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Specifications.r - �(p'l SW Cl'C ietH �� �15T"2.01�i-©D442 � & ) '' A L A N _ .x t. OCT 2 3 2019 CIT O _ IGAilD 1 ILLI, k iVISIGN D E S I G N A S S O C I A T E S, I N C . BY: L ICE U M H ME 2 O (TRUSS ROOF DESIGN) GRAVITY LOADS BASED ON AFPA NDS-12 FLOOR - 40# LIVE, 10# DEAD ROOF - 25# SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE, 10# DEAD DECKS - 60# LIVE, 10# DEAD EXITS/STAIRS - 50# TOTAL LOAD BEAM CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.Reed St.Suite#100 PORTLAND,OR. 97210 Project: 1251 SOLSTICE CUSTOM HOMES 2 page 1111 Patrick Burke Location: F18R-TYP ISOLATED BR'G PAD(ROUND) Alan Mascord Design Associates, Inc Footing 2187 NW Reed St,Ste 100 c: [2015 International Building Code(2015 NDS)] i: 9 ._ 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 10/18/2019 9:41:54 AM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi • Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE 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 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: Bearing Required: Bear= 3464 lb 8 in Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 429 lb Allowable Beam Shear: Vc1 = 3509 lb 3 in 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 page Project: 1251 SOLSTICE CUSTOM HOMES 2 IIII Patrick Burke / Location: F20-TYP ISOLATED BR'G PAD Alan Mascord Design Associates, Inc Footing 11111 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] _ 4 ' e .._ 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 10/18/2019 9:41:54 AM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 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 I-3.5in—I Column Depth: n= 3.5 in 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): 31n Beam Shear: Vu1 = 535 lb Allowable Beam Shear: Vc1 = 5867 lb 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 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 Project: 1251 SOLSTICE CUSTOM HOMES 2 1111page Patrick Burke Location:F24-TYP ISOLATED BR'G PAD Alan Mascord Design Associates, Inc Footing 1111 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] _ Portland,OR 97210 Footing Size:2.0 FT x 2.0 FT x 12.00 IN . Section Footing Design Adequate StruCalc Version 10.0.1.6 10/18/2019 9:41:54 AM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2 ft Length: L= 2 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 10 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in H3sin--I Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq= 4 sf Area Provided: A= 4.00 sf 12 in Baseplate Bearing: Bearing Required: Bear= 7560 lb Allowable Bearing: Bear-A= 28634 lb T Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 630 lb Allowable Beam Shear: Vc1 = 8800 lb Punching Shear Calculations(Two Way Shear): 2 n 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: 1251 SOLSTICE CUSTOM HOMES 2Ell Patrick Burke / Location: F28-TYP ISOLATED BR'G PAD Alan Mascord Design Associates, Inc Footing 1111. 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] f -fe .._ 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 10/18/2019 9:41:54 AM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.33 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 H-3.5 in—I Column Depth: n= 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 14 in Baseplate Bearing: Bearing Required: Bear= 10095 lb Allowable Bearing: Bear-A= 28634 lb T Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 720 lb _L Allowable Beam Shear: Vc1 = 12318 lb Punching Shear Calculations(Two Way Shear): z.333f< 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: 1251 SOLSTICE CUSTOM HOMES 2 Patrick Burke Location: F30-TYP ISOLATED BR'G PAD 1111Patrick Mascord Design Associates, Inc Footing 2187 NW Reed St,Ste 100 0f [2015 International Building Code(2015 NDS)] lr 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 10/18/2019 9:41:54 AM CAUTIONS *Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2.5 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 H3.5 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 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 J Allowable Beam Shear: Vc1 = 14300 lb Punching Shear Calculations(Two Way Shear): 2.5 n 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: 1251 SOLSTICE CUSTOM HOMES 2 Ell Patrick Burke / Location:M1-MASTER BR.WINDOW HDR. Alan Mascord Design Associates, Inc 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 8.5 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 10/18/2019 9:41:55 AM Section Adequate By: 129.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2546 Dead Load 0.03 in Total Load 0.07 IN L/1478 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 536 lb 536 lb Dead Load 387 lb 387 lb Total Load 923 lb 923 lb Bearing Length 0.42 in 0.42 in BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft 1111111. Unbraced Length-Bottom 8.5 ft 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 Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 217 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-L to Grain: Fc-1= 625 psi Fc- = 625 psi Controlling Moment: 1960 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: -922 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: 21.78 in3 49.91 in3 Area(Shear): 7.69 in2 32.38 in2 Moment of Inertia(deflection): 37.48 in4 230.84 in4 Moment: 1960 ft-lb 4492 ft-lb Shear: -922 lb 3885 lb Project: 1251 SOLSTICE CUSTOM HOMES 2 page Patrick Burke Location: M2-MASTER BATH WINDOW HDR. Alan Mascord Design Associates, Inc Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] _44,40,16,a'.... Portland,OR 97210 3.5 IN x 9.25 IN x 6.5 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 10/18/2019 9:41:55 AM Section Adequate By:291.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5694 Dead Load 0.01 in Total Load 0.02 IN L/3306 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 410 lb 410 lb Dead Load 296 lb 296 lb Total Load 706 lb 706 lb Bearing Length 0.32 in 0.32 in w BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft — 6.5 ft Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 126 plf #2-Douglas-Fir-Larch Uniform Dead Load 84 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 217 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1146 ft-lb 3.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 705 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: 12.73 in3 49.91 in3 Area(Shear): 5.88 in2 32.38 in2 Moment of Inertia(deflection): 16.76 in4 230.84 in4 Moment: 1146 ft-lb 4492 ft-lb Shear: 705 lb 3885 lb page Project: 1251 SOLSTICE CUSTOM HOMES 2IIIII Patrick Burke / Location:M3-16/0 GARAGE DR.HDR. Alan Mascord Design Associates, Inc Multi Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] 0, ... Portland,OR 97210 5.125 IN x 9.0 IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 10/18/2019 9:41:55 AM Section Adequate By:26.0% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.37 IN L/528 Dead Load 0.28 in Total Load 0.65 IN L/302 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1040 lb 1040 lb Dead Load 775 lb 775 lb Total Load 1815 lb 1815 lb Bearing Length 0.54 in 0.54 in BEAM DATA0- 41.11 Center . .... .,..._.... _ Span Length 16.5 ft .,"_ Unbraced Length-Top 0 ft Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.42 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 126 plf Uniform Dead Load 84 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 220 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2400 psi Cd—=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc- = 650 psi Fc-1'= 650 psi Controlling Moment: 7487 ft-lb 8.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1815 lb 16.0 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: 37.43 in3 69.19 in3 Area(Shear): 10.27 in2 46.13 in2 Moment of Inertia(deflection): 247.03 in4 311.34 in4 Moment: 7487 ft-lb 13838 ft-lb Shear: -1815 lb 8149 lb page Project: 1251 SOLSTICE CUSTOM HOMES 2 Patrick Burke Location: M4-DINING RM. PATIO DR. HDR. 111111Patrick Mascord Design Associates, Inc Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 0 [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.125 IN x 10.5 IN x 9.5 FT ��rl 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 10/18/2019 9:41:55 AM Section Adequate By: 1.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN L/570 Dead Load 0.14 in Total Load 0.34 IN L/339 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 3034 lb 2494 lb Dead Load 2055 lb 1696 lb Total Load 5089 lb 4190 lb Bearing Length 2.51 in 2.06 in TRI TR2 BEAM DATA center -.. Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.14 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 7 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 680 plf 447 plf Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 453 plf 298 plf Right Live Load 680 plf 447 plf Cd=1.00 Right Dead Load 453 plf 298 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft 5.5 ft Comp.-L to Grain: Fc--1-= 650 psi Fc- = 650 psi Load End 5.5 ft 9.5 ft Controlling Moment: 11357 ft-lb Load Length 5.5 ft 4 ft 4.46 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5089 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: 56.78 in3 57.42 in3 Area(Shear): 28.8 in2 32.81 in2 Moment of Inertia(deflection): 213.19 in4 301.46 in4 Moment: 11357 ft-lb 11484 ft-lb Shear: 5089 lb 5797 lb page Project: 1251 SOLSTICE CUSTOM HOMES 2IIIII Patrick Burke / Location: M5-ENTRY DR. HDR. Alan Mascord Design Associates, Inc 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 10.5 IN x 7.34 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 10/18/2019 9:41:55 AM Section Adequate By:6.8% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/829 Dead Load 0.07 in Total Load 0.18 IN L/495 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3630 lb 3630 lb Dead Load 2451 lb 2451 lb Total Load 6081 lb 6081 lb Bearing Length 2.67 in 2.67 in w BEAM DATA Center Span Length 7.34 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7.34 ft Live Load Duration Factor 1.00 Camber Adj. Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 989 plf Notch Depth 0.00 Uniform Dead Load 660 plf MATERIAL PROPERTIES Beam Self Weight 8 plf 24F-V4-Visually Graded Western Species Total Uniform Load 1657 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 11159 ft-lb 3.67 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6081 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 55.79 in3 64.31 in3 Area(Shear): 34.42 in2 36.75 in2 Moment of Inertia(deflection): 163.78 in4 337.64 in4 Moment: 11159 ft-lb 12863 ft-lb Shear: 6081 lb 6493 lb Project: 1251 SOLSTICE CUSTOM HOMES 2 page 11111 Patrick Burke Location: M6-ENTRY PORCH BM. Alan Mascord Design Associates, Inc Multi-Loaded Multi-Span Beam 1111111 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] _ .- Portland,OR 97210 5.5INx11.5INx12.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 10/18/2019 9:41:55 AM Section Adequate By: 37.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/1358 Dead Load 0.08 in Total Load 0.18 IN L/784 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1236 lb 1236 lb Dead Load 904 lb 904 lb Total Load 2140 lb 2140 lb Bearing Length 0.62 in 0.62 in w BEAM DATA Center _. Span Length 12 ft 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 206 plf #2-Douglas-Fir-Larch Uniform Dead Load 137 plf Base Values Adiusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 357 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.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 6421 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: 2140 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: 88.06 in3 121.23 in3 Area(Shear): 18.88 in2 63.25 in2 Moment of Inertia(deflection): 213.33 in4 697.07 in4 Moment: 6421 ft-lb 8840 ft-lb Shear: 2140 lb 7168 lb . Project: 1251 SOLSTICE CUSTOM HOMES 2 page II Patrick Burke / Location: M7-OUTDOOR LIVING RM. SIDE BMS. Alan Mascord Design Associates, Inc 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 11.5 INx 10.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 10/18/2019 9:41:55 AM Section Adequate By:8.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1346 Dead Load 0.07 in Total Load 0.16 IN L/786 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1654 lb 1078 lb 1 Dead Load 1174 lb 794 lb Total Load 2828 lb 1872 lb Bearing Length 0.82 in 0.54 in TR1 BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft 10.5 ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 14 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi POINT LOADS CENTER SPAN Cd=1.00 Load Number One Live Load 929 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 619 lb Comp.-L to Grain: Fc- = 625 psi Fc-1'= 625 psi Location 5 ft Controlling Moment: 8152 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 4.93 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 278 plf 75 plf Controlling Shear: 2828 lb Left Dead Load 185 plf 51 plf At left support of span 2(Center Span) Right Live Load 278 plf 75 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 185 plf 51 plf Load Start Oft 5 ft Comparisons with required sections: Req'd Provided Load End 5 ft 10.5 ft Section Modulus: 111.8 in3 121.23 in3 Load Length 5 ft 5.5 ft Area(Shear): 24.95 in2 63.25 in2 Moment of Inertia(deflection): 212.78 in4 697.07 in4 Moment: 8152 ft-lb 8840 ft-lb Shear: 2828 lb 7168 lb Project: 1251 SOLSTICE CUSTOM HOMES 2 page 11111 Patrick Burke / Location: M8-OUTDOOR LIVING RM. REAR BM Alan Mascord Design Associates, Inc Multi-Loaded Multi-Span Beam Mr 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] 1; ,9 ._ Portland,OR 97210 5.5 IN x 11.5 IN x 17.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 10/18/2019 9:41:55 AM Section Adequate By:2.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.30 IN L/705 Dead Load 0.23 in Total Load 0.53 IN L/400 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1120 lb 1120 lb Dead Load 855 lb 855 lb Total Load 1975 lb 1975 lb Bearing Length 0.57 in 0.57 in BEAM DATA Center Span Length 17.5 ft Unbraced Length-Top 0 ft 111111111 Unbraced Length-Bottom 17.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 128 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 226 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- = 625 psi Controlling Moment: 8640 ft-lb 8.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1975 lb 17.0 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: 118.5 in3 121.23 in3 Area(Shear): 17.43 in2 63.25 in2 Moment of Inertia(deflection): 418.66 in4 697.07 in4 Moment: 8640 ft-lb 8840 ft-lb Shear: -1975 lb 7168 lb • . Project: 1251 SOLSTICE CUSTOM HOMES 2 page Patrick111111 Burke / Location: M9-LIVING RM PATIO DR HDR AlannMascord Design Associates, Inc Multi Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] �1 Portland,OR 97210 3.5INx9.25INx12.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 10/18/2019 9:41:56 AM Section Adequate By: 161.0% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/2280 Dead Load 0.05 in Total Load 0.11 IN L/1253 Live Load Deflection Criteria: L/600 Total Load Deflection Criteria: L/480 REACTIONS A B Live Load 300 lb 300 lb Dead Load 246 lb 246 lb Total Load 546 lb 546 lb Bearing Length 0.25 in 0.25 in w BEAM DATA Center __ .T.. Span Length 12 ft _. .... Unbraced Length-Top 0 ft 12 ft Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 50 plf #2-Douglas-Fir-Larch Uniform Dead Load 34 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1242 psi Total Uniform Load 91 plf Cd=1.15 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1638 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: 546 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: 15.83 in3 49.91 in3 Area(Shear): 3.96 in2 32.38 in2 Moment of Inertia(deflection): 88.46 in4 230.84 in4 Moment: 1638 ft-lb 5166 ft-lb Shear: 546 lb 4468 lb Project: 1251 SOLSTICE CUSTOM HOMES 2 page 111111 Patrick Burke / Location: M10-BR. 2 WINDOW HDR. Alan Mascord Design Associates, Inc Multi Loaded Multi-Span Beam 11111 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] ._ Portland,OR 97210 3.5INx9.25INx6.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 10/18/2019 9:41:54 AM Section Adequate By: 191.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/4599 Dead Load 0.01 in Total Load 0.03 IN L/2457 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 507 lb 507 lb Dead Load 442 lb 442 lb Total Load 949 lb 949 lb Bearing Length 0.43 in 0.43 in w BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 0 ft 6.5 ft • Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 156 plf #2-Douglas-Fir-Larch Uniform Dead Load 129 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 292 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 1542 ft-lb 3.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 949 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 17.14 in3 49.91 in3 Area(Shear): 7.91 in2 32.38 in2 Moment of Inertia(deflection): 22.55 in4 230.84 in4 Moment: 1542 ft-lb 4492 ft-lb Shear: 949 lb 3885 lb • page • Project: 1251 SOLSTICE CUSTOM HOMES 2 Patrick Burke Location: M11 -GARAGE BM 0/FURN. RECESS 111111Patrick Mascord Design Associates, Inc Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 0f [2015 International Building Code(2015 NDS)] 1e :_ Portland,OR 97210 3.5 IN x 9.25 IN x 7.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 10/18/2019 9:41:54 AM Section Adequate By:46.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1941 Dead Load 0.03 in Total Load 0.07 IN L/1149 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1036 lb 1036 lb Dead Load 714 lb 714 lb Total Load 1750 lb 1750 lb Bearing Length 0.80 in 0.80 in w BEAM DATA Center Span Length 7 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 296 plf #2-Douglas-Fir-Larch Uniform Dead Load 197 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 500 plf Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-1-toGrain: Fc- -= 625 psi Fc---'= 625 psi Controlling Moment: 3063 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: 1750 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: 34.03 in3 49.91 in3 Area(Shear): 14.58 in2 32.38 in2 Moment of Inertia(deflection): 48.23 in4 230.84 in4 Moment: 3063 ft-lb 4492 ft-lb Shear: 1750 lb 3885 lb • Project: 1251 SOLSTICE CUSTOM HOMES 2 page Patrick11111 Burke / Location:WORST CASE STUD CALC. AlannMascord Design Associates, Inc Column 1•1112187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 1.5 INx5.5INx11.0FT@160.C. - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 10/18/2019 9:41:56 AM Section Adequate By:60.4% DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.26 IN=L/500 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 667 lb Dead Load: Vert-DL-Rxn= 537 lb Total Load: Vert-TL-Rxn= 1204 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 147 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 147 lb COLUMN DATA Total Column Length: 11 ft Unbraced Length(X-Axis)Lx: 11 ft Unbraced Length(Y-Axis)Ly: 0 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 lift W Lateral Load Duration Factor(Wind/Seismic) 1.33 STUD PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 739 psi Cd=1.33 Cf=1.10 Cp=0.37 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1790 psi Cd=1.33 CF=1.30 Cr-1.15 C1=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 Stud Section(X-X Axis): dx= 5.5 in AXIAL LOADING Stud Section(Y-Y Axis): dy= 1.5 in Live Load: PL= 500 plf Area: A= 8.25 in2 Dead Load: PD= 388 plf Section Modulus(X-X Axis): Sx= 7.56 in3 Column Self Weight: CSW= 20 plf Section Modulus(Y-Y Axis): Sy= 2.06 in3 Total Axial Load: PT= 908 plf Slenderness Ratio: Lex/dx= 24 Ley/dy= 0 LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat= 20 psf Stud Calculations(Controlling Case Only): Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Actual Compressive Stress: Fc= 65 psi Allowable Compressive Stress: Fc'= 739 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= 403 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 640 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= 0.4