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Specifications (75) ti \ �D.Q`- - (517.,)\l' c (s._q 11 )im-+ page Project:Arlington D_Biggi Const_Lot 7 Oak Woods h ,,Laura Fordyce Location: Beam Nr.01 -Header at Utility ;j w> Suntel Design, Inc. / Roof Beam 16865 Boones Ferry Rd, Suite 201 of [2012 International Building Code(2012 NDS)] J .Lake Oswego, OR 97035 5.5 INx9.5INx3.17FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/7/2017 5:42:03 PM Section Adequate By:2.7% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM RECEIVED �D Live Load 0.01 IN L/6741 Dead Load 0.00 in Total Load 0.01 IN L/4022 MAY 4 2017 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B CITY OF TIGARD Live Load 3959 lb 1131 lb BUILDING DIVISION Dead Load 2673 lb 768 lb Total Load 6632 lb 1899 lb Bearing Length 1.93 in 0.55 in BEAM DATA Span Length 3.2 ft Unbraced Length-Top 2 ft 3.17 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 Adiusted 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--- = 625 psi Point Live Load LL= 4900 lb Controlling Moment: 4392 ft-lb Point Dead Load DL= 3300 lb 1.585 ft from left support Point Load Location @ 0.7 ft Created by combining all dead and live loads. Controlling Shear: 6633 lb Wall Load: WALL= 0 plf At support. SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 3.17 ft Beam Self Weight: BSW= 11 plf Comparisons with required sections: Req'd Provided Beam Uniform Live Load: wL= 60 plf Section Modulus: 35.32 in3 82.73 in3 Beam Uniform Dead Load: wD_adj= 45 plf Area(Shear): 50.89 in2 52.25 in2 Total Uniform Load: wT= 105 plf Moment of Inertia(deflection): 17.59 in4 392.96 in4 Moment: 4392 ft-lb 10289 ft-lb Shear: 6633 lb 6810 lb NOTES Project:Arlington D_Biggi Const_Lot 7 Oak Woods ." page ----,-* Laura Fordyce 11 Location: Beam Nr.02-Ceiling Beam at Foyer r j Ia. Suntel Design, Inc. Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd, Suite 201 0� [2012 International Building Code(2012 NDS)] „'r - M .Lake Oswego, OR 97035 6.751N x 10.5 IN x 9.75 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 2/7/2017 5:42:03 PM Section Adequate By: 15.3% Controlling Factor:Shear DEFLECTIONS enter LOADING DIAGRAM Live Load 0.17 IN L/702 Dead Load 0.12 in Total Load 0.29 IN L/410 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 6304 lb 4079 lb 2 Dead Load 4554 lb 3023 lb n' ' Total Load 10858 lb 7102 lb ,.` Bearing Length 2.47 in 1.62 in w BEAM DATA Center Span Length 9.75 ft Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 9.75 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.12 Uniform Live Load 30 plf Notch Depth 0.00 Uniform Dead Load 120 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 165 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2398 psi Live Load 2300 lb 210 lb Cd=1.00 CI=1.00 Dead Load 1800 lb 95 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 0.67 ft 5.5 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--U= 650 psi Load Number One Two Three Left Live Load 360 plf 100 plf 570 plf Controlling Moment: 19512 ft-lb Left Dead Load 135 plf 40 plf 380 plf 4.58 Ft from left support of span 2(Center Span) Right Live Load 360 plf 100 plf 570 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 135 plf 40 plf 380 plf Controlling Shear: 10858 lb Load Start 0 ft 5.5 ft 0.67 ft At left support of span 2(Center Span) Load End 5.5 ft 9.75 ft 9.75 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5.5 ft 4.25 ft 9.08 ft Comparisons with required sections: Req'd Provided Section Modulus: 97.64 in3 124.03 in3 Area(Shear): 61.46 in2 70.88 in2 Moment of Inertia(deflection): 381.24 in4 651.16 in4 Moment: 19512 ft-lb 24786 ft-lb Shear: 10858 lb 12521 lb NOTES Project:Arlington D_Biggi Const_Lot 7 Oak Woods lAir, page Laura Fordyce Location: Beam Nr.03-Roof Beam at Front Porch Suntel Design, Inc. / Roof Beam ? 16865 Boones Ferry Rd, Suite 201 of [2012 International Building Code(2012 NDS)] . -' Lake Oswego,OR 97035 3.5 INx9.25INx 10.75 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/7/2017 5:42:04 PM Section Adequate By:22.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/1023 Dead Load 0.10 in Total Load 0.22 IN L/579 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 834 lb 834 lb Dead Load 639 lb 639 lb Total Load 1473 lb 1473 lb Bearing Length 0.67 in 0.67 in BEAM DATA Span Length 10.8 ft Unbraced Length-Top 2 ft 10.75 ft Unbraced Length-Bottom 0 ft Roof Pitch 5 :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 Adiusted Roof Dead Load: DL= 20 psf Bending Stress: Fb= 850 psi Fb'= 1169 psi Tributary Width: TW= 1.5 ft Cd=1.15 CI=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= 3.7 ft Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc-L= 625 psi Fc- L'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 3958 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: 1473 lb Beam Uniform Live Load: wL= 155 plf At support. Beam Uniform Dead Load: wD_adj= 119 plf Created by combining all dead and live loads. Total Uniform Load: wT= 274 plf Comparisons with required sections: Read Provided Section Modulus: 40.63 in3 49.91 in3 Area(Shear): 10.67 in2 32.38 in2 Moment of Inertia(deflection): 71.79 in4 230.84 in4 Moment: 3958 ft-lb 4863 ft-lb Shear: 1473 lb 4468 lb NOTES Project:Arlington D_Biggi Const_Lot 7 Oak Woodsn i Laura Fordyce page Location: Beam Nr.04-Roof Beam at Entry +— Suntel Design, Inc. / Multi-Loaded Multi-Span Beam - 16865 Boones Ferry Rd, Suite 201 of [2012 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 2/7/2017 5:42:05 PM Section Adequate By:58.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3012 Dead Load 0.02 in Total Load 0.04 IN L/1724 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1019 lb 615 lb Dead Load 759 lb 455 lb Total Load 1778 lb 1070 lb TRI Bearing Length 0.81 in 0.49 in w BEAM DATA Center _ m Span Length 6 ft 'ar Unbraced Length-Top 2 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 CI=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Live Load 835 lb Dead Load 640 lb Comp.J-to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 1.75 ft Controlling Moment: 2669 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.8 Ft from left support of span 2(Center Span) Load Number One Created by combining all dead loads and live loads on span(s)2 Left Live Load 45 plf Controlling Shear: 1778 lb Left Dead Load 30 plf At left support of span 2(Center Span) Right Live Load 45 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 30 plf Load Start 0 ft Comparisons with required sections: Req'd Provided Load End 1.75 ft Section Modulus: 31.49 in3 49.91 in3 Load Length 1.75 ft Area(Shear): 14.81 in2 32.38 in2 Moment of Inertia(deflection): 32.13 in4 230.84 in4 Moment: 2669 ft-lb 4230 ft-lb Shear: 1778 lb 3885 lb NOTES Project:Arlington D_Biggi Const_Lot 7 Oak Woods "Am" 4.- ...-, page Location: Beam Nr.05-Roof Beam at Entry SuntLaurFordyce / �'w �. Suntel Design, Inc. Roof Beam 16865 Boones Ferry Rd,Suite 201 of [2012 International Building Code(2012 NDS)] '.Lake Oswego, OR 97035 3.5 IN x 9.25 IN x 9.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/7/2017 5:42:05 PM Section Adequate By:46.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1638 Dead Load 0.06 in Total Load 0.13 IN L/825 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 743 lb 743 lb Dead Load 731 lb 731 lb Total Load 1474 lb 1474 lb Bearing Length 0.67 in 0.67 in BEAM DATA Span Length 9 ft Unbraced Length-Top 2 ft 9ft 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 Adiusted Roof Dead Load: DL= 20 psf Bending Stress: Fb= 850 psi Fb'= 1169 psi Tributary Width: TW= 4 ft Cd=1.15 CI=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: E_min= 580 ksi E_min'= 580 ksi Comp.-1-to Grain: Fc-i= 625 psi Fc-L'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 3315 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: -1473 lb Beam Uniform Live Load: wL= 165 plf At support. Beam Uniform Dead Load: wD_adj= 162 plf Created by combining all dead and live loads. Total Uniform Load: wT= 327 plf Comparisons with required sections: Req'd Provided Section Modulus: 34.03 in3 49.91 in3 Area(Shear): 10.68 in2 32.38 in2 Moment of Inertia(deflection): 50.34 in4 230.84 in4 Moment: 3315 ft-lb 4863 ft-lb Shear: -1473 lb 4468 lb NOTES page Project:Arlington D_Biggi Const_Lot 7 Oak Woods Iy Laura Fordyce Location: Beam Nr.06-Ceiling Beam at Garage �;;f Suntel Design, Inc. / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd, Suite 201 of [2012 International Building Code(2012 NDS)] °AA'Lake Oswego,OR 97035 5.5 IN x 21.0 IN x 19.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 2/7/2017 5:42:06 PM Section Adequate By:83.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.22 IN L/1067 Dead Load 0.15 in Total Load 0.37 IN 11629 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 4808 lb 5107 lb Dead Load 3418 lb 3343 lb Total Load 8226 lb 8450 lb 2 4 Bearing Length 2.30 in 2.36 in w BEAM DATA Center Span Length 19.5 ft Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 19.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.23 Uniform Live Load 350 plf Notch Depth 0.00 Uniform Dead Load 135 plf MATERIAL PROPERTIES Beam Self Weight 25 plf 24F-V4-Visually Graded Western Species Total Uniform Load 510 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_=1.00 C1=1.00 Cv=0.95 Dead Load 370 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 11.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp. L to Grain: Fc- L= 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 170 plf 120 plf Controlling Moment: 41769 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: -8450 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: 220.79 in3 404.25 in3 Area(Shear): 47.83 in2 115.5 in2 Moment of Inertia(deflection): 1619.16 in4 4244.63 in4 Moment: 41769 ft-lb 76476 ft-lb Shear: -8450 lb 20405 lb NOTES Project:Arlington D_Biggi Const_Lot 7 Oak WoodsII , , page 4 -•, Laura Fordyce Location: Beam Nr.07-Garage Door Header r / Multi-Loaded Multi-Span Beam •,i`� Suntel Design, Inc. P 16865 Boones Ferry Rd,Suite 201 or [2012 International Building Code(2012 NDS)] 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 2/7/2017 5:42:07 PM Section Adequate By:92.1% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.24 IN L/837 Dead Load 0.19 in Total Load 0.43 IN L/461 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 1445 lb 1915 lb Dead Load 1143 lb 1608 lb FryTotal Load 2588 lb 3523 lb # t , Bearing Length 0.72 in 0.99 in " w BEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.19 Uniform Live Load 90 plf Notch Depth 0.00 Uniform Dead Load 60 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 164 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 170 lb Cd=1.00 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.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 60 plf 170 plf Controlling Moment: 12672 ft-lb Left Dead Load 40 plf 150 plf 9.73 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: -3523 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: Req'd Provided Section Modulus: 63.36 in3 132 in3 Area(Shear): 19.94 in2 66 in2 Moment of Inertia(deflection): 412.25 in4 792 in4 Moment: 12672 ft-lb 26400 ft-lb Shear: -3523 lb 11660 lb NOTES page Project:Arlington D_Biggi Const_Lot 7 Oak Woods Laura Fordyce Location: Beam Nr.08-Roof Beam at Covered Patio Suntel Design, Inc. / Roof Beam 16865 Boones Ferry Rd,Suite 201 of [2012 International Building Code(2012 NDS)] N__ 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 2/7/2017 5:42:07 PM Section Adequate By:27.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN U1010 Dead Load 0.07 in Total Load 0.19 IN L/647 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 975 lb 975 lb Dead Load 548 lb 548 lb Total Load 1523 lb 1523 lb Bearing Length 0.70 in 0.70 in BEAM DATA Span Length 10 ft Unbraced Length-Top 2 ft 410 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 Adiusted 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= 5 ft Comp.-L to Grain: Fc- = 625 psi Fc-1'= 625 psi Wall Load: WALL= 0 Controlling Moment: 3808 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: -1523 lb Beam Self Weight: BSW= 7 plf At support. Beam Uniform Live Load: wL= 195 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 110 plf Comparisons with required sections: Req'd Provided Total Uniform Load: wT= 305 plf Section Modulus: 39.09 in3 49.91 in3 Area(Shear): 11.04 in2 32.38 in2 Moment of Inertia(deflection): 64.25 in4 230.84 in4 Moment: 3808 ft-lb 4863 ft-lb Shear: -1523 lb 4468 lb NOTES Project:Arlington D_Biggi Const_Lot 7 Oak Woods it ' 1a' ' page ,Laura Fordyce Location: Beam Nr.09-Header at Slider0'. Suntel Design, Inc. „ Combination Roof And Floor Beam 16865 Boones Ferry Rd, Suite 201 or [2012 International Building Code(2012 NDS)] ' '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 2/7/2017 5:42:08 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 w BEAM DATA enter Span Length 6.5 ft Unbraced Length-Top 1.33 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-1= 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: Req'd 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 page ,Project:Arlington D_Biggi Const_Lot 7 Oak Woods ili utfP, , Laura Fordyce Location: Beam Nr. 10-Header at Great Room j-;,tet> Suntel Design, Inc. Multi-Span Floor Beam 416865 Boones Ferry Rd, Suite 201 of [2012 International Building Code(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 2/7/2017 5:42:09 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: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 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 w BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 1.33 ft 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 CI=1.00 CF=1.00 Wall Load WALL= 40 plf Shear Stress: Fv= 170 psi Fv'= 170 psi POINT LOADS-CENTER SPAN Cd=1.00 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 lb Comp.-I-to Grain: Fc-1= 625 psi Fc--L'= 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: Req'd 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 7 Oak Woods * f �y Page �- " Laura Fordyce Location: Beam Nr. 11 -Header at Great Rom �. > Suntel Design, Inc. Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd,Suite 201 of [2012 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 2/7/2017 5:42:09 PM Section Adequate By: 11.1% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3140 Dead Load 0.01 in Total Load 0.03 IN L/1953 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A Live Load 2590 lb 1348 lb Dead Load 1664 lb 776 lb Total Load 4254 lb 2124 lb Bearing Length 1.94 in 0.97 in ,, ru w ...,�. N._. < BEAM DATA Center w Span Length 5.5 ft Unbraced Length-Top 1.33 ft 5.5 ft Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 340 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 130 plf Base Values Adiusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 933 psi Total Uniform Load 478 plf Cd=1.00 CI=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 1350 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 900 Ib Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 1.33 ft Comp.±to Grain: Fc-±= 625 psi Fc-±'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 4350 ft-lb Load Number One Two 1.43 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: 4254 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: Req'd Provided Load Length 1.33 ft 4.17 ft Section Modulus: 55.95 in3 73.83 in3 Area(Shear): 35.45 in2 39.38 in2 Moment of Inertia(deflection): 51.02 in4 415.28 in4 Moment: 4350 ft-lb 5740 ft-lb Shear: 4254 lb 4725 lb NOTES Project:Arlington D_Biggi Const_Lot 7 Oak Woods f ` ,w page Location: Beam Nr. 12-Deck Beam Laura Fordyce UniformlyLoaded Floor Beam Suntel Design, Inc. / 16865 Boones Ferry Rd,Suite 201 of [2012 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 2/7/2017 5:42:10 PM Section Adequate By:20.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/985 Dead Load 0.05 in Total Load 0.17 IN L/699 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1000 lb 1000 lb Dead Load 409 lb 409 lb Total Load 1409 lb 1409 lb Bearing Length 0.64 in 0.64 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 2 ft • 10 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch(North) Side 1 Side 2 Base Values Adiusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 850 psi Fb'= 1017 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CI=1.00 CF=1.20 Floor Tributary Width FTW= 5 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Comp.±to Grain: Fc-±= 625 psi Fc-±'= 625 psi Beam Total Live Load: wL= 200 plf Controlling Moment: 3523 ft-lb Beam Total Dead Load: wD= 75 plf 5.0 ft from left support Beam Self Weight: BSW= 7 plf Total Maximum Load: wT= 282 plf Created by combining all dead and live loads. Controlling Shear: 1409 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 41.57 in3 49.91 in3 Area(Shear): 11.74 in2 32.38 in2 Moment of Inertia(deflection): 84.36 in4 230.84 in4 Moment: 3523 ft-lb 4230 ft-lb Shear: 1409 lb 3885 lb NOTES page Project:Arlington D_Biggi Const_Lot 7 Oak Woods " ..,Laura Fordyce Location: Beam Nr. 13-Header at Fam Rm � Suntel Design, Inc. / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd, Suite 201 of [2012 International Building2012 NDS Code(2012 )j Lake Oswego, OR 97035 3.5 IN x 9.25 IN x 5.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/7/2017 5:42:10 PM Section Adequate By:23.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/1983 Dead Load 0.02 in Total Load 0.05 IN L/1344 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A Live Load 2002 lb 1262 lb Dead Load 970 lb 619 lb Total Load 2972 Ib 1881 Ib Bearing Length 1.36 in 0.86 in BEAM DATA Cen er Span Length 5.5 ft Unbraced Length-Top 1.33 ft 5.5 ft Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 340 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 128 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 850 psi Fb'= 1018 psi Total Uniform Load 475 plf Cd=1.00 CI=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 760 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 285 lb Comp.1 to Grain: Fc-L= 625 psi Fc- '= 625 psi Location 1.67 ft Controlling Moment: 3437 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.87 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 380 plf 0 plf Controlling Shear: 2972 lb Left Dead Load 245 plf 40 plf At left support of span 2(Center Span) Right Live Load 380 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 245 plf 40 plf Load Start 0 ft 1.67 ft Comparisons with required sections: Req'd Provided Load End 1.67 ft 5.5 ft Section Modulus: 40.52 in3 49.91 in3 Load Length 1.67 ft 3.83 ft Area(Shear): 24.77 in2 32.38 in2 Moment of Inertia(deflection): 41.9 in4 230.84 in4 Moment: 3437 ft-lb 4234 ft-lb Shear: 2972 lb 3885 lb NOTES Project:Arlington D_Biggi Const_Lot 7 Oak Woods page -- ,Laura Fordyce Location: Beam Nr. 14-Floor Beam at Main Pdr ; £ 1� Suntel Design, Inc. / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd, Suite 201 of [2012 International Building Code(2012 NDS)] Lake Oswego,OR 97035 5.5 IN x 9.25 IN x 5.0 FT #1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/7/2017 5:42:11 PM Section Adequate By: 13.7% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/1755 Dead Load 0.01 in Total Load 0.05 IN L/1221 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3528 lb 3528 lb Dead Load 1542 lb 1542 lb ,r Total Load 5070 lb 5070 lb . , r 7 .a3` Bearing Length 1.47 in 1.47 in w BEAM DATA Center m Span Length 5 ft Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 755 plf #1 -Douglas-Fir-Larch(North) Uniform Dead Load 306 plf Base Values Adiusted Beam Self Weight 11 plf Bending Stress: Fb= 1200 psi Fb'= 1199 psi Total Uniform Load 1072 plf Cd=1.00 C1=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Two Cd=1.00 Left Live Load 280 plf 376 plf Modulus of Elasticity: E= 11600 ksi E=1 1600 ksi Left Dead Load 105 plf 195 plf Comp. to Grain: Fc- = 625 psi Fc- = 625 psi Right Live Load 280 plf 376 plf Controlling Moment: 6337 ft-lb Right Dead Load 105 plf 195 plf Load Start 0 ft 0 ft 2.5 Ft from left support of span 2(Center Span) Load End 5 ft 5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5 ft 5 ft Controlling Shear: -5070 lb At 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: 63.42 in3 78.43 in3 Area(Shear): 44.73 in2 50.88 in2 Moment of Inertia(deflection): 74.4 in4 362.75 in4 Moment: 6337 ft-lb 7836 ft-lb Shear: -5070 lb 5766 lb NOTES Project:Arlington D_Biggi Const_Lot 7 Oak Woods (< ` pa 9e — - .:,Laura Fordyce Location: Beam Nr. 15-Floor Beam at Foyer —�� Suntel Design, Inc. Uniformly Loaded Floor Beam 16865 Boones Ferry Rd,Suite 201 of [2012 International Building Code(2012 NDS)] ; •am Lake Oswego, OR 97035 3.5 IN x 9.25 IN x 5.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/7/2017 5:42:12 PM Section Adequate By: 156.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4148 Dead Load 0.01 in Total Load 0.02 IN L/2977 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 950 lb 950 lb Dead Load 373 lb 373 lb Total Load 1323 lb 1323 lb Bearing Length 0.61 in 0.61 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 1.33 ft 5ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch(North) Side 1 Side 2 Base Values Adiusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 850 psi Fb'= 1018 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 C1=1.00 CF=1.20 Floor Tributary Width FTW= 4 ft 5.5 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Comp.--to Grain: Fc-1= 625 psi Fc- = 625 psi Beam Total Live Load: wL= 380 plf Controlling Moment: 1654 ft-lb Beam Total Dead Load: wD= 143 plf Beam Self Weight: BSW= 7 plf 2.5 ft from left support Total Maximum Load: wT= 529 plf Created by combining all dead and live loads. Controlling Shear: 1323 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 19.5 in3 49.91 in3 Area(Shear): 11.03 in2 32.38 in2 Moment of Inertia(deflection): 20.04 in4 230.84 in4 Moment: 1654 ft-lb 4234 ft-lb Shear: 1323 lb 3885 lb NOTES Project:Arlington D_Biggi Const_Lot 7 Oak Woods <, ^ page Location: Beam Nr. 16-Floor Beam at Stairs = Laura Fordyce UniformlyLoaded Floor Beam %i'4 Suntel Design, Inc. / 16865 Boones Ferry Rd, Suite 201 of [2012 International Building Code(2012 NDS)] " ' Lake Oswego, OR 97035 (3) 1.5 IN x 11.25 IN x 10.75 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/7/2017 5:42:12 PM Section Adequate By:47.8% Controlling Factor:Moment CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1719 Dead Load 0.03 in Total Load 0.11 IN L/1195 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 734 lb 992 lb Dead Load 340 lb 441 lb Total Load 1074 lb 1433 lb 1 Bearing Length 0.38 in 0.51 in BEAM DATAenter Span Length 10.75 ft Unbraced Length-Top 0 ft , 10.75 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch(North) Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 850 psi Fb'= 978 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CF=1.00 Cr=1.15 Floor Tributary Width FTW= 0.7 ft 0.7 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Point Live Load LL= 1150 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Point Dead Load DL= 450 lb Comp.1 to Grain: Fc- L= 625 psi Fc--- = 625 psi Point Load Location @ 6.6 ft Controlling Moment: 5231 ft-lb Wall Load WALL= 0 plf 5.375 ft from left support BEAM LOADING Created by combining all dead and live loads. Beam Total Live Load: wL= 54 plf Controlling Shear: -1433 lb Beam Total Dead Load: wD= 20 plf At support. Beam Self Weight: BSW= 11 plf Created by combining all dead and live loads. Total Maximum Load: wT= 84 plf Comparisons with required sections: Req'd Provided Section Modulus: 64.21 in3 94.92 in3 Area(Shear): 11.94 in2 50.63 in2 Moment of Inertia(deflection): 111.85 in4 533.94 in4 Moment: 5231 ft-lb 7732 ft-lb Shear: -1433 lb 6075 lb NOTES • Project:Arlington D_Biggi Const_Lot 7 Oak Woods . .` page Laura Location: Ceiling Joist over Pdr - —"— F / Suntel syce Design,°�! Inc. Floor Joist 16865 Boones Ferry Rd, Suite 201 of [2012 International Building Code(2012 NDS)] "°°Lake Oswego,OR 97035 1.5 IN x 11.25 IN x 6.0 FT @ 16 O.C. #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/7/2017 5:42:13 PM Section Adequate By:83.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6283 Dead Load 0.01 in Total Load 0.02 IN L/3643 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 453 lb 307 lb Dead Load 327 lb 193 lb Total Load 780 lb 500 lb 1 Bearing Length 0.83 in 0.53 in SUPPORT LOADS A Live Load 340 plf 230 plf .3 ? .. ,x s. :. ...z:.. .>. .: . y • Dead Load 245 plf 145 plf A Eft Total Load 585 plf 375 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch(North) JOIST DATA Center Base Values Adjusted Span Length 6 ft Bending Stress: Fb= 850 psi Fb'= 978 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr-1.15 Unbraced Length-Bottom 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 Comp.1-to Grain: Fc- L= 625 psi Fc--L'= 625 psi Uniform Floor Loading Center Controlling Moment: 1405 ft-lb Live Load LL= 40 psf Dead Load DL= 15 psf 2.04 Ft from left support of span 2(Center Span) Total Load IL= 55 psf Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 73.3 plf Controlling Shear: 780 lb Wall Loading At left support of span 2(Center Span) Wall One Created by combining all dead loads and live loads on span(s)2 Live Load( L to Joists): L1 = 330 plf Dead Load( I to Joists):D1 = 300 plf Comparisons with required sections: Req'd Provided Load Location X1 = 2 ft Section Modulus: 17.25 in3 31.64 in3 Area(Shear): 6.5 in2 16.88 in2 Moment of Inertia(deflection): 24.19 in4 244.76 in4 Moment: 1405 ft-lb 2577 ft-lb Shear: 780 lb 2025 lb Decking Information Plywood Thickness: T= 3/4 in Plywood Is Glued: Moment of Inertia Calculations For Glued Floor: Joist Area: A-joist= 16.88 IN2 Plywood Area: A-ply= 2.08 IN2 Section Centroid: C= 6 IN ABOVE BASE Moment of Inertia(deflection): I-comb= 245 IN4 NOTES a e i roject:Arlington D_Biggi Const_Lot 7 Oak Woods• page e riPLaura Fordyce Location: Floor Joist at Pdr i Z.1* Suntel Design, Inc. / Floor Joist 16865 Boones Ferry Rd, Suite 201 of [2012 International Building Code(2012 NDS)] _ Lake Oswego, OR 97035 1.5 INx 11.25 IN x 8.0 FT @ 12 O.C. #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 2/7/2017 5:42:14 PM Section Adequate By: 12.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2492 Dead Load 0.02 in Total Load 0.06 IN L/1599 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 634 lb 376 lb Dead Load 356 lb 194 lb Total Load 990 lb 570 lb Bearing Length 1.06 in 0.61 in SUPPORT LOADS A Live Load 634 plf 376 plf Dead Load 356 plf 194 plf 8 ft Total Load 990 plf 570 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch(North) JOIST DATA Center Base Values Adjusted Span Length 8 ft Bending Stress: Fb= 850 psi Fb'= 978 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr=1.15 Unbraced Length-Bottom 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 Comp. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Uniform Floor Loading Center Controlling Moment: 2287 ft-lb Live Load LL= 40 psf 2.56 Ft from left support of span 2(Center Span) Dead Load DL= 15 psf Created by combining all dead loads and live loads on span(s)2 Total Load TL= 55 psf Controlling Shear: 990 lb TL Adj.For Joist Spacing wT= 55 plf At left support of span 2(Center Span) Wall Loading Created by combining all dead loads and live loads on span(s)2 Wall One Live Load(-I-to Joists): L1 = 690 plf Dead Load( I to Joists):D1 = 430 plf Comparisons with required sections: Req'd Provided Load Location X1 = 2.5 ft Section Modulus: 28.08 in3 31.64 in3 Area(Shear): 8.25 in2 16.88 in2 Moment of Inertia(deflection): 51.67 in4 229.48 in4 Moment: 2287 ft-lb 2577 ft-lb Shear: 990 lb 2025 lb Decking Information Plywood Thickness: T= 3/4 in Plywood Is Glued: Moment of Inertia Calculations For Glued Floor: Joist Area: A-joist= 16.88 1N2 Plywood Area: A-ply= 1.56 IN2 Section Centroid: C= 6 IN ABOVE BASE Moment of Inertia(deflection): I-comb= 229 1N4 NOTES Y • Project:Arlington D_Biggi Const_Lot 7 Oak Woods . , page ---�—^ I.Laura Fordyce Location:Girder Truss-Calc Only Suntel Design, Inc. / Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd, Suite 201 of [2012 International Building Code(2012 NDS)] W-Lake Oswego, OR 97035 5.125 IN x 10.5 IN x 33.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 2/7/2017 5:42:14 PM Section Inadequate By:220.1% Controlling Factor: Deflection/Depth Required 15.47 In. DEFLECTIONS Center LOADING DIAGRAM Live Load 2.95 IN L/136 Dead Load 2.41 in Total Load 5.36 IN L/75 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2246 lb 1249 lb Dead Load 1785 lb 1046 lb Total Load 4031 lb 2295 lb Bearing Length 1.21 in 0.69 in BEAM DATA Center , u .. Span Length 33.5 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 33.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 2.41 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 Two Fb_cmpr= 1850 psi Fb'= 2321 psi One Cd—=1.00 C1=1.00 Cv=0.97 Left Live Load 195 plf 60 plf 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 ft Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load End 11 ft 33.5 ft Comp.--to Grain: Fc--1-= 650 psi Fc--- = 650 psi Load Length 11 ft 22.5 ft Controlling Moment: 23579 ft-lb 13.06 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4031 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: Reed Provided Section Modulus: 121.89 in3 94.17 in3 Area(Shear): 22.82 in2 53.81 in2 Moment of Inertia(deflection): 1582.74 in4 494.4 in4 Moment: 23579 ft-lb 18217 ft-lb Shear: 4031 lb 9507 lb NOTES • page kroject:Arlington D_Biggi Const_Lot 7 Oak Woods `_ / -- Laura Fordyce / Location: post at beam#2 -7.-,--.7--.„ Suntel Design, Inc. Column r'4` 16865 Boones Ferry Rd, Suite 201 of [2012 International Building Code(2012 NDS)] ~.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 2/7/2017 5:42:15 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 t Total Column Length: 9 ft Unbraced Length(X-Axis)Lx: 9 ft 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 9f 4 'I Bending Stress(Y-Y Axis): Fby= 1000 psi Fby'= 1070 psi Cd=1.00 Cf=1.07 ,F ii Modulus of Elasticity: E= 1500 ksi E'= 1500 ksi 4 OP Column Section(X-X Axis): dx= 6 in t tit" Column Section(Y-Y Axis): dy= 3.5 in m Area: A= 21 in2 Section Modulus(X-X Axis): Sx= 21 in3 Section Modulus(Y-Y Axis): Sy12.25 in3 =t' 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