REVIEWED-BLD2022-0763+STRUCTURAL CALCS+6.10.2022_1.34.29_PM+2925615REVIEWED
BY
CITY OF EDMONDS
B U R T . BUILDING DEPARTMENT
ENGINEERING
Structural Calculations
RECEIVED
Jun 13 2022 Roosendaal Residence
CITY OF EDMONDS
DEVELEP-MENRVICES 24132 102" d PL
Edmonds, WA 98020
BLD2022-0763
BE Project # 22101
June 9, 2022
2018 International Building Code
18530 MERIDIAN AVE N.
SHORELINE, WA 98133
BUR' STRUCTURAL ENGINEERING
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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: 1 JUN 2022, 9:57PM
Wood Beam
Project File: roosendaal.ec6
DESCRIPTION: roof beam - F2.5
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 15
Span = 16.750 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 =
0.558: 1
Maximum Shear Stress Ratio =
0.322 : 1
Section used for this span
3.5x15
Section used for this span
3.5x15
fb: Actual =
1,539.09 psi
fv: Actual =
98.09 psi
Fb: Allowable =
2,760.00psi
Fv: Allowable =
304.75 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
8.375ft
Location of maximum on span =
15.527 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.302 in Ratio =
666 > 360 Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.483 in Ratio =
416 -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 a ios
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 = 16.750 ft 1 0.267 0.154
0.90 1.000 1.00 1.00
1.00 1.00 1.00 6.31 577.16 2160.00
1.29
36.78 238.50
+D+S
1.000 1.00 1.00
1.00 1.00 1.00 0.00
0.00
0.00 0.00
Length = 16.750 ft 1 0.558 0.322
1.15 1.000 1.00 1.00
1.00 1.00 1.00 16.83 1,539.09 2760.00
3.43
98.09 304.75
+D+0.750S
1.000 1.00 1.00
1.00 1.00 1.00 0.00
0.00
0.00 0.00
Length = 16.750 ft 1 0.471 0.272
1.15 1.000 1.00 1.00
1.00 1.00 1.00 14.20 1,298.60 2760.00
2.90
82.76 304.75
+0.60D
1.000 1.00 1.00
1.00 1.00 1.00 0.00
0.00
0.00 0.00
Length = 16.750 ft 1 0.090 0.052
1.60 1.000 1.00 1.00
1.00 1.00 1.00 3.79 346.29 3840.00
0.77
22.07 424.00
Overall Maximum Deflections
Load Combination Span
Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+S 1
0.4826 8.436
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: 1 JUN 2022, 9:57PM
Wood Beam Project File: roosendaal.ec6
LIC# : KW-06014812, Build:20.22.5.16 BURT ENGINEERING PLLC (c) ENERCALC INC 1983-2022
DESCRIPTION: roof beam - F2.5
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward Defl
Location in Span
Max. Upward Defl
Location in Span
D Only
1
0.1810
in
8.436 ft
0.0000 in
0.000 ft
+D+S
1
0.4826
in
8.436 ft
0.0000 in
0.000 ft
+D+0.750S
1
0.4072
in
8.436 ft
0.0000 in
0.000 ft
+0.60D
1
0.1086
in
8.436 ft
0.0000 in
0.000 ft
S Only
1
0.3016
in
8.436 ft
0.0000 in
0.000 ft
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1 Support 2
Overall MAXimum
4.020 4.020
Overall MINimum
2.513 2.513
D Only
1.508 1.508
+D+S
4.020 4.020
+D+0.750S
3.392 3.392
+0.60D
0.905 0.905
S Only
2.513 2.513
Values in KIPS