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Specifications V\Abl- 2-011 - a) 2,2_1 2_.$6\ 5LL) Pourctikki.Q_ ewe- A L A N RECEIV JUN 14 2017 DESIGN ASSOCIATES, I N C . . OFTIGARD ING DIVISION OPTION PLAN 22209A FOR: WINDWOOD HOMES ) INC • (TRUSS ROOF DESIGN) GRAVITY LOADS BASED ON AFPA NDS-12 FLOOR - 40# LIVE, 10# DEAD ROOF - 25# SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE, 10# DEAD DECKS - 60# LIVE, 10# DEAD EXITS/STAIRS - 50# TOTAL LOAD BEAM CALCUIATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.Reed St.Suite#100 PORTLAND,OR. 97210 page Project:22209A WINDWOOD HOMES Patrick Burke Location: J1 -FLR JSTS 0/REAR GARAGE/SHOP EN Alan Mascord Design Floor Joist ION 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ._Portland. OR 97210 TJI 110/16-iLevel Trus Joist x 28.0 FT(12+ 10+6)@ 16 0.C. Section Adequate By: 117.6% StruCalc Version 10.0.1.4 6/12/2017 9:04:30 PM Controlling Factor: End Reaction DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.04 IN L/3571 0_02 IN L/7493 0.01 IN L/9956 Dead Load 0.01 in 0.00 in 0.00 in Total Load 0.05 IN L/2970 0.02 IN L/7110 0.01 IN L/9220 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B C D Live Load 275 lb 714 lb 525 lb 173 lb Dead Load 64 lb 175 lb 105 lb 29 lb Total Load 339 lb 889 lb 630 lb 202 lb Uplift(1.5 F.S) 0 lb 0 lb -33 lb -39 lb Bearing Length 1.75 in 3.50 in 3.50 in 1.75 in Web Stiffeners No No No No i -SUPPORT LOADS A B C D A 12 ft B io ft s rt p Live Load 206 plf 536 plf 394 plf 130 plf Dead Load 48 plf 131 plf 79 plf 22 plf Total Load 254 plf 667 plf 473 plf 152 plf JOIST DATA Left Center Right I-JOIST PROPERTIES Span Length 12 ft 10 ft 6 ft TJI 110/ 16-iLevel Trus Joist Unbraced Length-Top 0 ft 0 ft 0 ft Base Values Adjusted Unbraced Length-Bottom O ft O ft O ft Moment Cap: Mcap= 4280 ft-lb Mcap'= 4280 ft-lb Floor sheathing applied to top of joists-top of joists fully braced. Cd= 1.00 Floor Duration Factor 1.00 Shear Stress: Vcap= 2145 lb Vcap'= 2145 lb JOIST LOADING Cd= 1.00 Reaction A: Rcap= 910 lb Rcap'= 910 lb Uniform Floor Loading Left Center Right Reaction B: Rcap= 1935 lb Rcap'= 1935 lb Live Load LL= 40 psf 40 psf 40 psf Reaction C: Rcap= 1935 lb Rcap'= 1935 lb Dead Load DL= 10 psf 10 psf 10 psf Reaction D: Rcap= 910 lb Rcap'= 910 lb Total Load TL= 50 psf 50 psf 50 psf E.I. El= 535 Ib-int EI'= 535 Ib int TL Adj. For Joist Spacing wT= 66.7 plf 66 7 plf 66.7 plf Controlling Moment: -979 ft-lb 12.0 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: -482 lb 12.0 Ft from left support of span 1 (Left Span) Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided E.I.: 72 int-Ib E6 535 int-Ib xE6 Moment: -979 ft-lb 4280 ft-lb Shear: -482 lb 2145 lb NOTES page . Project:22209A WINDWOOD HOMESIII Patrick Burke Location: M1 -EXTERIOR ENTRY BEAM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] Portland. OR 97210 3.5 IN x 3.5 IN x 5.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 10.9% Controlling Factor Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/568 Dead Load 0.08 in Total Load 0.20 IN L/335 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 311 lb 311 lb Dead Load 216 lb 216 lb Total Load 527 lb 527 lb Bearing Length 0.24 in 0.24 in BEAM DATA Center Span Length 5.5 ft • Unbraced Length-Top 0 ft A 5.5 ft Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 113 plf #2-Douglas-Fir-Larch Uniform Dead Load 76 plf Base Values Adjusted Beam Self Weight 3 plf Bending Stress: Fb= 900 psi Fb'= 1350 psi Total Uniform Load 192 plf Cd=1.00 CF=1.50 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1,00 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc--1-= 625 psi Fc--- = 625 psi Controlling Moment: 725 ft-lb 2.75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 474 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 6.44 in3 7.15 in3 Area (Shear): 3.95 in2 12.25 in2 Moment of Inertia (deflection): 8.97 in4 12.51 in4 Moment: 725 ft-lb 804 ft-lb Shear: 474 lb 1470 lb NOTES Project:22209A WINDWOOD HOMES 111111pcae Patrick Burke Location: M2-ENTRY DR HDR-CANTS TO GARAGE Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] = �* k� Portland, OR 97210 1.75INx14.0INx7.5 FT(1.5+6) 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 467.9% Controlling Factor: Moment DEFLECTIONS Left Center LOADING DIAGRAM Live Load 0.01 IN 2L/5666 0.00 IN L/MAX Dead Load 0.00 in 0.00 in Total Load 0.01 IN 2L/5876 0.01 IN L/8591 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 848 lb 309 lb Dead Load 898 lb 338 lb Total Load 1746 lb 647 lb Bearing Length 1.11 in 0.41 in BEAM DATA Left Center Span Length 1.5 ft 6 ft — i Unbraced Length-Top O ft O ft 1.5 ft --' s ft Unbraced Length-Bottom 1.5 ft 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center MATERIAL PROPERTIES Uniform Live Load 40 plf 40 plf 1.55E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 90 plf 90 plf Base Values Adjusted Beam Self Weight 8 plf 8 plf Bending Stress: Fb= 2325 psi Fb'= 1307 psi Total Uniform Load 138 plf 138 plf Cd=1.00 CI=0.57 CF=0.99 POINT LOADS-LEFT SPAN Shear Stress: Fv= 310 psi Fv'= 310 psi Load Number One Cd=1.00 Live Load 377 lb Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Dead Load 251 lb Comp.- to Grain: Fc- L= 900 psi Fc-1'= 900 psi Location 0 ft Controlling Moment: -1097 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN Over left support of span 2 (Center Span) Load Number One Created by combining all dead loads and live loads on span(s) 1, 2 Left Live Load 63 plf Controlling Shear: -787 lb Left Dead Load 42 plf At a distance d from left support of span 1 (Left Span) Right Live Load 63 plf Created by combining all dead loads and live loads on span(s) 1, 2 Right Dead Load 42 plf Load Start 0 ft Comparisons with required sections: Reo'd Provided Load End 6 ft Section Modulus: 10.07 in3 57.17 in3 Load Length 6 ft Area (Shear): 3.81 in2 24.5 in2 Moment of Inertia(deflection): 25.43 in4 400.17 in4 Moment: -1097 ft-lb 6229 ft-lb Shear: -787 lb 5063 lb NOTES page Project:22209A WINDWOOD HOMES Patrick Burke Location: M3-FLUSH BM 0/FOYER-CANTS TO GARAGE 11111Patrick Mascord Design 9 Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 1.75 IN x 14.0 INx7.5 FT(1.5+6) 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 174.0% Controlling Factor: Moment DEFLECTIONS Left Center - LOADING DIAGRAM Live Load 0.01 IN 2L/2520 -0.01 IN L/8172 Dead Load 0.01 in -0.01 in Total Load 0.02 IN 2L/1562 -0.01 IN L/5210 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1291 lb 120 lb 1 Dead Load 819 lb -98 lb Total Load 2110 lb 22 lb Uplift(1.5 F.S) 0 lb -326 lb Bearing Length 1.34 in 0.01 in w W BEAM DATA Left Center • — Span Length 1.5 ft 6 ft 1.5 ft 6 ft - B Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 1.5 ft 6 ft Live Load Duration Factor 1.00 UNIFORM LOADS Left Center Notch Depth 0.00 Uniform Live Load 40 plf 40 plf MATERIAL PROPERTIES Uniform Dead Load 10 plf 10 plf 1.55E Timberstrand LSL-iLevel Trus Joist Beam Self Weight 8 plf 8 plf Base Values Adjusted Total Uniform Load 58 plf 58 plf Bending Stress: Fb= 2325 psi Fb'= 1307 psi POINT LOADS LEFT SPAN Cd=1.00 C/=0 57 CF=0.99 Load Number One Shear Stress: Fv= 310 psi Fv'= 310 psi Live Load 883 lb Cd=1.00 Dead Load 589 lb Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Location 0 ft Comp.1 to Grain: Fc-1 = 900 psi Fc- = 900 psi Controlling Moment: -2273 ft-lb Over left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1. 2 Controlling Shear: -1539 lb At a distance d from left support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1,2 Comparisons with required sections: Req'd Provided Section Modulus: 20.86 in3 57.17 in3 Area (Shear): 7.44 in2 24.5 in2 Moment of Inertia(deflection): 61.48 in4 400.17 in4 Moment: -2273 ft-lb 6229 ft-lb Shear -1539 lb 5063 lb NOTES page Project:22209A WINDWOOD HOMESIIIII Patrick Burke Location: M4-FOYER/CLOSET HALL OPN'G HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] _ : .r ,,kr Portland, OR 97210 3.5INx5.5INx4OFT . #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 89.4% Controlling Factor: Moment DEFLECTIONS Center - LOADING DIAGRAM Live Load 0.03 IN L/1798 Dead Load 0.01 in Total Load 0.03 IN L/1425 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 720 lb 720 lb Dead Load 188 lb 188 lb Total Load 908 lb 908 lb Bearing Length 0.42 in 0.42 in w BEAM DATA Center _.___r_._ _�__,.. __ �r_ Span Length 4 ft ` . �_-.�.. -.._.-,..�...�_ _M Unbraced Length-Top 0 ft A 4n B Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 360 plf #2-Douglas-Fir-Larch Uniform Dead Load 90 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 454 plf Cd=1.00 CF=1 30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1-to Grain: Fc-1= 625 psi Fc--- = 625 psi Controlling Moment: 908 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -709 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus. 9.32 in3 17.65 in3 Area (Shear): 5.9 in2 19.25 in2 Moment of Inertia(deflection): 9.72 in4 48.53 in4 Moment: 908 ft-lb 1720 ft-lb Shear -709 lb 2310 lb NOTES Project: 22209A WINDWOOD HOMES 111111page Patrick Burke Location: M5-MAIN FLOOR BATH WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] - Portland. OR 97210 3.5INx11.251Nx7.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 28.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2044 Dead Load 0.03 in Total Load 0.07 IN L/1244 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1541 lb 1541 lb Dead Load 992 lb 992 lb Total Load 2533 lb 2533 lb TRS Bearing Length 1.16 in 1.16 in w BEAM DATA Center Span Length 7.5 ft Unbraced Length-Top 0 ft A 7.5 ft — B Unbraced Length-Bottom 7.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 260 plf #2-Douglas-Fir-Larch Uniform Dead Load 75 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 344 plf Cd=1.00 CF=1.10 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 151 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 181 plf Comp.L to Grain: Fc- = 625 psi Fc--- = 625 psi Right Live Load 151 plf Controlling Moment: 4750 ft-lb Right Dead Load 181 plf 3.75 Ft from left support of span 2(Center Span) Load Start 0 ft Load End 7.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 7.5 ft Controlling Shear: 1925 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Recd Provided Section Modulus: 57.57 in3 73.83 in3 Area(Shear): 16.04 in2 39.38 in2 Moment of Inertia (deflection): 80.14 in4 415.28 in4 Moment: 4750 ft-lb 6091 ft-lb Shear: 1925 lb 4725 lb NOTES Project:22209A WINDWOOD HOMES En Page Patrick Burke Location: M6-FLUSH BM 0/STAIR BASE Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NOS)] .r , Portland, OR 97210 1.75 IN x 14.0 IN x 8.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By:647.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/4616 Dead Load 0.01 in Total Load 0.03 IN L/3538 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 560 lb 560 lb Dead Load 171 lb 171 lb Total Load 731 lb 731 lb Bearing Length 0.46 in 0.46 in w BEAM DATA Center er zz'a.1r^s ., Span Length 8 ft a= — Unbraced Length-Top O ft A 8ft g Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 140 plf 1.55E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 35 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 2325 psi Fb'= 2292 psi Total Uniform Load 183 plf Cd=1.00 CF=0.99 Shear Stress: Fv= 310 psi Fv'= 310 psi Cd=1.00 Modulus of Elasticity: E = 1550 ksi E'= 1550 ksi Comp.1 to Grain: Fc--i = 900 psi Fc--- = 900 psi Controlling Moment: 1461 ft-lb 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 526 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 7.65 in3 57.17 in3 Area(Shear): 2.55 in2 24.5 in2 Moment of Inertia(deflection): 31.21 in4 400.17 in4 Moment: 1461 ft-lb 10920 ft-lb Shear: 526 lb 5063 lb NOTES Project:22209A WINDWOOD HOMES 11111page Patrick Burke Location: M7-FLUSH BM 0/GREAT RM/BY STAIR Alan Mascord Design Multi-Loaded Multi-Span Beam 111.1. 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] }rt : Portland, OR 97210 1.75 IN x 14.0 INx18.0FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 86.0% Controlling Factor Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.32 IN L/670 Dead Load 0.12 in Total Load 0.44 IN L/489 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 718 lb 562 lb Dead Load 268 lb 221 lb Total Load 986 lb 783 lb Bearing Length 0.63 in 0.50 in BEAM DATA Center Span Length 18 ft ---__- Unbraced Length-Top 0 ft A -- -- 18 ft — B Unbraced Length-Bottom 18 ft Live Load Duration Factor 1.00 Notch Depth 0.00 - UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf 1.55E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 2325 psi Fb'= 2292 psi Total Uniform Load 58 plf Cd=1.00 CF=0.99 POINT LOADS -CENTER SPAN Shear Stress: Fv= 310 psi Fv'= 310 psi Load Number One " Cd=1.00 Live Load 560 lb Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Dead Load 171 lb Comp.1 to Grain: Fc-- = 900 psi Fc-1'= 900 psi Location 6.5 ft Controlling Moment: 5178 ft Ib *Load obtained from Load Tracker. See Summary Report for details. 6.48 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 924 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 27.11 in3 57.17 in3 Area (Shear): 4.47 in2 24.5 in2 Moment of Inertia(deflection): 215.16 in4 400.17 in4 Moment: 5178 ft-lb 10920 ft-lb Shear: 924 lb 5063 lb NOTES Project:22209A WINDWOOD HOMES IIIIII page Patrick Burke / . Location: M8-BM 0/KIT. ISLAND/DINING-CANTS TO REAR PORCH Alan Mascord Design Multi-Loaded Multi-Span Beam .. 2187 NW Reed St. Ste 100 of [2015 International Building Code(AISC 14th Ed ASD)] _ r. fir* i,ks ._ Portland, OR 97210 A992-50 W12x58 x 32.0 FT(28+4) Section Adequate By: 5.2% StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Controlling Factor: Deflection DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0_55 IN L/608 -0.25 IN 2L/378 Dead Load 0.19 in -0.08 in Total Load 0.74 IN L/454 -0.33 IN 2L/288 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 6844 lb 8628 lbI Dead Load 2510 lb 3615 lb 1 Total Load 9354 lb 12243 lb Bearing Length 1.24 in 1.24 in BEAM DATA Center Right Span Length 28 ft 4 ft -- Unbraced Length-Top O ft O ft A 28 ft t 4 ft Unbraced Length-Bottom 28 ft 4 ft STEEL PROPERTIES W12x58-A992-50 UNIFORM LOADS Center Right Uniform Live Load 0 plf 76 plf Properties: Uniform Dead Load 0 plf 50 plf Yield Stress: Fy= 50 ksi Beam Self Weight 58 plf 58 plf Modulus of Elasticity: E= 29000 ksi Total Uniform Load 58 plf 184 plf Depth: d= 12.2 in POINT LOADS-CENTER SPAN Web Thickness: tw= 0 36 in Load Number One Flange Width: bf= 10 in Live Load 718 lb Flange Thickness: tf= 0.64 in Dead Load 268 lb Distance to Web Toe of Fillet: k= 1.24 in Location 8 ft Moment of Inertia About X-X Axis: Ix= 475 in4 RIGHT SPAN Section Modulus About X-X Axis: Sx= 78 in3 Load Number One Plastic Section Modulus About X-X Axis: Zx= 86.4 in3 Live Load 445 lb Design Properties per AISC 14th Edition Steel Manual: Dead Load 321 lb Flange Buckling Ratio: FBR= 7.81 Location 4 ft Allowable Flange Buckling Ratio: AFBR= 9.15 *Load obtained from Load Tracker. See Summary Report for details. Web Buckling Ratio: WBR= 27 Allowable Web Buckling Ratio: AWBR= 90.55 TRAPEZOIDAL LOADS-CENTER SPAN Controlling Unbraced Length: Lb= 0 ft Load Number One Two Limiting Unbraced Length- Left Live Load 340 plf 560 plf for lateral-torsional buckling: Lp= 8.87 ft Left Dead Load 85 plf 140 plf Nominal Flexural Strength w/safety factor: Mn= 215569 ft-lb Right Live Load 340 plf 560 plf Controlling Equation: F2-1 Right Dead Load 85 plf 140 plf Web height to thickness ratio: h/tw= 27 Load Start 0 ft 8 ft Limiting height to thickness ratio for eqn. G2-2:h/tw-limit= 53.95 Load End 8 ft 28 ft Cv Factor: Cv= 1 Load Length 8 ft 20 ft Controlling Equation: G2-2 Nominal Shear Strength w/safety factor: Vn= 87840 lb Controlling Moment: 72751 ft-lb 14.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -10741 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Req'd Provided Moment of Inertia (deflection): 451.58 in4 475 in4 Moment: 72751 ft-lb 215569 ft-lb Shear: -10741 lb 87840 lb NOTES Project:22209A WINDWOOD HOMES II. p2ge Patrick Burke Location: M9-REAR GREAT RM WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ,( _ Portland, OR 97210 5.125 IN x 12.0 IN x 13.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:21 AM Section Adequate By: 20.4% Controlling Factor Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/762 Dead Load 0.18 in Total Load 0.38 IN L/410 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1392 lb 3486 lb Dead Load 1441 lb 2863 lb Total Load 2833 lb 6349 lb Bearing Length 0.85 in 1.91 in BEAM DATA Center Span Length 13 ft — ------- ---- — -- - --- Unbraced Length-Top O ft A 13 ft B Unbraced Length-Bottom 13 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.18 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 40 plf Uniform Dead Load 90 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 143 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 4050 lb Cd=1.00 Dead Load 2754 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 9.5 ft Cd=9.00 * Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-1-to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 20429 ft-lb Left Live Load 88 plf 9.49 Ft from left support of span 2(Center Span) Left Dead Load 59 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 88 plf Controlling Shear: -6085 lb Right Dead Load 59 plf At a distance d from right support of span 2(Center Span) Load Start 9.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 13 ft Load Length 3.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 102.14 in3 123 in3 Area(Shear): 34.44 in2 61.5 in2 Moment of Inertia (deflection): 431.9 in4 738 in4 Moment: 20429 ft-lb 24600 ft-lb Shear -6085 lb 10865 lb NOTES Project:22209A WINDWOOD HOMES 11111pace Patrick Burke Location: M10-REAR PORCH BM @ DINING Alan Mascord Design Multi-Loaded Multi-Span Beam IBM 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] _ -.-4 ,¢kr ._ Portland. OR 97210 3.5 IN x 7.25 IN x 9.5 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 54.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1112 Dead Load 0.07 in Total Load 0.18 IN L/647 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 477 lb 445 lb Dead Load 342 lb 321 lb Total Load 819 lb 766 lb Bearing Length 0.37 in 0.35 in TR1 TR2 BEAM DATA Center Span Length 9.5 ft Unbraced Length-Top 0 ft A 9.5n B Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 6 plf Cd=1.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two Cd=1.00 Left Live Load 101 plf 76 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 67 plf 50 plf Comp.-I--to Grain: Fc---= 625 psi Fc-1'= 625 psi Right Live Load 101 plf 76 plf Controlling Moment: 1934 ft-lb Right Dead Load 67 plf 50 plf 4.75 Ft from left support of span 2(Center Span) Load Start 0 ft 8 ft Load End 8 ft 9.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 8 ft 1.5 ft Controlling Shear: 720 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 19.83 in3 30.66 in3 Area (Shear): 6 in2 25.38 in2 Moment of Inertia(deflection): 41.23 in4 111.15 in4 Moment: 1934 ft-lb 2989 ft-lb Shear: 720 lb 3045 lb NOTES Page Project: 22209A WINDWOOD HOMES Patrick Burke Location: M11 -DINING PATIO DR HDR 1111Patrick Mascard Design Multi-Loaded Multi-Span Beam KM 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] _4.1', .i9J-s ,_ Portland, OR 97210 5.5 INx11.5INx6.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 13.8% Controlling Factor Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2810 Dead Load 0.02 in Total Load 0.04 IN L/1614 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1214 lb 3517 lb 1 Dead Load 1003 lb 2477 lb J. Total Load 2217 lb 5994 lb Bearing Length 0.64 in 1.74 in BEAM DATA Center Span Length 6 ft A, • Unbraced Length-Top 0 ft s ft B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 14 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.DO Live Load 3362 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 2242 lb Comp.- to Grain: Fc--i-= 625 psi Fc--1'= 625 psi Location 4.5 ft Controlling Moment: 7771 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 4.5 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 90 plf 643 plf Controlling Shear: -5018 lb Left Dead Load 114 plf 428 plf At a distance d from right support of span 2(Center Span) Right Live Load 90 plf 643 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 114 plf 428 plf Load Start Oft 4.5 ft Comparisons with required sections: Reb'd Provided Load End 4.5 ft 6 ft Section Modulus: 106.57 in3 121.23 in3 Load Length 4.5 ft 1.5 ft Area(Shear): 44.27 in2 63.25 in2 Moment of Inertia(deflection): 103.62 in4 697.07 in4 Moment: 7771 ft-lb 8840 ft-lb Shear: -5018 lb 7168 lb NOTES Project: 22209A WINDWOOD HOMES Ei page Patrick Burke / . Location: M12-REAR PORCH SIDE BM @ STUDIO/DINING WALL Alan Mascord Design Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] _ '.. dfekr:_.. Portland. OR 97210 3.5 IN x 9.25 IN x 7.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 31.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1764 Dead Load 0.03 in Total Load 0.08 IN L/1034 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B i Live Load 1129 lb 772 lb Dead Load 791 lb 553 lb 2 Total Load 1920 lb 1325 lb Bearing Length 0.88 in 0.61 in TRI TR2 BEAM DATA Center Span Length 7 ftII Unbraced Length-Top O ft A 7 n B Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 7 plf Cd=1.00 CF=9.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two * Cd=9.00 Live Load 742 lb 477 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 501 lb 342 lb Comp.-L to Grain: Fc--1-= 625 psi Fc-1-'= 625 psi Location 2 ft 4 ft * Load obtained from Load Tracker. See Summary Report for details. Controlling Moment: 3418 ft-lb 3.22 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Two Controlling Shear: 1721 lb Left Live Load 151 plf 76 plf At a distance d from left support of span 2(Center Span) Left Dead Load 101 plf 50 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 151 plf 76 plf Right Dead Load 101 plf 50 plf Comparisons with required sections: Req'd Provided Load Start 0 ft 2 ft Section Modulus: 37.98 in3 49.91 in3 Load End 2 ft 7 ft Area (Shear): 14.34 in2 32.38 in2 Load Length 2 ft 5 ft Moment of Inertia(deflection): 53.59 in4 230.84 in4 Moment: 3418 ft-lb 4492 ft-lb Shear: 1721 lb 3885 lb NOTES Project:22209A WINDWOOD HOMES 11111111Page Patrick Burke Location: M13-REAR PORCH BM @ REAR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] ___,. :._ Portland, OR 97210 3.5 IN x 7.25 IN x 10.0 FT - #2-Douglas-Fir-Larch- Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 11-0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN L/753 Dead Load 0.11 in Total Load 0.27 IN L/440 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 630 lb 630 lb Dead Load 448 lb 448 lb Total Load 1078 lb 1078 lb Bearing Length 0.49 in 0.49 in w BEAM DATA Center _ Span Length 10 ft ` Unbraced Length-Top 0 ft A loft B Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 126 plf #2-Douglas-Fir-Larch Uniform Dead Load 84 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 216 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp 1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 2694 ft-lb 5.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 948 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 27.63 in3 30.66 in3 Area(Shear): 7.9 in2 25.38 in2 Moment of Inertia(deflection): 60.6 in4 111.15 in4 Moment: 2694 ft-lb 2989 ft-lb Shear: 948 lb 3045 lb NOTES Project:22209A WINDWOOD HOMES IR Page Patrick Burke / . Location: M14-REAR PORCH SIDE BM @ EXTERIOR Alan Mascord Design Multi-Loaded Multi-Span Beam EN 2187 NW Reed St. Ste 100 or [2015 International Building Code(2015 NDS)] -- ..�_� _ Portland. OR 97210 3.5 IN x 7.25 IN x 7.0 FT +� '°ltr _. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 3.9% Controlling Factor Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1145 Dead Load 0.05 in Total Load 0.12 IN L/678 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1009 lb 533 lb Dead Load 692 lb 373 lb Total Load 1701 lb 906 lb Bearing Length 0.78 in 0.41 in TR1 TR2 BEAM DATA Center _ ---..__ Span Length 7 ft • Unbraced Length-Top O ft A —7 n B Unbraced Length-Bottom 7 ft Live Load Duration Factor 1 00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 6 plf Cd=9.00 CF=1.30 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd-1.00 Live Load 860 lb Modulus of Elasticity: F= 1600 ksi E'= 1600 ksi Dead Load 574 lb Comp. L to Grain: Fc--L= 625 psi Fc-L'= 625 psi Location 2 ft Controlling Moment: 2878 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.03 Ft from left support of span 2 (Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 151 plf 76 plf Controlling Shear: 1556 lb Left Dead Load 101 plf 50 plf At a distance d from left support of span 2(Center Span) Right Live Load 151 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 101 plf 50 plf Load Start Oft 2ft Comparisons with required sections: Req'd Provided Load End 2 ft 7 ft Section Modulus: 29.52 in3 30.66 in3 Load Length 2 ft 5 ft Area (Shear): 12.97 in2 25.38 in2 Moment of Inertia(deflection): 39.33 in4 111.15 in4 Moment: 2878 ft-lb 2989 ft-lb Shear: 1556 lb 3045 lb NOTES ,Project:22209A WINDWOOD HOMES lin page Patrick Burke Location: M15-REAR STUDIO WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam E. 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5INx11.25INx6.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 14.4% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3396 Dead Load 0.02 in Total Load 0.04 IN L/1874 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 816 lb 2935 lb Dead Load 758 lb 2170 lb Total Load 1574 lb 5105 lb Bearing Length 0.72 in 2.33 in BEAM DATA Center Span Length 6 ft • Unbraced Length-Top 0 ft A 6 f Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 9 plf Cd=1 00 CF=/./0 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 2564 lb Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Dead Load 1709 lb Comp.--to Grain: Fc-1= 625 psi Fc--- = 625 psi Location 5 ft Controlling Moment: 4558 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 4.98 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 116 plf 607 plf Controlling Shear: -4130 lb Left Dead Load 140 plf 468 plf At a distance d from right support of span 2(Center Span) Right Live Load 116 plf 607 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 140 plf 468 plf Load Start 0 ft 5 ft Comparisons with required sections: Req'd Provided Load End 5 ft 6 ft Section Modulus: 55.25 in3 73.83 in3 Load Length 5 ft 1 ft Area(Shear): 34.42 in2 39.38 in2 Moment of Inertia(deflection): 53.19 in4 415,28 in4 Moment: 4558 ft-lb 6091 ft-lb Shear: -4130 lb 4725 lb NOTES Project: 22209A WINDWOOD HOMES is page Patrick Burke Location: M16- FLUSH BM-2ND GAR BAY Alan Mascord Design Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] .r ,, ' Portland,OR 97210 5.125INx9.0INx11.OFT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 1.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.24 IN L/556 Dead Load 0.20 in Total Load 0.44 IN L/301 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1121 lb 4615 lb Dead Load 1150 lb 3480 lb 1 2 Total Load 2271 lb 8095 lb Bearing Length 0.68 in 2.43 in w BEAM DATA Center A a9' ,,.f, f s s 17l: -•. _+ Span Length 11 ft Unbraced Length-Top 0 ft A It ft Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.2 Notch Depth 0.00 Uniform Live Load 40 plf Uniform Dead Load 90 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 140 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 2904 lb 2392 lb Cd=1.00 Dead Load 1936 lb 1595 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 8 ft 10.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp 1 to Grain: Fc- 1 = 650 psi Fc- -- = 650 psi Controlling Moment: 13597 ft-lb 7.92 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -6674 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 67.99 in3 69.19 in3 Area(Shear): 37.78 in2 46.13 in2 Moment of Inertia(deflection): 247.99 in4 311.34 in4 Moment: 13597 ft-lb 13838 ft-lb Shear: -6674 lb 8149 lb NOTES page Project: 22209A WINDWOOD HOMES Patrick Burke Location: M17-REAR GARAGE BM 111111Alan Mascord Design 9 Multi-Loaded Multi-Span Beam ION 2187 NW Reed St. Ste 100 /of [2015 International Building Code(2015 NDS)] _„t1.+ kre: Portland, OR 97210 5.125INx12.0INx12.OFT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/12/2017 9:04:30 PM Section Adequate By: 7.2% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.29 IN L/498 Dead Load 0.13 in Total Load 0.42 IN L/341 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 6769 lb 3959 lb Dead Load 3980 lb 1465 lb Total Load 10749 lb 5424 lb Bearing Length 3.23 in 1.63 in BEAM DATA Center Span Length 12 ft • Unbraced Length-Top O ft ' A 12 ft B Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Camber Adj Factor 1 Camber Required 0.13 UNIFORM LOADS Center Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 13 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 4615 lb Cd-1.00 Dead Load 3480 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi — Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two * Three * Controlling Moment: 21620 ft-lb Left Live Load 176 plf 536 plf 200 plf 4.08 Ft from left support of span 2(Center Span) Left Dead Load 198 plf 131 plf 50 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 176 plf 536 plf 200 plf Controlling Shear: 10137 lb Right Dead Load 198 plf 131 plf 50 plf At a distance d from left support of span 2(Center Span) Load Start 0 ft 2 ft 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 2 ft 12 ft 2 ft Load Length 2ft 10 ft 2 ft Comparisons with required sections: Req'd Provided *Load obtained from Load Tracker. See Summary Report for details. Section Modulus: 108.1 in3 123 in3 Area (Shear): 57.38 in2 61.5 in2 Moment of Inertia (deflection): 533.73 in4 738 in4 Moment: 21620 ft-lb 24600 ft-lb Shear: 10137 lb 10865 lb NOTES Project:22209A WINDWOOD HOMES E. page Patrick Burke Location: M18-MAIN GARAGE BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] (a Portland, OR 97210 6.75 IN x 22.5 IN x 21.5 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/12/2017 9:04:30 PM Section Adequate By,4.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.38 IN L/682 Dead Load 0.26 in Total Load 0.64 IN L/401 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 5387 lb 15446 lb 2 4 3 Dead Load 3904 lb 10888 lb Total Load 9291 lb 26334 lb Bearing Length 2,12 in 6.00 in TR1 BEAM DATA Center fes.:. _- .$r?L-- n"- /'A,. T r.nit .r... -. Span Length 21.5 ft - - .e ,....�...._ �..� ,...�._4,__ 2v �__�_.__.__ Unbraced Length-Top 0 ft A 21.5 ft- B Unbraced Length-Bottom 21.5 ft Live Load Duration Factor 1 00 Camber Adj. Factor 1 Camber Required 0.26 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 33 plf 24F-V4-Visually Graded Western Species Total Uniform Load 33 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two * Three Four Fb_cmpr= 1850 psi Fb'= 2187 psi Live Load 955 lb 6769 lb 3389 lb 6992 lb Cd=1.00 Cv=0.91 Dead Load 636 lb 3980 lb 2259 lb 4662 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 8 ft 12 ft 19 ft 20 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 99775 ft-lb Left Live Load 189 plf 40 plf 12.04 Ft from left support of span 2 (Center Span) Left Dead Load 126 plf 90 plf ii Created by combining all dead loads and live loads on span(s)2 Right Live Load 189 plf 40 plf Controlling Shear: -23654 lb Right Dead Load 126 plf 90 plf At a distance d from right support of span 2(Center Span) Load Start 8 ft 10 ft Created by combining all dead loads and live loads on span(s)2 Load End 20 ft 21.5 ft Load Length 12 ft 11.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 547.36 in3 569.53 in3 Area(Shear): 133.89 in2 151.88 in2 Moment of Inertia (deflection): 3832.86 in4 6407.23 in4 Moment: 99775 ft-lb 103816 ft-lb Shear -23654 lb 26831 lb NOTES page . Project:22209A WINDWOOD HOMES11111 Patrick Burke Location: M19- 16/0 GAR DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] Portland. OR 97210 5.125 IN x 10.5IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 23.3% Controlling Factor Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.38 IN L/508 Dead Load 0.27 in Total Load 0.65 IN L/296 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1574 lb 1668 lb Dead Load 1140 lb 1205 lb Total Load 2714 lb 2873 lb Bearing Length 0.81 in 0.86 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft A 16ft — B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.27 UNIFORM LOADS Center Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 12 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 783 lb Cd=1.00 Dead Load 522 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Location 5 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc- = 650 psi Fc-1-'= 650 psi Load Number One Two Left Live Load 76 plf 189 plf Controlling Moment: 12637 ft-lb Left Dead Load 50 plf 126 plf 7.2 Ft from left support of span 2 (Center Span) Right Live Load 76 plf 189 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 50 plf 126 plf Controlling Shear: -2612 lb Load Start 0 ft 5 ft At a distance d from right support of span 2(Center Span) Load End 5 ft 16 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5 ft 11 ft Comparisons with required sections: Req'd Provided Section Modulus: 63.19 in3 94.17 in3 Area(Shear): 14.79 in2 53.81 in2 Moment of Inertia(deflection): 401.05 in4 494.4 in4 Moment: 12637 ft-lb 18834 ft-lb Shear: -2612 lb 9507 lb NOTES Project:22209A WINDWOOD HOMES iiipage Patrick Burke Location: U1 -MSIR BR REAR WNIDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam Nr 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] _u,-. 1 ;,,,ks ._ Portland,OR 97210 5.125 IN x 10.5 IN x 9.34 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:21 AM Section Adequate By:29.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN L/721 Dead Load 0.11 in Total Load 0.26 IN L/429 Live Load Deflection Criteria: [1360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3242 lb 4050 lb Dead Load 2215 lb 2754 lb Total Load 5457 lb 6804 lb Bearing Length 1.64 in 2.04 in BEAM DATA Center Span Length 9.34 ft Unbraced Length-Top 0 ft A 9.34 ft - B Unbraced Length-Bottom 9.34 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.11 Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 12 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 2593 lb Cd=1.00 Dead Load 1729 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 7.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.L to Grain: Fc-- = 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 605 plf 88 plf Controlling Moment: 14603 ft-lb Left Dead Load 403 plf 59 plf 5.32 Ft from left support of span 2(Center Span) Right Live Load 605 plf 88 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 403 plf 59 plf Controlling Shear: -6671 lb Load Start 0 ft 7.5 ft At a distance d from right support of span 2(Center Span) Load End 7,5 ft 9.34 ft Created by combining all dead loads and live loads on span(s)2 Load Length 7.5 ft 1.84 ft Comparisons with required sections: Req'd Provided Section Modulus: 73.02 in3 94.17 in3 Area (Shear): 37.76 in2 53.81 in2 Moment of Inertia(deflection): 276.54 in4 494.4 in4 Moment: 14603 ft-lb 18834 ft-lb Shear -6671 lb 9507 lb NOTES page Project:22209A WINDWOOD HOMESEPatrick Burke Location: U2-MSTR BATH WINDOWS HDR ® Multi Loaded Multi Span Beam M. Alan Mascord Desi 2187 NW Reed St9. Ste 100 of [2015 International Building Code(2015 NDS)] ---1 4k : i, ._ Portland, OR 97210 3.5INx11.25INx7.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:21 AM Section Adequate By:2.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1782 Dead Load 0.03 in Total Load 0.08 IN L/1060 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2030 lb 2030 lb Dead Load 1381 lb 1381 lb Total Load 3411 lb 3411 lb Bearing Length 1.56 in 1.56 in w BEAM DATA Center • Span Length 7 ft -- — Unbraced Length-Top O ft A 7 ft • Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 580 plf #2-Douglas-Fir-Larch Uniform Dead Load 386 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 975 plf Cd=1.00 CF=/.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp 1 to Grain: Fc- 1 = 625 psi Fc--1-'= 625 psi Controlling Moment: 5969 ft-lb 3.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2524 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 72.35 in3 73.83 in3 Area (Shear): 21.03 in2 39.38 in2 Moment of Inertia(deflection): 94 in4 415.28 in4 Moment: 5969 ft-lb 6091 ft-lb Shear: -2524 lb 4725 lb NOTES Page Project:22209A WINDWOOD HOMES 11111Patrick Burke Location: U3-BONS RM WINDOW HDRS Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] Portland. OR 97210 3.5 IN x 5.5 IN x 6.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:21 AM Section Adequate By:68.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1335 Dead Load 0.04 in Total Load 0.10 IN L/781 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 367 lb 367 lb Dead Load 261 lb 261 lb Total Load 628 lb 628 lb Bearing Length 0.29 in 0.29 in w BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft A - 6.5 ft B A Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 113 plf #2-Douglas-Fir-Larch Uniform Dead Load 76 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 193 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-1-to Grain: Fc- = 625 psi Fc--1-'= 625 psi Controlling Moment: 1020 ft-lb 3.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 540 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 10.46 in3 17.65 in3 Area(Shear): 4.5 in2 19.25 in2 Moment of Inertia(deflection): 14.92 in4 48.53 in4 Moment: 1020 ft-lb 1720 ft-lb Shear: 540 lb 2310 lb NOTES , Project:22209A WINDWOOD HOMES page Patrick Burke Location: U4-BR#2 WINDOW HDR on Alan Mascord Design Multi-Loaded Multi-Span Beam IRM 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5 INx5.5INx6.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:21 AM Section Adequate By:49.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1270 Dead Load 0.04 in Total Load 0.10 IN L/748 Live Load Deflection Criteria. 11360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 453 lb 453 lb Dead Load 316 lb 316 lb Total Load 769 lb 769 lb Bearing Length 0.35 in 0.35 in w BEAM DATA Center Span Length 6 ft Unbraced Length-Top O ft A s ft-- B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 151 plf #2-Douglas-Fir-Larch Uniform Dead Load 101 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 256 plf Cd=1 00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. L to Grain: Fc- 1 = 625 psi Fc--L'= 625 psi Controlling Moment: 1153 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 661 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 11.82 in3 17.65 in3 Area (Shear): 5.51 in2 19.25 in2 Moment of Inertia(deflection): 15.56 in4 48.53 in4 Moment: 1153 ft-lb 1720 ft-lb Shear: 661 lb 2310 lb NOTES Project:22209A WINDWOOD HOMES E page MI Patrick Burke Location: U5-BR#3 FRONT WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] : Portland. OR 97210 3.5 IN x 5.5IN x 7.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:21 AM Section Adequate By:61.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1116 Dead Load 0.06 in Total Load 0.14 IN L/649 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 330 lb 330 lb Dead Load 237 lb 237 lb Total Load 567 lb 567 lb Bearing Length 0.26 in 0.26 in BEAM DATA Center Span Length 7.5 ft . _ Unbraced Length-Top 0 ft A- 7.5 ft B Unbraced Length-Bottom 7.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 88 plf #2-Douglas-Fir-Larch Uniform Dead Load 59 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 151 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.l to Grain: Fc- L= 625 psi Fc--L'= 625 psi Controlling Moment: 1063 ft-lb 3.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 499 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 10.9 in3 17.65 in3 Area (Shear): 4.16 in2 19.25 in2 Moment of Inertia(deflection): 17.93 in4 48.53 in4 Moment: 1063 ft-lb 1720 ft-lb Shear: 499 lb 2310 lb NOTES _ Project:22209A WINDWOOD HOMES nage IIIII Patrick Burke Location: F18R-TYP ISOLATED BR'G PAD(ROUND) Alan Mascord Design Footing 111111 2187 NW Reed St. Ste 100 or [2015 International Building Code(2015 NDS)] r Portland. OR 97210 Footing Size: 1.5 FT Round Diameter X 8.00 IN Deep - Section Footing Design Adequate StruCalc Version 10,0.1.4 6/10/2017 10:36:20 AM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Diameter: Dia. = 1.5 ft Effective Depth to Top Layer of Steel: d= 6 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 3.5 in FOOTING CALCULATIONS 1--3.5in - -. Bearing Calculations: Ultimate Bearing Pressure: Qu= 1400 psf Effective Allowable Soil Bearing Pressure:Qe= 1400 psf Required Footing Area: Areq = 1.77 sf Area Provided: A= 1.77 sf Baseplate Bearing: Bearing Required: Bear= 3464 lb sin Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): . T Beam Shear: Vu1 = 429 lb Allowable Beam Shear: Vc1 = 3509 lb 3 in Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 38 in Punching Shear: Vu2= 2235 lb 1.5 ft Controlling Allowable Punching Shear: vc2= 16678 lb Bending Calculations: FOOTING LOADING Factored Moment: Mu= 6906 in-lb Live Load: PL= 0 lb Nominal Moment Strength: Mn= 13160 in-lb Dead Load: PD= 2474 lb NOTES Total Load: PT= 2474 lb Ultimate Factored Load: Pu= 3464 lb Footing plus soil above footing weight: Wt= 114 lb Project: 22209A WINDWOOD HOMES 111111GagE Patrick Burke Location: F24-TYP ISOLATED BRG PAD Alan Mascord Design Footing 1111111 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] _ - Portland, OR 97210 Footing Size: 2.0 FT x 2.0 FT x 12.00 IN - Section Footing Design Adequate StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES - LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d = 10 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 3.5 in f-3.5 in -- Column Column Depth: n = 3.5 in T I FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq = 4 sf Area Provided: A= 4 00 sf 12 in Baseplate Bearing: Bearing Required: Bear= 7560 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 630 lb Allowable Beam Shear: Vc1 = 8800 lb Punching Shear Calculations(Two Way Shear): 2 ft Critical Perimeter: Bo= 54 in Punching Shear: Vu2= 5168 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 39501 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 5400 lb Factored Moment: Mu= 22680 in-lb Total Load: PT= 5400 lb Nominal Moment Strength: Mn= 55000 in-lb Ultimate Factored Load: Pu= 7560 lb NOTES Footing plus soil above footing weight: Wt= 387 lb Project:22209A WINDWOOD HOMES 11111nage Patrick Burke Location: F28-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 111111 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] a% .- Portland, OR 97210 Footing Size: 2.333 FT x 2.333 FT x 14.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.33 ft Length: L= 2.33 ft Depth: Depth= 14 in Effective Depth to Top Layer of Steel: d= 12 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 3.5 in 3.5 in Column Depth: n = 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1325 psf Effective Allowable Soil Bearing Pressure:Qe= 1325 psf Required Footing Area: Areq= 5.44 sf Area Provided: A= 5.44 sf 14 in Baseplate Bearing: Bearing Required: Bear= 10095 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 720 lb Allowable Beam Shear: Vc1 = 12318 lb Punching Shear Calculations(Two Way Shear): 2.333 ft Critical Perimeter: Bo= 62 in Punching Shear: Vu2= 7001 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 54424 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 7211 lb Factored Moment: Mu= 35329 in-lb Total Load: PT= 7211 lb Nominal Moment Strength: Mn= 92387 in-lb Ultimate Factored Load: Pu= 10095 lb NOTES Footing plus soil above footing weight: Wt= 614 lb page Project:22209A WINDWOOD HOMES Patrick Burke / . Location: F36-TYP ISOLATED BR'G PAD EN Alan Mascord Design Footing 11111 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] _ ,-11.1 i,,k :.,_ Portland.OR 97210 Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement:#4 Bars© 5.90 IN.O.C. EM//(6)min. StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM 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= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE r 3.5 in Width: W= 3 ft I_ Length: L= 3 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE 12 in Column Type: Wood n c Column Width: m = 3.5 in Column Depth: n = 3.5 in 3 in FOOTING CALCULATIONS 3ft Bearing Calculations: 1-3.5 In Ultimate Bearing Pressure: Qu= 1350 psf L Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 9 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 17010 lb 12 in Allowable Bearing: Bear-A= 33841 lb p o n 0 Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 4607 lb 3 in Allowable Beam Shear: Vc1 = 22275 lb Punching Shear Calculations(Two Way Shear): 3ft Critical Perimeter: Bo= 47 in Punching Shear: Vu2 = 15198 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 12150 lb Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 12150 lb Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 17010 lb Bending Calculations: Footing plus soil above footing weight: Wt= 870 lb Factored Moment: Mu= 76545 in-lb Nominal Moment Strength: Mn = 495215 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0 92 in Steel Required Based on Moment: As(1)= 0.17 in2 Min. Code Req'd Reinf. Flex. Members(ACI-10.5.1): As(2)= 0.99 in2 Controlling Reinforcing Steel: As-reqd= 0.99 in2 Selected Reinforcement: #4's @ 5.9 in. o.c. e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES _Project:22209A WINDWOOD HOMES E@ page Patrick Burke Location: F42-TYP ISOLATED BR'G PAD Alan Mascord Design Footing Ell 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] 1,.�. _ Portland. OR 97210 Footing Size: 3.5 FT x 3.5 FT x 12.00 IN �� � Reinforcement:#4 Bars @ 7.00 IN. O.C. ENV/(6)min. StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM 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= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft -3.5 in Depth: Depth= 12 in i Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in 12'" Column Depth: n= 3.5 in n r, FOOTING CALCULATIONS Sin Bearing Calculations: - 3.5 ft Ultimate Bearing Pressure: Qu= 1350 psf 3,5 in Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq = 12.25 sf Area Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 23152 lb 12 in Allowable Bearing: Bear-A= 33841 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 7028 lb 3 in Allowable Beam Shear: Vc1 = 25988 lb Punching Shear Calculations(Two Way Shear): 3.5 ft Critical Perimeter: Bo= 47 in Punching Shear: Vu2= 21340 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 16537 lb Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 16537 lb Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 23152 lb Bending Calculations: Footing plus soil above footing weight: Wt= 1184 lb Factored Moment' Mu= 121547 in-lb Nominal Moment Strength: Mn= 499409 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.79 in Steel Required Based on Moment: As(1)= 0.28 in2 Min. Code Req'd Reinf. Flex. Members(ACI-10.5.1): As(2)= 1.16 in2 Controlling Reinforcing Steel: As-reqd= 1.16 in2 Selected Reinforcement: #4's @ 7.0 in. o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 18 in NOTES Project:22209A WINDWOOD HOMES page MIN Patrick Burke Location: F54-TYP ISOLATED BR'G PAD Alan Mascord Design Footing IBM 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] _ :' 4, ,kY _. Portland, OR 97210 Footing Size:4.5 FT x 4.5 FT x 12.00 IN Reinforcement:#4 Bars @ 6.00 IN. O.C. E/W/(8)min. StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM 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= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 4.5 ft Length: L= 4.5 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE_$IZE Column Type: Wood Column Width: m = 5.5 in Column Depth: n = 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psi Effective Allowable Soil Bearing Pressure: Qe= 1350 psi Required Footing Area: Areq= 20.25 sf F-5.5 in Area Provided: A= 20.25 sf Baseplate Bearing: Bearing Required: Bear= 38272 lb Allowable Bearing: Bear-A= 83566 lb 12 in Beam Shear Calculations(One Way Shear): „, Beam Shear: Vu1 = 13289 lb 3 in Allowable Beam Shear: Vc1 = 33413 lb Punching Shear Calculations(Two Way Shear): a.s ft Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 35790 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 27337 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 27337 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 38272 lb Bending Calculations: Footing plus soil above footing weight: Wt= 1958 lb Factored Moment: Mu= 258335 in-lb Nominal Moment Strength: Mn= 664636 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.82 in Steel Required Based on Moment: As(1)= 0.59 in2 Min. Code Req'd Reinf. Flex. Members(ACI-10.5.1): As(2)= 1.49 in2 Controlling Reinforcing Steel: As-reqd= 1.49 in2 Selected Reinforcement: #4's @ 6.0 in. o.c.e/w(8)Min. Reinforcement Area Provided: As= 1.57 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 24 in NOTES page Project:22209A WINDWOOD HOMES Patrick Burke Location: FC1 -TYP MAX BR'G FTG COLUMN UP TO F36 111111Alan Mascord Design 9 Column Ell 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] ,� Portland. OR 97210 3.5 IN x 3.5 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 14550 lb Total Load: Vert-TL-Rxn= 14550 lb COLUMN DATA Total Column Length: 4 ft Unbraced Length (X-Axis)Lx: 4 ft — V Unbraced Length(Y-Axis)Ly: 4 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 1188 psi Cd=0.90 Cf=1.15 Cp=0.85 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1215 psi Cd=0.90 CF=1.50 4 ft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1215 psi Cd=0.90 CF=1.50 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 13.71 A Ley/dy= 13.71 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING Actual Compressive Stress: Fc= 1188 psi Live Load: PL= 0 lb Allowable Compressive Stress: Fc'= 1188 psi Dead Load: PD= 14539 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 11 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 14550 lb Moment Due to Lateral Loads (X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1215 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1215 psi Combined Stress Factor: CSF= 1 NOTES Project:22209A WINDWOOD HOMES Eli ���o Patrick Burke Location: FC2-TYP MAX BR'G FTG COLUMN @ F42 Alan Mascord Design Column 111111 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] r: kr Portland, OR 97210 5.5INx5.5INx4.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn = 0 lb Dead Load: Vert-DL-Rxn= 18547 lb Total Load: Vert-TL-Rxn = 18547 lb COLUMN DATA Total Column Length: 4 ft Unbraced Length(X-Axis)Lx: 4 ft V Unbraced Length(Y-Axis)Ly: 4 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 700 psi Fc'= 613 psi Cd=0.90 Cp=0.97 Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 675 psi Cd=O.90 CF=9.00 4 ft Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 675 psi Cd=O.90 CF=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 5.5 in Area: A= 30.25 in2 Section Modulus(X-X Axis): Sx= 27.73 in3 Section Modulus(Y-Y Axis): Sy= 27.73 in3 Slenderness Ratio: Lex/dx= 8.73 A Ley/dy= 8.73 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING Actual Compressive Stress: Fc= 613 psi Live Load: PL= 0 lb Allowable Compressive Stress: Fc'= 613 psi Dead Load: PD= 18521 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 26 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 18547 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 675 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 675 psi Combined Stress Factor: CSF= 1 NOTES page Project:22209A WINDWOOD HOMES 111111Patrick Burke Location: FC4-TYP MAX BR'G FTG COLUMN @ F54&F60 Alan Mascord Design Column 11111 2187 NW Reed St. Ste 100 o= [2015 International Building Code(2015 NDS)] ; r :, ' Portland. OR 97210 5.25 IN x 5.25 IN x 4 FT 1.8E Parallam Column-iLevel Trus Joist StruCalc Version 10.0.1.4 6/10/2017 10:36:20 AM Section Adequate By: 0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 60094 lb Total Load: Vert-TL-Rxn = 60094 lb COLUMN DATA Total Column Length: 4 ft Unbraced Length (X-Axis)Lx: 4 ft T Unbraced Length(Y-Axis)Ly: 4 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1.8E Parallam Column-iLevel Trus Joist Base Values Adiusted Compressive Stress: Fc= 2500 psi Fc'= 2180 psi Cd=0.90 Cp-0.97 Bending Stress(X-X Axis): Fbx= 2400 psi Fbx'= 2368 psi Cd=O.90 CF=1.10 4ft Bending Stress(Y-Y Axis): Fby= 2400 psi Fby'= 2368 psi Cd=O.90 CF=1.10 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Column Section(X-X Axis): dx= 5.25 in Column Section (Y-Y Axis): dy= 5.25 in Area: A= 27.56 in2 Section Modulus(X-X Axis): Sx= 24.12 in3 Section Modulus(Y-Y Axis): Sy= 24.12 in3 Slenderness Ratio: Lex/dx= 9.14 Ley/dy= 9.14 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING Actual Compressive Stress: Fc= 2180 psi Live Load: PL= 0 lb Allowable Compressive Stress: Fc'= 2180 psi Dead Load: PD= 60060 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 34 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 60094 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress (X-X Axis): Fbx'= 2368 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 2368 psi Combined Stress Factor: CSF= 1 NOTES