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Plans (48) 4,1 s Td-c) see/ - A ALAN DESIGN ASSOCIATES, INC . OPTION PLAN NOV 28 ZOlb e 2388 FOR: MITCHELLTREE RESIDENCE BY: GARY SINISE FOUNDATION & FOUR D CONSTRUCTION (TRUSS ROOF DESIGN) GRAVITY LOADS BASED ON AFPA NDS-12 FLOOR - 40# LIVE, 10# DEAD ROOF - 25# 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 N.W.Reed St.Suite#100 PORTLAND,OR. 97210 page Project:2388 SINISE MITCHELLTREE 11111 Patrick J.Burke Location:Fl -GAR. FTG AT STAIR/POWDER RM lin Mascord Design Associates, Inc. 2187 NW Reed St.Suite 100 or Footing [2015 International Building Code(2012 NDS)] _,--1-19,4Z.,._Portland,OR 97210 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 11/21/2016 2:47:54 PM 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: 1-5.5 in Ultimate Bearing Pressure: Qu= 1281 psf - Effective Allowable Soil Bearing Pressure: Qe= 1350 psf -- Required Footing Area: Areq= 9.52 sf Area Provided: A= 10.03 sf Baseplate Bearing: 12in Bearing Required: Bear= 18498 lb Allowable Bearing: Bear-A= 83566 lb I o __.____ c, c 3 1 Beam Shear Calculations(One Way Shear): 1 3 in Beam Shear: Vu1 = 5234 lb __ ___ -- Allowable Beam Shear: Vc1 = 23515 lb 3.167 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 16077 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 7708 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 5138 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 12846 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 18498 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 970 lb Factored Moment: Mu= 87877 in-lb Nominal Moment Strength: Mn= 282847 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 in Steel Required Based on Moment: As(1)= 0.30 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 Project:2388 SINISE MITCHELLTREE 111111page Patrick J. Burke Location:F2-GAR. FTG AT EXTERIOR SIDE Alan Mascord Design Associates,Inc. Footing IIIII 2187 NW Reed St.Suite 100 / [2015 International Building Code(2012 NDS)] °f s, :_Portland,OR 97210 Footing Size: 3.5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. EM!/(6)min. StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM 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= 3.5 ft Length: L= 3.5 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= 1316 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf H-5.5 in— Required Footing Area: Areq= 11.95 sf — Area Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 23223 lb 12 in Allowable Bearing: Bear-A= 83566 lb Beam Shear Calculations(One Way Shear): _ u G Beam Shear: Vul = 7050 lb 3 i" Allowable Beam Shear: Vc1 = 25988 lb Punching Shear Calculations(Two Way Shear): 3.5 ft Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 20734 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 9676 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 6451 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 16127 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 23223 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1184 lb Factored Moment: Mu= 121920 in-lb Nominal Moment Strength: Mn= 338532 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 in Steel Required Based on Moment: As(1)= 0.42 in2 Min. Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 1.01 in2 Controlling Reinforcing Steel: As-reqd= 1.01 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= 18 in NOTES page Project:2388 SINISE MITCHELLTREE 111111 Patrick J. Burke Location:F3-CONC.FTG AT FOYER CLOSET11111of Alan Mascord Design Associates,Inc. 2187 NW Reed St.Suite 100 Footing [2015 International Building Code(2012 NDS)] _,_,41400.1.Z...ly •Portland,OR 97210 Footing Size:2.67 FT x 2.67 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W 1(4)min. StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM 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= 2.67 ft Length: L= 2.67 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 I--5.5 in--..._I Bearing Calculations: Ultimate Bearing Pressure: Qu= 1343 psf T Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.09 sf Area Provided: A= 7.13 sf Baseplate Bearing: 12 in Bearing Required: Bear= 13785 lb Bear-A= 83566 lb € O 0 Allowable Bearing: i Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vul = 3343 lb ' Allowable Beam Shear: Vc1 = 19825 lb --— 2.67 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 11246 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 5744 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 3829 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 9573 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 13785 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 689 lb Factored Moment: Mu= 55210 in-lb Nominal Moment Strength: Mn= 226628 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.19 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.77 in2 Controlling Reinforcing Steel: As-reqd= 0.77 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.02 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:2388 SINISE MITCHELLTREE IIIIII page Patrick J.Burke Location:F3-CONC. FTG AT REAR GREAT RM/DINING INSIDE CORNEAlan Mascord Design Associates, Inc. 11111Footing 2187 NW Reed St.Suite 100 [2015 International Building Code(2012 NDS)] °r ___,.."14000,1,06,_Portland,OR 97210 Footing Size:2.67 FT x 2.67 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(4)min. StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM 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= 2.67 ft Length: L= 2.67 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: 1-5.5 in i Ultimate Bearing Pressure: Qu= 1184 psf -1— i Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.25 sf Area Provided: A= 7.13 sf Baseplate Bearing: 12 in Bearing Required: Bear= 12155 lb Allowable Bearing: Bear-A= 83566 lb 0 0 Beam Shear Calculations(One Way Shear): Beam Shear: Vul = 2948 lb 3 in Allowable Beam Shear: Vc1 = 19825 lb Punching Shear Calculations(Two Way Shear): 2.67 ft Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 9917 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 5065 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 3376 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 8441 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 12155 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 689 lb Factored Moment: Mu= 48682 in-lb Nominal Moment Strength: Mn= 226628 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.16 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.77 in2 Controlling Reinforcing Steel: As-reqd= 0.77 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.02 in Note:Plain concrete adequate for bending, therefore adequate development length not required. NOTES age • Alan Project: n2388MSINISEMMITCHELLTREEIO D 1111PatrickJ.Burke Locatio : 1 - SIR PATA Multi Loaded Multi-Span Beam 2187 Mascord NW ReedDesign St.Suitessoc100iates, Inc. p of [2015 International Building Code(2012 NDS)] 6 !._Portland,OR 97210 3.5IN x 9.251N x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM Section Adequate By:47.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2263 Dead Load 0.02 in Total Load 0.05 IN L/1347 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 1209 lb 1209 lb Dead Load 822 lb 822 lb Total Load 2031 lb 2031 lb Bearing Length 0.93 in 0.93 in BEAM DATA Center ,o,. ,; . . .,. 44 q_ Span Length 6 ft 6ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 403 plf #2-Douglas-Fir-Larch Uniform Dead Load 267 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 677 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.-L to Grain: Fc- L= 625 psi Fc-L'= 625 psi Controlling Moment: 3047 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: -2031 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: 33.85 in3 49.91 in3 Area(Shear): 16.93 in2 32.38 in2 Moment of Inertia(deflection): 61.68 in4 230.84 in4 Moment: 3047 ft-lb 4492 ft-lb Shear: -2031 lb 3885 lb NOTES Project:2388 SINISE MITCHELLTREE 11111page Patrick J. Burke / Location:M2-DINING PATIO DR HDR Alan Mascord Design Associates, Inc. ISMMulti-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 [2015 International Building Code(2012 NDS)] or 3.51Nx9.251Nx6.OFT 1,r.4rr�,o} ';_Portland,OR 97210 #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM Section Adequate By:24.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1904 Dead Load 0.03 in Total Load 0.06 IN L/1133 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 1437 lb 1437 lb Dead Load 978 lb 978 lb Total Load 2415 lb 2415 lb Bearing Length 1.10 in 1.10 in BEAM DATA Center Span Length 6 ft — : Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 479 plf #2-Douglas-Fir-Larch Uniform Dead Load 319 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 805 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.1 to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 3623 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: 2415 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: 40.25 in3 49.91 in3 Area(Shear): 20.13 in2 32.38 in2 Moment of Inertia(deflection): 73.35 in4 230.84 in4 Moment: 3623 ft-lb 4492 ft-lb Shear: 2415 lb 3885 lb NOTES page Project:2388 SINISE MITCHELLTREE 1111111 Patrick J.Burke Location:M3-REAR COV.PORCH BMAlan Mascord Design Associates,Inc. 1111111Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] ___,1,fir ':.Portland,OR 97210 5.51Nx5.5INx7.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM Section Adequate By:30.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1224 Dead Load 0.05 in Total Load 0.12 IN L/712 Live Load Deflection Criteria: U480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 441 lb 441 lb Dead Load 317 lb 317 lb Total Load 758 lb 758 lb Bearing Length 0.22 in 0.22 in BEAM DATA Center Span Length 7 ft ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 126 plf #2-Douglas-Fir-Larch Uniform Dead Load 84 plf Base Values Adjusted Beam Self Weight 7 plf • Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 217 plf Cd=9.00 CF=9.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.1 to Grain: Fc-1= 625 psi Fc- = 625 psi Controlling Moment: 1326 ft-lb 3.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 758 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: 21.22 in3 27.73 in3 Area(Shear): 6.69 in2 30.25 in2 Moment of Inertia(deflection): 38.56 in4 76.26 in4 Moment: 1326 ft-lb 1733 ft-lb Shear: 758 lb 3428 lb NOTES Project:2388 SINISE MITCHELLTREE 11111page Location:M4-GREAT RM/DINING BM Patrick J. Burke �� AlaMascordWDesign Associates, Inc. / Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 [2015 International Building Code(2012 NDS)] or 5.125 IN x 16.5 IN x 17.0 FT _ ' � :-Portland,OR 97210 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM Section Adequate By:27.8% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L/761 Dead Load 0.18 in Total Load 0.44 IN L/460 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:U360 REACTIONS A B Live Load 4788 lb 3467 lb Dead Load 2888 lb 2559 lb Total Load 7676 lb 6026 lb TR2 TR1 Bearing Length 2.30 in 1.81 in BEAM DATA Center Span Length 17 ft �. Unbraced Length-Top O ft A 17 ft B Unbraced Length-Bottom 17 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.18 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 315 plf Uniform Dead Load 260 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 24F-V4-Visually Graded Western Species Total Uniform Load 593 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2374 psi Load Number One Two Cd=9.00 Cv=0.99 Left Live Load 289 plf 320 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 70 plf 80 plf Cd=9.00 Right Live Load 289 plf 320 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Right Dead Load 70 plf 80 plf Comp. L to Grain: Fc- L= 650 psi Fc--L'= 650 psi Load Start 5 ft 0 ft Load End 9.5 ft 5 ft Controlling Moment: 29813 ft-lb Load Length 4.5 ft 5 ft 7.82 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 7676 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: 150.67 in3 232.55 in3 Area(Shear): 43.45 in2 84.56 in2 Moment of Inertia(deflection): 1500.63 in4 1918.51 in4 Moment: 29813 ft-lb 46014 ft-lb Shear: 7676 lb 14939 lb NOTES Page Project:2388 SINISE MITCHELLTREE 11111 Patrick J.Burke Location:M5-GARAGE/SHOP BM Alan Mascord Design Associates,Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] ___. f; set!,-Portland,OR 97210 5.125 IN x 10.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM Section Adequate By:0.6% Controlling Factor: Deflection DEFLECTIONS Center I..OADING DIAGRAM Live Load 0.40 IN L/483 Dead Load 0.12 in Total Load 0.52 IN L/372 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 1920 lb 1920 lb Dead Load 573 lb 573 lb Total Load 2493 lb 2493 lb Bearing Length 0.75 in 0.75 in BEAM DATA Center Span Length 16 ft �s rt Unbraced Length-Top 0 ft A Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.12 Uniform Live Load 240 plf Notch Depth 0.00 Uniform Dead Load 60 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 312 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 Comp.1 to Grain: Fc-1= 650 psi Fc--i-'= 650 psi Controlling Moment: 9973 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: -2493 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: Reo'd Provided Section Modulus: 49.87 in3 94.17 in3 Area(Shear): 14.11 in2 53.81 in2 Moment of Inertia(deflection): 491.44 in4 494.4 in4 Moment: 9973 ft-lb 18834 ft-lb Shear: -2493 lb 9507 lb NOTES Project:2388 SINISE MITCHELLTREE EN page Patrick J. Burke Location:M6-FLUSH BM/FRONT MIDDLE GARAGE Alan Mascord Design Associates,Inc. Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Suite 100 [2015 International Building Code(2012 NDS)] , :_Portland,OR 97210 or � ,� 5.125 IN x 10.5 IN x 10.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM Section Adequate By:31.3% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/830 Dead Load 0.11 in Total Load 0.27 IN L/473 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 2594 lb 2594 lb Dead Load 1962 lb 1962 lb Total Load 4556 lb 4556 lb TR1 Bearing Length 1.37 in 1.37 in BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft A 10.5 ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.11 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 454 plf Uniform Dead Load 352 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 818 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Cd=1.00 Left Live Load 40 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 10 plf Cd=1.00 Right Live Load 40 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Right Dead Load 10 plf Comp.a-to Grain: Fc- L= 650 psi Fc- L'= 650 psi Load Start 0 ft Load End 10.5 ft Controlling Moment: 11958 ft-lb Load Length 10.5 ft 5.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4555 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: 59.79 in3 94.17 in3 Area(Shear): 25.78 in2 53.81 in2 Moment of Inertia(deflection): 376.6 in4 494.4 in4 Moment: 11958 ft-lb 18834 ft-lb Shear: 4555 lb 9507 lb NOTES page Project:2388 SINISE MITCHELLTREE 11111 Patrick J.Burke • Location:M7-MAIN GARAGE BM Alan Mascord Design Associates, Inc. allMulti-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 or [2015 International Building Code(2012 NDS)] ____14:44661,11....Portland,OR 97210 6.75 IN x 25.5 IN x 23.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:55 PM Section Adequate By: 10.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.37 IN L/745 Dead Load 0.22 in Total Load 0.59 IN L/467 Live Load Deflection Criteria: L1480 Total Load Deflection Criteria:L/360 I REACTIONS A B Live Load 9955 lb 8386 lb f Dead Load 6172 lb 4460 lb Total Load 16127 lb 12846 lb TR3 TR4 Bearing Length 3.68 in 2.93 in TR1 BEAM DATA Center Span Length 23 ft ss n B Unbraced Length-Top 0 ft A Unbraced Length-Bottom 23 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 UNIFORM LOADS Center Camber Required 0.22 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 37 plf 24F-V4-Visually Graded Western Species Total Uniform Load 37 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2146 psi Live Load 2594 lb 4730 lb Cd; Cv=0.89 Dead Load 1962 lb 3154 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 10.5 ft 10.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-1-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Three Four Left Live Load 240 plf 160 plf 315 plf 220 plf Controlling Moment: 118566 ft-lb Left Dead Load 60 plf 40 plf 260 plf 55 plf 10.58 Ft from left support of span 2(Center Span) Right Live Load 240 plf 160 plf 315 plf 220 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 60 plf 40 plf 260 plf 55 plf Controlling Shear: 16127 lb Load Start 0 ft 16 ft 0 ft 10.5 ft At left support of span 2(Center Span) Load End 16 ft 23 ft 10.5 ft 23 ft Created by combining all dead loads and live loads on span(s)2 Load Length 16 ft 7 ft 10.5 ft 12.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 663.1 in3 731.53 in3 Area(Shear): 91.28 in2 172.13 in2 Moment of Inertia(deflection): 7197.03 in4 9327.02 in4 Moment: 118566 ft-lb 130802 ft-lb Shear: 16127 lb 30409 lb NOTES ,Project:2388 SINISE MITCHELLTREE IIIIII page Patrick J. Burke Location:M8-GAR BM-FRONT mis Alan Mascord Design Associates,Inc. Multi-Loaded Multi-Span Beam 111, 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] �> :_Portland,OR 97210 5.125 IN x 18.0 IN x 23.0 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:55 PM Section Inadequate By: 21.3% Controlling Factor:Deflection/Depth Required 19.19 In, DEFLECTIONS Center LOADING DIAGRAM Live Load 0.53 IN L/518 Dead Load 0.40 in Total Load 0.93 IN L/297 Live Load Deflection Criteria: U480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 2895 lb 3877 lb Dead Load 2243 lb 2811 lb Total Load 5138 lb 6688 lb TR1 Bearing Length 1.54 in 2.01 in BEAM DATA Center Span Length 23 ft T � Unbraced Length-Top 0 ft Unbraced Length-Bottom 23 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.4 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 38 plf Uniform Dead Load 25 plf MATERIAL PROPERTIES Beam Self Weight 20 plf 24F-V4-Visually Graded Western Species Total Uniform Load 83 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2284 psi Load Number One Two Cd=1.00 Cv=0.95 Live Load 554 lb 2594 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 370 lb 1962 lb Cd=1.00 Location 10.5 ft 10.5 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc- L= 650 psi Fc- = 650 psi Load Number One Left Live Load 220 plf Controlling Moment: 49281 ft-lb Left Dead Load 135 plf 10.58 Ft from left support of span 2(Center Span) Right Live Load 220 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 135 plf Controlling Shear: -6688 lb Load Start 10.5 ft At right support of span 2(Center Span) Load End 23 ft Created by combining all dead loads and live loads on span(s)2 Load Length 12.5 ft Comparisons with required sections: Reci'd Provided Section Modulus: 258.95 in3 276.75 in3 Area(Shear): 37.86 in2 92.25 in2 Moment of Inertia(deflection): 3020.42 in4 2490.75 in4 Moment: 49281 ft-lb 52669 ft-lb Shear: -6688 lb 16298 lb NOTES page Project:2388 SINISE MITCHELLTREE 1111 Patrick J.Burke Location:M9-16/0 GARAGE DR HDRAlan Mascord Design Associates, Inc. 11111Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] 140, 6:.Portland,OR 97210 3.5 IN x 9.251N x 16.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:55 PM Section Adequate By: 19.3% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN L/763 Dead Load 0.20 in Total Load 0.45 IN L/429 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 504 lb 504 lb Dead Load 392 lb 392 lb Total Load 896 lb 896 lb Bearing Length 0.41 in 0.41 in BEAM DATA Center17= Span Span Length 16 ft 16ft Unbraced Length-Top 0 ft B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 63 plf #2-Douglas-Fir-Larch Uniform Dead Load 42 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 112 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.-L to Grain: Fc-1 = 625 psi Fc- L'= 625 psi Controlling Moment: 3585 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: 896 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: 39.83 in3 49.91 in3 Area(Shear): 7.47 in2 32.38 in2 Moment of Inertia(deflection): 193.54 in4 230.84 in4 Moment: 3585 ft-lb 4492 ft-lb Shear: 896 lb 3885 lb NOTES Project:2388 SINISE MITCHELLTREE page 111111 Patrick J. Burke Location:M10-FRONT COV. ENTRY BM Alan Mascord Design Associates, Inc. / Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _ 4 r ,_Portland,OR 97210 5.5INx5.5lNx8.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM Section Adequate By:0.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/820 Dead Load 0.08 in Total Load 0.20 IN L/477 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 504 lb 504 lb Dead Load 362 lb 362 lb Total Load 866 lb 866 lb Bearing Length 0.25 in 0.25 in w REAM DATA Center Span Length 8 ft .. _... w.N Unbraced Length-Top 0 ft A aft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 126 plf #2-Douglas-Fir-Larch Uniform Dead Load 84 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 217 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 Comp.-L to Grain: Fc- L= 625 psi Fc--L'= 625 psi Controlling Moment: 1732 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: 866 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: 27.72 in3 27.73 in3 Area(Shear): 7.64 in2 30.25 in2 Moment of Inertia(deflection): 57.56 in4 76.26 in4 Moment: 1732 ft-lb 1733 ft-lb Shear: 866 lb 3428 lb NOTES • page Project:2388 SINISE MITCHELLTREE 11111 Patrick J.Burke / Location:M11 -FOYER BM TO POWDR RM Alan Mascord Design Associates,Inc.MUMMulti Loaded Multi Span Beam � 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _40, ,,.Portland,OR 97210 3.5INx7.25INx4.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM Section Adequate By:42.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2259 Dead Load 0.01 in Total Load 0.03 IN L/1414 Live Load Deflection Criteria: LJ480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 1312 lb 1312 lb Dead Load 785 lb 785 lb Total Load 2097 lb 2097 lb TR1 Bearing Length 0.96 in 0.96 in w BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft 4ft- Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 240 plf #2-Douglas-Fir-Larch Uniform Dead Load 60 plf Base Values Adiusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 306 plf Cd=9.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=9.00 Left Live Load 416 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 327 plf Comp.-1-to Grain: Fc- 1 = 625 psi Fc- L'= 625 psi Right Live Load 416 plf Controlling Moment: 2097 ft-lb Right Dead Load 327 plf Load Start 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Load Enndd4 ft 0 ft Controlling Shear: -2097 lb Load Length 4 ft 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: Rea'd Provided Section Modulus: 21.51 in3 30.66 in3 Area(Shear): 17.48 in2 25.38 in2 Moment of Inertia(deflection): 28.3 in4 111.15 in4 Moment: 2097 ft-lb 2989 ft-lb Shear: -2097 lb 3045 lb NOTES page Project:2388 SINISE MITCHELLTREE 11111 Patrick J.Burke / Location:M12-FOYER BM TO GREAT RM Alan Mascord Design Associates, Inc.Ina Multi Span Beam � 2187 NW Reed St.Suite 100 of [2015 International Building Code(2012 NDS)] _ ,, le ,.Portland,OR 97210 5.5 IN x 9.51N x 7.5 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM Section Adequate By:46.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2051 Dead Load 0.04 in Total Load 0.08 IN L/1102 Live Load Deflection Criteria: 0480 Total Load Deflection Criteria:L/360 REACTIONS A Live Load 1181 lb 1181 lb Dead Load 1017 lb 1017 lb Total Load 2198 lb 2198 lb Bearing Length 0.64 in 0.64 in w BEAM DATA Center Span Length 7.5 ft �-,s _..� . :� ..,-.._�, ._. ._�__. � f Unbraced Length-Top 0 ft 7.5 ft B. Unbraced Length-Bottom 7.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 315 plf #2-Douglas-Fir-Larch Uniform Dead Load 260 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 586 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 Comp.-1-to Grain: Fc-1= 625 psi Fc--- = 625 psi Controlling Moment: 4123 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: 2199 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: 56.54 in3 82.73 in3 Area(Shear): 19.4 in2 52.25 in2 Moment of Inertia(deflection): 128.41 in4 392.96 in4 Moment: 4123 ft-lb 6032 ft-lb Shear: 2199 lb 5922 lb NOTES