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Specifications en S?",zvl8-act/`2P /Z4 ' s / /3z.io .9v2f A L AN ic14 ::57..,i06.0000, DESIGNus......000.400( ASSOCIATES, I N C ;EC IVFD JUL 3 2018 1 OPTION PLAN3B 'N 22151A FOR HT REMODELING & DESIGN LL C (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 - 40# LIVE, 10# DEAD EXITS/STAIRS - 50# TOTAL LOAD BEAM CALCULATIONS ALAN MASCORD DESIGN ASSOCIATES,INC. 2187 N.W.Reed St.Suite 4100 PORTLAND,OR. 97210 Project:22151a HT ROMODELING page 11111 Patrick J. Burke Location: F1 -EXT.SIDE GARAGE FTG Alan Mascord Design Associates, Inc. Footing ■■ 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] 01,0 ,-Portland,OR 97210 Footing Size:3.0 FT x 3.0 FT x 12.00 IN Reinforcement:#4 Bars ti 7.00 IN. O.C. ENV!(5)min. StruCalc Version 9.0.2.5 8/30/2016 12 31.28 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Os= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE 7 5io Width: W= 3 ft Length: L= 3 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE 12in Column Type: Wood Column Width: m= 5.5 in Column Depth: n= 7.5 in 3"' FOOTING CALCULATIONS - 3 f, Bearing Calculations: I—5.5 in Ultimate Bearing Pressure: Qu= 1314 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf 1 Required Footing Area: Areq= 8.76 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 17170 lb jai°', Allowable Bearing: Bear-A= 113953 lb n n n S Beam Shear Calculations(One Way Shear): Sin Beam Shear: Vu1 = 4650 lb Allowable Beam Shear: Vc1 = 22275 lb Punching Shear Calculations(Two Way Shear): a n Critical Perimeter: Bo= 59 in Punching Shear: Vu2= 14301 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 90049 lb Live Load: PL= 7450 lb Allowable Punching Shear(ACI 11-36): vc2-b= 138600 lb Dead Load: PD= 4375 lb Allowable Punching Shear(ACI 11-37): vc2-c= 73013 lb Total Load: PT= 11825 lb Controlling Allowable Punching Shear: vc2= 73013 lb Ultimate Factored Load: Pu= 17170 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 870 lb Factored Moment: Mu= 77265 in-lb Nominal Moment Strength: Mn= 282369 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.51 in Steel Required Based on Moment: As(1)= 0.26 in2 Min.Code Req'd Reinf.Shrink:/Temp.(ACI-10.5.4):As(2)= 0.86 in2 Controlling Reinforcing Steel: As-reqd= 0.86 in2 Selected Reinforcement: #4's @ 7.0 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= 15 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project:22151a HT ROMODELING page III Patrick J. Burke Location: F2-HOUSE SIDE GARAGE FTG Alan Mascord Design Associates, Inc. Footing Ell2187 NW Reed St.Suite 100 , [2012 International Building Code(2012 NDS)1 � .ioivyre:.. Portland, OR 97210 Footing Size:4,0 FT x 4.0 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(6) min. StruCalc Version 9.D.2.5 8/30/2016 12:31:28 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 4 ft Length: L= 4 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in H-7.6in—[ COLUMN AND BASEPLATE SIZE I I Column Type: Wood Column Width: m= 5.5 in i Column Depth: n= 7.5 in 121n j FOOTING CALCULATIONS • C 9 — S in Bearing Calculations: Ultimate Bearing Pressure: Qu= 1261 psf Oft 1 Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I-6.6in-1 Required Footing Area: Areq= 14.94 sf Area Provided: A= 16.00 sf Baseplate Bearing: Bearing Required: Bear= 29046 lb Allowable Bearing: Bear-A= 113953 lb in; Beam Shear Calculations(One Way Shear): Beam Shear. Vul = 9531 lb i am Allowable Beam Shear: Vc1 = 29700 lb art 1 Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 59 in Punching Shear: Vu2= 26316 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 90049 lb Live Load: PL= 12103 lb Allowable Punching Shear(ACI 11-36): vc2-b= 138600 lb Dead Load: PD= 8068 lb Allowable Punching Shear(ACI 11-37): vc2-c= 73013 lb Total Load: PT= 20171 lb Controlling Allowable Punching Shear: vc2= 73013 lb Ultimate Factored Load: Pu= 29046 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1547 lb Factored Moment: Mu= 174278 in-lb Nominal Moment Strength: Mn= 339930 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.60 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 1.15 in2 Controlling Reinforcing Steel: As-reqd= 1.15 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 21 in NOTES Project:22151a HT ROMODELING page Patrick11111 J. Burke Location: F3-FTG BELOW FOYER/STAIR AlanrMascord Design Associates, Inc. Footing I■ 2187 NW Reed St. Suite 100 i [2012 International Building Code(2012 NDS)] ___`(iR0aym _Portland,OR 97210 Footing Size: 2.682 FT x 2.682 FT x 12.00 IN - Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(4)min. StruCalc Version 9.0.2.5 8/30/2016 12:31:28 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in 1—.5.5 in FOOTING SIZE Width: W= 2.68 ft • Length: L= 2.68 ft • Depth: Depth= 12 in • Effective Depth to Top Layer of Steel: d= 8.25 in 12 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 5.5 in Sin Column Depth: n= 5.5 in —2.682 ft------- FOOTING CALCULATIONS - 5.5 in ---, Bearing Calculations: Ultimate Bearing Pressure: Qu= 1350 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 7.19 sf • Area Provided: A= 7.19 sf Baseplate Bearing: 12 in Bearing Required: Bear= 13980 lb • Allowable Bearing: Bear-A= 83566 lb --- ° ; Beam Shear Calculations(One Way Shear): 3 in Beam Shear: Vu1 = 3406 lb Allowable Beam Shear: Vc1 = 19914 lb Punching Shear Calculations(Two Way Shear): 2.682 ft Critical Perimeter: Bo= 55 in Punching Shear: Vu2= 11428 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 5825 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load. PD= 3883 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 9708 lb Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 13980 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 695 lb Factored Moment: Mu= 56240 in-lb Nominal Moment Strength: Mn= 226658 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.19 in2 Min. Code Req'd Reiff.Shrink./Temp. (ACI-10.5.4):As(2)= 0.77 in2 Controlling Reinforcing Steel: As-reqd= 0.77 in2 Selected Reinforcement: #4's @ 8.0 in. o.c.e/w(4)Min. Reinforcement Area Provided As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 13.09 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES Gate Project:22151a HT ROMODELING E■ Patrick J.Burke Location:F4-CONC. FTG AT REAR GREAT RM/NOOK INSIDE CORNER Alan Mascord Design Associates, Inc. Footing �■ 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] _ ,-Portland,OR 97210 Footing Size:3.0 FT x 3.0 FT x 12.00 IN - Reinforcement:#4 Bars©7.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.2.5 8/30/2016 12:31:29 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM& Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in Soil Overburden Height: SoiIH= 0 ft --5.5 in Soil Overburden Weight: SoiIW= 0 pcf FOOTING SIZE Width: W= 3 ft Length: L= 3 ft Depth: Depth= 12 in 12 in Effective Depth to Top Layer of Steel: d = 8.25 in 9 COLUMN AND BASEPLATE SIZE Column Type: Wood 3 in Column Width m= 5.5 in Column Depth: n= 5.5 in -3 n FOOTING CALCULATIONS F-5.5in-1 I I Bearing Calculations: Ultimate Bearing Pressure: Qu= 1312 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 8.74 of Area Provided: A= 9.00 sf 12 In Baseplate Bearing: Bearing Required: Bear= 16998 lb 3 i Allowable Bearing: Bear-A= 83566 lb Beam Shear Calculations(One Way Shear): 3 -- Beam Shear: Vu1 = 4604 lb au Allowable Beam Shear: Vol = 22275 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 55 in Live Load: PL= 7082 lb Punching Shear: Vu2= 14518 lb Dead Load: PD= 4722 lb Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Total Load: PT= 11804 lb Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Ultimate Factored Load: Pu= 16998 lb Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Weight to resist uplift w/1.5 F.S.: U.R. = 870 lb Controlling Allowable Punching Shear: vc2= 68063 lb Bending Calculations: Factored Moment: Mu= 76489 in-lb Nominal Moment Strength: Mn= 282369 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.51 in Steel Required Based on Moment: As(1)= 0.26 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.86 in2 Controlling Reinforcing Steel: As-reqd= 0.86 in2 Selected Reinforcement: #4's t 7.0 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= 15 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES page Project:22151a HT ROMODELING Patrick J. Burke / ' Location:M1 -16/0 GAR DR HDR �■ Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam N■ 2187 NW Reed St.Suite 100 [2012 International Building Code(2012 NOS)] Rsf,,> :-Portland,OR 97210 5.125INx10.5INx16.0FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.02.5 8/30/2016 12:31:29 PM Section Adequate By:50.5% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.20 IN U963 Dead Load 0.15 in Total Load 0.35 IN U542 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1045 lb 929 lb Dead Load 798 lb 726 lb Total Load 1843 lb 1655 lb Bearing Length 0.55 in 0.50 in BEAM DATA Center _. _ Span Length 16 ft Unbraced Length-Top 0 ft A la ft B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.15 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 24F-V4-Visually Graded Western Species Total Uniform Load 12 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_ Live LooaddOne cmpr= 1850 psi Fb'= 2400 psi LoadNumber Cd=1.00 238 lb lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 159 Location 2 ft Cd=1.00 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.Ito Grain: Fc--L= 650 psi Fc---'= 650 psi Load Number One Two Left Live Load 77 plf 113 plf Controlling Moment: 6791 ft-lb Left Dead Load 50 plf 77 plf 7.84 Ft from left support of span 2(Center Span) Right Live Load 77 plf 113 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 50 plf 77 plf Controlling Shear: 1843 lb Load Start 0 ft 2 ft At left support of span 2(Center Span) Load End 2 ft 16 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2 ft 14 ft Comparisons with required sections: Req'd Provided Section Modulus: 33.95 in3 94.17 in3 Area(Shear): 10.43 in2 53.81 in2 Moment of Inertia(deflection): 328.48 in4 494.4 in4 Moment: 6791 ft-lb 18834 ft-lb Shear: 1843 lb 9507 lb NOTES , Project:22151a HT ROMODELING 1110 Patrick J.Burke Location: M2-MAIN GARAGE BM Alan Mascord Design Associates,Inc. Multi-Loaded Multi-Span Beam IIII 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] d -Portland,OR 97210 5.125 IN x 21.0 IN x 20.0 FT - 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/30/2016 12:31:29 PM Section Adequate By:7.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.39 IN U616 Dead Load 0.25 in Total Load 0.64 IN U376 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 1 2 REACTIONS A B t Live Load 7193 lb 8061 lb iiiiiiiii Dead Load 4576 lb 5155 lb Total Load 11769 lb 13216 lb Bearing Length 3.53 in 3.97 in BEAM DATA Center Span Length 20 ft Unbraced Length-Top 0 ft A 20 ft B Unbraced Length-Bottom 20 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 UNIFORM LOADS Center Camber Required 0.25 Notch Depth 0.00 Uniform Live Load 300 plf Uniform Dead Load 155 plf MATERIAL PROPERTIES Beam Self Weight 23 plf 24F-V4-Visually Graded Western Species Total Uniform Load 478 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2280 psi Load Number One Two Live Load 1793 lb 2377 lb Cd=1.00 Cv=0.95 Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 1195 lb 1585 lb Cd=1.00 Location 2 ft 11 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-I-to Grain: Fc--L= 650 psi Fc-1'= 650 psi Load Number One Two Three Left Live Load 76 plf 63 plf 422 plf Controlling Moment: 66854 ft-lb Left Dead Load 50 plf 42 plf 281 plf 11.0 Ft from left support of span 2(Center Span) Right Live Load 76 plf 63 plf 422 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 50 plf 42 plf 281 plf Controlling Shear: -13217 lb Load Start 0 ft 2 ft 11 ft At right support of span 2(Center Span) Load End 2 ft 20 ft 20 ft Created by combining all dead loads and live loads on span(s)2 Load Length 2 ft 18 ft 9 ft Comparisons with required sections: Req'd Provided Section Modulus: 351.79 in3 376.69 in3 Area(Shear): 74.81 in2 107.63 in2 Moment of Inertia(deflection): 2526.25 in4 3955.22 in4 Moment: 66854 ft-lb 71586 ft-lb Shear: -13217 lb 19014 lb NOTES Project:22151a HT ROMODELING wee MN Patrick J. Burke Location:M3-NOOK OUTDOOR PORCH SIDE BM Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam ■■ 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] _% , ,-Portland,OR 97210 5.5 IN x 9.5 IN x 9.5 FT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/30/2016 12:31:29 PM Section Adequate By:27.6% Controlling Factor: Moment PEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN U1332 Dead Load 0.06 in Total Load 0.15 IN U778 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1057 lb 906 lb Dead Load 755 lb 654 lb ; Total Load 1812 lb 1560 lb a Bearing Length 0.53 in 0.45 in BEAM DATA Center Span Length 9.5 ft Unbraced Length-Top 0 ft A - 9.5 ft -- B Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 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 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 485 lb Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 323 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1= 625 psi Location 6 ft Controlling Moment: 4727 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 5.22 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 202 plf 76 plf Controlling Shear: 1812 lb Left Dead Load 134 plf 50 plf At left support of span 2(Center Span) Right Live Load 202 plf 76 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 134 plf 50 plf Load Start 0 ft 6 ft Comparisons with required sections: Read Provided Load End 6 ft 9.5 ft Section Modulus: 64.83 in3 82.73 in3 Load Length 6 ft 3.5 ft Area(Shear): 15.99 in2 52.25 in2 Moment of Inertia(deflection): 181.72 in4 392.96 in4 Moment: 4727 ft-lb 6032 ft-lb Shear: 1812 lb 5922 lb NOTES Project:22151a HT ROMODELING page III Patrick J. Burke Location:M4-NOOK OUTDOOR PORCH REAR BM Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam ■ 2187 NW Reed St.Suite 100 [2012 International Building Code(2012 NDS)] _ 9yZ,-Portland,OR 97210 5.5 IN x 7.5 IN x 11.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/30/2016 12:31:29 PM Section Adequate By: 10.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN U873 Dead Load 0.12 in Total Load 0.28 IN U498 Live Load Deflection Criteria: U480 Total Load Deflection Criteria:U360 REACTIONS A Live Load 581 lb 581 lb Dead Load 437 lb 437 lb Total Load 1018 lb 1018 lb Bearing Length 0.30 in 0.30 in REAM DATA Center Span Length 11.5 ft Unbraced Length-Top 0 ft A 11.5 ff B Unbraced Length-Bottom 11.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 101 plf #2-Douglas-Fir-Larch Uniform Dead Load 67 plf Base Values Adiusted Beam Self Weight 9 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 177 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.1toGrain: Fc--1 = 625 psi Fc-1'= 625 psi Controlling Moment: 2925 ft-lb 5.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1017 lb 12.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 46.8 in3 51.56 in3 Area(Shear): 8.98 in2 41.25 in2 Moment of Inertia(deflection): 139.71 in4 193.36 in4 Moment: 2925 ft-lb 3223 ft-lb Shear: -1017 lb 4675 lb NOTES page Project:22151a HT ROMODELING IIIII Patrick J. Burke Location: M5-GREAT RM/NOOK!KITCHEN BM Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St. Suite 100 or [2012 International Building Code(2012 NOS)] _ a -_Portland, OR 97210 5.125 IN x 18.0 IN x 21.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/30/2016 12:31:29 PM Section Adequate By:23.7% Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.57 IN U445 Dead Load 0.16 in Total Load 0.73 IN L/347 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 6090 lb 6090 lb Dead Load 1732 lb 1732 lb Total Load 7822 lb 7822 lb Bearing Length 2.35 in 2.35 in BEAM DATA Center Span Length 21 ft — Unbraced Length-Top 0 ft A 21 ft �8 Unbraced Length-Bottom 21 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.24 Uniform Live Load 580 plf Notch Depth 0.00 Uniform Dead Load 145 plf MATERIAL PROPERTIES Beam Self Weight 20 plf 24F-V4-Visually Graded Western Species Total Uniform Load 745 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by Fb_cmpr= 1850 psi Fb'= 2305 psi Cd=1.00 Cv=0.96 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1toGrain: Fc- t = 650 psi Fc--- = 650 psi Controlling Moment: 41068 ft-lb 10 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: 7822 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: 213.84 in3 276.75 in3 Area(Shear): 44.28 in2 92.25 in2 Moment of Inertia(deflection): 2013 95 in4 2490.75 in4 Moment: 41068 ft-lb 53151 ft-lb Shear: 7822 lb 16298 lb NOTES Project:22151a HT ROMODELING rage Patrick J. Burke Location:M7-DINING/FOYER OPN'G HDR Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 0f [2012 International Building Code(2012 NDS)1 _ r ay ,-Portland, OR 97210 5.5lNx11.5INx9.OFT - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/30/2016 12:31:29 PM Section Adequate By: 198.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U2973 Dead Load 0.01 in Total Load 0.05 IN U2265 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1004 lb 1004 lb Dead Load 314 lb 314 lb Total Load 1318 lb 1318 lb Bearing Length 0.38 in 0.38 in BEAM DATA Center Span Length 9 ft i Unbraced Length-Top 0 ft A 9ft B Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 223 plf #2-Douglas-Fir-Larch Uniform Dead Load 56 plf Base Values Adjusted Beam Self Weight 14 plf Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 293 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.-to Grain: Fc---= 625 psi Fc--- = 625 psi Controlling Moment: 2964 ft-lb 4.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1317 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: Reo'd Provided Section Modulus: 40.64 in3 121.23 in3 Area(Shear): 11.62 in2 63.25 in2 Moment of Inertia(deflection): 84.4 in4 697.07 in4 Moment: 2964 ft-lb 8840 ft-lb Shear: -1317 lb 7168 lb NOTES Project:22151a HT ROMODELING page 1111111 Patrick J. Burke Location: M8-DEN DBL DOOR ENTRY HDR Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam ■■ 2187 NW Reed St. Suite 100 or [2012 International Building Code(2012 NDS)] - . Portland,OR 97210 5.5 IN x 7.5 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/30/2016 12:31:29 PM Section Adequate By:87.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3686 Dead Load 0.01 in Total Load 0.03 IN L/1947 Live Load Deflection Criteria. L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 728 lb 728 lb Dead Load 650 lb 650 lb Total Load 1378 lb 1378 lb Bearing Length 0.40 in 0.40 in BEAM DATA Center Span Length 5 ft ==i Unbraced Length-Top 0 ft A 511 - B Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 139 plf #2-Douglas-Fir-Larch Uniform Dead Load 82 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 230 plf Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Cd=1.00 Left Live Load 152 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Left Dead Load 169 plf Comp.-Lto Grain: Fc---= 625 psi Fc--- = 625 psi Right Live Load 152 plf Controlling Moment: 1722 ft-lb Right Dead Load 169 plf 2.5 Ft from left support of span 2(Center Span) Load E 5 ft Created by combining all dead loads and live loads on span(s)2 Load Enn dd 5 ft Controlling Shear: -1377 lb Load Length 5 ft 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: 27.55 in3 51.56 in3 Area(Shear): 12.15 in2 41.25 in2 Moment of Inertia(deflection): 23.83 in4 193.36 in4 Moment: 1722 ft-lb 3223 ft-lb Shear: -1377 lb 4675 lb NOTES page Project:22151a HT ROMODELINGEs Patrick J. Burke Location:M9-FRONT EXTERIOR ENTRY BM Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam t■ 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] -.-11: ea._Portland, OR 97210 3.5 IN x 11.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/30/2016 12:31:29 PM Section Adequate By:610.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/8612 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 345 lb 345 lb Dead Load 227 lb 227 lb Total Load 572 lb 572 lb Bearing Length 0.26 in 0.26 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft A 6 ft- Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 115 plf #2-Douglas-Fir-Larch Uniform Dead Load 67 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 191 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: F= 1600 ksi E'= 1600 ksi Comp.L to Grain: Fc- L= 625 psi Fc--- = 625 psi Controlling Moment: 857 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: -572 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: Redd Provided Section Modulus: 10.39 in3 73.83 in3 Area(Shear): 4.76 in2 39.38 in2 Moment of Inertia (deflection): 11.57 in4 415.28 in4 Moment: 857 ft-lb 6091 ft-lb Shear: -572 lb 4725 lb NOTES Project:22151a HT ROMODELING Patrick J. Burke age Location: U1 -BR#3 FRONT WINDOW HDR ill Patrick Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam Ell 2187 NW Reed St. Suite 100 of[ // [2012 International Building Code(2012 NDS)] _. 1,,irde." Portland,OR 97210 3.125 IN x 10.5 IN x 9.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 8/30/2016 12:31:29 PM Section Adequate By:5.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.18 IN U630 Dead Load 0.12 in Total Load 0.30 IN U376 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1783 lb 2358 lb Dead Load 1205 lb 1604 lb Total Load 2988 lb 3962 lb Bearing Length 1.47 in 1.95 in BEAM DATA Center Span Length 9.5 ft r.IIIIIIIIIMjllIlMMIII Unbraced Length-Top O ft A 9.5 f, B Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0 18 UNIFORM LOADS Center 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 1471 lb Cd=1.00 Dead Load 980 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=i.00 Location 4 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 428 plf 79 plf Controlling Moment: 10882 ft-lb Left Dead Load 286 plf 47 plf 4.09 Ft from left support of span 2(Center Span) Right Live Load 428 plf 79 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 286 plf 47 plf Controlling Shear: -3962 lb Load Start 4 ft 0 ft 10.0 Ft from left support of span 2(Center Span) Load End 9.5 ft 4 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5.5 ft 4 ft Comparisons with required sections: Reci'd Provided Section Modulus: 54.41 in3 57.42 in3 Area(Shear): 22.43 in2 32.81 in2 Moment of Inertia(deflection): 192.59 in4 301.46 in4 Moment: 10882 ft-lb 11484 ft-lb Shear: -3962 lb 5797 lb N*TES • page Project:22151a HT ROMODELING Location: U2-BR#4 REAR WIN.HDR �• Alan Patrick MascordJ.Burke Design Associates, Inc. Multi-Loaded Multi-Span Beam ■ 2187 NW Reed St.Suite 100 of [2012 International Building Code(2012 NDS)] e,11.„.Portland,OR 97210 3.5 IN x 3.5 IN x 6.0 FT(3+3) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/30/2016 12:31:29 PM Section Adequate By: 19.2% Controlling Factor:Shear DEFLECTIONS Left Center LOADING DIAGRAM Live Load -0.01 IN U2998 0.03 IN L/1314 Dead Load -0.01 in 0.02 in Total Load -0.02 IN U2100 0.04 IN U808 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B C Live Load 104 lb 951 lb 562 lb Dead Load 11 lb 634 lb 370 lb Total Load 115 lb 1585 lb 932 lb Uplift(1.5 F.S) -73 lb 0 lb 0 lb Bearing Length 0.05 in 0.72 in 0.43 in BEAM DATA Left Center Span Length a ft a ft A s ftB - 3 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 3 ft 3 ft Live Load Duration Factor 1.00 UNIFORM LOADS Left Center Notch Depth 0.00 Uniform Live Load 79 plf 428 plf MATERIAL PROPERTIES Uniform Dead Load 47 plf 286 plf #2-Douglas-Fir-Larch Beam Self Weight 3 plf 3 plf Base Values Adiusted Total Uniform Load 129 plf 717 plf Bending Stress: Fb= 900 psi Fb'= 1350 psi 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.1 to Grain: Fc-L= 625 psi Fc-1'= 625 psi Controlling Moment: 605 ft-lb 1.71 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1233 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Read Provided Section Modulus: 5.38 in3 7.15 in3 Area(Shear): 10.28 in2 12.25 in2 Moment of Inertia(deflection): 3.71 in4 12.51 in4 Moment: 605 ft-lb 804 ft-lb Shear: 1233 lb 1470 lb NOTES 1 Project:22151a HT ROMODELING page E. Patrick J. Burke Location: U3-MSTR BDRM REAR WIN HDR Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam NMI 2187 NW Reed St.Suite 100 „r [2012 International Building Code(2012 NDS)] _ .Portland,OR 97210 3.5 IN x 7.25 IN x 6.0 FT(3+3) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/30/2016 12:31.29 PM Section Adequate By:20.1% Controlling Factor:Shear DEFLECTIONS Left Center LOADING DIAGRAM Live Load 0.00 IN UMAX 0.01 IN U4776 Dead Load 0.00 in 0.00 in Total Load 0.00 IN UMAX 0.01 IN U3078 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B C Live Load 562 lb 2428 lb 795 lb Dead Load 256 lb 1638 lb 477 lb Total Load 818 lb 4066 lb 1272 lb Uplift(1.5 F.S) -19 lb 0 lb 0 lb TRI Bearing Length 0.37 in 1.86 in 0.58 in ,,i BEAM DATA Left Center • Span Length 3 ft 3 ft -- aft----- aft C Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 3 ft 3 ft Live Load Duration Factor 1.00 UNIFORM LOADS Left Center Notch Depth 0.00 Uniform Live Load 428 plf 0 plf MATERIAL PROPERTIES Uniform Dead Load 286 plf 0 plf #2-Douglas-Fir-Larch Beam Self Weight 6 plf 6 plf Base Values Adiusted Total Uniform Load 720 plf 6 ptf Bending Stress: Fb= 900 psi Fb'= 1170 psi Cd=1.00 CF=1.30 POINT LOADS-CENTER SPAN Load Number One Shear Stress: Fv= 180 psi Fv'= 180 psi Live Load 1471 lb Cd=1.00 Dead Load 980 lb Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Location 1.5 ft Comp.J-to Grain: Fc-1= 625 psi Fc-1= 625 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 1760 ft-lb Load Number One Two 1.5 Ft from left support of span 2(Center Span) Left Live Load 428 plf 79 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 286 plf 47 plf Controlling Shear: 2536 lb Right Live Load 428 plf 79 plf At left support of span 2(Center Span) Right Dead Load 286 plf 47 plf Created by combining all dead loads and live loads on span(s)1,2 Load Start 0 ft 1.5 ft Load End 1.5 ft 3 ft Comparisons with required sections: Reo'd Provided Load Length 1.5 ft 1.5 ft Section Modulus: 18.05 in3 30.66 in3 Area(Shear): 21.13 in2 25.38 in2 Moment of Inertia(deflection): 8.67 in4 111.15 in4 Moment: 1760 ft-lb 2989 ft-lb Shear: 2536 lb 3045 lb NOTES • Page Project:22151a HT ROMODELINGlop Patrick J.Burke Location: U4-BM 0/MSTR SPA TUB Alan Mascord Design Associates, Inc. Multi-Loaded Multi-Span Beam ■� 2187 NW Reed St. Suite 100 of [2012 International Building Code(2012 NDS)] �; � ,-Portland,OR 97210 5.1251N x 9.0 IN x 11.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCaic Version 9.0.2.5 8/30/2016 12:31:29 PM Section Adequate By:26.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN U525 Dead Load 0.17 in Total Load 0.43 IN U310 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2354 lb 2354 lb Dead Load 1628 lb 1628 lb Total Load 3982 lb 3982 lb Bearing Length 1.20 in 1.20 in w BEAM DATA Center Span Length 11 ft Unbraced Length-Top 0 ft A 11ft B Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.26 Uniform Live Load 428 plf Notch Depth 0.00 Uniform Dead Load 286 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 724 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 10950 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: -3982 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: 54.75 in3 69.19 in3 Area(Shear): 22.54 in2 46.13 in2 Moment of Inertia(deflection): 240.87 in4 311.34 in4 Moment: 10950 ft-lb 13838 ft-lb Shear: -3982 lb 8149 lb