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Specifications (14) wtkiI sxz v\aa CEIVED ALAN JUN 1 1 2018 .....,„„0,0#1,( TY OF TIGARD BUILDING DIVISION DESIGN ASSOCIATES, I N C . OPTION PLAN 2381B BY: FOUR D CONSTRUCTION (TRUSS ROOF DESIGN) GRAVITY LOADS BASED ON AFPA NDS-12 FLOOR - 40# LIVE, 10# DEAD ROOF - 25# SNOW 15# DEAD (SHAKE/COMP) 19# DEAD (CONC. TILE) CEILING - 20# LIVE, 10# DEAD DECKS - 60# LIVE, 10# DEAD EXITS/STAIRS - 50# TOTAL LOAD BEAM CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.Reed St.Suite#100 PORTLAND,OR. 97210 page Project:2381 B FOUR D CONSTMI Patrick J. Burke / Location: F18R-TYP ISOLATED BR'G PAD(ROUND) Alan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 Footing Size: 1.5 FT Round Diameter X 8.00 IN Deep Section Footing Design Adequate StruCalc Version 10.0.1.6 5/31/2018 11:14:11 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 i Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 38 in 1.5 ft ------- --.._.: 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 page Project:2381B FOUR D CONST MU'Patrick J. Burke Location: F20-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 Footing Size: 1.667 FT x 1.667 FT x 10.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 5/31/2018 11:14:11 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 3.5 In Column Depth: n= 3.5 in I i 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 10in Baseplate Bearing: Bearing Required: Bear= 5347 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): i 3 in 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 page Project:2381B FOUR D CONST M Patrick J. Burke Location:F24-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 Footing Size:2.0 FT x 2.0 FT x 12.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 5/31/2018 11:14:11 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 H-3.5 in-- Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure:Qe= 1350 psf Required Footing Area: Areq= 4 sf 12 in Area Provided: A= 4.00 sf Baseplate Bearing: Bearing Required: Bear= 7560 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 630 lb __ Allowable Beam Shear: Vc1 = 8800 lb 2f Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 54 in Punching Shear: Vu2= 5168 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 39501 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 5400 lb Factored Moment: Mu= 22680 in-lb Total Load: PT= 5400 lb Nominal Moment Strength: Mn= 55000 in-lb Ultimate Factored Load: Pu= 7560 lb Footing plus soil above footing weight: Wt= 387 lb page Project:2381B FOUR D CONST Patrick J. Burke Location: F28-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 Footing Size:2.333 FT x 2.333 FT x 14.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 5/31/2018 11:14:11 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 3.BinH 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 74 in Baseplate Bearing: Bearing Required: Bear= 10095 lb Allowable Bearing: Bear-A= 28634 lb Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 720 lb Allowable Beam Shear: Vc1 = 12318 lb Punching Shear Calculations(Two Way Shear): 2.333 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:2381B FOUR D CONST Patrick J.Burke Location:F30-TYP ISOLATED BR'G PAD > Alan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 Footing Size:2.5 FT x 2.5 FT x 15.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.6 5/31/2018 11:14:11 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 HColumn Depth: n= 3.5 in s.5 in 1 I I 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): sin Beam Shear: Vul = 766 lb Allowable Beam Shear: Vc1 = 14300 lb —2.5ft- Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 66 in Punching Shear: Vu2= 8010 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2= 62763 lb Live Load: PL= 0 lb Bending Calculations: Dead Load: PD= 8203 lb Factored Moment: Mu= 43066 in-lb Total Load: PT= 8203 lb Nominal Moment Strength: Mn= 116188 in-lb Ultimate Factored Load: Pu= 11484 lb Footing plus soil above footing weight: Wt= 755 lb page Project:2381B FOUR D CONSTEs Patrick J. Burke Location:F42-TYP ISOLATED BR'G PAD Alan Mascord Design Footing 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 ME 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 5/31/2018 11:14:11 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.5 ft Length: L= 3.5 ft E3.5 in j Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE I Column Type: Wood j f Column Width: m= 3.5 in 12 in Column Depth: n= 3.5 in I p n n n T FOOTING CALCULATIONS 1 3 in Bearing Calculations: 3.5 ft ; Ultimate Bearing Pressure: Qu= 1350 psf 3.5 in Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 12.25 sf Area Provided: A= 12.25 sf , Baseplate Bearing: Bearing Required: Bear= 23152 lb 12 in Allowable Bearing: Bear-A= 33841 lb I I Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 7028 lb i 3 in Allowable Beam Shear: Vc1 = 25988 lb 3.5 ft —1 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 page Project:2381B FOUR D CONST En Patrick J. Burke /Location:FC2-TYP MAX BR'G FTG COLUMN @ F42 Alan Mascord Design Column 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.5 INx5.5INx4.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:11 AM Section Adequate By:0.0% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 0 lb Dead Load: Vert-DL-Rxn= 18547 lb Total Load: Vert-TL-Rxn= 18547 lb COLUMN DATA Total Column Length: 4 ft 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=O.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: PO= 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 page Project:2381 B FOUR D CONSTEa Patrick J. Burke Location:D1 -REAR DECK FLOOR BM Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] in Portland, OR 97210 3.125 IN x 10.5 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Wet Use StruCalc Version 10.0.1.6 5/31/2018 11:14:11 AM Section Adequate By: 30.1% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.31 IN L/468 Dead Load 0.06 in Total Load 0.37 IN L/390 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1788 lb 1788 lb Dead Load 361 lb 361 lb Total Load 2149 lb 2149 lb Bearing Length 2.00 in 2.00 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft A —12 ft — -B Unbraced Length-Bottom 12 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.06 Uniform Live Load 298 plf Notch Depth 0.00 Uniform Dead Load 53 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 358 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 1920 psi Cm=O.80 Shear Stress: Fv= 265 psi Fv'= 232 psi Cd=1.00 Cm=0.88 Modulus of Elasticity: E= 1800 ksi E= 1499 ksi Cm=O.83 Comp. L to Grain: Fc---= 650 psi Fc---'= 345 psi Cm=0.53 Controlling Moment: 6446 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: 2149 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: 40.29 in3 57.42 in3 Area(Shear): 13.9 in2 32.81 in2 Moment of Inertia(deflection): 231.78 in4 301.46 in4 Moment: 6446 ft-lb 9188 ft-lb Shear: 2149 lb 5072 lb page Project:2381B FOUR D CONST NE Patrick J. Burke / Location:J1 -FLR JSTS 0/FRONT 16/0 GAR BAY Alan Mascord Design Floor Joist 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 1.5 INx11.25INx12.5FT a© 160.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:11 AM Section Adequate By: 78.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/1318 Dead Load 0.04 in Total Load 0.15 IN L/974 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360 REACTIONS A Live Load 505 lb 348 lb Dead Load 309 lb 103 lb Total Load 814 lb 451 lb Bearing Length 0.87 in 0.48 in SUPPORT LOADS A B Live Load 379 plf 261 plf ?z Dead Load 232 plf 77 plf A 12.5 ft Total Load 611 plf 338 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 12.5 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr-1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Comp.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi Uniform Floor Loading Center Live Load LL= 40 psf Controlling Moment: 1527 ft-lb D 5.75 Ft from left support of span 2(Center Span) To Load DL= 10 psf T Totaall Load TL= 50 psf Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 66.7 plf Controlling Shear: 814 lb Wall Loading At left support of span 2(Center Span) Wall One Created by combining all dead loads and live loads on span(s)2 Live Load(1 to Joists): L1 = 140 plf Dead Loadplf Comparisons with required sections: Req'd Provided ft Load Locatioonn X1 = 1 to Joists)X1 = 184 ft Section Modulus: 17.7 in3 31.64 in3 Area(Shear): 6.78 in2 16.88 in2 Moment of Inertia(deflection): 65.8 in4 177.98 in4 Moment: 1527 ft-lb 2729 ft-lb Shear: 814 lb 2025 lb Project:2381B FOUR D CONST page um Patrick J. Burke Location:J2-8/0 GAR BAY FLR JSTS BELOW BR#3 CLOSET Alan Mascord Design Floor Joist 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland, OR 97210 1.5INx11.251Nx10.OFT @ 16 0.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:11 AM Section Adequate By: 32.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1687 Dead Load 0.04 in Total Load 0.12 IN L/1040 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A Live Load 364 lb 412 lb Dead Load 179 lb 235 lb Total Load 543 lb 647 lb Bearing Length 0.58 in 0.69 in SUPPORT LOADS A Live Load 273 plf 309 plf Dead Load 134 plf 176 plf A 10 ft B Total Load 407 plf 485 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 10 ft Bending Stress: Fb= 900 psi Fb'= 1035 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.00 Cr=1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Uniform Floor Loading Center Controlling Moment: 2058 ft-lb Live Load LL= 40 psf Dead Load DL= 10 psf 6.0 Ft from left support of span 2(Center Span) Total Load TL= 50 psf Created by combining all dead loads and live loads on span(s)2 TL Adj. For Joist Spacing wT= 66.7 plf Controlling Shear: -648 lb Wall Loading At right support of span 2(Center Span) Wall One Created by combining all dead loads and live loads on span(s)2 Live Load(1 to Joists): L1 = 182 plf Comparisons with required sections: Rend Provided Dead Load(1 to Joists)D1 = 211 plf Section Modulus: 23.86 in3 31.64 in3 Load Location X1 = 6 ft Area(Shear): 5.4 in2 16.88 in2 Moment of Inertia(deflection): 61.59 in4 177.98 in4 Moment: 2058 ft-lb 2729 ft-lb Shear: -648 lb 2025 lb page Project:2381B FOUR D CONST ME Patrick J. Burke Location: M1 -FRONT ENTRY ROOF BM Alan Mascord Design Multi-Loaded Multi-Span Beam SE 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 IN x 5.5 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:11 AM Section Adequate By:4.3% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN L/669 Dead Load 0.10 in Total Load 0.24 IN L/392 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 484 lb 484 lb Dead Load 341 lb 341 lb Total Load 825 lb 825 lb Bearing Length 0.38 in 0.38 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 121 plf #2-Douglas-Fir-Larch Uniform Dead Load 81 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 206 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.s to Grain: Fc--L= 625 psi Fc- L'= 625 psi Controlling Moment: 1649 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -825 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: 16.92 in3 17.65 in3 Area(Shear): 6.87 in2 19.25 in2 Moment of Inertia(deflection): 29.68 in4 48.53 in4 Moment: 1649 ft-lb 1720 ft-lb Shear: -825 lb 2310 lb page Project:2381 B FOUR D CONST• ES Patrick J. Burke Location:M2-LAM JSTS FRONT 16/0 GAR BAY Alan Mascord Design Multi-Loaded Multi-Span Beam no 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 (2) 1.5 INx11.25INx12.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:13 AM Section Adequate By:230.7% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/3067 Dead Load 0.02 in Total Load 0.07 IN L/2062 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 572 lb 278 lb Dead Load 331 lb 128 lb Total Load 903 lb 406 lb Bearing Length 0.48 in 0.22 in BEAM DATA Center Span Length 12.5 ft Unbraced Length-Top 0 ft A 12.5 ft B Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 57 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Load Number One * Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 350 lb Comp.-L to Grain: Fc-1 = 625 psi Fc-1'= 625 psi Dead Load 242 lb Location 1 ft Controlling Moment: 1435 ft-lb *Load obtained from Load Tracker. See Summary Report for details. 5.38 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 903 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: Reo'd Provided Section Modulus: 19.13 in3 63.28 in3 Area(Shear): 7.52 in2 33.75 in2 Moment of Inertia(deflection): 41.78 in4 355.96 in4 Moment: 1435 ft-lb 4746 ft-lb Shear: 903 lb 4050 lb page Project:2381B FOUR D CONST Patrick J.Burke / Location:M3-FRONT 16/0 GAR BAY BM-PARALLEL W/JSTS 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 11.25 IN x 12.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:15 AM Section Adequate By: 12.7% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/1332 Dead Load 0.08 in Total Load 0.19 IN L/782 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1148 lb 517 lb Dead Load 885 lb 329 lb Total Load 2033 lb 846 lb TRI Bearing Length 0.93 in 0.39 in w BEAM DATA Center Span Length 12.5 ft " Unbraced Length-Top 0 ft A — 12.5 ft -- B Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Douglas-Fir-Larch Uniform Dead Load 10 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 59 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 1013 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 703 lb Comp.1 to Grain: Fc- = 625 psi Fc-1'= 625 psi Location 3 ft Controlling Moment: 5403 ft-lb *Load obtained from Load Tracker. See Summary Report for details. 3.0 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Controlling Shear: 2033 lb Left Live Load 76 plf At left support of span 2(Center Span) Left Dead Load 140 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 76 plf Right Dead Load 140 plf Comparisons with required sections: Req'd Provided Load Start 1 ft Section Modulus: 65.49 in3 73.83 in3 Load End 3 ft Area(Shear): 16.94 in2 39.38 in2 Load Length 2 ft Moment of Inertia(deflection): 127.52 in4 415.28 in4 Moment: 5403 ft-lb 6091 ft-lb Shear: 2033 lb 4725 lb Project:2381B FOUR D CONST page Patrick• an J. Burke / Location:M4-FLUSH BM FRONT PERP.TO JSTS AlanlanMascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 (2) 1.5 INx11.25INx4.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:15 AM Section Adequate By: 136.0% Controlling Factor: Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/7281 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1013 lb 693 lb Dead Load 703 lb 490 lb Total Load 1716 lb 1183 lb Trot Bearing Length 0.92 in 0.63 in w BEAM DATA Center Span Length 4 ft Unbraced Length-Top O ft A 4 ft------------------ B Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 200 plf #2-Douglas-Fir-Larch Uniform Dead Load 50 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 257 Of Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Load Number One Live Load 426 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 284 lb Comp.--to Grain: Fc- = 625 psi Fc---'= 625 psi Location 0.5 ft Controlling Moment: 1279 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 1.84 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 120 plf Controlling Shear: 1716 lb Left Dead Load 170 plf At left support of span 2 (Center Span) Right Live Load 120 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 170 plf Load Start 0 ft Comparisons with required sections: Reci'd Provided Load End 4 ft Section Modulus: 17.06 in3 63.28 in3 Load Length 4 ft Area(Shear): 14.3 in2 33.75 in2 Moment of Inertia(deflection): 11.73 in4 355.96 in4 Moment: 1279 ft-lb 4746 ft-lb Shear: 1716 lb 4050 lb Project:23816 FOUR D CONST page II Patrick J. Burke Location: M5-FLUSH BM FRONT 8/0 BAY AlannMascord Design Multi Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of / [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.25 IN x 11.25 IN x 8.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 6/1/2018 2:20:27 PM Section Adequate By: 10.6% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2683 Dead Load 0.03 in Total Load 0.07 IN L/1460 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 2 REACTIONS A B Live Load 1000 lb 6944 lb 1 Dead Load 930 lb 4925 lb TR3 Total Load 1930 lb 11869 lb Bearing Length 0.49 in 3.01 in TR2 BEAM DATA Center Span Length 8 ft :<;, . '1:.. ^i. Unbraced Length-Top O ft A 8 ft B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 18 plf Bending Stress: Fb= 2900 psi Fb'= 3359 psi Total Uniform Load 18 plf Cd=1.15 CF=1.01 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 334 psi Load Number One Two Cd=1.15 Live Load 488 lb 6161 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 326 lb 4041 lb Comp.L to Grain: Fc---= 750 psi Fc-L'= 750 psi Location 5.5 ft 7.5 ft Controlling Moment: 7609 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 5.52 Ft from left support of span 2(Center Span) Load Number One Two Three Created by combining all dead loads and live loads on span(s)2 Left Live Load 40 plf 120 plf 102 plf Controlling Shear: -11869 lb Left Dead Load 10 plf 170 plf 68 plf At right support of span 2(Center Span) Right Live Load 40 plf 120 plf 102 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 10 plf 170 plf 68 plf Load Start 1.5 ft 1.5 ft 5.5 ft Comparisons with required sections: Req'd Provided Load End 8 ft 8 ft 8 ft Section Modulus: 27.18 in3 110.74 in3 Load Length 6.5 ft 6.5 ft 2.5 ft Area(Shear): 53.38 in2 59.06 in2 Moment of Inertia(deflection): 102.37 in4 622.92 in4 Moment: 7609 ft-lb 30999 ft-lb Shear: -11869 lb 13132 lb page FOUR 2381B FO R D CONST EN Patrick J. Burke / Location:M6-8/0 GAR DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5 INx11.25INx15.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:15 AM Section Adequate By:25.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/1185 Dead Load 0.12 in Total Load 0.27 IN L/659 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1757 lb 331 lb Dead Load 1497 lb 295 lb Total Load 3254 lb 626 lb Bearing Length 1.49 in 0.29 in BEAM DATA Center Span Length 15 ft Unbraced Length-Top 0 ft A 15ft B Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 9 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One " Cd=1.00 Live Load 1000 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 934 lb Comp.-L to Grain: Fc-1 = 625 psi Fc-1'= 625 psi Location 0.5 ft *Load obtained from Load Tracker. See Summary Report for details. Controlling Moment: 4840 ft-lb 5.7 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: 3253 lb Left Live Load 76 plf 140 plf At left support of span 2(Center Span) Left Dead Load 50 plf 94 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 76 plf 140 plf Right Dead Load 50 plf 94 plf Comparisons with required sections: Req'd Provided Load Start 0 ft 0.5 ft Section Modulus: 58.67 in3 73.83 in3 Load End 0.5 ft 8 ft Area(Shear): 27.11 in2 39.38 in2 Load Length 0.5 ft 7.5 ft Moment of Inertia(deflection): 151.29 in4 415.28 in4 Moment: 4840 ft-lb 6091 ft-lb Shear: 3253 lb 4725 lb page Project:23818 FOUR D CONST Em Patrick J. Burke Location:M7-16/0 GAR DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam ME 2187 NW Reed St, Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.125 IN x 13.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:15 AM Section Adequate By:7.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.43 IN L/443 Dead Load 0.28 in Total Load 0.71 IN L/269 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4068 lb 4077 lb 4 Dead Load 2616 lb 2752 lb 1 2 3 Total Load 6684 lb 6829 lb Bearing Length 2.01 in 2.05 in 1-R1 BEAM DATA Center Span Length 16 ft yrs .r .. Unbraced Length-Top 0 ft A 16 ft B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.28 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 15 plf 24F-V4-Visually Graded Western Species Total Uniform Load 15 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two* Three * Four* Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 572 lb 572 lb 572 lb 1148 Ib Cd=1.00 Dead Load 331 lb 331 lb 331 lb 885 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4.5 ft 6.5 ft 12 ft 13 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One * Two * Controlling Moment: 28933 ft-lb Left Live Load 379 plf 118 plf 7.84 Ft from left support of span 2(Center Span) Left Dead Load 232 plf 78 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 379 plf 118 plf Controlling Shear: -6830 lb Right Dead Load 232 plf 78 plf At right support of span 2 (Center Span) Load Start 0 ft 13 ft Created by combining all dead loads and live loads on span(s)2 Load End 13 ft 16 ft Load Length 13 ft 3 ft Comparisons with required sections: Req'd Provided *Load obtained from Load Tracker. See Summary Report for details. Section Modulus: 144.67 in3 155.67 in3 Area(Shear): 38.66 in2 69.19 in2 Moment of Inertia(deflection): 938.72 in4 1050.79 in4 Moment: 28933 ft-lb 31134 ft-lb Shear: -6830 lb 12223 lb Project:23816 FOUR D CONST page Patrick• no J. Burke / Location:M8-FLUSH BM 8/0 BAY AlannMascordDesign Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.25 IN x 11.25 IN x 9.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 6/1/2018 2:20:27 PM Section Adequate By: 9.3% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1504 Dead Load 0.07 in Total Load 0.14 IN L/801 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 6834 lb 1370 lb Dead Load 5182 lb 1424 lb Total Load 12016 lb 2794 lb Bearing Length 3.05 in 0.71 in TR2 BEAM DATA Center Span Length 9.5 ft • Unbraced Length-Top 0 ft9.5 ft A Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 18 plf Bending Stress: Fb= 2900 psi Fb'= 3359 psi Total Uniform Load 18 plf Cd=1.15 CF=1.01 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 334 psi Load Number One* Cd=1.15 Live Load 6944 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 4925 lb Comp.1 to Grain: Fc- L= 750 psi Fc-L'= 750 psi Location 1 ft Controlling Moment: 11990 ft-lb `Load obtained from Load Tracker. See Summary Report for details. 1.24 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: 12015 lb Left Live Load 40 plf 120 plf At left support of span 2 (Center Span) Left Dead Load 10 plf 170 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 40 plf 120 plf Right Dead Load 10 plf 170 plf Comparisons with required sections: Req'd Provided Load Start 0 ft 1 ft Section Modulus: 42.83 in3 110.74 in3 Load End 6 ft 9.5 ft Area(Shear): 54.04 in2 59.06 in2 Load Length 6 ft 8.5 ft Moment of Inertia(deflection): 186.62 in4 622.92 in4 Moment: 11990 ft-lb 30999 ft-lb Shear: 12015 lb 13132 lb page Project:2381B FOUR D CONST Patrick J. Burke RELocation: M9- 16/0 GAR BAY MAIN BM Alan Mascord Design Multi-Loaded Multi-Span BeamK2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.125 IN x 15.0 IN x 19.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:16 AM Section Adequate By: 7.2% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.61 IN L/386 Dead Load 0.22 in Total Load 0.82 IN L/285 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 5 Live Load 4675 lb 4499 lb 1 2 3 4 Dead Load 1628 lb 1600 lb Total Load 6303 lb 6099 lb TRt :aR2 Bearing Length 1.89 in 1.83 in w BEAM DATA Center Span Length 19.5 ft Unbraced Length-Top 0 ft A — 19.5 ft - - B Unbraced Length-Bottom 19.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.22 Uniform Live Load 140 plf Notch Depth 0.00 Uniform Dead Load 35 plf MATERIAL PROPERTIES Beam Self Weight 17 plf 24F-V4-Visually Graded Western Species Total Uniform Load 192 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One* Two* Three * Four" Five " Fbcmpr= 1850 psi Fb'= 2364 psi Live Load 278 lb 278 lb 278 lb 278 lb 517 lb Cd_=1.00 Cv=0.99 Dead Load 128 lb 128 lb 128 lb 128 lb 329 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1 ft 6.5 ft 9 ft 14 ft 15 ft Cd=1.00 *Load obtained from Load Tracker, See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One " Two* Controlling Moment: 31105 ft-lb Left Live Load 261 plf 200 plf 9.55 Ft from left support of span 2(Center Span) Left Dead Load 77 plf 50 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 261 plf 200 plf Controlling Shear: 6303 lb Right Dead Load 77 plf 50 plf At left support of span 2(Center Span) Load Start 0 ft 15 ft Created by combining all dead loads and live loads on span(s)2 Load End 15 ft 19.5 ft Load Length 15 ft 4.5 ft Comparisons with required sections: Req'd Provided *Load obtained from Load Tracker. See Summary Report for details. Section Modulus: 157.86 in3 192.19 in3 Area(Shear): 35.68 in2 76.88 in2 Moment of Inertia(deflection): 1344.36 in4 1441.41 in4 Moment: 31105 ft-lb 37869 ft-lb Shear 6303 lb 13581 lb Project:2381B FOUR D CONST page j . Patrick J. Burke Location:M10-GAR BM BTWN 16/0&8/0 BAYS Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] r Portland,OR 97210 5.125 IN x 24.0 IN x 18.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:12 AM Section Adequate By: 5.6% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.29 IN L/768 Dead Load 0.17 in Total Load 0.46 IN L/481 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 7484 lb 8108 lb 2 Dead Load 4773 lb 4582 lb 3 1 Total Load 12257 lb 12690 lb Bearing Length 3.68 in 3.81 in TR2 BEAM DATA Center Span Length 18.5 ft Unbraced Length-Top O ft A 18.5 ft — B Unbraced Length-Bottom 18.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.17 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 27 plf 24F-V4-Visually Graded Western Species Total Uniform Load 27 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One * Two* Three Fb_cmpr= 1850 psi Fb'= 2268 psi Live Load 693 lb 6834 lb 4499 lb Cd=1.00 Cv=0.94 Dead Load 490 lb 5190 lb 1600 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1.5 ft 8 ft 11 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.L to Grain: Fc---= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 88074 ft-lb Left Live Load 40 plf 273 plf 8.14 Ft from left support of span 2(Center Span) Left Dead Load 10 plf 134 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 40 plf 273 plf Controlling Shear: -12690 lb Right Dead Load 10 plf 134 plf 18.0 Ft from left support of span 2(Center Span) Load Start 1 ft 8 ft Created by combining all dead loads and live loads on span(s)2 Load End 18.5 ft 18.5 ft Load Length 17.5 ft 10.5 ft Comparisons with required sections: Req'd Provided *Load obtained from Load Tracker. See Summary Report for details. Section Modulus: 466.03 in3 492 in3 Area(Shear): 71.83 in2 123 in2 Moment of Inertia(deflection): 2946.43 in4 5904 in4 Moment: 88074 ft-lb 92982 ft-lb Shear: -12690 lb 21730 lb page Project:2381B FOUR D CONST Patrick J. Burke / Location:M11 -GAR BM 0/FURN. RECESS Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] 3 Portland,OR 97210 3.5 IN x 5.5 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:12 AM Section Adequate By: 55.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1183 Dead Load 0.01 in Total Load 0.06 IN L/935 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 700 lb 700 lb Dead Load 185 lb 185 lb Total Load 885 lb 885 lb Bearing Length 0.40 in 0.40 in BEAM DATA Center — ., Span Length 5 ft Unbraced Length-Top O ft A 5 ft B Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 280 plf #2-Douglas-Fir-Larch Uniform Dead Load 70 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 354 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-I-to Grain: Fc- = 625 psi Fc---'= 625 psi Controlling Moment: 1107 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: 885 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: 11.35 in3 17.65 in3 Area(Shear): 7.38 in2 19.25 in2 Moment of Inertia(deflection): 14.76 in4 48.53 in4 Moment: 1107 ft-lb 1720 ft-lb Shear: 885 lb 2310 lb Project:2381B FOUR D CONST Page • on Patrick J. Burke Location:M12-KIT.BM 0/CABINETS Alan Mascord Design Multi-Loaded Multi-Span Beam En 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5 IN x 11.25 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:12 AM Section Adequate By:25.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1442 Dead Load 0.02 in Total Load 0.08 IN L/1138 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1920 lb 1920 lb Dead Load 514 lb 514 lb Total Load 2434 lb 2434 lb Bearing Length 1.11 in 1.11 in BEAM DATA Center - - Span Length 8 ft Unbraced Length-Top 0 ft A —8 ft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 480 plf #2-Douglas-Fir-Larch Uniform Dead Load 120 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 609 plf Cd=1.00 CF=1.10 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- = 625 psi Fc--- = 625 psi Controlling Moment: 4868 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2434 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: 59.01 in3 73.83 in3 Area(Shear): 20.28 in2 39.38 in2 Moment of Inertia(deflection): 103.66 in4 415.28 in4 Moment: 4868 ft-lb 6091 ft-lb Shear: -2434 lb 4725 lb page Project:2381B FOUR D CONSTM. Patrick J.Burke / Location:M13-FLUSH BM 0/GUEST SHWR Alan Mascord Design Multi-Loaded Multi-Span BeamKM 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 (2)1.5 INx11.25INx6.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:12 AM Section Adequate By:99.6% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/4983 Dead Load 0.02 in Total Load 0.03 IN L/2457 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 722 lb 722 lb Dead Load 742 lb 742 lb Total Load 1464 lb 1464 lb TRI Bearing Length 0.78 in 0.78 in w BEAM DATA Center �.r Span Length 6.5 ft Unbraced Length-Top 0 ft A 6.5 ft B Unbraced Length-Bottom 6.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 182 plf #2-Douglas-Fir-Larch Uniform Dead Load 211 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 400 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Left Live Load 40 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 10 plf Comp. i to Grain: Fc- t = 625 psi Fc---'= 625 psi Right Live Load 40 plf Right Dead Load 10 plf Controlling Moment: 2378 ft-lb Load Start 0 ft 3.25 Ft from left support of span 2(Center Span) Load End 6.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6.5 ft Controlling Shear: 1464 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: 31.71 in3 63.28 in3 Area(Shear): 12.2 in2 33.75 in2 Moment of Inertia(deflection): 34.78 in4 355.96 in4 Moment: 2378 ft-lb 4746 ft-lb Shear: 1464 lb 4050 lb Project:2381B FOUR D CONST page Patrick111 J. Burke Location: M14-FLUSH BM O!GUEST BDRM AlannMascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.25 IN x 11.25 IN x 16.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 10.0.1.6 5/31/2018 11:14:12 AM Section Adequate By: 33.6% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.30 IN L/666 Dead Load 0.32 in Total Load 0.62 IN L/321 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1832 lb 1832 lb Dead Load 1976 lb 1976 lb Total Load 3808 lb 3808 lb TR1 Bearing Length 0.97 in 0.97 in w BEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 0 ft A -- --16.5 ft —B Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 182 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 211 plf Base Values Adjusted Beam Self Weight 18 plf Bending Stress: Fb= 2900 psi Fb'= 2921 psi Total Uniform Load 411 plf Cd=1.00 CF=1.01 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One Cd=1.00 Left Live Load 40 plf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Left Dead Load 10 plf Comp.--to Grain: Fc- = 750 psi Fc--- = 750 psi Right Live Load 40 plf Right Dead Load 10 plf Controlling Moment: 15704 ft-lb Load Start 0 ft 8.25 Ft from left support of span 2(Center Span) Load End 16.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 16.5 ft Controlling Shear: 3807 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: 64.52 in3 110,74 in3 Area(Shear): 19.69 in2 59.06 in2 Moment of Inertia(deflection): 466.33 in4 622.92 in4 Moment: 15704 ft-lb 26955 ft-lb Shear: 3807 lb 11419 lb Page Project:2381B FOUR D CONST En Patrick J. Burke / Location:M15-BM O/GUEST BATH Alan Mascord Design Multi-Loaded Multi-Span BeamME 2187 NW Reed St, Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 IN x 11.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:12 AM Section Adequate By: 1.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3757 Dead Load 0.02 in Total Load 0.03 IN L/1909 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2400 lb 874 lb Dead Load 2077 lb 864 lb Total Load 4477 lb 1738 lb Bearing Length 2.05 in 0.79 in TR1 BEAM DATA Center rsi •Span Length 5 ft fi T Unbraced Length-Top 0 ft A 5f- Unbraced Length-Bottom 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 Adiusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 9 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One* Two " Cd=1.00 Live Load 722 lb 1832 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 742 lb 1976 lb Comp.L to Grain: Fc-l= 625 psi Fc-1'= 625 psi Location 1.5 ft 1.5 ft Controlling Moment: 6031 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: 4477 lb Left Live Load 480 plf At left support of span 2 (Center Span) Left Dead Load 120 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 480 plf Right Dead Load 120 plf Comparisons with required sections: Req'd Provided Load Start 0 ft Section Modulus: 73.1 in3 73.83 in3 Load End 1.5 ft Area(Shear): 37.31 in2 39.38 in2 Load Length 1.5 ft Moment of Inertia(deflection): 52.21 in4 415.28 in4 Moment: 6031 ft-lb 6091 ft-lb Shear: 4477 lb 4725 lb page Project:2381B FOUR D CONST Patrick J. Burke Location:M16-GUEST REAR WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.125 IN x 10.5 IN x 5.34 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:12 AM Section Adequate By: 16.2% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2424 Dead Load 0.02 in Total Load 0.05 IN L/1368 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B i Live Load 1604 lb 2669 lb Dead Load 1097 lb 2320 lb Total Load 2701 lb 4989 lb Bearing Length 1.33 in 2.46 in TR1 BEAM DATA Center Span Length 5.34 ft Unbraced Length-Top 0 ft A 5.34 ft B Unbraced Length-Bottom 5.34 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.02 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 7 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 369 lb 1832 lb Cd=1.00 Dead Load 246 lb 1976 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4.34 ft 4.34 ft Cd=1.00 `Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-t-to Grain: Fc-1= 650 psi Fc--L'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Three Controlling Moment: 5052 ft-lb Left Live Load 340 plf 76 plf 120 plf 3.74 Ft from left support of span 2(Center Span) Left Dead Load 175 plf 50 plf 80 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 340 plf 76 plf 120 plf Controlling Shear: -4989 lb Right Dead Load 175 plf 50 plf 80 plf 5.0 Ft from left support of span 2(Center Span) Load Start 0 ft 4.34 ft 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 4.34 ft 5.34 ft 4.34 ft Load Length 4.34 ft 1 ft 4.34 ft Comparisons with required sections: Req'd Provided Section Modulus: 25.26 in3 57.42 in3 Area(Shear): 28.24 in2 32.81 in2 Moment of Inertia(deflection): 52.89 in4 301.46 in4 Moment: 5052 ft-lb 11484 ft-lb Shear: -4989 lb 5797 lb page Project:2381B FOUR D CONST NE Patrick J. Burke • Location: M17-KIT.WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam :M. 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.125 IN x 9.0 IN x 5.34 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:13 AM Section Adequate By: 19.9% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1191 Dead Load 0.03 in Total Load 0.09 IN L/733 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria:L/240 i REACTIONS A B Live Load 1983 lb 2556 lb Dead Load 1207 lb 1588 lb Total Load 3190 lb 4144 lb TR1 Bearing Length 1.57 in 2.04 in w BEAM DATA Center Span Length 5.34 ft Unbraced Length-Top 0 ft A - -5.34 ft B Unbraced Length-Bottom 5.34 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.03 Uniform Live Load 340 plf Notch Depth 0.00 Uniform Dead Load 175 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 521 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One * Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1320 lb Cd=1.00 Dead Load 894 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.5 ft Cd=1.00 *Load obtained from Load Tracker.See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-t-to Grain: Fc-1= 650 psi Fc-1'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 6344 ft-lb Left Live Load 494 plf 2.51 Ft from left support of span 2(Center Span) Left Dead Load 329 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 494 plf Controlling Shear: -4144 lb Right Dead Load 329 plf 5.0 Ft from left support of span 2(Center Span) Load Start 2.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 5.34 ft Load Length 2.84 ft Comparisons with required sections: Req'd Provided Section Modulus: 31.72 in3 42.19 in3 Area(Shear): 23.45 in2 28.13 in2 Moment of Inertia(deflection): 62.19 in4 189.84 in4 Moment: 6344 ft-lb 8438 ft-lb Shear: -4144 lb 4969 lb page Project:2381B FOUR D CONST Patrick J. Burke MELocation:M18 DINING REAR PATIO DR HDR Alan Mascord Design Multi-Loaded Multi-Span Beam ER 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.125 IN x 12.0 IN x 9.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:13 AM Section Adequate By: 5.2% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/909 Dead Load 0.07 in Total Load 0.19 IN L/568 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 1 REACTIONS A_ B Live Load 3905 lb 2166 lb Dead Load 2393 lb 1250 lb Total Load 6298 lb 3416 lb TR3 Bearing Length 3.10 in 1.68 in TR1 TR2 BEAM DATA Center Span Length 9 ft .t�. . Unbraced Length-Top O ft A 9 ft — B Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.07 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 8 plf 24F-V4-Visually Graded Western Species Total Uniform Load 8 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 1584 lb Cd=1.00 Dead Load 1077 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.5 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc- = 650 psi Fc- I'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Three Controlling Moment: 11152 ft-lb Left Live Load 380 plf 340 plf 539 plf 2.52 Ft from left support of span 2(Center Span) Left Dead Load 185 plf 175 plf 359 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 380 plf 340 plf 539 plf Controlling Shear: 6298 lb Right Dead Load 185 plf 175 plf 359 plf At left support of span 2(Center Span) Load Start 0 ft 2 ft 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 2 ft 9 ft 2.5 ft Load Length 2 ft 7 ft 2.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 55.76 in3 75 in3 Area(Shear): 35.65 in2 37.5 in2 Moment of Inertia(deflection): 190.26 in4 450 in4 Moment: 11152 ft-lb 15000 ft-lb Shear: 6298 lb 6625 lb page Project:2381B FOUR D CONSTEn Patrick J. Burke Location:M19-REAR PORCH ROOF SIDE BMS Alan Mascord Design Multi Loaded Multi-Span Beam no 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland, OR 97210 5.5 IN x 9.5 IN x 9.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:13 AM Section Adequate By: 15.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1213 Dead Load 0.07 in Total Load 0.16 IN L/710 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1137 lb 993 lb Dead Load 810 lb 713 lb Total Load 1947 lb 1706 lb Bearing Length 0.57 in 0.50 in TR1 BEAM DATA Center Span Length 9.5 ft IITIPPNIA4. •:; Unbraced Length-Top 0 ft A 9.5 ft — B Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 11 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Live Load 592 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 395 lb Comp.1-to Grain: Fc--t-= 625 psi Fc-l'= 625 psi Location 6 ft Controlling Moment: 5207 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 5.32 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 212 plf 76 plf Controlling Shear: 1948 lb Left Dead Load 141 plf 50 plf At left support of span 2(Center Span) Right Live Load 212 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 141 Of 50 plf Load Start Oft 6 ft Comparisons with required sections: Req'd Provided Load End 6 ft 9.5 ft Section Modulus: 71.41 in3 82.73 in3 Load Length 6 ft 3.5 ft Area(Shear): 17.19 in2 52.25 in2 Moment of Inertia(deflection): 132.79 in4 392.96 in4 Moment: 5207 ft-lb 6032 ft-lb Shear: 1948 lb 5922 lb page • Project:2381B FOUR D CONST NI Patrick J. Burke Location:M20-REAR PORCH ROOF BM REAR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 5.5 INx7.5INx11.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:13 AM Section Adequate By: 1.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN L/833 Dead Load 0.12 in Total Load 0.28 IN L/478 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 666 lb 666 lb Dead Load 495 lb 495 lb Total Load 1161 lb 1161 lb Bearing Length 0,34 in 0.34 in , BEAM DATA Center Span Length 11 ft _ s ms. ;, Unbraced Length-Top 0 ft A 11 ft -B- Unbraced Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 121 plf #2-Douglas-Fir-Larch Uniform Dead Load 81 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 211 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: 3190 ft-lb 5.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1160 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: 51.05 in3 51.56 in3 Area(Shear): 10.24 in2 41.25 in2 Moment of Inertia(deflection): 97.17 in4 193.36 in4 Moment: 3190 ft-lb 3223 ft-lb Shear: -1160 lb 4675 lb Project:2381B FOUR D CONST page Patrick J. Burke / Location:M21 -FLUSH BM @ GREAT RM FIREPLACE Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 (2)1.5 IN x 11.25 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:13 AM Section Adequate By:45.7% Controlling Factor: Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1854 Dead Load 0.01 in Total Load 0.07 IN L/1457 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1280 lb 1280 lb Dead Load 349 lb 349 lb Total Load 1629 lb 1629 lb Bearing Length 0.87 in 0.87 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top O ft A- 8 ft B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 320 plf #2-Douglas-Fir-Larch Uniform Dead Load 80 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 407 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-3-to Grain: Fc- t-= 625 psi Fc- 1'= 625 psi Controlling Moment: 3259 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1629 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: 43.45 in3 63.28 in3 Area(Shear): 13.58 in2 33.75 in2 Moment of Inertia(deflection): 69.11 in4 355.96 in4 Moment: 3259 ft-lb 4746 ft-lb Shear: -1629 lb 4050 lb page Project:2381B FOUR D CONSTnu Patrick J. Burke Location:M22-GREAT RM LAM JSTS 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 INx11.25INx19.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:14 AM Section Adequate By: 7.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.40 IN L/575 Dead Load 0.14 in Total Load 0.54 IN L/423 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1458 lb 582 lb Dead Load 470 lb 231 lb Total Load 1928 lb 813 lb Bearing Length 0.88 in 0.37 in w BEAM DATA Center wr Span Length 19 ft Unbraced Length-Top 0 ft A 19 ft B Unbraced Length-Bottom 19 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 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 59 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 1280 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 349 lb Comp.L to Grain: Fc-- = 625 psi Fc--- = 625 psi Location 3 ft *Load obtained from Load Tracker. See Summary Report for details. Controlling Moment: 5650 ft-lb 5.13 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1928 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd, Provided Section Modulus: 68.48 in3 73.83 in3 Area(Shear): 16.07 in2 39.38 in2 Moment of Inertia(deflection): 260.23 in4 415.28 in4 Moment: 5650 ft-lb 6091 ft-lb Shear: 1928 lb 4725 lb page Project:2381B FOUR D CONST Patrick J. Burke / Location:M23-FLUSH BM 0/STAIR HALL Alan Mascord Design Multi-Loaded Multi-Span BeamSE 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 INx11.25INx10.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:14 AM Section Adequate By: 0.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/933 Dead Load 0.04 in Total Load 0.16 IN L/733 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1900 lb 1900 lb Dead Load 518 lb 518 lb Total Load 2418 lb 2418 lb Bearing Length 1.11 in 1.11 in BEAM DATA Center Span Length 10 ft 4111_ Unbraced Length-Top 0 ft A 10 ft Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 380 plf #2-Douglas-Fir-Larch Uniform Dead Load 95 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 484 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. t to Grain: Fc- = 625 psi Fc-1'= 625 psi Controlling Moment: 6044 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: 2418 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: 73.26 in3 73.83 in3 Area(Shear): 20.15 in2 39.38 in2 Moment of Inertia(deflection): 160.29 in4 415.28 in4 Moment: 6044 ft-lb 6091 ft-lb Shear: 2418 lb 4725 lb page Project:2381B FOUR D CONSTna Patrick J. Burke Location:M24-REAR GREAT RM WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam ER 2187 NW Reed St,Ste 100 or [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.125 IN x 9.0IN x 10.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:14 AM Section Adequate By:4.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.28 IN L/432 Dead Load 0.14 in Total Load 0.42 IN L/287 Live Load Deflection Criteria: LJ360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1853 lb 2148 lb Dead Load 975 lb 1072 lb Total Load 2828 lb 3220 lb Bearing Length 1.39 in 1.59 in TR1 TR2 BEAM DATA Center Span Length 10 ft 7 ., ,,:�:.,n.,-- -. :.. .°c .c : : ;:r: Unbraced Length-Top 0 ft A loft B Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.14 Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 6 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 582 lb Cd=1.00 Dead Load 231 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6.34 ft Cd=1.00 *Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc--I-= 650 psi Fc-�-'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Controlling Moment: 8062 ft-lb Left Live Load 320 plf 380 plf 5.7 Ft from left support of span 2(Center Span) Left Dead Load 170 plf 185 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 320 plf 380 plf Controlling Shear: -3220 lb Right Dead Load 170 plf 185 plf At right support of span 2(Center Span) Load Start 0 ft 6.34 ft Created by combining all dead loads and live loads on span(s)2 Load End 6.34 ft 10 ft Load Length 6.34 ft 3.66 ft Comparisons with required sections: Req'd Provided Section Modulus: 40.31 in3 42.19 in3 Area(Shear): 18.23 in2 28.13 in2 Moment of Inertia(deflection): 158.87 in4 189.84 in4 Moment: 8062 ft-lb 8438 ft-lb Shear: -3220 lb 4969 lb page Project:2381B FOUR D CONST Patrick J. Burke . Location:M25-FLUSH BM 0/PWDR RM HALL 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 INx11.25INx5.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:14 AM Section Adequate By: 7.1% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2763 Dead Load 0.02 in Total Load 0.04 IN L/1641 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 2002 lb 2649 lb Dead Load 1374 lb 1763 lb Total Load 3376 lb 4412 lb Bearing Length 1.54 in 2.02 in TR1 BEAM DATA Center Span Length 5.5 ft ,. . Unbraced Length-Top 0 ft A 5.5 ft B Unbraced Length-Bottom 5.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 9 plf Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One Cd=1.00 Live Load 1066 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 710 lb Comp.L to Grain: Fc-L= 625 psi Fc--I-'= 625 psi Location 5 ft Controlling Moment: 4844 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 2.86 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 497 plf 200 plf Controlling Shear: -4412 lb Left Dead Load 421 plf 50 plf 6.0 Ft from left support of span 2(Center Span) Right Live Load 497 plf 200 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 421 plf 50 plf Load Start 0 ft 0 ft Comparisons with required sections: Req'd Provided Load End 5 ft 5.5 ft Section Modulus: 58.71 in3 73.83 in3 Load Length 5 ft 5.5 ft Area (Shear): 36.77 in2 39.38 in2 Moment of Inertia(deflection): 60.73 in4 415.28 in4 Moment: 4844 ft-lb 6091 ft-lb Shear: -4412 lb 4725 lb Project:2381B FOUR D CONST page Patrickon J. Burke D / Location:M26-FOYER FLUSH BM Alan Mascord Design Multi-Loaded Multi-Span BeamN.2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.125 IN x 10.5 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:14 AM Section Adequate By: 5.5% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1159 Dead Load 0.07 in Total Load 0.15 IN L/631 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 956 lb 3092 lb Dead Load 966 lb 2403 lb Total Load 1922 lb 5495 lb TR1 Bearing Length 0.95 in 2.71 in w BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft A 8 f B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.07 Uniform Live Load 40 plf Notch Depth 0.00 Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 147 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One * Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 2637 lb Cd=1.00 Dead Load 1786 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 6 ft Cd=1.00 Load obtained from Load Tracker. See Summary Report for details. Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc-1= 650 psi Fc-l'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 8879 ft-lb Left Live Load 545 plf 6.0 Ft from left support of span 2(Center Span) Left Dead Load 363 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 545 plf Controlling Shear: -5495 lb Right Dead Load 363 plf At right support of span 2(Center Span) Load Start 6 ft Created by combining all dead loads and live loads on span(s)2 Load End 8 ft Load Length 2 ft Comparisons with required sections: Req'd Provided Section Modulus: 44.4 in3 57.42 in3 Area(Shear): 31.1 in2 32.81 in2 Moment of Inertia(deflection): 114.72 in4 301.46 in4 Moment: 8879 ft-lb 11484 ft-lb Shear: -5495 lb 5797 lb page Project:2381B FOUR D CONSTin Patrick J. Burke / . Location:M27-OFFICE DR HDR Alan Mascord Design Multi-Loaded Multi Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland, OR 97210 3.5 IN x 9.25 IN x 2.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:15 AM Section Adequate By:6.9% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5866 Dead Load 0.00 in Total Load 0.01 IN L/3417 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2125 lb 1417 lb Dead Load 1508 lb 1076 lb Total Load 3633 lb 2493 lb Bearing Length 1.66 in 1.14 in TRI BEAM DATA Center Span Length 2.5 ft Unbraced Length-Top O ft A 2.5 ft B Unbraced Length-Bottom 2.5 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 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 * Two Three * Cd=1.00 Live Load 1171 lb 369 lb 2002 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 811 lb 246 lb 1374 lb Comp.1 to Grain: Fc- L= 625 psi Fc- = 625 psi Location 1 ft 1 ft 1 ft Controlling Moment: 3630 ft-lb *Load obtained from Load Tracker, See Summary Report for details. 1.0 Ft from left support of span 2 (Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Controlling Shear: 3633 lb Left Live Load 0 plf At left support of span 2 (Center Span) Left Dead Load 90 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 0 plf Right Dead Load 90 plf Comparisons with required sections: Req'd Provided Load Start 1 ft Section Modulus: 40.33 in3 49.91 in3 Load End 2.5 ft Area(Shear): 30.28 in2 32.38 in2 Load Length 1.5 ft Moment of Inertia(deflection): 16.22 in4 230.84 in4 Moment: 3630 ft-lb 4492 ft-lb Shear: 3633 lb 3885 lb page Project:2381B FOUR D CONST Patrick J. Burke Location:U1 -REAR MSTR BR WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.125 IN x 10.5 INx9.67 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:16 AM Section Adequate By: 12.9% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/610 Dead Load 0.13 in Total Load 0.32 IN L/363 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B 1 Live Load 2613 lb 2237 lb Dead Load 1775 lb 1524 lb Total Load 4388 lb 3761 lb Bearing Length 2.16 in 1.85 in TR2 BEAM DATA Center z, ,.£ 1.f -. .,t: .' :if:. .' Span Length 9.67 ft Unbraced Length-Top 0 ft A 9.67 ft B Unbraced Length-Bottom 9.67 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.13 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 7 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Live Load 1455 lb Dead Load 970 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-L to Grain: Fc-l= 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 101 plf 413 plf Controlling Moment: 10173 ft-lb Left Dead Load 67 plf 275 plf 4.25 Ft from left support of span 2(Center Span) Right Live Load 126 plf 413 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf 275 plf Controlling Shear: 4388 lb Load Start 0 ft 2 ft At left support of span 2(Center Span) Load End 2 ft 9.67 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2 ft 7.67 ft Comparisons with required sections: Req'd Provided Section Modulus: 50.86 in3 57.42 in3 Area(Shear): 24.84 in2 32.81 in2 Moment of Inertia(deflection): 199.22 in4 301.46 in4 Moment: 10173 ft-lb 11484 ft-lb Shear: 4388 lb 5797 lb page Project:2381B FOUR D CONST Patrick J. Burke Location:U2 MSTR BATH TUB WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam EN 2187 NW Reed St, Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 INx9.25INx6.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:16 AM Section Adequate By: 12.5% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1727 Dead Load 0.03 in Total Load 0.07 IN L/1028 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1584 lb 1584 lb Dead Load 1077 lb 1077 lb Total Load 2661 lb 2661 lb Bearing Length 1.22 in 1.22 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top O ft A 6 ft — B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 528 plf #2-Douglas-Fir-Larch Uniform Dead Load 352 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 887 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- L= 625 psi Fc--- = 625 psi Controlling Moment: 3992 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: -2661 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: 44.35 in3 49.91 in3 Area(Shear): 22.18 in2 32.38 in2 Moment of Inertia(deflection): 53.88 in4 230.84 in4 Moment: 3992 ft-lb 4492 ft-lb Shear: -2661 lb 3885 lb page Project:2381B FOUR D CONSTES Patrick J. Burke Location:U3-MSTR BATH SHWR WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam 2187 NW Reed St.Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 INx7.25INx5.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:16 AM Section Adequate By: 8.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1437 Dead Load 0.03 in Total Load 0.07 IN L/857 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1320 lb 1320 lb Dead Load 894 lb 894 lb Total Load 2214 lb 2214 lb Bearing Length 1.01 in 1.01 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft A 5ft B Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 528 plf #2-Douglas-Fir-Larch Uniform Dead Load 352 plf Base Values Adjusted Beam Self Weight 6 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 886 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Controlling Moment: 2767 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: -2214 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: Rend Provided Section Modulus: 28.38 in3 30.66 in3 Area(Shear): 18.45 in2 25.38 in2 Moment of Inertia(deflection): 31.13 in4 111.15 in4 Moment: 2767 ft-lb 2989 ft-lb Shear: -2214 lb 3045 lb page Project:2381B FOUR D CONSTtm Patrick J. Burke / Location:U4-BR#3/UTILITY WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam no 2187 NW Reed St,Ste 100 of [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.5 IN x 3.5 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:16 AM Section Adequate By: 8.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/610 Dead Load 0.07 in Total Load 0.17 IN L/361 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 350 lb 350 lb Dead Load 242 lb 242 lb Total Load 592 lb 592 lb Bearing Length 0.27 in 0.27 in w BEAM DATA Center Span Length 5 ft .. _. Unbraced Length-Top O ft A S ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 140 plf #2-Douglas-Fir-Larch Uniform Dead Load 94 plf Base Values Adjusted Beam Self Weight 3 plf Bending Stress: Fb= 900 psi Fb'= 1350 psi Total Uniform Load 237 plf Cd=1.00 CF=1.50 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.--to Grain: Fc-1= 625 psi Fc-L'= 625 psi Controlling Moment: 740 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: 592 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: 6.57 in3 7.15 in3 Area(Shear): 4.93 in2 12.25 in2 Moment of Inertia(deflection): 8.32 in4 12.51 in4 Moment: 740 ft-lb 804 ft-lb Shear: 592 lb 1470 lb page Project:2381B FOUR D CONST ENPatrick J. Burke Location:U5-LOFT FRONT WINDOW HDR Alan Mascord Design Multi-Loaded Multi-Span Beam j j 2187 NW Reed St, Ste 100 or [2015 International Building Code(2015 NDS)] Portland,OR 97210 3.125 IN x 10.5 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 5/31/2018 11:14:16 AM Section Adequate By:30.0% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1039 Dead Load 0.06 in Total Load 0.16 IN L/619 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1171 lb 2637 lb Dead Load 811 lb 1786 lb Total Load 1982 lb 4423 lb Bearing Length 0.98 in 2.18 in TR2 BEAM DATA Center onlr Span Length 8 ft .. �, - _. IP Unbraced Length-Top 0 ft A -8 ft B Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.06 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 7 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2400 psi Live Load 2291 lb Cd=1.00 Dead Load 1528 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5.5 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc--t-= 650 psi Fc--I-'= 650 psi Load Number One Two Left Live Load 50 plf 413 plf Controlling Moment: 8831 ft-lb Left Dead Load 34 plf 275 plf 5.52 Ft from left support of span 2(Center Span) Right Live Load 126 plf 413 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 84 plf 275 plf Controlling Shear: -4423 lb Load Start 0 ft 5.5 ft At right support of span 2 (Center Span) Load End 5.5 ft 8 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5.5 ft 2.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 44.16 in3 57.42 in3 Area(Shear): 25.04 in2 32.81 int Moment of Inertia(deflection): 116.95 in4 301.46 in4 Moment: 8831 ft-lb 11484 ft-lb Shear: -4423 lb 5797 lb