REVIEWED RESUB1 BLD2021-1385+Structural_Calculations+1.25.2022_3.11.03_PM+2641038C �
ENGINEERING
civil & structural
engineering & planning
REVIEWED
BY
CITY OF EDMONDS
RESUB
Jan 26 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
SUPPLEMENTAL
STRUCTURAL CALCULATIONS
Port of Edmonds
Administration Building
471 Admiral Way
Edmonds, WA 98020
M.
I/zo
\A
I � Az'
250 Wh Ave S Ste 200
Edmonds, WA 98020 CG Project No.: 21160.10
Phone: (425) 778-8500
Fax: (425) 778-5536
Wind Load Calculation for Other Structures
(Reference: 2018 IBC Section 1609 & ASCE 7-16 Chapter 29)
Wind Velocity Pressure:
Mean Roof Height of Building, h (ft)
= 20
(Per Architectural Drawings)
Basic Wind Speed, Vas (mph)
= 100
(ASCE Figure 26.5-1)
Exposure Category
= B
(ASCE Section 26.7.3)
Risk Category
= II
(ASCE Table 1.5-1)
Velocity Pressure Exposure Coeff, Kh or Kz
= 0.62
(ASCE Section 26.10.1 & Table 26.10-1)
Topographic Factor, K,t
= 1.00
(ASCE Section 26.8 & Figure 26.8-1)
Wind Directionality Factor, Kd
= 0.85
(ASCE Section 26.6 & Table 26.6-1)
Ground Elevation Above Sea Level, zg (ft)
= 50
(ASCE Table 26.9-1)
Elevation Factor, Ke
= 1.00
(ASCE Section 26.9 & Table 26.9-1)
Velocity Pressure, qh (psf)
= 0.00256KhKztKdKeVA2 (ASCE Eq. 26.10-1)
qh = 13.47
psf
Design Wind Load on Other Structures
G = 0.85 (ASCE Section 29.4.1)
Cr = 1.2 (ASCE Section 29.4.1)
Projected Area Normal to Wind Dir, Af or Ar (ft) = Af * Ar (Projected Wind Area)
Design Lateral Wind Load, F (lbs) = gz(GCr)Af (ASCE Eq. 29.4-2 & 29.4-3)
LRFD Horiz Force, Fh = 13.7 psf x Af
ASD Horiz Force, Fh = 8.2 psf x Af
I(h nr K fAt('F Tahla')F 1n-1I
Height
z (ft)
Exposure B
Exposure C
Exposure D
0
0.57
0.85
1.03
15
0.57
0.85
1.03
20
0.62
0.90
1.08
25
0.66
0.94
1.12
30
0.70
0.98
1.16
40
0.76
1.04
1.22
50
0.81
1.09
1.27
60
0.85
1.13
1.31
70
0.89
1.17
1.34
80
0.93
1.21
1.38
90
0.96
1.24
1.40
100
0.99
1.26
1.43
120
1.04
1.31
1.48
140
1.09
1.36
1.52
160
1.13
1.39
1.55
180
1.17
1.43
1.58
200
1.20
1.46
1.61
mmm {' {
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ENGINEERING
Suite 200
Edmonds, WA 98020
Wind Loads For Components and Systems
Port of Edmonds
Date
R M K 1/17/2022
Date
e Sheet No.
N.T.S.
No.
21160.10
Seismic Load Calculation for Components and System
(Reference: 2018 IBC Section 1613 & ASCE 7-16 Section 13.3)
0.2s Spectral Response Acceleration, Site Class B, SS =
1.285
(ASCE 7, Figure 22-1 thru 22-8)
1.0s Spectral Response Acceleration, Site Class B, Sl =
0.452
(ASCE 7, Figure 22-1 thru 22-8)
Site Class =
D
(ASCE 7, Section 11.4.3)
Seismic Design Category =
D
(ASCE 7, Tables 11.6-1 & 11.6-2)
Site Coefficient per SS & Site Class, Fa =
1.20
(ASCE 7, Table 11.4-1)
Site Coefficient per Sl & Site Class, Fv =
1.50
(ASCE 7, Table 11.4-2)
SN.ts = FaSs =
1.542
(ASCE 7, Section 11.4.4)
SM1= F Sl =
0.678
(ASCE 7, Section 11.4.4)
SIDS = 2/3 SMs =
1.028
(ASCE 7, Section 11.4.5)
SDi = 2/3 SMi =
0.452
(ASCE 7, Section 11.4.5)
(Per ASCE 7-16, 13.3)
Component Amplification Factor, ap =
1.0
(ASCE 7, Table 13.6-1)
Component Response Modification Factor, Rp =
1.5
(ASCE 7, Table 13.6-1)
Overstrength Factor, 00 =
2.0
(ASCE 7, Table 13.6-1)
Component Importance Factor, Ip =
1.0
(ASCE 7, Table 1.5-2)
Component Operating Weight, Wp =
Wp
(Ib)
Height in structure at lowest point of attachment of component, zi =
20
(ft)
Height in structure at highest point of attachment of component, zZ =
20
(ft)
Average Roof Height of Structure, h =
20
(ft)
Seismic design force, Fp =
0.4apSDswP
(1+2z/h)
(Eq. 13.3-1)
Rp/Ip
Max. seismic design force, Fpmax =
1.6SDSIpwp
(Eq. 13.3-2)
Min. seismic design force, Fpml„ =
0.3SDSIpwp
(Eq. 13.3-3)
Seismic design force at lowest point, Fpl =
0.822 Wp
Fp(AVG)=
Seismic design force at highest point, FPZ =
0.822 Wp
Min. seismic design force, Fpmin =
0.308 Wp
Max. seismic design force, Fpmax =
1.645 Wp
Seismic design force, Fp (ASD) =
0.587 WP
0.822
Description By Date
RMK 1/17/2022
Checked Date
ENGINEERING Seismic Loads For Components & Systems
Project Scale Sheet No.
N.T.S.
250 4th Ave. South Port of Edmonds
Suite 200 Job No,
Edmonds, WA 98020 21160.10
< — F
0
N
C 4
qw
ENGINEERING
250 4th Ave. South
Suite 200
Edmonds, WA 98020
425.778,8500
www.cgengineering.com
F _ HALF THE WIND OR SEISMIC LOAD CONTRIBUTION
FROM CONCENTRATED LOAD AT MID -HEIGHT
13.7 psf x 12" x 20' = 274 Ibs (WIND)
.587 x 20' x 3.14 x 12"2 x 39 pcf = 360 Ibs (SEISMIC)
4
F = 360 / 2 = 180 Ibs
F = LIGHT COMPONENT CONTRIBUTION
13.7 psf x 2 sq-ft = 27.4 Ibs (WIND)
.587 x 50 Ibs (assumed) = 30 Ibs (SEISMIC)
F = 30 Ibs
F=F+F=210lbs
5.9' MIN EMBEDMENT W/
2' DIA. EMBEDDED FTG
*SEE ATTACHED
OUTPUT
Description
Liaht Pole
Project Port of Edmonds
By RMK Date 11 /17/22
Checked Date
Scale Sheet No.
Job No.
21160.10
Chapter 5
DESIGN TOOLS - Spreadsheets/Tables
Section 5.2: General Analysis
2015 IBC Pole Foundation Design
Updated 7/11/2014
Input Data:
b = 2 ft diameter of pole
d = 5.90 ft depth of embedment but not over 12 feet
h = 20 ft distance from ground surface to point of application of P
P = 210 Ilbs applied lateral force
S = 100 Ilbs/ft2/ft lateral bearing of depth from Table 1806.2 or soils report
Ssub1 = 196.66667 allowable lateral soil -bearing pressure at a depth of one third the depth of embed
Ssub3 = 590 allowable lateral soil -bearing pressure at the depth of embedment
Non -constrained pole: to be used where no constraint is provided at the ground surface.
A = 2.34P/(S1*b) = 1.25
d = A/2(1+sgrt(1+4.36h/A) = 5.88 Feet Iterate d above until estimated depth equals
calculated depth. Use Goal Seek.
Constrained Pole: to be used where constraint is provided at the ground surface,
such as a rigid pavement
d^2 = 4.25Ph/(s3*b) 15.13
d = 3.89 Feet Iterate d above until estimated depth equals
calculated depth. Use Goal Seek.
Description Pole Foundation Design By RMK Date 1/17/2022
Checked Date
ENGINEERING scale sheet No.
250 4th Ave. South Project Job No.
Suite 200
Port of Edmonds
Edmonds, WA 98020
CG Engineering Design Manual
IBC Pole Foundation