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SEP 6 2018 AL AN CITY OF TIG_A' I 6017- WILDING DIVISION DESIGN ASSOCIATES, I N C . OPTION PLAN 2389 BY: FOUR D CONSTRUCTION (TRUSS ROOF DESIGN) GRAVITY LOADS BASED ON AFPA NDS-12 FLOOR - 40# LIVE, 10# DEAD ROOF - 25# SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE, 10# DEAD DECKS - 60# 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:2389 FOUR D CONST En Patrick J. Burke Location:ENTRY WALL STUDS Alan Mascord Design Column inn 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] ___: :.4 ,9 /...Portland,OR 97210 1.5 INx5.5INx21.75FT@16O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:53 AM Section Adequate By: 30.1% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 915 lb Dead Load: Vert-DL-Rxn= 268 lb Total Load: Vert-TL-Rxn= 1183 lb COLUMN DATA Total Column Length: 21.75 ft B Unbraced Length(X-Axis)Lx: 21.75 ft Unbraced Length(Y-Axis)Ly: 0 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 STUD PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 205 psi Cd=1.00 Cf=1.10 Cp=0.14 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1346 psi Cd=9.00 CF=1.30 Cr-9.15 21 75 Bending Stress(Y-Y Axis): Fby 900 psi Fby'= 1346 psi Cd=1.00 CF=1.30 Cr-9.15 ;x' Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Stud Section(X-X Axis): dx= 5.5 in Stud Section(Y-Y Axis): dy= 1.5 in Area: A= 8.25 in2 Section Modulus(X-X Axis): Sx= 7.56 in3 Section Modulus(Y-Y Axis): Sy= 2.06 in3 Slenderness Ratio: Lex/dx= 47.45 A- Ley/dy= 0 Stud Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Total Load Only(L+D) Live Load: PL= 686 plf Actual Compressive Stress: Fc= 143 psi Dead Load: PD= 172 plf Allowable Compressive Stress: Fc'= 205 psi Column Self Weight: CSW= 39 plf Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Axial Load: PT= 897 plf Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1346 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1346 psi Combined Stress Factor: CSF= 0.7 Project:2389 FOUR D CONST page NE Patrick J. Burke Location: F24-TYP ISOLATED BR'G PAD Alan Mascord Design Footing WE 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ Portland,OR 97210 Footing Size:2.0 FT x 2.0 FT x 12.00 IN `rl� ° Section Footing Design Adequate StruCalc Version 10.0.1.6 8/7/2018 8:03:53 AM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 10 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in H3.5 in Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq= 4 sf Area Provided: A= 4.00 sf 12in Baseplate Bearing: Bearing Required: Bear= 7560 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 630 lb Allowable Beam Shear: Vc1 = 8800 lb Punching Shear Calculations(Two Way Shear): 2 ft Critical Perimeter: Bo= 54 in Punching Shear: Vu2= 5168 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 39501 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 5400 lb Factored Moment: Mu= 22680 in-lb Total Load: PT= 5400 lb Nominal Moment Strength: Mn= 55000 in-lb Ultimate Factored Load: Pu= 7560 lb Footing plus soil above footing weight: Wt= 387 lb page Project:2389 FOUR D CONST Em Patrick J. Burke / ' Location: F48-TYP ISOLATED BR'G PAD Alan Mascord Design Footing RE 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] F . Portland,OR 97210 Footing Size:4.0 FT x 4.0 FT x 12.00 IN - Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(6)min. StruCalc Version 10.0.1.6 8/7/2018 8:03:53 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= 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= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf x-5.5 in—I Required Footing Area: Areq= 16 sf I Area Provided: A= 16.00 sf Baseplate Bearing: Bearing Required: Bear= 30240 lb Allowable Bearing: Bear-A= 83566 lb 12 in Beam Shear Calculations(One Way Shear): t = =` Beam Shear: Vu1 = 9923 lb _ I sin Allowable Beam Shear: Vc1 = 29700 lb Punching Shear Calculations(Two Way Shear): Oft Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 27759 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 21600 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 21600 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 30240 lb Bending Calculations: Footing plus soil above footing weight: Wt= 1547 lb Factored Moment: Mu= 181440 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 , Project:2389 FOUR D CONST page En Patrick J. Burke Location:F60-TYP ISOLATED BR'G PAD Alan Mascord Design Footing IIIM 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ Portland,OR 97210 Footing Size: 5.0 FT x 5.0 FT x 12.00 IN _' � Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(7)min. StruCalc Version 10.0.1.6 8/7/2018 8:03:53 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= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 5 ft Length: L= 5 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 5.5 in Column Depth: n= 5.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 25 sf Area Provided: A= 25.00 sf F 5.5 in Baseplate Bearing: --_— Bearing Required: Bear= 47250 lb Allowable Bearing: Bear-A= 83566 lb 12 in' Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 17128 lb3 in Allowable Beam Shear: Vc1 = 37125 lb ; .,. Punching Shear Calculations(Two Way Shear): s ft ; Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 44769 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 33750 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 33750 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 47250 lb Bending Calculations: Footing plus soil above footing weight: Wt= 2417 lb Factored Moment: Mu= 354375 in-lb Nominal Moment Strength: Mn= 588027 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.65 in Steel Required Based on Moment: As(1)= 0.81 in2 Min.Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 1.30 in2 Controlling Reinforcing Steel: As-reqd= 1.30 in2 Selected Reinforcement: #4's @ 8.0 in. o.c.e/w(7)Min. Reinforcement Area Provided: As= 1.37 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 27 in page Project:2389 FOUR D CONST En Patrick J.Burke Location:FC1 -TYP MAX BR'G FTG COLUMN UP TO F36 Alan Mascord Design Column KE 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] __,. .a!,:.Portland,OR 97210 3.5INx3.5INx4.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:53 AM Section Adequate By:0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 14550 lb Total Load: Vert-TL-Rxn= 14550 lb COLUMN DATA B Total Column Length: 4 ft Unbraced Length(X-Axis)Lx: 4 ft Unbraced Length(Y-Axis)Ly: 4 ft T Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES it #2-Douglas-Fir-Larch Base Values Adiusted r_ Compressive Stress: Fc= 1350 psi Fc'= 1188 psi Cd=0.90 Cf=1.15 Cp=0.85 It Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1397 psi Cd=0.90 CF=1.50 aft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1397 psi Cd=0.90 CF=1.50 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 13.71 Ley/dy= 13.71 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Dead Load Only(D) Live Load: PL= 0 lb Actual Compressive Stress: Fc= 1188 psi Dead Load: PD= 14539 lb Allowable Compressive Stress: Fc'= 1188 psi Column Self Weight: CSW= 11 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Axial Load: PT= 14550 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1397 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1397 psi Combined Stress Factor: CSF= 1 page Project:2389 FOUR D CONSTEit Patrick J. Burke Location: FC2-TYP MAX BR'G FTG COLUMN @ F42 Alan Mascord Design Column 1111111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _„ > .- Portland,OR 97210 5.51Nx5.5INx4.OFT - #2 Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:53 AM Section Adequate By: 0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 18547 lb Total Load: Vert-TL-Rxn= 18547 lb COLUMN DATA Total Column Length: 4 ft B Unbraced Length(X-Axis)Lx: 4 ft V. Unbraced Length(Y-Axis)Ly: 4 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch :*11' Base Values Adiusted Compressive Stress: Fc= 700 psi Fc'= 613 psi Cd=0.90 Cp=0.97 "' Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 675 psi Cd=0.90 CF=1.00 4 ft :,, Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 675 psi - Cd=0.90 CF=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi ' Column Section(X-X Axis): dx= 5.5 in „j Column Section(Y-Y Axis): dy= 5.5 in Area: A= 30.25 in2 . Section Modulus(X-X Axis): Sx= 27.73 in3 ,) ` Section Modulus(Y-Y Axis): Sy= 27.73 in3 Slenderness Ratio: Lex/dx= 8.73 Ley/dy= 8.73 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Dead Load Only(D) Actual Compressive Stress: Fc= 613 psi Live Load: PL= 0 lb Allowable Compressive Stress: Fc'= 613 psi Dead Load: PD= 18521 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 26 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 18547 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 675 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 675 psi Combined Stress Factor: CSF= 'I page Project:2389 FOUR D CONST no Patrick J. Burke ` Location:FC3-TYP MAX BR'G FTG COLUMN @ F48 wow Alan Mascord Design Column 11.112187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] . ! ,kt1:Portland,OR 97210 3.5 INx3.5INx4FT 1.8E Parallam Column-iLevel Trus Joist StruCalc Version 10.0.1.6 8/7/2018 8:03:53 AM Section Adequate By:0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 24968 lb Total Load: Vert-TL-Rxn= 24968 lb COLUMN DATA B Total Column Length: 4 ft Unbraced Length(X-Axis)Lx: 4 ft Unbraced Length(Y-Axis)Ly: 4 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 1.8E Parallam Column-iLevel Trus Joist Base Values Adjusted Compressive Stress: Fc= 2500 psi Fc'= 2038 psi Cd=0.90 Cp=0.91 Bending Stress(X-X Axis): Fbx= 2400 psi Fbx'= 2477 psi Cd=0.90 CF=1.15 aft Bending Stress(Y-Y Axis): Fby=2400 psi Fby'= 2477 psi Cd=O.90 CF=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 13.71 Ley/dy= 13.71 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Dead Load Only(D) Live Load: PL= 0 lb Actual Compressive Stress: Fc= 2038 psi Dead Load: PD= 24953 lb Allowable Compressive Stress: Fc'= 2038 psi Column Self Weight: CSW= 15 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Axial Load: PT= 24968 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 2477 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 2477 psi Combined Stress Factor: CSF= 1 page Project:2389 FOUR D CONST RE Patrick J. Burke Location: FTG1 -GARAGE FTG AT DBL POSTS so Alan Mascord Design Footing 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _; i ". _Portland,OR 97210 Footing Size: 5.17 FT x 5.17 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. ENV/(8)min. StruCalc Version 10.0.1.6 8/7/2018 8:03:53 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= 5.17 ft Length: L= 5.17 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1310 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 25.93 sf Area Provided: A= 26.73 sf -4 in Baseplate Bearing: __- Bearing Required: Bear= 50406 lb Allowable Bearing: Bear-A= 44200 lb 12 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 18500 lb Sin Allowable Beam Shear: Vc1 = 38387 lb Punching Shear Calculations(Two Way Shear): 5.17 ft Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 48440 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Live Load: PL= 21002 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb Dead Load: PD= 14002 lb Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Total Load: PT= 35004 lb Controlling Allowable Punching Shear: vc2= 60638 lb Ultimate Factored Load: Pu= 50406 lb Bending Calculations: Footing plus soil above footing weight: Wt= 2584 lb Factored Moment: Mu= 390895 in-lb Nominal Moment Strength: Mn= 452828 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.48 in Steel Required Based on Moment: As(1)= 1.35 in2 Min. Code Req'd Reinf. Shrink./Temp.(ACI-10.5.4):As(2)= 1.49 in2 Controlling Reinforcing Steel: As-reqd= 1.49 in2 Selected Reinforcement: #4's©7.0 in. o.c.e/w(8)Min. Reinforcement Area Provided: As= 1.57 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 28.02 in page Project:2389 FOUR D CONST En Patrick J. Burke Location:L1 -EXT. BM @ 16/0 GAR BAY Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 .r [2015 International Building Code(2015 NDS)] . fra:Portland,OR 97210 5.125 INx9.0INx17.0FT " 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:53 AM Section Adequate By:7.4% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.52 IN L/390 Dead Load 0.27 in Total Load 0.79 IN L/258 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1326 lb 1326 lb Dead Load 680 lb 680 lb Total Load 2006 lb 2006 lb TR1 Bearing Length 0.60 in 0.60 in BEAM DATA Center Span Length 17 ft Unbraced Length-Top 0 ft A — 17 ft — B Unbraced Length-Bottom 17 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.27 Uniform Live Load 80 plf Notch Depth 0.00 Uniform Dead Load 20 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 110 plf Base Values Adiusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fbcmpr= 1850 psi Fb'= 2400 psi Left Live Load 76 plf Cd—=1.00 Left Dead Load 50 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 76 plf Cd=1.00 Right Dead Load 50 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft Comp.-L to Grain: Fc- = 650 psi Fc--L'= 650 psi Load End 17 ft Load Length 17 ft Controlling Moment: 8525 ft-lb 8.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2006 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: Reg'd Provided Section Modulus: 42.63 in3 69.19 in3 Area(Shear): 11.35 in2 46.13 in2 Moment of Inertia(deflection): 289.82 in4 311.34 in4 Moment: 8525 ft-lb 13838 ft-lb Shear: 2006 lb 8149 lb page Project:2389 FOUR D CONSTE. Patrick J. Burke Location: L2-16/0 GAR DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam an 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] _ Portland, OR 97210 5.125 IN x 10.5 IN x 16.0 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:53 AM Section Adequate By:40.9% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.38 IN L/507 Dead Load 0.12 in Total Load 0.50 IN L/382 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B 2 Live Load 2068 lb 2069 lb Dead Load 852 lb 852 lb Total Load 2920 lb 2921 lb TRS TR2 Bearing Length 0.88 in 0.88 in w BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft A 16 ft — B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.12 Uniform Live Load 220 plf Notch Depth 0.00 Uniform Dead Load 55 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 287 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 148 lb 149 lb Cd—='1.00 Dead Load 99 lb 99 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1 ft 15 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc--I-= 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 160 plf 160 plf Controlling Moment: 9610 ft-lb Left Dead Load 220 plf 220 plf 8.0 Ft from left support of span 2(Center Span) Right Live Load 160 plf 160 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 220 plf 220 plf Controlling Shear: -2921 lb Load Start 0 ft 15 ft At right support of span 2(Center Span) Load End 1 ft 16 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1 ft 1 ft Comparisons with required sections: Reo'd Provided Section Modulus: 48.05 in3 94.17 in3 Area(Shear): 16.54 in2 53.81 in2 Moment of Inertia(deflection): 350.96 in4 494.4 in4 Moment: 9610 ft-lb 18834 ft-lb Shear: -2921 lb 9507 lb page Project:2389 FOUR D CONST NE Patrick J. Burke / Location:L3-GAR FLUSH BM BELOW GR. RM FIREPLACE Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] .._Portland, OR 97210 5.125 IN x 12.0 IN x 15.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:53 AM Section Adequate By: 33.6% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.37 IN L/481 Dead Load 0.12 in Total Load 0.49 IN L/364 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2048 lb 4252 lb 2 Dead Load 695 lb 1320 lb Total Load 2743 lb 5572 lb Bearing Length 0.82 in 1.67 in w BEAM DATA Center Span Length 15 ft Unbraced Length-Top 0 ft A -- 15ft B Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.12 Uniform Live Load 40 plf Notch Depth 0.00 Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 63 plf Base Values Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One * Two* Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 2470 lb 3230 lb Cd=1.00 Dead Load 744 lb 921 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 7 ft 13 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc--- = 650 psi Controlling Moment: 17601 ft-lb 7.05 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -5572 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: 88 in3 123 in3 Area(Shear): 31.54 in2 61,5 in2 Moment of Inertia(deflection): 552.48 in4 738 in4 Moment: 17601 ft-lb 24600 ft-lb Shear: -5572 lb 10865 lb page , Project:2389 FOUR D CONSTEN Patrick J. Burke Location:L4-GAR FLUSH BM BELOW KIT./HALL Alan Mascord Design Multi-Loaded Multi-Span Beam NE 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] r _Portland, OR 97210 5.125 INx9.0INx15.0FT � , ' ' 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:53 AM Section Adequate By: 39.1% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN L/501 Dead Load 0.12 in Total Load 0.48 IN L/376 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 731 lb 3099 lb Dead Load 273 lb 948 lb Total Load 1004 lb 4047 lb Bearing Length 0.30 in 1.22 in BEAM DATA Center Span Length 15 ft Unbraced Length-Top 0 ft A is ft B Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.12 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 3230 lb Cd=1.00 Dead Load 921 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 13 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 7952 ft-lb 12.9 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4048 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: 39.76 in3 69.19 in3 Area(Shear): 22.91 in2 46.13 in2 Moment of Inertia(deflection): 223.87 in4 311.34 in4 Moment: 7952 ft-lb 13838 ft-lb Shear: -4048 lb 8149 lb Page Project:2389 FOUR D CONST no Patrick J. Burke / Location:L5-GAR FLUSH BM BELOW DEN/GREAT RM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] . ?# �1<saLy -Portland,OR 97210 5.125 INx10.5INx15.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:53 AM Section Adequate By:29.4% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.39 IN L/466 Dead Load 0.13 in Total Load 0.52 IN L/350 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1617 lb 1453 lb Dead Load 559 lb 510 lb Total Load 2176 lb 1963 lb Bearing Length 0.65 in 0.59 in BEAM DATA Center Span Length 15 ft IP Unbraced Length-Top 0 ft A 15ft -- B Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.13 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 POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 2470 lb Cd=1.00 Dead Load 744 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 7 ft Cd=1.00 *Load obtained from Load Tracker.See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc- L= 650 psi Fc- L'= 650 psi Controlling Moment: 13652 ft-lb 7.05 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2177 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: 68.26 in3 94.17 in3 Area(Shear): 12.32 in2 53.81 in2 Moment of Inertia(deflection): 382.01 in4 494.4 in4 Moment: 13652 ft-lb 18834 ft-lb Shear: 2177 lb 9507 lb page ,Project:2389 FOUR D CONSTEn Patrick J. Burke Location:L6-MAIN BM-GAR 16/0 BAYAlan Mascord Design Multi-Loaded Multi-Span Beam M. 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _r ^. Portland,OR 97210 5.125 IN x 19.5 IN x 22.0 FT . ae€'Dlk'lccL-.. 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:53 AM Section Adequate By:25.5% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.58 IN L/457 Dead Load 0.18 in Total Load 0.75 IN L/350 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 2 Live Load 6426 lb 10651 lb Dead Load 1981 lb 3420 lb Total Load 8407 lb 14071 lb Bearing Length 2.52 in 4.22 in BEAM DATA Center Span Length 22 ft :. Unbraced Length-Top O ft A 22 ft B Unbraced Length-Bottom 22 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.18 Uniform Live Load 460 plf Notch Depth 0.00 Uniform Dead Load 115 plf MATERIAL PROPERTIES Beam Self Weight 22 plf 24F-V4-Visually Graded Western Species Total Uniform Load 597 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two* Three Fbcmpr= 1850 psi Fb'= 2276 psi Live Load 731 lb 3327 lb 2048 lb Cd_=1.00 Cv=0.95 Dead Load 273 lb 974 lb 695 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft 19.34 ft 19.34 ft Cd=1.00 *Load obtained from Load Tracker.See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-L to Grain: Fc---= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 47925 ft-lb Left Live Load 320 plf 12.32 Ft from left support of span 2(Center Span) Left Dead Load 170 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 320 plf Controlling Shear: -14072 lb Right Dead Load 170 plf At right support of span 2(Center Span) Load Start 19.34 ft Created by combining all dead loads and live loads on span(s)2 Load End 22 ft Load Length 2.66 ft Comparisons with required sections: Req'd Provided Section Modulus: 252.72 in3 324.8 in3 Area(Shear): 79.65 in2 99.94 in2 Moment of Inertia(deflection): 2495.55 in4 3166.77 in4 Moment: 47925 ft-lb 61594 ft-lb Shear: -14072 lb 17656 lb page Project:2389 FOUR D CONST Patrick J. Burke / Location:L7-MAIN GAR BM-8/0 BAY Alan Mascord Design Multi Loaded Multi Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] __.4..1:40„01.Z.,..,Portland, OR 97210 5.125 IN x 10.5 IN x 12.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:54 AM Section Adequate By: 53.4% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L/552 Dead Load 0.08 in Total Load 0.35 IN L/433 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2750 lb 2750 lb Dead Load 760 lb 760 lb Total Load 3510 lb 3510 lb Bearing Length 1.05 in 1.05 in BEAM DATA Center Span Length 12.5 ft Unbraced Length-Top O ft A 12.5 ft B Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.08 Uniform Live Load 440 plf Notch Depth 0.00 Uniform Dead Load 110 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 562 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 Comp. L to Grain: Fc- 1 = 650 psi Fc- = 650 psi Controlling Moment: 10970 ft-lb 6.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3510 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: 54.85 in3 94.17 in3 Area(Shear): 19.87 in2 53.81 in2 Moment of Inertia(deflection): 322.21 in4 494.4 in4 Moment: 10970 ft-lb 18834 ft-lb Shear: 3510 lb 9507 lb page Project;2389 FOUR D CONSTEn PatricklaJ. Burke / Location:L8-9/0 GAR DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 11111 2187 NW [2015 International Building Code(2015 NDS)] Portland, ORe9 St. Ste100 of ?' $ - 3.51Nx7.251Nx9.OFT #2 Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/14/2018 11:30:46 AM Section Adequate By: 51.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1152 Dead Load 0.07 in Total Load 0.16 IN L/669 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 509 lb 509 lb Dead Load 367 lb 367 lb Total Load 876 lb 876 lb Bearing Length 0.40 in 0.40 in BEAM DATA Center Span Length 9 ft Unbraced Length-Top 0 ft 9ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 113 plf #2-Douglas-Fir-Larch Uniform Dead Load 76 plf Base Values Adjusted Beam Self Weight 6 pif Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 195 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-1'= 625 psi Controlling Moment: 1969 ft-lb 4.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -875 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: 20.2 in3 30.66 in3 Area(Shear): 7.29 in2 25.38 in2 Moment of Inertia(deflection): 39.87 in4 111.15 in4 Moment: 1969 ft-lb 2989 ft-lb Shear: -875 lb 3045 lb page Project:2389 FOUR D CONST El Patrick J.Burke • Location:L9-FLUSH BM BELOW FRONT DEN Alan Mascord Design Multi-Loaded Multi-Span Beam Ks 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] 4,40,044,...L..._'._Portland,OR 97210 5.125 IN x 9.0 IN x 12.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:54 AM Section Adequate By: 17.2% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.29 IN L/517 Dead Load 0.24 in Total Load 0.53 IN L/281 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1850 lb 1850 lb Dead Load 1550 lb 1550 lb Total Load 3400 lb 3400 lb TRI Bearing Length 1.02 in 1.02 in w BEAM DATA Center Span Length 12.5 ft Unbraced Length-Top 0 ft A 12.5 ft Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.24 Uniform Live Load 120 plf Notch Depth 0.00 Uniform Dead Load 120 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 250 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 176 plf Cd=1.00 Left Dead Load 118 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 176 plf Cd=1.00 Right Dead Load 118 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft Comp.1 to Grain: Fc- = 650 psi Fc- I'= 650 psi Load End 12.5 ft Load Length 12.5 ft Controlling Moment: 10625 ft-lb 6.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3400 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: Reg'd Provided Section Modulus: 53.12 in3 69.19 in3 Area(Shear): 19.25 in2 46.13 in2 Moment of Inertia(deflection): 265.58 in4 311.34 in4 Moment: 10625 ft-lb 13838 ft-lb Shear: 3400 lb 8149 lb Project:2389 FOUR D CONST page no Patrick J. Burke Location: L10-FRONT GAR BM BTWN 8/0&16/0 BAY � Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] __,,, f .ie _ Portland,OR 97210 5.125 IN x 7.5 IN x 7.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:53 AM Section Adequate By: 3.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/632 Dead Load 0.12 in Total Load 0.25 IN L/331 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 1 REACTIONS A B Live Load 2436 lb 2190 lb 2 Dead Load 2327 lb 2027 lb Total Load 4763 lb 4217 lb TRITR2 Bearing Length 1.43 in 1.27 in BEAM DATA Center w Span Length 7 ft Unbraced Length-Top 0 ft A 7 ft B Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.12 Uniform Live Load 40 plf Notch Depth 0.00 Uniform Dead Load 10 plf MATERIAL PROPERTIES Beam Self Weight 8 plf 24F-V4-Visually Graded Western Species Total Uniform Load 58 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 1850 lb 1108 Ib Cd=1.00 Dead Load 1550 lb 739 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft 4 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 9301 ft-lb Left Live Load 101 plf 328 plf 3.64 Ft from left support of span 2(Center Span) Left Dead Load 212 plf 363 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 101 plf 328 plf Controlling Shear: 4763 lb Right Dead Load 212 plf 363 plf At left support of span 2(Center Span) Load Start 0 ft 4 ft Created by combining all dead loads and live loads on span(s)2 Load End 4 ft 7 ft Load Length 4 ft 3 ft Comparisons with required sections: Req'd Provided Section Modulus: 46.5 in3 48.05 in3 Area(Shear): 26.96 in2 38.44 in2 Moment of Inertia(deflection): 130.46 in4 180.18 in4 Moment: 9301 ft-lb 9609 ft-lb Shear: 4763 lb 6791 lb page Project:2389 FOUR D CONST En Patrick J. Burke • Location:M1 -KIT. /HALL BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] f. 5ykee_..Portland, OR 97210 5.1251Nx12.01Nx17.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:54 AM Section Adequate By: 5.4% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.54 IN L/380 Dead Load 0.15 in Total Load 0.69 IN L/295 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3230 lb 3230 lb Dead Load 921 lb 921 lb Total Load 4151 lb 4151 lb Bearing Length 1.25 in 1.25 in BEAM DATA Center ---- Span Length 17 ft ----_— _— __ ----B Unbraced Length-Top 0 ft A —17 ft Unbraced Length-Bottom 17 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.15 Uniform Live Load 380 plf Notch Depth 0.00 Uniform Dead Load 95 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 488 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 Comp.1-to Grain: Fc-1= 650 psi Fc-1-'= 650 psi Controlling Moment: 17641 ft-lb 8.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4151 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: 88.2 in3 123 in3 Area(Shear): 23.5 in2 61.5 in2 Moment of Inertia(deflection): 699.99 in4 738 in4 Moment: 17641 ft-lb 24600 ft-lb Shear: -4151 lb 10865 lb page Project:2389 FOUR D CONSTini Patrick J. Burke Location:M2-GREAT RM CLG BM um Alan Mascord Design Multi-Loaded Multi-Span Beam En2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.125 IN x 13.5 IN x 19.0 FT ?` 1 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:54 AM Section Adequate By: 15.2% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.55 IN L/415 Dead Load 0.16 in Total Load 0.71 IN L/321 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3273 lb 3327 lb Dead Load 961 lb 974 lb Total Load 4234 lb 4301 lb Bearing Length 1.27 in 1.29 in TR1 TR2 TR3 BEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft A 19 ft B Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.16 Uniform Live Load 0 plf Notch Depth 0.00 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 TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three Fb_cmpr= 1850 psi Fb'= 2396 psi Left Live Load 320 plf 360 plf 320 plf Cd=1.00 Cv=1.00 Left Dead Load 80 plf 90 plf 80 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 320 plf 360 plf 320 plf Cd=1.00 Right Dead Load 80 plf 90 plf 80 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft 4 ft 17 ft Comp.1 to Grain: Fc--L= 650 psi Fc-1'= 650 psi Load End 4 ft 17 ft 19 ft Controlling Moment: 20727 ft-lb Load Length 4 ft 13 ft 2 ft 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: -4302 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: 103.82 in3 155.67 in3 Area(Shear): 24.35 in2 69.19 in2 Moment of Inertia(deflection): 912.16 in4 1050.79 in4 Moment: 20727 ft-lb 31079 ft-lb Shear: -4302 lb 12223 lb page Project:2389 FOUR D CONST En Patrick J. Burke ' Location:M3-DINING PATIO DR/WINDOW HDR Ira Alan Mascord Design Multi-Loaded Multi-Span Beam I. 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] —...41.40,219}Z, Portland,OR 97210 3.125 IN x 9.0 IN x 9.67 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:54 AM Section Adequate By: 18.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L1567 Dead Load 0.14 in Total Load 0.34 IN L/337 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B 1 Live Load 1441 lb 1498 lb Dead Load 990 lb 1025 lb Total Load 2431 lb 2523 lb Bearing Length 1.20 in 1.24 in TR2 BEAM DATA Center Span Length 9.67 ft Unbraced Length-Top 0 ft A 9.67 ft B Unbraced Length-Bottom 9.67 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 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 6 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 1021 lb Cd—=1.00 Dead Load 680 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 50 plf 265 plf Controlling Moment: 7120 ft-lb Left Dead Load 34 plf 176 plf 4.06 Ft from left support of span 2(Center Span) Right Live Load 50 plf 265 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 34 plf 176 plf Controlling Shear: -2523 lb Load Start 0 ft 3 ft 10.0 Ft from left support of span 2(Center Span) Load End 3 ft 9.67 ft Created by combining all dead loads and live loads on span(s)2 Load Length 3 ft 6.67 ft Comparisons with required sections: Req'd Provided Section Modulus: 35.6 in3 42.19 in3 Area(Shear): 14.28 in2 28.13 in2 Moment of Inertia(deflection): 135.29 in4 189.84 in4 Moment: 7120 ft-lb 8438 ft-lb Shear: -2523 lb 4969 lb page , Project:2389 FOUR D CONSTin Patrick J. Burke Location:M4-FLUSH BM 0/KIT./PANTRY SIDE EN Alan Mascord Design Multi-Loaded Multi-Span Beam II= 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.51N x 11.25 IN x 16.0 FT(14+2) � � r > ' #2 Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:54 AM Section Adequate By: 14.1% Controlling Factor: Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load -0.10 IN L/1650 0.09 IN 2L/556 Dead Load -0.04 in 0.05 in Total Load -0.15 IN L/1152 0.13 IN 2L/362 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 280 lb 2099 lb Dead Load -17 lb 1325 lb Total Load 263 lb 3424 lb Uplift(1.5 F.S) -240 lb 0 lb Bearing Length 0.12 in 1.57 in BEAM DATA Center Right Span Length 14 ft 2 ft 14 ft 2ft--- Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 14 ft 2 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 40 plf 40 plf MATERIAL PROPERTIES Uniform Dead Load 10 plf 10 plf #2-Douglas-Fir-Larch Beam Self Weight 9 plf 9 plf Base Values Adiusted Total Uniform Load 59 plf 59 plf Bending Stress: Fb= 900 psi Fb'= 959 psi POINT LOADS-RIGHT SPAN Cd=9.00 Cl=0.97 CF=1.10 Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Live Load 1517 lb Cd=1.00 Dead Load 1011 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Location 2 ft Comp. L to Grain: Fc-1= 625 psi Fc--L'= 625 psi Controlling Moment: -5173 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: 2645 lb At left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2, 3 Comparisons with required sections: Req'd Provided Section Modulus: 64.72 in3 73.83 in3 Area(Shear): 22.04 in2 39.38 in2 Moment of Inertia(deflection): 274.87 in4 415.28 in4 Moment: -5173 ft-lb 5901 ft-lb Shear: 2645 lb 4725 lb Page Project:2389 FOUR D CONST En Patrick J. Burke / Location: M5-GREAT RM/HALL BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _ al...Portland, OR 97210 5.125 IN x 12.0 IN x 19.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:54 AM Section Adequate By: 10.4% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.57 IN L/397 Dead Load 0.17 in Total Load 0.75 IN L/305 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2470 lb 2470 lb Dead Load 744 lb 744 lb Total Load 3214 lb 3214 lb Bearing Length 0.96 in 0.96 in w BEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft A - —19 ft — B Unbraced Length-Bottom 19 ft Live Load Duration Factor 1,00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.17 Uniform Live Load 260 plf Notch Depth 0.00 Uniform Dead Load 65 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 338 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2400 psi Cd_=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc-l= 650 psi Fc- = 650 psi Controlling Moment: 15267 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: 3214 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: Reg'd Provided Section Modulus: 76.34 in3 123 in3 Area(Shear): 18.19 in2 61.5 in2 Moment of Inertia(deflection): 668.65 in4 738 in4 Moment: 15267 ft-lb 24600 ft-lb Shear: 3214 lb 10865 lb page , Project:2389 FOUR D CONST PatrickRE J. Burke / Location:M6-FLUSH BM 0/ENTRY AlannMascord Design Multi-Loaded Multi-Span Beam IMIE2187 NW Reed St. Ste 100 of [2015 International Budding Code(2015 NDS)] Portland, OR 97210 (2)1.51Nx11.251Nx8.0FT �' a � #2 Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:54 AM Section Adequate By:277.1% 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 0.02 IN L/4945 Dead Load 0.01 in Total Load 0.03 IN L/3772 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 480 lb 480 lb Dead Load 149 lb 149 lb Total Load 629 lb 629 lb Bearing Length 0.34 in 0.34 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft A s ft--- =B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 120 plf #2-Douglas-Fir-Larch Uniform Dead Load 30 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 157 plf Cd=1.00 CF=9.00 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-L to Grain: Fc-1 = 625 psi Fc- = 625 psi Controlling Moment: 1259 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 629 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: 16.78 in3 63.28 in3 Area(Shear): 5.24 in2 33.75 in2 Moment of Inertia(deflection): 25.92 in4 355.96 in4 Moment: 1259 ft-lb 4746 ft-lb Shear: 629 lb 4050 lb page Project:2389 FOUR D CONST inE Patrick J. Burke Location:M7-BM 0/STAIR/HALL Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 or [2015 International Building Code(2015 NDS)] :Portland,OR 97210 (2)1.51Nx 11.251Nx9.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:54 AM Section Adequate By:87.1% 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 0.05 IN L/2191 Dead Load 0.01 in Total Load 0.06 IN L/1701 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1013 lb 698 lb Dead Load 286 lb 207 lb Total Load 1299 lb 905 lb TR1 Bearing Length 0.69 in 0.48 in w BEAM DATA Center Span Length 9 ft Unbraced Length-Top 0 ft A arc B Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 120 plf #2-Douglas-Fir-Larch Uniform Dead Load 30 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 157 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 140 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 35 plf Comp.1 to Grain: Fc-1 = 625 psi Fc--L'= 625 psi Right Live Load 140 plf Right Dead Load 35 plf Controlling Moment: 2537 ft-lb Load Start 0 ft 3.87 Ft from left support of span 2(Center Span) Load End 4.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4.5 ft Controlling Shear: 1299 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: 33.82 in3 63.28 in3 Area(Shear): 10.82 in2 33.75 in2 Moment of Inertia(deflection): 58.47 in4 355.96 in4 Moment: 2537 ft-lb 4746 ft-lb Shear: 1299 lb 4050 lb page , Project:2389 FOUR D CONST EN Patrick J. Burke / Location:M8-FLUSH BM 0/KIT./DINING SIDE Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] } 1yl, Portland,OR 97210 5.5 INx11.5INx16.0FT(14+2) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:55 AM Section Adequate By: 8.2% Controlling Factor:Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load -0.12 IN L/1444 0.10 IN 2L/486 Dead Load -0.06 in 0.06 in Total Load -0.17 IN L/977 0.15 IN 2L/312 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 280 lb 3093 lb Dead Load -65 lb 2035 lb Total Load 215 lb 5128 lb Uplift(1.5 F.S) -411 lb 0 lb Bearing Length 0.06 in 1.49 in BEAM DATA Center Right Span Length 14 ft 2 ft A- 14 ft 2ft— Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 14 ft 2 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 40 plf 40 plf MATERIAL PROPERTIES Uniform Dead Load 10 plf 10 plf #2-Douglas-Fir-Larch Beam Self Weight 14 plf 14 plf Base Values Adjusted Total Uniform Load 64 plf 64 plf Bending Stress: Fb= 875 psi Fb'= 865 psi POINT LOADS-RIGHT SPAN Cd=1.00 CI=0.99 CF=1.00 Load Number One Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Live Load 2386 lb Dead Load 1591 Ib Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Location 2 ft Comp.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi Controlling Moment: -8081 ft-lb Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)3 Controlling Shear: 4104 lb At left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 112.05 in3 121.23 in3 Area(Shear): 36.22 in2 63.25 in2 Moment of Inertia(deflection): 536.58 in4 697.07 in4 Moment: -8081 ft-lb 8743 ft-lb Shear: 4104 lb 7168 lb page Project:2389 FOUR D CONSTEn Patrick J. Burke Location:M9-REAR KIT.WINDOW HDR/DINING SIDE Ea Alan Mascord Design Multi-Loaded Multi-Span Beam IBM 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] . Portland,OR 97210 3.5 IN x 11.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:55 AM Section Adequate By:8.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/3701 Dead Load 0.01 in Total Load 0.02 IN L/2364 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2653 lb 1880 lb 1 Dead Load 1469 lb 960 lb Total Load 4122 lb 2840 lb Bearing Length 1.88 in 1.30 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft A Oft Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 360 plf #2-Douglas-Fir-Larch Uniform Dead Load 90 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 459 plf Cd=1.110 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 3093 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 2035 Ib Comp.-I-to Grain: Fc- t = 625 psi Fc- = 625 psi Location 1.5 ft Controlling Moment: 5633 ft-lb *Load obtained from Load Tracker.See Summary Report for details. 1.52 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4122 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: 68.28 in3 73.83 in3 Area(Shear): 34.35 in2 39.38 in2 Moment of Inertia(deflection): 42.17 in4 415.28 in4 Moment: 5633 ft-lb 6091 ft-lb Shear: 4122 lb 4725 lb i page , Project:2389 FOUR D CONST En Patrick J. Burke Location:M10-FLUSH BM 0/DINING Alan Mascord Design Multi Loaded Multi-Span Beam lin 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] __, 1,40ee Portland, OR 97210 5.125 IN x 13.5 IN x 12.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:54 AM Section Adequate By: 15.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.23 IN L/649 Dead Load 0.14 in Total Load 0.37 IN L/400 1 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B 2 Live Load 3666 lb 5329 lb TR2 Dead Load 2221 lb 3329 lb Total Load 5887 lb 8658 lb TR1 Bearing Length 1.77 in 2.60 in w BEAM DATA Center Span Length 12.5 ft Unbraced Length-Top 0 ft A 12.5 ft B Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.14 Uniform Live Load 340 plf Notch Depth 0.00 Uniform Dead Load 175 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 530 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 1206 lb 596 lb Cd=1.00 Dead Load 821 lb 398 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 7 ft 6 ft Cd-1.00 *Load obtained from Load Tracker.See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1--= 650 psi Fc-1-'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 27061 ft-lb Left Live Load 294 plf 204 plf 7.0 Ft from left support of span 2(Center Span) Left Dead Load 194 plf 136 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 294 plf 204 plf Controlling Shear: -8658 lb Right Dead Load 196 plf 136 plf 12.0 Ft from left support of span 2(Center Span) Load Start 7 ft 6 ft Created by combining all dead loads and live loads on span(s)2 Load End 12.5 ft 12.5 ft Load Length 5.5 ft 6.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 135.31 in3 155.67 in3 Area(Shear): 49.01 in2 69.19 in2 Moment of Inertia(deflection): 630.33 in4 1050.79 in4 Moment: 27061 ft-lb 31134 ft-lb Shear: -8658 lb 12223 lb page Project:2389 FOUR D CONST Patrick J. Burke Location: M1 1 -FLUSH BM 0/DEN ma Alan Mascord Design Multi-Loaded Multi-Span Beam am2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] f % Portland,OR 97210 5.125 IN x 15.0 IN x 12.5 FT – � 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:54 AM Section Adequate By:8.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/1131 Dead Load 0.08 in Total Load 0.21 IN L/702 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B 3 Live Load 3357 lb 7613 lb Dead Load 2020 lb 4856 lb 1 2 Total Load 5377 lb 12469 lb Bearing Length 1.61 in 3.74 in rR21 w BEAM DATA Center Span Length 12.5 ft Unbraced Length-Top 0 ft A 12.5 ft — B Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.08 Uniform Live Load 340 plf Notch Depth 0.00 Uniform Dead Load 175 plf MATERIAL PROPERTIES Beam Self Weight 17 plf 24F-V4-Visually Graded Western Species Total Uniform Load 532 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Three Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 320 lb 904 lb 4658 lb Cd7=1.00 Dead Load 214 lb 603 lb 3105 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4 ft 7 ft 12 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc---= 650 psi Fc--- = 650 psi Load Number One Two Left Live Load 63 plf 50 plf Controlling Moment: 20134 ft-lb Left Dead Load 42 plf 34 plf 7.0 Ft from left support of span 2(Center Span) Right Live Load 63 plf 101 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 42 plf 67 plf Controlling Shear: -12469 lb Load Start 4 ft 0 ft 12.0 Ft from left support of span 2(Center Span) Load End 12.5 ft 4 ft Created by combining all dead loads and live loads on span(s)2 Load Length 8.5 ft 4 ft Comparisons with required sections: Req'd Provided Section Modulus: 100.67 in3 192.19 in3 Area(Shear): 70.58 in2 76.88 in2 Moment of Inertia(deflection): 492.82 in4 1441.41 in4 Moment: 20134 ft-lb 38438 ft-lb Shear: -12469 lb 13581 lb page Project:2389 FOUR D CONSTEn Patrick J. Burke Location:M12-REAR PORCH ROOF BM on Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _.„, .. Portland,OR 97210 5.125 IN x 9.0 IN x 13.0 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:54 AM Section Adequate By: 35.5% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.28 IN L/555 Dead Load 0.20 in Total Load 0.48 IN L/325 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 1122 lb 1689 lb Dead Load 814 lb 1190 lb Total Load 1936 lb 2879 lb Bearing Length 0.58 in 0.86 in TRI TR2 BEAM DATA Center Span Length 13 ft Unbraced Length-Top 0 ft A 13 ft B Unbraced Length-Bottom 13 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.2 Uniform Live Load 0 plf Notch Depth 0.00 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 Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 442 lb Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 295 lb Cd=1.00 Location 6 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1-to Grain: Fc- = 650 psi Fc-L'= 650 psi Load Number One Two Left Live Load 263 plf 50 plf Controlling Moment: 9244 ft-lb Left Dead Load 175 plf 34 plf 6.63 Ft from left support of span 2(Center Span) Right Live Load 263 plf 126 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 175 plf 84 plf Controlling Shear: -2878 lb Load Start 6 ft 0 ft At right support of span 2(Center Span) Load End 13 ft 6 ft Created by combining all dead loads and live loads on span(s)2 Load Length 7 ft 6 ft Comparisons with required sections: Req'd Provided Section Modulus: 46.22 in3 69.19 in3 Area(Shear): 16.29 in2 46.13 in2 Moment of Inertia(deflection): 229.79 in4 311.34 in4 Moment: 9244 ft-lb 13838 ft-lb Shear: -2878 lb 8149 lb page Project:2389 FOUR D CONSTum Patrick J.Burke Location: M13-SIDE BM @ REAR PORCH Alan Mascord Design Multi-Loaded Multi-Span Beam an 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] f Portland.OR 97210 5.5 INx7.5INx10.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:54 AM Section Adequate By: 35.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1250 Dead Load 0.07 in Total Load 0.17 IN L/713 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 584 lb 448 lb Dead Load 435 lb 345 lb Total Load 1019 lb 793 lb Bearing Length 0.30 in 0.23 in TR1 TR2 BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft A 10 ft B Unbraced Length-Bottom 10 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 9 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 9 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Two Cd=1.00 Left Live Load 126 plf 126 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Dead Load 84 plf 84 plf Comp.-I-to Grain: Fc-L= 625 psi Fc- = 625 psi Right Live Load 126 plf 50 plf Controlling Moment: 2373 ft-lb Right Dead Load 84 plf 34 plf 4.7 Ft from left support of span 2(Center Span) Load Start 0 ft 4 ft Created by combining all dead loads and live loads on span(s)2 Load End 4 ft 10 ft Load Length 4 ft 6 ft Controlling Shear: 1019 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: 37.96 in3 51.56 in3 Area(Shear): 8.99 in2 41.25 in2 Moment of Inertia(deflection): 65.04 in4 193.36 in4 Moment: 2373 ft-lb 3223 ft-lb Shear: 1019 lb 4675 lb page Project:2389 FOUR D CONSTnin Patrick J.Burke Location: UJ1 -CANT. FLR JSTS 0/KITCHEN/PANTRY Alan Mascord Design Floor Joist RE 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _Portland, OR 97210 1.5 INx11.25INx15.0FT(13+2)@16O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/14/2018 11:30:46 AM Section Adequate By:20.8% Controlling Factor: Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.09 IN L/1783 0.05 IN 2L/882 Dead Load -0.03 in 0.03 in Total Load -0.09 IN L/1794 0.09 IN 2L/542 Live Load Deflection Criteria: U480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 347 lb 1114 lb Dead Load 8 lb 689 lb Total Load 355 lb 1803 lb 1 Uplift(1.5 F.S) -90 lb 0 lb Bearing Length 0.38 in 1.92 in SUPPORT LOADS A B Live Load 260 plf 836 plf A as ft 2 ft Dead Load 6 plf 517 plf Total Load 266 plf 1352 plf MATERIAL PROPERTIES JOIST DATA Center Right #2-Douglas-Fir-Larch Span Length 13 ft 2 ft Base Values Adjusted Unbraced Length-Top 0 ft 0 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Bottom 0 ft 0 ft Cd=1.00 CF=1.00 Cr-1.15 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Fv= 180 psi Fv'= 180 psi Sheathing/sheetrock applied to bottom of joists-bottom of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Comp.-t-to Grain: Fc- L= 625 psi Fc--L'= 625 psi Uniform Floor Loading Center Right Controlling Moment: -2259 ft-lb Live Load LL= 40 psf 40 psf Over right support of span 2(Center Span) Dead Load DL= 10 psf 10 psf Created by combining all dead loads and live loads on span(s)3 Total Load TL= 50 psf 50 psf Controlling Shear: 1196 lb TL Adj. For Joist Spacing wT= 66.7 plf 66.7 plf At left support of span 3(Right Span) Wall Loading Wall One Created by combining all dead loads and live loads on span(s)2,3 Live Load( L to Joists): L1 = 0 plf 424 plf Comparisons with required sections: Req'd Provided Dead Load( l to Joists)D1 = 0 plf 373 plf Section Modulus: 26.19 in3 31.64 in3 Load Location X1 = 0 ft 2 ft Area(Shear): 9.97 in2 16.88 in2 Moment of Inertia(deflection): 162.82 in4 244.76 in4 Moment: -2259 ft-lb 2729 ft-lb Shear: 1196 lb 2025 lb Decking Information Plywood Thickness: T= 3/4 in Plywood Is Glued: Moment of Inertia Calculations For Glued Floor: Joist Area: A-joist= 16.88 lN2 Plywood Area: A-ply= 2.08 IN2 Section Centroid: C= 6 IN ABOVE BASE Moment of Inertia(deflection): I-comb= 245 IN4 page Project:2389 FOUR D CONST to Patrick J. Burke . Location: U1 -BM 0/STAIR LANDING Alan Mascord Design Multi-Loaded Multi-Span Beam En 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] ____,„1_,. ...f Portland,OR 97210 5.125 IN x 10.5IN x 10.0 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:55 AM Section Adequate By: 14.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN L/669 Dead Load 0.12 in Total Load 0.30 IN L/397 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 1 Live Load 3289 lb 2269 lb 2 Dead Load 2257 lb 1575 lb Total Load 5546 lb 3844 lb 4 Bearing Length 1.66 in 1.15 in TR1 BEAM DATA Center -•— Span Length 10 ft . . ._.. ..�..r.n..r .___. — -- Unbraced Length-Top 0 ft A 10 ft— B Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1.5 UNIFORM LOADS Center Camber Required 0.18 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 1770 lb 1028 lb Cd=1.00 Dead Load 1180 lb 686 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4.34 ft 6 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Load Number One Two Three Comp.-t-to Grain: Fc--L= 650 psi Fc--L'= 650 psi Left Live Load 365 plf 113 plf 126 plf Left Dead Load 244 plf 76 plf 84 plf Controlling Moment: 16388 ft-lb Right Live Load 365 plf 113 plf 50 plf 4.4 Ft from left support of span 2(Center Span) Right Dead Load 244 plf 76 plf 34 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 0 ft 4.34 ft Controlling Shear: 5546 lb Load End 4.34 ft 6 ft 10 ft At left support of span 2(Center Span) Load Length 4.34 ft 6 ft 5.66 ft Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 81.94 in3 94.17 in3 Area(Shear): 31.39 in2 53.81 in2 Moment of Inertia(deflection): 298.76 in4 494.4 in4 Moment: 16388 ft-lb 18834 ft-lb Shear: 5546 lb 9507 lb ,Project:2389 FOUR D CONST page Patrick J. Burke / Location:U2-HDR @ EXT.ENTRY Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Y41.4 rea:-• Portland,OR 97210 5.5 INx7.5INx7.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:55 AM Section Adequate By: 58.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2191 Dead Load 0.03 in Total Load 0.07 IN L/1276 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 586 lb 483 lb Dead Load 422 lb 353 lb Total Load 1008 lb 836 lb Bearing Length 0.29 in 0.24 in BEAM DATA Center Span Length 7 ft Unbraced Length-Top 0 ft --- 7ft— l Unbraced Length-Bottom 7 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 9 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 9 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 287 Ib Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 192 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 3 ft Controlling Moment: 2037 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.01 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 126 plf 126 plf Controlling Shear: 1008 lb Left Dead Load 84 plf 84 plf At left support of span 2(Center Span) Right Live Load 126 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf 50 plf Load Start Oft 3 ft Comparisons with required sections: Req'd Provided Load End 3 ft 7 ft Section Modulus: 32.6 in3 51.56 in3 Load Length 3 ft 4 ft Area(Shear): 8.89 in2 41.25 in2 Moment of Inertia(deflection): 36.37 in4 193.36 in4 Moment: 2037 ft-lb 3223 ft-lb Shear: 1008 lb 4675 lb page Project:2389 FOUR D CONST EE Patrick J. Burke ' Location: U3-REAR WINDOW HDR/BR#3 Alan Mascord Design Multi-Loaded Multi-Span Beam nit 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] f, 9 ':.Portland.OR 97210 3.5 IN x 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:55 AM Section Adequate By:29.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2262 Dead Load 0.02 in Total Load 0.05 IN L/1343 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1068 lb 829 lb Dead Load 733 lb 573 lb Total Load 1801 lb 1402 lb Bearing Length 0.82 in 0.64 in TR1 TR2 BEAM DATA Center Span Length 6 ft Unbraced Length-Top O ft A s 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 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 837 Ib Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 558 lb Comp.L to Grain: Fc-L= 625 psi Fc--I-'= 625 psi Location 3 ft Controlling Moment: 3479 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.0 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 252 plf 126 plf Controlling Shear: 1800 lb Left Dead Load 168 plf 84 plf At left support of span 2(Center Span) Right Live Load 252 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 168 plf 50 plf Load Start Oft 3 ft Comparisons with required sections: Req'd Provided Load End 3 ft 6 ft Section Modulus: 38.65 in3 49.91 in3 Load Length 3 ft 3 ft Area(Shear): 15 in2 32.38 in2 Moment of Inertia(deflection): 41.25 in4 230.84 in4 Moment: 3479 ft-lb 4492 ft-lb Shear: 1800 lb 3885 lb page , Project:2389 FOUR D CONSTNE Patrick J. Burke Location:U4-UPPER FOYER WIN.HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _. r,> ,-Portland, OR 97210 3.5 IN x 7.25 IN x 5.0 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:55 AM Section Adequate By: 10.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1488 Dead Load 0.03 in Total Load 0.07 IN L/877 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1329 lb 1153 lb Dead Load 953 lb 792 lb Total Load 2282 lb 1945 lb Bearing Length 1.04 in 0.89 in BEAM DATA Center 7'::.:. Span Length 5 ft . .... Unbraced Length-Top 0 ft A 5ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 416 plf #2-Douglas-Fir-Larch Uniform Dead Load 277 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 699 plf Cd=1.00 CF=1.30 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 275 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 183 lb Comp.-Ito Grain: Fc- = 625 psi Fc-1'= 625 psi Location 1.67 ft Controlling Moment: 2709 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.2 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 76 plf Controlling Shear: 2282 lb Left Dead Load 90 plf At left support of span 2(Center Span) Right Live Load 76 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 90 plf Load Start 0 ft Comparisons with required sections: Reo'd Provided Load End 1.67 ft Section Modulus: 27.79 in3 30.66 in3 Load Length 1.67 ft Area(Shear): 19.02 in2 25.38 in2 Moment of Inertia(deflection): 30.41 in4 111.15 in4 Moment: 2709 ft-lb 2989 ft-lb Shear: 2282 lb 3045 lb page Project:2389 FOUR D CONSTEE Patrick J. Burke Location:U5-REAR WINDOW HDR @ BR#2 Alan Mascord Design Multi-Loaded Multi-Span Beam IN 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] ........4,440.4e7a:,Portland, OR 97210 3.5 INx11.25INx6.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:55 AM Section Adequate By: 18.8% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2680 Dead Load 0.02 in Total Load 0.05 IN L/1595 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2371 lb 1502 lb Dead Load 1606 lb 1026 lb Total Load 3977 lb 2528 lb Bearing Length 1.82 in 1.16 in TR2 BEAM DATA Center Span Length 6 ft m . Unbraced Length-Top 0 ft A Eft B Unbraced Length-Bottom 6 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 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 1667 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1112 lb Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 1 ft Controlling Moment: 4553 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.4 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 126 plf 416 plf Controlling Shear: 3978 lb Left Dead Load 84 plf 277 plf 1 At left support of span 2(Center Span) Right Live Load 126 plf 416 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf 277 plf Load Start Oft 1 ft Comparisons with required sections: Req'd Provided Load End 1 ft 6 ft Section Modulus: 55.19 in3 73.83 in3 Load Length 1 ft 5 ft Area(Shear): 33.15 in2 39.38 in2 Moment of Inertia(deflection): 62.49 in4 415.28 in4 Moment: 4553 ft-lb 6091 ft-lb Shear: 3978 lb 4725 lb Project:2389 FOUR D CONST page En Patrick J. Burke Location: U6-MSTR BATH TUB WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam Itt 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5 INx7.25INx6.0FT " � #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 8/7/2018 8:03:55 AM Section Adequate By:50.3% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1976 Dead Load 0.03 in Total Load 0.06 IN L/1168 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 403 lb 1206 lb Dead Load 286 lb 821 lb Total Load 689 lb 2027 lb Bearing Length 0.32 in 0.93 in TR2 BEAM DATA Center TRI Span Length 6 ft Unbraced Length-Top 0 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 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 6 plf Cd=1.00 CF=1.30 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 904 lb Dead Load 603 lb Comp.1 to Grain: Fc-1= 625 psi Fc-L'= 625 psi Location 5 ft Controlling Moment: 1816 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 4.68 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 50 Of 265 plf Controlling Shear: -2027 lb Left Dead Load 34 plf 176 plf At right support of span 2(Center Span) Right Live Load 126 plf 265 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf 176 plf Load Start Oft 5 ft Comparisons with required sections: Req'd Provided Load End 5 ft 6 ft Section Modulus: 18.62 in3 30.66 in3 Load Length 5 ft 1 ft Area(Shear): 16.89 in2 25.38 in2 Moment of Inertia(deflection): 22.85 in4 111.15 in4 Moment: 1816 ft-lb 2989 ft-lb Shear: -2027 lb 3045 lb