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Specifications (16) Sw ALAN `` DESIGN ASSOCIATES, INC . OPTION PLAN 22197 Four Construction GRAVITY LOADS BASED ON AFPA NDS-12 FLOOR - 40# LIVE, 10# DEAD ROOF - 2-54 SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE, 10# DEAD DECKS - 40# LIVE, 10# DEAD EXITS/STAIRS - 50# TOTAL LOAD BEAM CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 NW Reed Street.Ste.#100,Portland,OR 97210 page Project:22197 FOUR D CONST Patrick J. Burke / Location:Fl-FTG @ GARAGE Burke Drawings, Inc. Footing B V ft I( 7040 S.E.118TH DR of [2012 International Building Code(2012 NDS)] KA t.%PORTLAND,OR 97266 Footing Size:3.83 FT x 3.83 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W 1(6)min. StruCalc Version 9.0.2.5 12/26/2015 11:31:09 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.83 ft Length: L= 3.83 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1327 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf H5.5in— Required Footing Area: Areq= 14.42 sf Area Provided: A= 14.67 sf Baseplate Bearing: Bearing Required: Bear= 27565 lb 12 in Allowable Bearing: Bear-A= 83566 lb Beam Shear Calculations(One Way Shear): ° fl.._ — Beam Shear: Vu1 = 8835 lb (3in Allowable Beam Shear: Vcl = 28438 lb Punching Shear Calculations(Two Way Shear): 3.83 ft Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 25098 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 10512 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 8955 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 19467 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 27565 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1418 lb Factored Moment: Mu= 158362 in-lb Nominal Moment Strength: Mn= 339496 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.48 in Steel Required Based on Moment: As(1)= 0.54 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 1.10 in2 Controlling Reinforcing Steel: As-reqd= 1.10 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 19.98 in NOTES Project:22197 FOUR D CONST r1 page Patrick J.Burke Location:F2-FTG @ GARAGE t: „ Burke Drawings, Inc. Footing D U f I(t 7040 S.E.118TH DR of [2012 International Building Code(2012 NDS)] .b Ifluc%PORTLAND,OR 97266 Footing Size:3.167 FT x 3.167 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C.E/W/(5)min. StruCalc Version 9.0.2.5 12/26/2015 11:31:09 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.17 ft Length: L= 3.17 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1339 psf 5.5 in— Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I Required Footing Area: Areq= 9.95 sf Area Provided: A= 10.03 sf Baseplate Bearing: Bearing Required: Bear= 19024 lb 12 in Allowable Bearing: Bear-A= 83566 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 5382 lb Sin -Allowable Beam Shear: Vc1 = 23515 lb Punching Shear Calculations(Two Way Shear): 3.167 n 1 Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 16534 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 7255 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 6180 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 13435 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 19024 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 970 lb Factored Moment: Mu= 90374 in-lb Nominal Moment Strength: Mn= 282847 in-lb Concrete Compressive Block Depth: a= 0.49 in Steel Required Based on Moment: As(1)= 0.31 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.91 in2 Controlling Reinforcing Steel: As-reqd= 0.91 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 16 in NOTES page Project:22197 FOUR D CONSTPatrick J.Burke Location:L1-TYP CANT DECK JSTS OVER 2 CAR GAR BAY ,.l,d Burke Drawings, Inc. Floor Joist I U K I\C 7040 S.E.118TH DR of [2012 International Building Code(2012 NDS)] "ia`'. t PORTLAND,OR 97266 1.5 IN x 9.25 IN x 7.0 FT Pressure Treated(2+5)@ 16 O.C. #2-Douglas-Fir-Larch-Wet Use StruCaic Version 9.0.2.5 12/26/2015 11:31:09 AM Section Adequate By:507.5% Controlling Factor:Shear DEFLECTIONS Left Center LOADING DIAGRAM Live Load -0.01 IN 2U6768 0.01 IN UMAX Dead Load 0.00 in 0.00 in Total Load -0.01 IN 2U6366 0.01 IN U8794 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 261 lb 133 lb Dead Load 98 lb 42 lb Total Load 359 lb 175 lb Bearing Length 0.57 in 0.28 in SUPPORT LOADS A B 6..t Live Load 196 plf 100 plf --B Dead Load 74 plf 32 plf i 2ft sn Total Load 269 plf 131 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Left Center Base Values Adjusted Span Length 2 ft 5 ft Bending Stress: Fb= 900 psi Fb'= 911 psi Unbraced Length-Top 0 ft 0 ft Cd=1.00 CF=1.10 Cr-1.15 Ci=0.80 Unbraced Length-Bottom 0 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 140 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Cm=0.97 Ci=0.80 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1368 ksi JOIST LOADING Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 496 ksi Uniform Floor Loading Left Center Cm=0.90 Ci=0.95 Live Load LL= 40 psf 40 psf Comp. to Grain: Fc-1= 625 psi Fc--'-'= 419 psi Dead Load DL= 15 psf 15 psf Cm=0.67 Total Load TL= 55 psf 55 psf TL Adj.For Joist Spacing wT= 73.3 plf 73.3 plf Controlling Moment: 210 ft-lb 2.6 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 213 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Req'd Provided Section Modulus: 2.76 in3 21.39 in3 Area(Shear): 2.28 in2 13.88 in2 Moment of Inertia(deflection): 7.02 in4 98.93 in4 Moment: 210 ft-lb 1624 ft-lb Shear: 213 lb 1292 lb NOTES Project:22197 FOUR D CONST page Patrick J. Burke Location:L10-BM ACROSS FRONT OF 2 CAR GAR BAY T _ Burke Drawings, Inc. Multi-Loaded Multi-Span Beam D U fc tl C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] bfA'lfV) %PORTLAND,OR 97266 5.125 IN x 12.0 IN x 17.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:09 AM Section Adequate By: 104.4% Oontrolling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.28 IN L/736 Dead Load 0.12 in Total Load 0.40 IN U509 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1666 lb 1666 lb Dead Load 742 lb 742 lb Total Load 2408 lb 2408 lb Bearing Length 0.72 in 0.72 in BEAM DATA Center Span Length 17 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 17 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.12 Uniform Live Load 196 plf Notch Depth 0.00 Uniform Dead Load 74 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 283 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc- = 650 psi Fc-1'= 650 psi Controlling Moment: 10235 ft-lb 8.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2408 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: 51.18 in3 123 in3 Area(Shear): 13.63 in2 61.5 in2 Moment of Inertia(deflection): 361.05 in4 738 in4 Moment: 10235 ft-lb 24600 ft-lb Shear: -2408 lb 10865 lb NOTES page Project:22197 FOUR D CONST Patrick J.Burke Location:L11-BM ACROSS FRONT OF 3rd GAR BAY 41111 ' Burke Drawings, Inc. Multi-Loaded Multi-Span Beam t U R f C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] bRaurlrc.u( PORTLAND,OR 97266 5.5 IN x 9.5 IN x 8.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:09 AM Section Adequate By:428.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN U4986 Dead Load 0.01 in Total Load 0.03 IN U3512 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L1240 REACTIONS A B Live Load 378 lb 378 lb Dead Load 159 lb 159 lb Total Load 537 lb 537 lb Bearing Length 0.16 in 0.16 in BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft 8.5 ft Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 89 plf #2-Douglas-Fir-Larch Uniform Dead Load 26 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 126 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-L to Grain: Fc- L= 625 psi Fc- L'= 625 psi Controlling Moment: 1141 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: 537 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: 15.65 in3 82.73 in3 Area(Shear): 4.74 in2 52.25 in2 Moment of Inertia(deflection): 28.38 in4 392.96 in4 Moment: 1141 ft-lb 6032 ft-lb Shear: 537 lb 5922 lb NOTES page Project:22197 FOUR D CONST Patrick J. Burke / Location:L2-TYP DECK JSTS OVER 3rd GAR BAY ��_ �.a Burke Drawings, Inc. Floor Joist 6 U R IC C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] vGadfi1i'01%PORTLAND,OR 97266 1.5 IN x 9.25 IN x 11.0 FT Pressure Treated(5+6)@ 16 O.C. #2-Douglas-Fir-Larch-Wet Use StruCalc Version 9.0.2.5 12/26/2015 11:31:09 AM Section Adequate By:383.3% Controlling Factor:Shear DEFLECTIONS Left Center LOADING DIAGRAM Live Load 0.00 IN UMAX 0.01 IN U9270 Dead Load 0.00 in 0.00 in Total Load 0.00 IN UMAX 0.01 IN U7283 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B C Live Load 118 lb 369 lb 138 lb Dead Load 35 lb 138 lb 47 lb Total Load 153 lb 507 lb 185 lb Uplift(1.5 F.S) -3 lb 0 lb 0 lb Bearing Length 0.24 in 0.81 in 0.29 in SUPPORT LOADS A B C .. Live Load 89 plf 277 plf 104 plf A 5 ft 6ft c Dead Load 26 plf 104 plf 35 plf Total Load 115 plf 380 plf 139 plf MATERIAL PROPERTIES JOIST DATA Left Center #2-Douglas-Fir-Larch Span Length 5 ft 6 ft Base Values Adiusted Unbraced Length-Top 0 ft 0 ft Bending Stress: Fb= 900 psi Fb'= 775 psi Unbraced Length-Bottom 0 ft 0 ft Cd=1.00 C1=0.85 CF=1.10 Cr=1.15 Ci=0.80 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Fv= 180 psi Fv'= 140 psi Floor Duration Factor 1.00 Cd=1.00 Cm=0.97 Ci=0.80 JOIST LOADING Modulus of Elasticity: E= 1600 ksi E'= 1368 ksi Uniform Floor Loading Left Center Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 496 ksi Live Load LL= 40 psf 40 psf 1 Cm=0 90 Ci=0.95 1 Dead Load DL= 15 psf 15 psf Comp. to Grain: Fc- 625 psi Fc- = 419 psi Total Load TL= 55 psf 55 psf Cm=0.67 TL Adj.For Joist Spacing wT= 73.3 plf 73.3 plf Controlling Moment: -284 ft-lb Over left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: 267 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Reo'd Provided Section Modulus: _ 4. 3- - _-_ - Area(Shear): 2.87 in2 13.88 in2 Moment of Inertia(deflection): 5.12 in4 98.93 in4 Moment: -284 ft-lb 1382 ft-lb Shear: 267 lb 1292 lb NOTES Project:22197 FOUR D CONST r'1 page V Patrick J.Burke Location:L3-MULT JSTS ACROSS FRONT 3rd GAR BAY , Burke Drawings, Inc. Multi-Loaded Multi-Span Beam b U R I(C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] °Sdtb rQ' %PORTLAND,OR 97266 (3) 1.5 IN x 11.25 IN x 11.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:09 AM Section Adequate By:65.1% 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 0.07 IN L/2081 Dead Load 0.07 in Total Load 0.14 IN L/999 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 828 lb 828 lb Dead Load 897 lb 897 lb Total Load 1725 lb 1725 lb Bearing Length 0.61 in 0.61 in w BEAM DATA Center x __ Span Length 11.5 ft Unbraced Length-Top 0 ft 11.5 ft a Unbraced Length-Bottom 11.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 144 plf #2-Douglas-Fir-Larch Uniform Dead Load 145 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 900 psi Fb'= 1035 psi Total Uniform Load 300 plf Cd=1.00 CF=1.00 Cr--1.15 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- = 625 psi Fc- '= 625 psi Controlling Moment: 4959 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: -1725 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: Read Provided Section Modulus: 57.5 in3 94.92 in3 Area(Shear): 14.37 in2 50.63 in2 Moment of Inertia(deflection): 128.29 in4 533.94 in4 Moment: 4959 ft-lb 8187 ft-lb Shear: -1725 lb 6075 lb NOTES Project:22197 FOUR D CONST page Location: L4-BM BTWN GAR BAYSTO FRONT) urke ( ��°� BurkePatrick DrawingJ. Bs, Inc. Multi-Loaded Multi-Span Beam b U R I(C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] Mr)i' PORTLAND,OR 97266 5.125 IN x 10.5 IN x 6.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:09 AM Section Adequate By:9.9% C-ontrolling Factor:Shear -DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 1N U1069 Dead Load 0.05 in Total Load 0.13 IN U617 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4241 lb 5064 lb 2 Dead Load 3132 lb 3588 lb Total Load 7373 lb 8652 lb TR4 TR2 Bearing Length 2.21 in 2.60 in ]SEAM DATA Center TR3 Span Length 6.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft1111111 Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.05 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 12 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 4572 lb 3014 lb Cd; Dead Load 3048 lb 2009 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.5 ft 5.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Two Three Four Comp. to Grain: Fc--t-= 650 psi Fc-1'= 650 psi Left Live Load 53 plf 120 plf 280 plf 315 plf Left Dead Load 13 plf 240 plf 70 plf 290 plf Controlling Moment: 16231 ft-lb Right Live Load 53 plf 120 plf 280 plf 315 plf 2.53 Ft from left support of span 2(Center Span) Right Dead Load 13 plf 240 plf 70 plf 290 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 2.5 ft 5.5 ft 0 ft Controlling Shear: -8651 lb Load End 5.5 ft 5.5 ft 6.5 ft 2.5 ft 6.0 Ft from left support of span 2(Center Span) Load Length 5.5 ft 3 ft 1 ft 2.5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 81.15 in3 94.17 in3 Area(Shear): 48.97 in2 53.81 in2 Moment of Inertia(deflection): 192.43 in4 494.4 in4 Moment: 16231 ft-lb 18834 ft-lb Shear: -8651 lb 9507 lb NOTES page Project:22197 FOUR D CONST LAtt Patrick J.Burke Location:L5-MAIN BM ACROSS 2 CAR GAR BAY Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U I IC C 7040 S.E. 118TH DR or [2012 International Building Code(2012 NDS)] "AIM) PORTLAND,OR 97266 5.125 IN x 16.5 IN x 20.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:09 AM Section Adequate By:59.9% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.42 IN U576 Dead Load 0.12 in Total Load 0.54 IN 0444 Live Load Deflection Criteria: 11360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4000 lb 4000 lb Dead Load 1183 lb 1183 lb Total Load 5183 lb 5183 lb Bearing Length 1.56 in 1.56 in w BEAM DATA Center Span Length 20 ft Unbraced Length-Top 0 ft 2Oft B Unbraced Length-Bottom 20 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.12 Uniform Live Load 400 plf Notch Depth 0.00 Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 24F-V4-Visually Graded Western Species Total Uniform Load 518 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2336 psi Cd=1.00 Cv=0.97 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: 25917 ft-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 Controlling Shear: 5183 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: 133.12 in3 232.55 in3 Area(Shear): 29.34 in2 84.56 in2 Moment of Inertia(deflection): 1199.81 in4 1918.51 in4 Moment: 25917 ft-lb 45272 ft-lb Shear: 5183 lb 14939 lb NOTES Project:22197 FOUR D CONST page J.Burke W Location:L6-BM BTN GARAGE BAYS(TO REAR) 1:: tia Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 6 U R t C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] • n' PORTLAND,OR 97266 5.125 IN x 10.5 IN x 13.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:09 AM Section Adequate By: 114.4% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN U772 Dead Load 0.06 in Total Load 0.26 IN L/597 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1820 lb 1820 lb Dead Load 531 lb 531 lb Total Load 2351 lb 2351 lb Bearing Length 0.71 in 0.71 in BEAM DATA Center Span Length 13 ft -_ _.,..v .. Unbraced Length-Top O ft A 13 ft g Unbraced Length-Bottom 13 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.06 Uniform Live Load 280 plf Notch Depth 0.00 Uniform Dead Load 70 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 362 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi -Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.-I-to Grain: Fc--L= 650 psi Fc- L'= 650 psi Controlling Moment: 7640 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: -2351 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: 38.2 in3 94.17 in3 Area(Shear): 13.31 in2 53.81 in2 Moment of Inertia(deflection): 230.65 in4 494.4 in4 Moment: 7640 ft-lb 18834 ft-lb Shear: -2351 lb 9507 lb NOTES Project:22197 FOUR D CONST -� page aktPatrick J. Burke Location:L7-LAM JSTS 0/BONUS RM BY STAIR SIDE i; ; Burke Drawings, Inc. Multi-Loaded Multi-Span Beam DUKV 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] "a ) '`IPORTLAND,OR 97266 3.125 IN x 10.5 IN x 15.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:09 AM Section Adequate By: 18.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.38 IN U469 Dead Load 0.21 in Total Load 0.60 IN 0302 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 787 lb 1639 lb Dead Load 415 lb 916 lb Total Load 1202 lb 2555 lb Bearing Length 0.59 in 1.26 in w BEAM DATA Center Span Length 15 ft Unbraced Length-Top 0 ft 15ft a Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Camber Adj.Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 40 plf Notch Depth 0.00 Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 57 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 1826 lb Cd—=1.00 Dead Load 1074 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 11 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc- l = 650 psi Fc- t'= 650 psi Controlling Moment: 9734 ft-lb 10.95 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2555 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: 48.67 in3 57.42 in3 Area(Shear): 14.46 in2 32.81 in2 Moment of Inertia(deflection): 239.39 in4 301.46 in4 Moment: 9734 ft-lb 11484 ft-lb Shear: -2555 lb 5797 lb NOTES , Project:22197 FOUR D CONST page U Patrickkr winBurgs / Location:L8-16'GARAGE DOOR HEADER �: �°° Burke Drawings, Inc. Multi-Loaded Multi-Span Beam B U R I(C 7040 S.E.118TH DR of [2012 International Building Code(2012 NDS)] gam alt PORTLAND,OR 97266 5.125 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:09 AM Section Adequate By:24.7% Controlling Factor: Deflection -DEFLECTIONS Center LOADING DIAGRAM Live Load 0.37 IN L/514 Dead Load 0.27 in Total Load 0.64 IN L/299 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS A B 1 Live Load 3646 lb 3646 lb 2 Dead Load 2567 lb 2567 lb Total Load 6213 lb 6213 lb TR2 TR3 Bearing Length 1.87 in 1.87 in TR1 BEAM DATA Center Span Length 16 ft Unbraced Length-Top O ft A 16 ft B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.27 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 13 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1457 lb 1457 lb Cd=1.00 Dead Load 972 lb 972 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1.5 ft 14.5 ft Cd=9.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Two Three Comp.1 to Grain: Fc- = 650 psi Fc--i-'= 650 psi Left Live Load 250 plf 113 plf 113 plf Left Dead Load 170 plf 77 plf 77 plf Controlling Moment: 17774 ft-lb Right Live Load 250 plf 113 plf 113 plf 8.0 Ft from left support of span 2(Center Span) Right Dead Load 170 plf 77 plf 77 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 0 ft 14.33 ft Controlling Shear: 6213 lb Load End 16 ft 1.67 ft 16 ft At left support of span 2(Center Span) Load Length 16 ft 1.67 ft 1.67 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 88.87 in3 123 in3 Area(Shear): 35.17 in2 61.5 in2 Moment of Inertia(deflection): 591.98 in4 738 in4 Moment: 17774 ft-lb 24600 ft-lb Shear: 6213 lb 10865 lb NOTES page Project:22197 FOUR D CONST Patrick J.Burke Location: L9-8'GAR DOOR HEADER t •_�W si Burke Drawings,Inc. Multi-Loaded Multi-Span Beam DUI 1(C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] aR°tL1N IN%PORTLAND,OR 97266 5.5 IN x 11.5 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:09 AM Section Adequate By: 179.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN 03408 Dead Load 0.01 in a Total Load 0.04 IN U2392 Live Load Deflection Criteria:11360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1108 lb 1108 lb Dead Load 471 lb 471 lb Total Load 1579 lb 1579 lb Bearing Length 0.46 in 0.46 in BEAM DATA Center -a-- Span Length 8 ft Unbraced Length-Top 0 ft 8ft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 277 plf #2-Douglas-Fir-Larch Uniform Dead Load 104 plf Base Values Adiusted, Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 395 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.1 to Grain: Fc-1= 625 psi Fc- = 625 psi Controlling Moment: 3158 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1579 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: 43.31 in3 121.23 in3 Area(Shear): 13.93 in2 63.25 in2 Moment of Inertia(deflection): 73.63 in4 697.07 in4 Moment: 3158 ft-lb 8840 ft-lb Shear: -1579 lb 7168 lb NOTES ,Project:22197 FOUR D CONST page Location: ocai Ml- OVER WDWS REAR DEN Burke kDJr.aBwrgkse , Inc.Multi-Loaded MPaBeamBUfiISC 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] bcr i 7,mc PORTLAND,OR 97266 3.125 IN x 9.0 IN x 5.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:10 AM Section Adequate By:29.0% Controlling Factor:Shear -DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U2258 Dead Load 0.02 in Total Load 0.04 IN L/1336 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 2628 lb 948 lb Dead Load 1802 lb 660 lb Total Load 4430 lb 1608 lb Bearing Length 2.18 in 0.79 in TR1 BEAM DATA Center Span Length 5 ft . . ,x,,.... . .. ... Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.02 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 6 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2760 psi Live Load 2400 lb Cd-1.15 Dead Load 1632 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Location 1 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Two Comp.1 to Grain: Fc-1= 650 psi Fc- = 650 psi Left Live Load 475 plf 175 plf Left Dead Load 323 plf 119 plf Controlling Moment: 4027 ft-lb Right Live Load 475 plf 175 plf 1.0 Ft from left support of span 2(Center Span) Right Dead Load 323 plf 119 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 1 ft Controlling Shear: 4429 lb Load End 1 ft 5 ft At left support of span 2(Center Span) Load Length 1 ft 4 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 17.51 in3 42.19 in3 Area(Shear): 21.8 in2 28.13 in2 Moment of Inertia(deflection): 34.09 in4 189.84 in4 Moment: 4027 ft-lb 9703 ft-lb Shear: 4429 lb 5714 lb NOTES page Project:22197 FOUR D CONST Patrick J.Burke Location:M10-BM OVER MASTER BR @ BED ALCOVE Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 131.1 (C 7040 S.E. 118TH DR or [2012 International Building Code(2012 NDS)] p Ifi"; C. PORTLAND,OR 97266 (1)0.125 IN Steel Flitch Plate(s)x(2)1.5 IN x 11.25 IN x 11.5 FT #2-Douglas-Fir-Larch StruCalc Version 9.0.2.5 12/26/2015 11:31:10 AM Section Adequate By:46.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN U2087 Dead Load 0.07 in Total Load 0.14 IN U1016 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 966 lb 966 lb Dead Load 1018 lb 1018 lb Total Load 1984 lb 1984 lb TR1 Bearing Length 1.06 in 1.06 in w BEAM DATA Center -. - - Span Length 11.5 ft Unbraced Length-Top 0 ft11sn Unbraced Length-Bottom 11.5 ft Live Load Duration Factor 1.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 128 plf Base Values Adjusted Uniform Dead Load 155 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Beam Self Weight 12 plf Cd=1.00 CF=1.00 Total Uniform Load 295 plf Shear Stress: Fv= 180 psi Fv'= 180 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Live Load 40 pa Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Left Dead Load 10 plf Comp.-I-to Grain: Fc-1= 625 psi Fc- L'= 625 psi Right Live Load 40 plf ControllingMoment: 5705 ft-lb Right Dead Load 10 plf Load Start 0 ft 5.75 Ft from left support of span 2(Center Span) Load End 11.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 11.5 ft Controlling Shear: -1984 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: Read, Provided Section Modulus: 76.07 in3 111.07 in3 Area(Shear): 16.54 in2 59.24 in2 Moment of Inertia(deflection): 147.59 in4 624.78 in4 Moment: 5705 ft-lb 8330 ft-lb Shear: -1984 lb 7109 lb Flitch Design Requirements Modular Ratio(E-stl/E-wood) n= 18.13 Transformed Section Width w-trans= 5.27 in Allowable Steel Bending Stress Fb-stl= 21600 PSI Lmtd.Bending Stress for Transformed Section Fb-stl-lim= 1192 PSI Ctrl.Bending Stress for Wood Transform Fb-cont= 900 PSI Plate Width to Thickness Ratio (d/w-plate)= 90 Lmtd.Width to Thickness Ratio for Fv=0.4*Fy AWSL= 63.33 Shear Buckling Coefficient k= 5.37 Critical Web Stress Ratio Cv= 0.82 Allowable Steel Shear Stress Fv-stl 10153 PSI Lmtd.Shear Stress for Wood Transform Fv-stl-lim= 560 PSI Ctrl.Allowable Shear Stress for Wood Transform Fv-cont= 180 PSI Percentage of Load Carried by Steel Plate Steel%= 43.03 % NOTES ,Project:22197 FOUR D CONST page Patrick J.Burke Location:M11-MULT JSTS OVER HALL @ MSTR BR ENTRY TA _ Burke Drawings, Inc. Multi-Loaded Multi-Span Beam b U K If C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] •a�`OO:r1�%PORTLAND,OR 97266 (2) 1.5 IN x 11.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:10 AM Section Adequate By:313.5% C-ontroiling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.01 in Total Load 0.01 IN 06617 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 300 lb 300 lb Dead Load 618 lb 618 lb Total Load 918 lb 918 lb Bearing Length 0.49 in 0.49 in w BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 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 Uniform Dead Load 240 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 367 plf Cd=1.00 CF=1.00 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--i-'= 625 psi Controlling Moment: 1148 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: 918 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons-WithComparisalt-With required sections: Rep'd Provided Section Modulus: 15.3 in3 63.28 in3 Area(Shear): 7.65 in2 33.75 in2 Moment of Inertia(deflection): 12.91 in4 355.96 in4 Moment: 1148 ft-lb 4746 ft-lb Shear: 918 lb 4050 lb NOTES page Project:22197 FOUR D CONST Patrick J.Burke / Location:M12-HDR OVER WDW @ KITCHEN r .! Burke Drawings, Inc. Multi-Loaded Multi-Span Beam EMU P It C 7040 S.E. 118TH DR or [2012 International Building Code(2012 NDS)] "14.7' PORTLAND,OR 97266 3.5 IN x 11.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:10 AM Section Adequate By: 12.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2562 Dead Load 0.02 in Total Load 0.04 IN L/1556 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2346 lb 2346 lb Dead Load 1541 lb 1541 lb Total Load 3887 lb 3887 lb Bearing Length 1.78 in 1.78 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft 5ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 658 plf #2-Douglas-Fir-Larch Uniform Dead Load 443 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 1139 psi Total Uniform Load 1110 plf Cd=1.15 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 207 psi Load Number One Cd=1.15 Live Load 1402 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 824 Ib Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 2.5 ft Comp. �-to Grain: Fc- L= 625 psi Fc-1'= 625 psi Controlling Moment: 6250 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: -3887 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: 65.87 in3 73.83 in3 Area(Shear): 28.17 in2 39.38 in2 Moment of Inertia(deflection): 64.04 in4 415.28 in4 Moment: 6250 ft-lb 7004 ft-lb Shear: -3887 lb 5434 lb NOTES page Project:22197 FOUR D CONST Patrick J. Burke Location:M2-BM ACROSS DECK @ FRONT DINING : Burke Drawings, Inc. Multi-Loaded Multi-Span Beam bUIUU 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] °tainz) �%PORTLAND,OR 97266 5.125 IN x 12.0 IN x 11.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:10 AM Section Adequate By:59.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN L/847 Dead Load 0.11 in Total Load 0.28 IN U497 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 3563 lb 2050 lb Dead Load 2499 lb 1470 lb Total Load 6062 lb 3520 lb Bearing Length 1.82 in 1.06 in TR1 PEAM DATA Center Span Length 11.5 ft Unbraced Length-Top O ft A 11.5 ft B Unbraced Length-Bottom 11.5 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.11 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 13 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2760 psi Live Load 2400 lb Cd=1.15 Dead Load 1632 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Location 4 ft Cd=1.15 "Modulus of Elasticity: E= 1800 ksi E= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Two Comp.-I-to Grain: Fc- L= 650 psi Fc- = 650 psi Left Live Load 475 plf 175 plf Left Dead Load 323 plf 119 plf Controlling Moment: 17727 ft-lb Right Live Load 475 plf 175 plf 4.03 Ft from left support of span 2(Center Span) Right Dead Load 323 plf 119 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 4 ft Controlling Shear: 6062 lb Load End 4 ft 11.5 ft At left support of span 2(Center Span) Load Length 4 ft 7.5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 77.07 in3 123 in3 Area(Shear): 29.84 in2 61.5 in2 Moment of Inertia(deflection): 356.22 in4 738 in4 Moment: 17727 ft-lb 28290 ft-lb Shear: 6062 lb 12495 lb NOTES page Project:22197 FOUR D CONST Patrick J.Burke Location:M3-BM ACROSS FRONT KITCHENr�sk : Burke Drawings,Inc. Multi-Loaded Multi-Span Beam DURIU 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] %PORTLAND,OR 97266 5.125 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:10 AM Section Adequate By:41.3% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM r Live Load 0.38 IN L/509 Dead Load 0.11 in 4 Total Load 0.49 IN U395 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2720 lb 2720 lb Dead Load 787 lb 787 lb Total Load 3507 lb 3507 lb Bearing Length 1.05 in 1.05 in w BEAM DATA Center SpanLength 16 ft n�,n....� ..v� ....._..,. „..*w..�.... .... .___...W_ ....e.__, Unbraced Length-Top 0 ft 16 n B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.11 Uniform Live Load 340 plf Notch Depth 0.00 Uniform Dead Load 85 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 438 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc-1= 650 psi Fc--- = 650 psi Controlling Moment: 14027 ft-lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3507 Ib 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: 70.13 in3 123 in3 Area(Shear): 19.85 in2 61.5 in2 Moment of Inertia(deflection): 522.16 in4 738 in4 Moment: 14027 ft-lb 24600 ft-lb Shear: -3507 lb 10865 lb NOTES page Project:22197 FOUR D CONST Patrick J.Burke Location:M4-BM ACROSS REAR GREAT RM Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)1 bum) PORTLAND,OR 97266 3.125 IN x 13.5 IN x 20.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:10 AM Section Adequate By:78.0% C-ontrolling Factor:Deflection -DEFLECTIONS Center LOADING DIAGRAM Live Load 0.37 IN 0641 Dead Load 0.12 in Total Load 0.50 IN L/483 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1200 lb 1200 lb Dead Load 391 lb 391 lb Total Load 1591 lb 1591 lb Bearing Length 0.78 in 0.78 in w BEAM DATA Center Span Length 20 ft Unbraced Length-Top 0 ft A 20 ft B Unbraced Length-Bottom 20 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.12 Uniform Live Load 120 plf Notch Depth 0.00 Uniform Dead Load 30 plf MATERIAL PROPERTIES Beam Self Weight 9 plf 24F-V4-Visually Graded Western Species Total Uniform Load 159 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp. L to Grain: Fc- = 650 psi Fc- L'= 650 psi Controlling Moment: 7957 ft-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 Controlling Shear: 1591 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: 39.79 in3 94.92 in3 Area(Shear): 9.01 in2 42.19 in2 Moment of Inertia(deflection): 359.94 in4 640.72 in4 Moment: 7957 ft-lb 18984 ft-lb Shear: 1591 lb 7453 lb NOTES Project:22197 FOUR D CONST r�� page Patrick J. Burke Location:M5- BM BTWN GREAT RM&DINING tBurke Drawings,Inc. Multi-Loaded Multi-Span Beam 8 U K i(c 7040 S.E. 118TH DR of � ' [2012 International Building Code(2012 NDS)] 01)A1111`'I'`%PORTLAND,OR 97266 5.125 IN x 10.5 IN x 14.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:10 AM Section Adequate By:27.8% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM '' Live Load 0.26 IN 0649 • Dead Load 0.29 in 9 Total Load 0.55 IN U307 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 i REACTIONS A B Live Load 1369 lb 1803 lb Dead Load 1929 lb 2057 lb Total Load 3298 lb 3860 lb TR1 Bearing Length 0.99 in 1.16 in w BEAM DATA Center --. Span Length 14 ft 7,^R;'7'5':',',e.... .. .. , `:.Qz ps Unbraced Length-Top 0 ftian p Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.29 Uniform Live Load 120 plf Notch Depth 0.00 Uniform Dead Load 240 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 372 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1200 lb Cd=1.00 Dead Load 391 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 8.5 ft Cd=1.00 - Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Comp. L to Grain: Fc--L= 650 psi Fc-1'= 650 psi Left Live Load 53 plf Left Dead Load 13 plf - Controlling Moment: 14591 ft-lb Right Live Load 53 plf 8.4 Ft from left support of span 2(Center Span) Right Dead Load 13 plf Created by combining all dead loads and live loads on span(s)2 Load Start 8.5 ft Controlling Shear: -3859 lb Load End 14 ft At right support of span 2(Center Span) Load Length 5.5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 72.95 in3 94.17 in3 Area(Shear): 21.85 in2 53.81 in2 Moment of Inertia(deflection): 386.96 in4 494.4 in4 Moment: 14591 ft-lb 18834 ft-lb Shear: -3859 lb 9507 lb NOTES page Project:22197 FOUR D CONST Patrick J.Burke Location:M6-HDR OVER FR. DRS&WDWS @ FRONT GREAT RM ' Burke Drawings, Inc. Multi-Loaded Multi-Span Beam D U K C(C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] °c°tI"' '{PORTLAND,OR 97266 3.125 IN x 10.5 IN x 13.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:10 AM Section Adequate By:48.1% C-ontrolling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM 'Live Load 0.14 IN U1098 Dead Load 0.29 in Total Load 0.43 IN U359 Live Load Deflection Criteria:0360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 780 lb 780 lb Dead Load 1606 lb 1606 lb Total Load 2386 lb 2386 lb Bearing Length 1.17 in 1.17 in w BEAM DATA Center Span Length 13 ft Unbraced Length-Top O ft A 13 ft B Unbraced Length-Bottom 13 ft Live Load Duration Factor 1.00 Camber Adj.Factor 0 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 120 plf Uniform Dead Load 240 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 367 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi -Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi -Comp.1 to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 7755 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: 2386 Ib 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: 38.78 in3 57.42 in3 Area(Shear): 13.51 in2 32.81 in2 Moment of Inertia(deflection): 201.6 in4 301.46 in4 Moment: 7755 ft-lb 11484 ft-lb Shear: 2386 lb 5797 lb NOTES I Project:22197 FOUR D CONST r1 page Patrick J.Burke Location:M7-BM ACROSS ENTRY ALCOVE Burke Drawings, Inc. Multi-Loaded Multi-Span Beam @:U I I(C 7040 S.E. 118TH DR or [2012 International Building Code(2012 NDS)] 111 �aair`' %PORTLAND,OR 97266 5.5 IN x 11.5 IN x 15.0 FT #2-Douglas-Fir-Larch-Dry Use StruCaic Version 9.0.2.5 12/26/2015 11:31:10 AM Section Adequate By:54.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/1267 Dead Load 0.11 in Total Load 0.26 IN L/703 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 848 lb 848 lb Dead Load 680 lb 680 lb Total Load 1528 lb 1528 lb Bearing Length 0.44 in 0.44 in w BEAM DATA Center Span Length 15 ft Unbraced Length-Top 0 ft 15h Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 113 plf #2-Douglas-Fir-Larch Uniform Dead Load 77 plf Base Values Adiusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 204 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.-L to Grain: Fc- = 625 psi Fc--i-'= 625 psi Controlling Moment: 5729 ft-lb 7.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1528 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: 78.57 in3 121.23 in3 Area(Shear): 13.48 in2 63.25 in2 Moment of Inertia(deflection): 237.95 in4 697.07 in4 Moment: 5729 ft-lb 8840 ft-lb Shear: -1528 lb 7168 lb NOTES page Project:22197 FOUR D CONST raw Location:M8-BM ACROSS STAIRS @ HALL/FOYER ��;! Burke PatrickDrawininggss, Inc. Multi-Loaded Multi-Span Beam ME R I(C 7040 S.E. 118TH DR of/ [2012 International Building Code(2012 NDS)] aRkttir.. ( PORTLAND,OR 97266 (2) 1.5 INx11.25INx11.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:10 AM Section Adequate By: 160.8% Gontrolling Factor:Moment CAUTIONS -*Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/2536 Dead Load 0.02 in Total Load 0.07 IN U1897 Live Load Deflection Criteria:0360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 495 lb 495 lb Dead Load 167 lb 167 lb Total Load 662 lb 662 lb Bearing Length 0.35 in 0.35 in BEAM DATA Center Span Length 11 ft r„r s a gra r Unbraced Length-Top 0 ft Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 90 plf #2-Douglas-Fir-Larch Uniform Dead Load 23 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 120 plf Cd=1.00 CF=9.00 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.-I-to Grain: Fc- L= 625 psi Fc-1'= 625 psi Controlling Moment: 1820 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: 662 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Compansonswrth required sections: R-ea'd Provided Section Modulus: 24.26 in3 63.28 in3 Area(Shear): 5.51 in2 33.75 in2 Moment of Inertia(deflection): 50.53 in4 355.96 in4 Moment: 1820 ft-lb 4746 ft-lb Shear: 662 lb 4050 lb NOTES page Project:22197 FOUR D CONST Patrick J.Burke Location:M9-BM ACROSS STAIRS DOWN TO LOWER LEVELT Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 8 U K(( 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] MGM)gi dM)g' %PORTLAND,OR 97266 (2)1.5lNx11.25INx4.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:10 AM Section Adequate By: 1583.1% Controlling Factor:Shear CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 180 lb 180 lb Dead Load 61 lb 61 lb Total Load 241 lb 241 lb Bearing Length 0.13 in 0.13 in w BEAM DATA Center Span Length 4 ft .,:T¢,.._...;ro:ftii-17q . ...�..,., Unbraced Length-Top 0 ft Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 90 plf #2-Douglas-Fir-Larch Uniform Dead Load 23 plf Base Values Adfusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 120 plf Cd=1.00 CF=1.00 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.-I-to Grain: Fc--1 = 625 psi Fc-1'= 625 psi Controlling Moment: 241 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 241 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: 3.21 in3 63.28 in3 Area(Shear): 2.01 in2 33.75 in2 Moment of Inertia(deflection): 2.43 in4 355.96 in4 Moment: 241 ft-lb 4746 ft-lb Shear: 241 lb 4050 lb NOTES Page Project:22197 FOUR D CONST r 4 Patrickkr winBurgs / Location:U1-ROOF BM ACROSS ENTRY PORCH �� Burke Drawings, Inc. Multi-Loaded Multi-Span Beam 6 UK If C 7040 S.E. 118TH DR of [2012 International Building Code(2012 NDS)] Mma�. (. PORTLAND,OR 97266 5.5 IN x 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCaic Version 9.0.2.5 12/26/2015 11:31:10 AM Section Adequate By:45.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2659 Dead Load 0.02 in Total Load 0.05 IN U1559 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1314 lb 1314 lb Dead Load 927 lb 927 lb Total Load 2241 lb 2241 lb Bearing Length 0.65 in 0.65 in )SEAM DATA Center w Span Length 6 ft Unbraced Length-Top O ft A s ft g Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 438 plf #2-Douglas-Fir-Larch Uniform Dead Load 298 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 747 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.I to Grain: Fc- L= 625 psi Fc- = 625 psi -Controlling Moment: 3362 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: 2241 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: 53.79 in3 78.43 in3 Area(Shear): _19 77 int _ 50 R8 in9 _ Moment of Inertia(deflection): 55.85 in4 362.75 in4 Moment: 3362 ft-lb 4902 ft-lb Shear: 2241 lb 5766 lb NOTES, page Project:22197 FOUR D CONST Patrick J.Burke Location:U2-REAR BDRM WINDOW HDRS riL Burke Drawings, Inc. Multi-Loaded Multi-Span Beam DURg 7040 S.E. 118TH DR or [2012 International Building Code(2012 NDS)] mu'��"'r{%PORTLAND,OR 97266 3.5 IN x 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/26/2015 11:31:10 AM Section Adequate By:34.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM • Live Load 0.04 IN L/1970 Dead Load 0.02 in Total Load 0.06 IN L/1229 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1389 lb 1389 lb Dead Load 837 lb 837 lb Total Load 2226 lb 2226 lb Bearing Length 1.02 in 1.02 in w BEAM DATA Center — : P'%. .dC s* ..•_'f+ 11`'vU..,.4W6.": Span Length 6 ft ,..�n � �.�.... _�_.,��,�.. �.,..m Unbraced Length-Top 0 ft 6 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 463 plf #2-Douglas-Fir-Larch Uniform Dead Load 272 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 742 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-I-to Grain: Fc--t = 625 psi Fc- = 625 psi Controlling Moment: 3339 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: -2226 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: Reck] Provided Section Modulus: 37.1 in3 49.91 in3 Area(Shear): 18.55 in2 32.38 in2 Moment of Inertia(deflection): 45.07 in4 230.84 in4 Moment: 3339 ft-lb 4492 ft-lb Shear: -2226 lb 3885 lb NOTES