The URL can be used to link to this page

Specifications (41) MST C 1 - ►mitis t St,v C_`L � cl om , Project: H&H Lot 8 Greensward page mark stewart Location:m-27 Multi-Loaded Multi-Span Beam tiStrirAlpii mark stewart home design p 22582 sw main st#309 or [2009 International Building Code(2005 NDS)] sherwood,or 97140 5.5 INx11.5INx6.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:23 PM Section Adequate By:54.9% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center RECEI VED Live Load 0.04 IN L/2143 Dead Load 0.01 in OCT Z i 2017 Total Load 0.05 IN L/1702 ,�°-y Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 4III T r ^T,Gp RD REACTIONS A B + ILDIN a lISION Live Load 3481 lb 1727 lb 1 v® riiiimmoim Dead Load 695 lb 695 lb Total Load 4176 lb 2421 lb Bearing Length 1.21 in 0.70 in — _-_----_ --_ . - _ 1 BEAM DATA Center A 6.6 ft 1 Span Length 6.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 200 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 514 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 875 psi Load Number One Cd=1.00 CF=1.00 Live Load 3258 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 1.5 ft Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod,of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp. L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 5706 ft-lb 1.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4176 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: Req'd Provided Section Modulus: 78.26 in3 121.23 in3 Area(Shear): 36.84 in2 63.25 in2 Moment of Inertia(deflection): 117.12 in4 697.07 in4 Moment: 5706 ft-lb 8840 ft-lb Shear: 4176 lb 7168 lb page Project: H&H Lot 8 Greensward mark stewart Location: M-2-A mark stewart home design Multi-Loaded Multi-Span Beam 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 5.5 INx15.0INx16.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:22 PM Section Adequate By: 18.5% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.36 IN L/551 Dead Load 0.25 in Total Load 0.61 IN L/325 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4950 lb 4950 lb Dead Load 3448 lb 3448 lb Total Load 8398 lb 8398 lb Bearing Length 2.35 in 2.35 in — `-- —" BEAM DATA Center - - 16.5 ft ��- Span Length 16.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 600 plf Camber Adj. Factor 1 Uniform Dead Load 400 plf Camber Required 0.25 Beam Self Weight 18 plf Notch Depth 0.00 Total Uniform Load 1018 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2387 psi Cd=1.00 Cv=0.99 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp. L to Grain: Fc- L= 650 psi Fc--L'= 650 psi Controlling Moment: 34640 ft-lb 8.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 8398 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: Req'd Provided Section Modulus: 174.11 in3 206.25 in3 Area(Shear): 47.53 in2 82.5 in2 Moment of Inertia(deflection): 1142.93 in4 1546.88 in4 Moment: 34640 ft-lb 41034 ft-lb Shear: 8398 lb 14575 lb page Project: H&H Lot 8 Greensward mark stewart Location: m-26u:U mark stewart home design Multi-Loaded Multi-Span Beam 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 5.5 INx13.5INx16.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:22 PM Section Adequate By:33.1% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.41 IN L/479 Dead Load 0.01 in 1 Total Load 0.43 IN L/464 2 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 5899 lb 5751 lb Dead Load 133 lb 133 lb Total Load 6031 lb 5883 lb Bearing Length 1.69 in 1.65 in --- = ___ BEAM DATA Center A 1s5ft Span Length 16.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 110 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0.01 Beam Self Weight 16 plf Notch Depth 0.00 Total Uniform Load 126 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adjusted Live Load 3092 lb 3092 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 1.5 ft 14.5 ft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Three Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 200 plf 300 plf 300 plf Min.Mod.of Elasticity: E_min= 930 ksi Emin'= 930 ksi Left Dead Load 0 plf 0 plf 0 plf Comp.1 to Grain: Fc-1= 650 psi Fc-1-'= 650 psi Right Live Load 200 plf 300 plf 300 plf Right Dead Load 0 plf 0 plf 0 plf Controlling Moment: 16676 ft-lb Load Start 1.5 ft 0 ft 14.5 ft 8.58 Ft from left support of span 2(Center Span) Load End 14.5 ft 1.5 ft 16.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 13 ft 1.5 ft 2 ft Controlling Shear: 6031 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: Req'd Provided Section Modulus: 83.38 in3 167.06 in3 Area(Shear): 34.14 in2 74.25 in2 Moment of Inertia(deflection): 847.4 in4 1127.67 in4 Moment: 16676 ft-lb 33413 ft-lb Shear: 6031 lb 13118 lb Project: H&H Lot 8 Greensward page mark stewart Location:m-25 ttimp�a `p mark stewart home design Multi-Loaded Multi-Span Beam `�l "`fit 'icv 22582 sw main st#309 or [2009 International Building Code(2005 NDS)] sherwood,or 97140 5.25 IN x 16.0IN x 21.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 10/10/2017 12:19:21 PM Section Adequate By:31.9% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.53 IN L/475 Dead Load 0.03 in 1 Total Load 0.56 IN L/448 2 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B — Live Load 4997 lb 4997 lb Dead Load 276 lb 276 lb ,_._ : Total Load 5273 lb 5273 lb Bearing Length 1.34 in 1.34 in — — — _-- BEAM DATA Center A sin -8 Span Length 21 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 21 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 150 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 26 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 176 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2809 psi Load Number One Two Cd=1.00 CF=0.97 Live Load 2747 lb 2747 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb 0 lb Cd=1.00 Location 4.5 ft 16.5 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1-to Grain: Fc-1= 750 psi Fc--L'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 23595 ft-lb Left Live Load 150 plf 150 plf 10.5 Ft from left support of span 2(Center Span) Left Dead Load 0 plf 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 150 plf 150 plf Controlling Shear: -5273 lb Right Dead Load 0 plf 0 plf At right support of span 2(Center Span) Load Start 0 ft 16.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 4.5 ft 21 ft Load Length 4.5 ft 4.5 ft Comparisons with required sections: Reo'd Provided Section Modulus: 100.81 in3 224 in3 Area(Shear): 27.27 in2 84 in2 Moment of Inertia(deflection): 1358.33 in4 1792 in4 Moment: 23595 ft-lb 52430 ft-lb Shear: -5273 lb 16240 lb page Project: H&H Lot 8 Greensward mark Stewart Location:m-24 ill mark stewart home design / Multi-Loaded Multi-Span Beam 0 22582 sw main st#309 f [2009 International Building Code(2005 NDS)] sherwood,or 97140 5.25 IN x 14.0 IN x 5.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 10/10/2017 12:19:21 PM Section Adequate By: 359.5% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN L/7750 Dead Load 0.00 in Total Load 0.01 IN L/7618 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2690 lb 3035 lb Dead Load 57 lb 57 lb Total Load 2747 lb 3092 lb — — Bearing Length 0.70 in 0.79 in BEAM DATA Center 5 ft — — — Span Length 5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 800 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 23 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 823 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2851 psi Load Number One Cd=1.00 CF=0.98 Live Load 1725 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 3 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp. L to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 4539 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3092 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: Read Provided Section Modulus: 19.11 in3 171.5 in3 Area(Shear): 16 in2 73.5 in2 Moment of Inertia(deflection): 55.77 in4 1200.5 in4 Moment: 4539 ft-lb 40742 ft-lb Shear: -3092 lb 14210 lb page Project: H&H Lot 8 Greensward mark stewart Location: m-23 "' mark stewart home design Multi-Loaded Multi-Span Beam °, 22582 sw main st#309 of [2009 International Building Code(2005 NDS)) sherwood,or 97140 3.5 INx14.0INx13.0FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 10/10/2017 12:19:20 PM Section Adequate By: 331.8% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.10 IN L/1555 Dead Load 0.01 in Total Load 0.11 IN L/1465 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1625 lb 1625 lb Dead Load 100 lb 100 lb Total Load 1725 lb 1725 lb Bearing Length 0.66 in 0.66 in BEAM DATA Center 13ft-- Span Length 13 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 13 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 250 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 265 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2851 psi Cd=1.00 CF=0.98 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp. -to Grain: Fc- = 750 psi Fc--- = 750 psi Controlling Moment: 5605 ft-lb 6.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1725 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: Req'd Provided Section Modulus: 23.59 in3 114.33 in3 Area(Shear): 8.92 in2 49 in2 Moment of Inertia(deflection): 185.34 in4 800.33 in4 Moment: 5605 ft-lb 27161 ft-lb Shear: 1725 lb 9473 lb Project: H&H Lot 8 Greensward page mark stewart Location:m-22mark stewart home design Multi-Loaded Multi-Span Beam s ' 14,14" 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 5.25 IN x 14.0 IN x 21.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 10/10/2017 12:19:20 PM Section Adequate By:47.7% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.47 IN L/532 Dead Load 0.22 in Total Load 0.70 IN L/361 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2730 lb 2730 lb Dead Load 1291 lb 1291 lb Total Load 4021 lb 4021 lb Bearing Length 1.02 in 1.02 in BEAM DATA Center _ — 21 ft 710 13 Span Length 21 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 21 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 260 plf Notch Depth 0.00 Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 23 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 383 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2851 psi Cd=1.00 CF=0.98 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc- 1-= 750 psi Fc--- = 750 psi Controlling Moment: 21111 ft-lb 10.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4021 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: 88.87 in3 171.5 in3 Area(Shear): 20.8 in2 73.5 in2 Moment of Inertia(deflection): 812.52 in4 1200.5 in4 Moment: 21111 ft-lb 40742 ft-lb Shear: 4021 lb 14210 lb Project: H&H Lot 8 Greensward page mark stewart Location: m-21 iipursalf, mark stewart home design Multi-Loaded Multi-Span Beam 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 5.5 INx9.5INx3.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:19 PM Section Adequate By:57.4% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN L/2964 Dead Load 0.00 in t Total Load 0.01 IN L/2948 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3318 lb 2355 lb iaIIIIIIIIIIIIIIIP Dead Load 20 lb 20 lb Total Load 3338 lb 2375 lb Bearing Length 0.97 in 0.69 in --- ___ — BEAM DATA Center A 3.5 ft— B Span Length 3.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 200 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 11 plf #2-Douglas-Fir-Larch Total Uniform Load 211 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 875 psi Load Number One Cd=1.00 CF=1.00 Live Load 3048 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 1.75 ft Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi TRAPEZOIDAL LOADS CENTER SPAN Comp. L to Grain: Fc--L= 625 psi Fc-1'= 625 psi Load Number One Left Live Load 1100 plf Controlling Moment: 3833 ft-lb Left Dead Load 0 plf 1.75 Ft from left support of span 2(Center Span) Right Live Load 1100 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf Controlling Shear: 3338 lb Load Start 0 ft At left support of span 2(Center Span) Load End 1.75 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1.75 ft Comparisons with required sections: Req'd Provided Section Modulus: 52.56 in3 82.73 in3 Area(Shear): 29.45 in2 52.25 in2 Moment of Inertia(deflection): 47.73 in4 392.96 in4 Moment: 3833 ft-lb 6032 ft-lb Shear: 3338 lb 5922 lb Project: H&H Lot 8 Greensward page mark stewart Location:m-20 trupa'p mark stewart home design Multi-Loaded Multi-Span Beam of 22582 sw main st#309 [2009 International Building Code(2005 NDS)] sherwood,or 97140 3.5 INx14.0INx5.5FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 10/10/2017 12:19:19 PM Section Adequate By: 381.6% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/7174 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1100 lb 1100 lb Dead Load 867 lb 867 lb Total Load 1967 lb 1967 lb — Bearing Length 0.75 in 0.75 in BEAM DATA Center 5.5 ft Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 400 plf Notch Depth 0.00 Uniform Dead Load 300 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 715 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2851 psi Cd=1.00 CF=0.98 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc- = 750 psi Fc--- = 750 psi Controlling Moment: 2705 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: 1967 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: Reo'd Provided Section Modulus: 11.39 in3 114.33 in3 Area(Shear): 10.17 in2 49 in2 Moment of Inertia(deflection): 26.77 in4 800.33 in4 Moment: 2705 ft-lb 27161 ft-lb Shear: 1967 lb 9473 lb page Project: H&H Lot 8 Greensward mark Stewart Location:m-19 mark Stewart home design Multi-Loaded Multi-Span Beam u ' 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] Sherwood,or 97140 5.5 INx10.5INx6.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:18 PM Section Adequate By: 127.7% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.06 IN L/1335 Dead Load 0.00 in 1 Total Load 0.06 IN L/1323 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4440 lb 3195 lb Dead Load 41 lb 41 lb Total Load 4481 lb 3235 lb ,, „ ,, .. ,. Bearing Length 1.25 in 0.90 in — BEAM DATA CenterA — 6.5 ft Span Length 6.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 200 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 13 plf Notch Depth 0.00 Total Uniform Load 213 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 1935 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 4 ft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 1100 plf Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp. L to Grain: Fc- L= 650 psi Fc-1'= 650 psi Right Live Load 1100 plf Right Dead Load 0 plf Controlling Moment: 7649 ft-lb Load Start 0 ft 3.44 Ft from left support of span 2(Center Span) Load End 4 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft Controlling Shear: 4481 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: Reci'd Provided Section Modulus: 38.24 in3 101.06 in3 Area(Shear): 25.36 in2 57.75 in2 Moment of Inertia(deflection): 143.03 in4 530.58 in4 Moment: 7649 ft-lb 20213 ft-lb Shear: 4481 lb 10203 lb page Project: H&H Lot 8 Greensward mark stewart Location: m-18mark stewart home design Multi-Loaded Multi-Span Beam 7 ='' 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 5.5 INx12.0INx12.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:18 PM Section Adequate By: 12.6% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.37 IN L/405 Dead Load 0.01 in Total Load 0.38 IN L/399 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B I Live Load 8870 lb 3705 lb Dead Load 89 lb 89 lb Total Load 8959 lb 3794 lb Bearing Length 2.51 in 1.06 in — --- BEAM DATA Center - -- — 12.5 ft Span Length 12.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0.01 Beam Self Weight 14 plf Notch Depth 0.00 Total Uniform Load 14 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 6425 lb Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2400 psi Dead Load 0 Location 3 ftlft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 1100 plf 300 plf Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf 0 plf Comp. L to Grain: Fc- L= 650 psi Fc-1'= 650 psi Right Live Load 1100 plf 300 plf Right Dead Load 0 plf 0 plf Controlling Moment: 21864 ft-lb Load Start 0 ft 3 ft 3.0 Ft from left support of span 2(Center Span) Load End 3 ft 12.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3 ft 9.5 ft Controlling Shear: 8959 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: Req'd Provided Section Modulus: 109.32 in3 132 in3 Area(Shear): 50.71 in2 66 in2 Moment of Inertia(deflection): 703.66 in4 792 in4 Moment: 21864 ft-lb 26400 ft-lb Shear: 8959 lb 11660 lb page Project: H&H Lot 8 Greensward mark stewart Location:m-17 mark stewart home design Multi-Loaded Multi-Span Beam 's 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 5.5 INx10.5INx8.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:17 PM Section Adequate By: 101.2% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.07 IN L/1383 Dead Load 0.06 in Total Load 0.14 IN L/746 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2550 lb 2550 lb Dead Load 2178 lb 2178 lb Total Load 4728 lb 4728 lb Bearing Length 1.32 in 1.32 in BEAM DATA Center — 8.5 ft Span Length 8.5 ft is Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 600 plf Camber Adj. Factor 1 Uniform Dead Load 500 plf Camber Required 0.06 Beam Self Weight 13 plf Notch Depth 0.00 Total Uniform Load 1113 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species 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 Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.- to Grain: Fc---= 650 psi Fc--L'= 650 psi Controlling Moment: 10047 ft-lb 4.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4728 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: Req'd Provided Section Modulus: 50.24 in3 101.06 in3 Area(Shear): 26.76 in2 57.75 in2 Moment of Inertia(deflection): 170.78 in4 530.58 in4 Moment: 10047 ft-lb 20213 ft-lb Shear: 4728 lb 10203 lb page Project: H&H Lot 8 Greensward mark stewart Location: m-16 }., mark stewart home design Multi-Loaded Multi-Span Beam SMG 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 5.5 IN x 9.5 IN x 3.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:17 PM Section Adequate By: 181.2% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN L/6086 Dead Load 0.00 in Total Load 0.01 IN L/6021 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2086 lb 946 lb Dead Load 20 lb 20 lb Total Load 2106 lb 966 lb Bearing Length 0.61 in 0.28 in — -- — BEAM DATA Center •3.5 ft Span Length 3.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 11 plf #2-Douglas-Fir-Larch Total Uniform Load 11 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 875 psi Load Number One Cd=1.00 CF=1.00 Live Load 1382 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 1.5 ft Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc- L= 625 psi Fc--- = 625 psi Load Number One Left Live Load 1100 plf Controlling Moment: 1903 ft-lb Left Dead Load 0 plf 1.5 Ft from left support of span 2(Center Span) Right Live Load 1100 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf Controlling Shear: 2106 lb Load Start 0 ft At left support of span 2(Center Span) Load End 1.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 26.11 in3 82.73 in3 Area(Shear): 18.58 in2 52.25 in2 Moment of Inertia(deflection): 23.24 in4 392.96 in4 Moment: 1903 ft-lb 6032 ft-lb Shear: 2106 lb 5922 lb page Project: H&H Lot 8 Greensward mark stewart Location: m-15 �"(��j�,� ) mark stewart home design Multi-Loaded Multi-Span Beam ■!"'"`I�.. 1,,tl' 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] Sherwood,or 97140 5.25 IN x 14.0 IN x 9.75 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 10/10/2017 12:19:17 PM Section Adequate By:215.8% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.04 IN L/2764 Dead Load 0.04 in Total Load 0.08 IN L/1497 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2438 lb 2438 lb Dead Load 2062 lb 2062 lb Total Load 4499 lb 4499 lb Bearing Length 1.14 in 1.14 in _ _ -_ BEAM DATA Center — 9.75 ft — Span Length 9.75 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.75 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 500 plf Notch Depth 0.00 Uniform Dead Load 400 plf MATERIAL PROPERTIES Beam Self Weight 23 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 923 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2851 psi Cd=1.00 CF=0.98 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc- = 750 psi Fc-1'= 750 psi Controlling Moment: 10967 ft-lb 4.87 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4499 lb 10.0 Ft 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: 46.17 in3 171.5 in3 Area(Shear): 23.27 in2 73.5 in2 Moment of Inertia(deflection): 192.45 in4 1200.5 in4 Moment: 10967 ft-lb 40742 ft-lb Shear: -4499 lb 14210 lb page Project: H&H Lot 8 Greensward mark stewart Location:m-14Strupaiti, stewart home design Multi-Loaded Multi-Span Beam 1� 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 5.5 INx11.5INx12.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:16 PM Section Adequate By:56.0% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.13 IN L/1119 Dead Load 0.01 in Total Load 0.14 IN L/1054 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 864 lb 864 lb Dead Load 86 lb 86 lb Total Load 950 lb 950 lb --- — Bearing Length 0.28 in 0.28 in BEAM DATA Center 12.5 ft Span Length 12.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 14 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 875 psi Load Number One Cd=1. =1 00 CF .00 Live Load 1728 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 6.25 ft Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.1 to Grain: Fc- t = 625 psi Fc---'= 625 psi Controlling Moment: 5668 ft-lb 6.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -950 lb 12.0 Ft 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: 77.73 in3 121.23 in3 Area(Shear): 8.38 in2 63.25 in2 Moment of Inertia(deflection): 224.29 in4 697.07 in4 Moment: 5668 ft-lb 8840 ft-lb Shear: -950 lb 7168 lb Project: H&H Lot 8 Greensward page mark stewart Location: m-13 mark stewart home design Multi-Loaded Multi-Span Beam IC_' 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] Sherwood,or 97140 5.25 IN x 14.0 IN x 12.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 10/10/2017 12:19:16 PM Section Adequate By:213.4% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.13 IN L/1128 Dead Load 0.01 in Total Load 0.14 IN L/1085 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3114 lb 3114 lb Dead Load 144 lb 144 lb Total Load 3258 lb 3258 lb Bearing Length 0.83 in 0.83 in — ---- — — --- ------ BEAM DATA Center i2stt Span Length 12.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 12.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 360 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 23 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 383 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2851 psi Load Number One Cd=1.00 CF=0.98 Live Load 1728 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 6.25 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.L to Grain: Fc-L= 750 psi Fc-L'= 750 psi Controlling Moment: 12880 ft-lb 6.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3258 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: Reo'd Provided Section Modulus: 54.22 in3 171.5 in3 Area(Shear): 16.85 in2 73.5 in2 Moment of Inertia(deflection): 383.05 in4 1200.5 in4 Moment: 12880 ft-lb 40742 ft-lb Shear: 3258 lb 14210 lb page Project: H&H Lot 8 Greensward mark stewart Location:m-12 • 04, mark stewart home design Multi-Loaded Multi-Span Beam 5u 1— 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 5.5 INx11.5INx9.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:15 PM Section Adequate By: 115.4% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.07 IN L/1611 Dead Load 0.00 in Total Load 0.07 IN L/1550 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1663 lb 1663 lb Dead Load 65 lb 65 lb Total Load 1728 lb 1728 lb Bearing Length 0.50 in 0.50 in —= -- —__--- — _— __- --- BEAM DATA Center A - 9.5 ftI-- Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 350 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 364 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi 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 Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.1 to Grain: Fc- L= 625 psi Fc--L'= 625 psi Controlling Moment: 4103 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: 1728 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: Req'd Provided Section Modulus: 56.27 in3 121.23 in3 Area(Shear): 15.24 in2 63.25 in2 Moment of Inertia(deflection): 155.79 in4 697.07 in4 Moment: 4103 ft-lb 8840 ft-lb Shear: 1728 lb 7168 lb page Project: H&H Lot 8 Greensward mark Stewart Location:m-11mark stewart home design Multi-Loaded Multi-Span Beam 1p 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 3.5 INx14.0INx9.0FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 10/10/2017 12:19:15 PM Section Adequate By: 114.5% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.07 IN L/1615 Dead Load 0.03 in Total Load 0.10 IN L/1126 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2998 lb 2563 lb Dead Load 1419 lb 1419 lb Total Load 4417 lb 3982 lb Bearing Length 1.68 in 1.52 in _— BEAM DATA Center -- s n Span Length 9 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 400 plf Notch Depth 0.00 Uniform Dead Load 300 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 715 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2851 psi Load Number One Cd=1.00 CF=0.98 Live Load 1961 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 3.5 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc- = 750 psi Fc--- = 750 psi Controlling Moment: 11079 ft-lb 3.51 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4417 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: Req'd Provided Section Modulus: 46.64 in3 114.33 in3 Area(Shear): 22.85 in2 49 in2 Moment of Inertia(deflection): 178.46 in4 800.33 in4 Moment: 11079 ft-lb 27161 ft-lb Shear: 4417 lb 9473 lb page Project: H&H Lot 8 Greensward mark stewart Location:m-10 t� n � mark stewart home design 4 Multi-Loaded Multi-Span Beam *''�� 2222582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood.or 97140 3.5 INx14.0INx15.25FT 2.0E Parallam iLevel Trus Joist StruCalc Version 8.0.113.0 10/10/2017 12:19:14 PM Section Adequate By:83.0% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.28 IN L/659 Dead Load 0.01 in Total Load 0.29 IN L/633 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4719 lb 1845 lb Dead Load 117 lb 117 lb Total Load 4836 lb 1961 lb Bearing Length 1.84 in 0.75 in BEAM DATA Center -71--5 ft Span Length 15.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 15.25 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 150 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 165 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2851 psi Load Number One Cd=1.00 CF=0.98 Live Load 4276 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 2.5 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain. Fc-1= 750 psi Fc--- = 750 psi Controlling Moment: 11637 ft-lb 3.36 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4836 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: Reci'd Provided Section Modulus: 48.98 in3 114.33 in3 Area(Shear): 25.01 in2 49 in2 Moment of Inertia(deflection): 437.28 in4 800.33 in4 Moment: 11637 ft-lb 27161 ft-lb Shear: 4836 lb 9473 lb page Project: H&H Lot 8 Greensward mark Stewart Location: m-9 mark stewart home design Multi-Loaded Multi-Span Beam 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] Sherwood,or 97140 3.5 INx14.0INx20.0FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 10/10/2017 12:19:14 PM Section Adequate By:26.7% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.52 IN L/461 Dead Load 0.03 in Total Load 0.55 IN L/433 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 1547 lb 7323 lb 2 Dead Load 153 lb 153 lb Total Load 1700 lb 7476 lb Bearing Length 0.65 in 2.85 in --- _�---- BEAM DATA Center -20 ft —Span Length 20 ft Fkk333 Unbraced Length-Top 0 ft Unbraced Length-Bottom 20 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 100 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 115 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2851 psi Load Number One Two Cd=1.00 CF=0.98 Live Load 5002 lb 1868 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb 0 lb Cd=1.00 Location 18 ft 19.5 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp. L to Grain: Fc--L= 750 psi Fc- = 750 psi Controlling Moment: 12531 ft-lb 14.8 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -7476 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: 52.75 in3 114.33 in3 Area(Shear): 38.67 in2 49 in2 Moment of Inertia(deflection): 624.68 in4 800.33 in4 Moment: 12531 ft-lb 27161 ft-lb Shear: -7476 lb 9473 lb page Project: H&H Lot 8 Greensward Location:m-8 � mark stewart Multi-Loaded Multi-Span Beam Str1,-1) tla mark Stewart home design P ^' 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 3.5 IN x 14.0 IN x 11.0 FT 2.0E Parallam iLevel Trus Joist StruCalc Version 8.0.113.0 10/10/2017 12:19:13 PM Section Adequate By: 110.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.16 IN L/828 Dead Load 0.00 in Total Load 0.16 IN L/812 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 4192 lb 3284 lb Dead Load 84 lb 84 lb Total Load 4276 lb 3368 lb — — —Bearing Length 1.63 in 1.28 in BEAM DATA Center It n Span Length 11 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 11 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 357 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 372 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2851 psi Load Number One Cd=1.00 CF=0.98 Live Load 1734 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 5.5 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp. L to Grain: Fc- L= 750 psi Fc--t-'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 12895 ft-lb Left Live Load 330 plf 5.5 Ft from left support of span 2(Center Span) Left Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 330 plf Controlling Shear: 4276 lb Right Dead Load 0 plf At 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 5.5 ft Load Length 5.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 54.28 in3 114.33 in3 Area(Shear): 22.12 in2 49 in2 Moment of Inertia(deflection): 347.86 in4 800.33 in4 Moment: 12895 ft-lb 27161 ft-lb Shear: 4276 lb 9473 lb Project: H&H Lot 8 Greensward page mark stewart Location: m-7 mark stewart home design Multi-Loaded Multi-Span Beam "7strllr�W'Ne-' 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 3.5 INx14.0INx10.5FT 2.0E Parallam iLevel Trus Joist StruCalc Version 8.0.113.0 10/10/2017 12:19:13 PM Section Adequate By:89.4% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.16 IN L/784 Dead Load 0.00 in S Total Load 0.16 IN L/771 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4922 lb 3975 Ib �, Dead Load 80 lb 80 lb -- Total Load 5002 lb 4055 lb : Bearing Length 1.91 in 1.54 in -- _ — ---- __ BEAM DATA Center --- --10.5ft-- Span Length 10.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 525 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 540 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2851 psi Cd=1.00 CF=0.98 Load Live LooNaadd 1734 4 lb Ib Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 Location 5 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 14087 ft-lb Left Live Load 330 plf 4.93 Ft from left support of span 2(Center Span) Left Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 330 plf Controlling Shear: 5002 lb Right Dead Load 0 plf At 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 5 ft Load Length 5 ft Comparisons with required sections: Reo'd Provided Section Modulus: 59.3 in3 114.33 in3 Area(Shear): 25.87 in2 49 in2 Moment of Inertia(deflection): 367.65 in4 800.33 in4 Moment: 14087 ft-lb 27161 ft-lb Shear: 5002 lb 9473 lb Project: H&H Lot 8 Greensward page mark stewart Location:m-6 mark stewart home design Multi-Loaded Multi-Span Beam 22582 sw main st#309 or [2009 International Building Code(2005 NDS)] sherwood,or 97140 3.5 INx14.0INx11.0FT 2.0E Parallam iLevel Trus Joist StruCalc Version 8.0.113.0 10/10/2017 12:19:12 PM Section Adequate By:446.3% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.06 IN L/2138 Dead Load 0.00 in Total Load 0.06 IN L/2034 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1650 lb 1650 lb Dead Load 84 lb 84 lb Total Load 1734 lb 1734 lb Bearing Length 0.66 in 0.66 in BEAM DATA Center »ft ---Span Length 11 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 11 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 315 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2851 psi Cd=1.00 CF=0.98 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc- L= 750 psi Fc-1'= 750 psi Controlling Moment: 4769 ft-lb 5.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1734 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: Req'd Provided Section Modulus: 20.08 in3 114.33 in3 Area(Shear): 8.97 in2 49 in2 Moment of Inertia(deflection): 134.74 in4 800.33 in4 Moment: 4769 ft-lb 27161 ft-lb Shear: 1734 lb 9473 lb page Project: H&H Lot 8 Greensward mark stewart Location:m-4 mark stewart home design Multi-Loaded Multi-Span Beam 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 3.5 INx14.0INx5.0FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 10/10/2017 12:19:12 PM Section Adequate By:407.1% Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/9140 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1080 lb 1080 lb Dead Load 788 lb 788 lb Total Load 1868 lb 1868 lb Bearing Length 0.71 in 0.71 in BEAM DATA Center - en Span Length 5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 432 plf Notch Depth 0.00 Uniform Dead Load 300 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 747 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2851 psi Cd=1.00 CF=0.98 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc--1-= 750 psi Fc--i-'= 750 psi Controlling Moment: 2335 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1868 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: Reo'd Provided Section Modulus: 9.83 in3 114.33 in3 Area(Shear): 9.66 in2 49 in2 Moment of Inertia(deflection): 21.01 in4 800.33 in4 Moment: 2335 ft-lb 27161 ft-lb Shear: 1868 lb 9473 lb Project:H&H Lot 8 Greensward page mark stewart Location:m-5 mark Stewahome design Multi-Loaded Multi-Span BeamIC 22582 sw mainrt st#309 of [2009 International Building Code(2005 NDS)] Sherwood,or 97140 3.51N x 11.25 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:11 PM Section Adequate By:319.7% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center 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 1113 lb 1113 lb Dead Load 13 lb 13 lb Total Load 1126 lb 1126 lb Bearing Length 0.51 in 0.51 in -- BEAM DATA Center — 3ft- Span Length 3 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 742 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 9 plf #2-Douglas-Fir-Larch Total Uniform Load 751 plf Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 990 psi 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 Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc-1= 625 psi Fc- = 625 psi Controlling Moment: 844 ft-lb 1.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1126 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: Redd Provided Section Modulus: 10.23 in3 73.83 in3 Area(Shear): 9.38 in2 39.38 in2 Moment of Inertia(deflection): 8.45 in4 415.28 in4 Moment: 844 ft-lb 6091 ft-lb Shear: 1126 lb 4725 lb Project: H&H Lot 8 Greensward page mark stewart Location:m-3 Staiimark stewart home design Multi-Loaded Multi-Span Beam w QJ 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] Sherwood,or 97140 3.5 INx14.0INx11.5FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 10/10/2017 12:19:11 PM Section Adequate By:47.1% LOADING DIAGRAM Controlling Factor: Moment DEFLECTIONS Center Live Load 0.21 IN L/659 Dead Load 0.07 in Total Load 0.27 IN L/502 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4899 lb 4899 lb Dead Load 1526 lb 1526 lb Total Load 6425 lb 6425 lb " Bearing Length 2.45 in 2.45 in :, r___AI _ BEAM DATA Center 11.5ft Span Length 11.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 11.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 852 plf Notch Depth 0.00 Uniform Dead Load 250 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 1117 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2851 psi Cd=1.00 CF=0.98 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc- L= 750 psi Fc-1'= 750 psi Controlling Moment: 18471 ft-lb 5.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6425 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: Req'd Provided Section Modulus: 77.75 in3 114.33 in3 Area(Shear): 33.23 in2 49 in2 Moment of Inertia(deflection): 437.26 in4 800.33 in4 Moment: 18471 ft-lb 27161 ft-lb Shear: 6425 lb 9473 lb page Project: H&H Lot 8 Greensward mark stewart Location: M-2taitt mark stewart home design Multi-Loaded Multi-Span Beam ` 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 5.5 INx10.5INx16.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:10 PM Section Adequate By:51.2% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.35 IN L/567 Dead Load 0.20 in Total Load 0.55 IN L/363 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1650 lb 1650 lb Dead Load 928 lb 928 lb Total Load 2578 lb 2578 lb Bearing Length 0.72 in 0.72 in BEAM DATA Center A - 16.5 ft —� Span Length 16.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 200 plf Camber Adj. Factor 1 Uniform Dead Load 100 plf Camber Required 0.2 Beam Self Weight 13 plf Notch Depth 0.00 Total Uniform Load 313 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species 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 Min. Mod.of Elasticity: Emin= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc- = 650 psi Fc--- = 650 psi Controlling Moment: 10635 ft-lb 8.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2578 lb 16.0 Ft 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: 53.18 in3 101.06 in3 Area(Shear): 14.59 in2 57.75 in2 Moment of Inertia(deflection): 350.91 in4 530.58 in4 Moment: 10635 ft-lb 20213 ft-lb Shear: -2578 lb 10203 lb Project: H&H Lot 8 Greensward page mark stewart / Location: M-1 'i��, „� mark stewart home design Multi-Loaded Multi-Span Beam 41` 22582 sw main st#309 or [2009 International Building Code(2005 NDS)] sherwood,or 97140 5.5 IN x 9.5 IN x 5.5 FT #2-Douglas-Fir-Larch Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:10 PM Section Adequate By:212.0% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.01 IN L/5460 Dead Load 0.01 in Total Load 0.02 IN L/3203 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 825 lb 825 lb Dead Load 581 lb 581 lb Total Load 1406 lb 1406 lb Bearing Length 0.41 in 0.41 in T BEAM DATA Center — 5.5n — Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 200 plf MATERIAL PROPERTIES Beam Self Weight 11 plf #2-Douglas-Fir-Larch Total Uniform Load 511 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi 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 Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.1 to Grain: Fc---= 625 psi Fc--L'= 625 psi Controlling Moment: 1933 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: 1406 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: Read Provided Section Modulus: 26.52 in3 82.73 in3 Area(Shear): 12.41 in2 52.25 in2 Moment of Inertia(deflection): 29.44 in4 392.96 in4 Moment: 1933 ft-lb 6032 ft-lb Shear: 1406 lb 5922 lb Project: H&H Lot 8 Greensward page mark stewart Location: U-1 Multi-LoadedMulti-Span Beammark stewart home design 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 3.5 IN x 7.25 IN x 2.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:06 PM Section Adequate By: 120.4% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/5492 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 750 lb 750 lb Dead Load 632 lb 632 lb Total Load 1382 lb 1382 lb Bearing Length 0.63 in 0.63 in BEAM DATA Center —___ ___ _ __ 2.5 ft --- Span Length 2.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 2.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 600 plf Notch Depth 0.00 Uniform Dead Load 500 plf MATERIAL PROPERTIES Beam Self Weight 6 plf #2-Douglas-Fir-Larch Total Uniform Load 1106 plf Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 1170 psi Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. -to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 864 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: -1382 lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 8.86 in3 30.66 in3 Area(Shear): 11.52 in2 25.38 in2 Moment of Inertia(deflection): 4.86 in4 111.15 in4 Moment: 864 ft-lb 2989 ft-lb Shear: -1382 lb 3045 lb page Project: H&H Lot 8 Greensward / mark stewart Location: U-2 c ;, mark stewart home design Multi-Loaded Multi-Span Beam T" RRI' 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 3.5 INx11.25INx5.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:06 PM Section Adequate By:45.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.02 IN L/3551 Dead Load 0.02 in Total Load 0.03 IN L/1922 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1650 lb 1650 lb Dead Load 1398 lb 1398 lb Total Load 3048 lb 3048 lb Bearing Length 1.39 in 1.39 in --- ---- -- .--- — --- BEAM DATA Center A -- 5.5 ft Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 600 plf Notch Depth 0.00 Uniform Dead Load 500 plf MATERIAL PROPERTIES Beam Self Weight 9 plf #2-Douglas-Fir-Larch Total Uniform Load 1109 plf Base Values Adiusted Bending Stress: Fb= 900 psi Fb'= 990 psi 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 Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc--L= 625 psi Fc-1'= 625 psi Controlling Moment: 4192 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: -3048 lb 6.0 Ft 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: 50.81 in3 73.83 in3 Area(Shear): 25.4 in2 39.38 in2 Moment of Inertia(deflection): 51.86 in4 415.28 in4 Moment: 4192 ft-lb 6091 ft-lb Shear: -3048 lb 4725 lb page Project: H&H Lot 8 Greensward mark stewart Location: U-3mark stewart home design Multi-Loaded Multi-Span Beam " PRNe 22582 sw main st#309 of [2009 International Building Code(2005 NDS)) sherwood,or 97140 3.5 IN x 7.25 IN x 3.5 FT #2-Douglas-Fir-Larch Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:07 PM Section Adequate By:57.4% GOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN L/3688 Dead Load 0.01 in Total Load 0.02 IN L/2001 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1050 lb 1050 lb Dead Load 885 lb 885 lb Total Load 1935 lb 1935 lb Bearing Length 0.88 in 0.88 in BEAM DATA Center 3.5 h - Span Length 3.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 600 plf Notch Depth 0.00 Uniform Dead Load 500 plf MATERIAL PROPERTIES Beam Self Weight 6 plf #2-Douglas-Fir-Larch Total Uniform Load 1106 plf Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 1170 psi Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod.of Elasticity: Emin= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc- = 625 psi Fc- L'= 625 psi Controlling Moment: 1693 ft-lb 1.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1935 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: Req'd Provided Section Modulus: 17.36 in3 30.66 in3 Area(Shear): 16.12 in2 25.38 in2 Moment of Inertia(deflection): 13.33 in4 111.15 in4 Moment: 1693 ft-lb 2989 ft-lb Shear: 1935 lb 3045 lb Project: H&H Lot 8 Greensward page mark stewart Location: U-4 si`r '11 mark stewart home design Multi-Loaded Multi-Span Beam22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 3.5 IN x 10.5 IN x 7.5 FT 24F-V4-Visually Graded Western Species Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:07 PM Section Adequate By:56.3% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.07 IN L/1281 Dead Load 0.06 in Total Load 0.13 IN L/694 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2250 lb 2250 lb Dead Load 1905 lb 1905 lb Total Load 4155 lb 4155 lb Bearing Length 1.83 in 1.83 in BEAM DATA Center 7.5 ft Span Length 7.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 600 plf Camber Adj. Factor 1.5 Uniform Dead Load 500 plf Camber Required 0.09 Beam Self Weight 8 plf Notch Depth 0.00 Total Uniform Load 1108 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species 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 Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp. L to Grain: Fc- L= 650 psi Fc- L'= 650 psi Controlling Moment: 7790 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: 4155 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: Req'd Provided Section Modulus: 38.95 in3 64.31 in3 Area(Shear): 23.52 in2 36.75 in2 Moment of Inertia(deflection): 116.84 in4 337.64 in4 Moment: 7790 ft-lb 12863 ft-lb Shear: 4155 lb 6493 lb Project: H&H Lot 8 Greensward page mark stewart Location:U-5mark stewart home design Multi-Loaded Multi-Span Beam " IP °' 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 3.5 INx9.25INx4.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:08 PM Section Adequate By:56.0% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN L/3603 Dead Load 0.01 in Total Load 0.03 IN L/1953 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1350 lb 1350 lb Dead Load 1141 lb 1141 lb Total Load 2491 lb 2491 lb Bearing Length 1.14 in 1.14 in -- ------- — _– --_-- — — BEAM DATA Center = — 4.5 n Span Length 4.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 600 plf Notch Depth 0.00 Uniform Dead Load 500 plf MATERIAL PROPERTIES Beam Self Weight 7 plf #2-Douglas-Fir-Larch Total Uniform Load 1107 plf Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 1080 psi Cd=1.00 CF=1.20 Shear Stress: Fly= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc---= 625 psi Fc--L'= 625 psi Controlling Moment: 2802 ft-lb 2.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2491 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 Comparisons with required sections: Req'd Provided Section Modulus: 31.13 in3 49.91 in3 Area(Shear): 20.76 in2 32.38 in2 Moment of Inertia(deflection): 28.37 in4 230.84 in4 Moment: 2802 ft-lb 4492 ft-lb Shear: -2491 lb 3885 lb page Project: H&H Lot 8 Greensward mark stewart Location:GT-1 FOR LOADING ONLY ' -� mark stewart home design Multi-Loaded Multi-Span BeamStrUCaltr 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] 44' sherwood,or 97140 5.5 INx10.5INx22.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:08 PM Section Adequate By:21.6% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.60 IN L/438 Dead Load 0.07 in Total Load 0.67 IN L/393 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1 REACTIONS A B i Live Load 1545 lb 1655 lb y Dead Load 138 lb 138 lb Total Load 1683 lb 1792 lb IloollommlmimmilmolalminlammemmilliMMIN Bearing Length 0.47 in 0.50 in ---- BEAM DATA Center Q 22 ft --- -- --- Span Length 22 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 22 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0.07 Beam Self Weight 13 plf Notch Depth 0.00 Total Uniform Load 13 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adiusted Live Load 1200 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 2 ft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 200 plf Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp.1 to Grain: Fc---= 650 psi Fc-1'= 650 psi Right Live Load 200 plf Right Dead Load 0 plf Controlling Moment: 7557 ft-lb Load Start 12 ft 13.64 Ft from left support of span 2(Center Span) Load End 22 ft Created by combining all dead loads and live loads on span(s)2 Load Length 10 ft Controlling Shear: -1792 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: 37.78 in3 101.06 in3 Area(Shear): 10.14 in2 57.75 in2 Moment of Inertia(deflection): 436.46 in4 530.58 in4 Moment: 7557 ft-lb 20213 ft-lb Shear: -1792 lb 10203 lb Project: H&H Lot 8 Greensward page mark stewart Location: GT-2 FOR LOADING ONLYthicamark stewarthome design Multi-Loaded Multi-Span Beam! 22582 sw main st#309 or [2009 International Building Code(2005 NDS)] sherwood,or 97140 5.5 IN x 9.0 IN x 21.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:09 PM Section Inadequate By:211.8% LOADING DIAGRAM Controlling Factor:Deflection/Depth Required 13.15 In. DEFLECTIONS Center Live Load 2.18 IN L/115 Dead Load 0.08 in Total Load 2.26 IN L/111 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3150 lb 3150 lb Dead Load 113 lb 113 lb Total Load 3263 lb 3263 lb Bearing Length 0.91 in 0.91 in ---- --------- — _-- AI BEAM DATA Center 21 n-- B Span Length 21 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 21 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 300 plf Camber Adj. Factor 1 Uniform Dead Load 0 plf Camber Required 0.08 Beam Self Weight 11 plf Notch Depth 0.00 Total Uniform Load 311 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 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 Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 17129 ft-lb 10.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3263 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: 85.64 in3 74.25 in3 Area(Shear): 18.47 in2 49.5 in2 Moment of Inertia(deflection): 1041.7 in4 334.13 in4 Moment: 17129 ft-lb 14850 ft-lb Shear: -3263 lb 8745 lb page Project: H&H Lot 8 Greensward / mark stewart Location:U-6 mark stewart home design Multi-Loaded Multi-Span Beam ' ; 22582 sw main st#309 of [2009 International Building Code(2005 NDS)] sherwood,or 97140 3.5 IN x 9.25 IN x 6.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/10/2017 12:19:09 PM Section Adequate By:60.4% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.05 IN L/1474 Dead Load 0.00 in Total Load 0.05 IN L/1453 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 1 REACTIONS A B Live Load 2399 lb 1234 lb Dead Load 23 lb 23 lb Total Load 2422 lb 1257 lb Bearing Length 1.11 in 0.57 in BEAM DATA Center 6.5 ft Span Length 6.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 7 plf #2-Douglas-Fir-Larch Total Uniform Load 307 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 900 psi Fb'= 1080 psi Load Number One Cd=1.00 CF=1.20 Live Load 1683 lb Shear Stress: Fv= 180 psi Fv'= 180 psi Dead Load 0 lb Cd=1.00 Location 1 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod.of Elasticity: E_min= 580 ksi Emin'= 580 ksi Comp.-L to Grain: Fc- = 625 psi Fc--- = 625 psi Controlling Moment: 2572 ft-lb 2.4 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2422 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: Req'd Provided Section Modulus: 28.58 in3 49.91 in3 Area(Shear): 20.18 in2 32.38 in2 Moment of Inertia(deflection): 56.37 in4 230.84 in4 Moment: 2572 ft-lb 4492 ft-lb Shear: 2422 lb 3885 lb I