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Project:BAUER page Mark Schmidt . Location:Proposed Roof&Floor Beam t� I Mark Schmidt,Designer Combination Roof And Floor Beam it 36111 South Dickey Prairie Road [2009 International Building Code(2005 NDS)] Molalla,OR 97038 or/ 3.5 IN x 7.25 IN x 4.0 FT RECEIVE') #2-Douglas-Fir-Larch-Dry Use Section Adequate By:20.6% StruCalc Version 8.0.112.0 5/21/2015 10:01:15 PM Controlling Factor:Moment LOADING DIAGRAM 'DEFLECTIONS Center JUL 8 2_01' Live Load 0.03 IN U1594 (;ITX OF TIGARD Load 0.02 in TotalLoad 0.05 IN U1040 BUILDING DIVISION Live Load Deflection Criteria:L1360 Total Load Deflection Criteria:0240 REACTIONS A B Live Load 1860 lb 1860 lb Dead Load 991 lb 991 lb Total Load 2851 lb 2851 lb M Bearing Length 1.30 in 1.30 in BEAM DATA Center _`- a ft Span Length 4 ft A — el Unbraced Length-Top 0 ft Roof Pitch 2.5 :12 Floor Duration Factor 1.00 ROOF .OADING Roof Duration Factor 1.15 Side 1 Side 2 Notch Depth 0.00 Roof Live Load RLL= 30 psf 30 psf • MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf 15 psf #2-Douglas-Fir-Larch Roof Tributary Width RTW= 7.5 ft 7.5 ft Base Values Adjusted FLOOR LOADING ` Bending Stress: Fb= 900 psi Fb'= 1346 psi Side 1 Side 2 Cd=1.15 CF=1.3o Floor Live Load FLL= 40 psf 40 psf Shear Stress' Fv= 180 psi Fv'= 207 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.15 Floor Tributa ry Width FTW= 7.5 ft 4.5 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load WALL= 80 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc-1= 625 psi Fc-1'= 625 psi BEAM LOADING Roof Uniform Live Load: wL-roof= 450 plf Controlling Moment: 2851 ft-lb Roof Uniform Dead Load: wD-roof= 230 pif 2.0 ft from left support Floor Uniform Live Load: wL-floor= 480 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 180 plf Controlling Shear: 2851 lb Beam Self Weight: BSW= 6 plf At support. Combined Uniform Live Load: wL= 930 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 495 plf Combined Uniform Total Load: wT= 1425 plf Comparisons with required sections: Redd Provided Controlling Total Design Load: wT-cont= 1425 plf Section Modulus: 25.42 in3 30.66 in3 Area(Shear): 20.66 in2 25.38 in2 Moment of Inertia(deflection): 25.65 in4 111.15 in4 Moment: 2851 ft-lb 3438 ft-lb Shear: 2851 lb 3502 lb Y Project:BAUER page Mark Schmidt Location:Proposed Floor Beam Column 1 �iU � Mark Schmidt,Designer Column . 36111 South Dickey Prairie Road of [2009 International Building Code(2005 NDS)] Molalla,OR 97038 .3.5 IN x 3.5 IN x 2.0 FT #2 Hem Fir Dry Use StruCalc Version 8.0.112.0 5/21/2015 10:01:41 PM Section Adequate By:67.5% LOADING DIAGRAM VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 3720 lb Dead Load: Vert-DL-Rxn= 1987 lb Total Load: Vert-TL-Rxn= 5707 lb COLUMN DATA Total Column Length: 2 ft Unbraced Length(X-Axis)Lx: 2 ft Unbraced Length(Y-Axis)Ly: 2 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Hem-Fir Base Values Adjusted Compressive Stress: Fc= 1300 psi Fc'= 1434 psi Cd=1.00 Cf-1.15 Cp=0.96 2ft Bending Stress(X-X Axis): Fbx= 850 psi Fbx'= 1275 psi Cd=1.00 CF=1.50 Bending Stress(Y-Y Axis): Fby= 850 psi Fby'= 1275 psi Cd=1.00 CF=1.50 !' i Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi . Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi ! I Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 IL�11 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 A Slenderness Ratio: Lex/dx= 6.86 Ley/dy= 6.86 AXIAL LOADING Live Load: PL= 3720 lb Column Calculations(Controlling Case Only): Dead Load: PD= 1982 lb Controlling Load Case:Axial Total Load Only(L+D) Column Self Weight: CSW= 5 lb Actual Compressive Stress: Fc= 466 psi Total Load: PT= 5707 lb Allowable Compressive Stress: Fc'= 1434 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1275 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby= 1275 psi Combined Stress Factor: CSF= 0.32 • Project:BAUER . page Mark Schmidt / '_ovation:Proposed Strip Footing j�ll� Mark Schmidt, Designer rooting i0 .\-i'' 36111 South Dickey Prairie Road of 2009 International Building Code(2005 NDS)] ,,#.t,'' Malaita,OR 97038 rooting Size: 1.34 FT x 4.0 FT x 10.00 IN Reinforcement in Long Direction: #4 Bars @ 9.00 IN. O.C./(2)min. Reinforcement in Short Direction-center band (Equal to width of short side): #4 StruCalc Version 8.0.112.0 5/21/2015 10:40:54 PM 3ars @ 5.19 IN.O.C./(3)min. einforcement in Short Direction-outside bands:#4 Bars @ 4.98 IN. O.C./(2) Each band. 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= 1.34 ft Length: L= 4 ft Depth. Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel I-a In { Column Width: m= 4 in —___ I I Column Depth: n= 4 in Baseplate Width. bsw= 4 in Baseplate Length. bsl= 4 in to in 6 n r n FOOTING CALCULATIONS I I 13 in Bearing Calculations: — - - - —4 ft i Ultimate Bearing Pressure: Qu= 1065 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf 4 in-4 Required Footing Area Areq= 4.15 sf _ —_-___ Area Provided: A= 5.36 sf Baseplate Bearing: Bearing Required: Bear= 8336 lb 1Q in Allowable Bearing: Bear-A= 44200 lb — 9 3 in Beam Shear Calculations(One Way Shear): _. Beam Shear: Vul = 2735 lb _ 1.34R ____-----1 Allowable Beam Shear: Vol = 7538 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 41 in FOOTING LOADING Punching Shear: Vu2= 7202 lb Live Load: PL= 3720 lb Allowable Punching Shear(ACI 11-35): vc2-a= 57656 lb Dead Load: PD= 1987 lb Allowable Punching Shear(ACI 11-36): vc2-b= 77813 lb Total Load: PT= 5707 lb Allowable Punching Shear(ACI 11-37): vc2-c= 38438 lb Ultimate Factored Load: Pu= 8336 lb Controlling Allowable Punching Shear: vc2= 38438 lb Weight to resist uplift w/1.5 F.S.: U.R.= 432 lb Short Direction: Lona Direction: Bending Calculations: Bending Calculations: Factored Moment Mu= 94.57 in-lb Factored Moment: Mu= 42029 in-lb Nominal Moment Strength: Mn= 295772 in-lb Nominal Moment Strength: Mn= 85108 in-lb Reinforcement Calculations: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.54 in Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.04 in2 Steel Required Based on Moment: As(1)= 0.19 in2 Min. Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.96 in2 Min.Code Req'd Reinf.Shrink/Temp.(ACI-10.5.4): As(2)= 0.32 in2 Controlling Reinforcing Steel: As-reqd= 0.96 in2 Controlling Reinforcing Steel: As-reqd= 0.32 in2 Selected Reinforcement: Short-band:#4's @ 5.2 in. o.c.(3)Min. Selected Reinforcement: Long Dir:#4's @ 9.0 in.o.c.(2)Min. Out.bands:#4's @ 5.0 in.o.c.(2)Min. Reinforcement Area Provided: As= 0.39 in2 Reinforcement Area Provided: As= 1.37 in2 Development Length Calculations: Development Length Calculations: Development Length Required: Ld= 15 in Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 19 in Development Length Supplied: Ld-sup= 3.04 in page Project:BAUER Mark Schmidt Location: Existing Strongback Ceiling Beam 1 fi j, Mark Schmidt,Designer Roof Beam Zti �5� ,, --' 36111 South Dickey Prairie Road [2009 International Building Code(2005 NOS)] ( '1„ ` + '" Molalla,OR 97038 of 3.125 IN x 10.5 IN x 12.0 FT • 24F-V4-Visually Graded Western Species-Dry Use Stru alc Version 8.0.112.0 5/21/2015 9:49:20 PM Section Adequate By: 37.1 Controlling Factor: Moment LOADING DIAGRAM I DEFLECTIONS Center ' Live Load 0.32 IN L/447 Dead Load 0.14 in Total Load 0.46 IN L/313 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 2250 lb 2250 lb Dead Load 962 lb 962 lb Total Load 3212 lb 3212 lb IBearing Length 1.58 in 1.58 in ____ I DATA — 12ft -- —-- __ I Span Length 12 ft A Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 2.5 :12 ROOF LOADING Roof Duration Factor 1.15 Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf - Roof Dead Load: DL= 10 psf 24F-V4-Visually Graded Western Species Tributary Width: TW= 7.5 ft Base Values Adjusted Side Two: Bending Stress: Fb= 2400 psi Controlled by: Roof Live Load: LL= 25 psf • Fb_cmpr= 1850 psi Fb'= 2760 psi Roof Dead Load: DL= 10 psf Cd=1 15 Tributary Width: TW= 7.5 ft Shear Stress: Fv= 265 psi Fv'= 305 psi Wall Load: WALL= 0 plf Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Min. Mod.of Elasticity: E_min= 930 ksi E min'= 930 ksi Adjusted Beam Length: Ladj= 12 ft Comp.-I-to Grain: Fc-1= 650 psi Fc--L'= 650 psi Beam Self Weight: BSW= 7 plf • Beam Uniform Live Load: wL= 375 plf Controlling Moment: 9636 ft-lb Beam Uniform Dead Load- wD_adj= 160 plf 6.0 ft from left support Total Uniform Load: wT= 535 plf Created by combining all dead and live loads. "— Controlling Shear: 3212 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 41.9 in3 57.42 in3 Area(Shear): 15.81 in2 32.81 in2 Moment of Inertia(deflection): 173.42 in4 301.46 in4 Moment: 9636 ft-lb 13207 ft-lb Shear: 3212 lb 6666 lb Project:BAUER page Mark Schmidt Location:Existing Strongback Columns Si`u L " Mark Schmidt.Designer Column +1 (ti\„' 36111 South Dickey Prairie Road [2009 International Building Code(2005 NDS)] �✓` Molalla,OR 97038 �f (3) 1.5INx3.5INx11.5FT #2 Douglas-Fir-Larch Dry Use StruCalc Version 8.0.112.0 5/21/2015 10:25:28 PM Section Adequate By:59.3% CAUTIONS - Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 2250 lb Dead Load: Vert-DL-Rxn= 1001 lb Total Load: Vert-TL-Rxn= 3251 lb COLUMN DATA Total Column Length: 11.5 ft B Unbraced Length(X-Axis)Lx: 8 ft Unbraced Length(Y-Axis)Ly: 8 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adiusted Compressive Stress: Fc= 1350 psi Fc'= 507 psi 1 Cd=1.00 Cf=1 15 Cp=0.33 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1553 psi Cd=1.00 CF=1 50 Cr=1.15 Bending Stress(Y-Y Axis): Fby 900 s.s. y= psi Fby= 1553 psi Cd=1.00 C F=1.50 Cr=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 4.5 in Area: A= 15.75 in2 Section Modulus(X-X Axis): Sx= 9.19 in3 Section Modulus(Y-Y Axis): Sy= 3.94 in3 i Slenderness Ratio: Lex/dx= 27.43 A Ley/dy= 21.33 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Total Load Only(L D) Live Load: PL= 2250 lb Actual Compressive Stress: Fc= 206 psi Dead Load: PD= 962 lb Allowable Compressive Stress: Fc'= 507 psi Column Self Weight: CSW= 39 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Load: PT= 3251 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1553 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1553 psi Combined Stress Factor: CSF= 0.41 Project;BAUER page Mark Schmidt . Location:Existing Strongback footing suplitiloi -4) Mark Schmidt,Designer Footing - "'p fir 36111 South Dickey Prairie Road [2009 International Building Code(2005 NOS)] ` , +�'� Molaila,OR 97038 of % tooting Size:1.34 FT x 2.0 FT x 8.00 IN Section Footing Design Adequate StruCalc Version 8.0.112.0 5/21/2015 10:29:12 PM •CAUTIONS 'Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in i-4 in—, FOOTING SIZE I I Width: W= 1.34 ft —Length: L= 2 ft Depth: Depth= 8 in Effective Depth to Top Layer of Steel: d= 6 in 8in � COLUMN AND BASEPLATE SIZE Column Type: Steel j I Column Width: m= 4 in 3 in I Column Depth: n= 4 in I l Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in 2 ft FOOTING CALCULATIONS —4 in---I Bearing Calculations: 1 I 1 Ultimate Bearing Pressure: Qu= 1213 psf Effective Allowable Soil Bearing Pressure: Qe= 1400 psf i Required Footing Area: Areq= 2.32 sf Area Provided: A= 2.68 sf 8 in Baseplate Bearing: T Bearing Required: Bear= 4801 lb Allowable Bearing: Bear-A= 84150 lb 3 in Beam Shear Calculations(One Way Shear): I Beam Shear: Vu 1 = 700 lb _ _1.34 ft_ --I Allowable Beam Shear: Vc1 = 3538 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 44 in FOOTING LOADING Punching Shear: Vu2= 3296 lb Live Load: PL= 2250 lb Controlling Allowable Punching Shear: vc2= 19312 lb Dead Load: PD= 1001 lb Total Load: PT= 3251 lb Ultimate Factored Load: Pu= 4801 lb Weight to resist uplift wl 1.5 F.S.: U.R.= 173 lb Short Direction: Long Direction: Bending Calculations: Bending Calculations: Factored Moment: Mu= 4582 in-lb Factored Moment: Mu= 9027 in-lb Nominal Moment Strength: Mn= 19800 in-lb Nominal Moment Strength: Mn= 13266 in-lb Project:BAUER page Mark Schmidt . Location:Proposed Strongback footing Mark Schmidt,Designer Footing . 36111 South Dicke Prairie Road g y. c"„ . Y of [2009 International Building Code(2005 NDS)] Molalla,OR 97038 • Footing Size:2.5 FT x 2.5 FT x 10.00 IN 1Reinforcement in Long Direction:#4 Bars @ 7.00 IN.O.C./(4)min. StruCalc Version 8.0.112.0 5121!2015 10:39:58 PM Reinforcement in Short Direction-center band (Equal to width of short side):#4 Bars @ 7.00 IN.O.C./(4)min. Reinforcement in Short Direction-outside bands:#4 Bars @ 0.00 IN. O.C./0 Each band. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.5 ft Length: L= 2.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in . Column Depth: n= 4 in Baseplate Width: bsw= 6 in Baseplate Length: bsl= 6 in _ FOOTING CALCULATIONS H-4in—I i Bearing Calculations: T 1 I Ultimate Bearing Pressure: Qu= 976 psf 1 Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 4.44 sf Area Provided: A= 6.25 sf fp in .Baseplate Bearing: Bearing Required: Bear= 8966 lb Allowable Bearing: Bear-A= 99450 lb ! i 3 Beam Shear Calculations(One Way Shear): 1 __ __ j Beam Shear: Vu1 = 1868 lb • 2.5ft — Allowable Beam Shear: Vc1 = 14063 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 45 in FOOTING LOADING Punching Shear: Vu2= 7706 lb Live Load: PL= 4110 lb Allowable Punching Shear(ACI 11-35): vc2-a= 63281 lb Dead Load: PD= 1992 lb Allowable Punching Shear(ACI 11-36): vc2-b= 79688 lb Total Load: PT= 6102 lb Allowable Punching Shear(ACI 11-37): vc2-c= 42188 lb Ultimate Factored Load: Pu= 8966 lb Controlling Allowable Punching Shear: vc2= 42188 lb Weight to resist uplift w/1.5 F.S.: U.R.= 503 lb Short Direction: Long Direction: Bending Calculations: Bending Calculations: Factored Moment Mu= 23350 in-lb Factored Moment: Mu= 23350 ii Nominal Moment Strength: Mn= 169665 in-lb Nominal Moment Strength: Mn= 169748 ii Reinforcement Calculations: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 in Concrete Compressive Block Depth: a= 0.49 ii ' Steel Required Based on Moment: As(1)= 0.10 in2 Steel Required Based on Moment: As(1)= 0.1 ii Min.Code Req'd Reinf,Shrink./Temp.(ACI-10.5.4): As(2)= 0.60 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.6 6 Controlling Reinforcing Steel: As-reqd= 0.60 in2 Controlling Reinforcing Steel: As-reqd= 0.6 il . Selected Reinforcement: Short Dir:#4's @ 7.0 in.o.c.(4)Min. Selected Reinforcement: Long Dir:#4's @ 7.0 in.o.c.(4)Min. Reinforcement Area Provided: As= 0.79 in2 Reinforcement Area Provided: As= 0.79 ii Development Length Calculations: Development Length Calculations: Development Length Required: Ld= 15 in Development Length Required: Ld= 15 n Development Length Supplied: Ld-sup= 9.5 in Development Length Supplied: Ld-sup= 9.5 ii Note:Plain concrete adequate for bending, therefore adequate development length not required. Project:BAUER page Mark Schmidt Location:Replacement Ceiling Joist + Mark Schmidt,Designer Floor Joist 36111 South Dickey Prairie Road of [2009 International Building Code(2005 NDS)] Molalla,OR 97038 1.5 IN x 7.25 IN x 15.0 FT @ 16 O.C. #2-Douglas-Fir-Larch-Dry Use Section Adequate By:25.5°%o StruCalc Version 8.0.112.0 5/21/2015 10:41:29 PM Controlling Factor:Deflection LOADING DIAGRAM 'DEFLECTIONS Center Live Load 0.20 IN U903 Dead Load 0.20 in Total Load 0.40 IN L/452 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:U360 REACTIONS A B Live Load 100 lb 100 lb Dead Load 100 lb 100 lb Total Load 200 lb 200 lb Bearing Length 0.21 in 0.21 in ' BEAM DATA Cen er 15 ft Span Length 15 ft A Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Floor sheathing applied to top of joists-top of joists fully braced. JOIST LOADING Floor Duration Factor 1.00 Uniform Floor Loading Center . MATERIAL PROPERTIES Live Load LL= 10 psf #2-Douglas-Fir-Larch Dead Load DL= 10 psf Base Values Adjusted Total Load TL= 20 psf Bending Stress: Pb= 900 TL Adj.For Joist Spacing wT= 26.7 plf 9 psi Fb'= 1242 psi Cd=1.00 CF=1.20 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. to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 750 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: 200 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: 7.25 in3 13.14 in3 Area(Shear): 1.67 in2 10.88 in2 Moment of Inertia(deflection): 37.96 in4 47.63 in4 Moment: 750 ft-lb 1360 ft-lb Shear: 200 lb 1305 lb Project:BAUER Poc° Mark Schmidt Location:Replacement Roof Rafter � Mark Schmidt,Designer Roof Rafter " 36111 South Dickey Prairie Road or [2009 International Building Code(2005 NDS)] Molalla,OR 97038 ' 1.5 INx9.25INx19.0FT(15+4)@24O.C. #2-Douglas-Fir-Larch-Dry Use Section Adequate By:22.8% Str.,Calc Version 8.0.112.0 5/21/2015 10:41:39 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Right Live Load 0.38 IN L/490 0.11 IN 2L/896 Dead Load 0.13 in 0.00 in Total Load 0.50 IN L/366 0.02 IN 2L/4238 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 RAFTER REACTIONS LOADS REACTIONS Upper Live Load @ A 187 plf 375 lb Upper Dead Load©A 71 plf 142 lb Upper Total Load @ A 259 plf 517 lb Lower Live Load @ B 301 pif 602 lb Lower Dead Load @ B 123 plf 246 lb A 15 ft B 4 ft Lower Total Load @ B 424 plf 848 lb RAFTER SUPPORT DATA A B RAFTER LOADING Bearing Length 0.55 in 0.90 in Uniform Roof Loading • RAFTER DATA Interior Eave Roof Live Load: LL= 25 psf Span Length 15 ft 4 ft Roof Dead Load: DL= 10 psf Rafter Pitch 2.5 :12 Slope Adjusted Spans And Loads Roof sheathing applied to top of joists-top of rafters fully braced. Interior Span: L-adj= 15.32 ft Roof Duration Factor 1.15 Eave Span: L-Eave-adj= 4.09 ft Peak Notch Depth 0.00 Rafter Live Load: wL-adj= 48 plf Base Notch Depth 0.00 Eave Live Load: wL-Eave-adj= 48 plf Rafter Dead Load: wD-adj= 20 plf MATERIAL PROPERTIES Rafter Total Load: wT-adj= 67 plf #2-Douglas-Fir-Larch Eave Total Load: wT-Eave-adj= 67 pif Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 1309 psi Cd=1.15 CF=1.10 Cr=1.15 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 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-1'= 625 psi Controlling Moment: 1900 ft-lb 7.352 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -554 lb 14.685 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 17.41 in3 21.39 in3 Area(Shear): 4.01 in2 13.88 in2 Moment of Inertia(deflection): 48.67 in4 98.93 in4 Moment: 1900 ft-lb 2334 ft-lb Shear: -554 lb 1915 lb • Project:BAUER page Mark Schmidt - • Location:Header Check Mark Schmidt,Designer Multi-Span Roof Beam Sf •1- 36111 South Dickey Prairie Road (2009 International Building Code(2005 NDS)1 Malaita,OR 97038 °� 3.5 IN x 11.25 IN x 8.0 FT 9X2-Douglas-Fir-Larch-Dry Use Section Adequate By:111.7% StruCalc Version 8.0.112.0 5/21/2015 9:42:33 PM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.04 IN 02408 Dead Load 0.02 in Total Load 0.06 IN L11674 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:0180 REACTIONS A Live Load 1150 lb 1150 lb Dead Load 504 lb 504 lb Total Load 1654 lb 1654 lb Bearing Length 0.76 in 0.76 in BEAM DATA Center _♦_ s n Span Length 8 ft A B Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 ft Roof Pitch 2.5 :12 ROOF LOADING Center Roof Duration Factor 1.15 Roof Live Load RLL= 25 psf Notch Depth 0.00 Roof Dead Load RDL= 10 psf MATERIAL PROPERTIES Roof Tributary Width Side One TW1 = 7.5 ft #2-Douglas Fir-Larch Roof Tributary Width Side Two TVV2= 4 ft Base Values Adjusted Wall Load WALL= 0 plf • Bending Stress: Fb= 900 psi Fb'= 1139 psi BEAM LOADING Center Cd=1.15 CF=1 10 Total Live Load 288 plf Shear Stress: Fv= 180 psi Fv'= 207 psi Total Dead Load(Adjusted for Roof Pitch) 117 plf Cd=1.15 Beam Self Weight 9 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Total Lcad 414 plf Min.Mod.of Elasticity: E min= 580 ksi E min'= 580 ksi Comp. to Grain. Fc- L= 625 psi Fc- -'= 625 psi Controlling Moment: 3308 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: 1654 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: 34.87 in3 73.83 in3 Area(Shear): 11.99 in2 39.38 in2 Moment of Inertia(deflection): 44.65 in4 415.28 in4 Moment: 3308 ft-lb 7004 ft-lb Shear: 1654 lb 5434 lb