -200 a -a 0 M �° 200 6.50 ft 400 600 800 R1 R2 1000 2.50 k 2.20 k [_ Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL R, 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' „ o d 1 230.84 in4 y -1000 F,; 180 psi -2000 Fb' 1080 psi F x 106 1.60 3000 VAllowable 3.89 k 5000 MAllowable 4.49 k-ft 4000 Design values are based off NDS 2005 Edition,published by American Wood Council. 3000 c 2000 Shear Moment a �000 VMAX 2.50 k MMAX 3.92 k-ft VAllowable Allowable 3.89 k M 4.49 k-ft 0 Ratio 0.64 Ratio 0.87 0.00 OK OK -0.02 Deflection a -0.04 TL LL -0.06 Actual 0.08 in 0.06 in -0.08 Criteria Criteria 0.33 in 0.16 in Ratio 0.25 0.36 -0.10 OK OK PWU Engineering Inc.02013,Software 0.02,3/06/14 Beam #5 �PWU ENGINEERING INC. Loads and criteria Total Span:j 5.50 ft I =66 in Fully Braced?j 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?i 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 CF 1.40 1 -165 plf -440 plf -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 1 0 plf 0.00 ft TLI U240 1 0.28 in 5 1 0 plf 1 0.00 ft LLI 0480 1 0.14 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 1 1 0 plf 0.00 ft 5 0 plf 0.00 ft -800 -600 -400 -200 w CL :0 0 M J 5.50 ft 200 400 600R1 R2 1.66 k 1.66 800 k PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #5 WPWU ENGINEERING INC. Results -800 -600 -400 r -200 a v 0 0 200 5.50 ft 400 600R1 8001.66k IQ Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 454 Ib 1210 Ib 1664 Ib 1.66 k RZ 454 Ib 1210 Ib 1664 Ib 1.66 k Size: 2000 (1) 4x8 DF#2 A 25.38 in' 1000 S 30.66 in' „ o 1 111.15 in4 n F,; 180 psi -1000 Fe 1260 psi F 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 Wood Council. 1500 c 1000 Shear Moment a 500 VMAX 1.66 k MMAX 2.29 k-ft VAllowable Allowable 3.05 k M 3.22 k-ft Ratio 0.55 Ratio 0.71 0.00 OK OK � -0.02 Deflection `s -0.04 TL LL Actual 0.07 in 0.05 in o o.os Criteria 0.28 in 0.14 in Ratio 0.25 0.37 -0.08 OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 Beam #6 �PWU ENGINEERING INC. Loads and criteria Total Span:j 3.50 ft I =42 in Fully Braced?j 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:5 100`F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total CF 0.90 1 -60 plf -160 plf -220 plf 0.00 ft 3.50 ft 3.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 1 1 0 plf 0.00 ft TLI U240 1 0.18 in 5 1 0 plf 1 0.00 ft LLI U480 I 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 c 0 50 3.50 ft 100 150 R1R2 ' 200 0.39 k 0.39jk 250 PWU Engineering Inc.02013,Software 0.02,3/06/14 Beam #6 ���EN�GINEE�RING INC. Results -250 -200 -150 -100 a -50 0 mAll 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 R, 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 int a 200 S 43.89 in' „ 0 d 1 290.78 in4 n200 F,; 180 psi -400 Fb' 1 810 psi E'x 106 1.60 soo VAllowable 2.39 k 400 MAllowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American 300 Wood Council. 200 m Shear Moment 0 100 VMAX 0.39 k MMAX 0.34 k-ft VAllowable Allowable 2.39 k M 2.96 k-ft 0 Ratio 0.16 Ratio 0.11 0.00 OK OK 0.00 Deflection o 0.00 TL LL Actual 0.00 in 0.00 in o 0.00 Criteria 0.18 in 0.09 in Ratio 0.01 0.01 0.00 OK OK PWIJ Engineering Inc.02013,Software 0.02,3/06/14 Beam #7 951,�PWU ENGINEERING INC. Loads and criteria Total Span:1 7.00 ft = 84 in Fully Braced?j 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 CID 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 1 1 0 pif 0.00 ft 17LI 0240 1 0.35 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 pif 0.00 ft 2 0 pif 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 Of 0.00 ft -250 -200 -150 -100 w -50 a -0 0 50 7.00 ft 100 150 R1 R2 200 0.77 k 0.77 k 250 PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #7 C ENGINEERING INC. Results -250 -200 -150 -100 w -50 a 0 ro 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 R, 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 int S 30.66 in' „ o 1 111.15 in4 n F„' 180 psi -500 Fb' 1260 psi F x 106 1.60 -1000 VAllowable 3.05 k 1500 MAllowable 3.22 k-ft Design values are based oft NDS 2005 Edition,published by American 1000 Wood Council. c m Shear Moment c 500 VMAX 0.77 k MMAX 1.35 k-ft V 3.05 k M 3.22 k-ft 0 Allowable Allowable Ratio 0.25 Ratio 0.42 0.00 OK OK -0.02 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 PVVU Engineering Inc.02013,Software v1.02,3/06/14 Beam #8 � P �ENG�ZNEE�RZNG INC. Loads and criteria Total Span:j 4.00 ft I =48 in Fully Braced?i Yes Point Loads Load Location Pressure Treated? Yes # 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 CD 1.00 # DL LL TL Start End Total CF 1.40 1 -60 pif -100 plf -160 plf 0.00 ft 4.00 ft 4.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 pif 0.00 ft TLI U240 1 0.20 in 5 0 pif 1 0.00 ft LLI U480 1 0.10 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 pif 0.00 ft 2 0 plf 0.00 ft 3 0 Plf 0.00 ft 4 0 pif 0.00 ft 5 0 plf j 0.00 ft -200 -150 -100 w -50 CL Z; 0 M J 4.00 ft 50 100 150 R1 R2 0.32 k 0.32 k 200 PWU Engineering Inc.02013,Software 0.02,3/06/14 Beam #8 ��PW�EN�GINEE�RING INC. Results -200 -150 -100 w -50 a v 0 m All 0 50 4.00 ft 100 150 R1 R2 0.32 k 200 0.32 k Type: Reactions (k) Hem-Fir#2 DL LL TL TL R1 120 Ib 200 Ib 320 Ib 0.32 k R2 120 Ib 200 Ib 320 Ib 0.32 k Size: 400 (1) 4x8 H F#2 200 A 25.38 int S 30.66 in' 0 1 111.15 in4 F„' 120 psi -200 Fb' 952 psi E'x 106 1.04 400 VAllowable 2.03 k 400 MAllowable 2.43 k-ft Design values are based off NDS 2005 Edition,published by American 300 Wood Council. 200 d Shear Moment 100 VMAX 0.32 k MMAX 0.32 k-ft VAllowable Allowable 2.03 k M 2.43 k-ft 0 Ratio 0.16 Ratio 0.13 0.00 OK OK 0.00 Deflection c o .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.02013,Software v1.02,3/06/14 HDR @ Garage C, ENGINEERING INC. Loads and criteria Total Span:j 16.00 ft I = 192 in Fully Braced?j No Unbraced Length:1 16.00 ft Point Loads Load Location Pressure Treated?l Yes # DL LL TL 1 0 Ib Repetitive Use?i 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 CID 1.00 # DL LL TL Start End Total Cv 1.00 1 -110 pif -50 pif -160 pif 0.00 ft 16.00 ft 16.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 L0 plf 0.00 ft TLI U240 1 0.80 in 5 1 0 pif 1 0.00 ft LLI U480 1 0.40 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 pif 0.00 ft 3 1 0 Plf 0.00 ft 4 0 pif 0.00 ft 5 0 plf 0.00 ft -200 -150 -100 -50 CL a 0 mAll �° 16.00 ft 50 100 150 R1 R2 200 1.28 k 1.28 k PWU Engineering Inc.02013,Software 0.02,3/06/14 HDR @Garage FPWU ENGINEERING INC. Results -200 -150 -100 -50 a 0 All 0 50 16.00 ft 100 150 R1 R2 200 . 11.28 k Type: Reactions (k) Boise Glulam 24F-V4 DL LL TL TL R, 880 Ib 400 Ib 1280 Ib 1.28 k R2 880 Ib 400 Ib 1280 Ib 1.28 k Size: 1500 (1) 3'/2'x10'/" GL 1000 A 36.75 int 500 S 64.31 in' 0 1 337.64 in4 u 500 F„' 212 psi -1000 Fb' 1589 psi F x 106 1.44 -1500 VAllowable 5.19 k 6000 MAllowable 8.52 k-ft _ 5000 Design values are based off BOISE GLULAM Specifier Guide, M 4000 published by Boise Cascade EWP dated 02/26/13. 3000 m Shear Moment c Z000 VMAX 1.28 k MMAX 5.12 k-ft � 1000 VAllowable Allowable 5.19 k M 8.52 k-ft 0 Ratio 0.25 Ratio 0.60 0.00 OK OK _ -0.20 Deflection `o TL LL d -0.40 Actual 0.49 in 0.15 in o Criteria 0.80 in 0.40 in Ratio 0.61 0.38 0.60 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 HDR @ Nook � P �ENGINEE�RrNG INC. Loads and criteria Total Span:j 5.00 ft I = 60 in Fully Braced? Yes Point Loads Load Location Pressure Treated?l Yes # 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 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 0 pif 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 L0 plf 0.00 ft TLI 0240 1 0.25 in 5 0 plf I I 1 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 1 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 pif 0.00 ft -1000 -800 -600 -400 -200 CL co 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 �PWU ENGINEERING INC. Results -1000 -800 -600 -400 4= -200 a 0 0 M All 200 5.00 ft 400 600 800 R1 -- R2 1000 2.26 k 2.26 k Type: Reactions (k) Hem-Fir#2 DL LL TL TL R, 934 Ib 1325 Ib 2259 Ib 2.26 k R2 934 Ib 1325 Ib 2259 Ib 2.26 k Size: 3000 (1) 4x10 HF#2 2000 A 32.38 in' 1000 S 49.91 in' o d 230.84 in4 n -1000 F„' 120 psi -2000 Fb' 816 psi F x 106 1.04 -3000 VAllowable 2.59 k 3000 MAllowable 3.39 k-ft _ 2500 Design values are based off NDS 2005 Edition,published by American 2000 Wood Council. 1500 m Shear Moment c l000 2 500 VMAX 2.26 k MMAX 2.82 k-ft VAllowable Allowable 2.59 k M 3.39 k-ft 0 Ratio 0.87 Ratio 0.83 0.00 OK OK _ c -0.02 Deflection o TL LL d o.oa Actual 0.05 in 0.03 in o Criteria 0.25 in 0.13 in Ratio 0.21 0.25 -0.06 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #9 MPWU ENGINEERING INC. Loads and criteria Total Span:j 6.00 ft I = 72 in Fully Braced?l Yes Point Loads Load Location Pressure Treated?i 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 CID 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 0240 1 0.30 in 5 0 plf I 1 0.00 ft LLI U480 1 0.15 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 pif 0.00 ft 3 0 pif 0.00 ft 4 1 1 0 pif 0.00 ft 5 0 pif 0.00 ft -1000 -800 -600 -400 w -200 a a 0 eo 200 6.00 ft 400 600 800 R1 R2 2.43 k 2.43 k 1000 PVvU Engineering Inc.02013,Software 0.02,3/06/14 Beam #9 PWU ENGINEERING INC. Results -1000 -800 -600 -400 w -200 a 0 coAll 200 6.00 ft 400 600 800R1 R2 1000 f2.43 k 2.43 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 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 int 1000 S 49.91 in' ,� o 1 230.84 in4 v 1000 F„' 180 psi -2000 Fb' 1080 psi F 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 3000 Wood Council. 2000 m Shear Moment 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 s o.oa TL LL a 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.02013,Software v1.02,3/06/14 Beam #10 Qtpw U ENGINEERING INC. Loads and criteria Total Span:j 4.50 ft 1 -7-57171 Fully Braced?i Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 -210 Ib -560 Ib -770 Ib 1.50 ft Repetitive Use? 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 CID 1.00 # DL LL TL Start End Total CF 1.20 1 -261 plf -440 pif -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 1 0 plf 0.00 ft T'Ll 02400.23 in 5 1 0 plf 0.00 ft LLI U480 I 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 w -200 CL 0 0 All J 4.50 ft 200 400 R2 600 R1 1.83 k k 800 2.09 PNN Engineering Inc.02013,Software v1.02,3/06/14 Beam #10 �PWU ENGINEERING INC. Results -800 -600 -400 -200 a 0 caAll 200 4.50 ft 400 R2 600R1 1.83 k 800 2.09 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL R, 727 Ib 1363 Ib 2091 Ib 2.09 k Rz 657 Ib 1177 Ib 1834 Ib 1.83 k Size: 3000 (1) 4x10 DF#2 2000 A 32.38 in' a 1000 S 49.91 in' o d 1 230.84 in4 wloon - F ' 180 psi -2000 Fb' 1080 psi F x 106 1.60 3000 VAllowable 3.89 k 3000 MAllowable 4.49 k-ft _ 2500 Design values are based off NDS 2005 Edition,published by American 2000 Wood Council. 1500 m Shear Moment E 1000 VMAX 2.09 k MMAX 2.40 k-ft 500 VAI towable AI Towable 3.89 k M 4.49 k-ft 0 Ratio 0.54 Ratio 0.53 0.00 OK OK -0.01 c Deflectionc -0.01 TL LL -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 PWU Engineering Inc.02013,Software 0.02,3/06/14 w Beam #11 � P �ENG�INEE�RING INC. Loads and criteria Total Span:j 6.00 ft I = 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 Co 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 0 pif 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 40 plf 0.00 ft TL U240 0.30 in 5 0 Of 1 0.00 ft LLI U480 1 0.15 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 pif 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 pif 0.00 ft 5 0 plf 0.00 ft -500 -400 -300 -200 w -100 CL a 0 M 100 6.00 ft 200 R2 300 R1 11.32 k 400 1.84 k 500 PWU Engineering Inc.02013,Software 0.02,3/06/14 r Beam #11 W�PWU ENGINEERING INC. Results -500 -400 -300 -200 ;;:" -100 a 0 M All 100 6.00 ft 200 r R2 300 R1 1.32 k 400 1.84 k 500 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 711 Ib 1127 Ib 1837 Ib 1.84 k R2 571 Ib 753 Ib 1324 Ib 1.32 k Size: 2000 (1) 4x10 DF#2 1500 A 32.38 in' _ 1000 500 S 49.91 in' v d 0 1 230.84 in4 N Fv' 180 psi -500 Fb' 1080 psi -1000 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 Wood Council. 1500 c _ £ 1000 ShearMoment a500 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 -0.01 c Deflection c 0 .02 TL LL -0.03 41 Actual 0.04 in 0.02 in o 0.04 Criteria 0.30 in 0.15 in Ratio 0.13 0.15 -0.05 OK OK PWU Engineering Inc.02013,Software 0.02,3/06/14