REVIEWED BLD RESUB1 BLD2024-1303+Structural_Analysis_or_Calculations+10.28.2024_11.06.19_PM+4586471RESUB
BU R T Oct 29 2024
CITY OF EDMONDS
BE DEVELOPMENT SERVICES
ENGINEERING DEPARTMENT
Structural Calculations
Nguyen Residence
1225 Skyline Dr.
Edmonds, WA 98020
BE Project # 24115
October 2, 2024
2021 International Building Code
18530 MERIDIAN AVE N.
SHORELINE, WA 98133
BLD2024-1303
...........................................4
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
..............................................:
BURT STRUCTURAL ENGINEERING
tit; ENGINEERING BUILDING CODE CONS�jULTING
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Nguyen Skyline 1 of 1
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam
Project File: dat skyline.ec6
LIC# : KW-06014812, Build:20.24.09.03 BURT ENGINEERING PLLC
(c) ENERCALC, LLC 1982-2024
DESCRIPTION: floor beam
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, SDPWS 2021
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
1,350.0 psi
E : Modulus of Elasticity
Load Combination IBC 2021
Fb -
1,350.0 psi
Ebend- xx 1,600.Oksi
Fc - Prll
925.0 psi
Eminbend - xx 580.Oksi
Wood Species Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade No.1
Fv
170.0 psi
Ft
675.0psi
Density 31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
1
D(0.1425) L(0.38)
6x12
Span = 13.50 ft
2
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, L = 0.040 ksf, Tributary Width = 9.50 ft, (floor)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.873: 1
Maximum Shear Stress Ratio
=
0.424 : 1
Section used for this span
6x12
Section used for this span
6x12
fb: Actual =
1,178.25 psi
fv: Actual
=
72.04 psi
F'b =
1,350.00 psi
F'v
=
170.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
6.750ft
Location of maximum on span
=
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.256 in Ratio =
632 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.352 in Ratio =
460 -180 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V CD
CM Ct CLx
CIF Cfu C i Cr M fb
F'b
V fv F'v
D Only
0.0
0.00 0.0 0.0
Length = 13.451 ft 1 0.264 0.128 0.90
1.00 1.00 1.00
1.000 1.00 1.00 1.00 3.25 321.3
1,215.0
0.83 19.6 153.0
Length = 0.04927 ft 1 0.004 0.128 0.90
1.00 1.00 1.00
1.000 1.00 1.00 1.00 0.05 4.7
1,215.0
0.83 19.6 153.0
+D+L
1.00 1.00 1.00
1.000 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 13.451 ft 1 0.873 0.424 1.00
1.00 1.00 1.00
1.000 1.00 1.00 1.00 11.90 1,178.3
1,350.0
3.04 72.0 170.0
Length = 0.04927 ft 1 0.013 0.424 1.00
1.00 1.00 1.00
1.000 1.00 1.00 1.00 0.17 17.1
1,350.0
3.04 72.0 170.0
+D+0.750L
1.00 1.00 1.00
1.000 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 13.451 ft 1 0.571 0.277 1.25
1.00 1.00 1.00
1.000 1.00 1.00 1.00 9.74 964.0
1,687.5
2.49 58.9 212.5
Length = 0.04927 ft 1 0.008 0.277 1.25
1.00 1.00 1.00
1.000 1.00 1.00 1.00 0.14 14.0
1,687.5
2.49 58.9 212.5
+0.60D
1.00 1.00 1.00
1.000 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: dat skyline.ec6
LIC# : KW-06014812, Build:20.24.09.03 BURT ENGINEERING PLLC (c) ENERCALC, LLC 1982-2024
DESCRIPTION: floor beam
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment VaFu-e-s
Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b
Length = 13.451 ft 1 0.089 0.043 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.95 192.8 2,160.0
Length = 0.04927 ft 1 0.001 0.043 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.03 2.8 2,160.0
Overall Maximum Deflections
Shear Values
V fv F'v
0.50 11.8 272.0
0.50 11.8 272.0
Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+^ Defl Location in Span
+D+L 1 0.3522 6.799
Maximum Deflections for Load Combinations
0.0000 0.000
Load Combination
Span Max. Downward Defl
Location in Span
Max. Upward Defl
Location in Span
D Only
1
0.0960 in
6.799 ft
0.0000 in
0.000
ft
+D+L
1
0.3522 in
6.799 ft
0.0000 in
0.000
ft
+D+0.750L
1
0.2881 in
6.799 ft
0.0000 in
0.000
ft
+0.60D
1
0.0576 in
6.799 ft
0.0000 in
0.000
ft
L Only
1
0.2561 in
6.799 ft
0.0000 in
0.000
ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
3.527
3.527
Max Upward from Load Combinations
3.527
3.527
Max Upward from Load Cases
2.565
2.565
D Only
0.962
0.962
+D+L
3.527
3.527
+D+0.750L
2.886
2.886
+0.60D
0.577
0.577
L Only
2.565
2.565
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam
Project File: dat skyline.ec6
LIC# : KW-06014812, Build:20.24.09.03 BURT ENGINEERING
PLLC
(c) ENERCALC, LLC 1982-2024
DESCRIPTION: slider header at F
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, SDPWS 2021
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
900 psi
E : Modulus of Elasticity
Load Combination IBC 2021
Fb -
900 psi
Ebend- xx 1600ksi
Fc - Prll
1350 psi
Eminbend - xx 580ksi
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
2-2x8
1
Span =6.0ft
K
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 = 2.0 ft, (roof)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.132 1
Maximum Shear Stress Ratio
=
0.064 : 1
Section used for this span
2_2x8
Section used for this span
2-2x8
fb: Actual =
164.38 psi
fv: Actual
=
13.29 psi
F'b =
1,242.00 psi
F'v
=
207.00 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
3.000ft
Location of maximum on span
=
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.010 in Ratio =
7483 > 360 Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.015 in Ratio =
4677 -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 Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V CD
CM Ct CLx
CIF Cfu C i Cr M fb
F'b
V fv F'v
D Only
0.0
0.00 0.0 0.0
Length = 6.0 ft 1 0.063 0.031 0.90
1.00 1.00 1.00
1.200 1.00 1.00 1.00 0.14 61.6
972.0
0.07 5.0 162.0
+D+S
1.00 1.00 1.00
1.200 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 6.0 ft 1 0.132 0.064 1.15
1.00 1.00 1.00
1.200 1.00 1.00 1.00 0.36 164.4
1,242.0
0.19 13.3 207.0
+D+0.750S
1.00 1.00 1.00
1.200 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 6.0 ft 1 0.112 0.054 1.15
1.00 1.00 1.00
1.200 1.00 1.00 1.00 0.30 138.7
1,242.0
0.16 11.2 207.0
+0.60D
1.00 1.00 1.00
1.200 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 6.0 ft 1 0.021 0.010 1.60
1.00 1.00 1.00
1.200 1.00 1.00 1.00 0.08 37.0
1,728.0
0.04 3.0 288.0
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam
Project File: dat skyline.ec6
LIC# : KW-06014812, Build:20.24.09.03
BURT ENGINEERING PLLC
(c) ENERCALC, LLC 1982-2024
DESCRIPTION: slider header at F
Overall Maximum Deflections
Load Combination Span Max.
"" Defl Location in Span Load Combination
Max. "+^ Defl
Location in Span
+D+S 1
0.0154 3.022
0.0000
0.000
Maximum Deflections for Load Combinations
Load Combination
Span Max. Downward Defl Location in Span
Max. Upward Defl
Location in Span
D Only
1 0.0058 in
3.022 ft
0.0000 in
0.000 ft
+D+S
1 0.0154 in
3.022 ft
0.0000 in
0.000 ft
+D+0.750S
1 0.0130 in
3.022 ft
0.0000 in
0.000 ft
+0.60D
1 0.0035 in
3.022 ft
0.0000 in
0.000 ft
S Only
1 0.0096 in
3.022 ft
0.0000 in
0.000 ft
Vertical Reactions
Support notation :
Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
0.240 0.240
Max Upward from Load Combinations
0.240 0.240
Max Upward from Load Cases
0.150 0.150
D Only
0.090 0.090
+D+S
0.240 0.240
+D+0.750S
0.203 0.203
+0.60D
0.054 0.054
S Only
0.150 0.150