Report A.4SrZc 14-- 00114 7
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Project:M2905B3F-3 Architects Northwest page
Location:FTG1 4ftilt,Footing 1'' ,, of
[2015 International Building Code(2015 NDS)] 7.17 ,,
Footing Size:2.5 FT x 2.5 FT x 10.00 IN
Reinforcement:#4 Bars @ 7.00 IN.O.C.E/W/(4)min. StruCalc Version 10.0.1.6 9/17/2019 10:17:24 AM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi q.a� '
Reinforcing Steel Yield Strength: Fy= 40000 psi i . P>
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE -NOV 6 2019
Length: Lv 2.5 ft �1 i �9�� s
Depth: Depth= 10 in r° � 1E.; (°� � ��-'
Effective Depth to Top Layer of Steel: d= 6.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
Bearing Calculations: 6 in
Ultimate Bearing Pressure: Qu= 1234 psf
Effective Allowable Soil Bearing Pressure: Qe= 1375 psf
Required Footing Area: Areq= 5.61 sf
Area Provided: A= 6.25 sf
Baseplate Bearing:
Bearing Required: Bear= 11180 lb io in
Allowable Bearing: Bear-A= 99450 lb
Beam Shear Calculations(One Way Shear): 3 in
Beam Shear: Vu1 = 3261 lb
Allowable Beam Shear: Vc1 = 14063 lb
Punching Shear Calculations(Two Way Shear): 2.5 ft
Critical Perimeter: Bo= 49 in
Punching Shear: Vu2= 9316 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 68906 lb Live Load: PL= 4813 lb*
Allowable Punching Shear(ACI 11-36): vc2-b= 81563 lb Dead Load: PD= 2899 lb*
Allowable Punching Shear(ACI 11-37): vc2-c= 45938 lb Total Load: PT= 7712 lb*
Controlling Allowable Punching Shear: vc2= 45938 lb Ultimate Factored Load: Pu= 11180 lb
Bending Calculations: Footing plus soil above footing weight: Wt= 503 lb
Factored Moment: Mu= 41924 in-lb *Load obtained from Load Tracker.See Summary Report for details.
Nominal Moment Strength: Mn= 169665 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.49 in
Steel Required Based on Moment: As(1)= 0.19 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.60 in2
Controlling Reinforcing Steel: As-reqd= 0.60 in2
Selected Reinforcement: #4's @ 7.0 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= 12 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
Project:M2905B3F-3 Architects Northwest page
i
Location:FTG2 _ /
Footing , . of
[2015 International Building Code(2015 NDS)] �h►
Footing Size:2.5 FT x 2.5 FT x 10.00 IN
Reinforcement:#4 Bars @ 7.00 IN.O.C. ENV/(4)min. StruCalc Version 10.0.1.6 9/17/2019 10:17:25 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= 40000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 2.5 ft
Length: L= 2.5 ft
Depth: Depth= 10 in
Effective Depth to Top Layer of Steel: d= 6.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS
Bearing Calculations: 6 in
Ultimate Bearing Pressure: Qu= 1248 psf
Effective Allowable Soil Bearing Pressure: Qe= 1375 psf
Required Footing Area: Areq= 5.67 sf
Area Provided: A= 6.25 sf
Baseplate Bearing:
Bearing Required: Bear= 11300 lb 10 in
Allowable Bearing: Bear-A= 99450 lb
Beam Shear Calculations(One Way Shear): 3 in
Beam Shear: Vu1 = 3296 lb
Allowable Beam Shear: Vc1 = 14063 lb
Punching Shear Calculations(Two Way Shear): 2.5 ft
Critical Perimeter: Bo= 49 in
Punching Shear: Vu2= 9416 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 68906 lb Live Load: PL= 4852 lb*
Allowable Punching Shear(ACI 11-36): vc2-b= 81563 lb Dead Load: PD= 2947 lb*
Allowable Punching Shear(ACI 11-37): vc2-c= 45938 lb Total Load: PT= 7799 lb*
Controlling Allowable Punching Shear: vc2= 45938 lb Ultimate Factored Load: Pu= 11300 lb
Bending Calculations: Footing plus soil above footing weight: Wt= 503 lb
Factored Moment: Mu= 42374 in-lb *Load obtained from Load Tracker.See Summary Report for details.
Nominal Moment Strength: Mn= 169665 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.49 in
Steel Required Based on Moment: As(1)= 0.19 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.60 in2
Controlling Reinforcing Steel: As-reqd= 0.60 in2
Selected Reinforcement: #4's @ 7.0 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= 12 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
Project:M2905B3F-3 _ Architects Northwest page
Location:FTG3 Obit
/
Footing : of
[2015 International Building Code(2015 NDS)] .
Footing Size:2.0 FT x 2.0 FT x 10.00 IN
Reinforcement:#4 Bars @ 8.00 IN.O.C. ENV/(3)min. StruCalc Version 10.0.1.6 9/17/2019 10:17:26 AM
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
FOOTING SIZE
Width: W= 2 ft
Length: L= 2 ft
Depth: Depth= 10 in
Effective Depth to Top Layer of Steel: d= 6.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 6 in
Column Depth: n= 6 in
FOOTING CALCULATIONS 6 in
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1210 psf
Effective Allowable Soil Bearing Pressure: Qe= 1375 psf
Required Footing Area: Areq= 3.52 sf
Area Provided: A= 4.00 sf
Baseplate Bearing: io in
Bearing Required: Bear= 7320 lb
Allowable Bearing: Bear-A= 99450 lb
Beam Shear Calculations(One Way Shear): 3 in
Beam Shear: Vu1 = 1754 lb
Allowable Beam Shear: Vc1 = 11250 lb
Punching Shear Calculations(Two Way Shear): 2 ft
Critical Perimeter: Bo= 49 in
Punching Shear: Vu2= 5413 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 68906 lb Live Load: PL= 3784 lb*
Allowable Punching Shear(ACI 11-36): vc2-b= 81563 lb Dead Load: PD= 1055 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 45938 lb Total Load: PT= 4839 lb*
Controlling Allowable Punching Shear: vc2= 45938 lb Ultimate Factored Load: Pu= 7320 lb
Bending Calculations: Footing plus soil above footing weight: Wt= 322 lb
Factored Moment: Mu= 21961 in-lb *Load obtained from Load Tracker.See Summary Report for details.
Nominal Moment Strength: Mn= 127575 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.46 in
Steel Required Based on Moment: As(1)= 0.10 in2
Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.48 in2
Controlling Reinforcing Steel: As-reqd= 0.48 in2
Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(3)Min.
Reinforcement Area Provided: As= 0.59 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 9 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
Project: M2905B3F-3 Architects Northwest page
Location:R01-BEDRM 4 HEADER _ /
Multi-Loaded Multi-Span Beam `{;�:� of
[2015 International Building Code(2015 NDS)]
5.5 IN x 7.5 IN x 5.33 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/17/2019 10:17:27 AM
Section Adequate By:8.2%
Controlling Factor:Moment
'DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN L/1707
Dead Load 0.02 in
Total Load 0.06 IN L/1056
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 1382 lb 1382 lb
Dead Load 853 lb 853 lb
Total Load 2235 lb 2235 lb
Bearing Length 0.65 in 0.65 in
BEAM DATA Center
Span Length 5.33 ft _
Unbraced Length-Top 0 ft A 5.33n B
Unbraced Length-Bottom 5.33 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 519 plf
#2-Douglas-Fir-Larch Uniform Dead Load 311 plf
Base Values Adjusted Beam Self Weight 9 plf
Bending Stress: Fb= 750 psi Fb'= 750 psi Total Uniform Load 839 plf
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Comp.L to Grain: Fc-1= 625 psi Fc-1'= 625 psi
Controlling Moment: 2979 ft-lb
2.66 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 2236 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: 47.67 in3 51.56 in3
Area(Shear): 19.73 in2 41.25 in2
Moment of Inertia(deflection): 65.95 in4 193.36 in4
Moment: 2979 ft-lb 3223 ft-lb
Shear: 2236 lb 4675 lb
Project: M2905B3F-3 Architects Northwest page
•
Location:R02-COVERED DECK
Nio
Multi-Loaded Multi-Span Beam N of
[2015 International Building Code(2015 NDS)] ~.
5.125 IN x 12.0 IN x 22.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 9/17/2019 10:17:29 AM
Section Adequate By:43.4%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.45 IN L/592
Dead Load 0.32 in
Total Load 0.77 IN L/344
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 1238 lb 1238 lb
Dead Load 889 lb 889 lb
Total Load 2127 lb 2127 lb
Bearing Length 0.64 in 0.64 in
BEAM DATA Center
Span Length 22 ft
Unbraced Length-Top 0 ft A 22 ft B
Unbraced Length-Bottom 22 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 0 UNIFORM LOADS Center
Camber Required 0
Uniform Live Load 113 plf
Notch Depth 0.00 Uniform Dead Load 68 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
24F-V4-Visually Graded Western Species Total Uniform Load 193 plf
Base Values Adjusted
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2389 psi
Cd=1.00 Cv=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: 11697 ft-lb
11.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2127 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: 58.76 in3 123 in3
Area(Shear): 12.04 in2 61.5 in2
Moment of Inertia(deflection): 514.57 in4 738 in4
Moment: 11697 ft-lb 24486 ft-lb
Shear: -2127 lb 10865 lb
Project:M2905B3F-3 Architects Northwest page
Location: R03-MSTR BEDRM HEADER
Multi-Loaded Multi-Span Beam ,::�- of
[2015 International Building Code(2015 NDS)]
5.5 INx11.5INx8.33FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/17/2019 10:17:30 AM
Section Adequate By:30.0%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN L/1738
Dead Load 0.04 in
Total Load 0.09 IN L/1067
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 2004 lb 2004 lb
Dead Load 1260 lb 1260 lb
Total Load 3264 lb 3264 lb
Bearing Length 0.95 in 0.95 in
11111111111111111
BEAM DATA Center
Span Length 8.33 ft
Unbraced Length-Top 0 ft A 8.33 ft
B
Unbraced Length-Bottom 8.33 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 481 plf
#2-Douglas-Fir-Larch Uniform Dead Load 289 plf
Base Values Adjusted Beam Self Weight 14 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 784 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: 6798 ft-lb
4.16 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -3264 lb
8.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Read Provided
Section Modulus: 93.22 in3 121.23 in3
Area(Shear): 28.8 in2 63.25 in2
Moment of Inertia(deflection): 235.17 in4 697.07 in4
Moment: 6798 ft-lb 8840 ft-lb
Shear: -3264 lb 7168 lb
Project: M2905B3F-3 Architects Northwest page
—
Location:U01-DINING HEADER &NW /
Multi-Loaded Multi-Span Beam of
[2015 International Building Code(2015 NDS)] 4,171
5.5 INx9.5INx6.5FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/17/2019 10:17:31 AM
Section Adequate By:70.1%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN L/2134
Dead Load 0.02 in
Total Load 0.05 IN L/1478
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 1511 lb 1511 lb
Dead Load 671 lb 671 lb
Total Load 2182 lb 2182 lb
Bearing Length 0.63 in 0.63 in
111111111111111111111111111111111111111110
BEAM DATA Center
Span Length 6.5 ft
Unbraced Length-Top O 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 465 plf
#2-Douglas-Fir-Larch Uniform Dead Load 195 plf
Base Values Adjusted Beam Self Weight 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 671 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: 3545 ft-lb
3.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2182 lb
6.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 48.62 in3 82.73 in3
Area(Shear): 19.25 in2 52.25 in2
Moment of Inertia(deflection): 95.71 in4 392.96 in4
Moment: 3545 ft-lb 6032 ft-lb
Shear: -2182 lb 5922 lb
Project:M2905B3F-3 Architects Northwest page
Location:UO2-GREAT ROOM HEADER 4rntic
/
Multi-Loaded Multi-Span Beam of
[2015 International Building Code(2015 NDS)]
5.5 IN x 9.5IN x 8.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/17/2019 10:17:32 AM
Section Adequate By: 11.1%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.10 IN L/1020
Dead Load 0.04 in
Total Load 0.14 IN L/738
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 1849 lb 1849 lb
Dead Load 707 lb 707 lb
Total Load 2556 lb 2556 lb
Bearing Length 0.74 in 0.74 in
w
BEAM DATA Center
Span Length 8.5 ft -----> — — -
Unbraced Length-Top O ft A 8.5 ft B
Unbraced Length-Bottom 8.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 435 plf
#2-Douglas-Fir-Larch Uniform Dead Load 155 plf
Base Values Adjusted Beam Self Weight 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 601 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- L= 625 psi Fc--- = 625 psi
Controlling Moment: 5431 ft-lb
4.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2556 lb
8.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Read Provided
Section Modulus: 74.48 in3 82.73 in3
Area(Shear): 22.55 in2 52.25 in2
Moment of Inertia(deflection): 191.72 in4 392.96 in4
Moment: 5431 ft-lb 6032 ft-lb
Shear: -2556 lb 5922 lb
Project:M2905B3F-3 Architects Northwest page
i
Location:UO3-BEAM OVER KITCHEN j /
Multi-Loaded Multi-Span Beam ;^ ' of
[2015 International Building Code(2015 NDS)] 6� .
3.5 INx18.0INx22.0FT(20+2)
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 9/17/2019 10:17:33 AM
Section Adequate By:31.8%
Controlling Factor:Deflection
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load 0.15 IN L/1602 -0.06 IN 2L/758
Dead Load 0.09 in -0.04 in
Total Load 0.24 IN L/1004 -0.10 IN 2L/474
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria: U360
REACTIONS A
Live Load 761 lb 4852 lb
Dead Load 453 lb 2947 lb
Total Load 1214 lb 7799 lb
Bearing Length 0.53 in 3.43 in
111111111111111111111111111111110111m=
BEAM DATA Center Right
Span Length 20 ft 2 ft
Unbraced Length-Top O ft O ft A 20 ft B e n
Unbraced Length-Bottom 20 ft 2 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center Right
MATERIAL PROPERTIES Uniform Live Load 40 plf 0 plf
24F-V4-Visually Graded Western Species Uniform Dead Load 10 plf 0 plf
Base Values Adjusted Beam Self Weight 14 plf 14 plf
Bending Stress: Fb= 2400 psi Controlled by: Total Uniform Load 64 plf 14 plf
Fbcmpr= 1850 psi Fb'= 2400 psi POINT LOADS-CENTER SPAN
Cd=1.00 Load Number One*
Shear Stress: Fv= 265 psi Fv'= 265 psi Live Load 4813 lb
Cd=1.00 Dead Load 2899 lb
Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Location 18.5 ft
Comp.1 to Grain: Fc- = 650 psi Fc-1'= 650 psi *Load obtained from Load Tracker.See Summary Report for details.
Controlling Moment: 11554 ft-lb
18.4 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2,3
Controlling Shear: -7772 lb
At right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2,3
Comparisons with required sections: Req'd Provided
Section Modulus: 57.77 in3 189 in3
Area(Shear): 43.99 in2 63 in2
Moment of Inertia(deflection): 1290.91 in4 1701 in4
Moment: 11554 ft-lb 37800 ft-lb
Shear: -7772 lb 11130 lb
Project:M2905B3F-3 Architects Northwest page
Location:U04-BEAM OVER FOYER/GREAT
Multi-Loaded Multi-Span Beam of
[2015 International Building Code(2015 NDS)]
3.5 INx18.0INx16.0FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 9/17/2019 10 17 35 AM
Section Adequate By:43.9%
Controlling Factor:Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.28 IN L/691
Dead Load 0.08 in
Total Load 0.35 IN L/542
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 5382 lb 3784 lb
Dead Load 1455 lb 1055 lb
Total Load 6837 lb 4839 lb , IRI
Bearing Length 3.01 in 2.13 in
w
BEAM DATA Center
Span Length 16 ft
Unbraced Length-Top 0 ft A 16ft B
Unbraced Length-Bottom 16 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 0 UNIFORM LOADS Center
Camber Required 0 Uniform Live Load 367 plf
Notch Depth 0.00 Uniform Dead Load 92 plf
MATERIAL PROPERTIES Beam Self Weight 14 plf
24F-V4-Visually Graded Western Species Total Uniform Load 472 plf
Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2400 psi Left Live Load 400 plf
Cd=1.00 Left Dead Load 100 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 400 plf
Cd=1.00 Right Dead Load 100 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft
Comp.L to Grain: Fc-L= 650 psi Fc--- = 650 psi Load End 8.25 ft
Load Length 8.25 ft
Controlling Moment: 24046 ft-lb
7.04 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 6837 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: 120.23 in3 189 in3
Area(Shear): 38.7 in2 63 in2
Moment of Inertia(deflection): 1181.68 in4 1701 in4
Moment: 24046 ft-lb 37800 ft-lb
Shear: 6837 lb 11130 lb
Project:M2905B3F-3 Architects Northwest page
Location:U05-GARAGE DOOR HEADER
Multi-Loaded Multi-Span Beam
of
[2015 International Building Code(2015 NDS)]
5.5 IN x 11.5IN x 8.33 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/17/2019 10:17:36 AM
Section Adequate By:48.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN L/1761
Dead Load 0.03 in
Total Load 0.08 IN L/1219
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 1978 lb 1978 lb
Dead Load 880 lb 880 lb
Total Load 2858 lb 2858 lb
Bearing Length 0.83 in 0.83 in
BEAM DATA Center
Span Length 8.33 ft
Unbraced Length-Top 0 ft A 8.33 ft B
Unbraced Length-Bottom 8.33 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 475 plf
#2-Douglas-Fir-Larch Uniform Dead Load 198 plf
Base Values Adjusted Beam Self Weight 14 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 686 plf
Cd=1.00 CF=1.00
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi
Comp.L to Grain: Fc-L= 625 psi Fc--- = 625 psi
Controlling Moment: 5952 ft-lb
4.16 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2858 lb
8.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Redd Provided
Section Modulus: 81.63 in3 121.23 in3
Area(Shear): 25.22 in2 63.25 in2
Moment of Inertia(deflection): 205.91 in4 697.07 in4
Moment: 5952 ft-lb 8840 ft-lb
Shear: -2858 lb 7168 lb
Project:M2905B3F-3 Architects Northwest page
Location:U06-GARAGE DOOR HEADER t /
Multi-Loaded Multi-Span Beam
[2015 International Building Code(2015 NDS)] or
5.125 IN x 12.0 IN x 8.33 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 9/17/2019 10:17:37 AM
Section Adequate By:77.0%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.08 IN L/1250
Dead Load 0.04 in
Total Load 0.12 IN L/863
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 3615 lb 3121 lb
Dead Load 1589 lb 1223 lb
Total Load 5204 lb 4344 lb
Bearing Length 1.56 in 1.30 in
BEAM DATA Center
Span Length 8.33 ft
Unbraced Length-Top 0 ft A 8.33 ft B
Unbraced Length-Bottom 8.33 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 0 UNIFORM LOADS Center
Camber Required 0 Uniform Live Load 400 plf
Notch Depth 0.00 Uniform Dead Load 100 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
24F-V4-Visually Graded Western Species Total Uniform Load 513 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 2888 lb
Cd=1.00 Dead Load 1739 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 3.17 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-u-'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One
Controlling Moment: 13901 ft-lb Left Live Load 100 plf
3.17 Ft from left support of span 2(Center Span) Left Dead Load 25 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 100 plf
Controlling Shear: 5204 lb Right Dead Load 25 plf
At left support of span 2(Center Span) Load Start 3.17 ft
Created by combining all dead loads and live loads on span(s)2 Load End 8.33 ft
Load Length 5.16 ft
Comparisons with required sections: Read Provided
Section Modulus: 69.5 in3 123 in3
Area(Shear): 29.46 in2 61.5 in2
Moment of Inertia(deflection): 307.81 in4 738 in4
Moment: 13901 ft-lb 24600 ft-lb
Shear: 5204 lb 10865 lb
Project: M2905B3F-3 Architects Northwest page
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Location:U07-FOYER HEADER ' /
Multi-Loaded Multi-Span Beam "" of
[2015 International Building Code(2015 NDS)] ."
5.5 IN x 9.5 IN x 6.83 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/17/2019 10:17:38 AM
Section Adequate By: 19.9%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN L/1308
Dead Load 0.03 in
Total Load 0.09 IN L/928
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria: L/360
REACTIONS A
Live Load 2714 lb 2782 lb
1
Dead Load 1212 lb 1254 lb z
Total Load 3926 lb 4036 lb
Bearing Length 1.14 in 1.17 in
BEAM DATA Center
Span Length 6.83 ft
Unbraced Length-Top 0 ft A 6.83 ft B
Unbraced Length-Bottom 6.83 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 400 plf
#2-Douglas-Fir-Larch Uniform Dead Load 100 plf
Base Values Adjusted Beam Self Weight 11 plf
Bending Stress: Fb= 875 psi Fb'= 875 psi Total Uniform Load 511 plf
Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One * Two
Cd=1.00 Live Load 1382 lb 1382 lb
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Dead Load 853 lb 853 lb
Comp.1 to Grain: Fc- = 625 psi Fc-1-'= 625 psi
Location 1 ft 6 ft
Controlling Moment: 5029 ft-lb *Load obtained from Load Tracker.See Summary Report for details.
3.28 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -4037 lb
7.0 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: 68.98 in3 82.73 in3
Area(Shear): 35.62 in2 52.25 in2
Moment of Inertia(deflection): 152.48 in4 392.96 in4
Moment: 5029 ft-lb 6032 ft-lb
Shear: -4037 lb 5922 lb
Project:M290563F-3 Architects Northwest page
Location:X-G01-GIRDER TRUSS(LOADING ONLY) /
Multi-Loaded Multi-Span Beam
_ of
[2015 International Building Code(2015 NDS)1
1.5 INx3.5INx20.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/17/2019 10 17:40 AM
Section Inadequate By:48453.7%
Controlling Factor:Deflection/Depth Required 42.84 In.
DEFLECTIONS Center LOADING DIAGRAM
Live Load 202.01 IN L/1
Dead Load 121.68 in
Total Load 323.69 IN U1
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 4813 lb 4813 lb
Dead Load 2899 lb 2899 lb
Total Load 7712 lb 7712 lb
Bearing Length 8.23 in 8.23 in
BEAM DATA Center
Span Length 20 ft
Unbraced Length-Top 0 ft A 20ft B
Unbraced Length-Bottom 20 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 481 plf
#2-Douglas-Fir-Larch Uniform Dead Load 289 plf
Base Values Adjusted Beam Self Weight 1 plf
Bending Stress: Fb= 900 psi Fb'= 1350 psi Total Uniform Load 771 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. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi
Controlling Moment: 38557 ft-lb
10.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 7711 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: 342.73 in3 3.06 in3
Area(Shear): 64.26 in2 5.25 in2
Moment of Inertia(deflection): 2602.18 in4 5.36 in4
Moment: 38557 ft-lb 345 ft-lb
Shear: 7711 lb 630 lb
Project: M2905B3F-3 Architects Northwest page
Location:X-G02-GIRDER TRUSS(LOADING ONLY) /
Multi-Loaded Multi-Span Beam or
[2015 International Building Code(2015 NDS)]
1.5 INx3.5INx12.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 9/17/2019 10:17:41 AM
Section Inadequate By:10387.6%
Controlling Factor:Deflection/Depth Required 25.7 In.
DEFLECTIONS Center LOADING DIAGRAM
Live Load 26.18 IN L/6
Dead Load 15.77 in
Total Load 41.95 IN L/3
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 2888 lb 2888 lb
Dead Load 1739 lb 1739 lb
Total Load 4627 lb 4627 lb
Bearing Length 4.94 in 4.94 in
BEAM DATA Center Span Length 12 ft
Unbraced Length-Top 0 ft A 12ft B
Unbraced Length-Bottom 12 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 481 plf
#2-Douglas-Fir-Larch Uniform Dead Load 289 plf
Base Values Adiusted Beam Self Weight 1 plf
Bending Stress: Fb= 900 psi Fb'= 1350 psi Total Uniform Load 771 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.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi
Controlling Moment: 13880 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: -4627 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: 123.38 in3 3.06 in3
Area(Shear): 38.56 in2 5.25 in2
Moment of Inertia(deflection): 562.07 in4 5.36 in4
Moment: 13880 ft-lb 345 ft-lb
Shear: -4627 lb 630 lb