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Specifications (2) Vv\s-c2onocl)OSo % I 02._V2) kYEl 6614/R- AAle--- Project:Arlington D_Biggi Const_Lot 2 Oak Woods Beams ;o_ page IP- - ' Judith Souers Location: Beam Nr.01 -Garage Door Header * ;� Suntel Design Roof Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] - Lake Oswego,OR 97035 5.5 IN x 11.5 IN x 8.0 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 3:56:07 PM Section Adequate By: 125.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2767 Dead Load 0.03 in Total Load 0.07 IN L/1401 ___ --t.19 1 2017 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS A B CITY OF i'it ;- ° .; Live Load 1680 lb 1680 lb BUILDINr4 q3 a Dead Load 1638 lb 1638 lb Total Load 3318 lb 3318 lb Bearing Length 0.97 in 0.97 in BEAM DATA Span Length 8 ft -- — — Unbraced Length-Top 7 ft A 8 ftT. Unbraced Length-Bottom 0 ft Roof Pitch 12 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #1 -Douglas-Fir-Larch(North) Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 20 psf Bending Stress: Fb= 1300 psi Fb'= 1483 psi Tributary Width: TW= 3 ft Cd=1.15 CI=0.99 CF=1.00 Side Two: Shear Stress: Fv= 170 psi Fv'= 196 psi Roof Live Load: LL= 30 psf Cd=1.15 Roof Dead Load: DL= 20 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 11 ft Min.Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 6635 ftIb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 4.0 ft from left support Adjusted Beam Length: Ladj= 8 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 13 plf Controlling Shear: 3318 lb Beam Uniform Live Load: wL= 420 plf At support. Beam Uniform Dead Load: wD_adj= 409 plf Created by combining all dead and live loads. Total Uniform Load: wT= 829 plf Comparisons with required sections: Req'd Provided Section Modulus: 53.69 in3 121.23 in3 Area(Shear): 25.46 in2 63.25 in2 Moment of Inertia(deflection): 89.56 in4 697.07 in4 Moment: 6635 ft-lb 14982 ft-lb Shear: 3318 lb 8244 lb NOTES 4 Project:Arlington D_Biggi Const_Lot 2 Oak Woods_Beams page :I — Judith Souers Location: Beam Nr.02-Ceiling Beam at Foyer Suntel Design / Multi-Loaded Multi-Span Beam . 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] :.'..:.- Lake Oswego, OR 97035 6.75 INx10.5INx9.75FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/27/2016 3:56:07 PM Section Adequate By: 13.4% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN L/687 Dead Load 0.12 in Total Load 0.29 IN L/404 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 6446 lb 4172 lb Dead Load 4598 lb 3041 lb ' . Total Load 11044 lb 7213 lb Bearing Length 2.52 in 1.64 in w BEAM DATA Center Span Length 9.75 ft ii Unbraced Length-Top 1.33 ft -9.75 ft -- Unbraced Length-Bottom 9.75 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 70 plf Notch Depth 0.00 Uniform Dead Load 135 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 220 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2398 psi Live Load 2300 lb Cd=1.00 C1=1.00 Dead Load 1800 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 0.67 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 Three Left Live Load 360 plf 80 plf 570 plf Controlling Moment: 19789 ft-lb Left Dead Load 135 plf 30 plf 380 plf 4.58 Ft from left support of span 2(Center Span) Right Live Load 360 plf 80 plf 570 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 135 plf 30 plf 380 plf Controlling Shear: 11045 lb Load Start 0 ft 6 ft 0.67 ft At left support of span 2(Center Span) Load End 6 ft 9.75 ft 9.75 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft 3.75 ft 9.08 ft Comparisons with required sections: Req'd Provided Section Modulus: 99.02 in3 124.03 in3 Area(Shear): 62.52 in2 70.88 in2 Moment of Inertia(deflection): 386.88 in4 651.16 in4 Moment: 19789 ft-lb 24786 ft-lb Shear: 11045 lb 12521 lb NOTES Project:Arlington D_Biggi Const_Lot 2 Oak Woods Beams { ; page -- Judith Souers Location: Beam Nr.03-Roof Beam at Front Porch -j Suntel Design Roof Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] 3 ��"Lake Oswego,OR 97035 .5 IN x 9.25 IN x 10.75 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 3:56:07 PM Section Adequate By: 102.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1762 Dead Load 0.06 in Total Load 0.14 IN L/953 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A_ Live Load 484 lb 484 lb Dead Load 410 lb 410 lb Total Load 894 lb 894 lb Bearing Length 0.41 in 0.41 in BEAM DATA I _ Span Length 10.8 ft — — A Unbraced Length-Top 2 ft 10.75 ft Unbraced Length-Bottom 0 ft A Roof Pitch 7 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch(North) Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 20 psf Bending Stress: Fb= 850 psi Fb'= 1169 psi Tributary Width: TW= 1.5 ft Cd=1.15 C1=1.00 CF=1.20 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 30 psf Cd=1.15 Roof Dead Load: DL= 20 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 1.5 ft Min. Mod.of Elasticity: Emin= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc- = 625 psi Fc- = 625 psi Wall Load: WALL= 0 plf Controlling Moment: 2403 ft Ib SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 5.375 ft from left support Adjusted Beam Length: Ladj= 10,75 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 7 plf Controlling Shear: 894 lb Beam Uniform Live Load: wL= 90 plf At support. Beam Uniform Dead Load: wD_adj= 76 plf Created by combining all dead and live loads. Total Uniform Load: wT= 166 plf Comparisons with required sections: Req'd Provided Section Modulus: 24.66 in3 49.91 in3 Area(Shear): 6.48 in2 32.38 in2 Moment of Inertia(deflection): 43.58 in4 230.84 in4 Moment: 2403 ft-lb 4863 ft-lb Shear: 894 lb 4468 lb NOTES page , Project:Arlington D_Biggi Const_Lot 2 Oak Woods Beams -- --11Judith Souers Location:Beam Nr.04-Roof Beam at Entry Suntel Design Multi-Loaded Multi-Span Beam '71417 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] Lake Oswego,OR 97035 3.5 IN x 9.25 IN x 6.0 FT ' #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 3:56:08 PM Section Adequate By: 102.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3631 Dead Load 0.02 in Total Load 0.04 IN L/2012 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 805 lb 739 lb Dead Load 634 lb 646 lb Total Load 1439 lb 1385 lb TR2 Bearing Length 0.66 in 0.63 in w BEAM DATA Center Span Length 6 ft Unbraced Length-Top 2 ft s ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 120 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 80 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 850 psi Fb'= 1017 psi Total Uniform Load 207 plf Cd=1.00 C1=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 500 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 425 Ib Comp. L to Grain: Fc-1= 625 psi Fc- L'= 625 psi Location 1.75 ft Controlling Moment: 2088 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.86 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 45 plf 210 plf Controlling Shear: 1439 lb Left Dead Load 30 plf 240 plf At left support of span 2(Center Span) Right Live Load 45 plf 210 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 30 plf 240 plf Load Start 0 ft 4.83 ft Comparisons with required sections: Req'd Provided Load End 1.75 ft 6 ft Section Modulus: 24.64 in3 49.91 in3 Load Length 1.75 ft 1.17 ft Area(Shear): 11.99 in2 32.38 in2 Moment of Inertia(deflection): 27.54 in4 230.84 in4 Moment: 2088 ft-lb 4230 ft-lb Shear: 1439 lb 3885 lb NOTES Project:Arlington D_Biggi Const_Lot 2 Oak Woods Beams r.° page liJudith Souers Location: Beam Nr.05-Roof Beam at Entry Suntel Design Roof Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] –Lake Oswego,OR 97035 3.5 INx9.25INx9.0FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 3:56:08 PM Section Adequate By: 127.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2574 Dead Load 0.04 in Total Load 0.08 IN L/1282 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 473 lb 473 lb Dead Load 476 lb 476 lb Total Load 949 lb 949 lb Bearing Length 0.43 in 0.43 in BEAM DATA Span Length 9 ft — — Unbraced Length-Top 2 ft 9 ft Unbraced Length-Bottom 0 ft Roof Pitch 12 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch(North) Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 20 psf Bending Stress: Fb= 850 psi Fb'= 1169 psi Tributary Width: TW= 2 ft Cd=1.15 C1=1.00 CF=1.20 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 30 psf Cd=1.15 Roof Dead Load: DL= 20 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 1.5 ft Min. Mod.of Elasticity: Emin= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc--L= 625 psi Fc--- = 625 psi Wall Load: WALL= 0 plf Controlling Moment: 2135 ft Ib SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 4.5 ft from left support Adjusted Beam Length: Ladj= 9 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 7 plf Controlling Shear: 949 lb Beam Uniform Live Load: wL= 105 plf At support. Beam Uniform Dead Load: wD_adj= 106 plf Created by combining all dead and live loads. Total Uniform Load: wT= 211 plf Comparisons with required sections: Rea'd Provided Section Modulus: 21.92 in3 49.91 in3 Area(Shear): 6.88 in2 32.38 in2 Moment of Inertia(deflection): 32.42 in4 230.84 in4 Moment: 2135 ft-lb 4863 ft-lb Shear: 949 lb 4468 lb NOTES 11 Project:Arlington D_Biggi Const_Lot 2 Oak Woods Beams --:-Lt ` Page 41$Judith Souers Location: Beam Nr.06-Ceiling Beam at Garage j ;, Suntel Design / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] -,i, Lake Oswego, OR 97035 5.5 INx21.0INx19.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0,2.5 12/27/2016 3:56:08 PM Section Adequate By:90.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/1263 Dead Load 0.17 in Total Load 0.36 IN L/655 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 4028 lb 4327 lb Dead Load 3857 lb 3782 Ib Total Load 7885 lb 8109 lbk�,. '`: TRa TR1 a., :.: .. Bearing Length 2.21 in 2.27 in w BEAM DATA Center Span Length 19.5 ft - - Unbraced Length-Top 1.33 ft -- 19.5 ft- Unbraced Length-Bottom 19.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.26 Uniform Live Load 270 plf Notch Depth 0.00 Uniform Dead Load 180 plf MATERIAL PROPERTIES Beam Self Weight 25 plf 24F-V4-Visually Graded Western Species Total Uniform Load 475 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fbcmpr= 1850 psi Fb'= 2270 psi Live Load 350 lb Cd-=/.00 C1=1.00 Cv=0.95 Dead Load 370 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 11.5 ft Cd=9.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc- L= 650 psi Fc--- = 650 psi Load Number One Two Left Live Load 170 plf 120 plf Controlling Moment: 40107 ft-lb Left Dead Load 150 plf 180 plf 10.14 Ft from left support of span 2(Center Span) Right Live Load 170 plf 120 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 150 plf 180 plf Controlling Shear: -8108 lb Load Start 11.5 ft 0 ft 19.0 Ft from left support of span 2(Center Span) Load End 19.5 ft 11.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 8 ft 11.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 212.01 in3 404.25 in3 Area(Shear): 45.9 in2 115.5 in2 Moment of Inertia(deflection): 1554.29 in4 4244.63 in4 Moment: 40107 ft-lb 76476 ft-lb Shear: -8108 lb 20405 lb NOTES ' page . Project:Arlington D_Biggi Const_Lot 2 Oak Woods Beamsil - — '`"Judith Souers Location:Beam Nr.07-Garage Door Header Multi Loaded Multi-San Beam l �. Suntel Design P 16865 Boones Ferry Rd Suite 201 of [2015 International Building2012 NDS " Code(2012 )] �.::"-,,,," -'Lake Oswego, OR 97035 5.5 IN x 12.0 IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/27/2016 3:56:08 PM Section Adequate By: 106.1% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.22 IN L/904 Dead Load 0.18 in Total Load 0.40 IN L/495 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 1322 lb 1791 lb Dead Load 1060 lb 1526 lb Total Load 2382 lb 3317 lb Bearing Length 0.67 in 0.93 in BEAM DATA Center Span Length 16.5 ft i Unbraced Length-Top 0 ft A 16.5 ft =B Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.18 Uniform Live Load 75 plf Notch Depth 0.00 Uniform Dead Load 50 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 139 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Cd=1.00 Live Load 170 lb Dead Load 150 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--I-= 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 60 plf 170 plf Controlling Moment: 11855 ft-lb Left Dead Load 40 plf 150 plf 9.9 Ft from left support of span 2(Center Span) Right Live Load 60 plf 170 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 40 plf 150 plf Controlling Shear: -3317 lb Load Start 0 ft 10 ft 16.0 Ft 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: Read Provided Section Modulus: 59.27 in3 132 in3 Area(Shear): 18.77 in2 66 in2 Moment of Inertia(deflection): 384.19 in4 792 in4 Moment: 11855 ft-lb 26400 ft-lb Shear: -3317 lb 11660 lb NOTES , Project:Arlington D_Biggi Const_Lot 2 Oak Woods Beams ►��";, Page - — •'Judith Souers Location: Beam Nr.08-Carrier Beam at Garage j-iw Suntel Design Multi-Loaded Multi-Span Beam ' 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] 5.5 IN x 24.0 IN x 20.75 FT .�"Lake Oswego,OR 97035 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/27/2016 3:56:09 PM Section Adequate By:39.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN L/1195 Dead Load 0.20 in Total Load 0.41 IN L/610 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 2 REACTIONS A_ Live Load 8147 lb 3208 lb Dead Load 7383 lb 3577 lb Total Load 15530 lb 6785 lb Bearing Length 4.34 in 1.90 in BEAM DATA Center Span Length 20.75 ft --- Unbraced Length-Top 0 ft -20.75 ft Unbraced Length-Bottom 20.75 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.2 Uniform Live Load 60 plf Notch Depth 0.00 Uniform Dead Load 40 plf MATERIAL PROPERTIES Beam Self Weight 29 plf 24F-V4-Visually Graded Western Species Total Uniform Load 129 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2226 psi Live Load 4800 lb 4100 lb Cd=1.00 Cv=0.93 Dead Load 3200 lb 3900 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5.5 ft 4 ft Cd=1.00 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 360 plf 40 plf Controlling Moment: 70246 ft-lb Left Dead Load 340 plf 115 plf 5.6 Ft from left support of span 2(Center Span) Right Live Load 360 plf 40 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 340 plf 115 plf Controlling Shear: 15529 lb Load Start 4 ft 4 ft At left support of span 2(Center Span) Load End 5.5 ft 20.75 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1.5 ft 16.75 ft Comparisons with required sections: Req'd Provided Section Modulus: 378.65 in3 528 in3 Area(Shear): 87.9 in2 132 in2 Moment of Inertia(deflection): 2491.4 in4 6336 in4 Moment: 70246 ft-lb 97952 ft-lb Shear: 15529 lb 23320 lb NOTES Project:Arlington D_Biggi Const_Lot 2 Oak Woods Beams T d`` page - ----IJudith Souers Location: Beam Nr.09-Header at Slider Suntel Design Combination Roof And Floor Beam .. 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] -Iii,' ,-Lake Oswego, OR 97035 5.5 IN x 9.5 IN x 6.5 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 3:56:09 PM Section Adequate By:22.9% 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/770 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2974 lb 2974 lb Dead Load 2180 lb 2180 lb Total Load 5154 lb 5154 lb Bearing Length 1.50 in 1.50 in BEAM DATA Center Span Length 6.5 ft — Unbraced Length-Top 1.33 ft A 6.5 ft Roof Pitch 6 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 30 psf #1 -Douglas-Fir-Larch(North) Roof Dead Load RDL= 20 psf 20 psf Base Values Adjusted Roof Tributary Width RTW= 17 ft 2.5 ft Bending Stress: Fb= 1300 psi Fb'= 1493 psi Cd=1.15 CI=1.00 CF=1.00 FLOOR LOADING Shear Stress: Fv= 170 psi Fv'= 196 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 40 psf 40 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 15 psf 15 psf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Floor Tributary Width FTW= 8.3 ft 0 ft Comp.-L to Grain: Fc--L= 625 psi Fc-1'= 625 psi Wall Load WALL= 100 plf Controlling Moment: 8375 ft-lb BEAM LOADING 3.25 ft from left support Roof Uniform Live Load: wL-roof= 585 plf Created by combining all dead and live loads. Roof Uniform Dead Load: wD-roof= 436 plf Controlling Shear: 5154 lb Floor Uniform Live Load: wL-floor= 330 plf At support. Floor Uniform Dead Load: wD-floor= 124 plf Created by combining all dead and live loads. Beam Self Weight: BSW- 11 plf Combined Uniform Live Load: wL= 915 plf Comparisons with required sections: Read Provided Combined Uniform Dead Load: wD= 671 plf Section Modulus: 67.3 in3 82.73 in3 Combined Uniform Total Load: wT= 1586 plf Area(Shear). 39.55 in2 52.25 in2 Controlling Total Design Load: wT-cont= 1586 plf Moment of Inertia(deflection): 122,47 in4 392.96 in4 Moment: 8375 ft-lb 10295 ft-lb Shear: 5154 lb 6810 lb NOTES • Project:Arlington D_Biggi Const_Lot 2 Oak Woods Beams page ,- ,,, `Judith Souers Location: Beam Nr. 10-Header at Great Room ,r;; ' Suntel Design Multi-Span Floor Beam 16865 Boones Ferry Rd Suite 201 of [2015 International BuildingCode 2012 NDS)] " ( � - -Lake Oswego,OR 97035 5.5 IN x 9.5 IN x 5.5 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 3:56:09 PM Section Adequate By:20.8% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2389 Dead Load 0.02 in Total Load 0.04 IN L/1484 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 3021 lb 1549 lb Dead Load 1882 lb 900 lb Total Load 4903 lb 2449 lb Bearing Length 1.43 in 0.71 in BEAM DATA Center Span Length 5.5 ft - --- Unbraced Length-Top 1.33 ft 5.5 ft - -=B Unbraced Length-Bottom 5.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING Center MATERIAL PROPERTIES Floor Live Load FLL= 40 psf #1 -Douglas-Fir-Larch(North) Floor Dead Load FDL= 15 psf Base Values Adjusted Floor Tributary Width Side One TW1 = 0 ft Bending Stress: Fb= 1300 psi Fb'= 1299 psi Floor Tributary Width Side Two TW2= 8.5 ft Cd=1.00 C1=1.00 CF=1.00 Wall Load WALL= 40 plf Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 POINT LOADS-CENTER SPAN Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 2700 lb Min.Mod.of Elasticity: E_min= 580 ksi Emin'= 580 ksi _ Dead Load 1800 Ib Comp.1 to Grain: Fc---= 625 psi Fc-1'= 625 psi Location 1.25 ft Controlling Moment: 5720 ft-lb BEAM LOADING Center 1.26 Ft from left support of span 2(Center Span) Reduced Floor Live Load 40 psf Created by combining all dead loads and live loads on span(s)2 Total Live Load 340 plf Controlling Shear: 4903 lb Total Dead Load 168 plf At left support of span 2(Center Span) Beam Self Weight 11 plf Created by combining all dead loads and live loads on span(s)2 Total Load 519 plf Comparisons with required sections: Reed Provided Section Modulus: 52.86 in3 82.73 in3 Area(Shear): 43.27 in2 52.25 in2 Moment of Inertia(deflection): 63.57 in4 392.96 in4 Moment: 5720 ft-lb 8954 ft-lb Shear: 4903 lb 5922 lb NOTES Project:Arlington D_Biggi Const_Lot 2 Oak Woods_Beams { page "Judith Souers Location: Beam Nr. 11 Header at Great Rom / ('its; Suntel Design Multi-Loaded Multi-Span Beam .,' 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] Lake Oswego, OR 97035 3.5 IN x 11.25 IN x 5.5 FT �-:�^�-�. - #2 Douglas-Fir-Larch(North) Dry Use StruCalc Version 9.0.2.5 12/27/2016 3:56:09 PM Section Adequate By: 11.0% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3117 Dead Load 0.01 in Total Load 0.03 IN L/1952 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 2609 lb 1354 lb Dead Load 1649 lb 771 lb Total Load 4258 Ib 2125 Ib 'MI Bearing Length 1.95 in 0.97 in w BEAM DATA Center Span Length 5.5 ft - _ir Unbraced Length-Top 1.33 ft A -5.5 ft Unbraced Length-Bottom 5.5 ft B Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 340 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 130 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 933 psi Total Uniform Load 478 plf Cd=9.00 C1=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 1375 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 880 Ib Min. Mod.of Elasticity: E_ _min= 580 ksi Emin'= 580 ksi Location 1.33 ft Comp.1 to Grain: Fc-1= 625 psi Fc-1-'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 4355 ft-lb Load Number One Two 1.38 Ft from left support of span 2(Center Span) Left Live Load 540 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 460 plf 40 plf Controlling Shear: 4258 lb Right Live Load 540 plf 0 plf At left support of span 2(Center Span) Right Dead Load 460 plf 40 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 1.33 ft Load End 1.33 ft 5.5 ft Comparisons with required sections: Rea'd Provided Load Length 1.33 ft 4.17 ft Section Modulus: 56.01 in3 73.83 in3 Area(Shear): 35.48 in2 39.38 in2 Moment of Inertia(deflection): 51.07 in4 415.28 in4 Moment: 4355 ft-lb 5740 ft-lb Shear: 4258 lb 4725 lb NOTES page • Project:Arlington D_Biggi Const_Lot 2 Oak Woods Beams ►' - ——~ Judith Souers Location: Beam Nr. 12-Header to Garager Suntel Design Multi-Loaded Multi-Span Beam A.C.—rNiCh16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] --.Lake Oswego, OR 97035 5.5 INx11.5INx3.0FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 3:56:10 PM Section Adequate By:33.7% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 3145 lb 395 lb Dead Load 2217 lb 383 lb Total Load 5362 lb 778 lb Bearing Length 1.56 in 0.23 in BEAM DATA Center Span Length 3 ft -- Unbraced Length-Top 0 ft - 3f Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 80 plf #1 -Douglas-Fir-Larch(North) Uniform Dead Load 120 plf Base Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 1300 psi Fb'= 1300 psi Total Uniform Load 213 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 3300 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 2200 lb Comp.--to Grain: Fc- = 625 psi Fc-1'= 625 psi Location 0.25 ft Controlling Moment: 1330 ft-lb 0.27 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5362 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 12.28 in3 121.23 in3 Area(Shear): 47.31 in2 63.25 in2 Moment of Inertia(deflection): 7.24 in4 697.07 in4 Moment: 1330 ft-lb 13133 ft-lb Shear: 5362 lb 7168 lb NOTES P Project:Arlington D_Biggi Const_Lot 2 Oak Woods Beams -#; page Judith Souers Location: Beam Nr. 13-Header at Utility ,r;, Suntel Design / Roof Beam 16865 Boones Ferry Rd Suite 201 of 2015 International BuildingCode 2012 NDS)] `- .. ., ( -;,, -Lake Oswego, OR 97035 5.5 IN x 9.5IN x 3.0 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 3:56:10 PM Section Adequate By:24.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5493 Dead Load 0.00 in Total Load 0.01 IN L/3292 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 3290 lb 1690 lb Dead Load 2200 lb 1134 lb Total Load 5490 lb 2824 lb 1 Bearing Length 1.60 in 0.82 in BEAM DATA Span Length 3 ft * -- — =-- Unbraced Length-Top 2 ft 3 ft Unbraced Length-Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #1 -Douglas-Fir-Larch(North) Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 1300 psi Fb'= 1492 psi Tributary Width. TW= 1 ft Cd=1.15 CI=1.00 CF=1.00 Side Two: Shear Stress: Fv= 170 psi Fv'= 196 psi Roof Live Load: LL= 30 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 1 ft Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Point Live Load LL= 4800 lb Controlling Moment: 5386 ft-lb Point Dead Load DL= 3200 lb 1.5 ft from left support Point Load Location @ 1 ft Created by combining all dead and live loads. Controlling Shear: 5490 lb Wall Load: WALL= 0 plf At support. Created by combining all dead and live loads. SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj= 3 ft Beam Self Weight: BSW= 11 plf Comparisons with required sections: Req'd Provided Beam Uniform Live Load: wL= 60 plf Section Modulus: 43.3 in3 82.73 in3 Beam Uniform Dead Load: wD_adj= 45 plf Area(Shear): 42.13 in2 52.25 in2 Total Uniform Load: wT= 105 plf Moment of Inertia(deflection): 21.49 in4 392.96 in4 Moment: 5386 ft-lb 10289 ft-lb Shear: 5490 lb 6810 lb NOTES Project:Arlington D_Biggi Const_Lot 2 Oak Woods Beams ,r,:' page -----40Judith Souers Location: Beam Nr. 14-Roof Beam at Covered Patio Suntel Design Roof Beam 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] ""' - -°Lake Oswego, OR 97035 3.5 IN x 9.25 IN x 10.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 3:56:10 PM Section Adequate By: 11.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/876 Dead Load 0.08 in Total Load 0.21 IN L/562 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1125 lb 1125 lb Dead Load 627 lb 627 lb Total Load 1752 lb 1752 lb Bearing Length 0.80 in 0.80 in BEAM DATA Span Length 10 ft - Unbraced Length-Top 2 ft A 10 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch(North) Roof Live Load: LL= 30 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 850 psi Fb'= 1169 psi Tributary Width: TW= 1.5 ft Cd=1.15 C1=1.00 CF=1.20 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 30 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 6 ft Comp. L to Grain: Fc- = 625 psi Fc--L'= 625 psi Wall Load: WALL= 0 Controlling Moment: 4381 ft-lb plf 5.0 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 10 ft Controlling Shear: 1752 lb Beam Self Weight: BSW= 7 plf At support. Beam Uniform Live Load: wL= 225 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 125 plf Comparisons with required sections: Read Provided Total Uniform Load: wT= 350 plf Section Modulus: 44.97 in3 49.91 in3 Area(Shear): 12.7 in2 32.38 in2 Moment of Inertia(deflection): 73.91 in4 230.84 in4 Moment: 4381 ft-lb 4863 ft-lb Shear: 1752 lb 4468 lb NOTES • Project Arlington D_Biggi Const_Lot 2 Oak Woods Beams . page p- —- - Judith Souers Location:Ceiling Joist at Study/Br Suntel Design Floor Joist r* 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] - Lake Oswego, OR 97035 (2) 1.5 INx11.25INx16.75FT(15,8+ 1 )@ 16 O.C. #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 3:56:10 PM Section Adequate By:44.9% Controlling Factor: Deflection CAUTIONS Properly connect sheathing to double joists/rafters or fully laminate to transfer diaphragm forces. DEFLECTIONS Center RJghl LOADING DIAGRAM Live Load 0.17 IN L/1114 -0.03 IN 2L/724 Dead Load 0.07 in -0.01 in Total Load 0.24 IN L/776 -0.05 IN 2L/522 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 765 lb 530 lb Dead Load 424 lb 364 lb Total Load 1189 lb 894 lb 1 Bearing Length 0.63 in 0.48 in SUPPORT LOADS A_ Live Load 574 plf 398 plf l — Dead Load 318 plf 273 plf A 15.75 ft t A Total Load 892 plf 671 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch(North) JOIST DATA Center Right Base Values Adjusted Span Length 15.75 ft 1 ft Bending Stress: Fb= 850 psi Fb'= 978 psi Unbraced Length-Top 0 ft 0 ft Cd=1.00 CF=1.00 Cr=1.15 Unbraced Length-Bottom 0 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Min. Mod. of Elasticity: E min= 580 ksi E_min = 580 ksi Uniform Floor Loading Center Right Comp. to Grain: Fc- = 625 psi Fc- = 625 psi Live Load LL= 40 psf 40 psf Controlling Moment: 3063 ft-lb Dead Load DL= 15 psf 15 psf Total Load TL= 55 psf 55 psf 6.46 Ft from left support of span 2(Center Span) TL Adj.For Joist Spacing wT= 73.3 plf 73.3 plf Created by combining all dead loads and live loads on span(s)2 wall Loading Controlling Shear: 1189 lb Wall One At left support of span 2(Center Span) Live Load(1 to Joists): L1 = 300 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Dead Load( L to Joists)D1 = 240 plf 100 plf Load Location X1 = 2.17 ft 1 ft Comparisons with required sections: Req'd Provided Section Modulus: 37.61 in3 63.28 in3 Area(Shear): 9.91 in2 33.75 in2 Moment of Inertia(deflection): 245.6 in4 355.96 in4 Moment: 3063 ft-lb 5155 ft-lb Shear: 1189 lb 4050 lb NOTES • Project:Arlington D_Biggi Const_Lot 2 Oak Woods_Beams page - — loJudith Souers Location:Girder Truss-Calc Only 'f Suntel Design Multi-Loaded Multi-Span Beam 16865 Bone Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] �'Lake Oswego,OR 97035 5.125 IN x 10.5 IN x 33.75 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/27/2016 3:56:10 PM Section Inadequate By:228.8% Controlling Factor: Deflection/Depth Required 15.61 In. DEFLECTIONS Center LOADING DIAGRAM Live Load 3.05 IN L/133 Dead Load 2.50 in Total Load 5.55 IN L/73 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 2271 lb 1262 lb Dead Load 1804 lb 1057 lb Total Load 4075 lb 2319 lb Bearing Length 1.22 in 0.70 ini BEAM DATA Center Span Length 33.75 ft -- Unbraced Length-Top 0 ft A 33.75 ft--- Unbraced -Unbraced Length-Bottom 33.75 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 2.5 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 TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2320 psi Left Live Load 195 plf 60 plf Cd=1.00 Cv=0.97 Left Dead Load 140 plf 40 plf Shear Stress. Fv= 265 psi Fv'= 265 psi Right Live Load 195 plf 60 plf Cd=1.00 Right Dead Load 140 plf 40 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft 11.17 ft Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load End 11.17 ft 33.75 ft Comp.J-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Length 11.17 ft 22.58 ft Controlling Moment: 24057 ft-lb 12.83 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4075 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reqs Provided Section Modulus: 124.46 in3 94.17 in3 Area(Shear): 23.07 in2 53.81 in2 Moment of Inertia(deflection): 1625.52 in4 494.4 in4 Moment: 24057 ft-lb 18203 ft-lb Shear: 4075 lb 9507 lb NOTES 4. Project:Arlington D_Biggi Const_Lot 2 Oak Woods_Beams ! page Location:post at beam#2 - Judith Souers Column Suntel Design 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] . Y,; Lake Oswego,OR 97035 3.5 x 6.0 x 9.0 FT Comb#1-DF-L3-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/27/2016 3:56:11 PM Section Adequate By: 16.8% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 6500 lb Dead Load: Vert-DL-Rxn= 4641 lb Total Load: Vert-TL-Rxn= 11141 lb COLUMN DATA Total Column Length: 9 ft Unbraced Length(X-Axis)Lx: 9 ft 7 Unbraced Length(Y-Axis)Ly: 9 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES Comb#1-DF-L3-Visually Graded Western Species Base Values Adjusted Compressive Stress: Fc= 1550 psi Fc'= 637 psi Cd=1.00 Cp=0.41 Bending Stress(X-X Axis): Fbx= 0 psi Fbx'= 1250 psi Cd=1.00 9 ft Bending Stress(Y-Y Axis): Fby= 1000 psi Fby'= 1070 psi Cd=1.00 Cf=1.07 Modulus of Elasticity: E= 1500 ksi E'= 1500 ksi Column Section(X-X Axis): dx= 6 in Column Section(Y-Y Axis): dy= 3,5 in Area: A= 21 in2 Section Modulus(X-X Axis): Sx= 21 in3 Section Modulus(Y-Y Axis): Sy= 12.25 in3 Slenderness Ratio: Lex/dx= 18 - Ley/dy= 30.86 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 531 psi Live Load: PL= 6500 lb Allowable Compressive Stress: Fc'= 637 psi Dead Load: PD= 4600 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 41 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 11141 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'= 1250 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1070 psi Combined Stress Factor: CSF= 0.83 NOTES