APPROVED BLD LIGHTING PLANS (2);;
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ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
APPROVED
PLANS MUST BE
ON JOB SITE
City Of Edmonds
Building Department
Work I,�y,13r��pGRADES
- -- ............. ����3:::::: ..............................
Address ; S \NAY
Owner ' � L�
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Approved Date 11-zo- S
Building Official Ert.(i �{ZY
........................................................:
Permit Number BLD2020-1160
Zone Corner Flag
Setbacks: Required Actual
Front
Sides
Rear
Other
Height
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
RESUB
Nov 17 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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Facility Analysis t Engineering
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006-272
DATE
09/14/20
SCALE DRAWN
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Jamie L. Davis, P.E. - PROFESSIONAL ENGINEER Page : 1
Project WELLS FARGO 192663 -Edmonds Project # : 200814
Location Edmonds. WA Eng : JDAVIS
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GEOCOORDINATES: 47.790809,-122.363754 �P� of�nsf� qG�
SITE LIGHTING POLE TYPE A VW1" A VT1. �►-ViC? > +;o�o��z ��
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REFERENCE STANDARDS
2015(113C) 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`h 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 Ss = 1.28 IBC 1609.3
Exposure Category : C S1 = 0.449
Importance Factor : 1 SDS = 1.024
SD 1 = 0.449
Ground Snow Load : Pg = 20 psf Fv = 1.5
Elevation (Above Sea Level) : 328 ft SMi = 0.67 E7 11.4-2
Frost Depth : 18 in.
Site Class D
MATERIAL PROPERTIES SDC D
Concrete Compressive Strength : f'c = � ksi R 3 ASC TBL15.4-2
Concrete Unit Weight : '�c= 150 pcf le 1
Steel Reinforcement : fy = 60 ksi T� b ASC FIG22-14
Steel Density : ys = 490 pcf T 0.21 E7 12.8-7
Aluminum Density : 7ei = 175 pcf Ts 0.44
1.5Ts 0.66
GEOMETRY
POLE (by others)
Pole Length :
Lp =
23
ft
Pole Base Diam. (o.d.) :
QSpb =
4.00
in
Pole Top Diam. (o.d.) :
QSpt =
2.25
in
Pole Wall thickness :
Tp =
0.19
in
ARM
Depth to Arm :
Larm =
0.25
ft
Arm Diam.:
QSarm =
3.00
in
Arm Area = 0.01 ft.^2
Arm Wpll thickness :
Ta =
0.19
in
FIXTURE
Fixture Type
RSX2 LED-P1-40K-R4-MVOLT-RPA-DDBXD
/POLE MOUNT / LITHONIA
Mounting Height :
Ht =
23.00
ft
Fixture Length :
FL =
29.30
in.
# of Fixtures : 2
Fixture Width :
FW =
13.40
in.
Fixture Area 5.45 ft.^2
Fixture Weight :
Fw =
39.00
Lbs
Jamie L. Davis, P.E. - PROFESSIONAL ENGINEER Page : 2
Project WELLS FARGO 192663 -Edmonds Project # : 200814
Location Edmonds. WA Eng : JDAVIS
DEAD LOADS (DC)
Pole Weight
Arm Weight
Fixture Weight
Misc Weight
LIVE LOADS (LL)
ICE LOADS (ICE)
WIND LOADS (W)
Velocity Pressure Coefficient
Topographic Factor
Wind Directionality Factor
Ground Elevation Factor
Velocity Pressure at height (h)
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:
DCl = ((QJPOLE-B + OPOLE-T) x 0.5) x LPOLE x galuminum = 16.4 Lbs
DC2 = �4RM x LARM x Yaluminum - O.2 Lbs
DC3 = 78.0 Lbs
DC4 = �4 � Lbs
DL = 133.5 Lbs
Not Applicable AASHTO LTS 3.6
Not Applicable AASHTO LTS 3.7
Kz = 0.92
Kzt = 1.00
Kd = 0.85
Ke = 0.99
qh = 0.00256 Kz Kzt Kd
Ke V^2 (psf)
qh = 23.94
psf
G = 0.85
f
As = 10.91
ft.^2
0.05
0.1 1
Cf = 1.81
Ff = 401.E
Lbs
Fa = 1.5
Lbs
Fp = 176.3
Lbs
�T
M
r
ASCE7 29.3-1
ASCE7 26.6-1
ASCE7 26.9.1
ASCE7 29.4-1
V= 45.5846 Lbs ASCE712.8-1
Cs= 0.341 ASCE712.8-2
Cs= 0.713 T<T� Upper bound ASCE7 1 2.8-3
C5= 0.045 lower bound ASCE7 1 5.4-1
Cs= 0.127 Lower bound ASCE7 15.4-2
Project
Location
Jamie L. Davis, P.E. - PROFESSIONAL ENGINEER
WELLS FARGO 192663 -Edmonds
Edmonds, WA
SUMMARY OF LOADS AND MOMENTS
AT TOP OF SHAFT
Load Case
DC 1
Descri ion
Pole Weight
Load Dir.
Load
M Arm
Direction
(Lbs)
(ff.)
Y
16.4
0
DC2
Arm Weight
Y
0.2
0.125
DC3
Fixt. Weight
Y
78.0
0.125
DC4
Misc. Weight
Y
39.0
0.125
LL
live load
Y
0.0
0
Wx pole
Wind on Pole
X
176.3
1 1.5
Wz fixt.+arm
Wind Fixt.+Arm
Z
403.1
23.0
Wz fixture
Wind on Fixt.
Z
401.6
0.8
Wz arm
Wind on Arm
Z
1.5
0.125
Wz pole
Wind on Pole
Z
176.3
1 1.5
SUMMARY OF LOADS AND MOMENTS AT TOP
Axial = 0.1 34 kips
Moment = 1 1.30 kip-ft.
Shear = 0.579 kips
LOAD COMBINATIONS
OF SHAFT
Load Combo
Application
DC
LL
W
Strength 1
Gravity
1.25
1.60
-
Extreme l a
Wind max
1 .l 0
-
1.00
Extreme 1 b
Wind min
0.90
-
1.00
Service 1
Translation
1.00
-
1.00
FOUNDATION DESIGN
Shaft Diameter D = 2.00 ft.
Ultimate Shear Strength
for Cohesive Soil
c =
0.13
ksf
Factored Moment
Mf =
14.13
kip-ff.
Factored Shear
Vf =
0.64
kip
H =
22.16
q =
0.27
Embed. Length
L =
8.52
ft.
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 :
0.68
ksf
End bearing area :
3.142
ft."2
Bearing pressure :
1.771
ksf
Interaction ratio :
0.81
MAX. AREA OF FIXTUR
& ARM = 51/2 SQUARE
FEET
SEE ELECTRICAL
DWGS FOR ALL OTHEI
NOTES AND
REQUIREMENT
POLE, BASE PLATE 8r ANCHOR
LIGHT POLE MANUF.
3 #3 HOOPS IN TOP 5
REM. 12"o.c. MAX.
6 #5 VERTICAL
PLUS HOOK �,
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.;
Mom•M
M t.o.Caisson
Direction
(k-ff.)
Z
0.00
Z
0.00
Z
0.01
Z
0.00
Z
0.00
Z
2.03
X
9.27
Y
0.32
Y
0.00
X
2.03
,.,i
AASHTO LTS C13.6.1.1 „�,,,
L
371.45 9cD
�I
h�
Page : 3
Project # : 200814
Eng : JDAVIS
Broms Method
G.C. TO VERIFY HOOPS AS
ANCHOR BOLT HOWN,
PATTERN WILL BE 12"O.C. M
IN STEEL CAGE
r, " CLR.
FINISH GRADE OR PAVING
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6 #5 VERT.+ HK'
'ANCHORS FOR BASE PLATE -
MUSTALWAYS FALL WITHIN
CAGED REINF. HOOKS MAY
BE ROTATED TO FACILITATE.
INSTALLATION.
PLAN AT BASE
0 Base Detail for Light Pole Type A -VW 1
Jamie L. Davis, P.E.
Professional En inee
192663 - WELLS FARGO
EDMONDS
EDMONDS, WA
PRIOR TO ANY
INSTALLATION, G.C. SHALL
FIELD LOCATE AND MARK
EXISTING UTILITY LINES AND
BUILDING FOUNDATIONS INS
THE VICINITY OF T�
PROPOSED POLE
FOUNDATION. NOTIFY
DESIGN TEAM OF ANY
POTENTIAL
INTERFERENCES.
Site Light Pole Foundation A -VW 1
Project numbers 200814
Date 09/10/2020 RESU B
Drawn b MG
herby JD � 171/20zQP-0"
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006-272
DATE
09/14/20
SCALE DRAWN
NTS MAS
DESIGNED CHECKED
JLD NES
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OF REV
Facility Analysis f Engineering 2 0