REVIEWED BLD BLD2021-0332+Structural_Analysis_or_Calculations+3.5.2021_12.25.57_PM+2078373BURT
ENGINEERING
Structural Calculations
Thompson Residence
934 Maple St
Edmonds, WA 98020
BE Project # 21026
February 26, 2021
2018 International Building Code
18530 MERIDIAN AVE N.
SHORELINE. WA 98133
BURT
ENGINEERING
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BURT ENGINEERING PLLC
18530 Meridian Ave N
Shoreline, WA 98133
206-779-6856
cb@burtengineering.com
Wood Beam
DESCRIPTION: kitchen area beam
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Project Title:
Engineer:
Project ID:
Project Descr:
Analysis Method:
Allowable Stress Design Fb +
Load Combination
ASCE 7-16 Fb -
Fc - Prll
Wood Species
: DF/DF Fc - Perp
Wood Grade
: 24F-V4 Fv
Ft
Beam Bracing
: Beam is Fully Braced against lateral -torsional buckling
15) S(0.25
3.5x12
Span = 15.50 ft
Software
Printed: 24 FEB 2021, 11:28PM
File: Thompson.ec6
.C. INC. 1983-2020. Build:12.20.8.17
2,400.0 psi E : Modulus of Elasticity
1,850.0 psi
Ebend- xx
1,800.0 ksi
1,650.0 psi
Eminbend - xx
950.0 ksi
650.0 psi
Ebend- yy
1,600.0 ksi
265.0 psi
Eminbend - yy
850.0 ksi
1,100.0 psi
Density
31.210 pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width =10.0 ft, (roof)
Maximum Bending Stress Ratio =
0.6221 Maximum Shear Stress Ratio
=
0.318 : 1
Section used for this span
3.5x12
Section used for this span
3.5x12
fb: Actual =
1,716.07psi
fv: Actual
=
96.98 psi
Fb: Allowable =
2,760.00 psi
Fv: Allowable
=
304.75 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
7.750ft
Location of maximum on span
=
14.538 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.360 in Ratio =
516 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.576 in Ratio =
322 >=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
C d
C FN C i Cr C m
C t C L M fb
F'b V
fv F'v
D Only
0.00 0.00
0.00 0.00
Length =15.50 ft 1 0.298 0.152
0.90
1.000 1.00 1.00 1.00
1.00 1.00 4.50 643.53
2160.00 1.02
36.37 238.50
+D+S
1.000 1.00 1.00 1.00
1.00 1.00
0.00 0.00
0.00 0.00
Length =15.50 ft 1 0.622 0.318
1.15
1.000 1.00 1.00 1.00
1.00 1.00 12.01 1,716.07
2760.00 2.72
96.98 304.75
+D+0.750S
1.000 1.00 1.00 1.00
1.00 1.00
0.00 0.00
0.00 0.00
Length =15.50 ft 1 0.525 0.268
1.15
1.000 1.00 1.00 1.00
1.00 1.00 10.14 1,447.94
2760.00 2.29
81.82 304.75
+0.60D
1.000 1.00 1.00 1.00
1.00 1.00
0.00 0.00
0.00 0.00
Length =15.50 ft 1 0.101 0.051
1.60
1.000 1.00 1.00 1.00
1.00 1.00 2.70 386.12
3840.00 0.61
21.82 424.00
Overall Maximum Deflections
Load Combination Span
Max. ""
Defl Location in Span
Load Combination
Max. "+" Defl
Location in Span
+D+S 1
0.5760 7.807
0.0000
0.000
BURT ENGINEERING PLLC
18530 Meridian Ave N
Shoreline, WA 98133
206-779-6856
cb@burtengineering.com
Wood Beam
DESCRIPTION: kitchen area beam
Vertical Reactions
Load Combination
Project Title:
Engineer:
Project ID:
Project Descr:
Support notation : Far left is #1
Support 1 Support 2
Overall MINimum
1.938
1.938
D Only
1.163
1.163
+D+S
3.100
3.100
+D+0.750S
2.616
2.616
+0.60D
0.698
0.698
S Only
1.938
1.938
Software
Printed: 24 FEB 2021, 11:28PM
INC. 1983-2020. Build:12.20.8.17
Values in KIPS
BURT ENGINEERING PLLC
18530 Meridian Ave N
Shoreline, WA 98133
206-779-6856
cb@burtengineering.com
Wood Beam
DESCRIPTION: floor cant supports roof
CODE REFERENCES
Project Title:
Engineer:
Project ID:
Project Descr:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
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.1 Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
D(1.16)IS(1.94)
6x8 6x8
Software
1,000.0 psi
1,000.0 psi
1,500.0 psi
625.0 psi
180.0 psi
675.0 psi
.08
= 1.250 ft Span = 10.0 ft
Applied Loads
Load for Span Number 1
Point Load : D=1.160, S = 1.940 k @ 0.0 ft
Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 2.0 f1
Load for Span Number 2
Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 2.0 f1
DESIGN SUMMARY
Printed: 24 FEB 2021, 11:35PM
File: Thompson.ec6
.C. INC. 1983-2020. Build:12.20.8.17
E : Modulus of Elasticity
Ebend- xx 1,700.0 ksi
Eminbend - xx 620.0 ksi
Density 31.210 pcf
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
=
0.788: 1
Maximum Shear Stress Ratio
=
0.547 : 1
Section used for this span
6x8
Section used for this span
6x8
fb: Actual
=
906.18 psi
fv: Actual
=
113.28 psi
Fb: Allowable
=
1,150.00psi
Fv: Allowable
=
207.00 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
=
1.250ft
Location of maximum on span
=
0.628 ft
Span # where maximum occurs
=
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.060 in
Ratio =
500>=360
Max Upward Transient Deflection
-0.083 in
Ratio =
1446>=360
Max Downward Total Deflection
0.089 in
Ratio =
334>=180
Max Upward Total Deflection
-0.117 in
Ratio =
1024>=180
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
F'b
V
fv F'v
D Only
0.00
0.00
0.00 0.00
Length =1.250 ft 1 0.380
0.264
0.90
1.000 1.00
1.00 1.00
1.00 1.00 1.47 341.82
900.00
1.18
42.73 162.00
Length =10.0 ft 2 0.380
0.264
0.90
1.000 1.00
1.00 1.00
1.00 1.00 1.47 341.82
900.00
0.25
42.73 162.00
+D+L
1.000 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length =1.250 ft 1 0.356
0.248
1.00
1.000 1.00
1.00 1.00
1.00 1.00 1.53 356.36
1000.00
1.23
44.56 180.00
Length =10.0 ft 2 0.356
0.248
1.00
1.000 1.00
1.00 1.00
1.00 1.00 1.53 356.36
1000.00
0.61
44.56 180.00
+D+S
1.000 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length =1.250 ft 1 0.788
0.547
1.15
1.000 1.00
1.00 1.00
1.00 1.00 3.89 906.18
1150.00
3.12
113.28 207.00
Length =10.0 ft 2 0.788
0.547
1.15
1.000 1.00
1.00 1.00
1.00 1.00 3.89 906.18
1150.00
0.49
113.28 207.00
+D+0.750L
1.000 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
BURT ENGINEERING PLLC
Project Title:
18530 Meridian Ave N
Engineer:
Shoreline, WA 98133
Project ID:
206-779-6856
Project Descr:
cb@burtengineering.com
Printed: 24 FEB 2021, 11:35PM
Wood Beam
File: Thompson.ec6
Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.17
DESCRIPTION: floor cant supports roof
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 F'v
Length =1.250 ft 1
0.282 0.196
1.25
1.000
1.00
1.00
1.00
1.00 1.00
1.52
352.73
1250.00
1.21
44.10 225.00
Length =10.0 ft 2
0.282 0.196
1.25
1.000
1.00
1.00
1.00
1.00 1.00
1.52
352.73
1250.00
0.52
44.10 225.00
+D+0.750L+0.750S
1.000
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length =1.250 ft 1
0.675 0.469
1.15
1.000
1.00
1.00
1.00
1.00 1.00
3.33
776.00
1150.00
2.67
97.01 207.00
Length =10.0 ft 2
0.675 0.469
1.15
1.000
1.00
1.00
1.00
1.00 1.00
3.33
776.00
1150.00
0.70
97.01 207.00
+0.60D
1.000
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length =1.250 ft 1
0.128 0.089
1.60
1.000
1.00
1.00
1.00
1.00 1.00
0.88
205.09
1600.00
0.71
25.64 288.00
Length =10.0 ft 2
0.128 0.089
1.60
1.000
1.00
1.00
1.00
1.00 1.00
0.88
205.09
1600.00
0.15
25.64 288.00
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. °+° Defl Location in Span
+D+S
1 0.0894 0.000 0.0000 0.000
2 0.0000 0.000 +D+S-0.1172 4.134
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2 Support 3
Overall MAXimum
3.639 0.394
Overall MINimum
2.183 -0.243
D Only
1.457 -0.027
+D+L
1.963 0.367
+D+S
3.639 -0.269
+D+0.750L
1.837 0.268
+D+0.750L+0.750S
3.473 0.087
+0.60D
0.874 -0.016
L Only
0.506 0.394
S Only
2.183 -0.243
BURT ENGINEERING PLLC
18530 Meridian Ave N
Shoreline, WA 98133
206-779-6856
cb@burtengineering.com
Wood Beam
DESCRIPTION: Exist floor girder
CODE REFERENCES
Project Title:
Engineer:
Project ID:
Project Descr:
Software
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb + 1,350.0 psi
Load Combination ASCE 7-16 Fb - 1,350.0 psi
Fc - Prll 925.0 psi
Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi
Wood Grade : No.1 Fv 170.0 psi
Ft 675.0 psi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
6x10
Span = 8.330 ft
Printed: 26 FEB 2021, 2:44AM
File: Thompson.ec6
INC. 1983-2020. Build:12.20.8.17
E : Modulus of Elasticity
Ebend- xx 1,600.0 ksi
Eminbend - xx 580.0 ksi
Density
24
6xl0
Span = 7.667 ft
31.210 pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.080 ksf, Tributary Width = 0.0 ft, (wall)
Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 6.0 ft, (floor)
Load for Span Number 2
Point Load : D=1.460, L = 0.510, S = 2.180 k @ 2.50 ft, (cant. reaction near midspan)
Uniform Load : D = 0.080 ksf, Tributary Width = 0.0 ft, (wall)
Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 6.0 ft, (floor)
Maximum Bending Stress Ratio =
0.4231 Maximum Shear Stress Ratio
= 0.541 : 1
Section used for this span
6x10
Section used for this span
6x10
fb: Actual =
657.27psi
fv: Actual
= 105.82 psi
Fb: Allowable =
1,552.50psi
Fv: Allowable
= 195.50 psi
Load Combination
+D+0.750L+0.750S
Load Combination
+D+0.750L+0.750S
Location of maximum on span =
2.527ft
Location of maximum on span
= 8.330 ft
Span # where maximum occurs =
Span # 2
Span # where maximum occurs
= Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.033 in Ratio =
2806>=360
Max Upward Transient Deflection
-0.018 in Ratio =
5505>=360
Max Downward Total Deflection
0.063 in Ratio =
1467>=180
Max Upward Total Deflection
-0.025 in Ratio =
3924>=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
F'b
V
fv
F'v
D Only
0.00
0.00
0.00
0.00
Length = 8.330 ft
1
0.187
0.264
0.90
1.000
1.00
1.00
1.00
1.00
1.00
1.57
227.08
1215.00
1.41
40.44
153.00
Length = 7.667 ft
2
0.223
0.264
0.90
1.000
1.00
1.00
1.00
1.00
1.00
1.87
270.53
1215.00
1.41
40.44
153.00
+D+L
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.330 ft
1
0.413
0.470
1.00
1.000
1.00
1.00
1.00
1.00
1.00
3.84
556.90
1350.00
2.78
79.92
170.00
Length = 7.667 ft
2
0.413
0.470
1.00
1.000
1.00
1.00
1.00
1.00
1.00
3.84
556.90
1350.00
2.78
79.92
170.00
+D+S
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.330 ft
1
0.284
0.451
1.15
1.000
1.00
1.00
1.00
1.00
1.00
3.04
440.79
1552.50
3.07
88.13
195.50
BURT ENGINEERING PLLC
Project Title:
18530 Meridian Ave N
Engineer:
Shoreline, WA 98133
Project ID:
206-779-6856
Project Descr:
cb@burtengineering.com
Printed: 26 FEB 2021, 2:44AM
Wood Beam
File: Thompson.ec6
Software coovriaht ENERCALC. INC.1983-2020. Build:12.20.8.17
DESCRIPTION:
Exist floor girder
Load Combination
Max Stress
Ratios
Segment Length
Span #
M
V
C d
C FN
C i
Cr
C m
C t
C L
Length = 7.667 ft
2
0.423
0.451
1.15
1.000
1.00
1.00
1.00
1.00
1.00
+D+0.750L
1.000
1.00
1.00
1.00
1.00
1.00
Length = 8.330 ft
1
0.281
0.330
1.25
1.000
1.00
1.00
1.00
1.00
1.00
Length = 7.667 ft
2
0.281
0.330
1.25
1.000
1.00
1.00
1.00
1.00
1.00
+D+0.750L+0.750S
1.000
1.00
1.00
1.00
1.00
1.00
Length = 8.330 ft
1
0.409
0.541
1.15
1.000
1.00
1.00
1.00
1.00
1.00
Length = 7.667 ft
2
0.423
0.541
1.15
1.000
1.00
1.00
1.00
1.00
1.00
+0.60D
1.000
1.00
1.00
1.00
1.00
1.00
Length = 8.330 ft
1
0.063
0.089
1.60
1.000
1.00
1.00
1.00
1.00
1.00
Length = 7.667 ft
2
0.075
0.089
1.60
1.000
1.00
1.00
1.00
1.00
1.00
Overall Maximum Deflections
Load Combination Span Max. '-" Defl Location in Span Load Combination
Moment Values Shear Values
M fb F'b V fv F'v
4.53
657.22
1552.50
3.07
88.13
195.50
0.00
0.00
0.00
0.00
3.27
474.45
1687.50
2.44
70.05
212.50
3.27
474.45
1687.50
2.44
70.05
212.50
0.00
0.00
0.00
0.00
4.38
634.73
1552.50
3.69
105.82
195.50
4.53
657.27
1552.50
3.69
105.82
195.50
0.00
0.00
0.00
0.00
0.94
136.25
2160.00
0.85
24.26
272.00
1.12
162.32
2160.00
0.85
24.26
272.00
Max. °+° Defl Location in Span
L Only 1 0.0082 1.210 +D+S-0.0255 5.166
+D+0.750L+0.750S 2 0.0627 3.812 0.0000 5.166
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Overall MAXimum
0.839
5.455
1.529
Overall MINimum
-0.177
1.838
0.519
D Only
0.112
1.952
0.548
+D+L
0.839
4.785
1.338
+D+S
-0.065
3.790
1.067
+D+0.750L
0.657
4.077
1.140
+D+0.750L+0.750S
0.524
5.455
1.529
+0.60D
0.067
1.171
0.329
L Only
0.727
2.833
0.790
S Only
-0.177
1.838
0.519