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Specifications (77) cc cc - ` k+- kk- \\Y-kh CL-\-- A L A N liloedos7ekwoo;& DESIGNiimm.„000.0000k. ASSOCIATES, I N C . RECEIVED OPTION PLAN- JUN 2 6 2017 CITY OF TIGAR BUILDING' nit/MI( 22209A FOR: .T . RH CONSTRUCTION (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 CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.Reed St.Suite#100 PORTLAND,OR. 97210 page Project:22209A JT ROTHEN Patrick Burke Location: M1-FLUSH BM. OVER REAR PORCH ma Alan Mascord Design Multi-Loaded Multi-Span Beam KM 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] Portland, OR 97210 5.125 IN x 12.0 IN x 16.0 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:22 AM Section Adequate By: 0.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.38 IN L/505 Dead Load 0.37 in Total Load 0.75 IN L/257 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 2 Live Load 3195 lb 4804 lb Dead Load 2957 lb 4342 lb Total Load 6152 lb 9146 lb Bearing Length 1.85 in 2.75 in w BEAM DATA Center Span Length 16 ft . ..n Unbraced Length-Top 0 ft A_ -- 16 rt B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 Camber Required 0 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 * Two * Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 3305 lb 3347 lb Cd=1.00 Dead Load 2482 lb 2694 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4.5 ft 15.5 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-t to Grain: Fc- L= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Three Controlling Moment: 24433 ft-lb Left Live Load 101 plf 504 plf 4.48 Ft from left support of span 2(Center Span) Left Dead Load 67 plf 336 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 101 plf 504 plf Controlling Shear: 5852 lb Right Dead Load 67 plf 336 plf At a distance d from left support of span 2(Center Span) Load Start 0 ft 15.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 4.5 ft 16 ft Load Length 4.5 ft 0.5 ft Comparisons with required sections: Rend Provided Section Modulus: 122.16 in3 123 in3 Area(Shear): 33.13 in2 61.5 in2 Moment of Inertia(deflection): 688.2 in4 738 in4 Moment: 24433 ft-lb 24600 ft-lb Shear: 5852 lb 10865 lb NOTES A page Project:22209A JT ROTH Patrick Burke Location:M2-REAR PORCH SIDE BM. (LONG) Alan Mascord Design Multi-Loaded Multi-Span Beam En 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] _ _ Portland. OR 97210 5.125INx13.51Nx11.5FT � 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By: 15.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN L/828 Dead Load 0.13 in Total Load 0.30 IN L/461 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 4707 lb 2705 lb Dead Load 3592 lb 2146 lb 2 Total Load 8299 lb 4851 lb TR3 Bearing Length 2.49 in 1.46 in TR1 TR4 BEAM DATA Center Span Length 11.5 ft Unbraced Length-Top O ft A 11.5 ft B Unbraced Length-Bottom 11.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.13 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 15 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 3195 Ib 1129 Ib Cd=1.00 Dead Load 2957 lb 753 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4 ft 6 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc--L= 650 psi Fc--I-'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Three Four Controlling Moment: 26860 ft-lb Left Live Load 320 plf 100 plf 176 plf 277 plf 4.03 Ft from left support of span 2(Center Span) Left Dead Load 80 plf 68 plf 198 plf 185 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 320 plf 100 plf 176 plf 277 plf Controlling Shear: 7483 lb Right Dead Load 80 plf 68 plf 198 plf 185 plf At a distance d from left support of span 2(Center Span) Load Start O ft 6 ft O ft 4 ft Created by combining all dead loads and live loads on span(s)2 Load End 4 ft 11.5 ft 4 ft 6 ft Load Length 4ft 5.5 ft 4ft 2 ft Comparisons with required sections: Req'd Provided Section Modulus: 134.3 in3 155.67 in3 Area(Shear): 42.35 in2 69.19 in2 Moment of Inertia(deflection): 547 in4 1050.79 in4 Moment: 26860 ft-lb 31134 ft-lb Shear: 7483 lb 12223 lb NOTES page Project:22209A JT ROTH NE Patrick Burke Location:M3-REAR BM.OF REAR PORCH wo Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or [2015 International Building Code(2012 NDS)] _Yr. 1iot,_.._Portland.OR 97210 5.5 INx13.5INx15.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By: 18.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/1226 Dead Load 0.13 in Total Load 0.28 IN L/642 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1418 lb 1418 lb Dead Load 1291 lb 1291 lb Total Load 2709 lb 2709 lb Bearing Length 0.79 in 0.79 in BEAM DATA Center _ Span Length 15 ft -# Unbraced Length-Top 0 ft A 15 ft B Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 189 plf #2-Douglas-Fir-Larch Uniform Dead Load 156 plf Base Values Adjusted Beam Self Weight 16 plf Bending Stress: Fb= 875 psi Fb'= 864 psi Total Uniform Load 361 plf Cd=1.00 CF=0.99 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.-1-to Grain: Fc-1= 625 psi Fc--- = 625 psi Controlling Moment: 10156 ft-lb 7.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2329 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: 141.11 in3 167.06 in3 Area(Shear): 20.55 in2 74.25 in2 Moment of Inertia(deflection): 421.79 in4 1127.67 in4 Moment: 10156 ft-lb 12023 ft-lb Shear: -2329 lb 8415 lb NOTES page Project:22209A JT ROTHEn Patrick Burke Location: M4-REAR PORCH SIDE BM.(SHORT) Alan Mascord Design / Multi-Loaded Multi-Span Beam RE 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] 0'140:_Portland,OR 97210 5.5 IN x 7.5 IN x 6.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By:63.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2291 Dead Load 0.02 in Total Load 0.06 IN L/1337 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1236 lb 481 lb 1 Dead Load 855 lb 354 lb Total Load 2091 lb 835 lb Bearing Length 0.61 in 0.24 in TR2 BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft A 6.5 ft Unbraced Length-Bottom 6.5 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 9 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 9 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Load Number One Live Load 965 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 643 lb Comp.1 to Grain: Fc- = 625 psi Fc- L'= 625 psi Location 1 ft Controlling Moment: 1972 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.75 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 100 plf 202 plf Controlling Shear: 1889 lb Left Dead Load 68 plf 134 plf At a distance d from left support of span 2(Center Span) Right Live Load 100 plf 202 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 68 plf 134 plf Load Start 1 ft 0 ft Comparisons with required sections: Red Provided Load End 6.5 ft 1 ft Section Modulus: 31.55 in3 51.56 in3 Load Length 5.5 ft 1 ft Area(Shear): 16.67 in2 41.25 in2 Moment of Inertia(deflection): 34.71 in4 193.36 in4 Moment: 1972 ft-lb 3223 ft-lb Shear: 1889 lb 4675 lb NOTES 6 page Project:22209A JT ROTH ME Patrick Burke Location: M5-DINING RM.WINDOW HDR. Alan Mascord Design Multi-Loaded Multi-Span Beam Es 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] _, yjykrt.'` . Portland.OR 97210 3.125 INx10.5INx8.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By: 15.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1042 Dead Load 0.09 in Total Load 0.18 IN L/539 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2554 lb 1179 lb Dead Load 2341 lb 1204 lb Total Load 4895 lb 2383 lb Bearing Length 2.41 in 1.17 in TR1 BEAM DATA Center mgr. ... ., :; _ Span Length 8 ft ._.n. Unbraced Length-Top 0 ft A 8f -• B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.13 Depth Uniform Live Load 0 plf Notch0. 3 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 7 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1834 lb Cd=1.00 Dead Load 1530 Ib Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc-I= 650 psi Fc--I-'= 650 psi Load Number One Two Left Live Load 543 plf 54 plf Controlling Moment: 9912 ft-lb Left Dead Load 496 plf 94 plf 3.04 Ft from left support of span 2(Center Span) Right Live Load 543 plf 54 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 496 plf 94 plf Controlling Shear: 4058 lb Load Start 0 ft 3 ft At a distance d from left support of span 2(Center Span) Load End 3 ft 8 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3 ft 5 ft Comparisons with required sections: Req'd Provided Section Modulus: 49.56 in3 57.42 in3 Area(Shear): 22.97 in2 32.81 in2 Moment of Inertia(deflection): 134.24 in4 301.46 in4 Moment: 9912 ft-lb 11484 ft-lb Shear: 4058 lb 5797 lb NOTES 1 page Project:22209A JT ROTH Patrick Burke Location:M6-CANT. FLUSH BM. OVER LAUNDRY RM. Alan Mascord Design Multi-Loaded Multi-Span Beam NE 2187 NW Reed St. Ste 100 or [2015 International Building Code(2012 NDS)] Portland, OR 97210 3.5 INx14.0INx6.0FT(4+2) �r' i r 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By: 107.2% Controlling Factor: Shear DEFLECTIONS Center Right LOADING DIAGRAM Live Load -0.01 IN L/5731 0.03 IN 2L/1472 Dead Load -0.01 in 0.02 in Total Load -0.01 IN L/3477 0.05 IN 2L/888 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 108 lb 4556 lb Dead Load -914 lb 3006 lb Total Load -806 lb 7562 lb Uplift(1.5 F.S) -2379 lb 0 lb Bearing Length 0.00 in 2.40 in BEAM DATA Center Right Span Length O ft 2 ft A an B 2ft- Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 4 ft 2 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 54 plf 54 plf MATERIAL PROPERTIES Uniform Dead Load 14 plf 14 plf 1.55E Timberstrand LSL-iLevel Trus Joist Beam Self Weight 15 plf 15 plf Base Values Adiusted Total Uniform Load 83 plf 83 plf Bending Stress: Fb= 2325 psi Fb'= 2251 psi POINT LOADS-RIGHT SPAN Cd=1.00 C1=0.98 CF=0.99 Load Number One Shear Stress: Fv= 310 psi Fv'= 310 psi Live Load 2875 lb Cd=1.00 Dead Load 1916 lb Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Location 2 ft Comp.-I-to Grain: Fc- = 900 psi Fc--L'= 900 psi Controlling Moment: -9749 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)3 Controlling Shear: 4888 lb At a distance d from right support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2, 3 Comparisons with required sections: Reg'd Provided Section Modulus: 51.97 in3 114.33 in3 Area(Shear): 23.65 in2 49 in2 Moment of Inertia(deflection): 216.18 in4 800.33 in4 Moment: -9749 ft-lb 21445 ft-lb Shear: 4888 lb 10127 lb NOTES page Project:22209A JT ROTH 11111 Patrick Burke Location:M7-TYP.CANT. FLOOR JOISTS OVER LAUNDRY Alan Mascord Design Floor Joist ME 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] ___. 9 .._Portland,OR 97210 TJI 210/14-iLevel Trus Joist x 6.0 FT(4+2)@ 12 O.C. - Section Inadequate By: 73.4°1° StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Controlling Factor: End Reaction DEFLECTIONS Center Right LOADING DIAGRAM Live Load -0.02 IN L/2861 -0.02 IN 2L/2946 Dead Load -0.02 in -0.02 in Total Load -0.03 IN L/1484 -0.03 IN 2L/1520 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 80 lb 935 lb Dead Load -225 lb 809 lb Total Load -145 lb 1744 lb i Uplift(1.5 F.S) -496 lb 0 lb Bearing Length 1.75 in 1.75 in Web Stiffeners No No SUPPORT LOADS A B A 4ft I— 2ft Live Load 80 plf 935 plf Dead Load -225 plf 809 plf Total Load -145 plf 1744 plf ' JOIST DATA Center Right I-JOIST PROPERTIES Span Length O ft 2 ft TJI 210/14-iLevel Trus Joist Unbraced Length-Top 0 ft 0 ft Base Values Adjusted Unbraced Length-Bottom 0 ft 0 ft Moment Cap: Mcap= 4490 ft-lb Mcap'= 4490 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= 1945 lb Vcap'= 1945 lb JOIST LOADING Cd= 1.00 Uniform Floor Loading Center Right Reaction A: Rcap= 1005 lb Rcap'= 1005 lb Live Load LL= 40 psf 40 psf Reaction B: Rcap= 0 lb Rcap'= 0 lb Dead Load DL= 15 psf 15 psf E.I.: El= 462 Ib int EI'= 462 Ib int Total Load TL= 55 psf 55 psf TL Adj. For Joist Spacing wT= 55 plf 55 plf Controlling Moment: -2104 ft-lb WallLoading 4.0 Ft from left support of span 3(Right Span) Created bycombiningall dead and live loads. WaalllOne Live Load (1 to Joists): L1 = 0 plf 503 plf Controlling Shear: 1107 lb 0.0 Ft from left support of span 3(Right Span) Dead Load to Joists):X1 = 0 494 plf Load Locatioonn ft X1 = 0 ft 2 ft Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided E.I.: 112 in2-lb E6 462 in2-lb xE6 Moment: -2104 ft-lb 4490 ft-lb Shear: 1107 lb 1945 lb NOTES page Project:22209A JT ROTHEE Patrick Burke Location: M8-FLUSH BM. OVER LAUNDRY RM. Alan Mascord Design / Multi-Loaded Multi-Span Beam Em 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] Y, ? � Portland,OR 97210 3.5 IN x 14.0 IN x 10.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By:433.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/4567 Dead Load -0.05 in Total Load -0.05 IN L/2367 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 754 lb 694 lb Dead Load -1620 lb -1165 lb Total Load -866 lb -471 lb Uplift(1.5 F.S) -1620 lb -1165 lb 1 Bearing Length 0.00 in 0.00 in BEAM DATA Center Span Length 10 ft A loft B Unbraced Length-Top 0 ft Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 134 plf MATERIAL PROPERTIES Uniform Dead Load -211 plf 1.55E Timberstrand LSL-iLevel Trus Joist Beam Self Weight 15 plf Base Values Adjusted Total Uniform Load -62 plf Bending Stress: Fb= 2325 psi Fb'= 1941 psi Cd=0.90 CI=0.94 CF=0.99 POINT LOADS-CENTER SPAN Load Number One Shear Stress: Fv= 310 psi Fv'= 279 psi Live Load 108 lb Cd=0.90 Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Dead Load 828 lb Comp.L to Grain: Fc-L= 900 psi Fc--- = 900 psi Location 2.25 ft Controlling Moment: -3466 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by dead loads only on all span(s). Controlling Shear: -1405 lb At a distance d from left support of span 2(Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Req'd Provided Section Modulus: 21.43 in3 114.33 in3 Area(Shear): 7.55 in2 49 in2 Moment of Inertia(deflection): 81.13 in4 800.33 in4 Moment: -3466 ft-lb 18491 ft-lb Shear: 1405 lb 9114 lb NOTES page Project:22209A JT ROTH ER Patrick Burke / Location: M9-LAUNDRY RM.WINDOW HDR. Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or [2015 International Building Code(2012 NDS)] Portland,OR 97210 3.125 IN x 10.5IN x 5.5 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By: 72.0% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1861 Dead Load 0.03 in Total Load 0.07 IN L/994 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2571 lb 2571 lb Dead Load 2244 lb 2244 lb Total Load 4815 lb 4815 lb Bearing Length 2.37 in 2.37 in BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft A 5.5 ft B Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.03 Notch Depth 0.00 Uniform Live Load 935 plf Uniform Dead Load 809 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 1751 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi 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: 6621 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: -3371 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: 33.11 in3 57.42 in3 Area(Shear): 19.08 in2 32.81 in2 Moment of inertia(deflection): 72.82 in4 301.46 in4 Moment: 6621 ft-lb 11484 ft-lb Shear: -3371 lb 5797 lb NOTES page Project:22209A JT ROTH sm Patrick Burke Location:M10-BM.OVER HALL TO LAUNDRY RM. Alan Mascord Design Multi-Loaded Multi-Span Beam ME 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] _Y;+ ,, F. _ Portland. OR 97210 3.5INx9.25INx3.75FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By: 321.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/7783 Dead Load 0.00 in Total Load 0.01 IN L/6155 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 900 lb 900 lb Dead Load 238 lb 238 lb Total Load 1138 lb 1138 lb Bearing Length 0.52 in 0.52 in BEAM DATA Center Span Length 3.75 ft Unbraced Length-Top O ft A 3.75 ft B Unbraced Length-Bottom 3.75 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 480 plf #2-Douglas-Fir-Larch Uniform Dead Load 120 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 607 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-I-to Grain: Fc--i-= 625 psi Fc--- = 625 psi Controlling Moment: 1067 ft-lb 1.88 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -683 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: 11.86 in3 49.91 in3 Area(Shear): 5.69 in2 32.38 in2 Moment of Inertia(deflection): 10.68 in4 230.84 in4 Moment: 1067 ft-lb 4492 ft-lb Shear: -683 lb 3885 lb NOTES page Project:22209A JT ROTH In Patrick Burke / Location:M11-FLUSH BM. OVER STAIRS Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] : , ! :Portland,OR 97210 3.5 IN x 14.0 IN x 7.75 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By: 1973.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/MAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 388 lb 388 lb Dead Load 156 lb 156 lb Total Load 544 lb 544 lb Bearing Length 0.17 in 0.17 in BEAM DATA Center Span Length 7.75 ft Unbraced Length-Top 0 ft A — 7.75 ft Unbraced Length-Bottom 7.75 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 100 plf 1.55E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 25 plf Base Values Adjusted Beam Self Weight 15 plf Bending Stress: Fb= 2325 psi Fb'= 2292 psi Total Uniform Load 140 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.-L to Grain: Fc- L= 900 psi Fc--- = 900 psi Controlling Moment: 1053 ft-lb 3.88 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 381 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: Red Provided Section Modulus: 5.51 in3 114.33 in3 Area(Shear): 1.84 in2 49 in2 Moment of Inertia(deflection): 20.27 in4 800.33 in4 Moment: 1053 ft-lb 21840 ft-lb Shear: 381 lb 10127 lb NOTES Project:22209A JT ROTH page Et Patrick Burke Location:M12-FLUSH BM. NEAR GREAT RM. FIREPLACE wig Alan Mascord Design Multi-Loaded Multi-Span Beam En2187 NW Reed St. Ste 100 of [2015 International Building Code(2012 NDS)] Portland,OR 97210 3.5 INx14.0INx15.75FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By:273.7% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/2374 Dead Load 0.13 in Total Load 0.21 IN L/897 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 428 lb 650 lb Dead Load 874 lb 958 lb Total Load 1302 lb 1608 lb Bearing Length 0.41 in 0.51 in TRI TR2 BEAM DATA Center Span Length 15.75 ft Unbraced Length-Top 0 ft A 15.75 ft —B Unbraced Length-Bottom 15.75 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 1.55E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 15 plf Bending Stress: Fb= 2325 psi Fb'= 2292 psi Total Uniform Load 15 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 388 Ib Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Dead Load 156 lb Comp.-L to Grain: Fc--L= 900 psi Fc-1'= 900 psi Location 11.5 ft Controlling Moment: 5828 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 8.98 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 40 plf 54 plf Controlling Shear: -1428 lb Left Dead Load 90 plf 94 plf At a distance d from right support of span 2(Center Span) Right Live Load 40 plf 54 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 90 plf 94 plf Load Start Oft 11.5 ft Comparisons with required sections: Req'd Provided Load End 11.5 ft 15.75 ft Section Modulus: 30.51 in3 114.33 in3 Load Length 11.5 ft 4.25 ft Area(Shear): 6.91 in2 49 in2 Moment of Inertia(deflection): 214.16 in4 800.33 in4 Moment: 5828 ft-lb 21840 ft-lb Shear: -1428 lb 10127 lb NOTES page Project:22209A JT ROTH not Patrick Burke , Location: M13-BM. BTWN. GREAT RM.&KITCHEN/DINING at Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] r Portland,OR 97210 5.125 IN x 18.0 IN x 22.25 FT y 24F V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/22/2017 7:34:08 AM Section Adequate By:2.3% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.72 IN L/368 Dead Load 0.27 in Total Load 0.99 IN L/269 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 5738 lb 6702 lb 1 Dead Load 2178 lb 2180 lb Total Load 7916 lb 8882 lb Bearing Length 2.38 in 2.67 in TR2 1111 BEAM DATA Center Span Length 22.25 ft Now '° Unbraced Length-Top 0 ft 111Mil Unbraced Length-Bottom 22.25 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.27 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 20 plf 24F-V4-Visually Graded Western Species Total Uniform Load 20 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2291 psi Load Number One Cd=1.00 Cv=0.95 Live Load 650 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 958 lb Cd=1.00 Location 7.75 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc-1= 650 psi Fc--I-'= 650 psi Load Number One Two Left Live Load 380 plf 610 plf Controlling Moment: 50379 ft-lb Left Dead Load 95 plf 153 plf 10.9 Ft from left support of span 2(Center Span) Right Live Load 380 plf 610 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 95 plf 153 plf Controlling Shear: -7837 lb Load Start 0 ft 7.75 ft At a distance d from right support of span 2(Center Span) Load End 7.75 ft 22.25 ft Created by combining all dead loads and live loads on span(s)2 Load Length 7.75 ft 14.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 263.84 in3 276.75 in3 Area(Shear): 44.36 in2 92.25 in2 Moment of Inertia(deflection): 2434.17 in4 2490.75 in4 Moment: 50379 ft-lb 52844 ft-lb Shear: -7837 lb 16298 lb NOTES page Project:22209A JT ROTHEN Patrick Burke Location:M14-BM.ACROSS HALL NEAR STAIRS Alan Mascord Design Multi-Loaded Multi-Span Beam on 2187 NW Reed St. Ste 100 of [2015 International Building Code(2012 NDS)] Portland.OR 97210 5.5 INx10.5INx7.5FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By:31.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/950 Dead Load 0.04 in Total Load 0.13 IN L/679 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3263 lb 2880 lb Dead Load 1312 lb 1161 lb Total Load 4575 lb 4041 lb Bearing Length 1.28 in 1.13 in BEAM DATA Center Span Length 7.5 ft iPP • Unbraced Length-Top 0 ft A 7.5 ft — B Unbraced Length-Bottom 7.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.04 UNIFORM LOADS Center Uniform Live Load 54 plf Notch Depth 0.00 Uniform Dead Load 14 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 81 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 5738 lb Cd=1.00 Dead Load 2274 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.--to Grain: Fc- = 650 psi Fc--- = 650 psi Controlling Moment: 15426 ft-lb 3.52 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4509 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: 77.13 in3 101.06 in3 Area(Shear): 25.52 in2 57.75 in2 Moment of Inertia(deflection): 201.01 in4 530.58 in4 Moment: 15426 ft-lb 20213 ft-lb Shear: 4509 lb 10203 lb NOTES page Project:22209A JT ROTH 11111 Patrick Burke / Location:M15-BM.ACROSS HALL TO DEN Alan Mascord Design Multi Loaded Multi-Span Beam Et 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] __,1.4 -oy _._ Portland, OR 97210 3.5 IN x 9.25 IN x 3.75 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By: 391.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/9112 Dead Load 0.00 in Total Load 0.01 IN L/7184 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 769 lb 769 lb Dead Load 206 lb 206 lb Total Load 975 lb 975 lb Bearing Length 0.45 in 0.45 in BEAM DATA Center Span Length 3.75 ft Unbraced Length-Top 0 ft A 3.75 ft B Unbraced Length-Bottom 3.75 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 410 plf #2-Douglas-Fir-Larch Uniform Dead Load 103 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 520 plf Cd=1.00 CF=1.20 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: 914 ft-lb 1.88 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 585 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: 10.16 in3 49.91 in3 Area(Shear): 4.88 in2 32.38 in2 Moment of Inertia(deflection): 9.12 in4 230.84 in4 Moment: 914 ft-lb 4492 ft-lb Shear: 585 lb 3885 lb NOTES Project:22209A JT ROTH page NE Patrick Burke Location:M16-FLUSH BM.ACROSS GARAGE Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] ry Portland,OR 97210 3.5 INx14.0INx10.0FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By:23.6% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/1022 Dead Load 0.09 in Total Load 0.21 IN L/570 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 5450 lb 1908 lb Dead Load 4168 lb 1665 lb Total Load 9618 lb 3573 lb Bearing Length 3.05 in 1.13 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft A 10 ft B Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 1.55E Timberstrand LSL-iLevel Trus Joist Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 15 plf Bending Stress: Fb= 2325 psi Fb'= 2292 psi Total Uniform Load 15 plf Cd=1.00 CF=0.99 POINT LOADS-CENTER SPAN Shear Stress: Fv= 310 psi Fv'= 310 psi Load Number One Two Cd=1.00 Live Load 2923 lb 1643 lb Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Dead Load 1948 lb 1096 lb Comp.1 to Grain: Fc-1= 900 psi Fc-1'= 900 psi Location 2 ft 2 ft Controlling Moment: 16641 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.0 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 680 plf 179 plf Controlling Shear: 8191 lb Left Dead Load 602 plf 179 plf At a distance d from left support of span 2(Center Span) Right Live Load 680 plf 179 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 602 plf 179 plf Load Start Oft 2 ft Comparisons with required sections: Req'd Provided Load End 2 ft 10 ft Section Modulus: 87.12 in3 114.33 in3 Load Length 2 ft 8 ft Area(Shear): 39.63 in2 49 in2 Moment of Inertia(deflection): 337.19 in4 800.33 in4 Moment: 16641 ft-lb 21840 ft-lb Shear: 8191 lb 10127 lb NOTES page Project:22209A JT ROTH En Patrick Burke / , Location: M17-BM. OVER REAR OF GARAGE on Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 or [2015 International Building Code(2012 NDS)] _ ,t0 ,. Portland.OR 97210 5.5 IN x 13.5IN x 8.75 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By:4.9% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1341 Dead Load 0.05 in Total Load 0.13 IN L/836 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 7706 lb 3283 lb Dead Load 5163 lb 1665 lb Total Load 12869 lb 4948 lb Bearing Length 3.60 in 1.38 in TR2 TR1 BEAM DATA Center Span Length 8.75 ft Unbraced Length-Top 0 ft A 8.75 ft -- B Unbraced Length-Bottom 8.75 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.05 Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 16 plf 24F-V4-Visually Graded Western Species Total Uniform Load 16 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two * Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 2389 lb 5450 lb Cd=1.00 Dead Load 1592 lb 4168 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1.75 ft 1.75 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--L'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 21991 ft-lb Left Live Load 200 plf 400 plf 1.75 Ft from left support of span 2(Center Span) Left Dead Load 130 pif 100 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 200 plf 400 plf Controlling Shear: 12506 lb Right Dead Load 130 plf 100 plf At a distance d from left support of span 2(Center Span) Load Start 0 ft 1.75 ft Created by combining all dead loads and live loads on span(s)2 Load End 1.75 ft 8.75 ft Load Length 1.75 ft 7 ft Comparisons with required sections: Req'd Provided Section Modulus: 109.96 in3 167.06 in3 Area(Shear): 70.79 in2 74.25 in2 Moment of Inertia(deflection): 323.6 in4 1127.67 in4 Moment: 21991 ft-lb 33413 ft-lb Shear: 12506 lb 13118 lb NOTES Project:22209A JT ROTH page Es 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(2012 NDS)] __1_,40-.91,4!".._ Portland,OR 97210 6.75 IN x 21.0 IN x 19.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By: 14.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.28 IN L/834 Dead Load 0.21 in Total Load 0.49 IN L/473 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 6596 lb 4606 lb Dead Load 5390 lb 3602 lb Total Load 11986 lb 8208 lb Bearing Length 2.73 in 1.87 in YR, BEAM DATA Center Span Length 19.5 ft Unbraced Length-Top O ft A — 19.5 n B Unbraced Length-Bottom 19.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.21 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 31 plf 24F-V4-Visually Graded Western Species Total Uniform Load 31 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2224 psi Live Load 7706 lb Cd=1.70 Cv=0.93 Dead Load 5163 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 9.5 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc- t = 650 psi Fc--L'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 80097 ft-lb Left Live Load 368 plf 9.55 Ft from left support of span 2(Center Span) Left Dead Load 340 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 368 plf Controlling Shear: 10834 lb Right Dead Load 340 plf At a distance d from left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 9.5 ft Load Length 9.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 432.15 in3 496.13 in3 Area(Shear): 61.33 in2 141.75 in2 Moment of Inertia(deflection): 2643.12 in4 5209.31 in4 Moment: 80097 ft-lb 91955 ft-lb Shear: 10834 lb 25043 lb NOTES page Project:22209A JT ROTH In Patrick Burke Location:M19-16/0 GARAGE DR. HDR. Alan Mascord Design Multi-Loaded Multi-Span Beam no 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] _�-: ik Portland, OR 97210 5.125 IN x 12.0 IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By:20.4% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.37 IN L/530 Dead Load 0.31 in Total Load 0.69 IN L/289 Live Load Deflection Criteria: LJ360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2277 lb 1936 lb Dead Load 1947 lb 1596 lb Total Load 4224 lb 3532 lb Bearing Length 1.27 in 1.06 in TR1 BEAM DATA Center Span Length 16.5 ft 6 Unbraced Length-Top O ft A 16.5 n B Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.31 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 Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1103 Ib Cd=1.00 Dead Load 851 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 10 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--12= 650 psi Load Number One Two Left Live Load 246 plf 100 plf Controlling Moment: 19297 ft-lb Left Dead Load 203 plf 68 plf 9.07 Ft from left support of span 2(Center Span) Right Live Load 246 plf 100 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 203 plf 68 plf Controlling Shear: 3767 lb Load Start 0 ft 10 ft At a distanced from left support of span 2(Center Span) Load End 10 ft 16.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 10 ft 6.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 96.49 in3 123 in3 Area(Shear): 21.32 in2 61.5 in2 Moment of Inertia(deflection): 613.16 in4 738 in4 Moment: 19297 ft-lb 24600 ft-lb Shear: 3767 lb 10865 lb NOTES page Project:22209A JT ROTH Patrick Burke Location: M20-ENTRY DR. HDR. Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] ---41/14H-014,(1_1„. Portland, OR 97210 3.5 IN x 9.25 IN x 6.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By: 81.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2977 Dead Load 0.02 in Total Load 0.05 IN L/1530 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 783 lb 783 lb Dead Load 741 lb 741 lb Total Load 1524 lb 1524 lb Bearing Length 0.70 in 0.70 in BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft A 6.5 ft — — B Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 241 plf #2-Douglas-Fir-Larch Uniform Dead Load 221 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 469 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-I-to Grain: Fc- L= 625 psi Fc- '= 625 psi Controlling Moment: 2477 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: -1189 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: 27.52 in3 49.91 in3 Area(Shear): 9.91 in2 32.38 in2 Moment of Inertia(deflection): 36.22 in4 230.84 in4 Moment: 2477 ft-lb 4492 ft-lb Shear: -1189 lb 3885 lb NOTES page Project:22209A JT ROTH BE Patrick Burke / Location:M21-ENTRY PORCH BM. Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or [2015 International Building Code(2012 NDS)] � Portland,OR 97210 5.5 IN x 11.5 IN x 7.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By:269.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6401 Dead Load 0.01 in Total Load 0.03 IN L/3363 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 671 lb 671 lb Dead Load 606 lb 606 lb Total Load 1277 lb 1277 lb Bearing Length 0.37 in 0.37 in BEAM DATA Center Span Length 7.5 ft Unbraced Length-Top O ftA e - 7.5 ft - g Unbraced Length-Bottom 7.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 179 plf #2-Douglas-Fir-Larch Uniform Dead Load 148 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 341 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Comp.1 to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 2396 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: 971 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: 32.85 in3 121.23 in3 Area(Shear): 8.57 in2 63.25 in2 Moment of Inertia(deflection): 49.75 in4 697.07 in4 Moment: 2396 ft-lb 8840 ft-lb Shear: 971 lb 7168 lb NOTES page Project:22209A JT ROTHno Patrick Burke Location: M22-DEN WINDOW HDR. Alan Mascord Design Multi-Loaded Multi-Span Beam Es 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] Y-' ? ekeCr Portland, OR 97210 3.125 IN x 9.0 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By: 82.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1439 Dead Load 0.07 in Total Load 0.14 IN L/696 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 610 lb 1099 lb i Dead Load 735 lb 1143 lb Total Load 1345 lb 2242 lb Bearing Length 0.66 in 1.10 in TR2 BEAM DATA Center Span Length 8 ft ---.---- .__ w_ Unbraced Length-Top 0 ft A aft B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 6 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 662 lb Cd=1.00 Dead Load 571 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4.75 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc--1-= 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 54 plf 243 plf Controlling Moment: 4632 ft-lb Left Dead Load 94 plf 250 plf 4.72 Ft from left support of span 2(Center Span) Right Live Load 54 plf 243 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 94 plf 250 plf Controlling Shear: -1883 lb Load Start 0 ft 4.75 ft At a distance d from right support of span 2(Center Span) Load End 4.75 ft 8 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4.75 ft 3.25 ft Comparisons with required sections: Req'd Provided Section Modulus: 23.16 in3 42.19 in3 Area(Shear): 10.66 in2 28.13 in2 Moment of Inertia(deflection): 65.49 in4 189.84 in4 Moment: 4632 ft-lb 8438 ft-lb Shear: -1883 lb 4969 lb NOTES page Project:22209A JT ROTH El Patrick Burke / • Location:M23-GREAT RM. QUAD SLIDER DR. HDR. Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or [2015 International Building Code(2012 NDS)] f .Portland, OR 97210 3.125 IN x 9.0 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By:22.9% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1990 Dead Load 0.12 in Total Load 0.20 IN L/737 Live Load Deflection Criteria: L/720 Total Load Deflection Criteria:L/600 REACTIONS A B Live Load 318 lb 318 lb Dead Load 541 lb 541 lb Total Load 859 lb 859 lb ;` TRI Bearing Length 0.42 in 0.42 in w BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft A 12 ft B Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.12 Notch Depth 0.00 Uniform Live Load 53 plf Uniform Dead Load 20 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 79 plf Base Values Adiusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 0 plf Cd=1.00 Left Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Cd=1.00 RighttLive Load 0 plf Live Load 64 plf Right Dead Load 64 plf Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Load Start 0 ft Comp.-1-to Grain: Fc-1= 650 psi Fc--t-'= 650 psi Load End 12 ft Controlling Moment: 2576 ft-lb Load Length 12 ft 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -756 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: 12.88 in3 42.19 in3 Area(Shear): 4.28 in2 28.13 in2 Moment of Inertia(deflection): 154.52 in4 189.84 in4 Moment: 2576 ft-lb 8438 ft-lb Shear: -756 lb 4969 lb NOTES page • Project:22209A JT ROTHEn Patrick Burke Location:U1-MASTER BR.WINDOW HDR. Et Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] __414,0-91.W:„. Portland, OR 97210 5.125INx12.01Nx11.OFT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By:25.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN L/744 Dead Load 0.14 in Total Load 0.31 IN L/420 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3305 lb 3347 lb 1 Dead Load 2482 lb 2694 lb Total Load 5787 lb 6041 lb Bearing Length 1.74 in 1.81 in TR2 BEAM DATA Center Span Length 11 ft ;: ...: Unbraced Length-Top 0 ft A f1 ft B" Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.14 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf 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 2529 lb Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1686 Ib Location 3.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-1-to Grain: Fc--i-= 650 psi Fc--I-'= 650 psi Load Number One Two Left Live Load 100 plf 503 plf Controlling Moment: 19613 ft-lb Left Dead Load 68 plf 414 plf 4.51 Ft from left support of span 2(Center Span) Right Live Load 100 plf 503 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 68 plf 414 plf Controlling Shear: 5607 lb Load Start 0 ft 3.5 ft At a distance d from left support of span 2(Center Span) Load End 3.5 ft 11 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3.5 ft 7.5 ft Comparisons with required sections: Reo'd Provided Section Modulus: 98.06 in3 123 in3 Area(Shear): 31.74 in2 61.5 in2 Moment of Inertia(deflection): 421.73 in4 738 in4 Moment: 19613 ft-lb 24600 ft-lb Shear: 5607 lb 10865 lb NOTES page Project:22209A JT ROTH NE Patrick Burke Location: U2-MASTER BATH WINDOW HDR. mom Alan Mascord Design Multi-Loaded Multi-Span Beam 1.11 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] Portland, OR 97210 3.125 IN x 9.0 IN x 7.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By: 33.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/884 Dead Load 0.09 in Total Load 0.19 IN L/482 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1834 lb 1834 lb Dead Load 1530 lb 1530 lb Total Load 3364 lb 3364 lb Bearing Length 1.66 in 1.66 in w BEAM DATA Center R. 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 Camber Adj. Factor 1 Camber Required 0.09 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 489 plf Uniform Dead Load 402 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 897 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1 00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.J-to Grain: Fc---= 650 psi Fc- = 650 psi Controlling Moment: 6308 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: 2691 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: 31.54 in3 42.19 in3 Area(Shear): 15.23 in2 28.13 in2 Moment of Inertia(deflection): 94.6 in4 189.84 in4 Moment: 6308 ft-lb 8438 ft-lb Shear: 2691 lb 4969 lb NOTES page Project:22209A JT ROTHEll Patrick Burke Location:U3-WINDOW HDR.OVER STAIRS Alan Mascord Design Multi-Loaded Multi-Span Beam sw 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] Portland, OR 97210 3.5 INx11.25INx10.0FTa9t9krX'. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By: 37.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1875 Dead Load 0.06 in Total Load 0.12 IN L/1003 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 945 lb 945 lb Dead Load 823 lb 823 lb Total Load 1768 lb 1768 lb Bearing Length 0.81 in 0.81 in BEAM DATA Center Span Length 10 ft —_-- Unbraced Length-Top 0 ft A 10 ft B Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 189 plf #2-Douglas-Fir-Larch Uniform Dead Load 156 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 354 plf Cd=1.00 CF=1.10 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- = 625 psi Fc- L'= 625 psi Controlling Moment: 4419 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: 1449 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: Reo'd Provided Section Modulus: 53.57 in3 73.83 in3 Area(Shear): 12.08 in2 39.38 in2 Moment of Inertia(deflection): 99.42 in4 415.28 in4 Moment: 4419 ft-lb 6091 ft-lb Shear: 1449 lb 4725 lb NOTES page Project:22209A JT ROTH EN Patrick Burke Location:U4-BR.2 WINDOW HDR. Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or [2015 International Building Code(2012 NDS)] , . 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 6/21/2017 11:21:23 AM Section Adequate By: 108.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/3039 Dead Load 0.02 in Total Load 0.05 IN L/1632 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 662 lb 662 lb Dead Load 571 lb 571 lb Total Load 1233 lb 1233 lb Bearing Length 0.56 in 0.56 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 189 plf #2-Dougias-Fir-Larch Uniform Dead Load 156 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 352 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Comp. i to Grain: Fc--1-= 625 psi Fc--- = 625 psi Controlling Moment: 2156 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: 961 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: 23.96 in3 49.91 in3 Area(Shear): 8.01 in2 32.38 in2 Moment of Inertia(deflection): 33.95 in4 230.84 in4 Moment: 2156 ft-lb 4492 ft-lb Shear: 961 lb 3885 lb NOTES page • Project:22209A JT ROTH BE Patrick Burke Location:U5-BM.OVER BR.3 AND BR. 3 CLOSET Alan Mascord Design Multi-Loaded Multi-Span Beam EIE 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] Portland,OR 97210 5.125 IN x 9.0 IN x 9.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By:46.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/743 Dead Load 0.12 in Total Load 0.27 IN L/416 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2228 lb 2228 lb Dead Load 1753 lb 1753 lb Total Load 3981 lb 3981 lb Bearing Length 1.19 in 1.19 in BEAM DATA Center Span Length 9.5 ft Unbraced Length-Top O ft A 9.5 ft — B Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.12 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 469 plf Uniform Dead Load 359 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 838 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.-L to Grain: Fc- L= 650 psi Fc- = 650 psi Controlling Moment: 9454 ft-lb 4.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3423 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: 47.27 in3 69.19 in3 Area(Shear): 19.38 in2 46.13 in2 Moment of Inertia(deflection): 179.59 in4 311.34 in4 Moment: 9454 ft-lb 13838 ft-lb Shear: 3423 lb 8149 lb NOTES page Project:22209A JT ROTH NE Patrick Burke • Location:U6-BONUS/BR.4 WINDOW HDR. NEAR CLOSET Alan Mascord Design Multi Loaded Multi Span Beam ME 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] ___,. ,, .,: Portland, OR 97210 3.125 IN x 12.0 IN x 3.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By:37.7% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/8109 Dead Load 0.00 in Total Load 0.01 IN L/4488 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B i Live Load 1627 lb 2856 lb Dead Load 1322 lb 2304 lb Total Load 2949 lb 5160 lb Bearing Length 1.45 in 2.54 in TRf TR2 BEAM DATA Center Span Length 3 ft Unbraced Length-Top 0 ft A — aft — - B Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 8 plf 24F-V4-Visually Graded Western Species Total Uniform Load 8 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 3801 lb Cd=1.00 Dead Load 3040 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft Cd=1 00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc--L= 650 psi Fc--I-'= 650 psi Load Number One Two Left Live Load 246 plf 189 plf Controlling Moment: 4942 ft-lb Left Dead Load 203 plf 156 plf 1.98 Ft from left support of span 2(Center Span) Right Live Load 246 plf 189 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 203 plf 156 plf Controlling Shear: -4810 lb Load Start 0 ft 2 ft At a distance d from right support of span 2(Center Span) Load End 2 ft 3 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2 ft 1 ft Comparisons with required sections: Req'd Provided Section Modulus: 24.71 in3 75 in3 Area(Shear): 27.23 in2 37.5 in2 Moment of Inertia(deflection): 24.06 in4 450 in4 Moment: 4942 ft-lb 15000 ft-lb Shear: -4810 lb 6625 lb NOTES Project:22209A JT ROTH page no Patrick Burke Location:U7-BONUS/BR.4 WINDOW HDR. NEAR ENTRY PORCH Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or [2015 International Building Code(2012 NDS)] Portland. OR 97210 3.5 IN x 3.5 IN x 2.5 FT --44:440-44141:1,.. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:23 AM Section Adequate By: 156.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/2858 Dead Load 0.01 in Total Load 0.02 IN L/1701 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 299 lb 299 lb Dead Load 203 lb 203 lb Total Load 502 lb 502 lb Bearing Length 0.23 in 0.23 in BEAM DATA Center _._ —_-- Span Length 2.5 ft Unbraced Length-Top 0 ft A 2.5 ft — B Unbraced Length-Bottom 2.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 239 plf #2-Douglas-Fir-Larch Uniform Dead Load 160 plf Base Values Adjusted Beam Self Weight 3 plf Bending Stress: Fb= 900 psi Fb'= 1350 psi Total Uniform Load 402 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.-L to Grain: Fc- L= 625 psi Fc- L'= 625 psi Controlling Moment: 314 ft-lb 1.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 392 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: 2.79 in3 7.15 in3 Area(Shear): 3.26 in2 12.25 in2 Moment of Inertia(deflection): 1.76 in4 12.51 in4 Moment: 314 ft-lb 804 ft-lb Shear: 392 lb 1470 lb NOTES page Project:22209A JT ROTH ME Patrick Burke / Location:U8-BONUS/BR.4 WINDOW HDR.@ FRONT OF HOUSE Alan Mascord Design Multi-Loaded Multi-Span Beam et 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] x ,.i Portland,OR 97210 3.5IN x 9.25 IN x 7.0 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:24 AM Section Adequate By: 108.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/3039 Dead Load 0.02 in Total Load 0.05 IN L/1632 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 662 lb 662 lb Dead Load 571 lb 571 lb Total Load 1233 lb 1233 lb Bearing Length 0.56 in 0.56 in BEAM DATA Center Span Length 7 ft _ro .. ._.._...� 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 189 plf #2-Douglas-Fir-Larch Uniform Dead Load 156 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 352 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.--to Grain: Fc- = 625 psi Fc--L'= 625 psi Controlling Moment: 2156 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: 961 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: 23.96 in3 49.91 in3 Area(Shear): 8.01 in2 32.38 in2 Moment of Inertia(deflection): 33.95 in4 230.84 in4 Moment: 2156 ft-lb 4492 ft-lb Shear: 961 lb 3885 lb NOTES page Project:22209A JT ROTHno Patrick Burke Location:F18R-TYP ISOLATED BR'G PAD(ROUND) Alan Mascord Design Footing Ern 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] __4'..(44,4,44.{.. 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 6/21/2017 11:21:22 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 I 3.5 in--_.a 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.n Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 38 in Punching Shear: Vu2= 2235 lb • 1.5 rt .- , 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 JT ROTH page EE Patrick Burke Location:F20-TYP ISOLATED BR'G PAD Alan Mascord Design Footing Et 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] r � Portland,OR 97210 Footing Size: 1.667 FT x 1.667 FT x 10.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.4 6/21/2017 11:21:22 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= 1.67 ft Length: L= 1.67 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 8 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= 1375 psf Effective Allowable Soil Bearing Pressure:Qe= 1375 psf Required Footing Area: Areq= 2.78 sf Area Provided: A= 2.78 sf 10 in Baseplate Bearing: Bearing Required: Bear= 5347 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): Sin Beam Shear: Vu1 = 535 lb Allowable Beam Shear: Vc1 = 5867 lb Punching Shear Calculations(Two Way Shear): 1.6667 ft Critical Perimeter: Bo= 46 in Punching Shear: Vu2= 3579 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 26919 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 3819 lb Factored Moment: Mu= 13367 in-lb Total Load: PT= 3819 lb Nominal Moment Strength: Mn= 29334 in-lb Ultimate Factored Load: Pu= 5347 lb NOTES Footing plus soil above footing weight: Wt= 224 lb page Project:22209A JT ROTHEs Patrick Burke Location:F24-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 1111111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] —r Yl 9ks�'- 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 6/21/2017 11:21:22 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 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 1--3.5in—1 Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: i 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 13in 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): eft . 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 page Project:22209A JT ROTHMI Patrick Burke Location:F28-TYP ISOLATED BR'G PAD Alan Mascord Design Footing min 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] � 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 6/21/2017 11:21:22 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 H3.sin— 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 lain Baseplate Bearing: Bearing Required: Bear= 10095 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vul = 720 lb Allowable Beam Shear: Vc1 = 12318 lb 1 Punching Shear Calculations(Two Way Shear): z.333e- 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 JT ROTH In Patrick Burke / Location:F30-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St. Ste 100 of [2015 International Building Code(2012 NDS)] __,4:1,40,44,1,,C, Portland, OR 97210 Footing Size: 2.5 FT x 2.5 FT x 15.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.4 6/21/2017 11:21:22 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= 2.5 ft Length: L= 2.5 ft Depth: Depth= 15 in Effective Depth to Top Layer of Steel: d= 13 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n = 3.5 in ss in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1312 psf Effective Allowable Soil Bearing Pressure:Qe= 1313 psf Required Footing Area: Areq= 6.25 sf Area Provided: A= 6.25 sf 15 in Baseplate Bearing: Bearing Required: Bear= 11484 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 766 lb Allowable Beam Shear: Vc1 = 14300 lb Punching Shear Calculations(Two Way Shear): 2.5 ft Critical Perimeter: Bo= 66 in Punching Shear: Vu2= 8010 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 62763 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 8203 lb Factored Moment: Mu= 43066 in-lb Total Load: PT= 8203 lb Nominal Moment Strength: Mn= 116188 in-lb Ultimate Factored Load: Pu= 11484 lb NOTES Footing plus soil above footing weight: Wt= 755 lb page Project:22209A JT ROTHno Patrick Burke Location:F36-TYP ISOLATED BR'G PAD Alan Mascord Design Footing t. 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] ___4„1,440e01,(1.1...Portland.OR 97210 Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement:#4 Bars @ 5.90 IN.O.C. E/W/(6)min. StruCalc Version 10.0.1.4 6/21/2017 11:21:22 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 1-3.5 in Width: W= 3 ft Length: L= 3 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in i COLUMN AND BASEPLATE SIZE 12 in i Column Type: Wood Column Width: m= 3.5 in r — --,-- Column Depth: n= 3.5 in 3in FOOTING CALCULATIONS 3ft Bearing Calculations: I-3.51n- Ultimate Bearing Pressure: Qu= 1350 psf 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 pn n o 0 j Beam Shear Calculations(One Way Shear): 1 i 3 i Beam Shear: Vu1 = 4607 lb Allowable Beam Shear: Vc1 = 22275 lb --- ---- ._-- — --- 3 ft------ ------------- . Punching Shear Calculations(Two Way Shear): 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 page Project:22209A JT ROTHE. Patrick Burke Location:F42-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 111111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] ___.1 ,,,kW,.Portland,OR 97210 Footing Size: 3.5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. EMI 1(6)min. StruCalc Version 10.0.1.4 6/21/2017 11:21:22 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 i3.5in{ 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= 3.5 in 12 in Column Depth: n= 3.5 in i f` n o r FOOTING CALCULATIONS ' ' 3 I Bearing Calculations: , 3.5 ft , Ultimate Bearing Pressure: Qu= 1350 psf F3,5in1 Effective Allowable Soil Bearing Pressure: Qe= 1350 psf l 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 page Project:22209A JT ROTH Patrick Burke / Location: FC1 -TYP MAX BR'G FTG COLUMN UP TO F36 Alan Mascord Design Column Et 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] .....4.71,40,91.W1.._Portland. OR 97210 3.5INx3.51Nx4.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:22 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 B Unbraced Length(X-Axis)Lx: 4 ft -- 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 Adiusted Compressive Stress: Fc= 1350 psi Fc'= 1188 psi Cd=0.90 Cf=9.15 Cp=0.85 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1215 psi Cd=O.90 CF=1.50 4 ft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1215 psi Cd=O.90 CF=9.50 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 Ley/dy= 13.71 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Dead Load Only(D) 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 page Project:22209A JT ROTH nE Patrick Burke / Location:FC2-TYP MAX BR'G FTG COLUMN @ F42 Alan Mascord Design Column 2187 NW Reed St.Ste 100 of [2015 International Building Code(2012 NDS)] Portland,OR 97210 5.51N x 5.5 IN x 4.0 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.4 6/21/2017 11:21:22 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 B Unbraced Length(X-Axis)Lx: 4 ft 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=1.00 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 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