APPROVED BLD - BLD2020-0656+Structural_Analysis_or_Calculations+8.3.2020_11.26.07_AMBURT
ENGINEERING
Structural Calculations
Cook Residence Alteration
20419 81 st Ave W
Edmonds, WA 98026
BE Project # 20079
August 1, 2020
2015 International Building Code
18530 MERIDIAN AVE N.
SHORELINE, WA 98133
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BURT ENGINEERING PLLC
Project Title:
18530 Meridian Ave N
Engineer:
Shoreline, WA 98133
Project ID:
206-779-6856
Project Descr:
cb@burtengineering.com
Printed:
1 AUG 2020, 10:57AM
Wood Beam
File: cook.ec6
Software copyright ENERCALC, INC.1983-2020, Build:12.20.5.31
KW-06007583
DESCRIPTION: master bedroom addition beam
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2018
Material Properties
Analysis Method: Allowable Stress Design
Fb + 2,400.0 psi E:
Modulus of Elasticity
Load Combination iBC 2018
Fb - 1,850.0 psi
Ebend-xx
1,800.Oksi
Fc - Prll 1,650.0 psi
Eminbend - xx
950.0 ksi
Wood Species : DF/DF
Fc - Perp 650.0 psi
Ebend- yy
1,600.0 ksi
Wood Grade : 24F - V4
Fv 265.0 psi
Eminbend - yy
850.0 ksi
Ft 1,100.0 psi
Density
31.210 pcf
Beam Bracing : Beam is Fully Braced against
lateral -torsional buckling
D(0.12)
S(0.2)
3.50 X 10.50
Span =
15.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 8.0 fl
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.608 1 Maximum Shear Stress Ratio
=
0.286 : 1
Section used for this span 3.50
X 10.50
Section used for this span
3.50 X 10.50
=
1,679.30psi
=
87.23 psi
=
2,760.00 psi
=
304.75 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
7.500ft
Location of maximum on span
=
14.179 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.377 in Ratio
= 477 >=360
Max Upward Transient Deflection
0.000 in Ratio
= 0 <360
Max Downward Total Deflection
0.603 in Ratio
= 298>=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 =15.0 ft 1 0.292 0.137 0.90
1.000 1.00 1.00
1.00 1.00 1.00 3.38 629.74
2160.00
0.80 32.71 238.50
+D+S
1.000 1.00 1.00
1.00 1.00 1.00
0.00
0.00 0.00 0.00
Length =15.0 ft 1 0.608 0.286 1.15
1.000 1.00 1.00
1.00 1.00 1.00 9.00 1,679.30
2760.00
2.14 87.23 304.75
+D+0.750S
1.000 1.00 1.00
1.00 1.00 1.00
0.00
0.00 0.00 0.00
Length =15.0 ft 1 0.513 0.242 1.15
1.000 1.00 1.00
1.00 1.00 1.00 7.59 1,416.91
2760.00
1.80 73.60 304.75
+0.60D
1.000 1.00 1.00
1.00 1.00 1.00
0.00
0.00 0.00 0.00
Length =15.0 ft 1 0.098 0.046 1.60
1.000 1.00 1.00
1.00 1.00 1.00 2.03 377.84
3840.00
0.48 19.63 424.00
Overall Maximum Deflections
Load Combination Span Max. ""
Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+S 1 0.6033 7.555
0.0000
0.000
BURT ENGINEERING PLLC
18530 Meridian Ave N
Shoreline, WA 98133
206-779-6856
cb@burtengineering.com
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 1 AUG 2020, 10:57AM
File: cook.ec6
Wood Beam
Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.5.31
0.00
DESCRIPTION: master bedroom addition beam
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Overall MINimum
1.500
1.500
D Only
0.900
0.900
+D+S
2.400
2.400
+D+0.750S
2.025
2.025
+0.60D
0.540
0.540
S Only
1.500
1.500
BURT ENGINEERING PLLC
18530 Meridian Ave N
Shoreline, WA 98133
206-779-6856
cb@burtengineering.com
Wood Beam
DESCRIPTION: Exist ridge beam
CODE REFERENCES
Project Title:
Engineer:
Project ID:
Project Descr:
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2018
Material Properties
Analysis Method: Allowable Stress Design Fb +
Load Combination iBC 2018 Fb -
Fc - Prll
Wood Species : Douglas Fir - Larch Fc - Perp
Wood Grade : Select structural Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
0
4x12
Span = 12.670 ft
Software
Printed: 1 AUG 2020, 10:53AM
File: cook.ec6
.C. INC. 1983-2020. Build:12.20.5.31
1500 psi E : Modulus of Elasticity
1500 psi Ebend- xx 1900 ksi
1700 psi Eminbend - xx 690 ksi
625 psi
180 psi
1000 psi Density 31.21 pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width =13.0 fl
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
0.8941 Maximum Shear Stress Ratio =
4x12 Section used for this span
1,696.00 psi
1,897.50 psi
+D+S
6.335ft
Span # 1
0.240 in Ratio =
0.000 in Ratio =
0.384 in Ratio =
0.000 in Ratio =
Load Combination
Location of maximum on span =
Span # where maximum occurs =
632 >=360
0 <360
395 >=180
0 <180
0.518 : 1
4x12
107.17 psi
207.00 psi
+D+S
11.745 ft
Span # 1
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
fv F'v
D Only
0.00
0.00
0.00 0.00
Length=12.670 ft
1 0.428 0.248
0.90
1.100
1.00
1.00
1.00
1.00
1.00
3.91
636.00
1485.00
1.05
40.19 162.00
+D+S
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00 0.00
Length=12.670 ft
1 0.894 0.518
1.15
1.100
1.00
1.00
1.00
1.00
1.00
10.43
1,696.00
1897.50
2.81
107.17 207.00
+D+0.750S
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00 0.00
Length=12.670 ft
1 0.754 0.437
1.15
1.100
1.00
1.00
1.00
1.00
1.00
8.80
1,431.00
1897.50
2.37
90.43 207.00
+0.60D
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00 0.00
Length=12.670 ft
1 0.145 0.084
1.60
1.100
1.00
1.00
1.00
1.00
1.00
2.35
381.60
2640.00
0.63
24.11 288.00
Overall Maximum Deflections
Load Combination
Span
Max. ""
Defl
Location in Span
Load Combination
Max. "+" Defl
Location in Span
+D+S
1
0.3843
6.381
0.0000
0.000
BURT ENGINEERING PLLC
18530 Meridian Ave N
Shoreline, WA 98133
206-779-6856
cb@burtengineering.com
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 1 AUG 2020, 10:53AM
File: cook.ec6
Wood Beam
Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.5.31
0.00
DESCRIPTION: Exist ridge beam
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Overall MINimum
2.059
2.059
D Only
1.235
1.235
+D+S
3.294
3.294
+D+0.750S
2.779
2.779
+0.60D
0.741
0.741
S Only
2.059
2.059