REVIEWED BLD2022-0449+Calculations+4.7.2022_2.47.42_PM+2789247RECEIVED
Apr 08 2022
BURT
ENGINEERING
Structural Calculations
Harbo Residence Parking Deck
17003 72" d Pl W
Edmonds, WA 98026
BE Project # 21131
March 21, 2022
2018 International Building Code
1 i
iPlease
note that the calculations from Engineer
indicate grade of lumber to be No. 1
■
■ I
■
ALL WORK SUBJECT APPROVED OBTAIN ELECTRICAL
TO FIELD PLANS MUST BE PERMIT FROM
INSPECTION FOR ON JOB SITE STATE LABOR &
CODE COMPLIANCE INDUSTRIES
18530 MERIDIAN AVE N.
SHORELINE, WA 98133
= 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 i
■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 ,
%BD��
FBURT STRUCTURAL ENGINEERING
ENGINEERING BUILDING CODE CONSULTING
PROJECT Harbo Parking Deck PROJECT # 21131 DATE 3-21-22
SUBJECT 17003 72nd PL W SHEET OF
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Parking deck framing is designed to support support the existing parking deck, and
beams on that level are replaced in kind as a matter of maintenance due to water
intrusion. Parking deck is intended to be sealed to prevent further water intrusion as
weather permits.
Platform below parking deck is designed to support maintenance only, due to the steep
slope and difficult access.
It is not intended to support any occupancy.
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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: 20 MAR 2022, 10:26PM
Wood Beam
Project File: harbo.ec6
DESCRIPTION: Platform Joist
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Fb +
1000 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
1000 psi
Ebend- xx 1700ksi
Fc - Prll
1500 psi
Eminbend - xx 620ksi
Wood Species Douglas Fir -Larch
Fc - Perp
625 psi
Wood Grade No.1
Fv
180 psi
Ft
675 psi
Density 31.21 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
lied Loads
2x8
Span = 6.0 ft
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 2.0 ft, (floor storage)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.298 1
Maximum Shear Stress Ratio =
0.185 : 1
Section used for this span
2x8
Section used for this span
2x8
fb: Actual =
410.94 psi
fv: Actual =
33.22 psi
Fb: Allowable =
1,380.00 psi
Fv: Allowable =
180.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
3.000ft
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
0.029 in
Ratio =
2484 > 360
Span: 1 : L Only
Max Upward Transient Deflection
0 in
Ratio =
0 <360
n/a
Max Downward Total Deflection
0.036 in
Ratio =
1987 > 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 atios
Moment
Values
Shear
Values
Segment Length
Span #
M V
Cd CF/V
Ci
Cr
Cm
C t
CL
M
fb
F'b
V
fv
F'v
D Only
0.00
0.00
0.00
0.0C
Length = 6.0 ft
1
0.066 0.041
0.90 1.200
1.00
1.15
1.00
1.00
1.00
0.09
82.19
1242.00
0.05
6.64
162.00
+D+L
1.200
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.0C
Length = 6.0 ft
1
0.298 0.185
1.00 1.200
1.00
1.15
1.00
1.00
1.00
0.45
410.94
1380.00
0.24
33.22
180.00
+D+0.750L
1.200
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.0C
Length = 6.0 ft
1
0.191 0.118
1.25 1.200
1.00
1.15
1.00
1.00
1.00
0.36
328.75
1725.00
0.19
26.58
225.00
+0.60D
1.200
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.0C
Length = 6.0 ft
1
0.022 0.014
1.60 1.200
1.00
1.15
1.00
1.00
1.00
0.05
49.31
2208.00
0.03
3.99
288.00
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+L 1 0.0362 3.022 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 MAR 2022, 10:26PM
Wood Beam
Project File: harbo.ec6
LIC# : KW-06014812, Build:20.22.3.16
BURT ENGINEERING PLLC (c) ENERCALC INC 1983-2022
DESCRIPTION: Platform Joist
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward Defl Location in Span
Max. Upward Defl
Location in Span
D Only
1
0.0072 in
3.022 ft
0.0000 in
0.000
ft
+D+L
1
0.0362 in
3.022 ft
0.0000 in
0.000
ft
+D+0.750L
1
0.0290 in
3.022 ft
0.0000 in
0.000
ft
+0.60D
1
0.0043 in
3.022 ft
0.0000 in
0.000
ft
L Only
1
0.0290 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
Overall MAXimum
0.300 0.300
Overall MlNimum
0.240 0.240
D Only
0.060 0.060
+D+L
0.300 0.300
+D+0.750L
0.240 0.240
+0.60D
0.036 0.036
L Only
0.240 0.240
Burt Engineering PLLC
Project Title:
18530 Meridian Ave N
Engineer:
Shoreline, WA 98133
Project ID:
cb@burtengineering.com
Project Descr:
206-779-6856
Printed: 21 MAR 2022, 1:36AM
Wood Beam
Project File: harbo.ec6
DESCRIPTION: Platform Beam
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Fb +
1,000.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
1,000.0 psi
Ebend- xx 1,700.Oksi
Fc - Prll
1,500.0 psi
Eminbend - xx 620.Oksi
Wood Species Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade No.1
Fv
180.0 psi
Ft
675.0 psi
Density 31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
2-2x 10
Span = 9.750 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0120, L =
0.040 ksf, Tributary Width
= 6.0 ft, (light storage)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
= 0.945 1
Maximum Shear Stress Ratio =
0.387 : 1
Section used for this span
2-2x10
Section used for this span
2-2x10
fb: Actual
= 1,039.92 psi
fv: Actual =
69.61 psi
Fb: Allowable
= 1,100.00 psi
Fv: Allowable =
180.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
= 4.875ft
Location of maximum on span =
9.003 ft
Span # where maximum occurs
= Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.146 in Ratio =
801 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.190 in Ratio =
616 -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 atios
Moment Values
Shear
Values
Segment Length
Span #
M V
Cd CF/V
Ci
Cr
Cm
C t
CL
M
fb
F'b
V
fv
F'v
D Only
0.00
0.00
0.00
0.00
Length = 9.750 ft
1
0.242 0.099
0.90 1.100
1.00
1.00
1.00
1.00
1.00
0.86
239.98
990.00
0.30
16.06
162.00
+D+L
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.750 ft
1
0.945 0.387
1.00 1.100
1.00
1.00
1.00
1.00
1.00
3.71
1,039.92
1100.00
1.29
69.61
180.00
+D+0.750L
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.750 ft
1
0.611 0.250
1.25 1.100
1.00
1.00
1.00
1.00
1.00
2.99
839.94
1375.00
1.04
56.23
225.00
+0.60D
1.100
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 9.750 ft
1
0.082 0.033
1.60 1.100
1.00
1.00
1.00
1.00
1.00
0.51
143.99
1760.00
0.18
9.64
288.00
Overall Maximum Deflections
Load Combination
Span
Max. "-" Defl Location in Span
Load Combination
Max.
"+" Defl Location in
Span
+D+L
1
0.1897
4.911
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: 21 MAR 2022, 1:36AM
Wood Beam
Project File: harbo.ec6
LIC# : KW-06014812, Build:20.22.3.16
BURT
ENGINEERING PLLC
(c) ENERCALC INC 1983-2022
DESCRIPTION: Platform Beam
Maximum Deflections for Load Combinations
Load Combination
Span Max.
Downward
Defl Location in Span
Max. Upward Defl Location in Span
D Only
1
0.0438
in 4.911 ft
0.0000 in 0.000 ft
+D+L
1
0.1897
in 4.911 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.1532
in 4.911 ft
0.0000 in 0.000 ft
+0.60D
1
0.0263
in 4.911 ft
0.0000 in 0.000 ft
L Only
1
0.1459
in 4.911 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
1.521
1.521
Overall MlNimum
1.170
1.170
D Only
0.351
0.351
+D+L
1.521
1.521
+D+0.750L
1.229
1.229
+0.60D
0.211
0.211
L Only
1.170
1.170