The URL can be used to link to this page

Specifications (16) RECEIVED /iv' c3t� ) ' l [61 DEC 0 5 2016 2,016 AL AN ti ` OF TI AR1 -"r1 ;G DI ' Oil DESIGN ASSOCIATES, I N C . OPTION PLAN 22141A FOR FOUR D CONSTRUCTION 2 (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:22141A FOUR D CONST 2 EN Patrick J.Burke ' Location: FT1-FOOTING BTWN FRONT GARAGE BAYS Alan Mascord Design Associates, Inc. �� Footing2187 NW Reed St. Suite 100 of [2009 International Building Code(2012 NDS)] _.„-t f ,ry .: Portland,OR 97210 Footing Size:3.5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. ENV/(6)min. StruCalc Version 9.0.2.5 8/9/2016 9:38:48 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= 3.5 ft Length: L= 3.5 ft 1 -8 in 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= 6 in 12 in Column Depth: n= 8 in FOOTING CALCULATIONS 3 in Bearing Calculations: 5 ft Ultimate Bearing Pressure: Qu= 1312 psf I---6 in • Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 11.9 sf j Area Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 23332 lb 12 in Allowable Bearing: Bear-A= 132600 lb Beam Shear Calculations(One Way Shear): _T Beam Shear: Vu1 = 7083 lb 1 Sin Allowable Beam Shear: Vc1 = 25988 lb Punching Shear Calculations(Two Way Shear): t.s ft Critical Perimeter: Bo= 61 in Punching Shear: Vu2= 20269 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 94359 lb Live Load: PL= 10123 lb Allowable Punching Shear(ACI 11-36): vc2-b= 139838 lb Dead Load: PD= 5946 lb Allowable Punching Shear(ACI 11-37): vc2-c= 75488 lb Total Load: PT= 16069 lb Controlling Allowable Punching Shear: vc2= 75488 lb Ultimate Factored Load: Pu= 23332 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 1184 lb 1 Factored Moment: Mu= 122493 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 i N. Project:22141A FOUR D CONST 2 NE page Patrick J.Burke Location: FT2-FOOTING AT REAR GARAGE Alan Mascord Design Associates, Inc. Footing Ell 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] ____.1,4046,14e..../,- Portland,OR 97210 Footing Size:2.83 FT x 2.83 FT x 12.00 IN Reinforcement:#4 Bars @ 6.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.2.5 8/9/2016 9:38:48 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= 2.83 ft Length: L= 2.83 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= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: I—s In { Ultimate Bearing Pressure: Qu= 1267 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.52 sf Area Provided: A= 8.01 sf Baseplate Bearing: 12 in Bearing Required: Bear= 14739 lb Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): T Beam Shear: Vu1 = 3789 lb 3 In Allowable Beam Shear: Vc1 = 21013 lb :..—--—.------ --.—_.�. 2.83 ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 12144 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 6395 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3756 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 10151 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 14739 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 774 lb Factored Moment: Mu= 62568 in-lb Nominal Moment Strength: Mn= 281825 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.54 in Steel Required Based on Moment: As(1)= 0.21 in2 Min. Code Req'd Reinf. Shrink./Temp.(ACI-10.5.4):As(2)= 0.82 in2 Controlling Reinforcing Steel: As-reqd= 0.82 in2 Selected Reinforcement: #4's @ 6.0 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= 13.98 in Note: Plain concrete adequate for bending, therefore adequate development length not required. I NOTES page Project:22141A FOUR D CONST 2 EN Patrick J.Burke ' Location: FT3-FOOTING AT SIDE GARAGE BY FOYER Alan Mascord Design Associates, Inc. Footing �� 2187 NW Reed St. Suite 100 of [2009 International Building Code(2012 NDS)] _lir iyye': Portland,OR 97210 Footing Size:3.67 FT x 3.67 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(6)min. StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequacy N/A CALCULATIONS WERE HALTED DUE TO, *Footing Design Inadequate 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= 3.67 ft Length: L= 3.67 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= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1573 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf H 6 in Required Footing Area: Areq= 15.69 sf Area Provided: A= 13.47 sf 7 Baseplate Bearing: Bearing Required: Bear= 30499 lb 12 in Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): -- Beam Shear: Vu1 = 9536 lb 3 in Allowable Beam Shear: Vc1 = 27250 lb Punching Shear Calculations(Two Way Shear): 3.67 ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 27306 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 12708 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 8472 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 21180 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 30499 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1302 lb Factored Moment: Mu= 167898 in-lb Nominal Moment Strength: Mn= 339050 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.50 in Steel Required Based on Moment: As(1)= 0.57 in2 Min. Code Req'd Reinf. Shrink.ITemp. (ACI-10.5.4):As(2)= 1.06 in2 Controlling Reinforcing Steel: As-reqd= 1.06 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= 19.02 in NOTES Project:22141A FOUR D CONST 2 page 111111 Patrick J. Burke / Location: FT4-CONC. FTG AT GREAT RM/GUEST BDRM WALL Alan Mascord Design Associates, Inc. Footing 1111 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] Portland, OR 97210 Footing Size:2.83 FT x 2.83 FT x 12.00 IN Reinforcement:#4 Bars @ 6.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.2.5 8/9/2016 9:38:48 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= 2.83 ft Length: L= 2.83 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= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: I 6in___.1 Ultimate Bearing Pressure: Qu= 1338 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.94 sf Area Provided: A= 8.01 sf Baseplate Bearing: 121n Bearing Required: Bear= 15432 lb Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 3967 lb Allowable Beam Shear: Vc1 = 21013 lb Punching Shear Calculations(Two Way Shear): 2.83 n Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 12715 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 6430 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 4287 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 10717 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 15432 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 774 lb Factored Moment: Mu= 65511 in-lb Nominal Moment Strength: Mn= 281825 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.54 in Steel Required Based on Moment: As(1)= 0.22 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.82 in2 Controlling Reinforcing Steel: As-reqd= 0.82 in2 Selected Reinforcement: #4's @ 6.0 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= 13.98 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES page Project:22141A FOUR D CONST 2 EN Patrick J. Burke ' Location:FT5-CONC.FTG AT DEN/DINING WALL Alan Mascord Design Associates, Inc. Footing Ell 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] ._Portland,OR 97210 Footing Size:2.667 FT x 2.667 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W 1(4)min. StruCalc Version 9.0.2.5 8/9/2016 9:38:48 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 I 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= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS H--6 in 1 Bearing Calculations: I I Ultimate Bearing Pressure: Qu= 1301 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 6.86 sf Area Provided: A= 7.11 sf Baseplate Bearing: 12 in Bearing Required: Bear= 13327 lb I Allowable Bearing: Bear-A= 99450 lb I P n Beam Shear Calculations(One Way Shear): , 3 Beam Shear: Vu1 = 3228 lb Allowable Beam Shear: Vol = 19802 lb 2.667 n Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 10685 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 5553 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3702 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 9255 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 13327 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 688 lb Factored Moment: Mu= 53315 in-lb 1Nominal Moment Strength: Mn= 226621 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.18 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 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES page ,Project:22141A FOUR D CONST 2 Patrick J.Burke Location:Ml-WORST CASE FLR JSTS OVER GREAT RM. �• Alan Mascord Design Associates, Inc. Floor Joist2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] 1111. Portland,OR 97210 (2) 1.5 IN x 11.25 IN x 19.5 FT @16O.C. �` � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:60.0% Controlling Factor: Deflection CAUTIONS *Properly connect sheathing to double joists/rafters or fully laminate to transfer diaphragm forces. DEFLECTIONS Center LOADING DIAGRAM Live Load 0.30 IN L/768 Dead Load 0.08 in Total Load 0.38 IN U615 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 520 lb 520 lb Dead Load 130 lb 130 lb Total Load 650 lb 650 lb Bearing Length 0.35 in 0.35 in SUPPORT LOADS A B Live Load 390 plf 390 plf Dead Load 98 plf 98 plf 19.5 ft Total Load 488 plf 488 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adiusted Span Length 19.5 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr-1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Min.Mod.of Elasticity: E_min= 580 ksi Emin'= 580 ksi Uniform Floor LoadingCenter Comp.-I-to Grain: Fc--I _-= 625 psi Fc--1-'= 625 psi Live Load LL= 40 psf Dead Load DL= 10 psf Controlling Moment: 3169 ft-lb Total Load TL= 50 psf 9.75 Ft from left support of span 2(Center Span) TL Adj. For Joist Spacing wT= 66.7 plf Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 650 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: 36.74 in3 63.28 in3 Area(Shear): 5.42 in2 33.75 in2 Moment of Inertia(deflection): 222.41 in4 355.96 in4 Moment: 3169 ft-lb 5458 ft-lb Shear: 650 lb 4050 lb NOTES page Project:22141A FOUR D CONST 2 is Patrick J.Burke / Location:M10-DR HDR AT HALL TO GUEST RM Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] •4:49rinee--Portland,OR 97210 5.125 IN x 13.5 IN x 3.0 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:24.7% Controlling Factor:Shear 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 Live Load 1642 lb 6007 lb Dead Load 888 lb 3798 lb Total Load 2530 lb 9805 lb Bearing Length 0.76 in 2.94 in BEAM DATA Center Span Length 3 ft ,w. Unbraced Length-Top 0 ft 3 n Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 367 plf Notch Depth 0.00 : Uniform Dead Load 92 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 474 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 6548 lb Cd=1.00 Dead Load 4365 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.5 ft 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- = 650 psi Fc-1'= 650 psi Controlling Moment: 4830 ft-lb 2.49 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -9805 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: Reci'd Provided Section Modulus: 24.15 in3 155.67 in3 Area(Shear): 55.5 in2 69.19 in2 Moment of Inertia(deflection): 22.46 in4 1050.79 in4 Moment: 4830 ft-lb 31134 ft-lb Shear: -9805 lb 12223 lb NOTES Project:22141A FOUR D CONST 2 page is Patrick J. Burke Location:M11-BM OVER GUEST RM CLOSET 1 BUILT INS Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 or [2009 International Building Code(2012 NDS)] _.,41-440,16,1,06.. Portland,OR 97210 3.5 IN x 11.25 IN x 10.5 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:26.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN U1844 Dead Load 0.08 in Total Load 0.14 IN U878 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 872 lb 872 lb Dead Load 958 lb 958 lb Total Load 1830 lb 1830 lb TRI Bearing Length 0.84 in 0.84 in w BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft 10.5 ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 59 plf Cd=1.00 CF=1.10 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 126 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 164 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 126 plf Comp.-L to Grain: Fc-1= 625 psi Fc-J'= 625 psi Right Dead Load 164 plf Load Start 0 ft Controlling Moment: 4803 ft-lb Load End 10.5 ft 5.25 Ft from left support of span 2(Center Span) Load Length 10.5 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1830 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: 58.22 in3 73.83 in3 Area(Shear): 15.25 in2 39.38 in2 Moment of Inertia(deflection): 170.19 in4 415.28 in4 Moment: 4803 ft-lb 6091 ft-lb Shear: 1830 lb 4725 lb NOTES page Project:22141A FOUR D CONST 2 En Patrick J. Burke • Location:M12-BM OVER GUEST BDRM Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam II■ 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] ,rar._Portland,OR 97210 7.0lNx 11.25INx 14.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By: 1.3% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.43 IN L/409 Dead Load 0.29 in Total Load 0.72 IN L/243 1 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 3 REACTIONS A B Live Load 6424 lb 4145 lb Dead Load 4293 lb 2852 lb TR2 Total Load 10717 lb 6997 lb TR1 Bearing Length 2.04 in 1.33 in BEAM DATA Center �.._�_. �_ _. _._=e Span Length 14.5 ft __ � "i-_ Unbraced Length-Top 0 ft14.5 ft Unbraced Length-Bottom 14.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 220 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 55 plf Base Values Adiusted Beam Self Weight 25 plf Bending Stress: Fb= 2900 psi Fb'= 2921 psi Total Uniform Load 300 plf Cd=1.00 CF=1.01 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One Two Three Cd=1.00 Live Load 1022 lb 1098 lb 1417 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 681 lb 732 lb 945 lb Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Location 1 ft 1 ft 7 ft Controlling Moment: 32919 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 6.96 Ft from left support of span 2(Center Span) Load Number One Two Three Created by combining all dead loads and live loads on span(s)2 Left Live Load 139 plf 265 plf 50 plf Controlling Shear: 10717 lb Left Dead Load 172 plf 176 plf 34 plf At left support of span 2(Center Span) Right Live Load 139 plf 265 plf 50 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 172 plf 176 plf 34 plf Load Start 1 ft 1 ft 7 ft Comparisons with required sections: Reo'd Provided Load End 14.5 ft 7 ft 14.5 ft Section Modulus: 135.24 in3 147.66 in3 Load Length 13.5 ft 6 ft 7.5 ft Area(Shear): 55.43 in2 78.75 in2 Moment of Inertia(deflection): 820.06 in4 830.57 in4 Moment: 32919 ft-lb 35940 ft-lb Shear: 10717 lb 15225 lb NOTES page Project:22141A FOUR D CONST 2 Patrick J. Burke Location:M13-BM AT HALL TO GUEST Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam IIIr 2187 NW Reed St. Suite 100 of [2009 International Building Code(2012 NDS)] , it :-Portland, OR 97210 5.125 IN x 9.0 IN x 3.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:51.4% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/3489 Dead Load 0.01 in Total Load 0.02 IN L/1903 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1828 lb 2939 lb Dead Load 1512 lb 2444 lb Total Load 3340 lb 5383 lb Bearing Length 1.00 in 1.62 in BEAM DATA Center Span Length 3.5 ft zB Unbraced Length-Top 0 ft t,5 ft Unbraced Length-Bottom 3.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.01 Uniform Live Load 40 plf Notch Depth 0.00 Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 60 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb cmpr= 1850 psi Fb'= 2400 psi Live Load 4627 lb Cd=1.00 Dead Load 3886 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.17 ft 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- L= 650 psi Fc- = 650 psi Controlling Moment: 7106 ft-lb 2.17 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -5383 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 Comparisons with required sections: Req'd Provided Section Modulus: 35.53 in3 69.19 in3 Area(Shear): 30.47 in2 46.13 in2 Moment of Inertia(deflection): 39.26 in4 311.34 in4 Moment: 7106 ft-lb 13838 ft-lb Shear: -5383 lb 8149 lb NOTES page Project:22141A FOUR D CONST 2 si Patrick J.Burke Location: M14-ANGLED BM. BTWN FOYER/NOOK Alan Mascord Design Associates, Inc. / Multi-Loaded Multi-Span Beam MIR 2187 NW Reed St. Suite 100 of [2009 International Building Code(2012 NDS)] , !:. Portland,OR 97210 (2)1.5 INx11.25INx7.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:846.6% 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 0.01 IN UMAX Dead Load 0.00 in Total Load 0.01 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 125 lb 250 lb Dead Load 59 lb 90 lb Total Load 184 lb 340 lb Bearing Length 0.10 in 0.18 in BEAM DATA Center Span Length 7.5 ft Unbraced Length-Top 0 ft A 7.6 ft— Unbraced Length-Bottom 7.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 7 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 0 plf Min. Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 100 plf Comp.1 to Grain: Fc- L= 625 psi Fc-1'= 625 psi Right Dead Load 25 plf Controlling Moment: 501 ft-lb Load Start 0 ft Load End 7.5 ft 4.28 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Load Length 7.5 ft Controlling Shear: -340 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 Comparisons with required sections: Req'd Provided Section Modulus: 6.69 in3 63.28 in3 Area(Shear): 2.83 in2 33.75 in2 Moment of Inertia(deflection): 8.91 in4 355.96 in4 Moment: 501 ft-lb 4746 ft-lb Shear: -340 lb 4050 lb NOTES Project:22141A FOUR D CONST 2 page Es Patrick J. Burke Location:M15-BM 0/STAIR/FOYER/NOOK HALLAlan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 111112187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] Portland,OR 97210 3.125 IN x 9.0 IN x 11.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By: 19.8% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.31 IN U431 Dead Load 0.08 in Total Load 0.39 IN 11340 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1750 lb 1697 lb Dead Load 471 lb 458 lb Total Load 2221 lb 2155 lb Bearing Length 1.09 in 1.06 in BEAM DATA Center Span Length 11 ft t .. Unbraced Length-Top 0 ft 11 n b Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.08 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 300 plf Uniform Dead Load 75 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 381 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 147 lb Cd=1.00 Dead Load 37 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3.5 ft 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.Ito Grain: Fc- L= 650 psi Fc-1'= 650 psi Controlling Moment: 6090 ft-lb 5.39 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2221 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: 30.45 in3 42.19 in3 Area(Shear): 12.57 in2 28.13 in2 Moment of Inertia(deflection): 158.52 in4 189.84 in4 Moment: 6090 ft-lb 8438 ft-lb Shear: 2221 lb 4969 lb NOTES page Project:22141A FOUR D CONST 2is Patrick J.Burke Location:M15-MULT JSTS OVER STAIRS Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] 11404y11.Portland,OR 97210 (2)1.5INx11.25INx3.67FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:441.9% 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 Live Load 587 lb 587 lb Dead Load 160 lb 160 lb Total Load 747 lb 747 lb Bearing Length 0.40 in 0.40 in BEAM DATA Center Span Length 3.67 ft Unbraced Length-Top 0 ft A 3.67 ft Unbraced Length-Bottom 3.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 320 plf #2-Douglas-Fir-Larch Uniform Dead Load 80 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 407 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- L= 625 psi Fc- = 625 psi Controlling Moment: 686 ft-lb 1.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 747 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: 9.14 in3 63.28 in3 Area(Shear): 6.23 in2 33.75 in2 Moment of Inertia(deflection): 6.67 in4 355.96 in4 Moment: 686 ft-lb 4746 ft-lb Shear: 747 lb 4050 lb NOTES page Project:22141A FOUR D CONST 2 EN Patrick J. Burke Location: M16-6/0 PATIO DR HDR AT NOOK Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 111112187 NW Reed St. Suite 100 o [2009 International Building Code(2012 NDS)] _ Portland,OR 97210 f 5.5 IN x 11.5 IN x 6.0 FTS #2 Douglas-Fir-Larch Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:29.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U2319 Dead Load 0.02 in Total Load 0.05 IN L/1475 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 2796 lb 2637 lb Dead Load 1600 lb 1507 lb Total Load 4396 lb 4144 lb Bearing Length 1.28 in 1.21 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft 14 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 132 plf #2-Douglas-Fir-Larch Uniform Dead Load 158 plf Base Values Adiusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 304 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 696 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 409 lb Min.Mod.of Elasticity: E_min= 470 ksi E min'= 470 ksi Location 4.5 ft Comp.-I-to Grain: Fc-1-= 625 psi Fc-1'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 6814 ft-lb Load Number One Two 3.12 Ft from left support of span 2(Center Span) Left Live Load 320 plf 450 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 80 plf 264 plf Controlling Shear: 4396 lb Right Live Load 320 plf 450 plf At left support of span 2(Center Span) Right Dead Load 80 plf 264 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 0 ft Load End 6 ft 4.5 ft Comparisons with required sections: Req'd Provided Load Length 6 ft 4.5 ft Section Modulus: 93.45 in3 121.23 in3 Area(Shear): 38.78 in2 63.25 in2 Moment of Inertia(deflection): 170.19 in4 697.07 in4 Moment: 6814 ft-lb 8840 ft-lb Shear: 4396 lb 7168 lb NOTES • page Project:22141A FOUR D CONST 2 Patrick J.Burke Location: M17-REAR COVERED PORCH BM Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] ry .Portland,OR 97210 5.125 INx10.5INx19.0FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:9.4% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.52 IN U435 Dead Load 0.34 in Total Load 0.87 IN L/262 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1511 lb 1511 lb Dead Load 994 lb 994 lb Total Load 2505 lb 2505 lb Bearing Length 0.75 in 0.75 in - w BEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft 19 ft Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 159 plf Notch Depth 0.00 Uniform Dead Load 93 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 264 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.1 to Grain: Fc- = 650 psi Fc-1'= 650 psi Controlling Moment: 11898 ft-lb 9.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2505 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: 59.49 in3 94.17 in3 Area(Shear): 14.18 in2 53.81 in2 Moment of Inertia(deflection): 452.05 in4 494.4 in4 Moment: 11898 ft-lb 18834 ft-lb Shear: -2505 lb 9507 lb NOTES .Project:22141A FOUR D CONST 2 EN page Patrick J. Burke Location:M18-WINDOW HDR AT KITCHEN Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 111■ 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] ,r ,,.9 .Portland,OR 97210 3.5INx9.25INx4.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:208.2% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/7816 Dead Load 0.00 in Total Load 0.01 IN L/5285 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 714 lb 823 lb Dead Load 305 lb 437 lb Total Load 1019 lb 1260 lb Bearing Length 0.47 in 0.58 in TR2 BEAM DATA Center TR1 Span Length 4 ft _. . Unbraced Length-Top 0 ft � 1ft Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 7 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 92 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 54 lb Min. Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 2.25 ft Comp.-L to Grain: Fc---= 625 psi Fc--L'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 1194 ft-lb Load Number One Two 2.24 Ft from left support of span 2(Center Span) Left Live Load 317 plf 417 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 109 plf 237 plf Controlling Shear: -1261 lb Right Live Load 319 plf 417 plf At right support of span 2(Center Span) Right Dead Load 109 plf 237 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 2.25 ft Load End 2.25 ft 4 ft Comparisons with required sections: Read Provided Load Length 2.25 ft 1.75 ft Section Modulus: 13.26 in3 49.91 in3 Area(Shear): 10.51 in2 32.38 in2 Moment of Inertia(deflection): 10.63 in4 230.84 in4 Moment: 1194 ft-lb 4492 ft-lb Shear: -1261 lb 3885 lb NOTES page Project:22141A FOUR D CONST 2 is Patrick J.Burke Location:M19-BM BTWN GREAT RM I NOOK Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 or [2009 International Building Code(2012 NDS)] fes} ' .Portland,OR 97210 5.125 IN x 10.5IN x 19.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By: 19.8% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.33 IN L/697 Dead Load 0.20 in Total Load 0.53 IN L/431 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 1455 lb 623 lb Dead Load 923 lb 368 lb Total Load 2378 lb 991 lb Bearing Length 0.71 in 0.30 in w BEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft — – 19 ft B Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.2 UNIFORM LOADS Center Uniform Live Load 40 plf NotchDRehquired 0.00 Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 62 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by.' Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1318 lb Cd=1.00 Dead Load 879 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc- L= 650 psi Fc-L'= 650 psi Controlling Moment: 7941 ft-lb 3.61 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2378 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: 39.71 in3 94.17 in3 Area(Shear): 13.46 in2 53.81 in2 Moment of Inertia(deflection): 412.74 in4 494.4 in4 Moment: 7941 ft-lb 18834 ft-lb Shear: 2378 lb 9507 lb NOTES Project:22141A FOUR D CONST 2 page En Patrick J. Burke Location:M2-FLR JSTS OVER MID FRONT GARAGE Alan Mascord Design Associates, Inc. Floor Joist 2187 NW Reed St. Suite 100 0f [2009 International Building Code(2012 NDS)] _., ( in / . Portland,OR 97210 1.5 INx11.25INx10.5FT @ 16 O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By: 122.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN 02217 Dead Load 0.03 in Total Load 0.09 IN U1444 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A !� Live Load 359 lb 293 lb Dead Load 262 lb 131 lb Total Load 621 lb 424 lb 1 Bearing Length 0.66 in 0.45 in SUPPORT LOADS A B Live Load 269 plf 220 plf Dead Load 197 plf 98 plf -10.5 ft Total Load 466 plf 318 plf MATERIAL PROPERTIES _ #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 10.5 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr-1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Min. Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Uniform Floor LoadingCenter Comp.1 to Grain: Fc-1= 625 psi Fc- ,'= 625 psi Live Load LL= 40 psf Controlling Moment: 1227 ft-lb Dead Load DL= 15 psf 4.72 Ft from left support of span 2(Center Span) Total Load TL= 55 psf Created by combining all dead loads and live loads on span(s)2 TL Adj.For Joist Spacing wT= 73.3 plf Controlling Shear: 620 lb WaWaall l One At left support of span 2(Center Span) Live Load( l to Joists): Li = 69 plf Created by combining all dead loads and live loads on span(s)2 Dead Load(J to Joists)O1 = 137 plf Load Comparisons with required sections: Req'd Provided ft Location Xi = 1.5 Section Modulus: 14.23 in3 31.64 in3 Area(Shear): 5.17 in2 16.88 in2 Moment of Inertia(deflection): 44.36 in4 177.98 in4 Moment: 1227 ft-lb 2729 ft-lb Shear: 620 lb 2025 lb NOTES page Project:22141A FOUR D CONST 2 is Patrick J.Burke Location:M20-BM BTWN DINING/PANTRY Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St. Suite 100 of [2009 International Building Code(2012 NDS)] / Qy :_Portland,OR 97210 3.5 IN x 9.25 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:38.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4597 Dead Load 0.00 in Total Load 0.01 IN L/3016 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1683 lb 1923 lb Dead Load 833 lb 893 lb Total Load 2516 lb 2816 lb TR1 Bearing Length 1.15 in 1.29 in w BEAM DATA Center Span Length 3 ft '" --' Unbraced Length-Top 0 ft A 3 ft Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 400 plf #2-Douglas-Fir-Larch Uniform Dead Load 100 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 507 plf Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two Cd=1.00 Live Load 1298 lb 628 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 866 lb 418 lb Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 1.5 ft 1.5 ft Comp.-L to Grain: Fc--L= 625 psi Fc-- '= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 3203 ft-lb Load Number One 1.5 Ft from left support of span 2(Center Span) Left Live Load 320 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 80 plf Controlling Shear: -2816 lb Right Live Load 320 plf At right support of span 2(Center Span) Right Dead Load 80 plf Created by combining all dead loads and live loads on span(s)2 Load Start 1.5 ft Load End 3 ft Comparisons with required sections: Red Provided Load Length 1.5 ft Section Modulus: 35.59 in3 49.91 in3 Area(Shear): 23,46 in2 32.38 in2 Moment of Inertia(deflection): 18.37 in4 230.84 in4 Moment: 3203 ft-lb 4492 ft-lb Shear: -2816 lb 3885 lb NOTES Project:22141A FOUR D CONST 2 EN page Patrick J. Burke Location: M21-BM OVER KITCHEN CABINETS Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] r _ Portland,OR 97210 5.125 IN x 12.0 IN x 15.0 FT _-f'?.i '�1 .. 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:47.5% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN L/1099 Dead Load 0.18 in Total Load 0.34 IN L/531 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A_ Live Load 1433 lb 1433 lb Dead Load 1532 lb 1532 lb Total Load 2965 lb 2965 lb Bearing Length 0.89 in 0.89 in BEAM DATA Center Span Length 15 ft Unbraced Length-Top 0 ft '5ft Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.18 Uniform Live Load 40 plf Notch Depth 0.00 Uniform Dead Load 90 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 143 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 151 plf Cd=1.00 Left Dead Load 101 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 151 plf Cd=1.00 Right Dead Load 101 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load End 15 ft Comp.-L to Grain: Fc-1= 650 psi Fc--L'= 650 psi Load Length 15 ft Controlling Moment: 11119 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: -2965 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: 55.59 in3 123 in3 Area(Shear): 16.78 in2 61.5 in2 Moment of Inertia(deflection): 500.26 in4 738 in4 Moment: 11119 ft-lb 24600 ft-lb Shear: -2965 lb 10865 lb NOTES page Project:22141A FOUR D CONST 2 Es Patrick J.Burke ' Location:M22-MULT JSTS OVER BUTLERS PANTRY Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of/ [2009 International Building Code(2012 NDS)] , t .Portland,OR 97210 (2) 1.5 IN x 11.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:263.1% 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 0.01 IN UMAX Dead Load 0.01 in Total Load 0.01 IN L/5810 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 515 lb 515 lb Dead Load 531 lb 531 lb Total Load 1046 lb 1046 lb TR1 Bearing Length 0.56 in 0.56 in w BEAM DATA Center SSOMONEENIM" Span Length 5 ft ` Unbraced Length-Top O ft A 5 ft B Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 166 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 195 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 166 plf Comp.-L to Grain: Fc- = 625 psi Fc-1'= 625 psi Right Dead Load 195 plf Controlling Moment: 1307 ft-lb Load E 0 ft 2.5 Ft from left support of span 2(Center Span) Load End Load 5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5 ft Controlling Shear: 1046 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 17.43 in3 63.28 in3 Area(Shear): 8.71 in2 33.75 in2 Moment of Inertia(deflection): 14.7 in4 355.96 in4 Moment: 1307 ft-lb 4746 ft-lb Shear: 1046 lb 4050 lb NOTES E. page Project:22141A FOUR D CONST 2 Patrick J. Burke Location:M23-BM OVER DINING Alan Mascord Design Associates, Inc. / Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] fl� 4y> iC., Portland,OR 97210 5.5 IN x 9.5 IN x 11.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By: 1.4% Controlling Factor:Moment DEFLECTIONS Center I LOADING DIAGRAM Live Load 0.13 IN L/1029 Dead Load 0.13 in Total Load 0.25 IN L/521 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1095 lb 1095 lb Dead Load 1069 lb 1069 lb Total Load 2164 lb 2164 lb Bearing Length 0.63 in 0.63 in BEAM DATA Center Span Length 11 ft Unbraced Length-Top 0 ft if ft Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 61 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Left Live Load 159 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Dead Load 173 plf Min. Mod. of Elasticity: E_min= 470 ksi E_min'= 470 ksi Right Live Load 159 plf Comp.J-to Grain: Fc-1= 625 psi Fc--- = 625 psi Right Dead Load 173 plf Load Start 0 ft Controlling Moment: 5949 ft-lb Load End 11 ft 5.5 Ft from left support of span 2(Center Span) Load Length 11 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2163 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: 81.59 in3 82.73 in3 Area(Shear): 19.09 in2 52.25 in2 Moment of Inertia(deflection): 181.19 in4 392.96 in4 Moment: 5949 ft-lb 6032 ft-lb Shear: 2163 lb 5922 lb NOTES Amimormiumisimitimosiiir page Project:22141A FOUR D CONST 2 Patrick J.Burke Location:M24-FOYER/DEN CLG BME■ Alan Mascord Design Associates, Inc.2187 NW Reed St.Suite 100 Multi-Loaded Multi-Span Beam of [2009 International Building Code(2012 NDS)] _4(4,„„,..,,„/... Portland,OR 97210 3.5 IN x 5.5 IN x 4.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:29.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/1715 Dead Load 0.03 in Total Load 0.06 IN L/865 Live Load Deflection Criteria: LJ480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 596 lb 596 lb Dead Load 585 lb 585 lb Total Load 1181 lb 1181 lb Bearing Length 0.54 in 0.54 in w BEAM DATA Center ___ Span Length 4.5 ft Unbraced Length-Top 0 ft ,.5 ft Unbraced Length-Bottom 4.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 265 plf #2-Douglas-Fir-Larch Uniform Dead Load 256 plf Base Values Adiusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 525 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-L to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 1329 ft-lb 2.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1182 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: 13.63 in3 17.65 in3 Area(Shear): 9.85 in2 19.25 in2 Moment of Inertia(deflection): 20.19 in4 48.53 in4 Moment: 1329 ft-lb 1720 ft-lb Shear: 1182 lb 2310 lb NOTES page Project:22141A FOUR D CONST 2 EN Patrick J. Burke Location: M25-BM OVER FRONT PORCH Alan Mascord Design Associates, Inc. / Multi-Loaded Multi-Span Beam 11 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] Portland,OR 97210 3.5 IN x 9.25 IN x 6.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:340.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U6238 Dead Load 0.01 in Total Load 0.02 IN U3717 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 374 lb 374 lb Dead Load 254 lb 254 lb Total Load 628 lb 628 lb Bearing Length 0.29 in 0.29 in BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft i•5 ft Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 115 plf #2-Douglas-Fir-Larch Uniform Dead Load 71 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 193 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 Min. Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc- 1 = 625 psi Fc--L'= 625 psi Controlling Moment: 1019 ft-lb 3.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 627 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: 11.33 in3 49.91 in3 Area(Shear): 5.23 in2 32.38 in2 Moment of Inertia(deflection): 14.91 in4 230.84 in4 Moment: 1019 ft-lb 4492 ft-lb Shear: 627 lb 3885 lb NOTES page Project:22141A FOUR D CONST 2 En Patrick J.Burke / Location:M26-WINDOW HDR AT GUEST BATH Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] _,. ,ya',..Portland,OR 97210 3.5INx3.5INx4.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By:29.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U1191 Dead Load 0.05 in Total Load 0.09 IN U537 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 280 lb 280 lb Dead Load 341 lb 341 lb Total Load 621 lb 621 lb TR1 Bearing Length 0.28 in 0.28 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft 4n B Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 3 plf Bending Stress: Fb= 900 psi Fb'= 1350 psi Total Uniform Load 53 plf Cd=1.00 CF=1.50 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 100 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 158 plf Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 100 plf Comp.-L to Grain: Fc- L= 625 psi Fc--L'= 625 psi Right Dead Load 158 plf Load Start Controlling Moment: 621 ft-lb 2.0 Ft from left support of span 2(Center Span) Load Enndd4 ft 0 ft Load Length 4 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 621 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: 5.52 in3 7.15 in3 Area(Shear): 5.18 in2 12.25 in2 Moment of Inertia(deflection): 5.59 in4 12.51 in4 Moment: 621 ft-lb 804 ft-lb Shear: 621 lb 1470 lb NOTES page , Project:22141A FOUR D CONST 2 Patrick J. Burke Location:M27-REAR GREAT RM WIN. HDR(4 PT BRG) �� Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span 2187BeamNW Reed St. Suite 100 �� o [2009 International Building Code(2012 NDS)] ._Portland, OR 97210 5.5 IN x 9.5 IN x 9.0 FT(3+3+3) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:48 AM Section Adequate By: 18,3% Controlling Factor: Shear DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.00 IN UMAX 0.00 IN L/MAX 0.00 IN UMAX Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.00 IN U9007 0.00 IN UMAX 0.00 IN U7834 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B C D Live Load 1508 lb 3362 lb 3226 lb 3174 lb Dead Load 666 lb 1663 lb 1552 lb 1831 lb i Total Load 2174 lb 5025 lb 4778 lb 5005 lb rR3 TRI Bearing Length 0.63 in 1.46 in 1.39 in 1.46 in BEAM DATA Left Center Right TRI TR2 w w Span Length 3 ft 3 ft 3 ft .__. Unbraced Length-Top O ft O ft 0 ft 3 f 3ft v ft 11 Unbraced Length-Bottom 3 ft 3 ft 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center Right MATERIAL PROPERTIES Uniform Live Load 0 plf 380 plf 380 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf 95 plf 95 plf Base Values Adiusted Beam Self Weight 11 plf 11 plf 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 plf 486 plf 486 plf Cd=1.00 CF=1.00 POINT LOADS-LEFT SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 793 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 198 lb Comp.-L to Grain: Fc--I-= 625 psi Fc--I-'= 625 psi Location 1 ft CENTER SPAN Controlling Moment: 2388 ft-lb Load Number One 2.49 Ft from left support of span 3(Right Span) Live Load 524 lb Created by combining all dead loads and live loads on span(s)3 Dead Load 349 lb Controlling Shear: -5005 lb At right support of span 3(Right Span) Location 2.5 ft Created by combining all dead loads and live loads on span(s) 1,3 RIGHT SPAN Load Number One Live Load 3322 lb Comparisons with required sections: Req'd Provided Dead Load 2215 lb Section Modulus: 32.75 in3 82.73 in3 Location 2.5 ft Area(Shear): 44.16 in2 52.25 in2 Moment of Inertia(deflection): 13.97 in4 392.96 in4 TRAPEZOIDAL LOADS-LEFT SPAN Moment: 2388 ft-lb 6032 ft-lb Load Number One Two Three Shear: -5005 lb 5922 lb Left Live Load 300 plf 380 plf 428 plf NOTES Left Dead Load 75 plf 95 plf 366 plf Right Live Load 300 plf 380 plf 428 plf Right Dead Load 75 plf 95 plf 366 plf Load Start Oft 1 ft O ft Load End 1 ft 3ft 3 ft Load Length 1 ft 2 ft 3 ft CENTER SPAN Load Number One Left Live Load 428 plf Left Dead Load 366 plf Right Live Load 428 plf Right Dead Load 366 plf Load Start 0 ft Load End 2.5 ft Load Length 2.5 ft page Project:22141A FOUR D CONST 2 mi Patrick J.Burke • Location:M28-FLUSH BM DINING/DEN 0/FOYER Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam Ell 2187 NW Reed St.Suite 100 or [2009 International Building Code(2012 NDS)] f44ie /.:Portland,OR 97210 5.125 IN x 10.5 IN x 11.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Section Adequate By: 16.4% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/700 Dead Load 0.13 in Total Load 0.32 IN U419 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A B I Live Load 3334 lb 1637 lb Dead Load 2289 lb 1032 lb Total Load 5623 lb 2669 lb Bearing Length 1.69 in 0.80 in TR3 BEAM DATA Center ._._. ---- — — — -.— — ----- -,. Span Length 11 ft Unbraced Length-Top 0 ft11 ft B Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.13 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 1183 Ib 709 lb Cd=1.00 Dead Load 789 lb 472 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4.5 ft 4.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1to Grain: Fc--I-= 650 psi Fc-1'= 650 psi Load Number One Two Three Left Live Load 200 plf 80 plf 422 plf Controlling Moment: 14968 ft-lb Left Dead Load 55 plf 20 plf 361 plf 4.51 Ft from left support of span 2(Center Span) Right Live Load 200 plf 80 plf 422 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 55 plf 20 plf 361 plf Controlling Shear: 5624 lb Load Start 0 ft 2.5 ft 0 ft At left support of span 2(Center Span) Load End 2.5 ft 11 ft 4.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2.5 ft 8.5 ft 4.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 74.84 in3 94.17 in3 Area(Shear): 31.83 in2 53.81 in2 Moment of Inertia(deflection): 424.87 in4 494.4 in4 Moment: 14968 ft-lb 18834 ft-lb Shear: 5624 lb 9507 lb NOTES page Project:22141A FOUR D CONST 2 Patrick J. Burke Location: M29-KIT./BUTLER'S PANTRY HDR �■ Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 1111o [2009 International Building Code(2012 NDS)] ,40eelk -Portland,OR 97210 3.5 IN x 5.5 IN x 3.0 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Section Adequate By:60.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/2865 Dead Load 0.01 in Total Load 0.02 IN L/1888 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 464 lb 764 lb Dead Load 253 lb 328 lb Total Load 717 lb 1092 lb Bearing Length 0.33 in 0.50 in BEAM DATA Center Span Length 3 ft Unbraced Length-Top 0 ft A aft B Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 4 plf Cd=1.00 CF=1.30 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=9.00 Load Number One Live Load 628 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 418 Ib Comp.-L to Grain: Fc- = 625 psi Fc-1'= 625 psi Location 1.5 ft Controlling Moment: 1070 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.5 Ft from left support of span 2(Center Span) Load Number One Created by combining all dead loads and live loads on span(s)2 Left Live Load 400 plf Controlling Shear: -1092 lb Left Dead Load 100 plf At right support of span 2(Center Span) Right Live Load 400 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 100 plf Load Start 1.5 ft Comparisons with required sections: Req'd Provided Load End 3 ft Section Modulus: 10.98 in3 17.65 in3 Load Length 1.5 ft Area(Shear): 9.1 in2 19.25 in2 Moment of Inertia(deflection): 9.25 in4 48.53 in4 Moment: 1070 ft-lb 1720 ft-lb Shear: -1092 lb 2310 lb NOTES page Project:22141A FOUR D CONST 2 En Patrick J.Burke Location:M3-FLR JSTS OVER FRONT GARAGE Alan Mascord Design Associates,Inc. Floor Joist �� 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] ____,44140.40,,L...Portland,OR 97210 1.5 INx11.25INx10.5FT @ 16 O.C. - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Section Adequate By:69.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1958 Dead Load 0.05 in Total Load 0.11 IN L/1143 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 364 lb 314 lb Dead Load 275 lb 173 lb Total Load 639 lb 487 lb 1 Bearing Length 0.68 in 0.52 in SUPPORT LOADS A B Live Load 273 plf 236 plf Dead Load 206 plf 130 plf �osn Total Load 479 plf 365 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adiusted Span Length 10.5 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr=1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Min. Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Uniform Floor Loading Center Comp.--to Grain: Fc-1= 625 psi Fc-1-' = 625 psi Live Load LL= 40 psf Dead Load DL= 15 psf Controlling Moment: 1613 ft-lb TotalTL 3.88 Ft from left support of span 2(Center Span) = 55 psf TL Adj. Load w Created by combining all dead loads and live loads on span(s)2 For Joist Spacing T= 73.3 plf Controlling Shear: 638 lb Wall neing At left support of span 2(Center Span) Waalll OOne 1 Created by combining all dead loads and live loads on span(s)2 Live Load( Joists): L1 = 88 plf Dead Load( to Joists):D1 = 178 plf Comparisons with required sections: Req'd Provided Load Location X1 = 3 ft Section Modulus: 18.7 in3 31.64 in3 Area(Shear): 5.32 in2 16.88 in2 Moment of Inertia(deflection): 56.06 in4 177.98 in4 Moment: 1613 ft-lb 2729 ft-lb Shear: 638 lb 2025 lb NOTES i Project:22141A FOUR D CONST 2 NI page Patrick J. Burke Location:M4-MULT JSTS OVER FRONT GARAGE Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 11.1111 2187 NW Reed St. Suite 100 of [2009 International Building Code(2012 NDS)] _ Portland,OR 97210 (2) 1.5 INx11.25INx10.5FT ''� r's4 . #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Section Adequate By:79.8% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/3739 Dead Load 0.06 in Total Load 0.09 IN L/1356 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 468 lb 280 lb Dead Load 614 lb 602 lb Total Load 1082 lb 882 lb TRS Bearing Length 0.58 in 0.47 in BEAM DATA Center Span Length 10.5 ft .; ;N Unbraced Length-Top 0 ft -A 10.5 ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two Cd=1.00 Left Live Load 219 plf 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 239 plf 90 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Live Load 219 plf 0 plf Comp.-I-to Grain: Fc-1 = 625 psi Fc--- = 625 psi Right Dead Load 239 plf 90 plf • Controlling Moment: 2640 ft-lb Load Start 1.5 ft 3 ft Load End 3 ft 10.5 ft 4.51 Ft from left support of span 2(Center Span) Load Length 1.5 ft 7.5 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1082 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: 35.2 in3 63.28 in3 Area(Shear): 9.01 in2 33.75 in2 Moment of Inertia(deflection): 62.99 in4 355.96 in4 Moment: 2640 ft-lb 4746 ft-lb Shear: 1082 lb 4050 lb NOTES page Project:22141A FOUR D CONST 2 EN Patrick J.Burke ' Location:M5-16/0 O.H.GARAGE DR HDR Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 111.1112187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] .,foa/..Portland,OR 97210 5.125 IN x 13.5IN x 16.0 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Section Adequate By:50.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L1703 Dead Load 0.23 in Total Load 0.51 IN L/379 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2641 lb 2932 lb Dead Load 2182 lb 2576 lb Total Load 4823 lb 5508 lb Bearing Length 1.45 in 1.65 in TR1 TR2 BEAM DATA Center Span Length 16 ft ,. �.,. . I, Unbraced Length-Top 0 ft1s f1 A-- B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.35 Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 15 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 468 lb Cd=1.00 Dead Load 614 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 11.75 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 Comp.-L to Grain: Fc-1= 650 psi Fc--1-'= 650 psi Left Live Load 313 plf 336 plf Left Dead Load 235 plf 269 plf Controlling Moment: 20662 ft-lb Right Live Load 313 plf 336 plf 8.64 Ft from left support of span 2(Center Span) Right Dead Load 235 plf 269 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 11.75 ft Controlling Shear: -5509 lb Load End 11.75 ft 16 ft At right support of span 2(Center Span) Load Length 11.75 ft 4.25 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 103.31 in3 155.67 in3 Area(Shear): 31.18 in2 69.19 in2 Moment of Inertia(deflection): 665.96 in4 1050.79 in4 Moment: 20662 ft-lb 31134 ft-lb Shear: -5509 lb 12223 lb NOTES 1 page Project:22141A FOUR D CONST 2 in Patrick J.Burke Location:M6-9/0 O.H.GARAGE DR HDR Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam �� 2187 NW Reed St. Suite 100 or [2009 International Building Code(2012 NDS)] .06,ikoe.. Portland,OR 97210 3.5 IN x 11.25 IN x 9.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Section Adequate By: 108.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/3156 Dead Load 0.03 in Total Load 0.06 IN 111718 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 567 lb 731 lb Dead Load 505 lb 606 lb Total Load 1072 lb 1337 lb Bearing Length 0.49 in 0.61 in TR1 TR2 BEAM DATA Center _ _ r __ _ me `:". - a M�a��:" :5.; . , x;, :.1, Span Length 9 ft Unbraced Length-Top 0 ft +ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 9 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 305 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 179 lb Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 6 ft Comp.-I-to Grain: Fc-1= 625 psi Fc--1-' = 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 2922 ft-lb Load Number One Two 5.49 Ft from left support of span 2(Center Span) Left Live Load 100 plf 131 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 88 plf 109 plf Controlling Shear: -1337 lb Right Live Load 100 plf 131 plf At right support of span 2(Center Span) Right Dead Load 88 plf 109 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 6 ft Load End 6 ft 9 ft Comparisons with required sections: Req'd Provided Load Length 6 ft 3 ft Section Modulus: 35.42 in3 73.83 in3 Area(Shear): 11.14 in2 39.38 in2 Moment of Inertia(deflection): 58 in4 415.28 in4 Moment: 2922 ft-lb 6091 ft-lb Shear: -1337 lb 4725 lb NOTES page Project:22141A FOUR D CONST 2 mi Patrick J.Burke ' Location:M7-MAIN BM OVER MID 9/0 GARAGE BAY Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam III■ 2187 NW Reed St.Suite 100 of [2009 International Building Code(2012 NDS)] _4fes .:Portland,OR 97210 5.125 IN x 15.0 IN x 13.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Section Adequate By: 32.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/811 Dead Load 0.14 in Total Load 0.34 IN L/481 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B 1 Live Load 3571 lb 4604 lb Dead Load 2494 lb 3172 lb Total Load 6065 lb 7776 lb Bearing Length 1.82 in 2.33 in TR2 TR1 BEAM DATA Center - Span Length 13.5 ft Unbraced Length-Top 0 ft A 13.5 ft Unbraced Length-Bottom 13.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.14 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 17 plf 24F-V4-Visually Graded Western Species Total Uniform Load 17 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 SipLive Load 873 lb 1370 lb Cd-1.00 Dead Load 513 Ib 914 Ib Shear Stress: Fv= 265 psi Fv'= 265 psi Location 7.5 ft 7.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN i Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Two Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Left Live Load 335 plf 570 plf Left Dead Load 228 plf 384 plf Controlling Moment: 29066 ft-lb Right Live Load 335 plf 570 plf 7.56 Ft from left support of span 2(Center Span) Right Dead Load 228 plf 384 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 7.5 ft Controlling Shear: -7776 lb Load End 7.5 ft 13.5 ft 14.0 Ft from left support of span 2(Center Span) Load Length 7.5 ft 6 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 145.33 in3 192.19 in3 Area(Shear): 44.02 in2 76.88 in2 Moment of Inertia(deflection): 1078.16 in4 1441.41 in4 Moment: 29066 ft-lb 38438 ft-lb Shear: -7776 lb 13581 lb NOTES Project:22141A FOUR D CONST 2 page Patrick J. Burke Location: M8-MAIN BM OVER MID 16/0 GARAGE Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam �� 2187 NW Reed St. Suite 100 1 [2009 International Building Code(2012 NDS)] _ 1 Portland,OR 97210 5.125 IN x 18.0IN x 18.5 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Section Adequate By:45.6% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.29 IN L/768 Dead Load 0.13 in Total Load 0.42 IN L/524 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 4443 lb 4614 lb Dead Load 1879 lb 2247 lb Total Load 6322 lb 6861 lb Bearing Length 1.90 in 2.06 in TR1 TR2 BEAM DATA Center f, _ . . .- Span Length 18.5 ft Unbraced Length-Top O ft A 18.5 ft B Unbraced Length-Bottom 18.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.13 UNIFORM LOADS Center Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 20 plf 24F-V4-Visually Graded Western Species Total Uniform Load 20 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2334 psi Live Load 280 lb Cd=1.00 Cv=0.97 Dead Load 602 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 13 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN —__I Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Two Comp. L to Grain: Fc--t-= 650 psi Fc- '= 650 psi Left Live Load 470 plf 485 plf Left Dead Load 161 plf 193 plf Controlling Moment: 30698 ft-lb Right Live Load 470 plf 485 plf 9.62 Ft from left support of span 2(Center Span) Right Dead Load 161 plf 193 Of Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 13 ft Controlling Shear: -6862 lb Load End 13 ft 18.5 ft 18.0 Ft from left support of span 2(Center Span) Load Length 13 ft 5.5 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 157.83 in3 276.75 in3 Area(Shear): 38.84 in2 92.25 in2 Moment of Inertia(deflection): 1710.14 in4 2490.75 in4 Moment: 30698 ft-lb 53829 ft-lb Shear: -6862 lb 16298 lb NOTES page Project:22141A FOUR D CONST 2 Patrick J.Burke Location:M9-MAIN BM BTWN GARAGE BAYS Alan Mascord Design Associates, Inc. of Multi-Loaded Multi-Span Beam �� 2187 NW Reed St.Suite 100 or [2009 International Building Code(2012 NDS)] I - i .,-Portland,OR 97210 6.75 IN x 22.5 IN x 18.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Section Adequate By: 1.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN L1848 Dead Load 0.18 in Total Load 0.44 IN L/496 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 1 REACTIONS A B Live Load 9249 lb 6364 lb Dead Load 6873 lb 4549 lb Total Load 16122 lb 10913 lb Bearing Length 3.67 in 2.49 in BEAM DATA Center Span Length 18 ft Unbraced Length-Top O ft A 18 ft B Unbraced Length-Bottom 18 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.18 Notch Depth 0.00 Uniform Live Load 40 plf Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 33 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: Load Number One Two Three Fb_cmpr= 1850 psi Fb'= 2227 psi Live Load 3820 lb 3638 lb 4667 lb Cd=1.00 Cv=0.93 Dead Load 2546 lb 2425 lb 3110 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 8 ft 8 ft 8 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.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Left Live Load 346 plf Left Dead Load 321 plf Controlling Moment: 104167 ft-lb Right Live Load 346 plf 7.92 Ft from left support of span 2(Center Span) Right Dead Load 321 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft Controlling Shear: 16122 lb Load End 8 ft At left support of span 2(Center Span) Load Length 8 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 561.39 in3 569.53 in3 Area(Shear): 91.26 in2 151.88 in2 Moment of Inertia(deflection): 4648.99 in4 6407.23 in4 Moment: 104167 ft-lb 105677 ft-lb Shear: 16122 lb 26831 lb NOTES Project:22141A FOUR D CONST 2 page mi Patrick J. Burke Location: U1-WINDOW HDR AT BR.2 Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 111112187 NW Reed St.Suite 100 or [2009 International Building Code(2012 NDS)] ___414,06,141/:"...Portland,OR 97210 3.5 IN x 11.25 IN x 6.34 FT(3.2+3.2) - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Section Adequate By:20.3% Controlling Factor: Shear DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.00 IN UMAX 0,00 IN L/MAX Dead Load 0.00 in 0.00 in Total Load 0.00 IN UMAX 0.00 IN UMAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B C Live Load 450 lb 3300 lb 594 lb Dead Load 255 lb 2237 lb 279 lb , Total Load 705 lb 5537 lb 873 lb Uplift(1.5 F.S) 0 lb 0 lb -5 lb TR2 w Bearing Length 0.32 in 2.53 in 0.40 in BEAM DATA Center Right Span Length 3.17 ft 3.17 ft3.17 n - . s.»n Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 3.17 ft 3.17 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 0 plf 428 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 286 plf #2-Douglas-Fir-Larch Beam Self Weight 9 plf 9 plf Base Values Adiusted Total Uniform Load 9 plf 723 plf Bending Stress: Fb= 900 psi Fb'= 984 psi Cd=1.00 CI=0.99 CF=1.10 POINT LOADS-CENTER SPAN Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Live Load 2174 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1449 lb Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Location 2.5 ft Comp.1 to Grain: Fc-1= 625 psi Fc--L'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: -1470 ft-lb Left Live Load 100 plf 428 plf Over right support of span 2(Center Span) Left Dead Load 68 plf 286 plf Created by combining all dead loads and live loads on span(s)2,3 Right Live Load 100 plf 428 plf Controlling Shear: -3928 lb Right Dead Load 68 plf 286 plf 3.0 Ft from left support of span 2(Center Span) Load Start 0 ft 2.5 ft Created by combining all dead loads and live loads on span(s)2,3 Load End 2.5 ft 3.17 ft Load Length 2.5 ft 0.67 ft Comparisons with required sections: Reg'd Provided Section Modulus: 17.92 in3 73.83 in3 Area(Shear): 32.73 in2 39.38 in2 Moment of Inertia(deflection): 6.77 in4 415.28 in4 Moment: -1470 ft-lb 6057 ft-lb Shear: -3928 lb 4725 lb NOTES page Project:22141A FOUR D CONST 2 in Patrick J.Burke Location: U2-WINDOW HDR AT MASTER Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam Ni 2187 NW Reed St. Suite 100 of [2009 International Building Code(2012 NDS)] _ 4 ' .Portland,OR 97210 3.5 IN x 9.25 IN x 9.67 FT(3.2+3.3+3.2) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/9/2016 9:38:49 AM Section Adequate By: 7.7% Controlling Factor:Shear DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.00 IN UMAX 0.00 IN U9490 0.00 IN UMAX Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.00 IN UMAX 0.01 IN U6154 0.00 IN UMAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B C D Live Load 595 lb 2195 lb 2610 lb 160 lb Dead Load 297 lb 1471 lb 1684 lb -37 lb Total Load 892 lb 3666 lb 4294 lb 123 lb Uplift(1.5 F.S) 0 lb 0 lb 0 lb -269 lb TR1 Bearing Length 0.41 in 1.68 in 1.96 in 0.06 in W BEAM DATA Left Center Right Span Length 3.17 ft 3.33 ft 3.17 ft A 3.17 n 3.33 n - 3.17 n p Unbraced Length-Top O ft O ft 0 ft Unbraced Length-Bottom 3.17 ft 3.33 ft 3.17 ft Live Load Duration Factor 1.00 UNIFORM LOADS Left Center Right Notch Depth 0.00 Uniform Live Load 428 plf 0 plf 100 plf MATERIAL PROPERTIES Uniform Dead Load 286 plf 0 plf 68 plf #2-Douglas-Fir-Larch Beam Self Weight 7 plf 7 plf 7 plf Base Values Adiusted Total Uniform Load 721 plf 7 plf 175 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi POINT LOADS-CENTER SPAN Cd=1.00 CF=1.20 Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Live Load 2179 lb Cd=1.00 Dead Load 1453 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Location 2.5 ft Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc-1= 625 psi Fc--L'= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 1684 ft-lb Left Live Load 428 plf 100 plf 2.5 Ft from left support of span 2(Center Span) Left Dead Load 286 plf 68 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 428 plf 100 plf Controlling Shear: -3608 lb Right Dead Load 286 plf 68 plf 3.0 Ft from left support of span 2(Center Span) Load Start 0 ft 2.5 ft Created by combining all dead loads and live loads on span(s)2,3 Load End 2.5 ft 3.33 ft Load Length 2.5 ft 0.83 ft Comparisons with required sections: Red Provided Section Modulus: 18.71 in3 49.91 in3 Area(Shear): 30.06 in2 32.38 in2 Moment of Inertia(deflection): 9 in4 230.84 in4 Moment: 1684 ft-lb 4492 ft-lb Shear: -3608 lb 3885 lb NOTES