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M.61-2,01 - 00531 1O1� suif 084k c± RECEIVE ALAN DEC 082016 cm/OF TIGARD dadocelle...„..DD►ING DIVYSIO DESIGN.....„,,,,,,,,ti ASSOCIATES, I N C . OPTION PLAN 22155 BY: FOUR D CONST . #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 Project:22155 FOUR D CONST 2 E. page Patrick J. Burke Location: D1 -REAR DECK BM Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] __4(4046,11.._Portland, OR 97210 5.5INx11.5INx12.0FT - #2-Douglas-Fir-Larch-Wet Use StruCalc Version 9.0.2.5 11/16/2016 3:00:24 PM Section Adequate By: 34.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/939 Dead Load 0.03 in Total Load 0.19 IN L/767 Live Load Deflection Criteria: L1480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1788 lb 1788 lb Dead Load 400 lb 400 lb Total Load 2188 lb 2188 lb Bearing Length 0.95 in 0.95 in BEAM DATA Center Span Length 12 ft — Unbraced Length-Top 0 ft A 12 ft - Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 298 plf #2-Douglas-Fir-Larch Uniform Dead Load 53 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 365 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.--to Grain: Fc-1= 625 psi Fc-1'= 419 psi Cm=0.67 Controlling Moment: 6565 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2188 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: 90.03 in3 121.23 in3 Area(Shear): 19.31 in2 63.25 in2 Moment of Inertia(deflection): 356 44 in4 697.07 in4 Moment: 6565 ft-lb 8840 ft-lb Shear: 2188 lb 7168 lb NOTES Project:22155 FOUR D CONST 2 E. page Patrick J. Burke Location: D1 -TYP DECK BM Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] . : Portland, OR 97210 3.5 INx9.25INx9.17FT #2-Douglas-Fir-Larch-Wet Use StruCalc Version 9.0.2.5 11/16/2016 3:00:24 PM Section Adequate By: 19.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/821 Dead Load 0.04 in Total Load 0.17 IN L/644 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1284 lb 1284 lb Dead Load 353 lb 353 lb Total Load 1637 lb 1637 lb Bearing Length 1.12 in 1.12 in w BEAM DATA Center Span Length 9.17 ft Unbraced Length-Top 0 ft A 9.17 n — — 9_ Unbraced Length-Bottom 9.17 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 280 plf #2-Douglas-Fir-Larch Uniform Dead Load 70 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 357 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 175 psi Cd=1.00 Cm=0.97 Modulus of Elasticity: E= 1600 ksi E'= 1440 ksi Cm=O.90 Comp.-1-to Grain: Fc- = 625 psi Fc- = 419 psi Cm=O.67 Controlling Moment: 3753 ft-lb 4.58 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1637 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: 41.7 in3 49.91 in3 Area(Shear): 14.06 in2 32.38 in2 Moment of Inertia(deflection): 101.19 in4 230.84 in4 Moment: 3753 ft-lb 4492 ft-lb Shear: 1637 lb 3768 lb NOTES 1 page Project:22155 FOUR D CONST 2 Eli Patrick J. Burke Location: FT1 -FRONT GAR FTG BTWN O.H. DOORS Alan Mascord Design Associates, Inc. Footing 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] _ _ _ Portland, OR 97210 Footing Size: 2.75 FT x 2.75 FT x 12.00 IN � � Reinforcement:#4 Bars @ 8.00 IN. O.C. E/W/(4)min. StruCalc Version 9.0.2.5 11/16/2016 3:00:24 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= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.75 ft Length: L= 2.75 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 1— 6in Bearing Calculations: Ultimate Bearing Pressure: Qu= 1293 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq = 7.24 sf Area Provided: A= 7.56 sf Baseplate Bearing: 12 in Bearing Required: Bear= 14196 lb Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): sin Beam Shear: Vu1 = 3549 lb Allowable Beam Shear: Vc1 = 20419 lb Punching Shear Calculations(Two Way Shear): 2.75 ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 11549 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 6160 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3617 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 9777 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 14196 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 731 lb Factored Moment: Mu= 58560 in-lb Nominal Moment Strength: Mn= 335482 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.67 in Steel Required Based on Moment: As(1)= 0.13 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.71 in2 Controlling Reinforcing Steel: As-reqd= 0.71 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= 13.5 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES 1 , Project:22155 FOUR D CONST 2 E. page Patrick J. Burke Location: FT2-FOOTING AT MID GARAGE Alan Mascord Design Associates, Inc. Footing IBM 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] ' '_._ Portland. OR 97210 Footing Size:4.0 FT x 4.0 FT x 12.00 IN Reinforcement:#4 Bars c 8.00 IN. O.C. E/W 1(6)min. StruCalc Version 9.0.2.5 11/16/2016 3:00:24 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= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 4 ft Length: L= 4 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= 1306 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf H6 in Required Footing Area: Areq = 15.47 sf Area Provided: A= 16.00 sf -- Baseplate Baseplate Bearing: Bearing Required: Bear= 30100 lb Allowable Bearing: Bear-A= 99450 lb 12.n Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 9877 lb 3 in Allowable Beam Shear: Vc1 = 29700 lb Punching Shear Calculations(Two Way Shear): 4ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 27448 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 12587 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 8301 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 20888 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 30100 lb Bending Calculations: Weight to resist uplift w/ 1.5 F.S.: U.R. = 1547 lb Factored Moment: Mu= 180602 in-lb Nominal Moment Strength: Mn= 502555 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.69 in Steel Required Based on Moment: As(1)= 0.41 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 1.04 in2 Controlling Reinforcing Steel: As-reqd= 1.04 in2 Selected Reinforcement: #4's©8.0 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= 21 in NOTES Project:22155 FOUR D CONST 2 E. page Patrick J. Burke Location: FT3-FTG BELOW STAIR/GREAT RM Alan Mascord Design Associates, Inc. Footing Ell 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] - : ,kY _ 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 11/16/2016 3:00:24 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= 60000 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 = 6 in Column Depth: n = 6 in FOOTING CALCULATIONS • 6 in Bearing Calculations: Ultimate Bearing Pressure: Qu= 1295 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq = 6.84 sf Area Provided: A= 7.13 sf Baseplate Bearing: 12 in Bearing Required: Bear= 13406 lb Allowable Bearing: Bear-A= 99450 lb -- Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 3251 lb Allowable Beam Shear: Vcl = 19825 lb Punching Shear Calculations(Two Way Shear): 2.67 ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 10755 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 5817 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3416 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 9233 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 13406 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 689 lb Factored Moment: Mu= 53693 in-lb Nominal Moment Strength: Mn= 335055 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.69 in Steel Required Based on Moment: As(1)= 0.12 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.69 in2 Controlling Reinforcing Steel: As-reqd= 0.69 in2 Selected Reinforcement: #4's a@ 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:22155 FOUR D CONST 2 page in Patrick J. Burke Location: FT3-FOOTING BY STAIRS Alan Mascord Design Associates, Inc. Footing 111111 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] _ Portland, OR 97210 Footing Size: 3.0 FT x 3.0 FT x 12.00 IN - Reinforcement:#4 Bars @ 9.00 IN.O.C. EIW I(4)min. StruCalc Version 9.0.2.5 11/16/2016 3:00:24 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= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3 ft Length: L= 3 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: H— 6 in Ultimate Bearing Pressure: Qu= 1257 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq = 8.38 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 16494 lb 12 in Allowable Bearing: Bear-A= 99450 lb o Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 4467 lb 3 in Allowable Beam Shear: Vc1 = 22275 lb Punching Shear Calculations(Two Way Shear): s ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 13910 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 7287 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 4029 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 11316 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 16494 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 870 lb Factored Moment: Mu= 74223 in-lb Nominal Moment Strength: Mn= 336668 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.62 in Steel Required Based on Moment: As(1)= 0.17 in2 Min. Code Req'd Reinf. Shrink.[Temp. (ACI-10.5.4):As(2)= 0.78 in2 Controlling Reinforcing Steel: As-reqd= 0.78 in2 Selected Reinforcement: #4's @ 9.0 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= 15 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES page Project: 22155 FOUR D CONST 2 Patrick J. Burke • Location: FT4-FTG BELOW DEN/FOYER CORNER Alan Mascord Design Associates, Inc. Footing 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] _ . � ¢°kPortland. OR 97210 Footing Size: 2.83 FT x 2.83 FT x 12.00 IN - Reinforcement:#4 Bars @ 9.00 IN. O.C. E/W/(4)min. StruCalc Version 9.0.2.5 11/16/2016 3:00:24 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= 60000 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: 6 in Ultimate Bearing Pressure: Qu= 1349 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq = 8 sf Area Provided: A= 8.01 sf Baseplate Bearing: 12 in Bearing Required: Bear= 15686 lb Allowable Bearing: Bear-A= 99450 lb — Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 4032 lb Allowable Beam Shear: Vc1 = 21013 lb Punching Shear Calculations(Two Way Shear): 2.83 ft Critical Perimeter: Bo= 57 in Punching Shear: Vu2= 12924 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 105806 lb Live Load: PL= 6806 lb Allowable Punching Shear(ACI 11-36): vc2-b= 137363 lb Dead Load: PD= 3997 lb Allowable Punching Shear(ACI 11-37): vc2-c= 70538 lb Total Load: PT= 10803 lb Controlling Allowable Punching Shear: vc2= 70538 lb Ultimate Factored Load: Pu= 15686 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 774 lb Factored Moment: Mu= 66587 in-lb Nominal Moment Strength: Mn= 335884 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.65 in Steel Required Based on Moment: As(1)= 0.15 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.73 in2 Controlling Reinforcing Steel: As-reqd= 0.73 in2 Selected Reinforcement: #4's @ 9.0 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= 13.98 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES , Project:22155 FOUR D CONST 2 E. page Patrick J. Burke Location: Ml-BM OVER FRONT GARAGE Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] Portland.OR 97210 5.125 IN x 10.5 IN x 11.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:24 PM Section Adequate By: 37.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/693 Dead Load 0.17 in Total Load 0.36 IN L/379 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2234 lb 2615 lb Dead Load 1845 lb 2173 lb Total Load 4079 lb 4788 lb Bearing Length 1.22 in 1.44 in BEAM DATA Center Span Length 11.5 ft - -- --_ - -- --- --- --- — -- - --- — Unbraced Length-Top 0 ft A 11.5 ft B Unbraced Length-Bottom 11.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.17 Uniform Live Load 40 plf Notch Depth 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 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 418 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 359 plf Right Live Load 418 plf Cd=1.00 Right Dead Load 359 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 1 ft Comp.--to Grain: Fc---= 650 psi Fc- = 650 psi Load End 11.5 ft Load Length 10.5 ft Controlling Moment: 13670 ft-lb 5.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4789 lb 12.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 68.35 in3 94.17 in3 Area (Shear): 27.1 in2 53.81 in2 Moment of Inertia (deflection): 313.49 in4 494.4 in4 Moment: 13670 ft-lb 18834 ft-lb Shear: -4789 lb 9507 lb NOTES • page Project:22155 FOUR D CONST 2 E. Patrick J. Burke Location: M10-LAM JSTS BY STAIR/FRONT Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 1E11 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] r Portland, OR 97210 (2) 1.5 IN x 11.25 IN x 3.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:24 PM Section Adequate By: 505.3% 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 L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B_ Live Load 525 lb 525 lb Dead Load 144 lb 144 lb Total Load 669 lb 669 lb Bearing Length 0.36 in 0.36 in w BEAM DATA Center Span Length 3.5 ft — — — - ---_ Unbraced Length-Top 0 ft A 3.5 ft B Unbraced Length-Bottom 3.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 300 plf #2-Douglas-Fir-Larch Uniform Dead Load 75 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 382 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 Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 585 ft-lb 1.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 669 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 7.81 in3 63.28 in3 Area(Shear): 5.58 in2 33.75 in2 Moment of Inertia(deflection): 5.43 in4 355.96 in4 Moment: 585 ft-lb 4746 ft-lb Shear: 669 lb 4050 lb NOTES , Project:22155 FOUR D CONST 2 page no Patrick J. Burke Location: M11 -DEN FRONT WINDOW HDR Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] . { : Portland, OR 97210 3.5INx7.25INx6.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:24 PM Section Adequate By: 22.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0 06 IN L/1244 Dead Load 0.03 in Total Load 0.09 IN L/807 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1059 lb 1059 lb Dead Load 575 lb 575 lb Total Load 1634 lb 1634 lb TRl Bearing Length 0.75 in 0.75 in w BEAM DATA Center Span Length 6 ft — --- A Unbraced Length-Top 0 ft -- sft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 300 plf #2-Douglas-Fir-Larch Uniform Dead Load 75 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 381 plf Cd=1.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=9.00 Left Live Load 53 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 111 plf Comp.-1-to Grain: Fc- = 625 psi Fc--L'= 625 psi Right Live Load 53 plf Controlling Moment: 2450 ft-lb Right Dead Load 111 plf 3.0 Ft from left support of span 2(Center Span) Load Start 0 ft Load End 6 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft Controlling Shear: -1634 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: 25.13 in3 30.66 in3 Area(Shear): 13.61 in2 25.38 in2 Moment of Inertia(deflection): 33.07 in4 111.15 in4 Moment: 2450 ft-lb 2989 ft-lb Shear: -1634 lb 3045 lb NOTES Project:22155 FOUR D CONST 2 i. page Patrick J. Burke Location: M12-BM OVER BATH/FOYER Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam ISM 2187 NW Reed St.Suite 100 or [2012 International Building Code(2012 NDS)] -__„.t. 'kr Portland, OR 97210 5.125 INx9.0INx11.17FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:25 PM Section Adequate By: 49.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/702 Dead Load 0.18 in Total Load 0.37 IN L/363 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B i Live Load 2341 lb 2082 lb 3 Dead Load 1980 lb 1844 lb 2 Total Load 4321 lb 3926 lb Bearing Length 1.30 in 1.18 in BEAM DATA Center Span Length 11.17 ft Unbraced Length-Top O ft A 11.17 ft B Unbraced Length-Bottom 11.17 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.27 Notch Depth 0,00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 10 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'= 2400 psi Live Load 1114 lb 607 lb 1114 lb Cd=1.00 Dead Load 764 lb 357 lb 764 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.5 ft 3.5 ft 9.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.- to Grain: Fc- -= 650 psi Fc-1'= 650 psi Load Number One Two Three Left Live Load 381 plf . 0 plf 381 plf Controlling Moment: 9269 ft-lb Left Dead Load 304 plf 80 plf 304 plf 3.46 Ft from left support of span 2(Center Span) Right Live Load 381 plf 0 plf 381 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 304 plf 80 plf 304 plf Controlling Shear: 4322 lb Load Start 0 ft 2.5 ft 9.5 ft At left support of span 2 (Center Span) Load End 2.5 ft 9.5 ft 11.17 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2.5 ft 7 ft 1.67 ft Comparisons with required sections: Req'd Provided Section Modulus: 46.35 in3 69.19 in3 Area (Shear): 24.46 in2 46.13 in2 Moment of Inertia(deflection): 206.07 in4 311.34 in4 Moment: 9269 ft-lb 13838 ft-lb Shear: 4322 lb 8149 lb NOTES Project:22155 FOUR D CONST 2 E. page Patrick J. Burke Location: M13-LAM JSTS BY STAIR/DINING SIDE Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] fir. Portland, OR 97210 (2) 1.5INx11.25INx2.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:25 PM Section Adequate By: 739.7% 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 L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 380 lb 380 lb Dead Load 102 lb 102 lb Total Load 482 lb 482 lb Bearing Length 0.26 in 0.26 in w BEAM DATA Center 1 Span Length 2 ft Unbraced Length-Top 0 ft A - --eft-- B Unbraced Length-Bottom 2 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 380 plf #2-Douglas-Fir-Larch Uniform Dead Load 95 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 482 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 Comp.1 to Grain: Fc--1-= 625 psi Fc--1-'= 625 psi Controlling Moment: 241 ft-lb 1.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -482 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: 3.22 in3 63.28 in3 Area(Shear): 4.02 in2 33.75 in2 Moment of Inertia(deflection): 1.28 in4 355.96 in4 Moment: 241 ft-lb 4746 ft-lb Shear: -482 lb 4050 lb NOTES page Project: 22155 FOUR D CONST 2 E. Patrick J. Burke ' Location: M14-WINDOW HDR AT REAR GREAT RM. Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] _ ,-t irc,_W_._ Portland, OR 97210 5.125 IN x 9.0 IN x 10.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:25 PM Section Adequate By: 20.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.23 IN L/517 Dead Load 0.14 in Total Load 0.37 IN L/327 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 3406 lb 3391 lb 2 Dead Load 2038 lb 2017 lb Total Load 5444 lb 5408 lb Bearing Length 1.63 in 1.62 in BEAM DATA Center Span Length 10 ft L_- _—— _ -_ -__----- ------ Unbraced Length-Top 0 ft A 10 ft --- Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.14 Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 10 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 1114 Ib 1114 lb Cd=1.00 Dead Load 764 lb 764 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 0 5 ft 7 ft Cd=1 00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Three Left Live Load 674 plf 340 plf 674 plf Controlling Moment: 11503 ft-lb Left Dead Load 387 plf 165 plf 387 plf 6.4 Ft from left support of span 2(Center Span) Right Live Load 674 plf 340 plf 674 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 387 plf 165 plf 387 plf Controlling Shear: 5444 lb Load Start 0 ft 0.5 ft 7 ft At left support of span 2 (Center Span) Load End 0.5 ft 7 ft 10 ft Created by combining all dead loads and live loads on span(s)2 Load Length 0.5 ft 6.5 ft 3 ft Comparisons with required sections: Req'd Provided Section Modulus: 57.51 in3 69.19 in3 Area(Shear): 30.81 in2 46.13 in2 Moment of Inertia(deflection): 228.82 in4 311.34 in4 Moment: 11503 ft-lb 13838 ft-lb Shear: 5444 lb 8149 lb NOTES Project:22155 FOUR D CONST 2 im page Patrick J. Burke Location: M15-MULT JSTS OVER REAR GARAGE Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] _ . � Portland. OR 97210 (2) 1.5 IN x 11.25 IN x 10.33 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:25 PM Section Adequate By: 17.3% 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 0.05 IN L/2397 Dead Load 0.08 in Total Load 0.14 IN L/909 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 594 lb 594 lb Dead Load 973 lb 973 lb Total Load 1567 lb 1567 lb Bearing Length 0.84 in 0.84 in w BEAM DATA Center Span Length 10.33 ft -- Unbraced Length-Top 0 ft A 10.33 ft B Unbraced Length-Bottom 10.33 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 181 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 303 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 Comp.1 to Grain: Fc-1 = 625 psi Fc-1'= 625 psi Controlling Moment: 4046 ft-lb 5.16 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1567 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: 53.94 in3 63.28 in3 Area(Shear): 13.06 in2 33.75 in2 Moment of Inertia (deflection): 94.02 in4 355.96 in4 Moment: 4046 ft-lb 4746 ft-lb Shear: 1567 lb 4050 lb NOTES page Project:22155 FOUR D CONST 2 Patrick J Burke Location: M16-REAR COVERED DECK BEAM EN Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] �, ,$ .,.Portland, OR 97210 5.5 IN x 9.5 IN x 12.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:25 PM Section Adequate By: 27.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0,14 IN L/1044 Dead Load 0.10 in Total Load 0.24 IN L/599 Live Load Deflection Criteria: L1480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 906 lb 906 lb Dead Load 674 lb 674 lb Total Load 1580 lb 1580 lb Bearing Length 0.46 in 0.46 in w BEAM DATA Center Span Length 12 ft - _ _ - — ------ ------- -- ----—. Unbraced Length-Top 0 ft A l2 ft 13 Unbraced Length-Bottom 12 ft Live Load Duration Factor 1 00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 151 plf #2-Douglas-Fir-Larch Uniform Dead Load 101 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 263 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- = 625 psi Fc--1-'= 625 psi Controlling Moment: 4740 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1580 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 65 in3 82.73 in3 Area(Shear): 13.94 in2 52.25 in2 Moment of Inertia(deflection): 236.23 in4 392.96 in4 Moment: 4740 ft-lb 6032 ft-lb Shear -1580 lb 5922 lb NOTES • , Project:22155 FOUR D CONST 2 .. page Patrick J. Burke Location: M2- 16/0 GAR DR HDR Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam III. 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] .e :-Portland, OR 97210 5.125 IN x 13.5 IN x 16.0 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:25 PM Section Adequate By: 35.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN L/540 Dead Load 0.22 in Total Load 0.58 IN L/332 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 2 Live Load 3582 lb 4750 lb Dead Load 2244 lb 2927 lb 1 Total Load 5826 lb 7677 lb Bearing Length 1.75 in 2.30 in BEAM DATA Center Span Length 16 ft — _ Unbraced Length-Top O ft A 16 ft B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.22 UNIFORM LOADS Center 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 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 702 lb 2570 lb Cd=1.00 Dead Load 412 lb 1509 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.5 ft 14 ft Cd=1.00 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-L to Grain: Fc-- = 650 psi Fc-1'= 650 psi Load Number One Two Three Left Live Load 230 plf 106 plf 178 plf Controlling Moment: 22933 ft-lb Left Dead Load 138 plf 62 plf 105 plf 8.48 Ft from left support of span 2(Center Span) Right Live Load 230 plf 106 plf 178 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 138 plf 62 plf 105 plf Controlling Shear: -7677 lb Load Start 0 ft 0 ft 14 ft At right support of span 2(Center Span) Load End 14 ft 14 ft 16 ft Created by combining all dead loads and live loads on span(s)2 Load Length 14 ft 14 ft 2 ft Comparisons with required sections: Req'd Provided Section Modulus: 114.66 in3 155.67 in3 Area(Shear): 43.45 in2 69.19 in2 Moment of Inertia(deflection): 759.83 in4 1050.79 in4 Moment: 22933 ft-lb 31134 ft-lb Shear: -7677 lb 12223 lb NOTES • page Project: 22155 FOUR D CONST 2 E• Patrick J Burke Location: M3-MAIN GARAGE BM. Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam Ell 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] _ _r ,kr ._ Portland, OR 97210 5.125 IN x 21.0IN x 20.17 FT(18.9+ 1.2) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:25 PM Section Adequate By: 7.3% Controlling Factor: Shear DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.30 IN L/768 -0.07 IN 2L/428 Dead Load 0.14 in -0.03 in Total Load 0.43 IN L/525 -0.10 IN 2L/290 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 5556 lb 12587 lb 2 Dead Load 2253 lb 8283 lb Total Load 7809 lb 20870 lb 1 1 Bearing Length 2.34 in 6.26 in BEAM DATA Center Right Span Length 18.92 ft 1.25 ft • Unbraced Length-Top 0 ft 0 ft A 18.92 ft 81.25 ft Unbraced Length-Bottom 18.92 ft 1.25 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Right MATERIAL PROPERTIES Uniform Live Load 0 plf 771 plf 24F-V4-Visually Graded Western Species Uniform Dead Load 0 plf 477 plf Base Values Adjusted Beam Self Weight 23 plf 23 plf Bending Stress: Fb= 2400 psi Controlled by: Total Uniform Load 23 plf 1271 plf Fb_cmpr= 1850 psi Fb'= 2295 psi POINT LOADS-CENTER SPAN Cd=1.00 Cv=0.96 Load Number One Two Shear Stress: Fv= 265 psi Fv'= 265 psi Live Load 415 lb 6807 lb Cd=1-00 Dead Load 278 lb 4967 lb Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Location 4.67 ft 16.17 ft Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi RIGHT SPAN Load Controlling Moment: 46853 ft-lb Numberlb Live Looadd594 O Ib 12.11 Ft from left support of span 2 (Center Span) Dead Load 973 lb Created by combining all dead loads and live loads on span(s)2 Location 1.25 ft Controlling Shear: -17714 lb 19.0 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2,3 Load Number One Two Three Left Live Load 440 plf 445 plf 771 plf Comparisons with required sections: Req'd Provided Left Dead Load 110 plf 124 plf 477 plf Section Modulus: 244.93 in3 376.69 in3 Right Live Load 440 plf 445 plf 771 plf Area(Shear): 100.27 in2 107.63 in2 Right Dead Load 110 plf 124 plf 477 plf Moment of Inertia(deflection): 3331.33 in4 3955.22 in4 Load Start 0 ft 4.67 ft 16.17 ft Moment: 46853 ft-lb 72057 ft-lb Load End 4.67 ft 16.17 ft 18.92 ft Shear -17714 lb 19014 lb Load Length 4.67 ft 11.5 ft 2.75 ft NOTES Project:22155 FOUR D CONST 2 page Patrick J. Burke Location: M4-DINING PATIO DR HDR Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] _ ;- .( ik - Portland, OR 97210 5.5INx7.5INx6.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:25 PM Section Adequate By: 30.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1759 Dead Load 0.02 in Total Load 0.06 IN L/1133 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ B Live Load 1059 lb 1059 lb Dead Load 585 lb 585 lb Total Load 1644 lb 1644 lb TR1 Bearing Length 0.48 in 0.48 in w BEAM DATA Center Span Length 6 ft Unbraced Length-Top O ft -A 6 ft - B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 300 plf #2-Douglas-Fir-Larch Uniform Dead Load 75 plf Base Values Adiusted Beam Self Weight 9 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 384 plf Cd=9.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Left Live Load 53 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Dead Load 111 plf Comp.1 to Grain: Fc-1-= 625 psi Fc- 1'= 625 psi Right Live Load 53 plf Controlling Moment: 2466 ft-lb Right Dead Load 111 plf 3.0 Ft from left support of span 2 (Center Span) Load Start 0 ft Load End 6 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft Controlling Shear: 1644 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: 39.45 in3 51.56 in3 Area (Shear): 14.5 in2 41.25 in2 Moment of Inertia(deflection): 40.96 in4 193.36 in4 Moment: 2466 ft-lb 3223 ft-lb Shear: 1644 lb 4675 lb NOTES page Project:22155 FOUR D CONST 2 mil Patrick J. Burke Location: M5-LAM JSTS BTWN GREAT RM/DINING Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] . .Portland.OR 97210 (2) 1.5 IN x 11.25 IN x 16.0 FT #2-Douglas-Fir-Larch-Dry Use StruCaic Version 9.0.2.5 11/16/2016 3:00:25 PM Section Adequate By: 72.0% 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 0.16 IN L/1168 Dead Load 0.06 in Total Load 0.22 IN L/856 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B ' Live Load 617 lb 403 lb Dead Load 213 lb 159 lb Total Load 830 lb 562 lb Bearing Length 0.44 in 0.30 in w BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft A- Deft B Unbraced Length-Bottom 16 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 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=9.00 Live Load 380 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 95 Ib Comp.L to Grain: Fc- = 625 psi Fc--- = 625 psi Location 3.5 ft Controlling Moment: 2759 ft-lb 6.24 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 830 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: 36.79 in3 63.28 in3 Area(Shear): 6.91 in2 33.75 in2 Moment of Inertia(deflection): 109.71 in4 355.96 in4 Moment: 2759 ft-lb 4746 ft-lb Shear: 830 lb 4050 lb NOTES Project:22155 FOUR D CONST 2 imu page Patrick J. Burke Location: M6-MAIN BM OVER FOYER Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 11111112187 NW Reed St.Suite 100 or [2012 International Building Code(2012 NDS)] __-.11 ..r ,_ Portland. OR 97210 5.125 IN x 18.0 IN x 12.83 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:25 PM Section Adequate By: 8.6% Controlling Factor: Moment DEFLECTIONS Center - LOADING DIAGRAM Live Load 0.18 IN L/867 Dead Load 0.11 in Total Load 0.29 IN L/534 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 6507 lb 5734 lb Dead Load 4297 lb 3499 lb Total Load 10804 lb 9233 lb Bearing Length 3.24 in 2.77 in BEAM DATA Center Span Length 12.83 ft Unbraced Length Top 0 ft A 12.83 ft -- B Unbraced Length-Bottom 12.83 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 0 plf 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 Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 2473 lb 5049 lb Cd=1.00 Dead Load 1453 lb 2965 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6.5 ft 6.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.--to Grain: Fc-1-= 650 psi Fc--L'= 650 psi Load Number One Two Left Live Load 502 plf 230 plf Controlling Moment: 50971 ft-lb Left Dead Load 375 plf 108 plf 6.54 Ft from left support of span 2 (Center Span) Right Live Load 502 plf 230 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 375 plf 108 plf Controlling Shear: 10803 lb Load Start 0 ft 6.5 ft At left support of span 2 (Center Span) Load End 6.5 ft 12.83 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6.5 ft 6.33 ft Comparisons with required sections: Req'd Provided Section Modulus: 254.85 in3 276.75 in3 Area(Shear): 61.15 in2 92.25 in2 Moment of Inertia(deflection): 1680.06 in4 2490.75 in4 Moment: 50971 ft-lb 55350 ft-lb Shear 10803 lb 16298 lb NOTES page Project:22155 FOUR D CONST 2 En Patrick J. Burke ' Location: M7-BM BTWN FOYER/GREAT RM Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] �i � � ._ Portland, OR 97210 3.5 IN x 9.25 IN x 5.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:25 PM Section Adequate By: 175.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3483 Dead Load 0.01 in Total Load 0.02 IN L/2741 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 935 lb 935 lb Dead Load 253 lb 253 lb Total Load 1188 lb 1188 lb Bearing Length 0.54 in 0.54 in w BEAM DATA Center Span Length 5.5 ft —__- — — Unbraced Length-Top 0 ft A 5.5 ft B Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 340 plf #2-Douglas-Fir-Larch Uniform Dead Load 85 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 432 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: 1634 ft-lb 2.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1188 lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 18.15 in3 49.91 in3 Area (Shear): 9.9 in2 32.38 in2 Moment of Inertia(deflection): 23.86 in4 230.84 in4 Moment: 1634 ft-lb 4492 ft-lb Shear: -1188 lb 3885 lb NOTES Project:22155 FOUR D CONST E. page Patrick J. Burke Location: M8-FRONT PORCH SIDE BM Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] �� ti„kx Portland. OR 97210 3.5 IN x 5.5 IN x 7.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:25 PM Section Adequate By: 14.2% Controlling Factor Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/744 Dead Load 0.08 in Total Load 0.20 IN L/458 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 495 lb 495 lb Dead Load 308 lb 308 lb Total Load 803 lb 803 lb Bearing Length 0.37 in 0.37 in BEAM DATA Center Span Length 7.5 ft — --_ Unbraced Length-Top 0 ft A — 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 132 plf #2-Douglas-Fir-Larch Uniform Dead Load 78 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 214 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. 1-to Grain: Fc-- = 625 psi Fc--I-'= 625 psi Controlling Moment: 1506 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: -803 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: Reo'd Provided Section Modulus: 15.45 in3 17.65 in3 Area (Shear): 6.69 in2 19.25 in2 Moment of Inertia(deflection): 25.41 in4 48.53 in4 Moment: 1506 ft-lb 1720 ft-lb Shear: -803 lb 2310 lb NOTES page Project:22155 FOUR D CONST 2 Patrick J Burke ' Location: M9-LAM JSTS 0/FRONT GARAGE Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam Ell 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] _. .1..„?,kY _._ Portland.OR 97210 (2) 1.5 IN x 11.25 IN x 11.5 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:25 PM Section Adequate By: 331.8% 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/4365 Dead Load 0.02 in Total Load 0.05 IN L/2942 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 538 lb 244 lb Dead Load 357 lb 111 lb Total Load 895 lb 355 lb Bearing Length 0.48 in 0.19 in BEAM DATA Center Span Length 11.5 ft --- - - _— Unbraced Length-Top O ft A 11 5 ft B Unbraced Length-Bottom 11.5 ft Live Load Duration Factor 1.00 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=9.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Two Cd=1.00 Left Live Load 0 plf 322 plf Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Left Dead Load 80 plf 189 plf Comp.--to Grain: Fc--L= 625 psi Fc-1'= 625 psi Right Live Load 0 plf 322 plf Right Dead Load 80 plf 189 plf Controlling Moment: 1099 ft Ib Load Start 5.29 Ft from left support of span 2(Center Span) ft 1 Load Ennddft 1 1 ft 1 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1 ft 1 ft Controlling Shear: 895 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: 14.65 in3 63.28 in3 Area (Shear): 7.46 in2 33.75 in2 Moment of Inertia (deflection): 29.35 in4 355.96 in4 Moment: 1099 ft-lb 4746 ft-lb Shear: 895 lb 4050 lb NOTES page , Project: 22155 FOUR D CONST 2 Patrick J. Burke9 Location: U1-WINDOW HDR AT SITTING NE Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 11.111 2187 NW Reed St.Suite 100 or [2012 International Building Code(2012 NDS)] Portland, OR 97210 3.5 IN x 9.25 IN x 6.67 FT --� j.3r kx #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:25 PM Section Adequate By:43.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1988 Dead Load 0.03 in Total Load 0.07 IN L/1179 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 1114 lb 1114 lb Dead Load 764 lb 764 lb Total Load 1878 lb 1878 lb Bearing Length 0.86 in 0.86 in w BEAM DATA Center Span Length 6.67 ft Unbraced Length-Top O ft A 6.67 ft B Unbraced Length-Bottom 6.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 334 plf #2-Douglas-Fir-Larch Uniform Dead Load 222 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 563 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- = 625 psi Controlling Moment: 3131 ft-lb 3.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1878 lb 7.0 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: Reo'd Provided Section Modulus: 34.79 in3 49.91 in3 Area (Shear): 15.65 in2 32.38 in2 Moment of Inertia(deflection): 46.98 in4 230.84 in4 Moment: 3131 ft-lb 4492 ft-lb Shear: -1878 lb 3885 lb NOTES page Project:22155 FOUR D CONST 2 E. Patrick J. Burke Location: U2-WINDOW HDR AT MASTER Alan Mascord Design Associates, Inc. / Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] _ :. '�' ,k .._ Portland. OR 97210 3.5 IN x 9.25 IN x 6.67 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/16/2016 3:00:25 PM Section Adequate By: 43.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1988 Dead Load 0.03 in Total Load 0.07 IN L/1179 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1114 lb 1114 lb Dead Load 764 lb 764 lb Total Load 1878 lb 1878 lb Bearing Length 0.86 in 0.86 in BEAM DATA Center Span Length 6.67 ft 11111 _06. Unbraced Length-Top 0 ft A 6.67 ft B— Unbraced Length-Bottom 6.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 334 plf #2-Douglas-Fir-Larch Uniform Dead Load 222 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 563 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: 3131 ft-lb 3.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1878 lb 7.0 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: 34.79 in3 49.91 in3 Area (Shear): 15.65 in2 32.38 in2 Moment of Inertia (deflection): 46.98 in4 230.84 in4 Moment: 3131 ft-lb 4492 ft-lb Shear: -1878 lb 3885 lb NOTES