APPROVED BLD LIGHTING PLANS}
m
LIGHTING UPGRADES
WELLS FARGO
BRANCH NO. 192663
9727 EDMONDS WAY, CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON
DRAWING INDEX:
SHEET No.
DESCRIPTION
C 1
COVER SHEET
S 101
POLE DETAILS &CALCULATIONS
DIRECTORY:
RESPONSIBLE PARTY
DISCIPLINE
CONTACT INFORMATION
NANNIS &ASSOCIATES
STRUCTURAL ENGINEERING
1 (470) 655-2242
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PROJECT
006-272
DATE
09/14/20
SCALE DRAWN
NONE MAS
DESIGNED CHECKED
NES NES
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FARGO
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Facility Analysis t Engineering 2 O
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Jamie L. Davis, P.E. - PROFES510NAt ENGINEER Page : 1
Project WELLS FA#�GO 1926fi3 -Edmonds Project # : 200814
Location Edmonds, WA Eng : JDAVIS
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GEOCOORDINATES: 47.790$09,-122.363754 SP of was��'tt
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FOUNDATION DESIGN FOR
SITE LIGHTING POLE TYPE A-VW1, A-VT1, A-VK2 ��, �
.A .pga�aS�� .eft+
REFERENCE STANDARDS ��
2015{IBC) International Building code, 2015 edition
[AASHTO LTS) LRFD Specifications for Structural Supports for Highway Signs, Luminaries, and Traffic Signals,
First Edition with 2015 - 2020 updates.
(AASHTO) AASHTO LRFD Bridge Design Specifications, 8�`' Edition
[ASCE 7-10) Minimum Design Loads and Associated Criteria for Buildings and Other Structures
DESIGN CRITERIA WIND SEISMIC
Wind Speed : VULT = 1 10 MPH 5s = 1.28
Exposure Category : C Sl = 0.449
Importance Factor : 1 SDS = 1.024
SD1 = 0.449
Ground Snow Load : Pg = 20 psf Fv = 1.5
Elevation (Above Sea Level) : 328 ft Sri= 0.67
Frost Depth : 18 in.
Site Class D
MATERIAL PROPERTIES SDC D
Concrete Compressive Strength : f'c = � ksi R 3
Concrete Unit Weight : Yc = 150 pcf le 1
Steel Reinforcement : fy = 60 ksi Tt b
Steel Density : ys = 490 pcf T 0.21
Aluminum Density : yak = 175 pcf Ts 0.44
1.5Ts 4.66
IBC 1509.31
ASCE? 1 1.4-21
ASCE7 TBL15.4-21
ASCE7 FIG22-14I
ASCE7 1 2.$-7
GEOMETRY
POLE (by others}
Pole Length :
Lp =
23
ft
Pole Base Diam. [o.d.) :
f13pb =
4.00
in
Pole Top Diam. [o.d.) :
QJpt =
2.25
in
Pole Wali thickness :
Tp =
0.19
in
ARM
Depth to Arm :
Larm =
0.25
ft
Arm Diam.:
Qiarm =
3.00
in
Arm Area = 0.01 ft.^2
Arm Wall thickness :
Ta =
0.19
in
FIXTURE
Fixture Type
RSX2 LED-P1-40K-R4-MVOLT-RPA-DDBXD
1 POLE MOUNT 1 LITHONIA
Mounting Height :
Ht =
23.00
ft
Fixture Length :
FL =
29.30
in.
# of Fixtures
Fixture Width :
FW =
13.40
in.
Fixture Area 5.45 ft.^2
Fixture Weight :
Fw =
39.00
Lbs
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Jamie L. Davis, P.E. - PROFES510NAt ENGINEER Page : 2
Project WELLS FA#�GO 19213fi3 -Edmonds Project # : 200814
Location Edmonds, WA Eng : JDAVIS
LOAD CALCULATION
DEAD LOADS (DC)
Pole Weight : DCl = [[QJPOLE-B + f13POLE-T) x 0.5) x LPOLE x galuminum =
Arm Weight : DC2 "" ARM X LARM x Yaiuminum -'
Fixture Weight : DC3 =
Misc Weight : DC4 =
DL =
LIVE LOADS (LL) Not Applicable AASHTO LT5 3.6
ICE LOADS (IGE) Not Applicable AASHTO LTS 3.7
WIND LOADS (W}
Velocity Pressure Coefficient : Kz = 0.92
Topographic Factor : Kzt = 1.00
Wind Directionality Factor ; Kd = 0.85
Ground Elevation Factor : Ke = 0.99
Velocity Pressure at height [h} : qh = 0.00256 Kz Kzt Kd Ke V^2 {psf)
Gust Factor
Gross Area of Fixture
Clearance Ratio (s/h)
Aspect Ratio [B/s)
Net Force Coefficient
Design Wind Force (fixture)
Design Wind Force [arm)
Design Wind Force [pole)
SEISMIC LOADS (EQ)
Seismic Base Shear:
Seismic Repsonse Coefficient:
16.4 Lbs
0.2 Lbs
78.0 Lbs
39.0 Lbs
133.5 Lbs
ASCE? 29.3-1
ASCE? 26.6-1
qh =
23.94
psf
a
G =
0.85
ASCE7 2h.9.1
As =
10.91
ft. 2
� w��`
0.05
,
0.1 1
Cf =
1.81
T
ASCE7 29.4-1
�,°��
Ff - 401.E
Lbs
F
Fa =
1.5
Lbs
Fp =
17G.3
Lbs
V=
45.5846
Lbs
ASCE712.8-1
Cs=
0.341
A5CE712.8-2
Cs=
0.713
TGh Upper hound
ASCE7 1 2.8-3
Cs=
0.045
tower bound
ASCE7 15.4-1
Cs=
0.127
tower bound
ASCE7 15.4-2
Project
Location
Jamie L. Davis, P.E. - PROFES510NAt ENGINEER
WELLS FA#�GO 19213fi3 -Edmonds
Edmonds, WA
SUMMARY OF LOADS AND MOMENTS
AT TOP OF SHAFT
Load Case
Description
Load Dir.
Load
M Arm
Direction
(Lbs)
(ff.)
DC1
Pole Weight
Y
16.4
0
DC2
Arm Weight
Y
0.2
0.125
DC3
Fixt. Weight
Y
78.0
0.125
DC4
Misc. Weight
Y
39A
0.125
LL
Live Load
Y
0.0
0
Wx pole
Wind on Pole
X
17G.3
1 1.5
Wz fixt.+arm
Wind Fixt.+Arm
Z
403.1
23.0
Wz fixture
Wind on Fixt.
Z
401.t3
0.8
Wx arm Wind on Arm
Wz pole Wind on Pole_
SUMMARY OF LOADS AND MOMENTS
Z
1.5
0.125
Z 176.3
AT TOP Of SHAFT
1 1.5
Axial = 0.134
Moment = 1 1.30
$hear = 0.579
LOAD COMBINATIONS
kips
kip-ft.
kips
Load Combo
Application
DC
LL
W
Strength 1
Gravity
1.25
I.60
-
Extreme 1 a
Wind max
1.10
-
1.00
Extreme 1 b
Wind min
0.90
-
1.00
Service 1
Translation
1.00
-
1.00
Moment
M t.o.Caisson
Direction
(k-ft.}
Z
0.00
Z
0.00
Z
0.01
z
a.00
Z
0.00
Z
2.03
X
9.27
Y
0.32
Y
4.00
X
2.03
Shaft Diameter
D = 2.00 ft. AASHTO LT5 C13.6.1.1
Ultimate Shear Strength
for Cohesive Soil
c =
0.13
ksf
Factored Moment
Mf =
14.13
kip-ft.
Factored Shear
Vf =
O.G4
kip
H =
22.1 b
q =
0.27
Embed. Length
L =
8.52
ft. 37 i .45
Max. Moment
Mu =
16.12
kip-ft,
Self weight of Pier
5429.8
Lbs.
Unfactored Axial Load
5.56
kips
Allowable End Bearing
1.50
ksf
Skin friction :
O.G8
ksf
End bearing area :
3.142
ft.^2
Bearing pressure :
1.771
ksf
Interaction ratio :
0.$1
MAX. AREA OF FIXTURE
& ARM = 5 112 SQUARE
FEET
SEE ELECTRICAL
DWG5 FOR ALL OTHEF
NQTES AND
REQUIREMENTS
POLE, BASE PLATE &ANCHORS �
LIGHT POLE MANUF. I N
u
2,-0„ 0 2
3 #3 HOOPS IN TOP 5"
REM. @ 12"o.c. MAX. -
i
6 #5 VERTICAL
PLUS HOOKS
FINISH GRADE OR PAVING �
N
` _ 4-
G.C. TO VERIFY -
ANCHQR BOLT
PATTERN WILL BE
IN STEEL CAGE
Page : 3
Project # : 200814
Enq : JDAVIS
►SFr-. vF
711=1l1 71 CIli
1.5 D
L
9cD
9cD
Broms Method
ANCHORS FOR BASE PLATE
MUST ALWAYS FALL WITHIN
CAGED REINF. HOOKS MAY
BE ROTATED TO FACILITATE
INSTALLATION.
#3 HOOPS AS
SHOWN,
@ 12"o.c. MAX.
3" CLR.
6 #5 VERT.+ HK'S
PLAN AT BAS E
- - � '` i
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w �° � -: � � _ . -4,000 psi i
.6,. _ I CONCRETE --
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� - -
. �.: M
A, 4 n
I �
Base Detail for Light Pole Type A -VW 1
112" = 1'-0"
Jamie L. Danis, P.E.
Professional Engineer
192663 - WELLS FARGO
EDMONDS
EDMONDS, WA
PRIOR TO ANY
INSTALLATION, G.C. SHALL
FIELD LOCATE AND MARK
EXISTING UTILITY LINES AND
BUILDING FOUNDATIONS IN
THE VICINITY OF THE
PROPOSED POLE
FOUNDATION. NOTIFY
DESIGN TEAM OF ANY
POTENTIAL
INTERFERENCES.
Site Light Pole Foundation A -VW 1
Project number 200814
S- j
Date 09/10/2020
Drawn by MG
Checked by JD
Scale 112" = 1'-0"
9/11/2020 12:16:09 PM
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PRO,ECT
006-272
DATE
09/ 14/20
SCALE DRAWN
NTS MAS
DESIGNED CHECKED
JL D N ES
WELLS
FARGO
O F REV
Facility+ Analyrses ? Engineerirsq 2 O