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qNA SW tc� ALAN DESIGN0.°7t/figdireekie ASSOCIATES, I N C . OPTION PLAN 22162 BY: GERRITZ CUSTOM HOMES (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. 21877N.W.Reed St. Suite#100 PORTLAND,OR. 97210 page Project:22162 gerritz custom homes 3 na Patrick J. Burke / Location:F18R-TYP ISOLATED BR'G PAD(ROUND) Alan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 Footing Size: 1.5 FT Round Diameter X 8.00 IN Deep Section Footing Design Adequate StruCalc Version 10.0.1.6 5/17/2018 1:43:55 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Diameter: Dia.= 1.5 ft Effective Depth to Top Layer of Steel: d= 6 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 3.5 in FOOTING CALCULATIONS 1-3.5in---- Bearing Calculations: Ultimate Bearing Pressure: Qu= 1400 psf Effective Allowable Soil Bearing Pressure:Qe= 1400 psf Required Footing Area: Areq= 1.77 sf Area Provided: A= 1.77 sf Baseplate Bearing: Bearing Required: Bear= 3464 lb sin Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 429 lb 3 in Allowable Beam Shear: Vc1 = 3509 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 38 in -- — —. Punching Shear: Vu2= 2235 lb 1.5 ft Controlling Allowable Punching Shear: vc2= 16678 lb Bending Calculations: FOOTING LOADING Factored Moment: Mu= 6906 in-lb Live Load: PL= 0 lb Nominal Moment Strength: Mn= 13160 in-lb Dead Load: PD= 2474 lb Total Load: PT= 2474 lb Ultimate Factored Load: Pu= 3464 lb Footing plus soil above footing weight: Wt= 114 lb Project:22162 gerritz custom homes 3 page Patrick J. Burke Location:F20-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 Footing Size: 1.667 FT x 1.667 FT x 10.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 5/17/2018 1:43:55 PM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 1.67 ft Length: L= 1.67 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 8 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in 1--3.5 in Column Depth: n= 3.5 in FOOTING CALCULATIONS i Bearing Calculations: Ultimate Bearing Pressure: Qu= 1375 psf Effective Allowable Soil Bearing Pressure:Qe= 1375 psf Required Footing Area: Areq= 2.78 sf Area Provided: A= 2.78 sf 113 in Baseplate Bearing: • Bearing Required: Bear= 5347 lb Allowable Bearing: Bear-A= 28634 lb j Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 535 lb j Allowable Beam Shear: Vc1 = 5867 lb Punching Shear Calculations(Two Way Shear): 1s667tt--- Critical Perimeter: Bo= 46 in Punching Shear: Vu2= 3579 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 26919 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 3819 lb Factored Moment: Mu= 13367 in-lb Total Load: PT= 3819 lb Nominal Moment Strength: Mn= 29334 in-lb Ultimate Factored Load: Pu= 5347 lb Footing plus soil above footing weight: Wt= 224 lb page Project:22162 gerritz custom homes 3 ME Patrick J. Burke Location:F24-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St,Ste 100 /or [2015 International Building Code(2015 NDS)] Portland,OR 97210 Footing Size:2.0 FT x 2.0 FT x 12.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 5/17/2018 1:43:55 PM CAUTIONS *Footing has been designed without reinforcement 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= 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 h-3.5 in-- Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: I Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq= 4 sf 12 in Area Provided: A= 4.00 sf 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 2ft--- _ Punching Shear Calculations(Two Way Shear): 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:22162 gerritz custom homes 3 Patrick J. Burke Location: F28-TYP ISOLATED BR'G PADAlan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] 11111 Portland,OR 97210 Footing Size:2.333 FT x 2.333 FT x 14.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 5/17/2018 1:43:55 PM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.33 ft Length: L= 2.33 ft Depth: Depth= 14 in Effective Depth to Top Layer of Steel: d= 12 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 3.5 in I-3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1325 psf Effective Allowable Soil Bearing Pressure:Qe= 1325 psf Required Footing Area: Areq = 5.44 sf Area Provided: A= 5.44 sf 14in' Baseplate Bearing: Bearing Required: Bear= 10095 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 720 lb Allowable Beam Shear: Vc1 = 12318 lb Punching Shear Calculations(Two Way Shear): z.333» Critical Perimeter: Bo= 62 in Punching Shear: Vu2= 7001 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 54424 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 7211 lb Factored Moment: Mu= 35329 in-lb Total Load: PT= 7211 lb Nominal Moment Strength: Mn= 92387 in-lb Ultimate Factored Load: Pu= 10095 lb Footing plus soil above footing weight: Wt= 614 lb page Project:22162 gerritz custom homes 3 Patrick J. Burke / Location:F30-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St,Ste 100 oMf [2015 International Building Code(2015 NDS)] Portland,OR 97210 Footing Size:2.5 FT x 2.5 FT x 15.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 5/17/2018 1:43:55 PM CAUTIONS *Footing has been designed without reinforcement 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= 2.5 ft Length: L= 2.5 ft Depth: Depth= 15 in Effective Depth to Top Layer of Steel: d= 13 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 3.5 in h-3.5 in FOOTING CALCULATIONS T 1 Bearing Calculations: Ultimate Bearing Pressure: Qu= 1312 psf Effective Allowable Soil Bearing Pressure:Qe= 1313 psf Required Footing Area: Areq= 6.25 sf Area Provided: A= 6.25 sf 15 in Baseplate Bearing: Bearing Required: Bear= 11484 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 766 lb Allowable Beam Shear: Vc1 = 14300 lb 2.5 ft - Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 66 in Punching Shear: Vu2= 8010 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 62763 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 8203 lb Factored Moment: Mu= 43066 in-lb Total Load: PT= 8203 lb Nominal Moment Strength: Mn= 116188 in-lb Ultimate Factored Load: Pu= 11484 lb Footing plus soil above footing weight: Wt= 755 lb page ,Project:22162 gerritz custom homes 3 Patrick J. Burke Location:F36-TYP ISOLATED BR'G PAD Alan Mascord Design / Footing EN 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 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. E/W/(4)min. StruCalc Version 10.0.1.6 5/17/2018 1:43:55 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 3.5in- 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 12 in Column Type: Wood C I Column Width: m= 3.5 in Column Depth: n= 3.5 in 3 in I � FOOTING CALCULATIONS aft Bearing Calculations: F.3sm- Ultimate Bearing Pressure: Qu= 1350 psf � Effective Allowable Soil Bearing Pressure: Qe= 1350 psf T Required Footing Area: Areq= 9 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 17010 lb 121° Allowable Bearing: Bear-A= 33841 lb o u o Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 4607 lb 3 in Allowable Beam Shear: Vc1 = 22275 lb Punching Shear Calculations(Two Way Shear): 3 ft Critical Perimeter: Bo= 47 in Punching Shear: Vu2= 15198 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 12150 lb Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 12150 lb Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 17010 lb Bending Calculations: Footing plus soil above footing weight: Wt= 870 lb Factored Moment: Mu= 76545 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. page Project:22162 gerritz custom homes 3 MS Patrick J. Burke Location:F42-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] NE Portland, OR 97210 Footing Size: 3,5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. ENV/(5)min. StruCalc Version 10.0.1.6 5/17/2018 1:43:55 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= 3.5 ft Length: L= 3.5 ft i3.5 in Depth: Depth= 12 in i Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in 12 in Column Depth: n= 3.5 in r, —. n 9 FOOTING CALCULATIONS3in I — Bearing Calculations: 3'5 ft Ultimate Bearing Pressure: Qu= 1350 psf 3.5 in Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 12.25 sf _ .. Area Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 23152 lb 12 in Allowable Bearing: Bear-A= 33841 lb Beam Shear Calculations(One Way Shear): P T Beam Shear: Vu1 = 7028 lb 3i Allowable Beam Shear: Vc1 = 25988 lb Punching Shear Calculations(Two Way Shear): 3.5 n Critical Perimeter: Bo= 47 in Punching Shear: Vu2= 21340 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 87244 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 131175 lb Dead Load: PD= 16537 lb Allowable Punching Shear(ACI 11-37): vc2-c= 58163 lb Total Load: PT= 16537 lb Controlling Allowable Punching Shear: vc2= 58163 lb Ultimate Factored Load: Pu= 23152 lb Bending Calculations: Footing plus soil above footing weight: Wt= 1184 lb Factored Moment: Mu= 121547 in-lb Nominal Moment Strength: Mn= 419670 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.66 in Steel Required Based on Moment: As(1)= 0.28 in2 Min.Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 0.91 in2 Controlling Reinforcing Steel: As-reqd= 0.91 in2 Selected Reinforcement: #4's @ 8.0 in. o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 18 in page , Project:22162 gerritz custom homes 3ME Patrick J. Burke En Location:F48-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland,flR 97210 Footing Size:4.0 FT x 4.0 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. ENV/(6)min. StruCalc Version 10.0.1.6 5/17/2018 1:43:55 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= 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 H5.5 in J Required Footing Area: Areq= 16 sf 1 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): ______ Beam Shear: Vul = 9923 lb 3 in Allowable Beam Shear: Vc1 = 29700 lb 4f Punching Shear Calculations(Two Way Shear): 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 page Project:22162 gerritz custom homes 3 Patrick J. Burke Location: FC1 -TYP MAX BR'G FTG COLUMN UP TO F36 Alan Mascord Design Column MN 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 IN x 3.5IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:55 PM 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 Total Column Length: 4 ft B 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 #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 1188 psi Cd=0.90 Cf=1.15 Cp=0.85 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1215 psi Cd=O.90 CF=1.50 aft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1215 psi Cd=O.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): Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING Actual Compressive Stress: Fc= 1188 psi Live Load: PL= 0 lb Allowable Compressive Stress: Fc'= 1188 psi Dead Load: PD= 14539 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 11 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 14550 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'= 1215 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1215 psi Combined Stress Factor: CSF= 1 page - Project:22162 gerritz custom homes 3MIII Patrick J. Burke Location: FC2-TYP MAX BR'G FTG COLUMN @ F42 sa Alan Mascord Design Column 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.5 IN x 5.5 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:55 PM 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 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 Base Values Adjusted 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 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) Live Load: PL= 0 lb Actual Compressive Stress: Fc= 613 psi 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= 1 . I page Project:22162 gerritz custom homes 3 Patrick J. Burke Location:FC3-TYP MAX BR'G FTG COLUMN @ F48 Alan Mascord Design Column no 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 INx3.5INx4FT 1.8E Parallam Column-iLevel Trus Joist StruCalc Version 10.0.1.6 5/17/2018 1:43:56 PM 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 4 ft 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= 'I Project:22162 gerritz custom homes 3 page Patrick J. Burke Location:J1 -FRONT GAR FLR JSTS Alan Mascord Design Floor Joist 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] MPortland, OR 97210 1.5 INx11.25INx15.0FT @ 16 O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:56 PM Section Adequate By:2.0% Controlling Factor:Moment DEFLECTIONS Center ' LOADING DIAGRAM Live Load 0.26 IN L/700 Dead Load 0.13 in Total Load 0.39 IN L/464 Live Load Deflection Criteria: LJ480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 577 lb 435 lb Dead Load 356 lb 191 lb Total Load 933 lb 626 lb 1 Bearing Length 0.99 in 0.67 in SUPPORT LOADS A B Live Load 433 plf 326 plf — — T Dead Load 267 plf 143 plf 15ft B Total Load 700 plf 470 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 15 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr-1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Comp.-t-to Grain: Fc- L= 625 psi Fc-1'= 625 psi Uniform Floor Loading Center Controlling Moment: 2676 ft-lb Live Load LL= 40 psf Dead 6.45 Ft from left support of span 2(Center Span) Total Load DL= 15 psf Load TL= 55 psf Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 73.3 plf Controlling Shear: 932 lb Wall Loading At left support of span 2(Center Span) Wall One Created by combining all dead loads and live loads on span(s)2 Live Load( L to Joists): L1 = 159 plf Comparisons with required sections: Req'd Provided Dead Load on to Joists)Xi = 185 plf Section Modulus: 31.02 in3 31.64 in3 Load Location X1 = 2.5 ft Area(Shear): 7.77 in2 16.88 in2 Moment of Inertia(deflection): 138.09 in4 177.98 in4 Moment: 2676 ft-lb 2729 ft-lb Shear: 932 lb 2025 lb Project:22162 gerritz custom homes 3 page Patrick J. Burke / Location:J2-CANTILEVERED FLR JSTS 0/DINING Alan' Mascord Design Floor Joist 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 1.5 INx11.25INx15.0FT(13.5+ 1.5)© 16O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:56 PM Section Adequate By:47.4% Controlling Factor: Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.10 IN L/1592 -0.04 IN 2L/994 Dead Load -0.02 in 0.02 in Total Load 0.09 IN L/1876 0.05 IN 2L/690 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 360 lb 1163 lb Dead Load 29 lb 708 lb Total Load 389 lb 1871 lb Uplift(1.5 F.S) -57 lb 0 lb Bearing Length 0.42 in 2.00 in SUPPORT LOADS A B Live Load 270 plf 872 plf A -13.5 ft- 21.5 ft Dead Load 22 plf 531 plf Total Load 292 plf 1403 plf MATERIAL PROPERTIES JOIST DATA Center Right #2-Douglas-Fir-Larch Span Length 13.5 ft 1.5 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.-1-to Grain: Fc- = 625 psi Fc- t'= 625 psi Uniform Floor Loading Center Right Controlling Moment: -1851 ft-lb DeadLive Load LL= 40 psf 40 psf Over right support of span 2(Center Span) Total Load DL= 10 psf 10 psf Load TL= 50 psf 50 psf Created by combining all dead loads and live loads on span(s)3 TL Adj. For Joist Spacing WI= 66.7 plf 66.7 plf Controlling Shear: 1284 lb Wall Loading At left support of span 3(Right Span) Wall One Created by combining all dead loads and live loads on span(s)2,3 Live Load( 1-to Joists): L1 = 0 plf 485 plf Comparisons with required sections: Req'd Provided Dead Load( to Joists)Xi = 0 plf 403 plf Section Modulus: 21.46 in3 31.64 in3 Load Location X1 = 0 ft 1.5 ft Area(Shear): 10.7 in2 16.88 in2 Moment of Inertia(deflection): 127.63 in4 244.76 in4 Moment: -1851 ft-lb 2729 ft-lb Shear: 1284 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 IN2 Plywood Area: A-ply= 2.08 IN2 Section Centroid: C= 6 IN ABOVE BASE Moment of Inertia(deflection): I-comb= 245 IN4 Project:22162 gerritz custom homes 3 page Patrick J. Burke Location:J3-CANTILEVERED FLR JSTS 0/GREAT RM Alan Mascord Design Floor Joist 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 1.5 IN x 11.25 IN x 20.0 FT(18.5+ 1.5)@ 12 O.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:56 PM Section Adequate By: 0.7% Controlling Factor: Deflection DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.29 IN L/773 -0.07 IN 2L/484 Dead Load 0.01 in 0.01 in Total Load 0.30 IN L/747 -0.06 IN 211562 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 370 lb 957 lb Dead Load 59 lb 544 lb Total Load 429 lb 1501 lb Uplift(1.5 F.S) -2 lb 0 lb Bearing Length 0.46 in 1.60 in SUPPORT LOADS A Live Load 370 plf 957 plf A tssft .5ft- Dead Load 59 plf 544 plf ti Total Load 429 plf 1501 plf MATERIAL PROPERTIES JOIST DATA Center Right #2-Douglas-Fir-Larch Span Length 18.5 ft 1.5 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.--to Grain: Fc- = 625 psi Fc--L'= 625 psi Uniform Floor Loading Center Right Controlling Moment: 1842 ft-lb Live Load LL= 40 psf 40 psf 8.51 Ft from left 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)2 Total Load TL= 50 psf 50 psf Controlling Shear: 963 lb TL Adj. For Joist Spacing wT= 50 plf 50 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 ( Ito Joists): L1 = 0 plf 485 plf Comparisons with required sections: Req'd Provided Dead Load(1 to Joists)D1 = 0 plf 403 plf Section Modulus: 21.36 in3 31.64 in3 Load Location X1 = 0 ft 1.5 ft Area(Shear): 8.03 in2 16.88 in2 Moment of Inertia(deflection): 227.91 in4 229.48 in4 Moment: 1842 ft-lb 2729 ft-lb Shear: 963 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 IN2 Plywood Area: A-ply= 1.56 IN2 Section Centroid: C= 6 IN ABOVE BASE Moment of Inertia(deflection): I-comb= 229 IN4 page Project:22162 gerritz custom homes 3 RN Patrick J.Burke Location:M1 -FRONT GARAGE BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 7.0 INx11.25INx14.5FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 5/17/2018 1:43:56 PM Section Adequate By: 3.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.30 IN L/577 Dead Load 0.25 in Total Load 0.56 IN L/313 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 5 REACTIONS A B Live Load 2453 lb 8414 lb 1 2 3 4 Dead Load 2268 lb 6242 lb TR3 Total Load 4721 lb 14656 lb TR2 Bearing Length 0.90 in 2.79 in w BEAM DATA Center ;,-- Span Length 14.5 ft . IP 5 ft Unbraced Length-Top 0 ft A 14. B Unbraced Length-Bottom 14.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 90 plf Base Values Adjusted Beam Self Weight 25 plf Bending Stress: Fb= 2900 psi Fb'= 2921 psi Total Uniform Load 155 plf Cd=1.00 CF=1.01 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One Two Three Four Five Cd=1.00 Live Load 346 lb 527 lb 837 lb 1026 lb 4899 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 230 lb 351 lb 558 lb 684 lb 3266 lb Comp.L to Grain: Fc--I-= 750 psi Fc-1'= 750 psi Location 2 ft 6 ft 8.16 ft 12.34 ft 14 ft Controlling Moment: 25121 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 8.12 Ft from left support of span 2(Center Span) Load Number One Two Three Created by combining all dead loads and live loads on span(s)2 Left Live Load 76 plf 227 plf 101 plf Controlling Shear: -14656 lb Left Dead Load 50 plf 151 plf 67 plf 14.0 Ft from left support of span 2(Center Span) Right Live Load 76 plf 227 plf 101 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 50 plf 151 plf 67 plf Load Start 2 ft 8.16 ft 6 ft Comparisons with required sections: Req'd Provided Load End 8.16 ft 14 ft 14.5 ft Section Modulus: 103.21 in3 147.66 in3 Load Length 6.16 ft 5.84 ft 8.5 ft Area(Shear): 75.81 in2 78.75 in2 Moment of Inertia(deflection): 635.93 in4 830.57 in4 Moment: 25121 ft-lb 35940 ft-lb Shear: -14656 lb 15225 lb page . Project:22162 gerritz custom homes 3NI Patrick J. Burke Location: M2-16/0 GARAGE DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.125 IN x 15.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:57 PM Section Adequate By: 7.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN L/536 Dead Load 0.27 in Total Load 0.63 IN L/307 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B i Live Load 4583 lb 4165 lb Dead Load 3232 lb 3265 lb Total Load 7815 lb 7430 lb Bearing Length 2.35 in 2.23 in 7R2 BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft A lsft-- — B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.27 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 17 plf 24F-V4-Visually Graded Western Species Total Uniform Load 17 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 2453 lb Cd=1.00 Dead Load 2268 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 11 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.-t-to Grain: Fc- L= 650 psi Fc--- = 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two * Three * Controlling Moment: 35769 ft-lb Left Live Load 82 plf 433 plf 126 plf 9.12 Ft from left support of span 2(Center Span) Left Dead Load 55 plf 267 plf 84 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 82 plf 433 plf 126 plf Controlling Shear: 7815 lb Right Dead Load 55 plf 267 plf 84 plf At left support of span 2(Center Span) Load Start 0 ft 0 ft 11 ft Created by combining all dead loads and live loads on span(s)2 Load End 11 ft 11 ft 16 ft Load Length 11 ft 11 ft 5 ft Comparisons with required sections: Req'd Provided *Load obtained from Load Tracker. See Summary Report for details. Section Modulus: 178.85 in3 192.19 in3 Area(Shear): 44.23 in2 76.88 in2 Moment of Inertia(deflection): 1127.97 in4 1441.41 in4 Moment: 35769 ft-lb 38438 ft-lb Shear: 7815 lb 13581 lb Page Project:22162 gerritz custom homes 3 IIII Patrick J. Burke Location: M3-MAIN GARAGE BM M. Alan Mascord Design Multi Loaded Multi Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 6.75 IN x 25.5 IN x 22.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:57 PM Section Adequate By: 5.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.33 IN L/796 Dead Load 0.23 in Total Load 0.56 IN L/471 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 8064 lb 10343 lb a Dead Load 5308 lb 7407 lb Total Load 13372 lb 17750 lb TRI TR2 Bearing Length 3.05 in 4.05 in w BEAM DATA Center _. Span Length 22 ft Unbraced Length-Top 0 ft A 22 ft Unbraced Length-Bottom 22 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.23 Uniform Live Load 180 plf Notch Depth 0.00 Uniform Dead Load 45 plf MATERIAL PROPERTIES Beam Self Weight 37 plf 24F-V4-Visually Graded Western Species Total Uniform Load 262 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'= 2155 psi Live Load 1561 lb 8414 lb 566 lb Cd=1.00 Cv=0.90 Dead Load 1040 lb 6242 lb 378 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 14 ft 14 ft 18 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-L'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Three Controlling Moment: 124120 ft-lb Left Live Load 225 plf 189 plf 0 plf 13.86 Ft from left support of span 2(Center Span) Left Dead Load 150 plf 126 plf 80 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 225 plf 189 plf 0 plf Controlling Shear: -17750 lb Right Dead Load 150 plf 126 plf 80 plf At right support of span 2(Center Span) Load Start 0 ft 14 ft 14 ft Created by combining all dead loads and live loads on span(s)2 Load End 14 ft 18 ft 22 ft Load Length 14 ft 4 ft 8 ft Comparisons with required sections: Req'd Provided Section Modulus: 691.08 in3 731.53 in3 Area(Shear): 100.47 in2 172.13 in2 Moment of Inertia(deflection): 4757.51 in4 9327.02 in4 - Moment: 124120 ft-lb 131385 ft-lb Shear: -17750 lb 30409 lb page Project:22162 gerritz custom homes 3 Patrick J. Burke Location: M4-FOYER/DEN DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam nu 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5 IN x 5.5 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:58 PM Section Adequate By: 9.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1315 Dead Load 0.05 in Total Load 0.09 IN L/657 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 630 lb 630 lb Dead Load 630 lb 630 lb Total Load 1260 lb 1260 lb Bearing Length 0.58 in 0.58 in BEAM DATA Center Span Length 5 ft • Unbraced Length-Top O ft A 5 ft — B Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 252 plf #2-Douglas-Fir-Larch Uniform Dead Load 248 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 504 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-L to Grain: Fc- L= 625 psi Fc-1-'= 625 psi Controlling Moment: 1576 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1260 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: 16.16 in3 17.65 in3 Area(Shear): 10.5 in2 19.25 in2 Moment of Inertia(deflection): 17.72 in4 48.53 in4 Moment: 1576 ft-lb 1720 ft-lb Shear: 1260 lb 2310 lb page Project:22162 gerritz custom homes 3 Patrick J. Burke Location:M5-FLUSH BM @ FOYER/DEN Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] no Portland,OR 97210 5.5 IN x 9.5 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:58 PM Section Inadequate By:44.4% Controlling Factor: Shear/Depth Required 13.72 In. DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4826 Dead Load 0.01 in Total Load 0.01 IN L/2826 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2683 lb 5070 lb 2 Dead Load 1923 lb 3480 lb Total Load 4606 lb 8550 lb 1 Bearing Length 1.34 in 2.49 in T TR2 R1 BEAM DATA Center Span Length 3 ft 1i Unbraced Length-Top 0 ft A 3n B Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Two Cd=1.00 Live Load 1642 lb 5380 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 1095 lb 3586 lb Comp. to Grain: Fc-1= 625 psi Fc-l'= 625 psi Location 0.5 ft 2.5 ft Controlling Moment: 4269 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.49 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 302 plf 252 plf Controlling Shear: -8550 lb Left Dead Load 282 plf 248 plf At right support of span 2(Center Span) Right Live Load 302 plf 252 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 282 plf 248 plf Load Start 0.5 ft O ft Comparisons with required sections: Reo'd Provided Load End 2.5 ft 0.5 ft Section Modulus: 58.55 in3 82.73 in3 Load Length 2 ft 0.5 ft Area(Shear): 75.44 in2 52.25 in2 Moment of Inertia(deflection): 33.38 in4 392.96 in4 Moment: 4269 ft-lb 6032 ft-lb Shear: -8550 lb 5922 lb Project:22162 gerritz custom homes 3 page No Patrick . Burke Location:M6-FOYER FLUSH BM BY POWDER RM Alan MascordJDesign Multi-Loaded Multi-Span Beam •2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.5 IN x 9.5 IN x 6.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:58 PM Section Inadequate By: 57.5% Controlling Factor: Shear/Depth Required 14.96 In. DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1850 Dead Load 0.02 in Total Load 0.06 IN L/1221 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria:L/240 REACTIONS A B 1 Live Load 5690 lb 1179 lb Dead Load 3636 lb 507 lb Total Load 9326 lb 1686 lb Bearing Length 2.71 in 0.49 in TRI BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft A — 6.5 ft B Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 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 5070 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 3480 lb Comp.-I-to Grain: Fc-1= 625 psi Fc--L'= 625 psi Location 0.5 ft Controlling Moment: 4567 ft-lb *Load obtained from Load Tracker. See Summary Report for details. 1.1 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 Load Number One Two Controlling Shear: 9326 lb Left Live Load 479 plf 240 plf At left support of span 2(Center Span) Left Dead Load 399 plf 60 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 479 plf 240 plf Right Dead Load 399 plf 60 plf Comparisons with required sections: Reo'd Provided Load Start 0 ft 0 ft Section Modulus: 62.64 in3 82.73 in3 Load End 0.5 ft 6.5 ft Area(Shear): 82.29 in2 52.25 in2 Load Length 0.5 ft 6.5 ft Moment of Inertia(deflection): 77.26 in4 392.96 in4 Moment: 4567 ft-lb 6032 ft-lb Shear: 9326 lb 5922 lb Page Project:22162 gerritz custom homes 3 Patrick J. Burke Location: M7-FLUSH BM 0/HALL BATH 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 7.5 IN x 9.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:58 PM Section Adequate By:6.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN L/538 Dead Load 0.17 in Total Load 0.38 IN L/300 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 912 lb 1975 lb Dead Load 923 lb 1515 lb Total Load 1835 lb 3490 lb TRI Bearing Length 0.55 in 1.05 in w BEAM DATA Center Span Length 9.5 ft Unbraced Length-Top 0 ft A 9.5 ft B Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.17 Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 80 plf MATERIAL PROPERTIES Beam Self Weight 8 plf 24F-V4-Visually Graded Western Species Total Uniform Load 88 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 1768 lb Cd=1.00 Dead Load 1179 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.- to Grain: Fc- L= 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 479 plf 160 plf Controlling Moment: 9008 ft-lb Left Dead Load 399 plf 40 plf 5.99 Ft from left support of span 2(Center Span) Right Live Load 479 plf 160 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 399 plf 40 plf Controlling Shear: -3490 lb Load Start 9 ft 4 ft 10.0 Ft from left support of span 2(Center Span) Load End 9.5 ft 9.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 0.5 ft 5.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 45.04 in3 48.05 in3 Area(Shear): 19.75 in2 38.44 in2 Moment of Inertia(deflection): 143.95 in4 180.18 in4_ Moment: 9008 ft-lb 9609 ft-lb Shear: -3490 lb 6791 lb page , Project:22162 gerritz custom homes 3 Patrick J. Burke Location: M8-STAIR/FOYER BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5 IN x 9.25 IN x 14.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:58 PM Section Adequate By:4.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.28 IN L/594 Dead Load 0.09 in Total Load 0.37 IN L/454 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 420 lb 1260 lb Dead Load 154 lb 364 lb Total Load 574 lb 1624 lb Bearing Length 0.26 in 0.74 in BEAM DATA Center Span Length 14 ft Unbraced Length-Top 0 ft A —14ft --- — Unbraced Length-Bottom 14 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 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 240 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 60 plf Comp.L to Grain: Fc-1= 625 psi Fc- L'= 625 psi Right Live Load 240 plf Controlling Moment: 4296 ft-lb Right Dead Load 60 plf 8.68 Ft from left support of span 2(Center Span) Load E 7 ft Load End 14 ft Created by combining all dead loads and live loads on span(s)2 Load Length 7 ft Controlling Shear: -1624 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: 47.73 in3 49.91 in3 Area(Shear): 13.53 in2 32.38 in2 Moment of Inertia(deflection): 140.02 in4 230.84 in4 Moment: 4296 ft-lb 4492 ft-lb Shear: -1624 lb 3885 lb Project:22162 gerritz custom homes 3 page PatrickMI J. Burke / Location:M9-DINING BM-EXTERIOR SIDE AlannMascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.5 INx11.5INx15.0FT(13.5+ 1.5) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:58 PM Section Adequate By: 38.2% Controlling Factor: Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load -0.08 IN L/1924 0.05 IN 2L/666 Dead Load -0.04 in 0.03 in Total Load -0.12 IN L/1326 0.08 IN 2L/432 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 270 lb 3098 lb Dead Load -29 lb 2068 lb Total Load 241 lb 5166 lb Uplift(1.5 F.S) -309 lb 0 lb Bearing Length 0.07 in 1.50 in W BEAM DATA Center Right Span Length 13.5 ft 1.5 ft A 13.5 ft .5 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 13.5 ft 1.5 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'= 866 psi POINT LOADS-RIGHT SPAN Cd=1.00 C/=0.99 CF=1.00 Load Number One * Shear Stress: Fv= 170 psi Fv'= 170 psi — Cd-1.00 Live Load 2488 lb Dead Load 1683 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Location 1.5 ft Comp.L to Grain: Fc-1 = 625 psi Fc- = 625 psi *Load obtained from Load Tracker. See Summary Report for details. Controlling Moment: -6328 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: 4267 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: 87.7 in3 121.23 in3 Area(Shear): 37.65 in2 63.25 in2 Moment of Inertia(deflection): 388.14 in4 697.07 in4 Moment: -6328 ft-lb 8747 ft-lb Shear: 4267 lb 7168 lb page , Project:22162 gerritz custom homes 3 Patrick J. Burke / Location: M10-CANTILEVERED BM O/GREAT RM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 111111 3.125 IN x 10.5 IN x 20.0 FT(18.5+1.5) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:56 PM Section Adequate By:22.0% Controlling Factor: Deflection DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.19 IN L/1143 0.08 IN 2L/440 Dead Load -0.04 in 0.03 in Total Load -0.22 IN L/1012 0.11 IN 2L/314 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 370 lb 2255 lb Dead Load 66 lb 1400 lb Total Load 436 lb 3655 lb Uplift(1.5 F.S) -95 lb 0 lb Bearing Length 0.21 in 1.80 in BEAM DATA Center Right Span Length 18.5 ft 1.5 ft A 18.5 ft - 1.5 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 18.5 ft 1.5 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 24F-V4-Visually Graded Western Species Beam Self Weight 7 plf 7 plf Base Values Adjusted Total Uniform Load 57 plf 57 plf Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-RIGHT SPAN Fb_cmpr= 1850 psi Fb_cmpr'= 1692 psi Load Number One Cd=1.00 C1=0.91 Live Load 1686 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1124 lb Cd=1.00 Location 1.5 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.i to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: -4279 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: 2896 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: 30.35 in3 57.42 in3 Area(Shear): 16.39 in2 32.81 in2 Moment of Inertia(deflection): 247.02 in4 301.46 in4 Moment: -4279 ft-lb 8095 ft-lb Shear: 2896 lb 5797 lb Project:22162 gerritz custom homes 3 page Patrick J. Burke Location: M11 -GREAT RM/KIT.ANGLED BM in Alan Mascord Design / Multi-Loaded Multi-Span Beam 2187 NW Reed St, Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 IN x 5.5 IN x 4.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:56 PM Section Adequate By: 73.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1466 Dead Load 0.01 in Total Load 0.05 IN L/1160 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 720 lb 675 lb Dead Load 189 lb 178 lb Total Load 909 lb 853 lb Bearing Length 0.42 in 0.39 in BEAM DATA Center TR1 Span Length 4.5 ft Unbraced Length-Top 0 ft A - 4.5 ft B Unbraced Length-Bottom 4.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 4 plf Cd=1.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 340 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 85 plf Comp.1 to Grain: Fc- I = 625 psi Fc--i-'= 625 psi Right Live Load 280 plf Right Dead Load 70 plf Controlling Moment: 992 ft-lb 2.21 Ft from left support of span 2(Center Span) Load Start 0 ft 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: 909 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: Rend, Provided Section Modulus: 10.17 in3 17.65 in3 Area(Shear): 7.58 in2 19.25 in2 Moment of Inertia(deflection): 11.92 in4 48.53 in4 Moment: 992 ft-lb 1720 ft-lb Shear: 909 lb 2310 lb page Project:22162 gerritz custom homes 3 M.Patrick J. Burke Location:M12-GREAT RM BM O/BUILT-INS BY STAIR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5 IN x 7.25 IN x 7.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:56 PM Section Adequate By:7.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/768 Dead Load 0.03 in Total Load 0.14 IN L/607 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1260 lb 1260 lb Dead Load 334 lb 334 lb Total Load 1594 lb 1594 lb Bearing Length 0.73 in 0.73 in w BEAM DATA Center Span Length 7 ft Unbraced Length-Top 0 ft A 7ft — B Unbraced Length-Bottom 7 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 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 456 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- L= 625 psi Fc--L'= 625 psi Controlling Moment: 2790 ft-lb 3.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1594 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: Reci'd Provided Section Modulus: 28.61 in3 30.66 in3 Area(Shear): 13.29 in2 25,38 in2 Moment of Inertia(deflection): 52.08 in4 111.15 in4 Moment: 2790 ft-lb 2989 ft-lb Shear: 1594 lb 3045 lb III Project:22162 gerritz custom homes 3 page Patrick J. Burke Location:M13-GREAT RM BM 0/BUILT-INS AT REAR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 INx9.25INx8.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:57 PM Section Adequate By:22.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1069 Dead Load 0.02 in Total Load 0.11 IN L/842 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1440 lb 1440 lb Dead Load 388 lb 388 lb Total Load 1828 lb 1828 lb Bearing Length 0.84 in 0.84 in BEAM DATA Center Span Length 8 ft t: Unbraced Length-Top 0 ft A -8 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 360 plf #2-Douglas-Fir-Larch Uniform Dead Load 90 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 457 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.- to Grain: Fc-l= 625 psi Fc- = 625 psi Controlling Moment: 3656 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: 1828 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: 40.62 in3 49.91 in3 Area(Shear): 15.23 in2 32.38 in2 Moment of Inertia(deflection): 77.75 in4 230.84 in4 Moment: 3656 ft-lb 4492 ft-lb Shear: 1828 lb 3885 lb NV- page Project:22162 gerritz custom homes 3En Patrick J. Burke Location:M14-DINING BM-GREAT RM SIDE Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St, Ste 100 no of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5 INx9.25INx15.0FT(13.5+ 1.5) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:57 PM Section Adequate By: 0.5% Controlling Factor:Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load -0.14 IN L/1140 0.09 IN 2L/396 Dead Load -0.06 in 0.05 in Total Load -0.21 IN L/790 0.14 IN 2L/256 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 270 lb 2224 lb Dead Load -15 lb 1431 lb Total Load 255 lb 3655 lb Uplift(1.5 F.S) -208 lb 0 lb Bearing Length 0.12 in 1.67 in BEAM DATA Center Right Span Length 13.5 ft 1.5 ft A --13.5 ft --- 1-1.5 ft--- Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 13.5 ft 1.5 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 7 plf 7 plf Base Values Adjusted Total Uniform Load 57 plf 57 plf Bending Stress: Fb= 900 psi FID'= 1053 psi POINT LOADS-RIGHT SPAN Cd=1.00 C1=0.97 CF=1.20 Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Live Load 1702 lb Cd=1.00 Dead Load 1160 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Location 1.5 ft Comp.L to Grain: Fc-1= 625 psi Fc- !'= 625 psi *Load obtained from Load Tracker. See Summary Report for details. Controlling Moment: -4357 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: 2948 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: Reg'd Provided Section Modulus: 49.66 in3 49.91 in3 Area(Shear): 24.56 in2 32.38 in2 Moment of Inertia(deflection): 216.35 in4 230.84 in4 Moment: -4357 ft-lb 4379 ft-lb Shear: 2948 lb 3885 lb I, page Project:22162 gerritz custom homes 3 no Patrick J.Burke / Location:M15-GREAT RM PATIO DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St, Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.125 IN x 9.0 IN x 6.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:57 PM Section Adequate By: 11.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/905 Dead Load 0.05 in Total Load 0.13 IN L/571 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2833 lb 2739 lb Dead Load 1645 lb 1630 lb Total Load 4478 lb 4369 lb Bearing Length 2.20 in 2.15 in TRI BEAM DATA Center Span Length 6 ft • Unbraced Length-Top O ft A s n Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.05 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 TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One * Two* Fbcmpr= 1850 psi Fb'= 2400 psi Left Live Load 957 plf 957 plf Cd—=1.00 Left Dead Load 544 plf 544 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 957 plf 872 plf Cd=1.00 Right Dead Load 544 plf 531 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft 2 ft Comp.-t-to Grain: Fc- = 650 psi Fc--L'= 650 psi Load End 2 ft 6 ft Load Length 2 ft e ft Controlling Moment: 6654 ft-lb *Load obtained from Load Tracker. See Summary Report for details. 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4478 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: 33.27 in3 42.19 in3 Area(Shear): 25.35 in2 28.13 in2 Moment of Inertia(deflection): 79.81 in4 189.84 in4 Moment: 6654 ft-lb 8438 ft-lb Shear: 4478 lb 4969 lb Page Project:22162 gerritz custom homes 3 “m Patrick J. Burke ne Location: M16-REAR DINING HDR 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 9.67 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:57 PM Section Adequate By:2.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.27 IN L/423 Dead Load 0.17 in Total Load 0.44 IN L/264 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4760 lb 4567 lb1 2 Dead Load 2912 lb 2812 lb Total Load 7672 lb 7379 lb Bearing Length 2.30 in 2.21 in TRi 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 0.17 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 2224 lb 3098 lb Cd=1.00 Dead Load 1431 lb 2068 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1.5 ft 8 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-1= 650 psi Fc--I-'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One * Two * Controlling Moment: 13492 ft-lb Left Live Load 872 plf 330 plf 5.32 Ft from left support of span 2(Center Span) Left Dead Load 531 plf 163 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 872 plf 330 plf Controlling Shear; 7671 lb Right Dead Load 531 plf 163 plf At left support of span 2(Center Span) Load Start 0 ft 1.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 1.5 ft 9.67 ft Load Length 1.5 ft 8.17 ft Comparisons with required sections: Req'd Provided *Load obtained from Load Tracker. See Summary Report for details. Section Modulus: 67.46 in3 69.19 in3 Area(Shear): 43.42 in2 46.13 in2 Moment of Inertia(deflection): 283.03 in4 311.34 in4 Moment: 13492 ft-lb 13838 ft-lb Shear: 7671 lb 8149 lb page Project:22162 gerritz custom homes 3 Location:M17-REAR GREAT RM WINDOW HDR Patrick J. BurkeAlan Mascord Design / Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] M Portland, OR 97210 3.125 IN x 10.5 IN x 6.34 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:57 PM Section Adequate By: 0.0% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/869 Dead Load 0.05 in Total Load 0.14 IN L/549 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3690 lb 3579 lb 1 Dead Load 2106 lb 2076 lb Total Load 5796 lb 5655 lb Bearing Length 2.85 in 2.78 in R2 BEAM DATA Center Span Length 6.34 ft Unbraced Length-Top 0 ft A 6.34ft- B Unbraced Length-Bottom 6.34 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.05 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 7 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb- = 1850 psi Fb'= 2400 psi Load Number One Cd=1.00 Live Load 2255 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1400 lb Location 2 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.--to Grain: Fc-1= 650 psi Fc--L'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two * Controlling Moment: 10603 ft-lb Left Live Load 430 plf 957 plf 2.6 Ft from left support of span 2(Center Span) Left Dead Load 188 plf 544 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 430 plf 957 plf Controlling Shear: 5795 lb Right Dead Load 188 plf 544 plf At left support of span 2 (Center Span) Load Start 0 ft 2 ft Created by combining all dead loads and live loads on span(s)2 Load End 2 ft 6.34 ft Load Length 2 ft 4.34 ft Comparisons with required sections: Req'd Provided *Load obtained from Load Tracker. See Summary Report for details. Section Modulus: 53.01 in3 57.42 in3 Area(Shear): 32.8 in2 32.81 in2 Moment of Inertia(deflection): 131.84 in4 301.46 in4 Moment: 10603 ft-lb 11484 ft-lb Shear: 5795 lb 5797 lb page . Project:22162 gerritz custom homes 3 no Patrick J. Burke / Location: M18-BM 0/KITCHEN ISLAND 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 10.5IN x 13.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:57 PM Section Adequate By:21.8% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.37 IN L/438 Dead Load 0.10 in Total Load 0.47 IN L/344 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2970 lb 2970 lb Dead Load 821 lb 821 lb Total Load 3791 lb 3791 lb Bearing Length 1.14 in 1.14 in BEAM DATA Center Span Length 13.5 ft Unbraced Length-Top 0 ft A -- 13.5 ft Unbraced Length-Bottom 13.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.1 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 Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.L to Grain: Fc- = 650 psi Fc--- = 650 psi Controlling Moment: 12795 ft-lb 6.75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3791 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: 63.98 in3 94.17 in3 Area(Shear): 21.46 in2 53.81 in2 Moment of Inertia(deflection): 405.9 in4 494.4 in4 Moment: 12795 ft-lb 18834 ft-lb Shear: 3791 lb 9507 lb page Project:22162 gerritz custom homes 3 Patrick J. Burke • Location:U1 -MSTR BDRM REAR WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St, Ste 100 of [2015 International Building Code(2015 NDS)] ME Portland,OR 97210 3.5 IN x 11.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/17/2018 1:43:58 PM Section Adequate By: 13.3% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2427 Dead Load 0.02 in Total Load 0.05 IN L/1446 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1702 lb 2488 lb Dead Load 1160 lb 1683 lb Total Load 2862 lb 4171 lb Bearing Length 1.31 in 1.91 inTR BEAM DATA Center Span Length 6 ft Unbraced Length-Top O ft A 6 ft 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 1689 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1126 lb Comp.-I-to Grain: Fc-L= 625 psi Fc-L'= 625 psi Location 5 ft Controlling Moment: 5015 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.48 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 485 plf 76 plf Controlling Shear: -4170 lb Left Dead Load 323 plf 50 plf At right support of span 2(Center Span) Right Live Load 485 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 323 plf 50 plf Load Start Oft 5 ft Comparisons with required sections: Req'd Provided Load End 5 ft 6 ft Section Modulus: 60.79 in3 73.83 in3 Load Length 5 ft 1 ft Area(Shear): 34.75 in2 39.38 in2 Moment of Inertia(deflection): 68.95 in4 415.28 in4 Moment: 5015 ft-lb 6091 ft-lb Shear: -4170 lb 4725 lb