18-101651 (3)9/6/2018 https://itetripgen.org/PrintGraph.htm?code=941&ivlabel=QFQAF&timeperiod=AWDVTE&xx &�edition=385&IocationCode=General Urban/S...
Quick Lubrication Vehicle Shop
(941)
Vehicle Trip Ends vs: 1000 Sq. Ft. GFA
On a: Weekday
Setting/Location: General Urban/Suburban
Number of Studies: 1
Avg. 1000 Sq. Ft. GFA: 1
Directional Distribution: 50% entering, 50% exiting
Vehicle Tri Generation er 1000 Sq. Ft. GFA
Average Rate Range of Rates Standard Deviation
69.57 69.57 - 60.57
Data Plot and Equation Caution — Small Sample Size
200
150
m
c
W
a
H
n
H
100 X
50
00 2 4 6 8 10
X = 1000 Sq. Ft. GFA
X Study Site Average Rate
Fitted Curve Equation: Not Given RZ= ****
Trip Generation Manual, 10th Edition • Institute of Transportation Engineers
https://itetripgen.org/PrintGraph.htm?code=941 &ivlabel=QFQAF&timeperiod=AWDVTE&x=&edition=385&IocationCode=General%20Urban/Suburban... III
9/6/2018 https://itetripgen.org/PrintGraph.htm?code=941&ivlabel=SERVPB&timeperiod=AWDVTE&x=&edition=385&IocationCode=General Urban/...
Quick Lubrication Vehicle Shop
(941)
Vehicle Trip Ends vs: Servicing Positions
On a: Weekday
Setting/Location: General Urban/Suburban
Number of Studies: 1
Avg. Num. of Servicing Positions: 2
Directional Distribution: 50% entering. 50% exiting
Vehicle Trip Generation per_Servicing Position
Average Rate Range of Rates Standard Deviation
40.00 40.00 - 40.00
Data Plot and Equation Caution — Small Sample Size
80 X
60
N
C
Lu
d
I I
f-
40
20
00 2 4 6 16 10
X = Number of Servicing Positions
X Study Site Average Rate
Fitted Curve Equation: Not Given Rz=
Trip Generation Manual, 10th Edition ■ Institute of Transportation Engineers
https://itetripgen.org/PrintGraph. htm?code=941 &ivlabel=S ERVPB&timeperiod=AWDVTE&x=&edition=385&IocationCode=General%20Urban/Suburba _.. 1 /1
Land Use: 941
Quick Lubrication Vehicle Shop
Description
A quick lubrication vehicle shop is a business where the primary activity is to perform oil change
services for vehicles. Other ancillary services provided may include preventative maintenance, such
as fluid and filter changes. Automobile repair service is generally not provided. Automobile care
center (Land Use 942) and automobile parts and service center (Land Use 943) are related uses.
Additional Data
For the purpose of this land use, the independent variable, servicing positions, is defined as the
maximum number of vehicles that can be serviced simultaneously.
Time -of -day distribution data for this land use are presented in Appendix A. For the one general
urban/suburban site with data, the overall highest vehicle volumes during the AM and PM on a
weekday were counted between 9:45 and 10:45 a.m. and 3:30 and 4:30 p.m., respectively.
The sites were surveyed in the 1990s and the 2010s in California, Texas, Washington, and Wisconsin.
Source Numbers
362, 441, 886, 960
a Trip Generation Manual 10th Edition • Volume 2: Data • Services (Land Uses 900-999) 263
RESUBMITTED
AU 21 2018
Northe+ n I n c. CFrY OF FEDERAL WAY
Consulting Engineers Environmental Scientists Construction Materials Testing
August 1, 2018
Valvoline
100 Valvoline Way
Lexington, KY 40509
Attn: Jaime Rooney, Construction Coordinator
Subject: Report of Infiltration Testing
Valvoline Instant Oil Change
Federal Way, Washington
GNN Project No. 217-830
Reference: GN Northern, Inc., May 12, 2017, Report for Geotechnical Site Investigation, Proposed
Valvoline Instant Oil Change Facility, Pacific Highway South, Federal Way,
Washington, GNN Project No. 217-830.
Dear Jaime,
As requested, GN Northern (GNN) has prepared this report to summarize the results of soil infiltration
testing completed at the referenced project site. Our testing services have been completed in general
accordance with our Proposal for Soil Infiltration Testing dated July 18, 2018.
Two (2) Small -Scale Pilot Infiltration Tests (PITs) were completed within the proposed stormwater
management basin at locations shown on the civil site plan you provided via email on July 12, 2018. As
suggested in section 5.2.1 of the 2016 King County Surface Water Design Manual (KCSWDW), testing
was completed using methods described in section 3.3.6 of Volume III of the 2014 Stormwater
Management Manual for Western Washington (SWMMWW).
The infiltration test -pits were excavated to a depth of approximately 16 feet below ground surface
(BGS) and exposed soil profile was logged by a GNN field engineer. The subsurface soils exposed
within the infiltration test -pits were identified to be similar to those encountered in the test -pits during
our previous exploration (referenced). Subsurface profile included gravelly fill soils with some
miscellaneous trash/debris in the upper approximately 4 to 5 feet, atop the relatively dense native soils
classified as Gravel with Silt and Sand (GP -GM). Groundwater was not encountered during our
exploration and is believed to be greater than 50 feet BGS.
722 N 16"' Avenue, Suite 31 2618 W Kennewick Ave 11115 E. Montgomery, Suite C PO Boa 1922 81006 HWY 395
Yakima WA 98902 Kennewick WA 99336 Spokane Valley W A 99206 Hood River OR 97031 Hermiston OR 97838
509-248-9798 509-734-9320 509-893-9400 541-387-3387 541/564-0991
Visit our website at www.annonhern.r,am
Email: nnorthe - nnonhern.rom
Not-t% ern, Inc.
To the degree possible, care was exercised during excavation to attempt to maintain relatively uniform
side walls, and the resulting size and geometry of the finished test -pit was carefully recorded in the field.
The infiltration test -pits were filled with water from a fire hydrant. The excavation was continuously
filled at a measured constant inflow rate until the water head within the test -pit was observed to be
relatively stable. The stabilized inflow rate was measured and recorded. Water flow into the test -pit was
continued for a sufficient period of time at the noted rate to saturate the soils.
A field infiltration rate was calculated for each of the tests based on the stabilized flow rate and the
surface area of infiltration. Based on the 2016 KCSWDW, a design infiltration rate must be calculated
by applying corrections factors to account for uncertainties in testing, depth to the water table or
impervious strata, infiltration receptor geometry, and long-term reductions in permeability due to
biological activity and accumulation of fines. The following table provides field infiltration rates and
maximum design infiltration rates using a combined correction factor of 0.5:
1 -
Test ID Field Infiltration Rate Maximum Design Infiltration Rate
(inches/hour) (inches/hour)
P-1 0.35 0.175
P-2 0.45 0.225
If you have any questions regarding this report, please contact us at 509-248-9798.
Respectfully submitted,
GN Northern, Inc.
M. Yousuf Memon
Geotechnical Engineer
M.Yo
Date:
17.41
gUF �O�� O
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8, ni x
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55606
p� SS 0 TE N
AL
Expires: 7-15-2020
Attachments:
- Testing Location Map (Figure 1)
- Exploratory Test -Pit Logs
- Infiltration Testing Photographs (Plate 1)
i
r
Report of Soil Infiltration Testing 2 GNN Project No.: 217-830
Valvoline IOC, Federal Way, WA August 1, 2018
GN Northern Inc.x - TEST PIT NUMBER P-1
11115 E. Montgomery, Suite C PAGE 1 OF 1
Spokane Valley, WA, 99206+
Telephone: (509) 248-9798
Fax: (509) 248-4220
CLIENT Valvoline _ PROJECT NAME Valvoline Instant Oil Change
PROJECT NUMBER 21.7-8 PROJECT LOCATION P ct i# c HI hway South Federal Way, WA
DATE STARTED 131118 COMPLETED 7131 /18 GROUND ELEVATION 276 ft TEST PIT SIZE 30 X 78 inches
EXCAVATION NTRA Ron's Excavating GROUNDWATER LE LS:
EXCAVATION M Deere 310SJ Backhoe AT TIME OF EXCAVATION —
2 LOGGED BY _ MYM CHECKED BY IM AT END OF EXCAVATION ---
q
NOTES ADprox- GPS Coords.: 47°17'25.84"N 122°19'1.28"W AFTER EXCAVATION --
o
0
m
W
z d
d
W
W m
ci
U
a 0
MATERIAL DESCRIPTION
F- LU
a z)
to
< J
W
r
Q Z
('
o
� 0
to
FILL: SILTY SANDY GRAVEL, (GP -GM) brown, subrounded, moist, appears medium dense to dense, some
z
cobbles, some mist. trashidebris (metal pipe)
3 GP -
GM
0
W
v ; 11
� 14-0 --- — — — — — — — /e.(APPARENT _________ 2LZ.0
—j°
SILTY SANDY GRAVEL, (GP -GM) gray, subrounded, moist, appears medium de NATIVE)
5
0
w
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{
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o
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10
GP- C
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transitions to silty soil (no gravel)
r
0
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o
m - Groundwater not encountered at time of excavation
z - Referenced elevations are approximate and based on Google Earth topography
Bottom of test pit at 16.0 feet.
J
WJs
a
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z
w
C�
GN Northern Inc.
11115 E.Montgomery, Suite C
Spokane
Valley, WA, 99206
Telephone: (509) 248-9798
Fax: (509) 248-4220
CLIENT Valvoline
PROJECT NUMBER 217-830
DATE STARTED 7/31/18 COMPLETED 7/31/18
EXCAVATION CONTRACTOR Ron's Excavating
EXCAVATION METHOD Deere 310SJ Backhoe
LOGGED BY MYM CHECKED BY IM
NOTES Approx. GPS Coords.: 47°17'26.00"N. 122°19'1.18"W
2
d�R
� v
GP -
GM
10
GP -
GM
[M
TEST PIT NUMBER P-2
PAGE 1 OF 1
PROJECT NAME Valvoline Instant Oil Change _
PROJECT LOCATION P.aci c Fh h wav South Federal WaY, WA
GROUND ELEVATIO 276 R TEST PIT SIZE 30 X 78 inches
GROUND WATER LI=VELS
AT TIME OF EXCAVATION --
AT END OF EXCAVATION --
AFTER EXCAVATION --
MATERIAL DESCRIPTION
FILL: SILTY SANDY GRAVEL, (GP -GM) brown, subrounded, moist, appears medium dense to dense, some
cobbles, some misc. trash/debris
SILTY SANDY GRAVEL, (GP -GM) gray, subrounded, moist, appears medium
- Groundwater not encountered at time of excavation
- Referenced elevations are approximate and based on Google Earth topography
Bottom of test pit at 16.0 feet.
(APPARENT NATIVE)
2.61J.41
NOTES:
1. BACKFILL FOR MODULAR BLOCK WALL SHALL BE "GRAVEL BACKFILL FOR WALLS"
2. ALLOW ROOM FOR TOPSOIL ON FINISH GRADE WHERE REQUIRED
3 CONNECT UNDERDRAIN PIPES TO STORM DRAIN STRUCTURES AT THE LOCATIONS
INDICATED ON THE PLANS. CONNECTION PIPES FROM WALLS TO STRUCTURES SHALL
BE 6" SOLID -WALL CORRUGATED POLYETHYLENE (CPE) UNDERDRAINS TO BE
SURROUNDED BY MINIMUM 1'Xl', 1.5" MINUS DRAIN ROCK WRAPPED IN
CONSTRUCTION GEOTEXTILE FOR UNDERGROUND DRAINAGE
NOTES:
1. PAYMENT LIMITS OF "BACKFILL FOR STRUCTURAL EARTH WALL INCL HAUL" SHALL
BE TO THE EDGE OF GEOGRID REINFORCEMENT.
2. ALLOW ROOM FOR TOPSOIL ON FINISH GRADE WHERE REQUIRED
3. CONNECT UNDERDRAIN PIPES TO STORM DRAIN STRUCTURES AT THE LOCATIONS
INDICATED ON THE PLANS. CONNECTION PIPES FROM WALLS TO STRUCTURES SHALL
BE 6' SOLID -WALL CORRUGATED POLYETHYLENE (CPE). UNDERDRAINS TO BE
SURROUNDED BY MINIMUM 1'Xl', 1.5" MINUS DRAIN ROCK WRAPPED IN
CONSTRUCTION GEOTEXTILE FOR FOR UNDERGROUND DRAINAGE
CAP BLOCK
PROFILE STATION
& OFFSET 2
REFERENCE
a
o Z
L
6' CSBC MIN.
MODULAR BLOCK CUT WALL
NTS
CAP BLOCK
PROFILE STATION
& OFFSET
REFERENCE
a
o Z
r
%�T
6" CONC LEVELING Pi
6' CSBC MIN.
UNDER FOOTING
a BLACK VINYL COATED CHAIN
LINK FENCE WHERE SHOWN ON PLANS.
PLACE. PER WALL MANUFACTURER'S
RECOMMENDATION SEE FENCE DETAIL,
SHEET 225
UNIT FILL EXISTING
GROUND LINE
BACKFILL FOR _
MODULAR BLOCK WALL , _ _ _ _ - - -- - - _
`/-1 H
V 1
LS MAX
SECTION - 6" DIAM PERFORATED
CORRUGATED POLYETHYLENE
UNDERDRAIN PIPE SEE NOTE 3
:- 4' BLACK VINYL COATED CHAIN
'LINK FENCE WHERE SHOWN ON PLANS.
PLACE PER WALL MANUFACTURER'S
RECOMMENDATION SEE FENCE DETAIL,
SHEET 225.
OEOGRID REINFORCEMENT AS RECOMMENDED BY
WALL DESIGNER. MINIMUM REINFORCING LENGTH
BEHIND FRONT FACE OF WALL SHALL BE 0.7h.
BACKFILL FOR STRUCTURAL
UNIT FILL EARTH WALL IN REINFORCING ZONE
EXISTING
GROUND LINE
WALL SCHEDULE
UNDERDRAIN
WALL PLAN &
WALL NAME
APPROX
WALL TYPE
CUT OR FILL
CHAINLINK
FENCE (LF)
PIPE
PROFILE
AREA (SF)
YES/NO
SHEET NO.
WALL 1
111
SIRUCTURAL EARTH
CUT
D
211
WALL 2
218
STRUCTURAL EARTH
FILL
45
211
WALL 3
53
MODULAR BLOCK
FILL
32
212
WALL 4
123
MODULAR BLOCK
FILL
92
212
WALL 5
120
MODULAR BLOCK
FILL
53
213
WALL 6
1248
SOLDIER PILE
FILL
306
226
WALL 7
332
DUL
MODULAR RLOCK
FILL
215
2U4
WALL B
236
STRUCTURAL EARTH
FILL
81
215
WALL 9
269
MODULAR BLOCK
FULL
126
215
WALL 10
1039
STRUCTURAL EARTH
FILL
295
216'
WALL it 1
160
MODULAR BLOCK
CUT
0
217
WALL 12
372
SOLDIER PILE
CUT
77
227
WALL 13
161
STRUCTURAL EARTH
CUT
0
21B
WALL 14
1984
SOLDIER PILE/STRUCTURAL EARTH
CUT
177
228
WALL 15
2391
SOLDIER PILE
CUT
330
229-230
WALL 16
142
MODULAk BLOCK
FILL
79
218
WALL 17A
102
MODULAR BLOCK
FILL
34
219
WALL 17
234
MODULAR BLOCK
CUT
0
219
WALL 18
348
MODULAR BLOCK
CUT
0
219
WALL 19
231
MODULAR BLOCK
CUT
0
220
WALL 21
66
M000LAR BLOCK
FILL
38
221
WALL 22
244
STRUCTURAL EARTH
CI1i
0
221
WALL 23
701
MODULAR BLOCK
FILL
330
222-223
WALL 24
76
MODULAR BLOCK
CUT
0
223
TOTALS
10963.00
j2310DO
ROW LINE
2 I h - - - -
ev
' 1
MAXM
I 8' R. (MIN)—
r I �
SEE NOTE 1
6" DIAM PERFORATED
CORRUGATED POLYETHYLENE
UNDERDRAIN PIPE. SEE NOTE 3.
VARIES, 0.7h MAX
SECTION
STRUCTURAL EARTH CUT WALL
NTS
NO
DATE
BY
APPR.
REVISIONS
Approved By
13022WALLPPR03 ftg
FILENAME
KPF 06,16
EN;NNMFWG MNAGER DA-E
DESIGNED BY DATE
06'lfi
EKLAWN
PROJEC"IMNl.OER D.A-E
BY D
DRATE
KPF 0616
AROJEC- ENGINEER W.E
CHECKED BY DATE
3131 113tt Ave St 400 A,e BID
SealeWA981: ' •� `" ` DOCUMENTS
(206)2BE1640 1253.(JLITn:
myApgam
- �8' R. (MIN) - - —
B' R. (MIN)
STREET LIGHT/
FACE OF WALL UTILITY POLE
WHERE SHOWN ON PAVING PLANS, WALL MUST BE CONSTRUCTED AS SHOWN
TO AVOID LUMINAIRES OR UTILITY POLES. THE WALL MUST BE CONSTRUCTED
SO THAT THE WALL BLOCKS ARE CONTAINED WITHIN THE ROW
STRUCTURAL EARTH WALL OR MODULAR
BLOCK WALL AT LUMINAIRE / UTILITY POLE
NTS
CYTY OF PACIFIC HIGHWAY SOUTH
Federal Way PHASE V IMPROVEMENTS
WALL PLANS
WALL DETAILS
OF
KPG PROJECT No 13022 SHT 224
76+00
PACIFIC HIGHWA OUTH
�JT�JT� �J1 �JT�JT
SDI
,, � SD SD
ENO WALL 13
AP 13 1� STA 0+13.74 WALL 13. STA 0+41.18
FL S 75$ 66.77, 53.44' RT STA 75+94.20, 54.12' RT
5.
D33 - - -
g -d _ WALL 13
L14_
BEGIN WALL .137rR
o WALL 13, STA,0+*STA 75+66.d31.
PLAN u
0 5 10 20 30
SCALE IN FEET
WALL 13
STA 0+00 TO STA 0+51
O 0
325 Igo A9'� 325
320
TOP OF WALL ',% 320
}
INCLUDING
"20
CAP BLOCK
315
315
EXISTING GROUND
-
314 ' 1
AT FACE OF WALL . -I
310
310
CONSTRUCT STRUCTURAL PROPOSED BACK OF SIDEWALK
EARTH CUT WALL PER
DETAIL, SHEET 224
305
305
0+00
0+5118
PROFILE
HOR: 1'=40' VER: 1-=10`
WALL 13
NUMBER
I START STA
NORTHING
EASTING
LENGTH
BRNG/DELTA
RADIUS
PI STA
TAN
L14
0+10.00
111298.43
127287BAB
3.74'
N 61'56'15" W
L13
0+13.74
111300.20
1272875.68
27.44'
N 24-15'41- E
NO i
DATE
I BY
I APPR
REVISIONS
Approved By
13022WALLPPR02,d.9
FILENAME
KPF 0616
ENWN'EEANNG AWLAGER W,E
DESIGNED BY DATE
EKL 0516
PRWEC•TAMAVIR OATE
DRAWN BV DATE
KPF 0616
PfipJEC EiI6ViEER DATE
CHECKED BY DATE
56+00
MC77
57+06
W� '
26 PACIFIC HIGHWAY SOUTH
l+
------ --------- �� --------------_ I-------------------->:~�--------
1 JT
�JI Ji T
SD— SD SD G\
G —r
G
JT
-
amocx (TT14 -
`
WALL 16
0+99
II
00 -- — —
—t19
I
END
WALL
WALL 16
16, STA 0+B9.26 1
N WILL 16
-� Ft
66.00' RT
WALL-16. STA 0+10-00
STA
\
57+OOA0, ,
CE STA 56+298' RT
1
PLAN
0 5 10 20
30
SCALE IN FEET
WALL 16
STA 0+00 TO STA 0+99
290
290
N
4p7, N
285
o W
Q�
PROPOSED BACK OF SIDEWALK �a
}J
285
�N3
3
19
'
J
BVCCL FENCE
l -
280 �di3�
o
.. -
x
# 280
—EXISTING GROUND AT
f FACE OF WALL
275
- -
275
F
f f
CONSTRUCT MODULAR BLOCK
EG 274 •
,
EG 275 46-� EG 27&341
FILL WALL PER DETAIL, SHEET 225
EG 274 66 -
270
270
0+00
0+99.30
PROFILE
HOR: 1'=40' VIER: 1 =10'
WALL 16
NUMBER
START STA
NORTHING I
EASTING
LENGTH
BRNG/DELTA
RADIUS PI STA TAN
L19 0+10 00
109500.89
1 1272134.31
1 7926'
N 2123.03- E
BIDGil' OF
3131EIpa6 Ave Sle 406 2502 Je6e000 pue , Federal Way
a se ,wA�e,2, ITzc n6VVA 02, DOCUMENTS
�l,� c ���" ti (2D6)26&16;C (253)627-0120
mm.kpa com
PACIFIC HIGHWAY SOUTH
PHASE V IMPROVEMENTS
GENERAL WALL NOTES
1 SEE WALL DETAILS, SHEETS 224-225
2. THESE ELEVATIONS HAVE BEEN PROVIDED FOR USE
AS A GUIDE FOR CONSTRUCTION. THE RETAINING
WALL SHALL BE CONSTRUCTED PER TYPICAL
SECTIONS, DETAILS, AND MANUFACTURER'S
RECOMMENDATIONS EXCEPT AS ADJUSTED IN THE
FIELD BY THE ENGINEER
WALL PLANS
WALL 13 & WALL 16
KPG PROJECT No. 13022 SHT 218 OF
GENERAL NOTES
LEGEND
CURB & GUTTER
x FENCE
F FILL EMBANKMENT LINE
c CUT EMBANKMENT LINE
— - — EXISTING RIGHT OF WAY
— PROPOSED RIGHT OF WAY
HMA OVERLAY SECTION
0 HMA PAVEMENT SECTION
CEMENT CONC, SIDEWALK AND/OR PAVEMENT
x ; POINT TABLE
NO.
STATION
OFFSET GUTTER ELEV
DESCRIPTION
1
57+45 35
13 85' RT 279.15
END
NO
DATE
BY
APPR
REVISIONS
Approved By
17022RDPL02 dv1g
FILENAME
KPF 0616
EhBth'EER1N'G AMTH6ER OA7E
DESIGNED BY DATE
KPF 0616
PROJECT— MANAGER IWE
DRAWN BY DATE
KPF 0616
PROJECT EAYs1<+E£R OA-E
CHECKED BY DATE
PLAN
0 10 20 40 60
SCALE IN FEET
s rk.l,..
BID 'Fed
°F
3131 F11ntt Ave Sle <OC 26C2 Je`ero6Hle Federal Way
b 9s6tle 6-1640 , (253 C2-0720 DOCUMENTS
12Jfi1296-1G0 (263ifi27-072C
..� 1N,'nv.kpc.ccr<
1 CONSTRUCT CEMENT CONCRETE CURB, GUTTER, AND SIDEWALK PER
TYPICAL SECTIONS, SHEETS 35-36
2. CONTRACTOR SHALL ADJUST ALL JUNCTION BOXES WITHIN SIDEWALK
GRADE
3. CONTRACTOR SHALL BE RESPONSIBLE FOR CLEARLY MARKING ALL
UTIUTY APPURTENANCES PRIOR TO PAVING OVER THEM. ALL
CASTINGS SHALL BE ADJUSTED TO MATCH FINISHED ROADWAY GRADE.
4 FOR SIDEWALK TRANSITIONS AND EXTRUDED CURB POINTS NOT SHOWN
ON ROADWAY PLAN SHEETS, SEE DRIVEWAY PLAN AND PROFILES,
SHEETS 234-249
5. FOR MEDIAN TREATMENTS SEE LANDSCAPE PLAN SHEETS AND
DETAILS, SHEETS 271-291
CONSTRUCTION NOTES
rn
�.J MATCH EXISTING
4 O CONSTRUCT MODULAR BLOCK WALL SEE WALL PLAN & ELEVATIONS
= AND WALL DETAILS, SHEETS 211-225
Ln
0 4 CONSTRUCT CEMENT CONCRETE COMMERCIAL DRIVEWAY ENTRANCE
O PER CFW STANDARD DETAIL 3-6A
m r1 RECONSTRUCT HMA DRIVEWAY PER DRIVEWAY DETAILS & PROFILES,
a L1 SHEETS 234-249.
RECONSTRUCT CEMENT CONCRETE WALKWAY AND MATCH AT EXISTING
w �J JOINT
Z
U O CONSTRUCT CEMENT CONCRETE PERPENDICULAR CURB RAMP PER
WSDOT STD PLAN F-40.15-02
12 INSTALL BLACK VINYL COATED CHAIN LINK FENCE ON WALL PER
WSDOT STANDARD PLAN L-2010-02
14 CONSTRUCT MEDIAN. SEE POINTS LAYOUT TABLE AND MEDIAN
EXTRUDED CURB DETAIL, SHEETS 368-372 & 38
16 INSTALL CEMENT CONCRETE EXTRUDED CURB, PER CFW STANDARD
DETAIL 3-4.
17 INSTALL MOUNTABLE CURB PER CFW STANDARD DETAIL 3-4
18 RELOCATE MAILBOX
19 INSTALL BUS SHELTER PAD PER PIERCE TRANSIT 5X10 PAD DETAIL IN
APPENDIX C OF THE SPECIFICATIONS.
20 ADJUST MONUMENT CASE AND COVER TO GRADE
21 ADJUST GAS VALVE TO GRADE
22 ADJUST TELEPHONE MANHOLE TO GRADE BY OTHERS
23 RECONSTRUCT SEWER MANHOLE SEE WATER AND SEWER PLANS,
SHEETS 182-198.
24 RELOCATE TELEPHONE VAULT BY OTHERS
26 RELOCATE TELEPHONE PEDESTAL BY OTHERS
43 CONSTRUCT SOLDIER PILE WALL. SEE WALL AND PLAN & ELEVATIONS
AND WALL DETAILS, SHEETS 226-233.
PACIFIC HIGHWAY SOUTH
PHASE VIMPROVEMENTS
CORRESPONDING SHEETS
RIGHT OF WAY PLAN
53
SITE PREPARATION PLAN
71
ROADWAY PLAN
90
ROADWAY PROFILE
109
INTERSECTION DETAILS
122
DRAINAGE PLAN
136
DRAINAGE PROFILE
155
WATER & SEWER PLAN & PROFILE
191
IRRIGATION PLAN
258
LANDSCAPE PLAN
280
ILLUMINATION PLAN
301
CHANNELIZATION & SIGNING PLAN
343
JOINT UTILITY TRENCH PLAN
359
ROADWAY PLAN
STA 55+50 TO STA 60+50
KP' PROJECT No 13022 1 SHT EV OF