ARW - 18252 - Hyundai Sales Addition_Supplemental Structural Calculations_Owner Revisions_20200318■
ENGINEERS
structural consultants
Structural Calculations
For
Hyundai Sales Addition — Supplemental
Calculations for Owner Revisions
Project Number: 18252
March 18, 2020
Prepared by
ARW Engineers
1594 West Park Circle
Ogden, Utah 84404
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DESCRIPTION: Ex Office Joist 1
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb +
Load Combination ASCE 7-16 Fb -
Fc - Prll
Wood Species : Douglas Fir -Larch Fc - Perp
Wood Grade : No.2 Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
15996) L
Span = 15.0 ft
900 psi
E : Modulus of Elasticity
900 psi
Ebend- xx 1600 ksi
1350 psi
Eminbend - xx 580 ksi
625 psi
180 psi
575 psi
Density 31.21 pcf
Repetitive Member Stress Increase
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0120, L = 0.050 ksf, Tributary Width =1.333 f1
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.8521
Maximum Shear Stress Ratio
=
0.268 :
1
Section used for this span
2x12
Section used for this span
2x12
=
881.56 psi
=
48.26 psi
=
1,035.00psi
=
180.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span =
7.500ft
Location of maximum on span
=
14.069 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.268 in
Ratio =
671 >=360
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360
Max Downward Total Deflection
0.333 in
Ratio =
541 >=240
Max Upward Total Deflection
0.000 in
Ratio =
0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
Cd
C FN C i
Cr
C m
C t C L M fb
Fb
V
fv
Fv
+D+H
0.00
0.00
0.00
0.00
Length =15.0 ft 1 0.183 0.058
0.90
1.000 1.00
1.15
1.00
1.00 1.00 0.45 170.62
931.50
0.11
9.34
162.00
+D+L+H
1.000 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length =15.0 ft 1 0.852 0.268
1.00
1.000 1.00
1.15
1.00
1.00 1.00 2.32 881.56
1035.00
0.54
48.26
180.00
+D+Lr+H
1.000 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length =15.0 ft 1 0.132 0.042
1.25
1.000 1.00
1.15
1.00
1.00 1.00 0.45 170.62
1293.75
0.11
9.34
225.00
+D+S+H
1.000 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length =15.0 ft 1 0.143 0.045
1.15
1.000 1.00
1.15
1.00
1.00 1.00 0.45 170.62
1190.25
0.11
9.34
207.00
+D+0.750Lr+0.750L+H
1.000 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length =15.0 ft 1 0.544 0.171
1.25
1.000 1.00
1.15
1.00
1.00 1.00 1.86 703.82
1293.75
0.43
38.53
225.00
+D+0.750L+0.750S+H
1.000 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length =15.0 ft 1 0.591 0.186
1.15
1.000 1.00
1.15
1.00
1.00 1.00 1.86 703.82
1190.25
0.43
38.53
207.00
+D+0.60W+H
1.000 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length =15.0 ft 1 0.103 0.032
1.60
1.000 1.00
1.15
1.00
1.00 1.00 0.45 170.62
1656.00
0.11
9.34
288.00
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 . I
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DESCRIPTION: Ex Office Joist 1
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M
V
C d
C FN
C i
Cr
C m
C t
C L
M
fb
F'b
V
fv
Pv
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =15.0 ft 1
0.425
0.134
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.86
703.82
1656.00
0.43
38.53
288.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =15.0 ft 1
0.425
0.134
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.86
703.82
1656.00
0.43
38.53
288.00
+0.60D+0.60W+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =15.0 ft 1
0.062
0.019
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.27
102.37
1656.00
0.06
5.60
288.00
+D+0.70E+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =15.0 ft 1
0.103
0.032
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.45
170.62
1656.00
0.11
9.34
288.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =15.0 ft 1
0.425
0.134
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.86
703.82
1656.00
0.43
38.53
288.00
+0.60D+0.70E+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =15.0 ft 1
0.062
0.019
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.27
102.37
1656.00
0.06
5.60
288.00
Overall Maximum Deflections
Load Combination
Span
Max. %"
Defl
Location in Span
Load Combination
Max. °+° Defl
Location in
Span
+D+L+H
1
0.3325
7.555
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.620
0.620
Overall MINimum
0.500
0.500
+D+H
0.120
0.120
+D+L+H
0.620
0.620
+D+Lr+H
0.120
0.120
+D+S+H
0.120
0.120
+D+0.750Lr+0.750L+H
0.495
0.495
+D+0.750L+0.750S+H
0.495
0.495
+D+0.60W+H
0.120
0.120
+D+0.750Lr+0.750L+0.450W+H
0.495
0.495
+D+0.750L+0.750S+0.450W+H
0.495
0.495
+0.60D+0.60W+0.60H
0.072
0.072
+D+0.70E+0.60H
0.120
0.120
+D+0.750L+0.750S+0.5250E+H
0.495
0.495
+0.60D+0.70E+H
0.072
0.072
D Only
0.120
0.120
Lr Only
L Only
0.500
0.500
S Only
W Only
E Only
H Only
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DESCRIPTION: North Office Header
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb +
Load Combination ASCE 7-16 Fb -
Fc - Prll
Wood Species : Douglas Fir -Larch Fc - Perp
Wood Grade : No.2 Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
11
2-2x6
Span = 3.50 ft
900 psi E : Modulus of Elasticity
900 psi Ebend- xx 1600 ksi
1350 psi Eminbend - xx 580 ksi
625 psi
180 psi
575 psi Density 31.21 pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0120, L = 0.050 ksf, Tributary Width =13.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.841: 1
Maximum Shear Stress Ratio
=
0.533 : 1
Section used for this span
2-2x6
Section used for this span
2-2x6
=
983.53 psi
=
95.89 psi
=
1,170.00 psi
=
180.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span =
1.750ft
Location of maximum on span
=
3.053 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.033 in
Ratio =
1266>=360
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360
Max Downward Total Deflection
0.041 in
Ratio =
1016>=240
Max Upward Total Deflection
0.000 in
Ratio =
0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d
C FN C i
Cr
C m
C t C L M fb
Fb
V
N F'v
+D+H
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.184 0.117
0.90
1.300 1.00
1.00
1.00
1.00 1.00 0.24 193.87
1053.00
0.21
18.90 162.00
+D+L+H
1.300 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.841 0.533
1.00
1.300 1.00
1.00
1.00
1.00 1.00 1.24 983.53
1170.00
1.05
95.89 180.00
+D+Lr+H
1.300 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.133 0.084
1.25
1.300 1.00
1.00
1.00
1.00 1.00 0.24 193.87
1462.50
0.21
18.90 225.00
+D+S+H
1.300 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.144 0.091
1.15
1.300 1.00
1.00
1.00
1.00 1.00 0.24 193.87
1345.50
0.21
18.90 207.00
+D+0.750Lr+0.750L+H
1.300 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.538 0.341
1.25
1.300 1.00
1.00
1.00
1.00 1.00 0.99 786.12
1462.50
0.84
76.64 225.00
+D+0.750L+0.750S+H
1.300 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.584 0.370
1.15
1.300 1.00
1.00
1.00
1.00 1.00 0.99 786.12
1345.50
0.84
76.64 207.00
+D+0.60W+H
1.300 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
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Load Combination
Max Stress
Ratios
Moment Values
Shear Values
Segment Length Span #
M
V
C d
C FN
C i
Cr
C m
C t
C L
M
fb
F'b
V
fv
Pv
Length = 3.50 ft 1
0.104
0.066
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.24
193.87
1872.00
0.21
18.90
288.00
+D+0.750Lr+0.750L+0.450W+H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 1
0.420
0.266
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.99
786.12
1872.00
0.84
76.64
288.00
+D+0.750L+0.750S+0.450W+H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 1
0.420
0.266
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.99
786.12
1872.00
0.84
76.64
288.00
+0.60D+0.60W+0.60H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 1
0.062
0.039
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.15
116.32
1872.00
0.12
11.34
288.00
+D+0.70E+0.60H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 1
0.104
0.066
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.24
193.87
1872.00
0.21
18.90
288.00
+D+0.750L+0.750S+0.5250E+H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 1
0.420
0.266
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.99
786.12
1872.00
0.84
76.64
288.00
+0.60D+0.70E+H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.50 ft 1
0.062
0.039
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.15
116.32
1872.00
0.12
11.34
288.00
Overall Maximum Deflections
Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+L+H 1 0.0413 1.763 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.417
1.417
Overall MINimum
1.138
1.138
+D+H
0.279
0.279
+D+L+H
1.417
1.417
+D+Lr+H
0.279
0.279
+D+S+H
0.279
0.279
+D+0.750Lr+0.750L+H
1.132
1.132
+D+0.750L+0.750S+H
1.132
1.132
+D+0.60W+H
0.279
0.279
+D+0.750Lr+0.750L+0.450W+H
1.132
1.132
+D+0.750L+0.750S+0.450W+H
1.132
1.132
+0.60D+0.60W+0.60H
0.168
0.168
+D+0.70E+0.60H
0.279
0.279
+D+0.750L+0.750S+0.5250E+H
1.132
1.132
+0.60D+0.70E+H
0.168
0.168
D Only
0.279
0.279
Lr Only
L Only
1.138
1.138
S Only
W Only
E Only
H Only
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DESCRIPTION: North Office Cantilever Header
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb +
Load Combination ASCE 7-16 Fb -
Fc - Prll
Wood Species : Douglas Fir -Larch Fc - Perp
Wood Grade : NCA Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
1000 psi E : Modulus of Elasticity
1000 psi Ebend- xx 1700 ksi
1500 psi Eminbend - xx 620 ksi
625 psi
180 psi
675 psi Density 31.21 pcf
2-2x12
Span = 3.50 ft
Applied Loads
Service loads entered. Load Factors will be applied
for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0120, L = 0.050 ksf, Tributary Width =13.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.9451
Maximum Shear Stress Ratio
=
0.516 : 1
Section used for this span
2-2x12
Section used for this span
2-2x12
=
944.65 psi
=
92.81 psi
=
1,000.00psi
=
180.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span =
0.000ft
Location of maximum on span
=
0.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.035 in
Ratio
=
2418>=360
Max Upward Transient Deflection
0.000 in
Ratio
=
0 <360
Max Downward Total Deflection
0.043 in
Ratio
=
1932>=240
Max Upward Total Deflection
0.000 in
Ratio
=
0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d
C FN C i
Cr
C m
C t C L M fb
Fb
V
N F'v
+D+H
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.211 0.115
0.90
1.000 1.00
1.00
1.00
1.00 1.00 1.00 189.69
900.00
0.42
18.64 162.00
+D+L+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.945 0.516
1.00
1.000 1.00
1.00
1.00
1.00 1.00 4.98 944.65
1000.00
2.09
92.81 180.00
+D+Lr+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.152 0.083
1.25
1.000 1.00
1.00
1.00
1.00 1.00 1.00 189.69
1250.00
0.42
18.64 225.00
+D+S+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.165 0.090
1.15
1.000 1.00
1.00
1.00
1.00 1.00 1.00 189.69
1150.00
0.42
18.64 207.00
+D+0.750Lr+0.750L+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.605 0.330
1.25
1.000 1.00
1.00
1.00
1.00 1.00 3.99 755.91
1250.00
1.67
74.27 225.00
+D+0.750L+0.750S+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 3.50 ft 1 0.657 0.359
1.15
1.000 1.00
1.00
1.00
1.00 1.00 3.99 755.91
1150.00
1.67
74.27 207.00
+D+0.60W+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
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DESCRIPTION: North Office Cantilever Header
Load Combination
Max Stress Ratios
Segment Length Span #
M V
C d
C FN
C i
Cr
C m
C t
C L
Length = 3.50 ft 1
0.119 0.065
1.60
1.000
1.00
1.00
1.00
1.00
1.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
Length = 3.50 ft 1
0.472 0.258
1.60
1.000
1.00
1.00
1.00
1.00
1.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
Length = 3.50 ft 1
0.472 0.258
1.60
1.000
1.00
1.00
1.00
1.00
1.00
+0.60D+0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
Length = 3.50 ft 1
0.071 0.039
1.60
1.000
1.00
1.00
1.00
1.00
1.00
+D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
Length = 3.50 ft 1
0.119 0.065
1.60
1.000
1.00
1.00
1.00
1.00
1.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
1.00
Length = 3.50 ft 1
0.472 0.258
1.60
1.000
1.00
1.00
1.00
1.00
1.00
+0.60D+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
Length = 3.50 ft 1
0.071 0.039
1.60
1.000
1.00
1.00
1.00
1.00
1.00
Overall Maximum Deflections
Moment Values
Shear Values
M fb F'b V fv Pv
1.00
189.69
1600.00
0.42
18.64
288.00
0.00
0.00
0.00
0.00
3.99
755.91
1600.00
1.67
74.27
288.00
0.00
0.00
0.00
0.00
3.99
755.91
1600.00
1.67
74.27
288.00
0.00
0.00
0.00
0.00
0.60
113.81
1600.00
0.25
11.18
288.00
0.00
0.00
0.00
0.00
1.00
189.69
1600.00
0.42
18.64
288.00
0.00
0.00
0.00
0.00
3.99
755.91
1600.00
1.67
74.27
288.00
0.00
0.00
0.00
0.00
0.60
113.81
1600.00
0.25
11.18
288.00
Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+L+H 1 0.0435 3.500 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
2.847
Overall MINimum
2.275
+D+H
0.572
+D+L+H
2.847
+D+Lr+H
0.572
+D+S+H
0.572
+D+0.750Lr+0.750L+H
2.278
+D+0.750L+0.750S+H
2.278
+D+0.60W+H
0.572
+D+0.750Lr+0.750L+0.450W+H
2.278
+D+0.750L+0.750S+0.450W+H
2.278
+0.60D+0.60W+0.60H
0.343
+D+0.70E+0.60H
0.572
+D+0.750L+0.750S+0.5250E+H
2.278
+0.60D+0.70E+H
0.343
D Only
0.572
Lr Only
L Only
2.275
S Only
W Only
E Only
H Only
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Wood Column 18252 - Hyundai Sales Addition Edmonds WA\Engineering\Calculations\Other\18252-Hyundai Sales Addition.ec6 `
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
i.ii
DESCRIPTION: North Office Jamb
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Allowable Stress Design
Wood Section Name 2-2x4
End Fixities Top & Bottom Pinned
Wood Grading/Manuf. Graded Lumber
Overall Column Height
10 ft
Wood Member Type Sawn
( Used for non -slender calculations)
Exact Width 3.0 in Allow Stress Modification Factors
Wood Species Douglas Fir -Larch
Exact Depth
p 3.50 in Cf or Cv for Bending 1.50
Wood Grade No.2
Area 10.50 in12 Cf or Cv for Compression 1.150
Fb + 900 psi Fv
180 psi
Ix 10.719 in14 Cf or Cv for Tension 1.50
Fb - 900 psi Ft
575 psi
ly 7.875 in^4 Cm : Wet Use Factor 1.0
Fc - Prll 1350 psi Density
31.21 pcf
Ct : Temperature Factor 1.0
Fc - Perp 625 psi
Cfu : Flat Use Factor 1.0
E : Modulus of Elasticity ... x-x Bending y-y
Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2
Basic 1600
1600 1600 ksi Use Cr : Repetitive ? No
Minimum 580
580
Brace condition for deflection (buckling) along columns :
X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis
Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 22.757 Ibs * Dead
Load Factor
AXIAL LOADS ...
Axial Load at 10.0 ft, Xecc = 1.50 in, D = 0.2793, L = 1.138 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.4276 : 1
Maximum SERVICE Lateral Load Reactions. .
Load Combination
+D+L
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp + Myy, NDS
Eq. 3.9-3
Top along X-X 0.01772 k Bottom along X-X 0.01772 k
Location of max.above base
9.933 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y 0.0 in at 0.0 ft above base
Applied Axial
1.440 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
-0.1760 k-ft
Along X-X-0.1572 in at 5.839 ft above base
Fc: Allowable
380.822 psi
for load combination : +D+L
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.01406 : 1
Bending Compression Tension
Load Combination
+D+L
Location of max.above base
10.0 ft
Applied Design Shear
2.531 psi
Allowable Shear
180.0 psi
Load Combination Results
Maximum
Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination C D
C P Stress Ratio Status Location Stress Ratio Status Location
D Only 0.900
0.270
0.07618 PASS 0.0 ft 0.003079 PASS 10.0 ft
+D+L 1.000
0.245
0.4276 PASS 9.933 ft 0.01406 PASS 10.0 ft
+D+0.750L 1.250
0.199
0.2848 PASS 0.0 ft 0.008990 PASS 10.0 ft
+0.60D 1.600
0.157
0.04415 PASS 0.0 ft 0.001039 PASS 10.0 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination @ Base
@ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
D Only -0.003
0.003
0.302
+D+L -0.018
0.018
1.440
+D+0.750L -0.014
0.014
1.156
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1.11
DESCRIPTION: North Office Jamb
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction
k Y-Y Axis
Reaction Axial Reaction
My - End Moments k-ft Mx - End Moments
Load Combination
@ Base @ Top
@ Base
@ Top @ Base
@ Base @ Top @ Base @ Top
+0.60D
-0.002 0.002
0.181
L Only
-0.014 0.014
1.138
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection Distance
Max. Y-Y Deflection Distance
D Only
-0.0310 in
5.839 ft
0.000 in
0.000 ft
+D+L
-0.1572 in
5.839 ft
0.000 in
0.000 ft
+D+0.750L
-0.1257 in
5.839 ft
0.000 in
0.000 ft
+0.60D
-0.0186 in
5.839 ft
0.000 in
0.000 ft
L Only
-0.1262 in
5.839 ft
0.000 in
0.000 ft
Sketches
d1
3.0 in
1.417k 1.417k
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Wood Column 18252 - Hyundai Sales Addition Edmonds WA\Engineering\Calculations\Other\18252-Hyundai Sales Addition.ec6 `
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
i.ii
DESCRIPTION: North Office Jamb for Cantilever
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Allowable Stress Design
Wood Section Name 3-2x4
End Fixities Top & Bottom Pinned
Wood Grading/Manuf. Graded Lumber
Overall Column Height
10 ft
Wood Member Type Sawn
( Used for non -slender calculations)
Exact Width 4.50 in Allow Stress Modification Factors
Wood Species Douglas Fir -Larch
Exact Depth
p 3.50 in Cf or Cv for Bending 1.50
Wood Grade No.2
Area 15.750 in12 Cf or Cv for Compression 1.150
Fb + 900.0 psi Fv
180.0 psi
Ix 16.078 in14 Cf or Cv for Tension 1.50
Fb - 900.0 psi Ft
575.0 psi
I Cm : Wet Use Factor 1.0
y 26.578 in 4
Fc - Prll 1,350.0 psi Density
31.210 pcf
Ct :Temperature Factor 1.0
Fc - Perp 625.0 psi
Cfu : Flat Use Factor 1.0
E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2
Basic 1,600.0
1,600.0 1,600.0
ksi Use Cr : Repetitive ? No
Minimum 580.0
580.0
Brace condition for deflection (buckling) along columns :
X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis
Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 34.136 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 10.0 ft, Xecc = 2.250 in, D = 0.5716,
L = 2.275 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.6319 :1
Maximum SERVICE Lateral Load Reactions. .
Load Combination
+D+L
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp + Myy, NDS Eq. 3.9-3
Top along X-X 0.05337 k Bottom along X-X 0.05337 k
Location of max.above base
9.933 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y 0.0 in at 0.0 ft above base
Applied Axial
2.881 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
-0.5302 k-ft
Along X-X-0.1403 in at 5.839 ft above base
Fc: Allowable
380.822 psi
for load combination : +D+L
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.02824 : 1
Bending Compression Tension
Load Combination
+D+L
Location of max.above base
10.0 ft
Applied Design Shear
5.083 psi
Allowable Shear
180.0 psi
Load Combination Results
Maximum
Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination C D
C P Stress Ratio Status Location Stress Ratio Status Location
D Only 0.900
0.270
0.1019 PASS 0.0 ft 0.006301 PASS 10.0 ft
+D+L 1.000
0.245
0.6319 PASS 9.933 ft 0.02824 PASS 10.0 ft
+D+0.750L 1.250
0.199
0.4016 PASS 9.933 ft 0.01808 PASS 10.0 ft
+0.60D 1.600
0.157 0.05902 PASS 0.0 ft 0.002126 PASS 10.0 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination @ Base
@ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
D Only -0.011
0.011
0.606
+D+L -0.053
0.053
2.881
+D+0.750L -0.043
0.043
2.312
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Wood Column 18252 - Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai S�Build:12.20.2.24
Addition.ec6
Software copyright ENERCALC, INC. 1983-2020, .
DESCRIPTION: North Office Jamb for Cantilever
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction
k Y-Y Axis
Reaction Axial Reaction
My - End Moments k-ft
Mx - End Moments
Load Combination
@ Base @ Top
@ Base
@ Top @ Base
@ Base @ Top
@ Base @ Top
+0.60D
-0.006 0.006
0.363
L Only
-0.043 0.043
2.275
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection Distance
Max. Y-Y Deflection Distance
D Only
-0.0282 in
5.839 ft
0.000 in
0.000 ft
+D+L
-0.1403 in
5.839 ft
0.000 in
0.000 ft
+D+0.750L
-0.1123 in
5.839 ft
0.000 in
0.000 ft
+0.60D
-0.0169 in
5.839 ft
0.000 in
0.000 ft
L Only
-0.1122 in
5.839 ft
0.000 in
0.000 ft
Sketches
INA
2.84R
.s
0
LO
M
4.50 in
1
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Wood Beam 18252 - Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
i.0i
DESCRIPTION: North Restroom Header
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb +
Load Combination ASCE 7-16 Fb -
Fc - Prll
Wood Species : Douglas Fir -Larch Fc - Perp
Wood Grade : No.2 Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
2-2x6
Span = 4.50 ft
900 psi E : Modulus of Elasticity
900 psi Ebend- xx 1600 ksi
1350 psi Eminbend - xx 580 ksi
625 psi
180 psi
575 psi Density 31.21 pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0120, L = 0.050 ksf, Tributary Width = 8.0 ft
Maximum Bending Stress Ratio =
0.851: 1 Maximum Shear Stress Ratio =
0.453 : 1
Section used for this span
2-2x6
Section used for this span
2-2x6
=
996.10 psi
=
81.46 psi
=
1,170.00 psi
=
180.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span =
2.250ft
Location of maximum on span =
4.057 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.056 in Ratio =
968 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.069 in Ratio =
780>=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span #
M
V
Cd
C FN
C i
Cr
C m
C t
C L
M
fb
Fb
V
fv
Fv
+D+H
0.00
0.00
0.00
0.00
Length = 4.50 ft
1
0.183
0.097
0.90
1.300
1.00
1.00
1.00
1.00
1.00
0.24
192.79
1053.00
0.17
15.77
162.00
+D+L+H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft
1
0.851
0.453
1.00
1.300
1.00
1.00
1.00
1.00
1.00
1.26
996.10
1170.00
0.90
81.46
180.00
+D+Lr+H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft
1
0.132
0.070
1.25
1.300
1.00
1.00
1.00
1.00
1.00
0.24
192.79
1462.50
0.17
15.77
225.00
+D+S+H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft
1
0.143
0.076
1.15
1.300
1.00
1.00
1.00
1.00
1.00
0.24
192.79
1345.50
0.17
15.77
207.00
+D+0.750Lr+0.750L+H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft
1
0.544
0.289
1.25
1.300
1.00
1.00
1.00
1.00
1.00
1.00
795.27
1462.50
0.72
65.04
225.00
+D+0.750L+0.750S+H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft
1
0.591
0.314
1.15
1.300
1.00
1.00
1.00
1.00
1.00
1.00
795.27
1345.50
0.72
65.04
207.00
+D+0.60W+H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft
1
0.103
0.055
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.24
192.79
1872.00
0.17
15.77
288.00
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Wood Beam 18252 - Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6 `
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 . I
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DESCRIPTION: North Restroom Header
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M
V
C d
C FN
C i
Cr
C m
C t
C L
M
fb
F'b
V
fv
Pv
+D+0.750Lr+0.750L+0.450W+H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft 1
0.425
0.226
1.60
1.300
1.00
1.00
1.00
1.00
1.00
1.00
795.27
1872.00
0.72
65.04
288.00
+D+0.750L+0.750S+0.450W+H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft 1
0.425
0.226
1.60
1.300
1.00
1.00
1.00
1.00
1.00
1.00
795.27
1872.00
0.72
65.04
288.00
+0.60D+0.60W+0.60H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft 1
0.062
0.033
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.15
115.68
1872.00
0.10
9.46
288.00
+D+0.70E+0.60H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft 1
0.103
0.055
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.24
192.79
1872.00
0.17
15.77
288.00
+D+0.750L+0.750S+0.5250E+H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft 1
0.425
0.226
1.60
1.300
1.00
1.00
1.00
1.00
1.00
1.00
795.27
1872.00
0.72
65.04
288.00
+0.60D+0.70E+H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.50 ft 1
0.062
0.033
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.15
115.68
1872.00
0.10
9.46
288.00
Overall Maximum Deflections
Load Combination
Span
Max. %"
Defl
Location in Span
Load Combination
Max. °+° Defl
Location in
Span
+D+L+H
1
0.0692
2.266
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination Support 1 Support 2
Overall MINimum
0.900
0.900
+D+H
0.216
0.216
+D+L+H
1.116
1.116
+D+Lr+H
0.216
0.216
+D+S+H
0.216
0.216
+D+0.750Lr+0.750L+H
0.891
0.891
+D+0.750L+0.750S+H
0.891
0.891
+D+0.60W+H
0.216
0.216
+D+0.750Lr+0.750L+0.450W+H
0.891
0.891
+D+0.750L+0.750S+0.450W+H
0.891
0.891
+0.60D+0.60W+0.60H
0.130
0.130
+D+0.70E+0.60H
0.216
0.216
+D+0.750L+0.750S+0.5250E+H
0.891
0.891
+0.60D+0.70E+H
0.130
0.130
D Only
0.216
0.216
Lr Only
L Only
0.900
0.900
S Only
W Only
E Only
H Only
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Steel Column 18252 - Hyundai Sales Addition Edmonds WA\Engineedng\Calculations\Other118252-Hyundai SalesAddition.ec6 `
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 I
i.00
DESCRIPTION: Floor Column for Floor Infill
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Steel Section Name: HSS4x4x1/4 Overall Column Height 10 ft
Analysis Method : Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade A500, Grade C, Fy = 50 ksi, Carbon Brace condition for deflection (buckling) along columns
Fy : Steel Yield 50.0 ksi X-X (width) axis:
E : Elastic Bending Modulus 29, 000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 10 ft, K = 1.0
Y-Y (depth) axis :
Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included :122.10 Ibs * Dead
Load Factor
AXIAL LOADS ...
Axial Load at 10.0 ft, Xecc = 2.0 in, D = 4.005, L = 24.781
k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.8359 : 1
Maximum Load Reactions . .
Load Combination
+1.20D+1.60L
Top along X-X
0.4798 k
Location of max.above base
9.933 ft
Bottom along X-X
0.4798 k
At maximum location values are ...
Top along Y-Y
0.0 k
Pu
44.602 k
Bottom along Y-Y
0.0 k
0.9 * Pn
96.145 k
Mu-x
0.0 k-ft
Maximum Load Deflections ...
0.9 * Mn-x :
17.588 k-ft
Along Y-Y 0.0 in
at O.Oft above base
for load combination :
Mu-y
-7.360 k-ft
0.9 * Mn-y :
17.588 k-ft
Along X-X-0.2372 in
at 5.839ft above base
for load combination :+D+L
PASS Maximum Shear Stress Ratio =
0.02141 : 1
Load Combination
+1.20D+1.60L
Location of max.above base
0.0 ft
At maximum location values are ...
Vu : Applied
0.7409 k
Vn * Phi: Allowable
34.611 k
Load Combination Results
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination Stress Ratio
Status
Location Cbx
Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location
+1.40D 0.083
PASS
9.93 ft 1.00
1.66 78.95 78.95
0.003 PASS 0.00 ft
+1.20D+1.60L 0.836
PASS
9.93 ft 1.00
1.66 78.95 78.95
0.021 PASS 0.00 ft
+1.20D+L 0.557
PASS
9.93 ft 1.00
1.66 78.95 78.95
0.014 PASS 0.00 ft
+1.20D 0.071
PASS
9.93 ft 1.00
1.66 78.95 78.95
0.002 PASS 0.00 ft
+0.90D 0.053
PASS
9.93 ft 1.00
1.66 78.95 78.95
0.002 PASS 0.00 ft
+1.369D+L 0.570
PASS
9.93 ft 1.00
1.66 78.95 78.95
0.015 PASS 0.00 ft
+0.7312D 0.043
PASS
9.93 ft 1.00
1.66 78.95 78.95
0.001 PASS 0.00 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
Axial Reaction
X-X Axis Reaction k
Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments
Load Combination @
Base
@ Base @ Top
@ Base @ Top @ Base
@ Top @ Base @ Top
D Only
4.127
0.067 0.067
+D+L
28.908
0.480 0.480
+D+0.750L
22.713
0.377 0.377
+0.60D
2.476
0.040 0.040
L Only
24.781
0.413 0.413
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Steel Column 18252 - Hyundai Sales Addition Edmonds WA\Engineedng\Calculations\Other118252-Hyundai SalesAddition.ec6 `
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 I
i.00
DESCRIPTION: Floor Column for Floor Infill
Extreme Reactions
Axial Reaction
X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments
Item
Extreme Value
@ Base
@ Base
@ Top @ Base @ Top @ Base @ Top @ Base @ Top
Axial @ Base
Maximum
28.908
0.480
0.480
"
Minimum
2.476
0.040
0.040
Reaction, X-X Axis Base
Maximum
28.908
0.480
0.480
"
Minimum
2.476
0.040
0.040
Reaction, Y-Y Axis Base
Maximum
4.127
0.067
0.067
"
Minimum
4.127
0.067
0.067
Reaction, X-X Axis Top
Maximum
28.908
0.480
0.480
"
Minimum
2.476
0.040
0.040
Reaction, Y-Y Axis Top
Maximum
24.781
0.413
0.413
"
Minimum
4.127
0.067
0.067
Moment, X-X Axis Base
Maximum
4.127
0.067
"
Minimum
4.127
0.067
Moment, Y-Y Axis Base
Maximum
4.127
0.067
0.067
"
Minimum
4.127
0.067
0.067
Moment, X-X Axis Top
Maximum
4.127
0.067
0.067
"
Minimum
4.127
0.067
0.067
Moment, Y-Y Axis Top
Maximum
4.127
0.067
0.067
"
Minimum
4.127
0.067
0.067
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
D Only
-0.0330
in
5.839 ft
0.000
in
0.000
ft
+D+L
-0.2372
in
5.839 ft
0.000
in
0.000
ft
+D+0.750L
-0.1861
in
5.839 ft
0.000
in
0.000
ft
+0.60D
-0.0198
in
5.839 ft
0.000
in
0.000
ft
L Only
-0.2042
in
5.839 ft
0.000
in
0.000
ft
Steel Section Properties :
HSS4x4x114
Depth =
4.000 in
I xx
=
7.80 inA4
J
= 12.800 inA4
Design Thick =
0.233 in
S xx
=
3.90 inA3
Width =
4.000 in
R xx
=
1.520 in
Wall Thick =
0.250 in
Zx
=
4.690 in^3
Area =
3.370 in12
Iyy
=
7.800 inA4
C
= 6.560 inA3
Weight =
12.210 plf
S yy
=
3.900 in^3
R yy
=
1.520 in
Ycg = 0.000 in
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24
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DESCRIPTION: Floor Column for Floor Infill
Sketches
0 c
0
+y
Title Block Line 1 Project Title: 16
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Steel Beam 18252 - Hyundai Sales Addition Edmonds WA1Engineering\Calculations\Other118252-Hyundai Sales Addition.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
i.00
DESCRIPTION: New Floor Girder w/ cantilever
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
D(0.33) L(2.0625) D(0.33) L(2.0625) D(0.24) L(2)
►pplied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.020, L = 0.1250 ksf, Tributary Width = 16.50 ft
Load for Span Number 2
Uniform Load : D = 0.020, L = 0.1250 ksf, Tributary Width = 16.50 ft
Load for Span Number 3
Uniform Load : D = 0.0150, L = 0.1250 ksf, Tributary Width =16.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
=
0.625 : 1
Maximum Shear Stress Ratio =
0.342
: 1
Section used for this span
W12x26
Section used for this span
W12x26
Ma: Applied
58.030 k-ft
Va : Applied
19.216
k
Mn / Omega: Allowable
92.814 k-ft
Vn/Omega : Allowable
56.120
k
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
8.000ft
Location of maximum on span
4.000
ft
Span # where maximum occurs
Span # 2
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.365 in
Ratio =
525>=360
Max Upward Transient Deflection
-0.242 in
Ratio =
397 >=360
Max Downward Total Deflection
0.427 in
Ratio =
449 >=240.
Max Upward Total Deflection
-0.285 in
Ratio =
337 >=240.
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length Span #
M
V
Mmax +
Mmax -
Ma Max Mnx Mnx/Omega
Cb
Rm
Va Max
Vnx Vnx/Omega
+D+H
Dsgn. L = 4.00 ft 1
0.028
0.048
-2.64
2.64 155.00 92.81
1.00
1.00
2.69
84.18
56.12
Dsgn. L = 16.00 ft 2
0.089
0.048
8.28
-2.64
8.28 155.00 92.81
1.00
1.00
2.69
84.18
56.12
Dsgn. L = 4.00 ft 3
0.021
0.017
-1.92
1.92 155.00 92.81
1.00
1.00
0.96
84.18
56.12
+D+L+H
Dsgn. L = 4.00 ft 1
0.206
0.342
-19.14
19.14 155.00 92.81
1.00
1.00
19.22
84.18
56.12
Dsgn. L = 16.00 ft 2
0.625
0.342
58.03
-19.14
58.03 155.00 92.81
1.00
1.00
19.22
84.18
56.12
Dsgn. L = 4.00 ft 3
0.193
0.160
-17.92
17.92 155.00 92.81
1.00
1.00
8.96
84.18
56.12
+D+Lr+H
Dsgn. L = 4.00 ft 1
0.028
0.048
-2.64
2.64 155.00 92.81
1.00
1.00
2.69
84.18
56.12
Dsgn. L = 16.00 ft 2
0.089
0.048
8.28
-2.64
8.28 155.00 92.81
1.00
1.00
2.69
84.18
56.12
Dsgn. L = 4.00 ft 3
0.021
0.017
-1.92
1.92 155.00 92.81
1.00
1.00
0.96
84.18
56.12
+D+S+H
Dsgn. L = 4.00 ft 1
0.028
0.048
-2.64
2.64 155.00 92.81
1.00
1.00
2.69
84.18
56.12
Dsgn. L = 16.00 ft 2
0.089
0.048
8.28
-2.64
8.28 155.00 92.81
1.00
1.00
2.69
84.18
56.12
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
i.i0
DESCRIPTION: New Floor Girder w/ cantilever
Load Combination
Max Stress Ratios
Summary of Moment
Values
Summary of Shear Values
Segment Length Span #
M
V
Mmax +
Mmax -
Ma Max
Mnx
Mnx/Omega Cb
Rm
Va Max
Vnx
Vnx/Omega
Dsgn. L = 4.00 ft
3
0.021
0.017
-1.92
1.92
155.00
92.81
1.00
1.00
0.96
84.18
56.12
+D+0.750Lr+0.750L+H
Dsgn. L = 4.00 ft
1
0.162
0.269
-15.02
15.02
155.00
92.81
1.00
1.00
15.08
84.18
56.12
Dsgn. L = 16.00 ft
2
0.491
0.269
45.59
-15.02
45.59
155.00
92.81
1.00
1.00
15.08
84.18
56.12
Dsgn. L = 4.00 ft
3
0.150
0.124
-13.92
13.92
155.00
92.81
1.00
1.00
6.96
84.18
56.12
+D+0.750L+0.750S+H
Dsgn. L = 4.00 ft
1
0.162
0.269
-15.02
15.02
155.00
92.81
1.00
1.00
15.08
84.18
56.12
Dsgn. L = 16.00 ft
2
0.491
0.269
45.59
-15.02
45.59
155.00
92.81
1.00
1.00
15.08
84.18
56.12
Dsgn. L = 4.00 ft
3
0.150
0.124
-13.92
13.92
155.00
92.81
1.00
1.00
6.96
84.18
56.12
+D+0.60W+H
Dsgn. L = 4.00 ft
1
0.028
0.048
-2.64
2.64
155.00
92.81
1.00
1.00
2.69
84.18
56.12
Dsgn. L = 16.00 ft
2
0.089
0.048
8.28
-2.64
8.28
155.00
92.81
1.00
1.00
2.69
84.18
56.12
Dsgn. L = 4.00 ft
3
0.021
0.017
-1.92
1.92
155.00
92.81
1.00
1.00
0.96
84.18
56.12
+D+0.750Lr+0.750L+0.450W+H
Dsgn. L = 4.00 ft
1
0.162
0.269
-15.02
15.02
155.00
92.81
1.00
1.00
15.08
84.18
56.12
Dsgn. L = 16.00 ft
2
0.491
0.269
45.59
-15.02
45.59
155.00
92.81
1.00
1.00
15.08
84.18
56.12
Dsgn. L = 4.00 ft
3
0.150
0.124
-13.92
13.92
155.00
92.81
1.00
1.00
6.96
84.18
56.12
+D+0.750 L+0.750 S+0.450 W+H
Dsgn. L = 4.00 ft
1
0.162
0.269
-15.02
15.02
155.00
92.81
1.00
1.00
15.08
84.18
56.12
Dsgn. L = 16.00 ft
2
0.491
0.269
45.59
-15.02
45.59
155.00
92.81
1.00
1.00
15.08
84.18
56.12
Dsgn. L = 4.00 ft
3
0.150
0.124
-13.92
13.92
155.00
92.81
1.00
1.00
6.96
84.18
56.12
+0.60D+0.60W+0.60H
Dsgn. L = 4.00 ft
1
0.017
0.029
-1.58
1.58
155.00
92.81
1.00
1.00
1.61
84.18
56.12
Dsgn. L = 16.00 ft
2
0.054
0.029
4.97
-1.58
4.97
155.00
92.81
1.00
1.00
1.61
84.18
56.12
Dsgn. L = 4.00 ft
3
0.012
0.010
-1.15
1.15
155.00
92.81
1.00
1.00
0.58
84.18
56.12
+D+0.70E+0.60H
Dsgn. L = 4.00 ft
1
0.028
0.048
-2.64
2.64
155.00
92.81
1.00
1.00
2.69
84.18
56.12
Dsgn. L = 16.00 ft
2
0.089
0.048
8.28
-2.64
8.28
155.00
92.81
1.00
1.00
2.69
84.18
56.12
Dsgn. L = 4.00 ft
3
0.021
0.017
-1.92
1.92
155.00
92.81
1.00
1.00
0.96
84.18
56.12
+D+0.750 L+0.750 S+0.5250 E+H
Dsgn. L = 4.00 ft
1
0.162
0.269
-15.02
15.02
155.00
92.81
1.00
1.00
15.08
84.18
56.12
Dsgn. L = 16.00 ft
2
0.491
0.269
45.59
-15.02
45.59
155.00
92.81
1.00
1.00
15.08
84.18
56.12
Dsgn. L = 4.00 ft
3
0.150
0.124
-13.92
13.92
155.00
92.81
1.00
1.00
6.96
84.18
56.12
+0.60D+0.70E+H
Dsgn. L = 4.00 ft
1
0.017
0.029
-1.58
1.58
155.00
92.81
1.00
1.00
1.61
84.18
56.12
Dsgn. L = 16.00 ft
2
0.054
0.029
4.97
-1.58
4.97
155.00
92.81
1.00
1.00
1.61
84.18
56.12
Dsgn. L = 4.00 ft
3
0.012
0.010
-1.15
1.15
155.00
92.81
1.00
1.00
0.58
84.18
56.12
Overall Maximum Deflections
Load Combination
Span
Max. %" Defl
Location in Span
Load Combination
Max.'W' Defl
Location in Span
1
0.0000
0.000
+D+L+H
-0.2795
0.000
+D+L+H
2
O.4272
8.107
0.0000
0.000
3
0.0000
8.107
+D+L+H
-0.2849
4.000
Vertical Reactions
Support notation : Far left is #1
Values
in KIPS
Load Combination Support 1
Support 2
Support 3 Support 4
Overall MAXimum
28.786
28.024
Overall MINimum
2.403
2.133
+D+H
4.005
3.555
+D+L+H
28.786
28.024
+D+Lr+H
4.005
3.555
+D+S+H
4.005
3.555
+D+0.750Lr+0.750L+H
22.591
21.907
+D+0.750L+0.750S+H
22.591
21.907
+D+0.60W+H
4.005
3.555
+D+0.750Lr+0.750L+0.450W+H
22.591
21.907
+D+0.750L+0.750S+0.450W+H
22.591
21.907
+0.60D+0.60W+0.60H
2.403
2.133
+D+0.70E+0.60H
4.005
3.555
+D+0.750L+0.750S+0.5250E+H
22.591
21.907
+0.60D+0.70E+H
2.403
2.133
D Only
4.005
3.555
Lr Only
L Only
24.781
24.469
S Only
W Only
E Only
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Steel Beam 18252 - Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.94 .
DESCRIPTION: New Floor Girder w/ cantilever
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4
Title Block Line 1 Project Title: 19
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Steel Beam 18252 - Hyundai Sales Addition Edmonds WA\Engineering\Calculations\Other\18252-Hyundai Sales Addition.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
i.ii
DESCRIPTION: New Floor Girder
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis : Major Axis Bending
17) Ul
W 12x26
Span = 16.0 ft
plied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weiqht NOT internally calculated and added
Uniform Load : D = 0.020, L = 0.1250 ksf, Tributary Width = 8.50 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
=
0.425 : 1 Maximum Shear Stress
Ratio =
0.176
: 1
Section used for this span
W12x26
Section used for this
span
W12x26
Ma: Applied
39.440 k-ft
Va : Applied
9.860
k
Mn / Omega: Allowable
92.814 k-ft
Vn/Omega :
Allowable
56.120
k
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
8.000ft
Location of maximum on span
0.000
ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.266 in Ratio =
721 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.309 in Ratio =
622 > 240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress
Ratios
Summary of Moment Values
Summary of Shear
Values
Segment Length Span #
M
V
Mmax + Mmax -
Ma Max Mnx Mnx/Omega
Cb
Rm
Va Max
Vnx Vnx/Omega
+D+H
Dsgn. L = 16.00 ft 1
0.059
0.024
5.44
5.44 155.00
92.81
1.00
1.00
1.36
84.18
56.12
+D+L+H
Dsgn. L = 16.00 ft 1
0.425
0.176
39.44
39.44 155.00
92.81
1.00
1.00
9.86
84.18
56.12
+D+Lr+H
Dsgn. L = 16.00 ft 1
0.059
0.024
5.44
5.44 155.00
92.81
1.00
1.00
1.36
84.18
56.12
+D+S+H
Dsgn. L = 16.00 ft 1
0.059
0.024
5.44
5.44 155.00
92.81
1.00
1.00
1.36
84.18
56.12
+D+0.750Lr+0.750L+H
Dsgn. L = 16.00 ft 1
0.333
0.138
30.94
30.94 155.00
92.81
1.00
1.00
7.74
84.18
56.12
+D+0.750L+0.750S+H
Dsgn. L = 16.00 ft 1
0.333
0.138
30.94
30.94 155.00
92.81
1.00
1.00
7.74
84.18
56.12
+D+0.60W+H
Dsgn. L = 16.00 ft 1
0.059
0.024
5.44
5.44 155.00
92.81
1.00
1.00
1.36
84.18
56.12
+D+0.750Lr+0.750L+0.450W+H
Dsgn. L = 16.00 ft 1
0.333
0.138
30.94
30.94 155.00
92.81
1.00
1.00
7.74
84.18
56.12
+D+0.750L+0.750S+0.450W+H
Dsgn. L = 16.00 ft 1
0.333
0.138
30.94
30.94 155.00
92.81
1.00
1.00
7.74
84.18
56.12
+0.60D+0.60W+0.60H
Dsgn. L = 16.00 ft 1
0.035
0.015
3.26
3.26 155.00
92.81
1.00
1.00
0.82
84.18
56.12
+D+0.70E+0.60H
Dsgn. L = 16.00 ft 1
0.059
0.024
5.44
5.44 155.00
92.81
1.00
1.00
1.36
84.18
56.12
+D+0. 750 L+0. 750 S+0. 5250 E+ H
Dsgn. L = 16.00 ft 1
0.333
0.138
30.94
30.94 155.00
92.81
1.00
1.00
7.74
84.18
56.12
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Steel Beam 18252 -Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6 j
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
DESCRIPTION: New Floor Girder
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
+0.60D+0.70E+H
Dsgn. L = 16.00 ft 1 0.035 0.015 3.26 3.26 155.00 92.81 1.00 1.00 0.82 84.18 56.12
Overall Maximum Deflections
Load Combination Span Max. "' Defl Location in Span Load Combination
+D+L+H
1
0.3086 8.046
Vertical Reactions
Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimum
9.860
9.860
Overall MINimum
0.816
0.816
+D+H
1.360
1.360
+D+L+H
9.860
9.860
+D+Lr+H
1.360
1.360
+D+S+H
1.360
1.360
+D+0.750Lr+0.750L+H
7.735
7.735
+D+0.750L+0.750S+H
7.735
7.735
+D+0.60W+H
1.360
1.360
+D+0.750Lr+0.750L+0.450W+H
7.735
7.735
+D+0.750L+0.750S+0.450W+H
7.735
7.735
+0.60D+0.60W+0.60H
0.816
0.816
+D+0.70E+0.60H
1.360
1.360
+D+0.750L+0.750S+0.5250E+H
7.735
7.735
+0.60D+0.70E+H
0.816
0.816
D Only
1.360
1.360
Lr Only
L Only
8.500
8.500
S Only
W Only
E Only
H Only
Max. "+" Defl Location in Span
0.0000 0.000
Values in KIPS
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Printed: 9 MAR 2020, 2:26PM
Wood Beam 18252 -Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6 `
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31
i.0i
DESCRIPTION: Ex. South Floor Joist
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
900 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900 psi
Ebend- xx 1600 ksi
Fc - Prll
1350 psi
Eminbend - xx 580 ksi
Wood Species : Douglas Fir -Larch
Fc - Perp
625 psi
Wood Grade : No.2
Fv
180 psi
Ft
575 psi
Density 31.21 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
D(0.019995) L(0.06665) D(0.019995) L(0.06665)
2x12
Span = 11.0 ft
Applied Loads
Load for Span Number 1
Uniform Load : D = 0.0150, L = 0.050 ksf, Tributary Width =1.333 ft, (Ex. Office)
Load for Span Number 2
Uniform Load : D = 0.0150, L = 0.050 ksf, Tributary Width =1.333 ft, (Ex. Office)
Maximum Bending Stress Ratio =
Section used for this span
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
2x12
Span = 11.0 ft
Service loads entered. Load Factors will be applied for calculations.
0.4801
Maximum Shear Stress Ratio =
0.255 : 1
2x12
Section used for this span
2x12
497.02 psi
=
45.85 psi
1,035.00psi
=
180.00 psi
+D+L+H
Load Combination
+D+L+H
11.000ft
Location of maximum on span =
11.000 ft
Span # 1
Span # where maximum occurs =
Span # 1
0.032 in Ratio =
4071 >=360
0.000 in Ratio =
0 <360
0.042 in Ratio =
3132 >=240
0.000 in Ratio =
0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Segment Length
Span #
M
V
C d
C FN
C i
Cr
+D+H
Length =11.0 ft
1
0.123
0.065
0.90
1.000
1.00
1.15
Length =11.0 ft
2
0.123
0.065
0.90
1.000
1.00
1.15
+D+L+H
1.000
1.00
1.15
Length =11.0 ft
1
0.480
0.255
1.00
1.000
1.00
1.15
Length =11.0 ft
2
0.480
0.255
1.00
1.000
1.00
1.15
+D+Lr+H
1.000
1.00
1.15
Length =11.0 ft
1
0.089
0.047
1.25
1.000
1.00
1.15
Length =11.0 ft
2
0.089
0.047
1.25
1.000
1.00
1.15
+D+S+H
1.000
1.00
1.15
Length =11.0 ft
1
0.096
0.051
1.15
1.000
1.00
1.15
C m
C t
C L
Moment Values
M fb
Fb
V
Shear Values
fv F'v
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.30
114.70
931.50
0.12
10.58
162.00
1.00
1.00
1.00
0.30
114.70
931.50
0.12
10.58
162.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.31
497.02
1035.00
0.52
45.85
180.00
1.00
1.00
1.00
1.31
497.02
1035.00
0.52
45.85
180.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.30
114.70
1293.75
0.12
10.58
225.00
1.00
1.00
1.00
0.30
114.70
1293.75
0.12
10.58
225.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.30
114.70
1190.25
0.12
10.58
207.00
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Wood Beam 18252 -Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 I
i.i0
DESCRIPTION: Ex. South Floor Joist
Load Combination
Max Stress
Ratios
Moment Values
Shear Values
Segment Length
Span #
M
V
C d
C FN
C i
Cr
C m
C t
C L
M
fb
F'b
V
fv
Pv
Length =11.0 ft
2
0.096
0.051
1.15
1.000
1.00
1.15
1.00
1.00
1.00
0.30
114.70
1190.25
0.12
10.58
207.00
+D+0.750Lr+0.750L+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 ft
1
0.310
0.165
1.25
1.000
1.00
1.15
1.00
1.00
1.00
1.06
401.44
1293.75
0.42
37.03
225.00
Length =11.0 ft
2
0.310
0.165
1.25
1.000
1.00
1.15
1.00
1.00
1.00
1.06
401.44
1293.75
0.42
37.03
225.00
+D+0.750L+0.750S+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 ft
1
0.337
0.179
1.15
1.000
1.00
1.15
1.00
1.00
1.00
1.06
401.44
1190.25
0.42
37.03
207.00
Length =11.0 ft
2
0.337
0.179
1.15
1.000
1.00
1.15
1.00
1.00
1.00
1.06
401.44
1190.25
0.42
37.03
207.00
+D+0.60W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 ft
1
0.069
0.037
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.30
114.70
1656.00
0.12
10.58
288.00
Length =11.0 ft
2
0.069
0.037
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.30
114.70
1656.00
0.12
10.58
288.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 ft
1
0.242
0.129
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.06
401.44
1656.00
0.42
37.03
288.00
Length =11.0 ft
2
0.242
0.129
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.06
401.44
1656.00
0.42
37.03
288.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 ft
1
0.242
0.129
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.06
401.44
1656.00
0.42
37.03
288.00
Length =11.0 ft
2
0.242
0.129
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.06
401.44
1656.00
0.42
37.03
288.00
+0.60D+0.60W+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 ft
1
0.042
0.022
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.18
68.82
1656.00
0.07
6.35
288.00
Length =11.0 ft
2
0.042
0.022
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.18
68.82
1656.00
0.07
6.35
288.00
+D+0.70E+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 ft
1
0.069
0.037
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.30
114.70
1656.00
0.12
10.58
288.00
Length =11.0 ft
2
0.069
0.037
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.30
114.70
1656.00
0.12
10.58
288.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 ft
1
0.242
0.129
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.06
401.44
1656.00
0.42
37.03
288.00
Length =11.0 ft
2
0.242
0.129
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.06
401.44
1656.00
0.42
37.03
288.00
+0.60D+0.70E+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 ft
1
0.042
0.022
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.18
68.82
1656.00
0.07
6.35
288.00
Length =11.0 ft
2
0.042
0.022
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.18
68.82
1656.00
0.07
6.35
288.00
Overall Maximum Deflections
Load Combination
Span
Max. %"
Defl
Location in Span
Load Combination
Max. °+° Defl
Location in
Span
+D+L+H
1
0.0421
4.670
0.0000
0.000
+D+L+H
2
O.0417
6.391
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Overall MAXimum
0.357
1.191
0.357
Overall MINimum
0.275
0.916
0.275
+D+H
0.082
0.275
0.082
+D+L+H
0.357
1.191
0.357
+D+Lr+H
0.082
0.275
0.082
+D+S+H
0.082
0.275
0.082
+D+0.750Lr+0.750L+H
0.289
0.962
0.289
+D+0.750L+0.750S+H
0.289
0.962
0.289
+D+0.60W+H
0.082
0.275
0.082
+D+0.750Lr+0.750L+0.450W+H
0.289
0.962
0.289
+D+0.750L+0.750S+0.450W+H
0.289
0.962
0.289
+0.60D+0.60W+0.60H
0.049
0.165
0.049
+D+0.70E+0.60H
0.082
0.275
0.082
+D+0.750L+0.750S+0.5250E+H
0.289
0.962
0.289
+0.60D+0.70E+H
0.049
0.165
0.049
D Only
0.082
0.275
0.082
Lr Only
L Only
0.275
0.916
0.275
S Only
W Only
E Only
H Only
Title Block Line 1 Project Title: 23
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Steel Beam 18252 - Hyundai Sales Addition Edmonds WA\Engineering\Calculations\Other\18252-Hyundai Sales Addition.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
i.ii
DESCRIPTION: New Beam near Curved Floor Infill
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis : Major Axis Bending
W 14X22
Span = 30.0 ft
plied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weiqht NOT internally calculated and added
Uniform Load : D = 0.0150, L = 0.050 ksf, Tributary Width = 4.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
=
0.353 : 1 Maximum Shear Stress
Ratio =
0.062
: 1
Section used for this span
W14x22
Section used for this
span
W14x22
Ma: Applied
29.250 k-ft
Va : Applied
3.90
k
Mn / Omega: Allowable
82.834 k-ft
Vn/Omega :
Allowable
63.020
k
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
15.000ft
Location of maximum on span
0.000
ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.634 in Ratio =
567 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.825 in Ratio =
436 > 240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress
Ratios
Summary of Moment Values
Summary of Shear
Values
Segment Length Span #
M
V
Mmax + Mmax -
Ma Max Mnx Mnx/Omega
Cb
Rm
Va Max
Vnx Vnx/Omega
+D+H
Dsgn. L = 30.00 ft 1
0.081
0.014
6.75
6.75 138.33
82.83
1.00
1.00
0.90
94.53
63.02
+D+L+H
Dsgn. L = 30.00 ft 1
0.353
0.062
29.25
29.25 138.33
82.83
1.00
1.00
3.90
94.53
63.02
+D+Lr+H
Dsgn. L = 30.00 ft 1
0.081
0.014
6.75
6.75 138.33
82.83
1.00
1.00
0.90
94.53
63.02
+D+S+H
Dsgn. L = 30.00 ft 1
0.081
0.014
6.75
6.75 138.33
82.83
1.00
1.00
0.90
94.53
63.02
+D+0.750Lr+0.750L+H
Dsgn. L = 30.00 ft 1
0.285
0.050
23.63
23.63 138.33
82.83
1.00
1.00
3.15
94.53
63.02
+D+0.750L+0.750S+H
Dsgn. L = 30.00 ft 1
0.285
0.050
23.63
23.63 138.33
82.83
1.00
1.00
3.15
94.53
63.02
+D+0.60W+H
Dsgn. L = 30.00 ft 1
0.081
0.014
6.75
6.75 138.33
82.83
1.00
1.00
0.90
94.53
63.02
+D+0.750Lr+0.750L+0.450W+H
Dsgn. L = 30.00 ft 1
0.285
0.050
23.63
23.63 138.33
82.83
1.00
1.00
3.15
94.53
63.02
+D+0.750L+0.750S+0.450W+H
Dsgn. L = 30.00 ft 1
0.285
0.050
23.63
23.63 138.33
82.83
1.00
1.00
3.15
94.53
63.02
+0.60D+0.60W+0.60H
Dsgn. L = 30.00 ft 1
0.049
0.009
4.05
4.05 138.33
82.83
1.00
1.00
0.54
94.53
63.02
+D+0.70E+0.60H
Dsgn. L = 30.00 ft 1
0.081
0.014
6.75
6.75 138.33
82.83
1.00
1.00
0.90
94.53
63.02
+D+0. 750 L+0. 750 S+0. 5250 E+ H
Dsgn. L = 30.00 ft 1
0.285
0.050
23.63
23.63 138.33
82.83
1.00
1.00
3.15
94.53
63.02
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Printed: 16 MAR 2020,
Steel Beam 18252 - Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
DESCRIPTION: New Beam near Curved Floor Infill
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
+0.60D+0.70E+H
Dsgn. L = 30.00 ft 1 0.049 0.009 4.05 4.05 138.33 82.83 1.00 1.00 0.54 94.53 63.02
Overall Maximum Deflections
Load Combination Span Max. "' Defl Location in Span Load Combination
+D+L+H
1
0.8248 15.086
Vertical Reactions
Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimum
3.900
3.900
Overall MINimum
0.540
0.540
+D+H
0.900
0.900
+D+L+H
3.900
3.900
+D+Lr+H
0.900
0.900
+D+S+H
0.900
0.900
+D+0.750Lr+0.750L+H
3.150
3.150
+D+0.750L+0.750S+H
3.150
3.150
+D+0.60W+H
0.900
0.900
+D+0.750Lr+0.750L+0.450W+H
3.150
3.150
+D+0.750L+0.750S+0.450W+H
3.150
3.150
+0.60D+0.60W+0.60H
0.540
0.540
+D+0.70E+0.60H
0.900
0.900
+D+0.750L+0.750S+0.5250E+H
3.150
3.150
+0.60D+0.70E+H
0.540
0.540
D Only
0.900
0.900
Lr Only
L Only
3.000
3.000
S Only
W Only
E Only
H Only
Max. "+" Defl Location in Span
0.0000 0.000
Values in KIPS
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Wood Beam 18252 -Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 I
i.0i
DESCRIPTION: Ex. South Floor Joist -New Framing
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
900.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900.0 psi
Ebend- xx 1,600.0 ksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.Oksi
Wood Species : Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade : No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.210 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
D(0.019995) L(0.06665) D(0.019995) L(0.06665)
Span = 15.750 ft Span = 6.250 ft
Applied Loads
Load for Span Number 1
Uniform Load : D = 0.0150, L = 0.050 ksf, Tributary Width =1.333 ft, (Ex. Office)
Load for Span Number 2
Uniform Load : D = 0.0150, L = 0.050 ksf, Tributary Width =1.333 ft, (Ex. Office)
Maximum Bending Stress Ratio =
Section used for this span
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Service loads entered. Load Factors will be applied for calculations.
0.7421
Maximum Shear Stress Ratio =
0.363 : 1
2x12
Section used for this span
2x12
775.06psi
=
65.41 psi
1,035.00 psi
=
180.00 psi
+D+L+H
Load Combination
+D+L+H
15.750ft
Location of maximum on span =
14.870 ft
Span # 1
Span # where maximum occurs =
Span # 1
0.180 in Ratio =
1047>=360
-0.016 in Ratio =
4546>=360
0.235 in Ratio =
805>=240
-0.021 in Ratio =
3497>=240
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Segment Length
Span #
M
V
C d
C FN
C i
Cr
+D+H
Length=15.750 ft
1
0.192
0.093
0.90
1.000
1.00
1.15
Length = 6.250 ft
2
0.192
0.093
0.90
1.000
1.00
1.15
+D+L+H
1.000
1.00
1.15
Length=15.750 ft
1
0.749
0.363
1.00
1.000
1.00
1.15
Length = 6.250 ft
2
0.749
0.363
1.00
1.000
1.00
1.15
+D+Lr+H
1.000
1.00
1.15
Length=15.750 ft
1
0.138
0.067
1.25
1.000
1.00
1.15
Length = 6.250 ft
2
0.138
0.067
1.25
1.000
1.00
1.15
+D+S+H
1.000
1.00
1.15
Length=15.750 ft
1
0.150
0.073
1.15
1.000
1.00
1.15
C m
C t
C L
Moment Values
M fb
Fb
0.00
1.00
1.00
1.00
0.47
178.86
931.50
1.00
1.00
1.00
0.47
178.86
931.50
1.00
1.00
1.00
0.00
1.00
1.00
1.00
2.04
775.06
1035.00
1.00
1.00
1.00
2.04
775.06
1035.00
1.00
1.00
1.00
0.00
1.00
1.00
1.00
0.47
178.86
1293.75
1.00
1.00
1.00
0.47
178.86
1293.75
1.00
1.00
1.00
0.00
1.00
1.00
1.00
0.47
178.86
1190.25
Shear Values
V
fv
F'v
0.00
0.00
0.00
0.17
15.09
162.00
0.12
15.09
162.00
0.00
0.00
0.00
0.74
65.41
180.00
0.52
65.41
180.00
0.00
0.00
0.00
0.17
15.09
225.00
0.12
15.09
225.00
0.00
0.00
0.00
0.17
15.09
207.00
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Wood Beam 18252 -Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 I
i.i0
DESCRIPTION: Ex. South Floor Joist -New Framing
Load Combination
Max Stress
Ratios
Moment Values
Shear Values
Segment Length
Span #
M
V
C d
C FN
C i
Cr
C m
C t
C L
M
fb
F'b
V
fv
Pv
Length = 6.250 ft
2
0.150
0.073
1.15
1.000
1.00
1.15
1.00
1.00
1.00
0.47
178.86
1190.25
0.12
15.09
207.00
+D+0.750Lr+0.750L+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.484
0.235
1.25
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1293.75
0.59
52.83
225.00
Length = 6.250 ft
2
0.484
0.235
1.25
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1293.75
0.42
52.83
225.00
+D+0.750L+0.750S+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.526
0.255
1.15
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1190.25
0.59
52.83
207.00
Length = 6.250 ft
2
0.526
0.255
1.15
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1190.25
0.42
52.83
207.00
+D+0.60W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.108
0.052
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.47
178.86
1656.00
0.17
15.09
288.00
Length = 6.250 ft
2
0.108
0.052
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.47
178.86
1656.00
0.12
15.09
288.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.378
0.183
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1656.00
0.59
52.83
288.00
Length = 6.250 ft
2
0.378
0.183
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1656.00
0.42
52.83
288.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.378
0.183
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1656.00
0.59
52.83
288.00
Length = 6.250 ft
2
0.378
0.183
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1656.00
0.42
52.83
288.00
+0.60D+0.60W+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.065
0.031
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.28
107.32
1656.00
0.10
9.06
288.00
Length = 6.250 ft
2
0.065
0.031
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.28
107.32
1656.00
0.07
9.06
288.00
+D+0.70E+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.108
0.052
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.47
178.86
1656.00
0.17
15.09
288.00
Length = 6.250 ft
2
0.108
0.052
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.47
178.86
1656.00
0.12
15.09
288.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.378
0.183
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1656.00
0.59
52.83
288.00
Length = 6.250 ft
2
0.378
0.183
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.65
626.01
1656.00
0.42
52.83
288.00
+0.60D+0.70E+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.065
0.031
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.28
107.32
1656.00
0.10
9.06
288.00
Length = 6.250 ft
2
0.065
0.031
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.28
107.32
1656.00
0.07
9.06
288.00
Overall Maximum Deflections
Load Combination
Span
Max. %"
Defl
Location in Span
Load Combination
Max. °+° Defl
Location in
Span
+D+L+H
1
0.2346
7.127
0.0000
0.000
2
0.0000
7.127
+D+L+H
-0.0214
2.409
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Overall MAXimum
0.553
1.410
-0.056
Overall MINimum
0.425
1.084
-0.013
+D+H
0.128
0.325
-0.013
+D+L+H
0.553
1.410
-0.056
+D+Lr+H
0.128
0.325
-0.013
+D+S+H
0.128
0.325
-0.013
+D+0.750Lr+0.750L+H
0.446
1.139
-0.045
+D+0.750L+0.750S+H
0.446
1.139
-0.045
+D+0.60W+H
0.128
0.325
-0.013
+D+0.750Lr+0.750L+0.450W+H
0.446
1.139
-0.045
+D+0.750L+0.750S+0.450W+H
0.446
1.139
-0.045
+0.60D+0.60W+0.60H
0.077
0.195
-0.008
+D+0.70E+0.60H
0.128
0.325
-0.013
+D+0.750L+0.750S+0.5250E+H
0.446
1.139
-0.045
+0.60D+0.70E+H
0.077
0.195
-0.008
D Only
0.128
0.325
-0.013
Lr Only
L Only
0.425
1.084
-0.043
S Only
W Only
E Only
H Only
Title Block Line 1 Project Title: 27
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Title Block Line 6 Printed: 9 MAR 2020, 2:28PM
Wood Beam 18252 -Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6 `
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31
i.0i
DESCRIPTION: Ex. South Floor Joist -New Framing Cantilever
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb +
Load Combination ASCE 7-16 Fb -
Fc - Prll
Wood Species : Douglas Fir -Larch Fc - Perp
Wood Grade : No.2 Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Applied Loads
900.0 psi
E : Modulus of Elasticity
900.0 psi
Ebend- xx 1,600.0 ksi
1,350.0 psi
Eminbend - xx 580.Oksi
625.0 psi
180.0 psi
575.0 psi
Density 31.210 pcf
Repetitive Member Stress Increase
D(0.019995) L(0.06665) D(0.019995) L(0.06665)
2x12
Span = 15.750 ft
Load for Span Number 1
Uniform Load : D = 0.0150, L = 0.050 ksf, Tributary Width =1.333 ft, (Ex. Office)
Load for Span Number 2
Uniform Load : D = 0.0150, L = 0.050 ksf, Tributary Width =1.333 ft, (Ex. Office)
Maximum Bending Stress Ratio =
Section used for this span
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
2x12
Span = 6250 ft
Service loads entered. Load Factors will be applied for calculations.
0.6921
Maximum Shear Stress Ratio =
0.352 : 1
2x12
Section used for this span
2x12
723.28psi
=
63.43 psi
1,035.00 psi
=
180.00 psi
+D+L+H
Load Combination
+D+L+H
6.599ft
Location of maximum on span =
14.870 ft
Span # 1
Span # where maximum occurs =
Span # 1
0.205 in Ratio =
921 >=360
-0.075 in Ratio =
1988>=360
0.267 in Ratio =
708>=240
-0.098 in Ratio =
1528>=240
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Segment Length
Span #
M
V
C d
C FN
C i
Cr
+D+H
Length=15.750 ft
1
0.179
0.090
0.90
1.000
1.00
1.15
Length = 6.250 ft
2
0.159
0.090
0.90
1.000
1.00
1.15
+D+L+H
1.000
1.00
1.15
Length=15.750 ft
1
0.699
0.352
1.00
1.000
1.00
1.15
Length = 6.250 ft
2
0.620
0.352
1.00
1.000
1.00
1.15
+D+Lr+H
1.000
1.00
1.15
Length=15.750 ft
1
0.129
0.065
1.25
1.000
1.00
1.15
Length = 6.250 ft
2
0.114
0.065
1.25
1.000
1.00
1.15
+D+S+H
1.000
1.00
1.15
Length=15.750 ft
1
0.140
0.071
1.15
1.000
1.00
1.15
C m
C t
C L
Moment Values
M fb
Fb
V
Shear Values
fv F'v
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.44
166.91
931.50
0.16
14.64
162.00
1.00
1.00
1.00
0.39
148.11
931.50
0.11
14.64
162.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.91
723.28
1035.00
0.71
63.43
180.00
1.00
1.00
1.00
1.69
641.81
1035.00
0.46
63.43
180.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.44
166.91
1293.75
0.16
14.64
225.00
1.00
1.00
1.00
0.39
148.11
1293.75
0.11
14.64
225.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.44
166.91
1190.25
0.16
14.64
207.00
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Title Block Line 6 Printed: 9 MAR 2020, 2:28PM
Wood Beam 18252 -Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 I
i.i0
DESCRIPTION: Ex. South Floor Joist -New Framing Cantilever
Load Combination
Max Stress
Ratios
Moment Values
Shear Values
Segment Length
Span #
M
V
C d
C FN
C i
Cr
C m
C t
C L
M
fb
F'b
V
fv
Pv
Length = 6.250 ft
2
0.124
0.071
1.15
1.000
1.00
1.15
1.00
1.00
1.00
0.39
148.11
1190.25
0.11
14.64
207.00
+D+0.750Lr+0.750L+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.452
0.228
1.25
1.000
1.00
1.15
1.00
1.00
1.00
1.54
584.19
1293.75
0.58
51.23
225.00
Length = 6.250 ft
2
0.401
0.228
1.25
1.000
1.00
1.15
1.00
1.00
1.00
1.37
518.39
1293.75
0.37
51.23
225.00
+D+0.750L+0.750S+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.491
0.247
1.15
1.000
1.00
1.15
1.00
1.00
1.00
1.54
584.19
1190.25
0.58
51.23
207.00
Length = 6.250 ft
2
0.436
0.247
1.15
1.000
1.00
1.15
1.00
1.00
1.00
1.37
518.39
1190.25
0.37
51.23
207.00
+D+0.60W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.101
0.051
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.44
166.91
1656.00
0.16
14.64
288.00
Length = 6.250 ft
2
0.089
0.051
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.39
148.11
1656.00
0.11
14.64
288.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.353
0.178
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.54
584.19
1656.00
0.58
51.23
288.00
Length = 6.250 ft
2
0.313
0.178
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.37
518.39
1656.00
0.37
51.23
288.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.353
0.178
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.54
584.19
1656.00
0.58
51.23
288.00
Length = 6.250 ft
2
0.313
0.178
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.37
518.39
1656.00
0.37
51.23
288.00
+0.60D+0.60W+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.060
0.030
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.26
100.15
1656.00
0.10
8.78
288.00
Length = 6.250 ft
2
0.054
0.030
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.23
88.87
1656.00
0.06
8.78
288.00
+D+0.70E+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.101
0.051
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.44
166.91
1656.00
0.16
14.64
288.00
Length = 6.250 ft
2
0.089
0.051
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.39
148.11
1656.00
0.11
14.64
288.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.353
0.178
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.54
584.19
1656.00
0.58
51.23
288.00
Length = 6.250 ft
2
0.313
0.178
1.60
1.000
1.00
1.15
1.00
1.00
1.00
1.37
518.39
1656.00
0.37
51.23
288.00
+0.60D+0.70E+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length=15.750 ft
1
0.060
0.030
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.26
100.15
1656.00
0.10
8.78
288.00
Length = 6.250 ft
2
0.054
0.030
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.23
88.87
1656.00
0.06
8.78
288.00
Overall Maximum Deflections
Load Combination
Span
Max. %"
Defl
Location in Span
Load Combination
Max. °+° Defl
Location in
Span
+D+L+H
1
0.2667
7.303
0.0000
0.000
2
0.0000
7.303
+D+L+H
-0.0981
6.250
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Overall MINimum
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.750Lr+0.750L+0.450W+H
+D+0.750L+0.750S+0.450W+H
+0.60D+0.60W+0.60H
+D+0.70E+0.60H
+D+0.750L+0.750S+0.5250E+H
+0.60D+0.70E+H
D Only
Lr Only
L Only
S Only
W Only
E Only
H Only
Support 1 Support 2 Support 3
0.442 1.024
0.133 0.307
0.575 1.331
0.133 0.307
0.133 0.307
0.464 1.075
0.464 1.075
0.133 0.307
0.464 1.075
0.464 1.075
0.080 0.184
0.133 0.307
0.464 1.075
0.080 0.184
0.133 0.307
0.442 1.024
Title Block Line 1 Project Title: 29
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Title Block Line 6 Printed: 16 MAR 2020, 12:50PM
Steel Beam 18252 - Hyundai Sales Addition Edmonds WA\Engineering\Calculations\Other\18252-Hyundai Sales Addition.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
i.ii
DESCRIPTION: Girder for Ex South Office Floor
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis : Major Axis Bending
w8X28
Span - 19.0 ft
plied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weiqht NOT internally calculated and added
Uniform Load : D = 0.0150, L = 0.050 ksf, Tributary Width = 11.0 ft, (Office Floor)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
=
0.475 : 1 Maximum Shear Stress
Ratio =
0.148
: 1
Section used for this span
W8x28
Section used for this
span
W8x28
Ma: Applied
32.264 k-ft
Va : Applied
6.793
k
Mn / Omega: Allowable
67.864 k-ft
Vn/Omega :
Allowable
45.942
k
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
9.500ft
Location of maximum on span
0.000
ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.570 in Ratio =
399 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.741 in Ratio =
308 > 240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress
Ratios
Summary of Moment Values
Summary of Shear
Values
Segment Length Span #
M
V
Mmax + Mmax -
Ma Max Mnx Mnx/Omega
Cb
Rm
Va Max
Vnx Vnx/Omega
+D+H
Dsgn. L = 19.00 ft 1
0.110
0.034
7.45
7.45 113.33
67.86
1.00
1.00
1.57
68.91
45.94
+D+L+H
Dsgn. L = 19.00 ft 1
0.475
0.148
32.26
32.26 113.33
67.86
1.00
1.00
6.79
68.91
45.94
+D+Lr+H
Dsgn. L = 19.00 ft 1
0.110
0.034
7.45
7.45 113.33
67.86
1.00
1.00
1.57
68.91
45.94
+D+S+H
Dsgn. L = 19.00 ft 1
0.110
0.034
7.45
7.45 113.33
67.86
1.00
1.00
1.57
68.91
45.94
+D+0.750Lr+0.750L+H
Dsgn. L = 19.00 ft 1
0.384
0.119
26.06
26.06 113.33
67.86
1.00
1.00
5.49
68.91
45.94
+D+0.750L+0.750S+H
Dsgn. L = 19.00 ft 1
0.384
0.119
26.06
26.06 113.33
67.86
1.00
1.00
5.49
68.91
45.94
+D+0.60W+H
Dsgn. L = 19.00 ft 1
0.110
0.034
7.45
7.45 113.33
67.86
1.00
1.00
1.57
68.91
45.94
+D+0.750Lr+0.750L+0.450W+H
Dsgn. L = 19.00 ft 1
0.384
0.119
26.06
26.06 113.33
67.86
1.00
1.00
5.49
68.91
45.94
+D+0.750L+0.750S+0.450W+H
Dsgn. L = 19.00 ft 1
0.384
0.119
26.06
26.06 113.33
67.86
1.00
1.00
5.49
68.91
45.94
+0.60D+0.60W+0.60H
Dsgn. L = 19.00 ft 1
0.066
0.020
4.47
4.47 113.33
67.86
1.00
1.00
0.94
68.91
45.94
+D+0.70E+0.60H
Dsgn. L = 19.00 ft 1
0.110
0.034
7.45
7.45 113.33
67.86
1.00
1.00
1.57
68.91
45.94
+D+0. 750 L+0. 750 S+0. 5250 E+ H
Dsgn. L = 19.00 ft 1
0.384
0.119
26.06
26.06 113.33
67.86
1.00
1.00
5.49
68.91
45.94
Title Block Line 1
Project Title: 30
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Engineer:
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Title Block Line 6
Printed: 16 MAR 2020, 1
Steel Beam 18252 - Hyundai Sales Addition Edmonds WA1Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
DESCRIPTION: Girder for Ex South Office Floor
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
+0.60D+0.70E+H
Dsgn. L = 19.00 ft 1 0.066 0.020 4.47 4.47 113.33 67.86 1.00 1.00 0.94 68.91 45.94
Overall Maximum Deflections
Load Combination Span Max. "' Defl Location in Span Load Combination
+D+L+H
1
0.7411 9.554
Vertical Reactions
Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimum
6.793
6.793
Overall MINimum
0.941
0.941
+D+H
1.568
1.568
+D+L+H
6.793
6.793
+D+Lr+H
1.568
1.568
+D+S+H
1.568
1.568
+D+0.750Lr+0.750L+H
5.486
5.486
+D+0.750L+0.750S+H
5.486
5.486
+D+0.60W+H
1.568
1.568
+D+0.750Lr+0.750L+0.450W+H
5.486
5.486
+D+0.750L+0.750S+0.450W+H
5.486
5.486
+0.60D+0.60W+0.60H
0.941
0.941
+D+0.70E+0.60H
1.568
1.568
+D+0.750L+0.750S+0.5250E+H
5.486
5.486
+0.60D+0.70E+H
0.941
0.941
D Only
1.568
1.568
Lr Only
L Only
5.225
5.225
S Only
W Only
E Only
H Only
Max. "+" Defl Location in Span
0.0000 0.000
Values in KIPS
a FORTE"CM
MEMBER REPORT gPASSED
Storage Floor, Single Span
1 piece(s) it 7/8" TJI@ 560 @ 12" OC
Overall Length: 17' 3"
I 16 8'
it ❑2
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1236 @ 2 1/2"
1396 (2.25")
Passed (88%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1208 @ 3 1/2"
2050
Passed (59%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
5136 @ 8' 7 1/2"
9500
Passed (54%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.389 @ 8' 7 1/2"
0.561
Passed (L/519)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.451 @ 8' 7 1/2"
1 0.842
1 Passed (L/447)
1
1.0 D + 1.0 L (All Spans)
TJ-Pro'"" Rating
57
1 Any
I Passed
I
--
• Deflection criteria: LL (L/360) and TL (L/240).
• Top Edge Bracing (Lu): Top compression edge must be braced at 7' 9" o/c based on loads applied, unless detailed otherwise.
• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 1" o/c based on loads applied, unless detailed otherwise.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edger" Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProT"' Rating include: None.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Stud wall - SPF
3.50"
2.25"
1.75"
173
1078
1251
1 1/4" Rim Board
2 - Stud wall - SPF
3.50"
2.25"
1 1.75"
173
1078
1251
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 17' 3"
12"
20.0
125.0
Storage Load
System : Floor
Member Type : Joist
Building Use : Commercial
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/wGodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Jordan Clark
ARW Engineers
(801) 782-6008
jordanc@arwengineers.com
3/19/2020 12:33:00 AM UTC
ForteWEB v2.4, Engine: V8.0.1.4, Data: V7.3.2.0
Weyerhaeuser File Name: 18252-Hyundai Service Center
Page 2 / 3
a FORTE"CM
MEMBER REPORT gPASSED
Storage Floor, LVL End Beam
2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL @ 12" OC
Overall Length: 17' 7'
� � I
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
2210 @ 3 1/2"
3938 (1.50")
Passed (56%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1953 @ 1' 3 3/8"
7897
Passed (25%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
9393 @ 8' 9 1/2"
18562
Passed (51%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl.(in)
0.389 @ 8'9 1/2"
0.567
Passed (L/525)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.505 @ 8' 9 1/2"
1 0.850
1 Passed (L/404)
1
1.0 D + 1.0 L (All Spans)
TJ-Pro'"" Rating
62
1 Any
I Passed
I
--
• Deflection criteria: LL (L/360) and TL (L/240).
• Top Edge Bracing (Lu): Top compression edge must be braced at 15' 8" o/c based on loads applied, unless detailed otherwise.
• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' o/c based on loads applied, unless detailed otherwise.
• A 4% increase in the moment capacity has been added to account for repetitive member usage.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProT`° Rating include: None.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Hanger on Single 2X DF plate
3.50"
Hanger'
1.50"
528
1758
2286
See note'
2 - Hanger on Single 2X DF plate
3.50"
Hanger'
1 1.50"
528
1758
2286
See note'
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ' See Connector grid below for additional information and/or requirements.
System : Floor
Member Type : Joist
Building Use : Commercial
Building Code : IBC 2015
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1 - Top Mount Hanger
THA426
1.78"
4-10dx1.5
2-16d
6-16d
2 - Top Mount Hanger
THA426
1.78"
4-10dx1.5
2-16d
6-16d
Dead
Floor Live
Vertical Load
Location (Side)
Spacing
(0.90)
(1.00)
Comments
1 - Uniform (PLF)
0 to 17' 7"
N/A
60.0
200.0
Default Commercial
Load
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Jordan Clark
ARW Engineers
(801) 782-6008
jordanc@arwengineers.com
3/19/2020 12:33:00 AM UTC
ForteWEB v2.4, Engine: V8.0.1.4, Data: V7.3.2.0
Weyerhaeuser File Name: 18252-Hyundai Service Center
Page 3/3
33
18-Mar-20
Wood Stud Design Based
on IBC 2015 & 2015 N
PM
6:34 PM
ENGINEERS Version Date: August 22, 2018
JOB TITLE:
Hyundai Sales Additior
JOB #:
18252
WALL LOCATION:
North Office
ENGINEER:
JBC
This program will design a wood stud/column based upon
the compression and uniaxial bending interaction equation of the 2015 NDS Section
15.4 and the IBC 2015.
APPLIED VERTICAL LOADS
WALL WEIGHTS
UNIFORM SNOW:
0
plf
SELF WEIGHT: 10 psf
UNIFORM LIVE:
650
plf
FINISHES WEIGHT: 2 psf
UNIFORM DEAD:
195
plf
Ses: 0.844 g
DESIGN ROOF SNOW LOAD:
0
psf
Ie: 1
BUILDING ELEVATION:
353
ft.
APPLIED LATERAL LOADS
ALLOWABLE SOIL BEARING:
4000
psf
WIND (W): psf
OOP Deflection Limit -
SEISMIC (E):l 4.1 psf
IF YOU ARE DESIGNING ANYTHING OTHER THAN STUDS,
IE. TRIMMERS, KING STUDS, OR COLUMNS MARK
THIS CELL WITH AN "X'
O
STUD CHARACTERISTICS
REQUIRED FOOTING WIDTH: 2.0
ft (Footing sized for bearing only
NOMINAL STUD SIZE 2x4
b(in.)
d(in.)
STUD SIZE (actual) 1.5 X
3.5 SPACED AT i6
inches o.c.
STUD LENGTH 10 ft.
ECCENTRICITY 0.5
inches (at top of wall'
MATERIAL PROPERTIES
WALLSTUDS
BOTTOM PLATE
Material: DF No. 2
Material: DF No. 2
Fb 900 psi
f� = 230 psi
F� 1350 psi
F_'= 625 psi
O.K.
Em 580,000 psi
E= 1,600'000 psi
ANALYSIS E= 1,600,000 psi
bending CF 1.5 (12x4-.5, 2x6-1.3, 2x8-1.2, 4x4-1.5) Verify with table 4A - Not for engineered Iumb,
comp. CF 1.15 (2x4-1.15,
2x6-1.1, 2x8-1.05, 4x4-1.15) verify with table 4A- Not
for engineered lumb
Bending effective length
Compression effective length
unsupported length, .1
1 120
hf/df
= 34.29 in. unsupported length,f
120
kef =M15
unsupported length,„2
12
luA2=
8.00 in. unsupported length, ,,z
12
kez=
unbraced length, er
206.10
unbreced length, el
120.0
df =in.
unbraced length, a 24.06
unbreced length, ez
12.0 dz =in.
bending C,
1.15
(Gravity Load Combs.) Ief/df =
34.29
Wind bending Cr
1.5
(Only for Combs. Including Wind) Iez/dz=
8.00
Load Combination #1 D + L
(formula 16-9)
Cr= 1.15
Fba= 2171
fb=
0.0 psi
Co = 1
CL = 1.000
F�- =
1553 psi
Fb* = 1553 psi
Fb' = 1553 psi
FEE =
406 psi
Ra= 17.9
S,= 3.1 in'
Kf=
f� = 230 psi
381 psi
Cp =
0.245
Load at Base= 965 plf
C.S.R = 0.696 O.K.
Load Combination #2 D + S
(formula 16-10)
Cr= 1.15
Fbs= 2171
fb=
0.0 psi
Co = 0.9
CL = 1.000
F�* =
1397 psi
Fb* - 1397 psi
Fp = 1397 psi
FEE =
406 psi
Re= 17.9
S.= 3.1 in'
Kr=
f� = 65 psi
F.' = 378 psi
Co =
0.270
Load at Base= 315 plf
C.S.R = 0.078 O.K.
Load Combination#' D+0.75L+0.755
(formula 16-11)
Cr= 1.15
Fba= 2171
fb=
0.0 psi
Co = 0.9
CL = 1.000
F�* =
1397 psi
Fb* = 1397 psi
Fb' = 1397 psi
F. =
406 psi
Ra= 17.9
S.= 3.1 in'
Kf=
f� = 189 psi
F�= 378 psi
Cp =
0.270 in
Load at Base= 803 plf
C.S.R = 0.489 O.K.
Load Combination#4 D+0.6W
(formula 16-12)
OOP
Cr= 1.5
Fba= 2171
fb=
0.0 psi
Deflection
Co = 1.6
CL = 1
F�* =
2484 psi
0.42W
Fb* = 3240 psi
Fb' = 3240 psi
F. =
406 psi
0.001,
Ra= 17.9
S.= 3.1 in'
Kf=
#DIV/0!
f�= 65 psi
F�= 391 psi
Cp=
0.157 in
O.K.
Load at Base= 195 plf
C.S.R = 0.049 O.K.
Load Combination #: D + 0.7E
(formula 16-12)
OOP
Cr= 1.15
Fbs= 2171
fb=
185.2 psi
Deflection
Co = 1.6
CL = 1
F�* =
2484 psi
0.7E
Fb* - 2484 psi
Fe = 2484 psi
FEE =
406 psi
0.101,
Re= 17.9
S.= 3.1 in'
Kr=
U1210
f�= 65 psi
F�= 391 psi
Co=
0.157 in
O.K.
Load at Base= 195 plf
C.S.R = 0.144 O.K.
Load Combination#E D+0.75L+0.755+0.45W
(formula 16-13)
OOP
Cr= 1.5
Fba= 2171
fb=
0.0 psi
Deflection
Co = 1.6
CL = 1
F�* =
2484 psi
0.315W
Fb* = 3240 psi
Fb' = 3240 psi
F. =
406 psi
0.001,
Ra= 17.9
S.= 3.1 in'
Kf=
#DIV/0!
f�= 189 psi
F�= 391 psi
Cp=
0.157 in
O.K.
Load at Base= 803 plf
C.S.R = 0.336 O.K.
Load Combination#7 D+0.75L+IDS +0.75*0.7E
(formula 16-13)
snow load factor=
0.0 per exceptiol
OOP
Cr= 1.15
Fba= 2171
fb=
138.9 psi
Deflection
Co = 1.6
CL = 1
F�* =
2484 psi
0.525E
Fb* = 2484 psi
Fb' = 2484 psi
FEE =
406 psi
0.07"
Ra= 17.9
S.= 3.1 in'
Kf=
U1613
f�= 189 psi
F�= 391 psi
Cp=
0.157 in
O.K.
Load at Base= 803 plf
C.S.R = 0.472 O.K.
based on NDS equation 15.4-1:
n $enney
Current Date: 3/18/2020 6:41 PM
Units system: English
File name: Y:\Pro'ects 2018\18252
34
- Hyundai Sales Addition Edmonds WA\En ineerin \Calculations\RAM\Ent Portal Frame\Entry Portal Cantilever Steel Frames
tx
N7
\s�
p
X
m
ledgp
�
ur
NgS.
o �
a x
N3
'/'^Vlgress = 0.005]Kip/f12]
n
o
iN
o
oa
A
m
x
m
35
n Bentley°
Current Date: 3/18/2020 6:42 PM
Units system: English
File name: Y:\Projects 2018\18252 - Hyundai Sales Addition Edmonds WA\Engineering\Calculations\RAM\Entry Portal Frame\Entry Portal Cantilever Steel
Frame. retx
Analysis result
Reactions
My
Y -
T FY Mx
Fx
F��
M-�
Direction of positive forces and moments
Forces rKiol Moments [Kip*ftl
Node FX FY FZ MX MY MZ
Condition DL=Dead Load
1 0.41390 1.54632 0.00000 0.00000 0.00000-1.29089
5-0.41390 1.54632 0.00000 0.00000 0.00000 1.29089
-------------------------------------------------------------------------------------------------------------------------------------------------------------------------
SUM 0.00000 3.09264 0.00000 0.00000 0.00000 0.00000
Condition WL=Wind Load
1 0.00000 0.00000 2.62229 18.80610-3.21718 0.00000
5 0.00000 0.00000 2.62229 18.80610 3.21718 0.00000
SUM 0.00000 0.00000 5.24458 37.61220 0.00000 0.00000
Condition EQ=Seismic Load
1 0.00000 0.00000 0.57235 4.10997-0.70347 0.00000
5 0.00000 0.00000 0.57235 4.10997 0.70347 0.00000
SUM 0.00000 0.00000 1.14469 8.21994 0.00000 0.00000
Pagel
36
n Bentley°
Current Date: 3/18/2020 6:42 PM
Units system: English
File name: Y:\Projects 2018\18252 - Hyundai Sales Addition Edmonds WA\Engineering\Calculations\RAM\Entry Portal Frame\Entry Portal Cantilever Steel
Frame. retx
Analysis result
Nodal displacements envelope
Note.- Ic is the controlling load condition
Nodal displacements envelope for:
S1=DL
S2=DL+0.6WL
S3=DL+0.7EQ
S4=DL+0.525EQ
S5=0.6DL+0.6WL
S6=0.6DL+0.7EQ
Translation
Rotation
Node
X
Ic
Y
Ic
Z
Ic
Rx
Ic
Ry
Ic
Rz
Ic
[in]
[in]
[in]
[Rad]
[Rad]
[Rad]
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
1
Max
0.000
S1
0.000
S1
0.000
S1
0.00000
S1
0.00000
S1
0.00000
S1
Min
0.000
S1
0.000
S1
0.000
S1
0.00000
S1
0.00000
S1
0.00000
S1
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
3
Max
0.000
S1
0.000
S5
0.000
S1
0.00000
S1
0.00367
S2
-0.00048
S5
Min
0.000
S5
-0.001
S1
-0.483
S2
-0.00620
S2
0.00000
S1
-0.00081
S1
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
5
Max
0.000
S1
0.000
S1
0.000
S1
0.00000
S1
0.00000
S1
0.00000
S1
Min
0.000
S1
0.000
S1
0.000
S1
0.00000
S1
0.00000
S1
0.00000
S1
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
7
Max
0.000
S5
0.000
S5
0.000
S1
0.00000
S1
0.00000
S1
0.00081
S1
Min
0.000
S1
-0.001
S1
-0.483
S2
-0.00620
S2
-0.00367
S2
0.00048
S5
Pagel
37
n Bentley°
Current Date: 3/18/2020 6:43 PM
Units system: English
File name: Y:\Projects 2018\18252 - Hyundai Sales Addition Edmonds WA\Engineering\Calculations\RAM\Entry Portal Frame\Entry Portal Cantilever Steel
Frame. retx
Steel Code Check
Report: Concise
Members: Hot -rolled
Design code: AISC 360-2010 LRFD
Member 1 (Column)
Design status OK
Section information
Section name: HSS_SQR 6X6X3_8 (US)
Dimensions
110i
a =
6.000 [in] Height
b =
6.000 [in] Width
T =
0.349 [in] Thickness
Properties
Section properties
Unit
Major axis
Minor axis
Gross area of the section. (Ag)
[in2]
7.580
Moment of Inertia (local axes) (1)
[in4]
39.500
39.500
Moment of Inertia (principal axes) (I')
[in4]
39.500
39.500
Bending constant for moments (principal axis) (J')
[in]
0.000
0.000
Radius of gyration (local axes) (r)
[in]
2.283
2.283
Radius of gyration (principal axes) (r')
[in]
2.283
2.283
Saint-Venant torsion constant. (J)
[in4]
64.600
Section warping constant. (Cw)
[in6]
0.000
Distance from centroid to shear center (principal axis) (xo,yo)
[in]
0.000
0.000
Top elastic section modulus of the section (local axis) (Ssup)
[in3]
13.200
13.200
Bottom elastic section modulus of the section (local axis) (Sinf)
[in3]
13.200
13.200
Top elastic section modulus of the section (principal axis) (S'sup)
[in3]
13.200
13.200
Bottom elastic section modulus of the section (principal axis) (S'inf)
[in3]
13.200
13.200
Plastic section modulus (local axis) (Z)
[in3]
15.800
15.800
Plastic section modulus (principal axis) (Z')
[in3]
15.800
15.800
Polar radius of gyration. (ro)
[in]
3.225
Area for shear (Aw)
[in2]
3.457
3.457
Torsional constant. (C)
[in3]
22.122
Material : A500 GrC rectangular
Properties
Unit
Value
------------------------------------------------------------------------------------------------------------------------------------------
Yield stress (Fy):
[Kip/in2]
50.00
Tensile strength (Fu):
[Kip/in2]
62.00
Elasticity Modulus (E):
[Kip/in2]
29000.00
Shear modulus for steel (G):
------------------------------------------------------------------------------------------------------------------------------------------
[Kip/in2]
11153.85
DESIGN CRITERIA
Description
Unit
Value
------------------------------------------------------------------------------------------------------------------------------------------
Length for tension slenderness ratio (L)
[ft]
9.50
Pagel
38
Distance between member lateral bracing points
-------------------------------------------------------------------------------
Length (Lb) [ft]
Top Bottom
-------------------------------------------------------------------------------
9.50 9.50
-------------------------------------------------------------------------------
Laterally unbraced length
-------------------------------------------------------------------------------
Length [ft]
Major axis(L33) Minor axis(L22) Torsional axis(Lt)
-------------------------------------------------------------------------------
9.50 9.50 9.50
-------------------------------------------------------------------------------
Additional assumptions
Continuous lateral torsional restraint
Tension field action
Continuous flexural torsional restraint
Effective length factor value type
Major axis frame type
Minor axis frame type
DESIGN CHECKS
AXIAL TENSION DESIGN
Axial tension
Ratio 0.00
Capacity 341.10 [Kip]
Demand 0.00 [Kip]
-------------------------------------------------------------------------------
Intermediate results
-------------------------------------------------------------------------------
Factored axial tension capacitv(�Pn)
-------------------------------------------------------------------------------
AXIAL COMPRESSION DESIGN ,,
Compression in the major axis 33
Ratio 0.01
Capacity 284.24 [Kip]
Demand 2.16 [Kip]
-------------------------------------------------------------------------------
Intermediate results
-------------------------------------------------------------------------------
Section classification
Factored flexural buckling strength(�Pn33)
-------------------------------------------------------------------------------
Compression in the minor axis 22
Ratio 0.01
Capacity 284.24 [Kip]
Demand 2.16 [Kip]
-------------------------------------------------------------------------------
Intermediate results
-------------------------------------------------------------------------------
Section classification
Factored flexural buckling strength(�Pn22)
-------------------------------------------------------------------------------
FLEXURAL DESIGN
Bending about major axis. M33
Effective length factor
Major axis(K33) Minor axis(K22) Torsional axis(Kt)
•---------------------------------------------------------------------------------
1.0 1.0 1.0
No
No
No
None
Sway
Sway
Reference
Eq. Sec. D2
Ctrl Eq.
D1 at 0.00%
------------------------------------------------------------
Unit
------------------------------------------------------------
Value Reference
[Kip]
------------------------------------------------------------
341.10 Eq. Sec. D2
Reference
Sec. E1
Ctrl Eq.
D1 at 0.00%
------------------------------------------------------------
Unit
------------------------------------------------------------
Value Reference
[Kip]
284.24 Sec. E1
Reference Sec. E1
Ctrl Eq. D1 at 0.00%
-----------------------------------------------------------
Unit Value Reference
-----------------------------------------------------------
[Kip] 284.24 Sec. E1
Paget
39
Ratio
0.06
Capacity
59.25 [Kip*ft]
Reference
Sec. F1
Demand
-3.70 [Kip*ft]
Ctrl Eq.
D1 at 100.00%
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value
Reference
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Section classification
Factored yielding strength(�Mn)
----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip*ft]
59.25
Sec. F1
Bending about minor axis, M22
Ratio
0.32
Capacity
59.25 [Kip*ft]
Reference
Sec. F1
Demand
18.91 [Kip*ft]
Ctrl Eq.
D3 at 0.00%
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value
Reference
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Section classification
Factored yielding strength(�Mn)
----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip*ft]
59.25
Sec. F1
DESIGN FOR SHEAR
Shear in major axis 33
Ratio
0.03
Capacity
93.34 [Kip]
Reference
Sec. G1
Demand
2.62 [Kip]
Ctrl Eq.
D3 at 0.00%
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value
Reference
Factored shear capacity(�Vn)
----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
93.34
Sec. G1
Shear in minor axis 22
Ratio
0.01
Capacity
93.34 [Kip]
Reference
Sec. G1
Demand
-0.58 [Kip]
Ctrl Eq.
D1 at 0.00%
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value
Reference
Factored shear capacitv(�Vn)
----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
93.34
Sec. G1
TORSION DESIGN
Torsion
Ratio
0.06
Capacity
49.77 [Kip*ft]
Reference
Eq. H3-1
Demand
3.22 [Kip*ft]
Ctrl Eq.
D3 at 0.00%
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value
Reference
Factored torsion capacity(�Tn)
----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip*ft]
49.77
Eq. H3-1
COMBINED ACTIONS DESIGN
If
Combined flexure and axial compression
..................................................................................................................................................................................
Ratio
0.35
Ctrl Eq.
..................................................................................................................................................................................
D3 at 0.00%
Reference
Eq. HI -lb
Page3
40
Intermediate results Unit Value Reference
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Interaction of flexure and axial force 0.35 Eq. H1-1 b
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Combined flexure and axial tension
..................................................................................................................................................................................
Ratio 0.35
Ctrl Eq. D3 at 0.00% Reference Eq. H1-1b
Intermediate results Unit Value Reference
Combined flexure and axial compression about local axis
Ratio N/A
Ctrl Eq.
..................................................................................................................................................................................
Reference
Combined flexure and axial tension about local axis
..................................................................................................................................................................................
Ratio N/A
Ctrl Eq.
..................................................................................................................................................................................
Reference
Combined torsion, flexure, shear and axial compression
..................................................................................................................................................................................
Ratio N/A
Ctrl Eq.
..................................................................................................................................................................................
Reference
Combined torsion, flexure, shear and axial tension
..................................................................................................................................................................................
Ratio N/A
Ctrl Eq.
..................................................................................................................................................................................
Reference
Member 2 (Column)
Design status OK
Section name: HSS_SQR 6X6X3_8 (US)
Dimensions
------------------------------
It
1,10!
a = 6.000
b = 6.000
T = 0.349
Properties
[in] Height
[in] Width
[in] Thickness
Section information
Section properties
Unit
Major axis
Minor axis
Gross area of the section. (Ag)
[in2]
7.580
Moment of Inertia (local axes) (1)
[in4]
39.500
39.500
Moment of Inertia (principal axes) (I')
[in4]
39.500
39.500
Bending constant for moments (principal axis) (J')
[in]
0.000
0.000
Radius of gyration (local axes) (r)
[in]
2.283
2.283
Radius of gyration (principal axes) (r')
[in]
2.283
2.283
Saint-Venant torsion constant. (J)
[in4]
64.600
Section warping constant. (Cw)
[in6]
0.000
Distance from centroid to shear center (principal axis) (xo,yo)
[in]
0.000
0.000
Top elastic section modulus of the section (local axis) (Ssup)
[in3]
13.200
13.200
Page4
41
Bottom elastic section modulus of the section (local axis) (Sint)
Top elastic section modulus of the section (principal axis) (S'sup)
Bottom elastic section modulus of the section (principal axis) (S'inf)
Plastic section modulus (local axis) (Z)
Plastic section modulus (principal axis) (Z')
Polar radius of gyration. (ro)
Area for shear (Aw)
Torsional constant. (C)
Material : A500 GrC rectangular
Properties
------------------------------------------------------------------------------------------
Yield stress (Fy):
Tensile strength (Fu):
Elasticity Modulus (E):
Shear modulus for steel (G):
DESIGN CRITERIA
Description
---------------------------------------------------------------------
Length for tension slenderness ratio (L)
Distance between member lateral bracing points
---------------------------------------------------------------------
Length (Lb) [ft]
Top Bottom
---------------------------------------------------------------------
9.50 9.50
[in3]
13.200
13.200
[in3]
13.200
13.200
[in3]
13.200
13.200
[in3]
15.800
15.800
[in3]
15.800
15.800
[in]
3.225
[in2]
3.457
3.457
[in3]
22.122
Unit Value
[Kip/in2] 50.00
[Kip/in2] 62.00
[Kip/in2] 29000.00
[Kip/in2] 11153.85
Unit Value
----------------------------------
[ft] 9.50
Laterally unbraced length
----------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Length [ft] Effective length factor
Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt)
----------------------------------------------------------------------------------------------------------------------------------------------------------------------------
9.50 9.50 9.50 1.0 1.0 1.0
Additional assumptions
Continuous lateral torsional restraint
No
Tension field action
No
Continuous flexural torsional restraint
No
Effective length factor value type
None
Major axis frame type
Sway
Minor axis frame type
Sway
DESIGN CHECKS
AXIAL TENSION DESIGN
Axial tension
Ratio
Capacity 341.10 [Kip] Reference Eq. Sec. D2
Demand 0.00 [Kip] Ctrl Eq. D1 at 0.00%
Intermediate results Unit Value Reference
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
Factored axial tension capacitv(�Pn) [Kip] 341.10 Eq. Sec. D2
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
AXIAL COMPRESSION DESIGN
Compression in the major axis 33
Ratio 0.01
Capacity 284.24 [Kip] Reference Sec. E1
Demand 2.16 [Kip] Ctrl Eq. D1 at 0.00%
Pages
42
Intermediate results
-------------------------------------------------------------
Section classification
Factored flexural buckling strength(�Pn33)
-------------------------------------------------------------
Compression in the minor axis 22
Ratio 0.01
Capacity 284.24 [Kip]
Demand 2.16 [Kip]
-------------------------------------------------------------
Intermediate results
-------------------------------------------------------------
Section classification
Factored flexural buckling strength(�Pn22)
-------------------------------------------------------------
FLEXURAL DESIGN
Bending about major axis. M33
Ratio 0.06
Capacity 59.25 [Kip*ft]
Demand 3.70 [Kip'ft]
-------------------------------------------------------------
Intermediate results
-------------------------------------------------------------
Section classification
Factored yielding strength(�Mn)
-------------------------------------------------------------
Bending about minor axis. M22
Ratio 0.32
Capacity 59.25 [Kip*ft]
Demand 18.91 [Kip'ft]
-------------------------------------------------------------
Intermediate results
-------------------------------------------------------------
Section classification
Factored yielding strength(�Mn)
-------------------------------------------------------------
DESIGN FOR SHEAR
Shear in major axis 33
Ratio 0.03
Capacity 93.34 [Kip]
Demand 2.62 [Kip]
-------------------------------------------------------------
Intermediate results
-------------------------------------------------------------
Factored shear capacity(�Vn)
-------------------------------------------------------------
Shear in minor axis 22
Ratio 0.01
Capacity 93.34 [Kip]
Demand 0.58 [Kip]
-------------------------------------------------------------
Intermediate results
-------------------------------------------------------------
Factored shear capacitv(�Vn)
J
J
Unit
-----------------------------------------------------------
Value
Reference
[Kip]
-----------------------------------------------------------
284.24
Sec. E1
Reference
Sec. E1
Ctrl Eq.
D1 at 0.00%
-----------------------------------------------------------
Unit
-----------------------------------------------------------
Value
Reference
[Kip]
284.24
Sec. E1
Reference
Sec. F1
Ctrl Eq.
D1 at 100.00%
-----------------------------------------------------------
Unit
-----------------------------------------------------------
Value
Reference
[Kip*ft]
-----------------------------------------------------------
59.25
Sec. F1
Reference
Sec. F1
Ctrl Eq.
D3 at 0.00%
-----------------------------------------------------------
Unit
-----------------------------------------------------------
Value
Reference
[Kip*ft]
59.25
Sec. F1
Reference
Sec. G1
Ctrl Eq.
D5 at 0.00%
-----------------------------------------------------------
Unit
-----------------------------------------------------------
Value Reference
[Kip]
-----------------------------------------------------------
93.34 Sec. G1
Reference
Sec. G1
Ctrl Eq.
D1 at 0.00%
-----------------------------------------------------------
Unit
-----------------------------------------------------------
Value Reference
[Kip]
93.34 Sec. G1
Page6
43
TORSION DESIGN
Torsion
Ratio
Capacity
Demand
0.06
49.77 [Kip*ft]
-3.22 [Kip'ft]
J
Reference Eq. H3-1
Ctrl Eq. D3 at 0.00%
Intermediate results Unit Value Reference
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Factored torsion capacity(�Tn) [Kip'ft] 49.77 Eq. H3-1
----------------------------------------------------------------------------------------------------------------------------------------------------------------
COMBINED ACTIONS DESIGN
Combined flexure and axial compression
..................................................................................................................................................................................
Ratio 0.35
Ctrl Eq. D3 at 0.00% Reference Eq. HI -lb
..................................................................................................................................................................................
Intermediate results Unit Value Reference
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Interaction of flexure and axial force 0.35 Eq. H1-1 b
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Combined flexure and axial tension
..................................................................................................................................................................................
Ratio 0.35
Ctrl Eq. D3 at 0.00% Reference Eq. HI -lb
..................................................................................................................................................................................
Intermediate results
Combined flexure and axial compression about local axis
Unit Value Reference
Ratio N/A
Ctrl Eq.
..................................................................................................................................................................................
Reference
Combined flexure and axial tension about local axis
..................................................................................................................................................................................
Ratio N/A
Ctrl Eq.
..................................................................................................................................................................................
Reference
Combined torsion, flexure, shear and axial compression
..................................................................................................................................................................................
Ratio N/A
Ctrl Eq.
..................................................................................................................................................................................
Reference
Combined torsion, flexure, shear and axial tension
..................................................................................................................................................................................
Ratio N/A
Ctrl Eq.
..................................................................................................................................................................................
Reference
Member 4 (Header)
Design status OK
Section name: HSS_SQR 4X4X1_4 (US)
Section information
Page7
44
Dimensions
---------------------------------------------------------------
a
b
a = 4.000
[in] Height
b = 4.000
[in] Width
T = 0.233
[in] Thickness
Properties
Section properties
Gross area of the section. (Ag)
Moment of Inertia (local axes) (1)
Moment of Inertia (principal axes) (I')
Bending constant for moments (principal axis) (Y)
Radius of gyration (local axes) (r)
Radius of gyration (principal axes) (r')
Saint-Venant torsion constant. (J)
Section warping constant. (Cw)
Distance from centroid to shear center (principal axis) (xo,yo)
Top elastic section modulus of the section (local axis) (Ssup)
Bottom elastic section modulus of the section (local axis) (Sinf)
Top elastic section modulus of the section (principal axis) (S'sup)
Bottom elastic section modulus of the section (principal axis) (S'inf)
Plastic section modulus (local axis) (Z)
Plastic section modulus (principal axis) (Z')
Polar radius of gyration. (ro)
Area for shear (Aw)
Torsional constant. (C)
Material : A500 GrC rectangular
Properties
Yield stress (Fy):
Tensile strength (Fu):
Elasticity Modulus (E):
Shear modulus for steel (G):
DESIGN CRITERIA
Description
---------------------------------------------------------------------
Length for tension slenderness ratio (L)
Distance between member lateral bracing points
---------------------------------------------------------------------
Length (Lb) [ft]
Top Bottom
---------------------------------------------------------------------
15.00 15.00
Laterally unbraced length
-------------------------------------------------------------------------------
Length [ft]
Major axis(L33) Minor axis(L22) Torsional axis(Lt)
-------------------------------------------------------------------------------
15.00 15.00 15.00
Additional assumptions
Continuous lateral torsional restraint
Tension field action
Continuous flexural torsional restraint
Effective length factor value type
Major axis frame type
Minor axis frame type
Unit
[in2]
[in4]
[in4]
[in]
[in]
[in]
[in4]
[in6]
[in]
[in3]
[in3]
[in3]
[in3]
[in3]
[in3]
[in]
[in2]
[in3]
Unit
[Kip/in2]
[Kip/in2]
[Kip/in2]
[Kip/in2]
Unit
[ft]
Major axis(K33)
----------------------
1.0
Major axis
Minor axis
3.370
7.800
7.800
7.800
7.800
0.000
0.000
1.521
1.521
1.521
1.521
12.800
0.000
0.000
0.000
3.900
3.900
3.900
3.900
3.900
3.900
3.900
3.900
4.700
4.700
4.700
4.700
2.150
1.538
1.538
6.563
Value
50.00
62.00
29000.00
11153.85
Value
15.00
Effective length factor
Minor axis(K22)
------------------------------
1.0
No
No
No
None
Sway
Sway
Torsional axis(Kt)
---------------------
1.0
Page8
45
DESIGN CHECKS
AXIAL TENSION DESIGN
Axial tension
Ratio 0.00
Capacity 151.65 [Kip]
Reference
Eq. Sec. D2
Demand 0.00 [Kip]
Ctrl Eq.
D1 at 0.00%
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value Reference
Factored axial tension capacity(�Pn)
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
151.65 Eq. Sec. D2
AXIAL COMPRESSION DESIGN If
Compression in the major axis 33
Ratio 0.01
Capacity 54.39 [Kip]
Reference
Sec. E1
Demand 0.58 [Kip]
Ctrl Eq.
D1 at 0.00%
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value Reference
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
Section classification
Factored flexural buckling strength(�Pn33)
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
54.39 Sec. E1
Compression in the minor axis 22
Ratio 0.01
Capacity 54.39 [Kip]
Reference
Sec. E1
Demand 0.58 [Kip]
Ctrl Eq.
D1 at 0.00%
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value Reference
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
Section classification
Factored flexural buckling strength(�Pn22)
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
54.39 Sec. E1
FLEXURAL DESIGN
Bending about major axis, M33
Ratio 0.21
Capacity 17.63 [Kip'ft]
Reference
Sec. F1
Demand 3.70 [Kip*ft]
Ctrl Eq.
D1 at 0.00%
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value Reference
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
Section classification
Factored vieldinq strength(�Mn)
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip'ft]
17.63 Sec. F1
Bending about minor axis, M22
Ratio 0.21
Capacity 17.63 [Kip'ft]
Reference
Sec. F1
Demand -3.73 [Kip*ft]
Ctrl Eq.
D5 at 50.00%
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value Reference
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
Section classification
Factored vieldinq strength(�Mn)
-----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip'ft]
17.63 Sec. F1
DESIGN FOR SHEAR v
Page9
46
Shear in major axis 33
Ratio
0.04
Capacity
41.53 [Kip]
Reference
Sec. G1
Demand
1.64 [Kip]
Ctrl Eq.
D3 at 0.00%
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value
Reference
Factored shear capacity(�Vn)
----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
41.53
Sec. G1
Shear in minor axis 22
Ratio
0.04
Capacity
41.53 [Kip]
Reference
Sec. G1
Demand
-1.52 [Kip]
Ctrl Eq.
D1 at 100.00%
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value
Reference
Factored shear capacitv(�Vn)
----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip]
41.53
Sec. G1
TORSION DESIGN
Torsion
Ratio
0.00
Capacity
14.77 [Kip*ft]
Reference
Eq. H3-1
Demand
0.00 [Kip'ft]
Ctrl Eq.
D3 at 0.00%
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Unit
Value
Reference
Factored torsion capacity(�Tn)
----------------------------------------------------------------------------------------------------------------------------------------------------------------
[Kip`ft]
14.77
Eq. H3-1
COMBINED ACTIONS DESIGN
If
Combined flexure and axial compression
..................................................................................................................................................................................
Ratio
0.37
Ctrl Eq.
..................................................................................................................................................................................
D3 at 100.00%
Reference
Eq. H1-1b
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value
Reference
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Interaction of flexure and axial force
----------------------------------------------------------------------------------------------------------------------------------------------------------------
0.37
Eq. H1-1 b
Combined flexure and axial tension
..................................................................................................................................................................................
Ratio
0.36
Ctrl Eq.
..................................................................................................................................................................................
D3 at 100.00%
Reference
Eq. H1-1b
----------------------------------------------------------------------------------------------------------------------------------------------------------------
Intermediate results
Unit
Value
Reference
Combined flexure and axial compression about local axis
Page10
Combined torsion, flexure, shear and axial compression
47
..................................................................................................................................................................................
Ratio N/H
Ctrl Eq. -- Reference
..................................................................................................................................................................................
Combined torsion, flexure, shear and axial tension
..................................................................................................................................................................................
Ratio N/A
Ctrl Eq. Reference
..................................................................................................................................................................................
Pagell
Title Block Line 1 Project Title: 48
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General Footing 18252-Hyundai Sales Addition Edmonds WA\Engineering\Calculationsl0ther118252-Hyundai Sales Addition.ec6
g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24
i.0i
DESCRIPTION: Cantilevered Column Footing
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2015
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
3.0 ksi
Allowable Soil Bearing =
4.0 ksf
fy : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight =
Yes
Ec : Concrete Elastic Modulus =
3,122.02 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
cp Values Flexure =
0.90
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
2.0 ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.0 : 1
Min. Sliding Safety Factor
= 1.0 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
Yes
when max. length or width is greater than
=
ft
Use Pedestal wt for stability, mom & shear
Yes
Dimensions
Width parallel to X-X Axis =
5.250 ft
Length parallel to Z-Z Axis =
5.0 ft
z
Footing Thickness =
12.0 in
t J
Pedestal dimensions...
px : parallel to X-X Axis =
pz : parallel to Z-Z Axis =_
Height
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
Reinforcing
Bars parallel to X-X Axis
12.0 in
12.0 in
2.0 in
3.0 in
Number of Bars - 5.0
Reinforcing Bar Size = # 5
Bars parallel to Z-Z Axis
Number of Bars = 5.0
Reinforcing Bar Size = # 5
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
Bars along Z-Z Axis
# Bars required within zone 97.6 %
# Bars required on each side of zone 2.4 %
Applied Loads
D
P : Column Load = 1.550
OB : Overburden =
M-xx =
M-zz =
V-x = 0.2630
V-z =
x
--------------
Lr L S W E
X
■
0
0.0 0.0 0.0 k
ksf
18.80 4.10 k-ft
k-ft
0.3520 1.690 1.880 k
k
Title Block Line 1 Project Title: 49
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using the "Settings" menu item Project ID:
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Title Block Line 6 Printed: 18 MAR 2020, 6:51 PM
General Footing 18252-Hyundai Sales Addition Edmonds WA\Engineering\Calculationsl0ther118252-Hyundai SalesAddition.ec6
g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24
i.00
DESCRIPTION: Cantilevered Column Footing
DESIGN SUMMARY - •
Min. Ratio Item Applied Capacity Governing Load Combination
PASS
0.7344
Soil Bearing
3.044 ksf
4.145 ksf
+0.60D+0.60W about X-X axis
PASS
1.085
Overturning - X-X
11.280 k-ft
12.237 k-ft
+0.60D+0.60W
PASS
9.399
Overturning - Z-Z
1.367 k-ft
12.849 k-ft
+0.60D+0.60W
PASS
2.269
Sliding - X-X
1.474 k
3.343 k
+0.60D+0.70E
PASS
n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS
n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS
0.03137
Z Flexure (+X)
0.3805 k-ft/ft
12.131 k-ft/ft
+1.369D+0.70S+E
PASS
0.0230
Z Flexure (-X)
0.2790 k-ft/ft
12.131 k-ft/ft
+1.369D+0.70S-E
PASS
0.1759
X Flexure (+Z)
2.036 k-ft/ft
11.573 k-ft/ft
+1.20D+W
PASS
0.1759
X Flexure (-Z)
2.036 k-ft/ft
11.573 k-ft/ft
+1.20D-W
PASS
0.02612
1-way Shear (+X)
2.146 psi
82.158 psi
+1.369D+0.70S+E
PASS
0.01911
1-way Shear (-X)
1.570 psi
82.158 psi
+1.369D+0.70S-E
PASS
0.1504
1-way Shear (+Z)
12.360 psi
82.158 psi
+1.20D+W
PASS
0.1504
1-way Shear (-Z)
12.360 psi
82.158 psi
+1.20D-W
PASS
0.04273
2-way Punching
7.020 psi
164.317 psi
+0.90D+W