Specifications (11) 4,1 s Td—e Ice --c)-(J•c?-xt
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DESIGN ASSOCIATES, INC .
OPTION PLAN Nov 28 Z016
2388
FOR:
MITCHELLTREE
RESIDENCE
BY:
GARY SINISE FOUNDATION &
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 - 40# 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:2388 SINISE MITCHELLTREE 1111 Patrick J.Burke
Location:Fl Alan Mascord Design Associates, Inc.
Footing GAR. FTG AT STAIR/POWDER RM 111111 2187 NW Reed St.Suite 100 ic<
[2015 International Building Code(2012 NDS)] _,4,44049,,z,..Portland,OR 97210
Footing Size:3.167 FT x 3.167 FT x 12.00 IN 11/21/2016 2:47:54 PM
Reinforcement:#4 Bars @ 7.00 IN.O.C. EIW/(5)min. StruCalc Version 9.0.2.5
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= 3.17 ft
Length: L= 3.17 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS
Bearing Calculations: I-5.5 in
Ultimate Bearing Pressure: Qu= 1281 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf T
Required Footing Area: Areq= 9.52 sf
Area Provided: A= 10.03 sf
Baseplate Bearing: 12Iin'
Bearing Required: Bear= 18498 lb
Allowable Bearing:
Bear-A= 83566 lb --- a. o Q T
3 in
Beam Shear Calculations(One Way Shear): Vu1 = 5234 lb _ — '-
Beam Shear: `
Allowable Beam Shear: Vc1 = 23515 lb - 3.16 — —
Punching Shear Calculations(Two Way Shear): 55 in
Critical Perimeter: Bo-
Punching Shear: Vu2= 16077 lb FOOTING LOADING
vc2-a= 102094 lb Live Load: PL= 7708 lb
Allowable Punching Shear(ACI 11-35): vc2-b= 136125 lb Dead Load: PD= 5138 lb
Allowable Punching Shear(ACI 11-36):
Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 12846 lb
Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 18498 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 970 lb
Factored Moment: Mu= 87877 in-lb
Nominal Moment Strength: Mn= 282847 in-lb
Reinforcement Calculations: 0.49 in
Concrete Compressive Block Depth: a=
Steel Required Based on Moment: As(1)= 0.30 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 @ 7.0 in. o.c.e/w(5)Min.
Reinforcement Area Provided: As= 0.98 in2
Development Length Calculations: 15 in
Development Length Required: Ld=
Development Length Supplied: Ld-sup= 16 in
NOTES
Project:2388 SINISE MITCHELLTREE page
Location:F2-GAR. FTG AT EXTERIOR SIDE Patrick J.Burke
Footing �� 2187A1MascordWDesign Associates, Inc. /
[2015 International Building Code(2012 NDS)] Portland,NW Reed 21.Suite 100 or
Footing Size: 3.5 FT x 3.5 FT x 12.00 IN ', > :- OR 97210
Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(6)min.
Section Footing Design Adequate StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: Fc= 2500 psi
Reinforcing Steel Yield Strength: Fy= 40000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 3.5 ft
Length: L= 3.5 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1316 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf H-5.5 in
Required Footing Area: Areq= 11.95 sf
Area Provided: A= 12.25 sf
Baseplate Bearing:
Bearing Required: Bear= 23223 lb 12 in
Allowable Bearing: Bear-A= 83566 lb
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 7050 lb 3 in
Allowable Beam Shear: Vc1 = 25988 lb
Punching Shear Calculations(Two Way Shear): 3.5 ft
Critical Perimeter: Bo= 55 in
Punching Shear: Vu2= 20734 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 9676 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 6451 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 16127 lb
Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 23223 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1184 lb
Factored Moment: Mu= 121920 in-lb
Nominal Moment Strength: Mn= 338532 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.53 in
Steel Required Based on Moment: As(1)= 0.42 in2
Min. Code Req'd Reinf. Shrink./Temp.(ACI-10.5.4):As(2)= 1.01 in2
Controlling Reinforcing Steel: As-reqd= 1.01 in2
Selected Reinforcement: #4's @ 7.0 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= 18 in
NOTES
page
Project:2388 SINISE MITCHELLTREE 111111 Patrick J.Burke J
Location:F3-CONC.FTG AT FOYER CLOSET �� Alan Mascord Design Associates,Inc.
2187 NW Reed St.Suite 100 of
Footing
[2015 International Building Code(2012 NDS)] _--1- r Portland,OR 97210
Footing Size:2.67 FT x 2.67 FT x 12.00 IN
Reinforcement:#4 Bars @ 8.00 IN.O.C. EIW 1(4)min. StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: Fc= 2500 psi
Reinforcing Steel Yield Strength: Fy= 40000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2.67 ft
Length: L= 2.67 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS
H-ssin {
Bearing Calculations: I 1
Ultimate Bearing Pressure: Qu= 1343 psf
-7-
;
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 7.09 sf
Area Provided: A= 7.13 sf
Baseplate Bearing: 12;n
Bearing Required: Bear= 13785 lb
Bear-A= 83566 lb r' n T
Allowable Bearing:
Beam Shear Calculations(One Way Shear): 13 in
Beam Shear: Vu1 = 3343 lb -- —
Allowable Beam Shear: Vcl = 19825 lb —2.67ft - --
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 55 in
Punching Shear: Vu2= 11246 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load: PL= 5744 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb Dead Load: PD= 3829 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total Load: PT= 9573 lb
Controlling Allowable Punching Shear: vc2= 68063 lb Ultimate Factored Load: Pu= 13785 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 689 lb
Factored Moment: Mu= 55210 in-lb
Nominal Moment Strength: Mn= 226628 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 Reinf.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= 13.02 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
Project:2388 SINISE MITCHELLTREE 111111page
Location:F3-CONC. FTG AT REAR GREAT RM/DINING INSIDE CORNE Patrick J. Burke
Footing 1111Alan Mascord Design Associates,Inc.
12015 International Building Code(2012 NDS)] 2187 NW Reed St.Suite 100 or
Footing Size:2.67 FT x 2.67 FT x 12.00 IN ' ' +r :-Portland,OR 97210
Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(4)min.
Section Footing Design Adequate StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: Fc= 2500 psi
Reinforcing Steel Yield Strength: Fy= 40000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2.67 ft
Length: L= 2.67 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS
Bearing Calculations: f-5sin--{
Ultimate Bearing Pressure: Qu= 1184 psf T
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 6.25 sf
Area Provided: A= 7.13 sf
Baseplate Bearing: 12 in.
Bearing Required: Bear= 12155 lb
Allowable Bearing: Bear-A= 83566 lb 0 ;,
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 2948 lb sin
Allowable Beam Shear: Vc1 = 19825 lb
Punching Shear Calculations(Two Way Shear): 2.67 n
Critical Perimeter: Bo= 55 in
Punching Shear: Vu2= 9917 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 102094 lb Live Load:
Allowable Punching Shear(ACI 11-36): vc2-b= 136125 lb PLPD= 3376= 5065 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 68063 lb Total
Load: T8441 lb
T
Controlling Allowable Punching Shear: vc2= 68063 lbLoad: PT= 5 lb
Ultimate
Bending Calculations: Factored Load: Pu= 12155 lb
Factored Moment: Weight to resist uplift w/1.5 F.S.: U.R.= 689 lb
Mu= 48682 in-lb
Nominal Moment Strength: Mn= 226628 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.46 in
Steel Required Based on Moment: As(1)= 0.16 in2
Min. Code Req'd Reinf.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= 13.02 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
NOTES
page
Project:2388 SINISE MITCHELLTREE 1111 Patrick J.Burke
Location:M1 -MSTR PATIO DR HDR Alan Mascord Design Associates,Inc.
Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] _,, „y [',:Portland,OR 97210
3.51Nx9.251Nx6.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM
Section Adequate By:47.4%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.03 IN L/2263
Dead Load 0.02 in
Total Load 0.05 IN L/1347
Live Load Deflection Criteria: U480 Total Load Deflection Criteria:L/360
REACTIONS A B
Live Load 1209 lb 1209 lb
Dead Load 822 lb 822 lb
Total Load 2031 lb 2031 lb
Bearing Length 0.93 in 0.93 in
BEAM DATA Center
Span Length 6 ft s n
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 6 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 403 plf
#2-Douglas-Fir-Larch Uniform Dead Load 267 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 677 plf
Cd=1.00 CF=1.20
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp.-1-to Grain: Fc--1-= 625 psi Fc--L'= 625 psi
Controlling Moment: 3047 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: -2031 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Read Provided
Section Modulus: 33.85 in3 49.91 in3
Area(Shear): 16.93 in2 32.38 in2
Moment of Inertia(deflection): 61.68 in4 230.84 in4
Moment: 3047 ft-lb 4492 ft-lb
Shear: -2031 lb 3885 lb
NOTES
Project:2388 SINISE MITCHELLTREE 1111page
Location:M2-DINING PATIO DR HDR Patrick J.Burke
Multi-Loaded Multi-Span Beam 11111Alan MascordWReed DesignSt. Associates, Inc.
[2015 International Building Code(2012 NDS)] 2187 NSuite 100 or
3.5 IN x 9.25 IN x 6.0 FT -- > :_Portland,OR 97210
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:24.0% StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN L/1904
Dead Load 0.03 in
Total Load 0.06 IN L/1133
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:U360
REACTIONS A B
Live Load 1437 lb 1437 lb
Dead Load 978 lb 978 lb
Total Load 2415 lb 2415 lb
Bearing Length 1.10 in 1.10 in
BEAM DATA Center w
Span Length 6 ft
Unbraced Length-Top 0 ft A 6ft
Unbraced Length-Bottom 6 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES UNIFORM LOADS Center
Uniform Live Load 479 plf
#2-Douglas-Fir-Larch Uniform Dead Load 319 plf
Base Values Adiusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 805 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.-I-to Grain: Fc--L= 625 psi Fc- L'= 625 psi
Controlling Moment: 3623 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: 2415 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 40.25 in3 49.91 in3
Area(Shear): 20.13 in2 32.38 in2
Moment of Inertia(deflection): 73.35 in4 230.84 in4
Moment: 3623 ft-lb 4492 ft-lb
Shear: 2415 lb 3885 lb
NOTES
page
Project:2388 SINISE MITCHELLTREE 111111 Patrick J.Burke
Alan Mascord Design Associates,Inc.
Location:M3-REAR COV.PORCH BM 2187 NW St.Suite 100 or
Multi-Loaded Multi-Span Beam Portland,OR Reed St.
[2015 International Building Code(2012 NDS)] _ .aY ,
210
5.5 IN x 5.5 IN x 7.0 FT 11/21/20162:47:54PM
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5
Section Adequate By:30.7%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.07 IN L/1224
Dead Load 0.05 in
Total Load 0.12 IN L/712
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:U360
REACTIONS A B
Live Load 441 lb 441 lb
Dead Load 317 lb 317 lb
Total Load 758 lb 758 lb
Bearing Length 0.22 in 0.22 in
BEAM DATA Center
Span Length 7 ftn
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 7 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 126 plf
#2-Douglas-Fir-Larch Uniform Dead Load 84 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 217 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.-I-to Grain: Fc-1= 625 psi Fc--L'= 625 psi
Controlling Moment: 1326 ft-lb
3.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 758 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: 21.22 in3 27.73 in3
Area(Shear): 6.69 in2 30.25 in2
Moment of Inertia(deflection): 38.56 in4 76.26 in4
Moment: 1326 ft-lb 1733 ft-lb
Shear: 758 lb 3428 lb
NOTES
Project:2388 SINISE MITCHELLTREE
ill
page
Location:M4-GREAT RM/DINING BMAlPatrick J. Burke
Multi-Loaded Multi-Span Beam 11111187 NWWcord Reed SSt21MDesignAssociates, Inc. f
[2015 International Building Code(2012 NDS)] 1.SSuite 100 or
5.125 IN x 16.5 IN x 17.0 FT _ 'ij', �} :-Portland,18OR 97210
24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By:27.8% StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.27 IN L/761
Dead Load 0.18 in
Total Load 0.44 IN L/460
Live Load Deflection Criteria: U480 Total Load Deflection Criteria:L/360
REACTIONS A B
Live Load 4788 lb 3467 lb
Dead Load 2888 lb 2559 lb
Total Load 7676 lb 6026 lb TR2
Bearing Length 2.30 in 1.81 in TR1
BEAM DATA Center
Span Length 17 ft
Unbraced Length-Top 0 ft A 17ftUnbraced Length-Bottom 17 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.18 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 315 plf
Uniform Dead Load 260 plf
MATERIAL PROPERTIES Beam Self Weight 18 plf
24F-V4-Visually Graded Western Species Total Uniform Load 593 plf
Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2374 psi Load Number One Two
Cd=1.00 Cv=0.99 Left Live Load 289 plf 320 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 70 Of 80 plf
Cd=1.0O Right Live Load 289 plf 320 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Right Dead Load 70 plf 80 plf
Comp.-L to Grain: Fc- = 650 psi Fc--1-'= 650 psi Load Start 5 ft 0 ft
Load End 9.5 ft 5 ft
Controlling Moment: 29813 ft-lb Load Length 4.5 ft 5 ft
7.82 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 7676 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: 150.67 in3 232.55 in3
Area(Shear): 43.45 in2 84.56 in2
Moment of Inertia(deflection): 1500.63 in4 1918.51 in4
Moment: 29813 ft-lb 46014 ft-lb
Shear: 7676 lb 14939 lb
NOTES
page
Project:2388 SINISE MITCHELLTREE as Patrick J.Burke /
Location:M5-GARAGE/SHOP BM Alan Mascord Design Associates,Inc.
111111Multi-Loaded Multi-Span Beam 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] _44' [:.Portland,OR 97210
5.125 IN x 10.5 IN x 16.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM
Section Adequate By:0.6%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.40 IN L/483
Dead Load 0.12 in
Total Load 0.52 IN L/372
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360
REACTIONS A B
Live Load 1920 lb 1920 lb
Dead Load 573 lb 573 lb
Total Load 2493 lb 2493 lb
Bearing Length 0.75 in 0.75 in
BEAM DATA Center
Span Length 16 ft 16 rt
Unbraced Length-Top 0 ft
•
Unbraced Length-Bottom 16 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.12 Uniform Live Load 240 plf
Notch Depth 0.00 Uniform Dead Load 60 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
24F-V4-Visually Graded Western Species Total Uniform Load 312 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- = 650 psi Fc--I-'= 650 psi
Controlling Moment: 9973 ft-lb
8.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2493 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Read Provided
Section Modulus: 49.87 in3 94.17 in3
Area(Shear): 14.11 in2 53.81 in2
Moment of Inertia(deflection): 491.44 in4 494.4 in4
Moment: 9973 ft-lb 18834 ft-lb
Shear: -2493 lb 9507 lb
NOTES
Project:2388 SINISE MITCHELLTREE 1111page
Location:M6 FLUSH BM/FRONT MIDDLE GARAGE Patrick J. Burke
Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 1111111 2187 NW Reed St.Suite 100
[2015 International Building Code(2012 NDS)] °f
5.125 IN x 10.5 IN x 10.5 FT �.�fi1' -�r !:_Portland,OR 97210
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM
Section Adequate By:31.3%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.15 IN L/830
Dead Load 0.11 in
Total Load 0.27 IN L/473
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360
REACTIONS A B
Live Load 2594 lb 2594 lb
Dead Load 1962 lb 1962 lb
Total Load 4556 lb 4556 lb TRI
Bearing Length 1.37 in 1.37 in
BEAM DATA Center
Span Length 10.5 ft
Unbraced Length-Top 0 ft 10.5 ft
Unbraced Length-Bottom 10.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.11 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 454 plf
Uniform Dead Load 352 plf
MATERIAL PROPERTIES Beam Self Weight 12 plf
24F-V4-Visually Graded Western Species Total Uniform Load 818 plf
Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One
Cd=9.00 Left Live Load 40 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 10 plf
Cd=1.00 Right Live Load 40 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Right Dead Load 10 plf
Comp.-I-to Grain: Fc--L= 650 psi Fc--1-'= 650 psi Load Start 0 ft
Load End 10.5 ft
Controlling Moment: 11958 ft-lb Load Length 10.5 ft
5.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 4555 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: 59.79 in3 94.17 in3
Area(Shear): 25.78 in2 53.81 in2
Moment of Inertia(deflection): 376.6 in4 494.4 in4
Moment: 11958 ft-lb 18834 ft-lb
Shear: 4555 lb 9507 lb
NOTES
Project:2388 SINISE MITCHELLTREE 11111 Patrick J. Burke page
•
Location:M7 MAIN GARAGE BM num Alan2187 MascordNWReed DesignSt.SuitAssociatese100 ,Inc.
Multi-Loaded Multi-Span Beam
[2015 International Building Code(2012 NDS)] _ ,e ._Portland,OR 97210
6.75 IN x 25.5 IN x 23.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:55 PM
Section Adequate By: 10.3%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.37 IN L/745
Dead Load 0.22 in
Total Load 0.59 IN L/467
Live Load Deflection Criteria: 0480 Total Load Deflection Criteria:L/360
I
REACTIONS A B
Live Load 9955 lb 8386 lb
Dead Load 6172 lb 4460 lb
Total Load 16127 lb 12846 lb TR3
TR4
Bearing Length 3.68 in 2.93 in TRS
BEAM DATA Center AA,7'.7-7'', _ __
Span Length 23 ft
23a 8
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 23 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.22 Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 37 plf
24F-V4-Visually Graded Western Species Total Uniform Load 37 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two
Fb_cmpr= 1850 psi Fb'= 2146 psi Live Load 2594 lb 4730 lb
Cd=1.00 Cv=0.89 Dead Load 1962 lb 3154 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 10.5 ft 10.5 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.-I-to Grain: Fc-1-= 650 psi Fc--12= 650 psi Load Number One Two Three Four
Left Live Load 240 plf 160 plf 315 plf 220 plf
Controlling Moment: 118566 ft-lb Left Dead Load 60 plf 40 plf 260 plf 55 plf
10.58 Ft from left support of span 2(Center Span) Right Live Load 240 plf 160 plf 315 plf 220 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 60 plf 40 plf 260 plf 55 plf
Controlling Shear: 16127 lb Load Start 0 ft 16 ft 0 ft 10.5 ft
At left support of span 2(Center Span) Load End 16 ft 23 ft 10.5 ft 23 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 16 ft 7 ft 10.5 ft 12.5 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 663.1 in3 731.53 in3
Area(Shear): 91.28 in2 172.13 in2
Moment of Inertia(deflection): 7197.03 in4 9327.02 in4
Moment: 118566 ft-lb 130802 ft-lb
Shear: 16127 lb 30409 lb
NOTES
Project:2388 SINISE MITCHELLTREE 11111page
Location:M8 GAR BM-FRONT Patrick J. Burke /
Multi-Loaded Multi-Span Beam
rim Alan187 MascordNWReed DesignSt.SuitAessociates100 , Inc. /
[2015 International Building Code(2012 NDS)] 2of
5.125 IN x 18.0 IN x 23.0 FT
24F-V4
OR 97210
24F-V4-Visually Graded Western Species-Dry Use
Section Inadequate By:21.3% StruCalc Version 9.0.2.5 11/21/2016 2:47:55 PM
Controlling Factor: Deflection/Depth Required 19.19 In.
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.53 IN L/518
Dead Load 0.40 in
Total Load 0.93 IN 1/297
Live Load Deflection Criteria: 1/480 Total Load Deflection Criteria:U360
REACTIONS A B
Live Load 2895 lb 3877 lb
Dead Load 2243 lb 2811 lb
Total Load 5138 lb 6688 lb
Bearing Length 1.54 in 2.01 in TR1
BEAM DATA Center
Span Length 23 ft
Unbraced Length-Top 0 ft A 23 ft
Unbraced Length-Bottom 23 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.4 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 38 plf
Uniform Dead Load 25 plf
MATERIAL PROPERTIES Beam Self Weight 20 plf
24F-V4-Visually Graded Western Species Total Uniform Load 83 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2284 psi Load Number One Two
Cd=1.00 Cv=0.95 Live Load 554 lb 2594 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 370 lb 1962 lb
Cd=1.00 Location 10.5 ft 10.5 ft
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp. L to Grain: Fc- = 650 psi Fc = 650 psi Load Number One
Left Live Load 220 plf
Controlling Moment: 49281 ft-lb Left Dead Load 135 plf
10.58 Ft from left support of span 2(Center Span) Right Live Load 220 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 135 plf
Controlling Shear: -6688 lb Load Start 10.5 ft
At right support of span 2(Center Span) Load End 23 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 12.5 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 258.95 in3 276.75 in3
Area(Shear): 37.86 in2 92.25 in2
Moment of Inertia(deflection): 3020.42 in4 2490.75 in4
Moment: 49281 ft-lb 52669 ft-lb
Shear: -6688 lb 16298 lb
NOTES
page
Project:2388 SINISE MITCHELLTREE 111111 Patrick J.Burke
Location:M9-16/0 GARAGE DR HDR /
111111Alan Mascord Design Associates, Inc.
2187 NW Reed St.Suite 100 or
Multi-Loaded Multi-Span Beam Portland,OR 97210
[2015 International Building Code(2012 NDS)] _/ '{ +�
3.5 IN x 9.25 IN x 16.0 FT 11/21/2016 2:47:55 PM
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5
Section Adequate By: 19.3%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.25 IN L/763
Dead Load 0.20 in
Total Load 0.45 IN L/429
Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360
REACTIONS A B
Live Load 504 lb 504 lb
Dead Load 392 lb 392 lb
Total Load 896 lb 896 lb
Bearing Length 0.41 in 0.41 in
�.'
BEAM DATA Center �
Span Length 16 ft 16 n g
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 16 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 63 plf
#2-Douglas-Fir-Larch Uniform Dead Load 42 plf
Base Values Adtusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 112 plf
Cd=1.00 CF=1.20
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp.l to Grain: Fc-1-= 625 psi Fc- L'= 625 psi
Controlling Moment: 3585 ft-lb
8.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 896 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: Reg'd Provided
Section Modulus: 39.83 in3 49.91 in3
Area(Shear): 7.47 in2 32.38 in2
Moment of Inertia(deflection): 193.54 in4 230.84 in4
Moment: 3585 ft-lb 4492 ft-lb
Shear: 896 lb 3885 lb
NOTES
•
Project:2388 SINISE MITCHELLTREE 111111page
Location:M10 FRONT COV. ENTRY BM Patrick J. Burke
1Mascord DesignStAssociates, Inc.
111112 '
Multi-Loaded Multi-Span Beam 2188 7 NWWSt.Reed Suite 100
[2015 International Building Code(2012 NDS)] or
5.5 IN x 5.5 IN x 8.0 FT �. 1,�[. Portland,OR 97210
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:0.0% StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.12 IN L/820
Dead Load 0.08 in
Total Load 0.20 IN L/477
Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360
REACTIONS A B
Live Load 504 lb 504 lb
Dead Load 362 lb 362 lb
Total Load 866 lb 866 lb
Bearing Length 0.25 in 0.25 in
BEAM DATA Center
Span Length 8 ft 4 ...
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 8 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 126 plf
#2-Douglas-Fir-Larch Uniform Dead Load 84 plf
Base Values Adiusted Beam Self Weight 7 plf
Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 217 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- L= 625 psi Fc---'= 625 psi
Controlling Moment: 1732 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: 866 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: 27.72 in3 27.73 in3
Area(Shear): 7.64 in2 30.25 in2
Moment of Inertia(deflection): 57.56 in4 76.26 in4
Moment: 1732 ft-lb 1733 ft-lb
Shear: 866 lb 3428 lb
NOTES
page
Project:2388 SINISE MITCHELLTREE 11111 Patrick J.Burke
Location:M11 FOYER BM TO POWDR RM Alan Mascord Design Associates,Inc.
Multi-Loaded Multi-Span Beam IIIIII 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] ___,„4.44,49161.,,..Portland,OR 97210
3.5IN x 7.251N x 4.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM
Section Adequate By:42.6%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN L/2259
Dead Load 0.01 in
Total Load 0.03 IN L/1414
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360
REACTIONS A B
Live Load 1312 lb 1312 lb
Dead Load 785 lb 785 lb rRf
Total Load 2097 lb 2097 lb
Bearing Length 0.96 in 0.96 in W
BEAM DATA Center .-,,, ,If_,,,, 7 .:- � ,,.... ,. . -:''' ,„
._. .. 0
Span Length 4 ft anu
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 4 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 240 plf
#2-Douglas-Fir-Larch Uniform Dead Load 60 plf
Base Values Adjusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 306 plf
Cd=1.00 CF=1.30 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Left Live Load 416 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 327 plf
Comp.-1-to Grain: Fc-L= 625 psi Fc--I-'= 625 psi Right Live Load 416 plf
Right Dead Load 327 plf
Controlling Moment: 2097 ft-lb Load Start 0 ft
2.0 Ft from left support of span 2(Center Span) Load End 4 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft
Controlling Shear: -2097 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: Reg'd Provided
Section Modulus: 21.51 in3 30.66 in3
Area(Shear): 17.48 in2 25.38 in2
Moment of Inertia(deflection): 28.3 in4 111.15 in4
Moment: 2097 ft-lb 2989 ft-lb
Shear: -2097 lb 3045 lb
NOTES
Project:2388 SINISE MITCHELLTREE 1111page
Patrick J. Burke
Location:M12-FOYER BM TO GREAT RM Alan Mascord Design Associates, Inc.
Multi-Loaded Multi-Span Beam 11111 2187 NW Reed St.Suite 100 of
[2015 International Building Code(2012 NDS)] Portland,OR 97210
5.5INx9.5lNx7.5FT — 1J, r�>k ':
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 11/21/2016 2:47:54 PM
Section Adequate By:46.3%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN L/2051
Dead Load 0.04 in
Total Load 0.08 IN L/1102
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360
REACTIONS A B
Live Load 1181 lb 1181 lb
Dead Load 1017 lb 1017 lb
Total Load 2198 lb 2198 lb
Bearing Length 0.64 in 0.64 in
BEAM DATA Center W
Span Length 7.5 ft — _
Unbraced Length-Top 0 ft 7.5 ft B
Unbraced Length-Bottom 7.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 315 plf
#2-Douglas-Fir-Larch Uniform Dead Load 260 plf
Base Values Adjusted Beam Self Weight 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 586 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--L'= 625 psi
Controlling Moment: 4123 ft-lb
3.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 2199 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: 56.54 in3 82.73 in3
Area(Shear): 19.4 in2 52.25 in2
Moment of Inertia(deflection): 128.41 in4 392.96 in4
Moment: 4123 ft-lb 6032 ft-lb
Shear: 2199 lb 5922 lb
NOTES