APPROVED BLD2022-0524+Structural_Analysis_or_Calculations+4.26.2022_3.29.32_PM+2828837-----------------------------------------------
= The following documentation shall be available on
site for the building inspector:
®COE APPROVED ARCHITECTURAL PLAN SET
❑ COE APPROVED STRUCTURAL PLAN SET
®COE REVIEWED CALCULATION PACKET
❑ ENERGY CREDIT WORKSHEET
❑ SITE PLAN
❑ CIVIL PLAN
BURT
ENGINEERING
18530 MERIDIAN AVE N.
SHORELINE, WA 98133
RECEIVED
Structural Calculations Apr 28 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Buma Residence
19115 Dellwood Dr. APPROVED
Edmonds, WA 98026 PLANS MUST BE
BE Project # 22080 ON JOB SITE
April 23, 2022
2018 International Building Code
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Burt Engineering PLLC
Project Title:
18530 Meridian Ave N
Engineer:
Shoreline, WA 98133
Project ID:
cb@burtengineering.com
Project Descr:
206-779-6856
Printed: 23 APR 2022, 11:29PM
Wood Beam
Project File: buma.ec6
DESCRIPTION: shorter span for load only. confirmed (2) 2x6 ok
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
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 - PHI
1,650.0 psi
Eminbend - xx
950.Oksi
Wood Species DF/DF
Fc - Perp
650.0 psi
Ebend- yy
1,600.Oksi
Wood Grade 24F-V4
Fv
265.0 psi
Eminbend - yy
850.Oksi
Ft
1,100.0 psi
Density
31.210 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
0
3.5x9
Span = 10.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, S = 0.0250
ksf, Tributary Width = 12.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.5521
Maximum Shear Stress Ratio =
0.320 : 1
Section used for this span
3.5x9
Section used for this span
3.5x9
fb: Actual =
1,523.81 psi
fv: Actual =
97.60 psi
Fb: Allowable =
2,760.00psi
Fv: Allowable =
304.75 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
5.000ft
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
0.177 in Ratio =
676 > 360 Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.284 in Ratio =
422 -180 Span: 1 : +D+S
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination
Max
btress Katios
Moment Values
Shear
Values
Segment Length
Span #
M V
Cd CFN
C i
Cr
Cm
C t
CL
M
fb
F'b
V
fv
F'v
D Only
0.00
0.00
0.00
0.00
Length = 10.0 ft
1
0.265 0.153
0.90 1.000
1.00
1.00
1.00
1.00
1.00
2.25
571.43
2160.00
0.77
36.60
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 = 10.0 ft
1
0.552 0.320
1.15 1.000
1.00
1.00
1.00
1.00
1.00
6.00
1,523.81
2760.00
2.05
97.60
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 = 10.0 ft
1
0.466 0.270
1.15 1.000
1.00
1.00
1.00
1.00
1.00
5.06
1,285.71
2760.00
1.73
82.35
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 = 10.0 ft
1
0.089 0.052
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.35
342.86
3840.00
0.46
21.96
424.00
Overall Maximum Deflections
Load Combination
Span
Max. "-" Defl Location in Span
Load Combination
Max. "+" Defl Location
in
Span
+D+S
1
0.2838
5.036
0.0000
0.000
Burt Engineering PLLC
18530 Meridian Ave N
Shoreline, WA 98133
cb@burtengineering.com
206-779-6856
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 23 APR 2022, 11:29PM
Wood Beam Project File: buma.ec6
DESCRIPTION: shorter span for load only. confirmed (2) 2x6 ok
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward Defl
Location in Span
Max. Upward Defl
Location in Span
D Only
1
0.1064 in
5.036 ft
0.0000 in
0.000 ft
+D+S
1
0.2838 in
5.036 ft
0.0000 in
0.000 ft
+D+0.750S
1
0.2395 in
5.036 ft
0.0000 in
0.000 ft
+0.60D
1
0.0639 in
5.036 ft
0.0000 in
0.000 ft
S Only
1
0.1774 in
5.036 ft
0.0000 in
0.000 ft
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
2.400 2.400
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
Project Title:
18530 Meridian Ave N
Engineer:
Shoreline, WA 98133
Project ID:
cb@burtengineering.com
Project Descr:
206-779-6856
Printed: 20 APR 2022, 1:24PM
Wood Beam
Project File: buma.ec6
DESCRIPTION: longer span span for 3.5 x 10.5 - up to 14ft max
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
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 - PHI
1,650.0 psi
Eminbend - xx
950.Oksi
Wood Species DF/DF
Fc - Perp
650.0 psi
Ebend- yy
1,600.Oksi
Wood Grade 24F-V4
Fv
265.0 psi
Eminbend - yy
850.Oksi
Ft
1,100.0 psi
Density
31.210 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
0
3.5x 10.5
Span = 14.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, S = 0.0250
ksf, Tributary Width = 12.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.795: 1
Maximum Shear Stress Ratio =
0.394 : 1
Section used for this span
3.5x10.5
Section used for this span
3.5x10.5
fb: Actual =
2,194.29psi
fv: Actual =
120.13 psi
Fb: Allowable =
2,760.00psi
Fv: Allowable =
304.75 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
7.000ft
Location of maximum on span =
13.131 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.429 in Ratio =
391 > 360 Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.687 in Ratio =
244 -180 Span: 1 : +D+S
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination
Max
btress Katios
Moment Values
Shear Values
Segment Length
Span #
M V
Cd CFN
C i
Cr
Cm
C t
CL
M
fb F'b
V
fv
F'v
D Only
0.00
0.00
0.00
0.00
Length = 14.0 ft
1
0.381 0.189
0.90 1.000
1.00
1.00
1.00
1.00
1.00
4.41
822.86 2160.00
1.10
45.05
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 = 14.0 ft
1
0.795 0.394
1.15 1.000
1.00
1.00
1.00
1.00
1.00
11.76
2,194.29 2760.00
2.94
120.13
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 = 14.0 ft
1
0.671 0.333
1.15 1.000
1.00
1.00
1.00
1.00
1.00
9.92
1,851.43 2760.00
2.48
101.36
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 = 14.0 ft
1
0.129 0.064
1.60 1.000
1.00
1.00
1.00
1.00
1.00
2.65
493.71 3840.00
0.66
27.03
424.00
Overall Maximum Deflections
Load Combination
Span
Max. "-" Defl Location in Span
Load Combination
Max. "+" Defl Location in
Span
+D+S
1
0.6867
7.051
0.0000
0.000
Burt Engineering PLLC
Project Title:
18530 Meridian Ave N
Engineer:
Shoreline, WA 98133
Project ID:
cb@burtengineering.com
Project Descr:
206-779-6856
Printed: 20 APR 2022, 1:24PM
Wood Beam
Project File: buma.ec6
LIC# : KW-06014812, Build:20.22.3.31
BURT ENGINEERING PLLC
(c) ENERCALC INC 1983-2022
DESCRIPTION: longer span span for 3.5 x 10.5
- up to 14ft max
Maximum Deflections for Load Combinations
Load Combination
Span Max. Downward Defl Location in Span
Max. Upward Defl Location in Span
D Only
1
0.2575 in 7.051 ft
0.0000 in 0.000 ft
+D+S
1
0.6867 in 7.051 ft
0.0000 in 0.000 ft
+D+0.750S
1
0.5794 in 7.051 ft
0.0000 in 0.000 ft
+0.60D
1
0.1545 in 7.051 ft
0.0000 in 0.000 ft
S Only
1
0.4292 in 7.051 ft
0.0000 in 0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
3.360
3.360
Overall MINimum
2.100
2.100
D Only
1.260
1.260
+D+S
3.360
3.360
+D+0.750S
2.835
2.835
+0.60D
0.756
0.756
S Only
2.100
2.100
Burt Engineering PLLC
18530 Meridian Ave N
Shoreline, WA 98133
cb@burtengineering.com
206-779-6856
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 20 APR 2022, 1:29PM
Steel Beam Project File: buma.ec6
DESCRIPTION: check floor beam existing confirmed W10x39
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
Analysis Method Allowable Strength Design
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Bending Axis: Major Axis Bending
D(2160 S(3.60)
1440) L(0.48 )
W 1 Ox39
Span = 18.0 ft
Fy : Steel Yield : 50.0 ksi
E: Modulus: 29,000.0 ksi
lied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 12.0 ft, (floor loading)
Point Load : D = 2.160, S = 3.60 k @ 10.0 ft, (roof load)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.357 : 1
Maximum Shear Stress Ratio =
0.116 : 1
Section used for this span
W10x39
Section used for this span
W10x39
Ma: Applied
41.722 k-ft
Va : Applied
7.236 k
Mn / Omega: Allowable
116.766 k-ft
Vn/Omega : Allowable
62.496 k
Load Combination
+D+0.750L+0.750S
Load Combination
+D+0.750L+0.750S
Location of maximum on span
18.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.188 in Ratio =
1,149 > 360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360 Span: 1 : L Only
Max Downward Total Deflection
0.363 in Ratio =
594 > 180 Span: 1 : +D+0.750L+0.750S
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Maximum Forces $ Stresses for Load Combinations
Load Combination Max Stress
Ratios
Summary of Moment Values
Summary ot Shear Va ues
Segment Length Span # M
V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm
Va Max VnxVnx/Omega
D Only
Dsgn. L = 18.00 ft
1
0.131
0.040
15.34
15.34
195.00
116.77 1.00 1.00
2.50
93.74
62.50
+D+L
Dsgn. L = 18.00 ft
1
0.296
0.109
34.55
34.55
195.00
116.77 1.00 1.00
6.82
93.74
62.50
+D+S
Dsgn. L = 18.00 ft
1
0.268
0.072
31.30
31.30
195.00
116.77 1.00 1.00
4.50
93.74
62.50
+D+0.750L
Dsgn. L = 18.00 ft
1
0.255
0.092
29.75
29.75
195.00
116.77 1.00 1.00
5.74
93.74
62.50
+D+0.750L+0.750S
Dsgn. L = 18.00 ft
1
0.357
0.116
41.72
41.72
195.00
116.77 1.00 1.00
7.24
93.74
62.50
+0.60D
Dsgn. L = 18.00 ft
1
0.079
0.024
9.20
9.20
195.00
116.77 1.00 1.00
1.50
93.74
62.50
Overall Maximum Deflections
Load Combination
Span Max. "-" Defl Location in Span
Load Combination
Max.
"+" Defl Location in Span
+D+0.750L+0.750S
1
0.3635
9.154
0.0000
0.000
Vertical Reactions
Support notation :
Far left is #'
Values
in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
6.696
7.236
Burt Engineering PLLC
18530 Meridian Ave N
Shoreline, WA 98133
cb@burtengineering.com
206-779-6856
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 20 APR 2022, 1:29PM
Steel Beam Project File: buma.ec6
DESCRIPTION: check floor beam existing confirmed W10x39
Vertical Reactions Support notation : Far left is #'
Load Combination
Support 1
Support 2
Overall MINimum
1.354
1.498
D Only
2.256
2.496
+D+L
6.576
6.816
+D+S
3.856
4.496
+D+0.750L
5.496
5.736
+D+0.750L+0.750S
6.696
7.236
+0.60D
1.354
1.498
L Only
4.320
4.320
S Only
1.600
2.000
Values in KIPS