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' k SWP.W\\ rc\ \\ \\ C*. ---OPWU ENGINEERING INC. Ph: (503) 810-8309r.,4 , d , Email: pwuengineering@comcast.net Lateral Structural Analysis Calculations Only: MAR 2 6 2018 Job #: SUN1836 1_-.UfYOr;Tte Date: 3/09/18 , w;:-4 Client: Suntel Design Inc., Windwood Homes Project: Elm, Lot 20 Annand Heights, Tigard, OR `c"� PROF? Ne kco>4 <C, 19421 PEA fir -0 4.44 { A EGO vo AA 1°1111 P Expires: 06/30/2018 The following calculations are for a lateral wind and seismic engineering only and are associated with a conventional foundation system. The complete vertical engineering package, which includes the foundation design, is outside the scope of our services and done by others. The lateral 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 materials. 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. • • __—OPWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for Elm Lateral Engineering Only. Vertical engineering is outside the scope of work. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 123mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 95mph ASD per the 2017 O.R.S.C. The mean roof height of the house h =26' approximately. y, C MFRS Direction 11 End Zones /11P11111110'' ‘ 1 WRS Direction 2a End Zones Note: End zone may occur at any corner of the building. a = .10*30' =3.0' or for h =26' a = .4(h) = .4(26') =10.4' a =3.0' controls a must be larger than .04(30') = 1.2' and 3' Therefore: 2a = 6' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: D1 seismic design category per O.R.S.C. SDs= .76, R= 6.5, W=weight of structure V= [SDs/(R x 1.4)] W V = .0835 W Roof Dead load= 17 psf Floor Dead load= 15 psf Interior Wall Dead load= 6 psf Exterior Wall Dead load = 12 psf Wind per ASCE 7 Cc„PWU ENGINEERING INC. Project Elm `v Direction Front to Back 3s Gust Roof Least Speed Exp. Angle A L(ft) hAVG(ft) It* 95mph B 22.6 1.00 30.0 26.0 �� 5:12 IvMeRS , a= 3.0 ft ° �mn EM Zones iii " .'s A 18.9 psf ora= 10.4 ft B 0.0 psf Check 10psf min and a> 1.2 ft #0/ Ra, C 13.2 psf load across all and a > 3.0 ft 2a End Zones D 0.2 psf zones. 2a 6.0 ft Note EM zine may occur at any corner of the h iltling. WR L(ft) 6.0 18.0 6.0 hA(ft) 4.0 4.0 hB(ft) 9.0 9.0 tic (ft) 4.0 hp(ft) 9.0 W(plf) 0.0 75.6' 54.3. 75.6 0.0 0.0 0.0 0.0 0.0 0.0 100.0 WR AVG 62.8 plf 10psf min load: 130.0 plf 50.0 - Governing value: 130.0 plf 0.o W2 L(ft) 6.0 18.0 6.0 hA(ft) 9.5 9.5 hB(ft) !lc (ft) 9.5 hp(ft) W(plf) 0.0 179.7 125.4 1 179.7 0.0 0.0 0.0 0.0 0.0 0.0 200.0 -, W2 AVG 147.1 plf 10psf min load: 95.0 plf 100.0 1 Governing value: 147.1 plf 0.0 i 1 lT W1 L(ft) I hA(ft) hB(ft) he (ft) hp(ft) W(plf) 0.0 0.0' 0.0' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 W1 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 I Governing value: #DIV/0! 0.0 PWU Engineering Inc.02014,Software v0.09,12/01/14 , -0--0- i -0- -0- -e- ii t! P lit l, i 1§ :1. 1 0, ili :: 1 0 /// AOr TIII% i-------] r..) • VII r / / I '<''7/1/ 1/7///7///// /1/ , 1 . lb I 1 t li I 1 li lif 1 11 di in i 0 I I tf . , . , I Wind per ASCE 7PWU ENGINEERING INC. Project Elm Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAvG(ft) 95mph B 39.8 1.00 30.0 26.0 11114i4.1W:101111;,--- 10.12j a= 3.0 ftDreot n ,401 A 16.1 psf ora= 10.4 ft -� 0 B 11.1 psf Check 10psf min and a> 1.2 ft1110 61107-0 , Fx C 12.9 psf load across all and a> 3.0 ft 2a -4 D 8.9 psf zones. Erxi Zones 2a 6.0 ft Note Erol zone may occur at any corner of the nq WR L(ft) 6.0 33.0 6.0 hA(ft) 8.5 4.0 hB(ft) 6.0 he(ft) 8.5 hp(ft) 3.0 W(pif) 0.0 136.9 135.8• 130.7 0.0 0.0 0.0 0.0 0.0 0.0 150.0 -I WR AVG 135.2 plf 100.0 10psf min load: 109.0 plf 50.0 Governing value: 135.2 plf _T o.o W2 L(ft) 6.0 33.0 6.0 hA(ft) 9.5 9.5 hB(ft) he (ft) 9.5 hp(ft) W(plf) 0.0 153.0 122.1 153.0 0.0 0.0 0.0 0.0 0.0 0.0 200.0 - W2 AVG 130.3 plf 10psf min load: 95.0 plf 100.0 Governing value: 130.3 plf o.o Wi L(ft) hA(ft) hB(ft) he (ft) hp(ft) W(plf) 0.0 0.0 0.0 0.0 0.0' 0.0 0.0 0.0 0.0 0.0 1.0 - W1 AVG #DIV/0! 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! 0.0 . PWU Engineering Inc.072014,Software v0.09,12/01/14 i bb ii 1! 1 c. at em P FA04 a II Ij- 111 2 I1I oi 1 1 1 14�r 44: 46/(///// ///; li1 ,•Aft- 7 ' f 11, li I� f 1 N !II, 1 is ( 7 . te , 10 / / /t / / --*pv 1 , S , / I ,),E11 sig Pi I di Itli tt 1 1 -e- -0- li -. '.44[ Ill : i1i; IIII 7 t7 iii I I I --- 14,II I I i I N snmaitlit hlI II I I NO II III ILL I I'IIii II I II II IIIcli tiMMIMI1 I ii ••""77,7"47 I I ISI` ng 1 I II _. I I� - I c AIM l'4' �� I I 111111 _— Ii 1/ IIIIIIV 111111111110 1' a I:. �illll -- iiiikli Di vi 1 III! R 1 ! I1 -45- it I! 1 i it b P l - l j-, .,, \ II \\\ \ ., III I i I I I ) -1 11 , °4 J filo li tt iI i 1 i gif ili i i 111 l I $ Seismic & Governing Values pWU ENGINEERING INC. Project Elm Seismic Loading per latest edition of O.S.S.C. and O.R.S.C. V= CS*W Design Cs = (SDs)/(1.4R/le) Category R SDs le k D1 6.5 0.76 1.00 1.00 Roof Dead Load: 17psf Floor Dead Load: 15psf V=I 0.0835*W Interior Wall Dead Load: 6psf Exterior Wall Dead Load: 12psf Buidling Weight per Level PSF Front to Back Length Side to Side Length Weight Height WR= (17+5+3) * 45.0 ft 30.0 ft 33.75 k 8.00 ft W2= (15+5+3+4) * 45.0 ft 30.0 ft 36.45 k 9.00 ft W1 = (15+5+3+4) * 0.00 k Total W: 70.20 k Total V: 5.86 k Vertical Distribution of Seismic Forces FX= Cv*V Cvx= (WXhXk)/(FWihik) WX hXk WX*hXk WX*hXk EWlh.k Cvx WR*hRk= 33.75 k 17.00 573.8 CVR= 573.8 901.8 0.636 W2*h2k= 36.45 k 9.00 328.1 Cv2 = 328.1 901.8 0.364 W1*h1k= 0.00 k 0.00 0.0 C,1 = 0.0 901.8 0.000 EWih;k= 901.8 Check Seismic Front to Back vs Wind Seismic Wind FR= 124.3 plf+ 0.0 plf= 124.3 plf < 130.0 plf Wind Governs F2= 71.1 plf+ 124.3 plf= 195.4 plf < 277.1 plf Wind Governs F1 = #DIV/0! 195.4 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind FR= 82.9 plf+ 0.0 plf= 82.9 plf < 135.2 plf Wind Governs F2= 47.4 plf+ 82.9 plf= 130.3 plf < 265.6 plf Wind Governs F1 = #DIV/0! 130.3 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 PWU Engineering Inc.©2014,Software v0.09,12/01/14 Line Loads .PWU ENGINEERING INC. Project Elm `v High Roof Diaphragm-Upper Floor Walls Line A P = 1.95 k LTOTAL = 40.0 ft v = 1.95 k / 40.0 ft = 49 plf Type A Wall h = 8.0 ft LwoRST = 14.8 ft MOT = 49 plf * 8.0 ft * 14.8 ft = 5.75 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (14.8ft)2 / 2 * 0.6 = 8.22 kft + (0 lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 8.22 kft = 8.22 kft T = (5.75kft - 8.22kft) / 14.8 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line C P = 1.95 k LTOTAL = 37.0 ft v = 1.95 k / 37.0 ft = 53 plf Type A Wall h = 8.0 ft LwoRST = 14.5 ft MOT = 53 plf * 8.0 ft * 14.5 ft = 6.11 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (14.5ft)2 / 2 * 0.6 = 7.95 kft + (0 lb * 0.0 ft) + (0 lb * 0.0ft) = 0.00 kft + 7.95 kft = 7.95 kft T = (6.11 kft - 7.95kft) / 14.5 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P = 1.76 k LTOTAL = 22.0 ft v = 1.76 k / 22.0 ft = 80 plf Type A Wall h = 8.0 ft LwoRST = 4.0 ft MOT = 80 plf * 8.0 ft * 4.0 ft = 2.56 kft MR = (15 psf * 20.0 ft + 12 psf * 8.0 ft) * (4.0ft)2 / 2 * 0.6 = 1.90 kft + (0lb * 0.0 ft) + (0lb * 0.0ft) = 0.00 kft + 1.90 kft = 1.90 kft T = (2.56kft - 1.90kft) / 4.0 ft = 0.16 k + 0.00 k = 0.16 k No hd req'd Line 2 P = 3.04 k LTOTAL = 14.5 ft v = 3.04 k / 14.5 ft = 210 plf Type A Wall h = 8.0 ft LwoRST = 6.8 ft MOT = 210 plf * 8.0 ft * 6.8 ft = 11.33 kft MR = (15 psf * 20.0 ft + 12 psf * 8.0 ft) * (6.8ft)2 / 2 * 0.6 = 5.41 kft + (0 lb * 0.0ft) + (500 lb * 6.8ft) = 3.38 kft + 5.41 kft = 8.79kft T = (11.33kft - 8.79kft) / 6.8 ft = 0.38 k + 0.00 k = 0.38 k No hd req'd Line 3 P = 1.28 k LTOTAL = 9.8 ft v = 1.28 k / 9.8 ft = 132 plf Type A Wall h = 8.0 ft LwoRST = 4.3 ft MOT = 132 plf * 8.0 ft * 4.3 ft = 4.48 kft MR = (15 psf * 20.0 ft + 12 psf * 8.0 ft) * (4.3ft)2 / 2 * 0.6 = 2.15 kft + (Olb * 0.0ft) + (Olb * 0.0ft) = 0.00 kft + 2.15kft = 2.15kft T = (4.48kft - 2.15kft) / 4.3 ft = 0.55 k + 0.00 k = 0.55 k No hd req'd See FTAO Calc Low Roof/Upper Floor Diaphragm-Main Floor Walls Line A P = 2.83 k LTOTAL = 40.0 ft v = 2.83 k / 40.0 ft = 71 plf Type A Wall h = 9.0 ft LwoRST = 7.8 ft MOT = 71 plf * 9.0 ft * 7.8 ft = 4.94 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (7.8ft)2 / 2 * 0.6 = 2.49 kft + (0lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 2.49 kft = 2.49 kft T = (4.94kft - 2.49kft) / 7.8 ft = 0.32 k + 0.00 k = 0.32 k No hd req'd Line B P = 2.21 k LTOTAL = 17.8 ft v = 2.21 k / 17.8 ft = 124 plf Type A Wall h = 9.0 ft LWORST = 17.8 ft MOT = 124 plf * 9.0 ft * 17.8 ft = 19.86 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (17.8ft)2 / 2 * 0.6 = 13.04 kft + ( 0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 13.04 kft = 13.04 kft T = (19.86kft - 13.04kft) / 17.8 ft = 0.38 k + 0.00 k = 0.38 k No hd req'd Line C P = 3.27 k LTOTAL = 40.0 ft v = 3.27 k / 40.0 ft = 82 plf Type A Wall h = 9.0 ft LWORST = 40.0 ft MOT = 82 plf * 9.0 ft * 40.0 ft = 29.46 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (40.0ft)2 / 2 * 0.6 = 66.24 kft + (0 lb * 0.0 ft) + ( 0 lb * 0.0 ft) = 0.00 kft + 66.24 kft = 66.24 kft T = (29.46kft - 66.24kft) / 40.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P = 3.06 k LToTAL = 13.8 ft v = 3.06 k / 13.8 ft = 223 plf Type A Wall h = 9.0 ft LWORST = 3.3 ft MOT = 223 plf * 9.0 ft * 3.3 ft = 6.51 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (3.3ft)2 / 2 * 0.6 = 0.58 kft + (0 lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 0.58 kft = 0.58 kft T = (6.51 kft - 0.58kft) / 3.3 ft = 1.83 k + 0.00 k = 1.83 k Use type 1 hd Line 2 P = 5.97 k LTOTAL = 17.5 ft v = 5.97 k / 17.5 ft = 341 plf Type B Wall h = 9.0 ft LWORST = 17.5 ft Mor = 341 plf * 9.0 ft * 17.5 ft = 53.77 kft MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (17.5ft)2 / 2 * 0.6 = 16.81 kft + (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 16.81 kft = 16.81 kft T = (53.77kft - 16.81 kft) / 17.5 ft = 2.11 k + 0.00 k = 2.11 k Use type 1 hd Line 3 P = 2.91 k LTOTAL = 4.0 ft v = 2.91 k / 4.0 ft = 728 plf Type D Wall See FTAO Calc Use type 2 hd OPWU ENGINEERING INC. Force Transfer Around Opening (FTAO) - Diekmann Technique @ Upper Floor Line 3 L� = 2.8 ft La= 6.5 ft L2 = 2.8 ft V= 0.73 k vA= -59 plf v0= 161 plf vF = -59 plf hu = 1.0 ft 4- = 0.52 k - = 0.52k F2= 0.52k vB= 132 plf vG= 132 plf ho= 5.0 ft F1 = 0.52 k F2= 0.52 k -* -* h�= 2.O ft vc= -59 plf vE = 161 plf vH = -59 plf H = 0.48k H= 0.48k H= ( 0.73k *8.0ft) / 12.0ft= I 0.48 k H:W Ratios 5.O ft : 2.8 ft = 1.8 : 1 vh = 0.73k/ 5.5ft= 132p1f 5.O ft: 2.8 ft = 1.8 : 1 v„= 0.48 k/ 3.0 ft= 161 plf Use: Type A Wall F= 161 plf* 6.50ft= 1.05k F1 = ( 1.05k* 2.8ft)/ 5.5ft= 0.52k F2= ( 1.05 k* 2.8 ft)/ 5.5 ft= 0.52 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2 ft+ 12psf* 8.O ft) * (12.0 ft)^2 *0.6/2 ] + ( 0.0ft *5001b) = 5.44 kft T= 0.48 kft- ( 5.44kft / 12.0ft) = 0.03 k +0.00k= 0.03 k) No hd req'd - Force Transfer Around Opening (FTAO) �PWU ENGINEERING INC. Diekmann Technique @ Main Floor Line 3 = 2.0 ft Lo= 2.0 ft L2= 2.0 ft V= 2.91k vA= 291 plf vo= 873 plf YE= 291 plf hu = 1.0 ft E- 4-- F� = 0.87k F2= 0.87 k vB= 728 plf vG= 728 plf 110= 4.0 ft F� = 0.87k F2= 0.87k -* -> hL= 4.Oft vo= 291 plf YE= 873 plf vH= 291 plf H = 4.37k H = 4.37k H=I ( 2.91 k * 9.0ft) /6.0 ft= 4.37 kl H:W Ratios 4.Oft : 2.0 ft = 2.0 : 1 vh= 2.91 k/ 4.0 ft= 728 plf 4.0 ft: 2.0 ft = 2.0 : 1 v„= 4.37 k/ 5.0 ft= 873 plf Use: Type D Wall F = 873 plf* 2.00 ft= 1.75 k F1 = ( 1.75 k* 2.0 ft) / 4.0 ft= 0.87 k F2= ( 1.75 k* 2.0 ft)/ 4.0 ft= 0.87 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft+ 12psf* 9.0ft ) * (6.0 ft)^2 * 0.6/2 ] + ( 6.0ft *5001b) = 4.49 kft T= 4.37 kft- (4.49kft /6.0ft) = 3.62 k +0.00k= 3.62 k1 Use type 2 hd e , WVersion: 3.1 Designed on: January 19,2018 wr= Posts/Studs Analysis and Design wwpa.org - ASD Method How to „IANOrder Pro • Developed by: Enter Data Print Version Member# Studs Forum Engineers Location : Tall Walls Sits on Sill Plate? No j Yes **Dimension Lumber** **Dimension Lumber** Nominal Size: (2) 2 x 6 Sill Plate Nominal Size : 2 x 6 Species= Hem-Fir Species or Symbol= Hem-Fir Grade= Stud Grade= Stud Bearing at<3"of Sill End? No Height(H) = 18 ft - 0 in p P= 300 lb = DL+ SL Unbraced Length (1,0 = 18 ft - 0 in w= 18.0 plf = Wind Unbraced Length (12) = 1 ft - 0 in H ;I lu = 1 ft - 0 in Setup I (pressed-down buttons are selected) a w Repetitive Use? No Yes Incised for PT? No Yes Flat Use: No Yes Moisture Content: <19,k >19% for P only,fc (psi)= 18 < 221 = Fc// Temperature(°F): <100 100-125 125-150 for P+w,fc (psi)= 18 < 225 = Fc// Set Duration Factors CD = 1.15(P) & 1.60 (P+w) (1.3/2)fb(psi)= 376 < 891 = Fb Set Effective-Length Factor K = 1.00 (fc/F'c)2 + fb/[F'b(1 -fc/Fce)] = 0.46 < 1.00 OK Set Deflection Limit f A/H = 240 Mid-H Deflection due to w,A(inch)= 0.60 < H/240 OK e Section Properties Post/Stud Sill PL breadth (b) = 3 in 1.5 Adjustment Factors Sill PL depth(d) = 5.5 in 5.5 Bending Comp// E Comp-I Area (A) = 16.5 in^2 16.5 Wet Service CM= 1.00 1.00 1.00 1.00 Section Modulus(S) = 15.1 inA3 Temperature Ct= 1.00 1.00 1.00 1.00 Moment of Inertial (I) = 41.6 inA4 Beam Stability CL= 1.00 N/A N/A N/A Size CF= 1.00 1.00 N/A N/A Flat Use Cf„= 1.00 N/A N/A N/A Design Values(psi) Sill PL Incising C,= 1.00 1.00 1.00 1.00 Fb Fc// E Fc-( Emin Repetitive Member Cr= 1.15 N/A N/A N/A Reference 675 800 1200000 405 440000 Column Stability(P) Cp= N/A 0.24 N/A N/A Adjusted(P) 221 1200000 456 440000 Column Stability(P+w) CP„,,= N/A 0.18 N/A N/A Adjusted(P+w) 891 225 1200000 456 440000 Bearing Area Cb= N/A N/A N/A 1.13 • .�. Version: 3.1 Designed on: January 19,2018 PPosts/Studs Analysis and Design wwpa.org t e r ASD Method How to Order Pro • Developed by: Enter Data Print Version Member# King Post Forum Engineers Location : Tall Walls Sits on Sill Plate? No Yes **Posts&Timbers** **Dimension Lumber** Nominal Size : ( 1 ) 6 x 6 Sill Plate Nominal Size : 2 x 6 Species= Hem-Fir Species or Symbol= Hem-Fir Grade= No.2 Grade= Stud Bearing at<3"of Sill End? No Height(H) = 18 ft - 0 in p P = 500 lb = DL+SL Unbraced Length (/1) = 18 ft - 0 in ; , w= 32.0 plf = Wind Unbraced Length (12) = 1 ft 0 in H �� lu= 1 ft - 0 in Setup I (pressed-down buttons are selected) / w Repetitive Use? No Yes Incised for PT? No Yes Flat Use: No Yes Moisture Content: <19% '19°r° for P only, fc (psi)= 17 < 197 = Fc// Temperature(°F): <10o 100-125 1 125-150 1 for P+w,fc (psi)= 17 < 202 = Fc// Set Duration Factors CD = 1.15(P) & 1.60 (P+w) (1.3/2)fb(psi)= 365 < 661 = Fb Set Effective-Length Factor K = 1.00 (fc/F'c)2 + fb I[F'b(1 -fc/Fce)] = 0.60 < 1.00 OK Set Deflection Limit A/H = 240 Mid-H Deflection due to w,A(inch)= 0.63 < H/240 OK Section Properties Post/Stud Sill PL breadth (b) = 5.5 in 1.5 Adjustment Factors Sill PL depth (d)= 5.5 in 5.5 Bending Comp// E Comp-( Area (A) = 30.3 in"2 30.3 Wet Service CM= 1.00 1.00 1.00 1.00 Section Modulus(S) = 27.7 in"3 Temperature Ct= 1.00 1.00 1.00 1.00 Moment of Inertial (I) = 76.3 in"4 Beam Stability CL= 1.00 N/A N/A N/A Size CF= 1.00 1.00 N/A N/A Flat Use Cfu= 1.00 N/A N/A N/A Design Values(psi) Sill PL Incising C;= 1.00 1.00 1.00 1.00 Fb Fc// E Fc-1 Emin Repetitive Member Cr= 1.00 N/A N/A N/A Reference 575 575 1100000 405 400000 Column Stability(P) Cp= N/A 0.30 N/A N/A Adjusted(P) 197 1100000 433 400000 Column Stability(P+w) Com,„= N/A 0.22 N/A N/A Adjusted(P+w) 661 202 1100000 433 400000 Bearing Area Cb= N/A N/A N/A 1.07 U 0<> e 0.°4•-O. 9.-B. 8.-4.. AI U 1 41e i° A l1 eil BALLOON FRAME STAIR ' qWALLu✓Dd1BLE2x6OR1011.41114 10 S] BETTER MAX •0" -IO' Til e f O.C.UP TO MAX b'-O' TALL STUD HEIGHT. T 6.-8.4 USE 6x6 NT R BETTER KING I�,-'L ., O O POST CONT FROM TOP PL TO Al' 0 SILL w((2)A25 CLIP AT TOP AND r. IlliBOTTOMREFER TO FRAMING PLAN BT OTHER FOR TRIMMER POST SIZE,USE(I)2x6 TRIMMER MN. NAIL STUDS TOGETHER w( is 16d•6.O.C.STAGG. a A ENTIRE WALL ELEv ..:471 ''p e ._ TO BE SHEATHED p.-O• USE 0822 COIL STRAP EXTENT OF FTAO ACROSS ENTIRE LENGTH WALL SEGMENT OF SHEARWALL PER DET MB FOR FTAO METHOD A UPPER OOR LATERAL PLAN t,,,•.P-O. • • , 1 4 . . 4 A • 1 . . • I O. N. el = 1 1 • • • ,II• - . II. . . .I r. . Ir .-.. ' . . . . . . .Z. . . . . . II ir% BALLOCN FRAME STAIR 6..5.1. 1 0. • • . . . . . . . . . . --. . . . . . . ._ . •.,'" . . . . ' iLL . .. - - - • b I I—' 11 . ILIALL un/DIABLE but• 1•IF STUD GRADE OR BETTER STUDS•16" . . . 00.rUP Tte:),MAXwalIP-0; 1111 . . . . . ,\ . ...• • <E> USE exla NP•2 CR BETTER K.6401rAtill Mil I ,] ] BUJ= /I POST=NT FROM TOP PI-TO 11 SILL 11.1/(2)ASS CLIP AT TOP AND BOTTCM. REFER TO FRAMING 1 I PLAN 1ST OTHER FOR TRIMMER 1- • • • •7• . . . . . . . POST SIZE,USE(I)BB.TRITER MIN. NAIL STUDS TOGETWER//),/ 16.6•6*0.C.STAGG. II: . ii ‘'X'''''t. • • . . . . . . Ii. L. • '0 - - • r 1 t 1 \ if ._• ENTIRE WALL ELEY -,- , .0, FLSIMPSON tIST91 STRAP E.] FROM oole EM sr TO OE ONE/MED -- USE CS22 COIL STRAP .. = TOF AO OTHER TO NOUSE TOP ACROSS WIRE LENGM4 ' =- ::1 0 PLATE. ADP M6161 OP SHEARILIALL PER DET STRAP ACROS6 ANT 10/64 FOR pme MET1402) I911 SPLICES IN ISM. MAIN FLOOR LATERAL PLAN tvo-er 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 CL Dim. 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB2OL S=2550, S=2550, 15/s" _ w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 Sw=7 0, w=7 0, 1546'i 3 HDU5-SDS2.5 (2)2x _ 5645 4065 SB5/8X24 SB5/8X24w667 = 5 w667 = 5 " 1x6 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 (NOTE 6.) SSTB34 (NOTE 6.) S=6395, S=7315, 13/„ 8"MIN STEMWALL 8"MIN STEMWALL w=7615 w=8710 8 8 HDU11-SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10"min S=16435, Vii embed into bottom embed into bottom w=17080 w=17080 1 9 HDU14-SDS2.5 (1)6x 1444510350 of 32"min width of 32"min width S=16435, S=16435, g footing. If at retaining footing. If at retaining w=17080 w-17080 1/ 116 wall lap anchor with wall lap anchor with vert reinf bar hooked vert reinf bar hooked to Ftg. to Ftg. 5 MST37 (2)2x 2710 2345 N/A N/A 6 MST48 (2)2x 4205 3640 N/A N/A 7 MST60 (2)2x 6235 5405 N/A N/A Notes: -1 . Install all holdowns per manufacturer specification per C-C-2017 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. 6 Increase footing depth or stemwall height as required for 2874" minimum embedment depth. S_ H EA RWA L L SCHEDULE (a-n) SEE NOTE(n)BELOW FOR CLIP REQUIREMENTS 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 OSB (1) SIDE 8d 6" 12" 2" Dia. A.B. @ 30"o/c 16d @ 4" o/c A35 @ 24"o/c 255 357 B OSB (1) SIDE (f) 8d 4" 12" 2"Dia.A.B. @ 18"o/c (m) 16d @ 2z" o/c A35 @ 15"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 @ 12"o/c 505 707 D 6" OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia. A.B. @ 11" o/c (m) 16d @ 2" o/c A35 @ 9"o/c 670 938 E 16" OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 12"o/c 510 714 F 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 @ 6" o/c 790 1106 G6" 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 HGA10KT @ 8" o/c 1010 1414 H 6" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2"Dia. A.B. @ 52"o/c (m) 16d @ 4 o/c (2)rows staggered HGA1OKT @ 6" o/c 1340 1876 Notes: a) All wall construction to conform to SDPWS Table 4.3A. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3"x3"x 4" plate washers req'd at all shear wall A.B. in seismic zone D, E, and F; not req'd in seismic zone A, B, or C. 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. 0 Clips are only required on interior shearwalls unless otherwise noted on plans and details. Project: Elm_Windwood Homes_Beams ',, f page • Judith Souers / Location: Beam Nr.01 -Great Room Window Header ,�Q t 4... y „r ,z; Suntel Design Multi-Loaded Multi Span Beam ,,b w .a 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] - .Lake Oswego, OR 97035 5.5 INx11.5INx5.5FT #1 -Douglas-Fir-Larch-Dry Use MAR 26 2; StruCalc Version 9.0.2.5 3/13/2018 9:40:08 AM Section Adequate By: 36.6% _ Controlling Factor: Shear C t ;- i c . DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5491 Dead Load 0.01 in Total Load 0.02 IN L/3712 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3455 lb 1391 lb Dead Load 1792 lb 646 lb Total Load 5247 lb 2037 lb TR2 Bearing Length 1.53 in 0.59 in w BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 I UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 400 plf #1 -Douglas-Fir-Larch Uniform Dead Load 115 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 1350 psi Fb'= 1350 psi Total Uniform Load 529 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 2200 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1125 lb Min.Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 0.66 ft Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 3583 ft-lb Load Number One Two 1.98 Ft from left support of span 2(Center Span) Left Live Load 0 plf 675 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 50 plf 550 plf Controlling Shear: 5246 lb Right Live Load 0 plf 675 plf At left support of span 2(Center Span) Right Dead Load 50 plf 550 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0.66 ft 0 ft Load End 5.5 ft 0.66 ft Comparisons with required sections: Read Provided Load Length 4.84 ft 0.66 ft Section Modulus: 31.85 in3 121.23 in3 Area(Shear): 46.29 in2 63.25 in2 Moment of Inertia(deflection): 45.7 in4 697.07 in4 Moment: 3583 ft-lb 13638 ft-lb Shear: 5246 lb 7168 lb NOTES page Project: Elm_Windwood Homes_Beams ,,.Judith Souers Location: Beam Nr. 02-Great Room Window Header a � Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] Lake Oswego,OR 97035 5.5 IN x 11.5 IN x 5.5 FT #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 3/13/2018 9:40:08 AM Section Adequate By:25.3% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2495 Dead Load 0.02 in Total Load 0.04 IN L/1576 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3682 lb 3418 lb Dead Load 2037 lb 2071 lb Total Load 5719 lb 5489 lb � ?f22 Bearing Length 1.66 in 1.60 in w BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft 5.5 ft �� Unbraced Length-Bottom 5.5 ft B Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 400 plf #1 -Douglas-Fir-Larch Uniform Dead Load 115 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 1350 psi Fb'= 1350 psi Total Uniform Load 529 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 2200 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1125 lb Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 1.5 ft Comp.-1-to Grain: Fc- L= 625 psi Fc--L'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 8591 ft-lb Load Number One Two 2.37 Ft from left support of span 2(Center Span) Left Live Load 0 plf 675 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 50 plf 550 plf Controlling Shear: 5719 lb Right Live Load 0 plf 675 plf At left support of span 2(Center Span) Right Dead Load 50 plf 550 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 1.5 ft Load End 1.5 ft 5.5 ft Comparisons with required sections: Req'd Provided Load Length 1.5 ft 4 ft Section Modulus: 76.36 in3 121.23 in3 Area(Shear): 50.46 in2 63.25 in2 Moment of Inertia(deflection): 106.14 in4 697.07 in4 Moment: 8591 ft-lb 13638 ft-lb Shear: 5719 lb 7168 lb NOTES • Project: Elm_Windwood Homes_Beams 1, . page — Judith Sowers Location: Beam Nr.03-Dining Rm Slider Header ; ,, , Suntel Design Combination Roof And Floor Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] -" Lake Oswego,OR 97035 5.5 IN x 11.25 IN x 6.5 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 3/13/2018 9:40:08 AM Section Adequate By:34.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1869 Dead Load 0.03 in Total Load 0.07 IN L/1103 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3526 lb 3526 lb Dead Load 2452 lb 2452 lb Total Load 5978 lb 5978 lb Bearing Length 1.74 in 1.74 in w BEAM DATA Center ... . : :.::. Span Length 6.5 ft Unbraced Length-Top 1.33 ft Roof Pitch 5 :1211111111111.1' - Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING I Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 30 psf #1 -Douglas-Fir-Larch(North) Roof Dead Load RDL= 20 psf 20 psf Base Values Adjusted Roof Tributary Width RTW= 21 ft 1.5 ft Bending Stress: Fb= 1300 psi Fb'= 1493 psi Cd=1.15 CI=1.00 CF=1.00 FLOOR LOADING Shear Stress: Fv= 170 psi Fv'= 196 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 40 psf 40 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 15 psf 15 psf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Floor Tributary Width FTW= 10.3 ft 0 ft Comp.L to Grain: Fc-L= 625 psi Fc--- = 625 psi Wall Load WALL= 100 plf Controlling Moment: 9714 ft-lb BEAM LOADING 3.25 ft from left support Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 675 plf Controlling Shear: 5978 lb Roof Uniform Dead Load: wD-roof= 488 plf Floor Uniform Live Load: wL-floor= 410 plf At support. Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 154 plf Beam Self Weight: BSW= 13 plf Combined Uniform Live Load: wL= 1085 plf Comparisons with required sections: Req'd Provided Combined Uniform Dead Load: wD= 754 plf Section Modulus: 78.08 in3 116.02 in3 Combined Uniform Total Load: wT= 1839 plf Area(Shear): 45.87 in2 61.88 int Controlling Total Design Load: wT-cont= 1839 plf Moment of Inertia(deflection): 142.05 in4 652.59 in4 Moment: 9714 ft-lb 14434 ft-lb Shear: 5978 lb 8064 lb NOTES e Project: Elm_Windwood Homes_Beams page ;Judith Souers Location: Beam Nr.04-Upper Level Floor Beam at Stairs a ;t Suntel Design Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] Lake Oswego,OR 97035 3.5 IN x 11.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 3/13/2018 9:40:09 AM Section Adequate By:77.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3208 Dead Load 0.01 in Total Load 0.03 IN L/2162 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1357 lb 1798 lb Dead Load 643 lb 832 lb Total Load 2000 Ib 2630 Ib Bearing Length 0.91 in 1.20 in s r -r,;. BEAM DATA Center Span Length 6 ft M w."NV Unbraced Length-Top 0 ft Eft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 400 plf #2-Douglas-Fir-Larch Uniform Dead Load 115 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 524 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 80 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 120 lb Min.Mod.of Elasticity: E min= 580 ksi E min'= 580 ksi Location 3.75 ft Comp.1 to Grain: Fc- = 625 psi Fc-1'= 625 psi I TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 3427 ft-lb Load Number ne Two 3.42 Ft from left support of span 2(Center Span) Left Live Load 0 plf 300 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 60 plf 173 plf Controlling Shear: -2631 lb Right Live Load 0 plf 300 plf At right support of span 2(Center Span) Right Dead Load 60 plf 173 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 3.75 ft Load End 3.75 ft 6 ft Comparisons with required sections: Req'd Provided Load Length 3.75 ft 2.25 ft Section Modulus: 41.54 in3 73.83 in3 Area(Shear): 21.92 in2 39.38 in2 Moment of Inertia(deflection): 46.61 in4 415.28 in4 Moment: 3427 ft-lb 6091 ft-lb Shear: -2631 lb 4725 lb NOTES Page Project: Elm_Windwood Homes_Beams ' NWifffJudith Souers Location: Beam Nr.05-Upper Level Floor Beam at Stairs over Hallway :,j Suntel Design / Uniformly Loaded Floor Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] .Lake Oswego, OR 97035 3.5 IN x 11.25 IN x 5.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 3/13/2018 9:40:09 AM Section Adequate By:65.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3043 Dead Load 0.01 in Total Load 0.03 IN L/2194 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1925 lb 1925 lb Dead Load 745 lb 745 lb Total Load 2670 lb 2670 lb Bearing Length 1.22 in 1.22 in BEAM DATA Center .y.,, .... i r` ..Ys'':s t ..:'..^.v ;..`.t. ,"^5 f.....gF::t £.','I', `s F...i.•.� i ::.s Span Length 5.5 ft Unbraced Length-Top 0 ft 5.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 900 psi Fb'= 990 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CF=1.10 Floor Tributary Width FTW= 7.5 ft 10 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Min.Mi. of Elasticity: E_min= 580 ksi E_m '= 580 ksi Beam Total Live Load: wL= 700 plf Comp. to Grain: Fc 625 psi Fc = 625 psi Beam Total Dead Load: wD= 263 plf Controlling Moment: 3672 ft-lb Beam Self Weight: BSW= 9 plf 2.75 ft from left support Total Maximum Load: wT= 971 plf Created by combining all dead and live loads. Controlling Shear: -2670 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 44.51 in3 73.83 in3 Area(Shear): 22.25 in2 39.38 in2 Moment of Inertia(deflection): 49.12 in4 415.28 in4 Moment: 3672 ft-lb 6091 ft-lb Shear: -2670 lb 4725 lb NOTES Project: Elm_Windwood Homes_Beams ,,: page Judith Souers Location: Beam Nr.06-Upper Level Floor Beam at Entry ¢ Suntel Design Uniformly Loaded Floor Beam 16865 Boones Ferry Rd Suite 201 0f [2015 International Building Code(2012 NDS)] —4 Lake Oswego,OR 97035 3.5 INx11.25INx7.66FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 3/13/2018 9:40:09 AM Section Adequate By:24.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN U1643 Dead Load 0.02 in Total Load 0.08 IN U1180 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 1838 lb 1838 lb Dead Load 722 lb 722 lb Total Load 2560 lb 2560 lb Bearing Length 1.17 in 1.17 in BEAM DATA Cen er Span Length 7.66 ft ... Unbraced Length-Top 0 ft �.ssrt Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 900 psi Fb'= 990 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CF=1.10 Floor Tributary Width FTW= 4.5 ft 7.5 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Beam Total Live Load: wL= 480 plf Comp.--to Grain: Fc-1= 625 psi Fc--L'= 625 psi Beam Total Dead Load: wD= 180 plf Controlling Moment: 4903 ft Ib Beam Self Weight: BSW= 9 plf 3.83 ft from left support Total Maximum Load: wT= 669 plf Created by combining all dead and live loads. Controlling Shear: 2560 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 59.43 in3 73.83 in3 • Area(Shear): 21.34 in2 39.38 in2 Moment of Inertia(deflection): 91 in4 415.28 in4 Moment: 4903 ft-lb 6091 ft-lb Shear: 2560 lb 4725 lb NOTES Project: Elm_Windwood Homes_Beams page Judith Souers Location: Beam Nr.07-Upper Level Floor Beam over Garage Suntel Design Uniformly Loaded Floor Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] - ' Lake Oswego,OR 97035 5.125 IN x 15.0 IN x 18.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 3/13/2018 9:40:10 AM Section Adequate By:73.5% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN L/624 Dead Load 0.14 in Total Load 0.49 IN L/440 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3420 lb 3420 lb Dead Load 1432 lb 1432 lb Total Load 4852 lb 4852 lb Bearing Length 1.46 in 1.46 in BEAM DATA Center Span Length 18 ft Unbraced Length-Top 0 ft 18 ft Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.14 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 15 psf 15 psf Base Values Adjusted Floor Tributary Width FTW= 2 ft 7.5 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2383 psi Wall Load WALL= 0 plf Cd=1.00 Cv=0.99 BEAM LOADING Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 380 plf Cd=1.00 Beam Total Dead Load: wD= 143 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 17 plf Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Total Maximum Load: wT= 539 plf Comp.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi Controlling Moment: 21836 ft-lb 9.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -4852 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 109.94 in3 192.19 in3 Area(Shear): 27.47 in2 76.88 in2 Moment of Inertia(deflection): 830.93 in4 1441.41 in4 Moment: 21836 ft-lb 38173 ft-lb Shear: -4852 lb 13581 lb NOTES Project: Elm_Windwood Homes_Beams l page ----- .Judith Souers Location: Beam Nr.08-Garage Door Header ;�j- Suntel Design / Combination Roof And Floor Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] .. Lake Oswego, OR 97035 5.125 IN x 19.5IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 3/13/2018 9:40:10 AM Section Adequate By:44.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L/728 Dead Load 0.16 in Total Load 0.43 IN U458 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 7673 lb 7673 lb Dead Load 4531 lb 4531 lb Total Load 12204 lb 12204 lb Bearing Length 3.66 in 3.66 in ]SEAM DATA Center w Span Length 16.5 ft Unbraced Length-Top 0 ft 111111111.1' - Roof Pitch 0 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Camber Adj. Factor 1 ROOF LOADING Side 1 Side 2 Camber Required 0.16 Roof Live Load RLL= 30 psf 30 psf Notch Depth 0.00 Roof Dead Load RDL= 15 psf 15 psf MATERIAL PROPERTIES Roof Tributary Width RTW= 0 ft 21 ft 24F-V4-Visually Graded Western Species Base Values Adjusted FLOOR LOADING Bending Stress: Fb= 2400 psi Controlled by: Side 1 Side 2 Fbcmpr= 1850 psi Fb'= 2693 psi Floor Live Load FLL= 40 psf 40 psf Cd_=1.15 Cv=0.98 Floor Dead Load FDL= 15 psf 15 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Floor Tributary Width FTW= 4.5 ft 3 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Wall Load WALL= 100 plf Min. Mod.of Elasticity: E_ _ min= 930 ksi Emin'= 930 ksi BEAM LOADING Comp.1 to Grain: Fc--I-= 650 psi Fc-1-'= 650 psi Roof Uniform Live Load: wL-roof= 630 plf Controlling Moment: 50338 ft Ib Roof Uniform Dead Load: wD-roof= 315 plf 8.25 ft from left support Floor Uniform Live Load: wL-floor= 300 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 113 plf Controlling Shear: 12203 lb Beam Self Weight: BSW= 22 plf At support. Combined Uniform Live Load: wL= 930 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 549 plf Combined Uniform Total Load: wT= 1479 plf Comparisons with required sections: Req'd Provided Controlling Total Design Load: wT-cont= 1479 plf Section Modulus: 224.27 in3 324.8 in3 Area(Shear): 60.06 in2 99.94 in2 Moment of Inertia(deflection): 1660.88 in4 3166.77 in4 Moment: 50338 ft-lb 72900 ft-lb Shear: 12203 lb 20304 lb NOTES Page 01, Project: Elm_Windwood Homes_Beams ',io., ""' ",.Judith Souers Location: Beam Ni. 09-Upper Level Floor Beam over Porch at Entry ; Suntel Design / Combination Roof And Floor Beam 16865 Boones Ferry Rd Suite 201 or [2015 International Building Code(2012 NDS)] )m. Lake Oswego,OR 97035 (2)1.5 INx11.25INx6.0FT 4_ #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 3/13/2018 9:40:10 AM Section Adequate By:254.3% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/8790 Dead Load 0.01 in Total Load 0.02 IN L/4109 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 480 lb 480 lb Dead Load 547 lb 547 lb Total Load 1027 lb 1027 lb Bearing Length 0.55 in 0.55 in BEAM DATA Center w Span Length 6 ft Unbraced Length-Top 0 ft illilini Roof Pitch 0 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 30 psf #2-Douglas-Fir-Larch Roof Dead Load RDL= 15 psf 15 psf Base Values Adjusted Roof Tributary Width RTW= 3 ft 1 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Cd=1.15 CF=1.00 FLOOR LOADING Shear Stress: Fv= 180 psi Fv'= 207 psi Side 1 i e 2 Cd=1.15 Floor Live Load FLL= 40 psf 40 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 15 psf 15 psf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Floor Tributary Width FTW= 0 ft 1 ft Comp.1 to Grain: Fc--L= 625 psi Fc-L'= 625 psi Wall Load WALL= 100 plf Controlling Moment: 1540 ft-lb BEAM LOADING 3.0 ft from left support Roof Uniform Live Load: wL-roof= 120 plf Created by combining all dead and live loads. Roof Uniform Dead Load: wD-roof= 60 plf Controlling Shear: 1027 lb Floor Uniform Live Load: wL-floor= 40 plf At support. Floor Uniform Dead Load: wD-floor= 15 plf Created by combining all dead and live loads. Beam Self Weight: BSW= 7 plf Combined Uniform Live Load: wL= 160 plf Comparisons with required sections: Req'd Provided Combined Uniform Dead Load: wD= 182 plf Section Modulus: 17.86 in3 63.28 in3 Combined Uniform Total Load: wT= 342 plf Area(Shear): 7.44 in2 33.75 in2 Controlling Total Design Load: wT-cont= 342 plf Moment of Inertia(deflection): 20.79 in4 355.96 in4 Moment: 1540 ft-lb 5458 ft-lb Shear: 1027 lb 4658 lb NOTES • • page Project: Elm_Windwood Homes_Beams -, • IIRJudith Souers Location: Beam Nr. 10-Roof Beam in Front of Garage Suntel Design / Roof Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] ":Lake Oswego,OR 97035 3.5 IN x 13.25 IN x 18.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 3/13/2018 9:40:10 AM Section Adequate By:50.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/1103 Dead Load 0.12 in Total Load 0.32 IN L/685 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 810 lb 810 lb Dead Load 495 lb 495 lb Total Load 1305 lb 1305 lb Bearing Length 0.60 in 0.60 in BEAM DATA Span Length 18 ft Unbraced Length-Top 0 ft 18ft Unbraced Length-Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 900 psi Fb'= 1035 psi Tributary Width: TW= 1.5 ft Cd=1.15 CF=1.00 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 30 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Tributary Width: TW= 1.5 ft Min. Mod.of Elasticity: Emin= 580 ksi Emin'= 580 ksi Comp.--to Grain: Fc- L= 625 psi Fc- = 625 psi Wall Load: WALL= 0 plf Controlling Moment: 5875 ft Ib SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 9.0 ft from left support Adjusted Beam Length: Ladj= 18 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 10 plf Controlling Shear: -1305 lb Beam Uniform Live Load: wL= 90 plf At support. Beam Uniform Dead Load: wD_adj= 55 plf Created by combining all dead and live loads. Total Uniform Load: wT= 145 plf Comparisons with required sections: Req'd Provided Section Modulus: 68.11 in3 102.41 in3 Area(Shear): 9.46 in2 46.38 in2 Moment of Inertia(deflection): 178.41 in4 678.48 in4 Moment: 5875 ft-lb 8833 ft-lb Shear: -1305 lb 6400 lb NOTES ..Project: Elm_Windwood Homes_Beams / page --- Judith Souers Location: Beam Nr. 11 -Front Porch Beam near Garage 1 Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd Suite 201 or [2015 International Building Code(2012 NDS)] -' Lake Oswego, OR 97035 3.5 INx9.25INx6.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 3/13/2018 9:40:11 AM Section Adequate By: 12.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2338 Dead Load 0.03 in Total Load 0.06 IN L/1273 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 7 REACTIONS A B Live Load 607 lb 1348 lb Dead Load 509 lb 1173 lb Total Load 1116 lb 2521 lb TRI Bearing Length 0.51 in 1.15 in BEAM DATA Center w Span Length 6 ft .-<. :..:.: . Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 30 plf #2-Douglas-Fir-Larch Uniform Dead Load 20 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 57 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 1325 lb Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Dead Load 1050 lb Comp.1 to Grain: Fc-1= 625 psi Fc--L'= 625 psi Location 4 ft TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 3978 ft-lb Load Number One 4.02 Ft from left support of span 2(Center Span) Left Live Load 225 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 235 plf Controlling Shear: -2521 lb Right Live Load 225 plf At right support of span 2(Center Span) Right Dead Load 235 plf Created by combining all dead loads and live loads on span(s)2 Load Start 4 ft Load End 6 ft Comparisons with required sections: Req'd Provided Load Length 2 ft Section Modulus: 44.2 in3 49.91 in3 Area(Shear): 21.01 in2 32.38 in2 Moment of Inertia(deflection): 43.53 in4 230.84 in4 Moment: 3978 ft-lb 4492 ft-lb Shear: -2521 lb 3885 lb NOTES Y Project: Elm_Windwood Homes_Beams page Judith Souers Location: Beam Nr. 12-Front Porch Beam at Front Suntel Design Roof Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] ',. Lake Oswego,OR 97035 3.5 IN x 9.25 IN x 11.66 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 3/13/2018 9:40:11 AM Section Adequate By:84.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/1184 Dead Load 0.07 in Total Load 0.19 IN L/755 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 612 lb 612 lb Dead Load 347 lb 347 lb Total Load 959 lb 959 lb Bearing Length 0.44 in 0.44 in BEAM DATA Span Length 11.7 ft if v,. -1k;. .�f 1 1.66 ft�z;.. a ; . c . k3 Unbraced Length-Top 0 ft �..... Unbraced Length-Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 900 psi Fb'= 1242 psi Tributary Width: TW= 1.5 ft Cd=1.15 CF=1.20 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 30 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 2 ft Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc-J-= 625 psi Fc-1'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 2796 ft Ib SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 5.83 ft from left support Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 11.66 ft Controlling Shear: 959 Ib Beam Self Weight: BSW= 7 plf At support. Beam Uniform Live Load: wL= 105 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 60 plf Total Uniform Load: wT= 165 plf Comparisons with required sections: Read Provided Section Modulus: 27.01 in3 49.91 in3 Area(Shear): 6.95 in2 32.38 in2 Moment of Inertia(deflection): 55 in4 230.84 in4 Moment: 2796 ft-lb 5166 ft-lb Shear: -959 lb 4468 lb NOTES Project: . y�r r `r v. t'.s page,.. 44 IY 4 --- Keith A Kudrna Location:Footing"B" i, Suntel Design / Footing 2 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] MAR 6 20 ,,, Lake Oswego, Oregon 97035 Footing Size: 3.167 FT x 3.167 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(5)min ",,% . 1 , StruCalc Version 9.0.1.7 9/17/2015 1:14:49 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.17 ft Length: L= 3.17 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1246 psf Ha'nH N Effective Allowable Soil Bearing Pressure: Qe= 1350 psf — I I Required Footing Area: Areq= 9.26 sf Area Provided: A= 10.03 sf Baseplate Bearing: Bearing Required: Bear= 17500 lb 12 in Allowable Bearing: Bear-A= 44200 lb Beam Shear Calculations(One Way Shear): T Beam Shear: Vu1 = 4951 lb sin Allowable Beam Shear: Vc1 = 23515 lb Punching Shear Calculations(Two Way Shear): 3.167 ft Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 15682 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb Dead Load: PD= 12500 lb Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Total Load: PT= 12500 lb Controlling Allowable Punching Shear: vc2= 60638 lb Ultimate Factored Load: Pu= 17500 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 970 lb Factored Moment: Mu= 83134 in-lb Nominal Moment Strength: Mn= 282847 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 in Steel Required Based on Moment: As(1)= 0.28 in2 Min.Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.91 in2 Controlling Reinforcing Steel: As-reqd= 0.91 in2 Selected Reinforcement: #4's @ 7.0 in. o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 16 in Note: Plain concrete adequate for bending, therefore adequate development length not required.