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Specifications (27) page Project:22199 SOLSTICE CUSTOM HOMES 1111 Patrick J. Burke Location: Fl 8R-TYP ISOLATED BR'G PAD(ROUND) Alan Mascord Design Footing INK 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] _v--'i.44„,ik .. 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 11/8/2018 3:47:33 PM CAUTIONS I I *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 3.5 in- 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: 1 Bearing Required: Bear= 3464 lb sin l Allowable Bearing: Bear-A= 28634 lb i Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 429 lb Sin Allowable Beam Shear: Vc1 = 3509 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 38 inAsn Punching Shear: Vu2= 2235 lb 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:22199 SOLSTICE CUSTOM HOMES page EtLocation: F20-TYP ISOLATED BR'G PAD Patrick J. Burke Footing Alan Mascord Design Et[2015 International Building Code(2015 NDS)] 2187 NW Reed St.Ste 100 or 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 11/8/2018 3:47:33 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 Column Depth: n= 3.5 in E-3.5in-1 FOOTING CALCULATIONS — 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 10 in Baseplate Bearing: Bearing Required: Bear= 5347 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): Beam Shear: ! 3 i Vu1 = 535 lb — Allowable Beam Shear: Vc1 = 5867 lb j — Punching Shear Calculations(Two Way Shear): 1.6667 ft Critical Perimeter: Bo= 46 in Punching Shear: Vu2= 3579 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 26919 lb Bending Calculations: Live Load: PL= 0 lb FactoredDead Load: PD= 3819 lb 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: VVt= 224 lb Project:22199 SOLSTICE CUSTOM HOMES Patrick J.Burke Location:F24-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St.Ste 100 page of t � [2015 International Building Code(2015 NDS)] _ jr+ Fkr�� 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 11/8/2018 3:47:33 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 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 I-3.5in--I Column Depth: n= 3.5 in FOOTING CALCULATIONS I Bearing Calculations: 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 i j Baseplate Bearing: Bearing Required: Bear= 7560 lb ; T Allowable Bearing: Bear-A= 28634 lb i Sin Beam Shear Calculations(One Way Shear): j Beam Shear: Vu1 = 630 lb Allowable Beam Shear: Vc1 = 8800 lb 2 rt I Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 54 in Punching Shear Vu2= 5168 lb FOOTING LOADING = 0 lb Controlling Allowable Punching Shear: vc2= 39501 lb Live Load: PLPD= 5400 lb Bending Calculations: Dead Load: Factored Moment: Mu= 22680 in-lb Total Load: PT= 5400 lbNominal Moment Strength: Mn= 55000 in-lb Ultimate Factored Load: Pu= 7560 lb Footing plus soil above footing weight: Wt= 387 lb Project:22199 SOLSTICE CUSTOM HOMES page Patrick J. Burke Location: F28-TYP ISOLATED BR'G PADAlan Mascord Design Footing 2187 NW Reed St. Ste 100 [2015 International Building Code(2015 NDS)] °f Footing Size:2.333 FT x 2.333 FT x 14.00 IN Portland, OR 97210 Section Footing Design Adequate StruCalc Version 10.0.1.6 11/8/2018 3:47:33 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 H3.5 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 is in' Baseplate Bearing: Bearing Required: Bear= 10095 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): Beam Shear: 3 in Vu1 = 720 Ib Allowable Beam Shear: Vc1 = 12318 lb — — Punching Shear Calculations(Two Way Shear): — Z333 ft 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:22199 SOLSTICE CUSTOM HOMES IIIII Patrick J. Burke Location: F30-TYP ISOLATED BR'G PAD EN Alan Mascord Design Footing 2187 NW Reed St. Ste 100 of [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 11/8/2018 3:47:33 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= 2.5 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 H3.5in-, Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1312 psf Effective Allowable Soil Bearing Pressure:Qe= 1313 psf Required Footing Area: Areq= 6.25 sf 15 in, Area Provided: A= 6.25 sf Baseplate Bearing: Bearing Required: Bear= 11484 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 13 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-Ib Ultimate Factored Load: Pu= 11484 lb Footing plus soil above footing weight: Wt= 755 lb Project;22199 SOLSTICE CUSTOM HOMES page Ell Patrick J. Burke Location: F36-TYP ISOLATED BR'G PAD Alan Mascord Design Footing Ell 2187 NW Reed St.Ste 100 [2015 International Building Code(2015 NDS)] of ' .. 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 11/8/2018 3:47:33 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fc= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE -3.5 in- 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 Column Width: m= 3.5 in I ? f' n n 9 i T Column Depth: n= 3.5 in � i f3in FOOTING CALCULATIONS I aft 1 Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf E 3.51n Effective Allowable Soil Bearing Pressure: Qe= 1350 psf — Required Footing Area: Areq= 9 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 17010 lb 121n Allowable Bearing: Bear-A= 33841 lb P- 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. Project:22199 SOLSTICE CUSTOM HOMES Patrick J. Burke page Location:F42-TYP ISOLATED BR'G PAD Alan Mascord Design Footing gum 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _, �,.� _,:.Portland.OR 97210 Footing Size: 3.5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(5)min. StruCalc Version 10.0.1.6 11/8/2018 3:47:33 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 ,3.5 in- Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE I i Column Type: Wood 1 12in Column Width: m= 3.5 in Column Depth: n= 3.5 in e' 3in FOOTING CALCULATIONS — n 3.5 ft 1 Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf i3.5 in; Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I— 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 P ,; T Beam Shear Calculations(One Way Shear): 3in Beam Shear: Vu1 = 7028 lb _ 1 -- Allowable Beam Shear: Vc1 = 25988 lb 3.5 ft I Punching Shear Calculations(Two Way Shear): 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 Project:22199 SOLSTICE CUSTOM HOMES page En Patrick J. Burke Location:F54-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St.Ste 100 [2015 International Building Code(2015 NDS)] Portland, OR 97210 of _,11040./.014,(.., Footing Size:4.5 FT x 4.5 FT x 12.00 IN Reinforcement:#4 Bars @ 9.00 IN. O.C. E/N/(6)min. StruCalc Version 10.0.1.6 11/8/2018 3:47:33 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= 4.5 ft Length: L= 4.5 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= 20.25 sf F 5.5 in-' Area Provided: A= 20.25 sf 1 Baseplate Bearing: Bearing Required: Bear= 38272 lb Allowable Bearing: Bear-A= 83566 lb 12 in Beam Shear Calculations(One Way Shear): _ ' n Beam Shear: Vu1 = 13289 lb 3 in Allowable Beam Shear: Vc1 = 33413 lb Punching Shear Calculations(Two Way Shear): 4.5 ft Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 35790 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= 27337 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 27337 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 38272 lb Bending Calculations: Footing plus soil above footing weight: Wt= 1958 lb Factored Moment: Mu= 258335 in-lb Nominal Moment Strength: Mn= 505002 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.62 in Steel Required Based on Moment: As(1)= 0.59 in2 Min. Code Req'd Reinf. Shrink./Temp.(ACI-10.5.4):As(2)= 1.17 in2 Controlling Reinforcing Steel: As-reqd= 1.17 in2 Selected Reinforcement: #4's @ 9.0 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= 24 in page Project:22199 SOLSTICE CUSTOM HOMES 111111 Patrick J. Burke Location:FC1 -TYP MAX BR'G FTG COLUMN UP TO F36 Alan Mascord Design Column sol 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] —„,...,140-01W....Portland,OR 97210 3.5INx3.5INx4.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:33 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 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 #2-Douglas-Fir-Larch Base Values Adiusted 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'= 0 psi Cd=0.90 CF=1.50 a ft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 0 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 1 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'= 0 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 0 psi Combined Stress Factor: CSF= 1 III Project:22199 SOLSTICE CUSTOM HOMES Page Location:FC2-TYP MAX BR'G FTG COLUMN @ F42 Patrick J. Burke Column Alan Mascord Design 111111 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.5 INx5.5INx4.0FT .0° #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 0.0% StruCalc Version 10.0.1.6 11/8/2018 3:47:33 PM 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=O.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): Controlling Load Case:Axial Dead Load Only(D) AXIAL LOADING 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= 1 Project:22199 SOLSTICE CUSTOM HOMES Patrick J. Burke Location:FC4-TYP MAX BR'G FTG COLUMN @ F54&F60 Alan MaNW Reedscord DesSt.ipage inE 2187gn Column Ste 100 of [2015 International Building Code(2015 NDS)] Portland.OR 97210 5.25 IN x 5.25 IN x 4 FT 1.8E Parallam Column-iLevel Trus Joist StruCalc Version 10.0.1.6 11/8/2018 3:47:34 PM Section Adequate By:0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 60094 lb Total Load: Vert-TL-Rxn= 60094 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'= 2180 psi Cd=0.90 Cp=0.97 Bending Stress(X-X Axis): Fbx= 2400 psi Fbx'= 2368 psi Oft Cd=0.90 CF=1.10 Bending Stress(Y-Y Axis): Fby=2400 psi Fby'= 2368 psi Cd=0.90 CF=1.10 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Column Section(X-X Axis): dx= 5.25 in Column Section(Y-Y Axis): dy= 5.25 in Area: A= 27.56 in2 Section Modulus(X-X Axis): Sx= 24.12 in3 Section Modulus(Y-Y Axis): Sy= 24.12 in3 Slenderness Ratio: Lex/dx= 9.14 A Ley/dy= 9.14 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= 2180 psi Dead Load: PD= 60060 lb Allowable Compressive Stress: Fc'= 2180 psi Column Self Weight: CSW= 34 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ftIb Total Axial Load: PT= 60094 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'= 2368 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 2368 psi Combined Stress Factor: CSF= 1 Project:22199 SOLSTICE CUSTOM HOMES page IRELocation: M1 -SIDE FRONT ENTRY BM Patrick J. Burke Multi-Loaded Multi-Span Beam iims Alan Mascord Design 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 INx7.25INx5.OFT --_4? #2-Douglas-Fir-Larch-Dry Use Section Adequate By:65.2% StruCalc Version 10.0.1.6 11/8/2018 3:47:34 PM Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2286 Dead Load 0.02 in Total Load 0.04 IN L/1359 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 777 lb 661 lb Dead Load 531 lb 454 lb Total Load 1308 lb 1115 lb Bearing Length 0.60 in 0.51 in BEAM DATA Center rRt TR2 Span Length 5 ft Unbraced Length-Top 0 ft A- 5 ft Unbraced Length-Bottom 5 ft --B — Unbraced 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 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One • Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Live Load 595 lb Min. Mod.of Elasticity: E—min= 580 ksi E_min'= 580 ksi Dead Load 397 lb Comp. to Grain: Fc---= 625 psi Fc-1'= 625 psi Location 1.5 ft TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 1809 ft-lb Load Number One Two 1.75 Ft from left support of span 2(Center Span) Left Live Load 76 pif 203 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 50 plf 135 plf Controlling Shear: 1308 lb Right Live Load 101 plf 203 plf At left support of span 2(Center Span) Right Dead Load 67 plf 135 plf Created by combining all dead loads and live loads on span(s)2 Load Start 0 ft 1.5 ft Load End 1.5ft 5ft Comparisons with required sections: Req'd Provided Load Length 1.5 ft 3.5 ft Section Modulus: 18.56 in3 30.66 in3 Area(Shear): 10.9 in2 25.38 in2 Moment of Inertia(deflection): 19.63 in4 111.15 in4 Moment: 1809 ft-lb 2989 ft-lb Shear: 1308 lb 3045 lb Project:22199 SOLSTICE CUSTOM HOMES Patrick J.Burke Location:M2-FRONT ENTRY BM Alan Mascord Desipage gn Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] �41,14rrigk,Z:� Portland,OR 97210 3.5 IN x 5.5 IN x 8.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:35 PM Section Adequate By:27.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/668 Dead Load 0.11 in Total Load 0.26 IN L/392 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 429 lb 429 lb Dead Load 302 lb 302 lb Total Load 731 lb 731 lb Bearing Length 0.33 in 0.33 in BEAM DATA Center Span Length 8.5 ft s.5 ft B Unbraced Length-Top 0 ft A Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 101 plf #2-Douglas-Fir-Larch Uniform Dead Load 67 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1346 psi Total Uniform Load 172 plf Cd=1.15 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1-to Grain: Fc--t = 625 psi Fc--I-'= 625 psi Controlling Moment: 1555 ft-lb 4.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -732 lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 13.87 in3 17.65 in3 Area(Shear): 5.3 in2 19.25 in2 Moment of Inertia(deflection): 29.73 in4 48.53 in4 Moment: 1555 ft-lb 1979 ft-lb Shear -732 lb 2657 lb Project:22199 SOLSTICE CUSTOM HOMES �� page Location: M3-16/0 O.H. GARAGE DR HDR Patrick J. Burke Multi-Loaded Multi-Span Beam Alan MDesign NEM 2187 NWW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.5 IN x 11.5 IN x 16.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:23.5% StruCalc Version 10.0.1.6 11/8/2018 3:47:35 PM Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/937 Dead Load 0.16 in Total Load 0.36 IN L/528 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1008 lb 1008 lb Dead Load 782 lb 782 lb Total Load 1790 lb 1790 lb Bearing Length 0.52 in 0.52 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft A is ft Unbraced Length-Bottom 16 ft B Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 126 plf #2-Douglas-Fir-Larch Uniform Dead Load 84 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 224 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp.J-to Grain: Fc- = 625 psi Fc--i-'= 625 psi Controlling Moment: 7159 ft-lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1790 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: 98.18 in3 121.23 in3 Area(Shear): 15.79 in2 63.25 in2 Moment of Inertia(deflection): 317.14 in4 697.07 in4 Moment: 7159 ft-lb 8840 ft-lb Shear: 1790 lb 7168 lb Project:22199 SOLSTICE CUSTOM HOMES 1111 Patrick J. Burke Location:M4-MAIN GARAGE BM. Alan Mascord Design page II Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _,- Sy :-Portland.OR 97210 5.125 IN x 21.0 IN x 21.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:35 PM Section Adequate By:2.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.56 IN L/463 Dead Load 0.38 in Total Load 0.93 IN L/277 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 1 2 REACTIONS A B Live Load 8762 lb 7830 lb Dead Load 5906 lb 5289 lb Total Load 14668 lb 13119 lb Bearing Length 4.40 in 3.94 in BEAM DATA Center , Span Length 21.5 ft _ 2isrt B Unbraced Length-Top 0 ft .111M11.1.111111111A-- Unbraced Length-Bottom 21.5 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.38 Uniform Live Load 285 plf Notch Depth 0.00 Uniform Dead Load 172 plf MATERIAL PROPERTIES Beam Self Weight 23 plf 24F-V4-Visually Graded Western Species Total Uniform Load 480 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two* Fb_cmpr= 1850 psi Fb'= 2604 psi Live Load 1477 lb 1187 Ib Cd=1.15 Cv=0.94 Dead Load 993 lb 800 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Location 14.5 ft 17.5 ft Cd=1.15 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc--I-= 650 psi Fc--i-'= 650 psi Load Number One Two Left Live Load 517 plf 76 plf Controlling Moment: 80145 ft-lb Left Dead Load 345 plf 50 plf 10.97 Ft from left support of span 2(Center Span) Right Live Load 517 plf 76 plfight Dead Load 345 plf 50 Of Created by combining all dead loads and live loads on span(s)2 Right Start 5 ft 1 50 ft Controlling Shear: 14669 lb At left support of span 2(Center Span) Load End 14.5 ft 21.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 14.5 ft 4 ft Comparisons with required sections: Reo'd Provided Section Modulus: 369.38 in3 376.69 in3 Area(Shear): 72.2 in2 107.63 in2 Moment of Inertia(deflection): 3432.2 in4 3955.22 in4 Moment: 80145 ft-lb 81730 ft-lb Shear 14669 lb 21866 lb Project:22199 SOLSTICE CUSTOM HOMES page Location:M5-BM BTWN GARAGE/STORAGE Patrick J. Burke Multi-Loaded Multi-Span Beam Alan Mascord Design 111111 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.5 IN x 11.5IN x 11.5 FT -- + � - #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 37.6% StruCalc Version 10.0.1.6 11/8/2018 3:47:35 PM Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/1059 Dead Load 0.04 in Total Load 0.17 IN L/818 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 1725 lb 1725 lb Dead Load 510 lb 510 lb Total Load 2235 lb 2235 lb Bearing Length 0.65 in 0.65 in BEAM DATA Center Span Length 11.5 ft _. Unbraced Length-Top 0 ft A 11.5 ft Unbraced Length-Bottom 11.5 ft B_ Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 300 plf #2-Douglas-Fir-Larch Uniform Dead Load 75 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 389 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod.of Elasticity: E_min= 470 ksi Emin'= 470 ksi Comp.J-to Grain: Fc--t-= 625 psi Fc-1'= 625 psi Controlling Moment: 6426 ft-lb 5.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2235 lb 12.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 88.13 in3 121.23 in3 Area(Shear): 19.72 in2 63.25 in2 Moment of Inertia(deflection): 236.87 in4 697.07 in4 Moment: 6426 ft-lb 8840 ft-lb Shear: -2235 lb 7168 lb Project:22199 SOLSTICE CUSTOM HOMES no Patrick J. Burke Location:M6-MULT JSTS BY STAIRS Alan Mascord Design page Multi-Loaded Multi-Span Beam no 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 (2)1.51Nx11.25INx11.17FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:35 PM Section Adequate By:430.9% Controlling Factor: Moment ICAUTIONS *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/5450 Dead Load 0.01 in Total Load 0.04 IN L/3803 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 223 lb 223 lb Dead Load 97 lb 97 lb Total Load 320 lb 320 lb Bearing Length 0.17 in 0.17 in BEAM DATA Center Span Length 11.17 ft 11.17 ft B Unbraced Length-Top 0 ft A Unbraced Length-Bottom 11.17 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 894 ft-lb 5.59 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -320 lb 11.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 11.92 in3 63.28 in3 Area(Shear): 2.67 in2 33.75 in2 Moment of Inertia(deflection): 23.51 in4 355.96 in4 Moment: 894 ft-lb 4746 ft-lb Shear -320 lb 4050 lb Project:22199 SOLSTICE CUSTOM HOMES page 111111 Patrick J. Burke Location:M7-BM ACROSS FOYER Alan Mascord Design Multi-Loaded Multi-Span Beam 116 2187 NW Reed St.Ste 100 [2015 International Building Code(2015 NDS)] /___41440,..01.0„(... Portland,OR 972103.5 IN x 11,25 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 13.6% StruCalc Version 10.0.1.6 11/8/2018 3:47:35 PM Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1463 Dead Load 0.03 in Total Load 0.09 IN L/1052 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2024 lb 1479 lb Dead Load 758 lb 632 lb Total Load 2782 lb 2111 lb Bearing Length 1.27 in 0.97 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft A aft B_. Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 210 plf #2-Douglas-Fir-Larch Uniform Dead Load 103 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 322 plf Cd=1.00 CF=9.10 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One * Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 223 lb Min. Mod.of Elasticity: E_ _ min= 580 ksi Emin'= 580 ksi Dead Load 97 lb Comp.1-to Grain: Fc-1-= 625 psi Fc--L'= 625 psi Location 5 ft *Load obtained from Load Tracker.See Summary Report for details. Controlling Moment: 5360 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.84 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 320 plf Controlling Shear: 2781 lb Left Dead Load 80 plf At left support of span 2(Center Span) Right Live Load 320 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 80 plf Load Start 0 ft Comparisons with required sections: Reo d Provided Load End 5 ft Section Modulus: 64.97 in3 73.83 in3 Load Length 5 ft Area(Shear): 23.18 in2 39.38 in2 Moment of Inertia(deflection): 102.16 in4 415.28 in4 Moment: 5360 ft-lb 6091 ft-lb Shear: 2781 lb 4725 lb Project:22199 SOLSTICE CUSTOM HOMES Patrick J. Burke page • Location:M8 FLUSH BM @REAR POCH Alan Mascord Design Multi-Loaded Multi-Span Beam sim 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] ____4140,19,a:.,_Portland,OR 97210 5.5 INx11.51Nx12.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:36 PM Section Adequate By: 1.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/1251 Dead Load 0.13 in Total Load 0.24 IN L/588 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1293 lb 1293 lb Dead Load 1480 lb 1480 lb Total Load 2773 lb 2773 lb Bearing Length 0.81 in 0.81 in BEAM DATA Center Span Length 12 ft �2 n Unbraced Length-Top 0 ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 202 plf #2-Douglas-Fir-Larch Uniform Dead Load 224 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 440 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 162 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 108 lb Comp.1 to Grain: Fc- = 625 psi Fc--- = 625 psi Location 6 ft Controlling Moment: 8725 ft-lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2773 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: 119.65 in3 121.23 in3 Area(Shear): 24.47 in2 63.25 in2 Moment of Inertia(deflection): 284.5 in4 697.07 in4 Moment: 8725 ft-lb 8840 ft-lb Shear: -2773 lb 7168 lb Project:22199 SOLSTICE CUSTOM HOMES page 1111 Patrick J. Burke Location:M9-FLUSH BM 0/KIT.CABINETS Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 [2015 International Building Code(2015 NDS)] , or Portland, OR 97210 5.51Nx11.51Nx10.0FT #2-DouglasFir Larch-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:36 PM Section Adequate By:25.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/1099 Dead Load 0.03 in Total Load 0.14 IN L/857 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 2200 lb 2200 lb Dead Load 619 lb 619 lb Total Load 2819 lb 2819 lb Bearing Length 0.82 in 0.82 in BEAM DATA Center Span Length 10 ft :°r . _., MZ , . Unbraced Length-Top 0 ft A ion Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 440 plf #2-Douglas-Fir-Larch Uniform Dead Load 110 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 564 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.-L to Grain: Fc-1= 625 psi Fc-L'= 625 psi Controlling Moment: 7046 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2819 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: 96.64 in3 121.23 in3 Area(Shear): 24.87 in2 63.25 in2 Moment of Inertia(deflection): 228.42 in4 697.07 in4 Moment: 7046 ft-lb 8840 ft-lb Shear: -2819 lb 7168 lb page Project:22199 SOLSTICE CUSTOM HOMES 11111 Patrick J.Burke • Location:M10-SMALL BM BTWN GREAT RM/DINING Alan Mascord Design Multi-Loaded Multi-Span Beam int 2187 NW Reed St.Ste 100 or [2015 International Building Code(2015 NDS)] r � ¢, ,_Portland,OR 97210 3.125 IN x 9.0 IN x 7.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:34 PM Section Adequate By:32.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/600 Dead Load 0.04 in Total Load 0.19 IN L/477 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2700 lb 2700 lb Dead Load 698 lb 698 lb Total Load 3398 lb 3398 lb Bearing Length 1.67 in 1.67 in BEAM DATA Center Span Length 7.5 ft Unbraced Length-Top 0 ft A Unbraced Length-Bottom 7.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.04 Uniform Live Load 720 plf Notch Depth 0.00 Uniform Dead Load 180 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 906 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.-I-to Grain: Fc- I = 650 psi Fc--L'= 650 psi Controlling Moment: 6371 ft-lb 3.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3398 lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Red Provided Section Modulus: 31.85 in3 42.19 in3 Area(Shear): 19.23 in2 28.13 in2 Moment of Inertia(deflection): 113.89 in4 189.84 in4 Moment: 6371 ft-lb 8438 ft-lb Shear: -3398 lb 4969 lb page Project:22199 SOLSTICE CUSTOM HOMES nun Patrick J. Burke Location: M11-BM BTWN GREAT RM/DINING No Alan Mascord Design Multi-Loaded Multi-Span Beam NM 2187 NW Reed St.Ste 100 [2015 International Building Code(2015 NDS)] of 5.25 INx11.25INx19.OFT Portland, OR 97210 2.0E Parallam-iLevel Trus Joist Section Adequate By: 3.5% StruCalc Version 10.0.1.6 11/8/2018 3:47:34 PM Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.61 IN L/373 Dead Load 0.20 in Total Load 0.81 IN L/281 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 1498 lb 2209 lb Dead Load 556 lb 740 lb Total Load 2054 lb 2949 lb Bearing Length 0.52 in 0.75 in BEAM DATA Center Span Length 19 ftanwilmir Unbraced Length-Top 0 ft A 19 ft 13- Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 53 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 13 plf Base Values Adjusted Beam Self Weight 18 plf Bending Stress: Fb= 2900 psi Fb'= 2921 psi Total Uniform Load 84 plf Cd=1.00 CF=1.01 Shear Stress: Fv= 290 psi Fv'= 290 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Live Load 2700 lb Comp. L to Grain: Fc- L= 750 psi Fe- = 750 psi Dead Load 698 Ib Location 12 ft Controlling Moment: 18539 ft-lb *Load obtained from Load Tracker. See Summary Report for details. 11.97 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2948 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 76.16 in3 110.74 in3 Area(Shear): 15.25 in2 59.06 in2 Moment of Inertia(deflection): 601.71 in4 622.92 in4 Moment: 18539 ft-lb 26955 ft-lb Shear: -2948 lb 11419 lb page Project:22199 SOLSTICE CUSTOM HOMES 11111 Patrick J. Burke Location:M12-BM OVER MID GREAT RM. Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] f Portland.OR 97210 5.125 IN x 13.5IN x 19.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCaic Version 10.0.1.6 11/8/2018 3:47:34 PM Section Adequate By:32.0% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.33 IN L/683 Dead Load 0.39 in Total Load 0.72 IN L/317 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria:L/240 REACTIONS A B 1 Live Load 2080 lb 2000 lb 2 Dead Load 2387 lb 2330 lb Total Load 4467 lb 4330 lb Bearing Length 1.34 in 1.30 in TRI TR3 TR2 BEAM DATA Center , w. -40 Span Length 19 ft 19 n Unbraced Length-Top 0 ft A Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.39 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 Adiusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One" Two" Three Fb_cmpr= 1850 psi Fb'= 2396 psi Live Load 355 lb 355 lb 162 lb Cd=1.00 Cv=1.00 Dead Load 244 lb 244 lb 108 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5.5 ft 10.5 ft 5.5 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. 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 Comp.-L to Grain: Fc--L= 650 psi Fc-1'= 650 psi Load Number One Two Three Left Live Load 202 plf 76 plf 202 plf Controlling Moment: 20872 ft-lb Left Dead Load 224 plf 140 plf 224 plf 10.45 Ft from left support of span 2(Center Span) Right Live Load 202 plf 76 plf 202 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 224 plf 140 plf 224 plf Controlling Shear: 4467 lb Load Start 0 ft 5.5 ft 10.5 ft At left support of span 2(Center Span) Load End 5.5 ft 10.5 ft 19 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5.5 ft 5 ft 8.5 ft Comparisons with required sections: Read Provided Section Modulus: 104.55 in3 155.67 in3 Area(Shear): 25.28 in2 69.19 in2 Moment of Inertia(deflection): 796.11 in4 1050.79 in4 Moment: 20872 ft-lb 31079 ft-lb Shear: 4467 lb 12223 lb Project:22199 SOLSTICE CUSTOM HOMES page 11111 Patrick J.Burke Location:M13-GREAT RM WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.51N x 11.25 IN x 3.0 FT � '' #2 Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:34 PM Section Adequate By: 5.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6322 Dead Load 0.01 in Total Load 0.01 IN L/3128 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ Live Load 1887 lb 2367 lb Dead Load 1978 lb 2098 lb Total Load 3865 lb 4465 lb Bearing Length 1.77 in 2.04 in TR1 BEAM DATA Center Span Length 3 ft Unbraced Length-Top 0 ft A aft -Q 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 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 9 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One" Two* Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 1293 lb 2000 lb Comp.-I-to Grain: Fc- = 625 psi Fc--1-'= 625 psi Dead Load 1480 lb 2330 lb Location 1.5 ft 1.5 ft Controlling Moment: 5787 ft-lb *Load obtained from Load Tracker. See Summary Report for details. 1.5 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 Controlling Shear: -4464 lb Left Live Load 640 plf At right support of span 2(Center Span) Left Dead Load 160 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 640 plf Right Dead Load 160 plf Comparisons with required sections: Reo'd Provided Load Start 1.5 ft Section Modulus: 70.14 in3 73.83 in3 Load End 3 ft Area(Shear): 37.2 in2 39.38 in2 Load Length 1.5 ft Moment of Inertia(deflection): 31.87 in4 415.28 in4 Moment: 5787 ft-lb 6091 ft-lb Shear: -4464 lb 4725 lb page Project:22199 SOLSTICE CUSTOM HOMES 11111 Patrick J.Burke • Location: M14-FOYER ENTRY DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _�4 ,_Portland,OR 97210 3.5 IN x 9.25 IN x 6.34 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:34 PM Section Adequate By:43.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2084 Dead Load 0.02 in Total Load 0.06 IN L/1239 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1176 lb 1176 lb Dead Load 802 lb 802 lb Total Load 1978 lb 1978 lb TR1 Bearing Length 0.90 in 0.90 in N, BEAM DATA Center .. ..-...a..... . — Span Length 6.34 ft 6.34 e B Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.34 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 220 plf #2-Douglas-Fir-Larch Uniform Dead Load 55 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 282 plf Cd=9.00 CF=1.20 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=9.00 Left Live Load 151 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 191 plf Comp.-I-to Grain: Fc-1= 625 psi Fc-1'= 625 psi Right Live Load 151 plf Right Dead Load 191 plf Controlling Moment: 3135 ft-lb Load Start 0 ft 3.17 Ft from left support of span 2(Center Span) Load End 6.34 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6.34 ft Controlling Shear: -1978 lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Red Provided Section Modulus: 34.84 in3 49.91 in3 Area(Shear): 16.48 in2 32.38 in2 Moment of Inertia(deflection): 44.72 in4 230.84 in4 Moment: 3135 ft-lb 4492 ft-lb Shear: -1978 lb 3885 lb , Project:22199 SOLSTICE CUSTOM HOMES page III Patrick J. Burke Location:M15-FRONT DEN FLUSH BM Alan Mascord Design Multi-Loaded Multi-Span Beam Ilin 2187 NW Reed St.Ste 100 [2015 International Building Code(2015 NDS)] °f �� 9f 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 11/8/2018 3:47:34 PM Section Adequate By:21.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.30 IN L/493 Dead Load 0.18 in Total Load 0.49 IN L/307 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2987 lb 3094 lb Dead Load 1795 lb 1868 lb Total Load 4782 lb 4962 lb TRI Bearing Length 1.44 in 1.49 in BEAM DATA Center w Span Length 12.5 ft ' Unbraced Length-Top 0 ft A 12.5 n Unbraced Length-Bottom 12.5 ft B Live Load Duration Factor 1.00 Camber Adj. Factor 0 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 320 plf Uniform Dead Load 170 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 502 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Cd=1.00 Live Load 81 Ib Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 54 lb Cd=1.00 Location 4 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc-1= 650 psi Fc--L'= 650 psi Load Number One Two Left Live Load 126 plf 50 plf Controlling Moment: 15474 ft-lb Left Dead Load 84 plf 34 plf 6.25 Ft from left support of span 2(Center Span) Right Live Load 126 plf 50 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf 34 plf Controlling Shear: -4962 lb Load Start 0 ft 4 ft 12.0 Ft from left support of span 2(Center Span) Load End 12.5 ft 12.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 12.5 ft 8.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 77.37 in3 94.17 in3 Area(Shear): 28.09 in2 53.81 in2 Moment of Inertia(deflection): 386.05 in4 494.4 in4 Moment: 15474 ft-lb 18834 ft-lb Shear: -4962 lb 9507 lb page Project:22199 SOLSTICE CUSTOM HOMES imn Patrick J. Burke Location: M16-SIDE BM AT REAR PATIO mg Alan Mascord Design Multi-Loaded Multi-Span Beam 111111. 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] f Portland,OR 97210 5.5 IN x 9.5 IN x 11.5 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:34 PM Section Adequate By:80.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1581 Dead Load 0.07 in Total Load 0.15 IN L/894 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 691 lb 549 lb Dead Load 526 lb 433 lb Total Load 1217 lb 982 lb Bearing Length 0.35 in 0.29 in TR1 TR2 BEAM DATA Center —`.. Span Length 11.5 ft 11.5 ft Unbraced Length-Top 0 ft A Unbraced Length-Bottom 11.5 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 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 Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Right Live Load 126 plf 50 plf Comp.-L to Grain: Fc--t-= 625 psi Fc--1-'= 625 psi Right Dead Load 84 plf 34 plf Load Start Oft 6 ft Controlling Moment: 3348 ft-lb Load End 6 ft 11.5 ft 5.52 Ft from left support of span 2(Center Span) Load Length 6 ft 5.5 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1217 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: 45.92 in3 82.73 in3 Area(Shear): 10.74 in2 52.25 in2 Moment of Inertia(deflection): 105.47 in4 392.96 in4 Moment: 3348 ft-lb 6032 ft-lb Shear: 1217 lb 5922 lb Project:22199 SOLSTICE CUSTOM HOMES page 111111 Patrick J. Burke Location: M17-BM AT REAR PATIO Alan Mascord Design Multi-Loaded Multi-Span Beam 111111 2187 NW Reed St. Ste 100 [2015 International Building Code(2015 NDS)] °{ 5.125 IN x 15.0 IN x 16.0 FT .. ,_ Portland, OR 97210 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:34 PM Section Adequate By: 16.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.32 IN L/592 Dead Load 0.25 in Total Load 0.58 IN L/332 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 1 Live Load 2974 lb 5778 lb 2 s Dead Load 2478 lb 4165 lb Total Load 5452 lb 9943 lb Bearing Length 1.64 in 2.98 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft 16 ft B� Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 17 plf 24F-V4-Visually Graded WesternSpecies Total Uniform Load 17 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One * Two * Three * Cd=1.00 Live Load 1293 lb 1335 lb 1631 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1480 lb 900 lb 1098 lb Cd=1.00 Location 6 ft 10 ft 13.5 ft *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-L to Grain: Fc--I-= 650 psi Fc--1'= 650 psi Load Number One Two Three Four Left Live Load50 plf 240 plf 50 plf 505 plf Controlling Moment: 32948 ft-lb Left Dead Load 34 plf 150 plf 34 plf 337 plf 9.28 Ft from left support of span 2(Center Span) Right Live Load 126 plf 240 plf 101 plf 505 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf 150 plf 67 plf 337 plf Controlling Shear: -9942 lb Load Start Oft 6 ft 6 ft 13.5 ft At right support of span 2(Center Span) Load End 6 ft 16 ft 10 ft 16 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft 10 ft 4 ft 2.5 ft Comparisons with required sections: R. eo'd Provided Section Modulus: 164.74 in3 192.19 in3 Area(Shear): 56.28 in2 76.88 in2 Moment of Inertia(deflection): 1042.24 in4 1441.41 in4 Moment: 32948 ft-lb 38438 ft-lb Shear: -9942 lb 13581 lb page Project:22199 SOLSTICE CUSTOM HOMES 111111 Patrick J.Burke Location:M18-HDR OVER WDWS @ DINING(4 PT BRG HDR) an Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] $skeZ Portland.OR 97210 3.5 INx9.25INx9.99FT(3.3+3.3+3.3) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:35 PM Section Adequate By:26.6% Controlling Factor: Shear DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.01 IN L/7967 0.00 IN L/MAX 0.00 IN L/MAX Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.01 IN L/5691 0.00 IN L/8911 0.00 IN L/MAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B C D Live Load 1373 lb 3744 lb 2539 lb 600 lb Dead Load 729 lb 2186 lb 1259 lb 215 lb Total Load 2102 lb 5930 lb 3798 lb 815 lb TR1 TRI Uplift(1.5 F.S) 0 lb 0 lb 0 lb -13 lb w w w Bearing Length 0.96 in 2.71 in 1.74 in 0.37 in BEAM DATA Left Center Right 3.33 ft 3.33 n Span Length 3.33 ft 3.33 ft 3.33 ft A 3.33 ft D Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 3.33 ft 3.33 ft 3.33 ft Live Load Duration Factor 1.00 UNIFORM LOADS Left Center Right Notch Depth 0.00 Uniform Live Load 380 plf 380 plf 380 plf MATERIAL PROPERTIES Uniform Dead Load 185 plf 185 plf 185 plf #2-Douglas-Fir-Larch Beam Self Weight 7 plf 7 plf 7 plf Base Values Adjusted Total Uniform Load 572 plf 572 plf 572 plf Bending Stress: Fb= 900 psi Fb'= 1074 psi TRAPEZOIDAL LOADS-LEFT SPAN Cd=1.00 CI=0.99 CF=1.20 Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Left Live Load 557 plf Cd=1.00 Left Dead Load 371 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Right Live Load 557 plf Min.Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Dead Load 371 plf Comp.-I-to Grain: Fc-1= 625 psi Fc--I-'= 625 psi Load Start 0 ft Load End 3.33 ft Controlling Moment: -1905 ft-lb Load Length 3.33 ft Over right support of span 1 (Left Span) CENTER SPAN Created by combining all dead loads and live loads on span(s)1,2 Load Number One Controlling Shear: -3070 lb Left Live Load 557 plf 3.0 Ft from left support of span 1 (Left Span) Left Dead Load 371 plf Created by combining all dead loads and live loads on span(s)1,2 Right Live Load 557 plf Right Dead Load 371 plf Comparisons with required sections: Req'd Provided Load Start 0 ft Section Modulus: 21.28 in3 49.91 in3 Load End 3.33 ft Area(Shear): 25.58 in2 32.38 in2 Load Length 3.33 ft Moment of Inertia(deflection): 10.43 in4 230.84 in4 Moment: -1905 ft-lb 4468 ft-lb --- - Shear: -3070 lb 3885 lb Project:22199 SOLSTICE CUSTOM HOMES page EN Patrick J. Burke Location:M19-WINDOW HDR AT KITCHEN mg 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 4.0 FT ___41,040-910(,.... #2 Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:35 PM Section Adequate By: 0.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/1589 Dead Load 0.02 in Total Load 0.05 IN L/994 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 1866 lb 1866 lb Dead Load 1117 lb 1117 lb Total Load 2983 lb 2983 lb TR1 Bearing Length 1.36 in 1.36 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft A Oft B_ Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 380 plf #2-Douglas-Fir-Larch Uniform Dead Load 185 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 571 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Live Load 553 plf Min. Mod.of Elasticity: E—min= 580 ksi E_min'= 580 ksi Left Dead Load 368 plf Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Right Live Load 553 plf Right Dead Load 368 plf Controlling Moment: 2983 ft-lb Load Start 0 ft 2.0 Ft from left support of span 2(Center Span) Load End 4 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft Controlling Shear: 2983 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: 30.59 in3 30.66 in3 Area(Shear): 24.86 in2 25.38 in2 Moment of Inertia(deflection): 26.84 in4 111.15 in4 Moment: 2983 ft-lb 2989 ft-lb Shear: 2983 lb 3045 lb page Project:22199 SOLSTICE CUSTOM HOMES IIM Patrick J. Burke Location:M20-SIDE DEN WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam NM 2187 NW Reed St. Ste 100 or [2015 International Building Code(2015 NDS)] ---/.14 ,9a,..._Portland,OR 97210 3.5 IN x 9.25 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:35 PM Section Adequate By: 12.7% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5048 Dead Load 0.00 in Total Load 0.01 IN L/3050 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 2105 lb 1110 lb Dead Load 1342 lb 804 lb Total Load 3447 lb 1914 lb Bearing Length 1.58 in 0.87 in TR1 rRz BEAM DATA Center ;.. : Span Length 3 ft ---- - 3 ft Unbraced Length-Top 0 ft A 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 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 2987 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1795 lb Comp.1 to Grain: Fc-1-= 625 psi Fc-l'= 625 psi Location 1 ft Load obtained from Load Tracker. See Summary Report for details. Controlling Moment: 3352 ft-lb 1.02 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: 3448 lb Left Live Load 76 plf 76 plf At left support of span 2(Center Span) Left Dead Load 50 plf 140 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 76 plf 76 plf Right Dead Load 50 plf 140 plf Comparisons with required sections: Req'd Provided Load Start 0 ft 1 ft Section Modulus: 37.24 in3 49.91 in3 Load End 1 ft 3 ft Area(Shear): 28.73 in2 32.38 in2 Load Length 1 ft 2 ft Moment of Inertia(deflection): 18.16 in4 230.84 in4 Moment: 3352 ft-lb 4492 ft-lb Shear: 3448 lb 3885 lb Project:22199 SOLSTICE CUSTOM HOMES mg page Patrick J. Burke Location:M21 -LAUNDRY RM WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam a 2187 NW Reed St.Ste 100 / [2015 International Building Code(2015 NDS)] of . Portland,OR 97210 3.51Nx9.251Nx3.0FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 19.7% StruCalc Version 10.0.1.6 11/8/2018 3:47:35 PM Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6122 Dead Load 0.00 in Total Load 0.01 IN L/3633 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 1 REACTIONS A B Live Load 1927 lb 1085 lb Dead Load 1319 lb 756 lb Total Load 3246 lb 1841 lb TR1 Bearing Length 1.48 in 0.84 in BEAM DATA Center " Span Length 3 ft ,.. Unbraced Length-Top 0 ft 3 ft Unbraced Length-Bottom 3 ft B Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 180 plf #2-Douglas-Fir-Larch Uniform Dead Load 135 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 322 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 1751 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Dead Load 1168 lb Location 1 ft Controlling Moment: 2657 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.02 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 494 plf 126 plf Controlling Shear: 3246 lb Left Dead Load 330 plf 84 plf At left support of span 2(Center Span) Right Live Load 494 plf 101 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 330 plf 67 plf Load Start 0 ft 1 ft Comparisons with required sections: Req'd Provided Load End 1 ft 3 ft Section Modulus: 29.52 in3 49.91 in3 Load Length 1 ft 2 ft Area(Shear): 27.05 in2 32.38 in2 Moment of Inertia(deflection): 15.25 in4 230.84 in4 Moment: 2657 ft-lb 4492 ft-lb Shear: 3246 lb 3885 lb page Project:22199 SOLSTICE CUSTOM HOMES 11111 Patrick J.Burke Location:STUDS AT STAIRS Alan Mascord Design Column MEI 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] __,- i }, ' `Portland,OR 97210 1.5 INx5.5lNx18.0FT@120.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:36 PM Section Adequate By: 12.7% DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 1.06 IN=L/203 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 324 lb B Dead Load: Vert-DL-Rxn= 248 lb Total Load: Vert-TL-Rxn= 572 lb HORIZONTAL REACTIONS • Total Reaction at Top of Column: TL-Rxn-Top= 135 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 135 lb COLUMN DATA Total Column Length: 18 ft Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 0 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 18ft w Lateral Load Duration Factor(Wind/Seismic) 1.33 STUD PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 1019 psi Cd=1.33 Cf=1.10 Cp=0.52 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1790 psi Cd=1.33 CF=1.30 Cr-1.15 CI=1.00 Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1790 psi Cd=1.33 CF=1.30 Cr=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi A Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi AXIAL LOADING Stud Section(X-X Axis): dx= 5.5 in Live Load: PL= 324 plf Stud Section(Y-Y Axis): dy= 1.5 in Dead Load: PD= 216 plf Area: A= 8.25 in2 Column Self Weight: CSW= 32 plf Section Modulus(X-X Axis): Sx= 7.56 in3 Total Axial Load: PT= 572 plf Section Modulus(Y-Y Axis): Sy= 2.06 in3 Slenderness Ratio: Lex/dx= 19.64 LATERAL LOADING (Dy Face) Ley/dy= 0 Uniform Lateral Load: wL-Lat= 15 psf Stud Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Actual Compressive Stress: Fc= 30 psi Allowable Compressive Stress: Fc'= 1019 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 608 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 964 psi Allowable Bending Stress(X-X Axis): Fbx'= 1790 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1790 psi Combined Stress Factor: CSF= 0.55 Project:22199 SOLSTICE CUSTOM HOMES page Patrick J. Burke Location:U1-WINDOW HDR AT MASTER BATH Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 [2015 International Building Code(2015 NDS)] or _r , ,,.e ,. Portland,OR 97210 3.5 IN x 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:20.0% StruCalc Version 10.0.1.6 11/8/2018 3:47:36 PM Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1843 Dead Load 0.03 in Total Load 0.07 IN L/1096 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 1485 lb 1485 lb Dead Load 1011 lb 1011 lb Total Load 2496 lb 2496 lb Bearing Length 1.14 in 1.14 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top O ft A 611— Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 495 plf #2-Douglas-Fir-Larch Uniform Dead Load 330 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 832 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. to Grain: Fc--L= 625 psi Fc- = 625 psi Controlling Moment: 3744 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2496 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: 41.6 in3 49.91 in3 Area(Shear): 20.8 in2 32.38 in2 Moment of Inertia(deflection): 50.54 in4 230.84 in4 Moment: 3744 ft-lb 4492 ft-lb Shear: -2496 lb 3885 lb page Project:22199 SOLSTICE CUSTOM HOMES Patrick J. Burke Location:U2-WINDOW HDR AT BR.2 no Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] —:r: ¢,ks .;Portland.OR 97210 3.5 INx3.5INx5.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:36 PM Section Adequate By:7.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/601 Dead Load 0.07 in Total Load 0.17 IN L/356 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 355 lb 355 lb Dead Load 244 lb 244 lb Total Load 599 lb 599 lb Bearing Length 0.27 in 0.27 in BEAM DATA Center issamowilasom Span Length 5 ft Unbraced Length-Top 0 ft A Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 142 plf #2-Douglas-Fir-Larch Uniform Dead Load 95 plf Base Values Adjusted Beam Self Weight 3 plf Bending Stress: Fb= 900 psi Fb'= 1350 psi Total Uniform Load 240 plf Cd=9.00 CF=1.50 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 749 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: -599 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 6.66 in3 7.15 in3 Area(Shear): 4.99 in2 12.25 in2 Moment of Inertia(deflection): 8.42 in4 12.51 in4 Moment: 749 ft-lb 804 ft-lb Shear: -599 lb 1470 lb page . Project:22199 SOLSTICE CUSTOM HOMES 1111 Patrick J. Burke Location: U3-REAR MSIR BR WIN. HDR Elm Alan Mascord Design Multi-Loaded Multi-Span Beam 111.1 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] _41.440,..:04,,(...Portland,OR 97210 3.5INx9.251Nx3.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:36 PM Section Adequate By:42.3% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5220 Dead Load 0.00 in Total Load 0.01 IN L/3123 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1335 lb 1631 lb Dead Load 900 lb 1098 lb Total Load 2235 lb 2729 lb Bearing Length 1.02 in 1.25 in TR2 BEAM DATA Center Span Length 3 ft Unbraced Length-Top O ft -A 3 ft 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 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 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 2038 lb Comp.--to Grain: Fc--L= 625 psi Fc--I-'= 625 psi Dead Load 1358 lb Location 1.5 ft Controlling Moment: 3139 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.5 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 101 plf 505 plf Controlling Shear: -2729 lb Left Dead Load 67 plf 337 plf At right support of span 2(Center Span) Right Live Load 126 plf 505 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf 337 plf Load Start Oft 1.5 ft Comparisons with required sections: Req'd Provided Load End 1.5 ft 3 ft Section Modulus: 34.88 in3 49.91 in3 Load Length 1.5 ft 1.5 ft Area(Shear): 22.74 in2 32.38 in2 Moment of Inertia(deflection): 17.74 in4 230.84 in4 Moment: 3139 ft-lb 4492 ft-lb Shear: -2729 lb 3885 lb page Project:22199 SOLSTICE CUSTOM HOMES Ell Patrick J. Burke • Location: U4-GAMES RM FRONT WINDOW HDR mill Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St. Ste 100 of [2015 International Building Code(2015 NDS)] �. ,a!,._Portland.OR 97210 3.5INx7.251Nx3.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 11/8/2018 3:47:36 PM Section Adequate By:7.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/2833 Dead Load 0.01 in Total Load 0.02 IN L/1695 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B 1 Live Load 1477 lb 1187 lb Dead Load 993 lb 800 lb Total Load 2470 lb 1987 lb Bearing Length 1.13 in 0.91 in TR1 BEAM DATA Center Span Length 3 ft —_ — - Unbraced Length-Top 0 ft A 3 ft Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adiusted 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 Live Load 1751 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1168 lb Comp.1 to Grain: Fc-1-= 625 psi Fc-1'= 625 psi Location 1.5 ft Controlling Moment: 2770 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.5 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 495 plf 126 plf Controlling Shear: 2469 lb Left Dead Load 330 plf 84 plf At left support of span 2(Center Span) Right Live Load 495 plf 101 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 330 plf 67 plf Load Start Oft 1.5 ft Comparisons with required sections: Req'd Provided Load End 1.5 ft 3 ft Section Modulus: 28.41 in3 30.66 in3 Load Length 1.5 ft 1.5 ft Area(Shear): 20.58 in2 25.38 in2 Moment of Inertia(deflection): 15.73 in4 111.15 in4 Moment: 2770 ft-lb 2989 ft-lb Shear: 2469 lb 3045 lb