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23725 EDMONDS
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ADDRESS:
TAX ACCOUNT/PARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED) FOR:
CRITICAL AREAS:— CAA9-244' DETERMINATION: 0 Conditional Waiver 0 Study Required N-Waiver
DISCRETIONARY PERMIT
DRAINAGE PLAN DA'
PARKING AGREEMENTS DA:
EASEMENT(S) RECORDED FOR:
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
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SIDE SEWER AS BUILT DA:
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT
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WATER METER TAP CARD DATED:
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Legal Nonconforming Land Use Determination Issued: (YES / NO) /Vvq
Reduced Site Plan Provided: (OS— NO)
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Flag Lot.- (YES I
ADB File Number Jdate-waivad): PL_(V Z(Dc-'�OD_2
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PLANNING DATA
New Commercial I Multi -Family Projects
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Business Name
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Plan Review By:
ENGINEERS PLANNERS SURVEYORS
rPACE
An Engineering Services Company
STORM DRAINAGE REPORT
OL YMPIC VIEW
WA TER AND SEWER DISTRICr -
Equipment and Materials Center
23725 Edmonds Way
Edmonds, WA 98026
Prepared For:
Olympic View Water and Sewer District
23725 Edmonds Way
Edmonds, Washington 98026
July 20., 2010
Contact Person:
Phil Cheesman, P.E.
Zack Kvasnikoff
425.827.2014
to
OLYMPIC VIEW WATER & SEWER DISTRICT
(Equipment and Materials Center)
Es a IS]
STORM DRAINAGE REPORT
qft-oejvtoft-� hpfyo.oj
fos-� ow*w�
0, 55'"S
July 20, 2010
Prepared by:
CPACE-
PACE Engineers, Inc.
11255 Kirkland Way, Suite-300
Kirkland, WA 98033
425.827.2014
r'S?M""
vO� "--
RESUE3
OCT 2 0 2010
RUILDI�G DEPARTMEMT
CfTV OF WMONDS
NOR M-11 M-1
0
TABLE OF CONTENTS
Section 1 — Project Overview ............................................................................... 1
1.1 General Description ............................................................................. 1
Section 2 — Offsite Analysis .................................................................................... 3
2.1 Upstream Analysis .............................................................................. 3
2.2 Downstream Analysis ..................... .................................................... 3
Section 3 — Flow Control and Water Quality Facility Analysis and Design ........... 9
3.1 Existing Site Hydrology ....................................................................... 9
3.2 Developed Site Hydrology .................................................................. 10
3.3 Flow Control and Water Quality Performance Standards .................. 10
3.4 Flow Control System ......................................................................... 11
3.5 Water Quality System ......................................................................... 12
Section 4 — Conveyance System Analysis and Design ...................................... 13
4.1 Conveyance System ......................................................................... 13
Section 5 — Erosion Control and Risk Assessment ................................ ............. 13'
5.1 Temporary Erosion and Sediment Control ........................................ 13
5.2 Permanent Erosion and Sediment Control ........................................ 14
List of Appendices
Appendix A — Project Site Conditions Exhibits
Appendix B — Soils Map and Descriptions
Appendix C — Flow Control and Quality Calculations
Appendix D —Approved Drainage Report (1994 Improvements)
Appendix E — Compost Media Filtration Case Study (The Unified Sewerage
Agency)
Appendix F — Compost Media Filtration Maintenance Plan-,
List of Figures
Figure 1 — Site Location Map ................................................................................ 1 1
Figure 2 — Aerial Photograph ...................................................... * .... * " * ......... 2
Figure 3 — U.S.G.S. Downstream Drainage Map .................................................... 4
Figure 4 — Downstream Drainage Analysis Photo Key ......................................... 8
Figure 6 - Existing Conditions Site Layout ................................................... App. A
Figure 7 — Proposed Conditions Site Layout ................................................ App. A
Olympic View Water and Sewer District Page i
Equipment and Materials Center
Drainage Report
July 20, 2010
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E
List of Tables
Table 1 — Existing Basin Areas ........................................................................... 11
Table 2 — Proposed Basin Areas ...............
.......................................................... 1
Table 3'— Peak Runoff Events ............................................................................. 12
Table 4 — Volume and Control Structure. Geometry ............................................. 12
Table 5 — Water Quality Flow Rate Comparison ................................................. 13
Olympic View Water and Sewer District
Equipment and Materials Center
Drainage Report
July 20, 2010
Page ii
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RA WC: E
SECTION I — PROJECT OVERVIEW
1.1 General Description
Olympic View Water and Sewer District (OVWSD) is proposing to expand and
relocate their headquarters office and redevelop the existing subject site to
include only an equipment and materials center. The existing administration
building will be demolished and the remainder of the site will be remodeled for
better utilization as an equipment and materials facility.. The project site is located
at 23725 Edmonds Way in Edmonds Washington.
The project consists of one tax parcel, number 00463300600100, which is
approximately 0.812 acres in size. See Figure 1 for the site location and Figure 2
for an aerial photograph of the site.
Figure 1. Site Location Map (Thomas Bros. Map)
Olympic View Water and Sewer District Page I
Equipment and Materials Center
Drainage Report
July 20, 2010
Figure 2. Aerial Photograph (www.maps.google.com)
The subject property is currently under the use classification of 659 "Other
Professional Services NEC" as an exemption for governmental properties. As
the site use will not be changed, the property will remain under this classification.
The properties surrounding the OVWSD facility include a 32 unit condominium
complex to the east, Cedar Court Apartments to the north, and an orthodontics
office to the northwest. The project site includes approximately 300 feet of
frontage along the southwest property line with SIR 104/Edmonds Way.
Olympic View Water and Sewer District constructed the original administration
building in 1972., The original site improvements included a 1,426 square foot
administration building, parking area, and an unpaved (gravel) materials yard. In
1994 the site was partially redeveloped and a 5,450 square foot maintenance
building was constructed on the northern portion of the site. The 1994
improvements included demolition of portions of the existing paved areas,
construction a new paved parking area and drive aisle in front of the new
maintenance building and the construction of a detention and water quality
treatment system.
At this time, Olympic View Water and Sewer District is proposing to construct a
new administration building offsite and redevelop the existing subject property as
an equipment and materials center. The existing site will be redeveloped utilizing
many of the existing utilities and will retain much of the existing onsite pavement.
It is a project goal to minimize impact to the site and minimize the cost of
Olympic View Water and Sewer District Page 2
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July 20, 2010
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redevelopment. The redeveloped site will provide additional functionality to the
maintenance facility through the addition of a relocated site entry point, the
addition of two vactor dump stations, relocation of onsite parking, and the
addition of material storage bins.
The proposed project will include work within the right-of-way. The, work will be
limited to the closure of the existing north and south driveway aprons,
reconstruction of the impacted sidewalks, and the construction of a new driveway
opening. The. proposed driveway apron will be 35' wide according to City of
Edmonds standards for commercial developments. The proposed work will not
extend beyond the face of curb, so a permit from WSDOT has not been required.
SECTION 2 — OFF -SITE ANALYSIS
2.1 Upstream Analysis
The uphill (upstream) side of the site lies at the east property line. Villa Royale
condominium complex is located to the east of the site. Under current conditions,
an insignificant amount of upstream run ' on occurs from the Villa Royale site. All
uphill ru noff generated by the Villa Royale improvements is directed to
permanent conveyances which bypass the site. Stormwater from the Villa
Royale Condominium complex is assumed to discharge to 238th Street SW and
be further conveyed via the conveyance system within. SR 104 / Edmonds Way.
2.2 Downstream Analysis 9th
A downstream analysis was conducted for this project on November 2 , 2009.
The weather observed during the downstream analysis was total overcast with
no significant rainfall, and temperatures in the mid -forties. The downstream
analysis extended % mile beyond the natural discharge locations for the site.
Figure 3 (below) shows the general drainage basin of the site, as provided by
U.S.G.S. The remainder of this section specifically describes the downstream
drainage system of the site's flow, including photos. At the.end of the section,
Figure 4 shows the photo key for the downstream analysis photos.
Olympic View Water and Sewer District Page 3
Equipment and Materials Center
Drainage Report
July 20, 2010
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Figure 3. U.S.G.S. Downstream Drainage Map
The natural discharge location for the site is at the northwest corner of the site.
On -site runoff from the existing site is discharged from the'amended compost
media filter vault (onsite water quality treatment facility) located near. the central
portion of the west frontage. Stormwater is conveyed to'a type 2 manhole on the
east side of SIR 104 (see photo A) and conveyed northwest via a 36" concrete.
pipe following SIR *104 in a northwest direction (See photo B). Stormwater is
conveyed northwest in the WSDOT stormwater mainline within SIR 104 beyond
the extents (1/4 mile) of Ahe drainage study (See photos C-E). It is presumed
that beyond the point of the analysis, stormwater remains within the WSDOT
mainline to an outfall in Puget Sound.
Olympic View Water and Sewer District Page 4
Equipment and Materials Center
Drainage Report.
July 20, 2010
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Photo C — Conveyance crossing 236"'Street SW, flowing NW
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Photo D — Conveyance continues north along Edmonds Way
Olympic View Water and Sewer District Page 6
Equipment and Materials Center
Drainage Report
July 20j 2010
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SECTION 3 — FLOW CONTROL AND WATER QUALITY FACILITY
ANLAYSIS AND DESIGN
3.1 Existing Site Hydrology
The existing site is developed to approximately 65% impervious land 'coverage.
The existing site has a varied buffer width which includes grass, shrubs, bushes,
and trees of varying caliper size. The existing site has very little upstream run on
area attributed to the easterly (uphill) side of the site. As previously described,
this is largely due to Ahe improvements that have been made to the parcels
located east of the OVWSID site. A paved access road services the Villa Royale
Condominium complex which collects any'drainage that would have otherwise
drained onto the site.
The subject site slopes from southeast to northwest with a elevation. drop of
approximately 2 feet. Slopes within the parking and walkway areas range from
0-6% and the -landscaped, portions of the site range in slope from flat to 2:1
Horizontal: Vertical. The steepest slopes are located between the two existing
buildings and the retaining wall located at the west property line.
Surface water runoff from the 0.81 acre site largely sheet flows to the catch.
basins located within the north and south parking lots or is tight -lined from the
roof drainage system to the existing detention tanks located onsite. Stormwater
is then conveyed to the onsite compost amended media filter vault prior to
discharging to the public stormwater main located within Edmonds Way (SR
104). Refer to Figure 6 in Appendix A for the site's existing conditions.
Soils onsite are classified as Alderwood-Urban land complex and McKenna
gravelly Silt Loam. As the site has been previously developed it is anticipated
that the majority of soils encountered during -construction will be a mixture of
moderate to poor-drainirig silty soils. Refer to Appendix B for further soils
information, including the NRCS Soil Survey -of Snohomish County, Map
Information, and Map Legend Summary.
Olympic Vi�w Water and Sewer District Page 9
Equipment and Materials Center
Drainage Report
July 20, 2010
CNE
3.2 Proposed Site Hydrology
The proposed site hydrology will not be significantly affected by the
redevelopment process. The site will include approximately 1,496 square feet of
net additional impervious surface that will be directed to an enlarged detention
facility with a replaced control structure.
In the proposed condition, the site will generally maintain the existing flow path.
Stormwater runoff from the roof and paved areas will be collected in a series of
catch basins and be conveyed via underground storm drainage pipes to the
"upsized" existing detention system prior to being discharged to the existing
amended compost media filter vault. After the water passes through the compost
media filter it is discharged via tight -lined conveyance to a type.11 catch basin in
SR1 04/Edmonds Way.
3.3 Flow Control and Water Quality Performance Standards
The project site is subject to s ' atisfying Title 18.30 of the City of Edmonds code.
Title 18.30 requires flow control and treatment for new and replaced impervious
surface areas in excess of 2,000 square feet. As the project site discharges to a
WSDOT stormwater main in Edmonds Way the site is req*uired to provide flow
control for the developed site matching the existing 10 and 100 year peak runoff
rates.
For the purposes of modeling the existing site conditions, only those portions of
new and replaced impervious surfaces have been modeled as forested
conditions because the site was not annexed into the City of Edmonds until 1994.
All undisturbed impervious surface areas in place prior to December 15, 1994
have has been modeled as existing impervious area. It has been assumed that
no additional impervious surface area or PGIS area has been added between
December 15, 1994 and the current time. This assumption has been verified by
.comparing the proposed conditions included in the approved Storm System
�Hydraulic Calculations report prepared by PACE. in November 12, 1993 with the
survey prepared by PACE in 2007. The impervious area calculations very nearly
match the proposed site conditions within the 1993 report. A copy of the
approved 1993 report has been included as Appendix D within this report.
For the purposes of sizing the flow control facility, the following method was
followed:
Co ' ntributing areas were determined using computer methods by
delineating the areas within AutoCAD drawings. The developed
conditions were taken from the current site plan. Existing conditions were
taken from the 2007 sur�ey completed by PACE Engineers, Inc. (assumed
Olympic.View Water and Sewer District Page 10
Equipment and Materials Center
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to be December 15, 1994 conditions).
Peak 10-year 24-hour runoff rates were estimated using the Santa
Barbara Unit Hydrograph Method (Using KCHYD) for the existing and
developed site conditions.
The Santa Barbara Unit Hydrograph model was then used to determine'
the total detention volume and control structure geometry required to
discharge storm water from the developed site at the existing peak rates.
The stormwater model matched the existing systems effective storage
depth so that the existing system could be retrofitted with the enlarged
tank volume and redesigned control structure.
A 30% enlargement factor was applied to the proposed detention system.
The enlarged.system was sized to provide 488 cubic feet of storage. The
existing detention system provided 386 cubic feet of storage.
3.4 � Flow Control System ,,,P 5
The proposed flow control system will consist of the existing 28"x2O" arch pipe
detention tank (232 CF Storage) and adjoining manholes with the dditioni of th-C
24" tanks. The land cover breakdown for the sizing of the propo ed facility has
been included in Tables 1-2 below. See Appendix A for existin and developed
site conditions exhibits.
Table 1. Existing Basin Areas (December 15,1994 Conditions, ithreplacednew
and replaced impervious areas modeled as forest)
Ground Condition
Area (acres)
Impervious
Existing Pavement and
Roof (To Remain)
0.35
Existing and Proposed
Landscape
0.30
Replaced Impervious
[Area (Modeled as
Pervious
Forest)
0.16
Total Area
0.81
Table 2. Proposed (Developed) B sin Areas
Ground Condition Area (acres)
Imp rvious Pavement and Roof 0.55
Pervious Land scape/Forest 0.26
Total Area 0.81
Ar,k vot-
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ti�A'1,34 31, -,-,,04?
The modified detention system will greatly reduce.the peak discharge rates from
the existing configuration. A summary of the peak run-off rates for the existing
and proposed (developed) site conditions have been provided in Table 3. See
Figures 6 and 7 in Appendix A for land coverage breakdowns. See Appendix C
for flow control calculations.
Olympic View Water and Sewer District
Equipment and Materials Center
Drainage Report
July 20, 2010
Page 11
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Required Storage
Volume
593 CF
Provided Storage
Volume
608 CF
Bottom Orifice
Diameter
2-7/16 Inches
Top Orifice
Diameter
1-3/8 Inches
Top Orifice Height
1.00 Feet
Overflow Heigh t
.
2.00 Feet
Table 3. Peak Runoff Events
Developed Conditions-
Mitigated Developed
Peak.Storm
Existi ng Conditions
Without Detention
Conditions -With
Event
(CFS)
(CFS)
Detention ( FS)
10-Year, 24-Hr
0.16
0.25
0.15
100-Year, 24-Hr
0.28
0.42
0.25
The SBUH model was used to determine the required detention volume and
control structure geometily. This information has been summarized. in Table 5
below.
Table 4. Volume and*Control Structure Geometry
*Provided storage volume accounts for detention pipes being only 1. 7 feet full on average.
3.5 Water Quality System
The existing compost media filtration system was installed at the Olympic View
Water and Sewer District site as one of the first media filtration facilities in the
state of Washington used to target pollutant removal from stormwater. It was
installed for the purpose of satisfying treatment requirements by Snohomish
County at the - time ' the site was redeveloped. Since that time, Contech
Stormwater Solutions has since received approved for similar technology to the
media filtration system installed at Olympic View Water and Sewer District.
Contech Stormwater Solutions has provided us With a case study. that shows the
original prototype systems (similar the system installed at the subject site) are
capable the required level of -treatment. See pages 7 and 8 of the case study
provided within Appendix E.
Olympic View Water and Sewer District
Equipment and Materials Center
Drainage Report
July 20, 2010
Page 12
As required by the City of Edmond Code, the proposed site must be capable of
treating the 6-month 24-hour storm event for the developed site. Under the
p roposed/developed site conditions the. flow control facility will discharge
stormwater at peak rates significantly less than the existing media vault was
originally designed to treat. See Appendix D for the original treatment flow rate
calculations. No additional treatment will be provided with the proposed
improvements. The compost media filter vault will be maintained to the original
manufacturer's recommendations..
Table 5. Water Qualitv Flow Rate Comoarison
Required Treatment
Flow Rate
0.12 CFS
Provided Treatment
Flow Rate
0.49 CFS
SECTION 4 — CONVEYANCE SYSTEM ANALYSIS AND DESIGN
4.1 Conveyance System
The project site's conveyance system has been sized to adequately convey the
25-year peak storm event using the Rational Method to calculate peak flows
within each drainage sub -basin.
SECTION 5 — EROSION CONTROL AND RISK -ASSESSMENT
5.1 Temporary Erosion and Sediment Control
BMP E3. 10: Silt Fence
The silt fence will be installed prior to construction to reduce the transport of
sediment from the construction site onto adjacent properties. Silt fence will be
installed at the property line where turbid water and/or erosion is anticipated.
BMP E3.30: Ston77 Drain Inlet Protection
Storm drain inle ' t protection will be provided in new and existing catchbasin and
manhole structures onsite and offsite to reduce the amount of sediment laden
water from entering the public storm drain. The contractor will clean the private
and public storm drainage system' upon completion of 'construction.
General
All construction debris will promptly be removed from the site to minimize
demolition and construction impacts on the. site.' The contractor shall implement
additional Best Management Practices as required and/or recommended by the
county inspector and as approved and/or required by other agencies during
Olympic View Water and Sewer District Page 13
Equipment and Materials Center
Drainage Report
July 20, 2010
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construction to prevent construction debris, waste, material, fuel, oil, lubricants,
and other fluids from entering the public right of way and the existing storm
conveyance system.
5.2 Permanent Erosion and Sediment Control
Construction will not be finalized until the site is fully stabilized with pavements,
landscaping, or established hydro -seeding. Permanent stormwater facilities will
be in place and approved by the City inspector prior to the contractor leaving the
site.
Olympic View Water and Sewer District Page 14
Equipment and Materials Center
Drainage RepDrt
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APPENDIX A
PROJECT SITE CONDITIONS EXHIBITS
FIGURE 6. EXISTING CONDITIONS
FIGURE 7. DEVELOPED CONDITIONS
Olympic View Water and Sewer District Appendices
Administration and Operations Office
Drainage Report
July M, 2010
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APPENDIX B
SOILS MAP AND DESCRIPTIONS
(NRCS SOILS SURVEY OF SNOHOMISH COUNTY)
Olympic View Water and Sewer District
Administration and Operations Ofrice
Drainage Report
July 20, 2010
Appendices
Soil Map,—Snohom.ish County Area, Washington
548490 548500 548510
54a520 548530 548540 54a550 548560 54a57O
54&580
47'4T 3'
r7M
L
vs --A
I
4
al,
47'46 59"
54190 54&900 54J
4, 3n 0 54A50 54&0 54E60
mapScale: 1*.659 ff pdnted
onAsize (8.5" x 11") sheet.
N
ters
0 5 10
20
Feet
0 25 50
100 150
USDA Natural Resources
Web Soil Survey
11124/2009
AM
conservation Service
National Cooperative Soil Survey
Page 1 of 3
47* 4r 3"
47' 46 59"
MAP LEGEND
Area of Interest (A�01)
0.
Area of interest (AOl)
Soils
[—I
Soil Map Units
Special
Point Features
Blowout
Borrow Pit
.X.
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
R
Mine or Quarry
Miscellaneous Water
Perennial Water
N/
Rock Outcrop
+
Saline Spot
Sandy Spot
Severely Eroded Spot
0
Sinkhole
3)
Slide or Slip
)K
Sodic Spot
Spoil Area
Stony Spot
Soil Map —Snohomish County.Area, Washington
MAP INFORMATION
Very Stony Spot
Map Scale: 1:659 if printed on A size (8.5" x 11") sheet.
Wet Spot
The soil surveys that comprise your A01 were mapped at 1:24,000.
A
Other
Please rely on the bar scale on each map sheet for accurate map
Special
Line Features
measurements.
Gully
Source of Map: Natural Resources Conservation Service
Short Steep Slope
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: UTM Zone 1ON NAD83
Other
This product is generated from the USDA-NRCS certified data as of
Political Features
the version date(s) listed below.
Cities
Soil Survey Area: Snohomish Count I y Area, Washington
Water Features
Survey Area Data: Version 6, Sep ?2, 2009
oceans
Date(s) aerial images were photographed: 7124/2006
Streams and Canals
The orthopho.to or other base map on which the soil lines were
Transportation
compiled and digitized probably differs from the background
Rails
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Interstate Highways
US Routes
Major Roads
Local Roads
us Natural Resources Web Soil Survey 11/24/2009
Conservation Service National Cooperative Soil Survey Page 2 of 3
0
0
Soil Map —Snohomish County Area, Washington
Map Unit Legend
Snoh9mish County Area, Washington (WAGGI)
Map Unit S yrnb�ol
Map Unf.t Name �cr�6s 10 Abl 'T*. Percent of AOI
6 Alderwood-Urban land complex, 8 to 15 0.5: 43.2%1
percent slopes
!32 McKenna gravelly silt loam, 0 to 8 percent 0.6: 56.8%
slopes
. �L- - ... . -.1-
USDA Natural Resources
Rim— Conservation Service
Web Soil Survey
National Cooperative Soil Survey
11/2412009
Page 3 of 3
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0
APPENDIX C
FLOW CONTROL AND QUALITY CALCULATIONS
Olympic View Water and Sewer District
Administration and Operations Office
Drainage Report
July 20, 2010
Appendices
0
0
FLOW CONTROL CALCULATIONS
Olympic View Water and Sewer District
Administration and Operations Office
Drainage Report
July 20, 2010
Appendices
TIME OF CONCENTRATION FOR:
Myrnpic View Water and Sewer District
Equipment and Materials Center
Developed Conditions
Sheet Flow:
Tt
6.42(n,L)"'
(P2 PASX
Where:
T,:
travel time (min).
ns:
sheet flow Manning's Effective roughness coefficient (from Table 6. 1).
L:
low length (ft).
P2:
2-year, 24-hour rainfall (in), (see Table E. 1).
s,:
slope of hydraulic grade line (land 'Slope, ft/ft).
Shallow
Tt
L
Concentrated Flow:
0.5
60k,(s.)
where:
Tt:
travel time (min).
L:
low length (ft).
ks:
time of concentration velocity factor (ft/s), (see Table 6. 1).
so:
slope of hydraulic grade line (land slope, ft/ft).
Channel Flow:
Tt
L
where: Tt: travel time (rfflin�.
L: flow length (ft).
k,: time of concentration velocity factor (ft/s), (see Table 6. 1).
so:, slope of hydraulic grade line (land slope, ft/ft).
Page 1
CALCULATIONS:
Sheet Flow
Sheet Flow:
Shallow
Concentrated Flow
Channel Flow:
Segment # = 1 Tt= 3.646234902 min.
n. 0.4
L 24
change El. = 6
P2 = I
so = 0.25-
Segment # = 2 T, 15.45236171 min.
ns 0.4
L 44
change El. = I
P2 =
so 0.0227
Segment # = 3 Tt 0.506134921 min.
L =' 74
change El. = 2.6
ks = 13
so = 0.0351
Segment # = 4 1 Tt = 0.080966934 min.
L = 47
change El. = 0.98
k�: = 67
So = 0.0209
Total TC 19.7
Page 2
0—
I
E
Engineer s Planners I Surveyors
CPAC E
An Engineering Services Company
PACE JN: 08094
OVWSD — Equipment and Materials Center
Date: 7/13/2010
DETERMINING THE PEAK FLOW RATES FOR THE EXISTING AND DEVELOPED CONDrTIONS.
(Peak rates determined using KCHYD-SBUH)
S.C.S. TYPE-1A DISTRIBLMON
10-YEAP 24-HOUR STORM **** 2.00" TOTAL PRECIP.
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
.46 84.3 .35 98 35
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.8 .5 84.3 .3 98.0 35.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-Fr)
.16 7.83 3500
ENTER [d:][pathjfilename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
10YE
- --------------------------------------------- ------------------------
S.C.S. TYPE-1A DISTRIBUTION
100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP.
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
.46 84.3 .35 98 35
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS -IMPERVIOUS TC(MINUTES)
A CN A CN
.8 .5 84.3 .3 98.0 35.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.28 7.83 6037
ENTER [d:][path)filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
100YE
<__ Q10-YR EX
<__ Q100-YR EX
PACE Engineers, Inc.
Seattle Office
1601 Second Avenue I Suite 1000 Seattle, WA 98101
P 206.441.1855 1 f 206.448.7167
paceengrs.com
0
Engineers I Planners I Surveyors
OVWSD — Equipment and Maintenance Facility
JN: 08094
Date: 7/20/2010
Page 2
S.C.S. TYPE-1A DISTRIBUTION
10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP.
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
.26 86.55 98 19.7
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.8 .3 86.0 .6 98.0 19.7
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-M
.25 7.83 4328 Q10-YR DEV.
ENTER [d:][path)filename[.ext] FOR STORAGE OF COMPUTED HYDROGPAPH:
10YD
------ ---------------------------------------------------------------
S.C.S. TYPE-1A DISTRIBUTION
100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP.
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
.26 86.55 98 19.7
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.8 .3 86.0 .6 98.0 19.7
PEAK-Q(CFS) T-PE-AK(HRS) VOL(CU-M
.42 7.83 7072 Q100-YR DEV.
ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
100YD
P:\PO8\08094.00 - Edmonds Way Site\Calcs\2010-07-13 SBUH Flow Control Calculations
CPAC E
An Engineering Services Company
Engineers I Planners Surveyors
PACE IN: 08094
OVWSD — Equipment and Materials Center
Date: 7/20/2010
Determininci the additional detention volume required to match existing condition
For the purposes of satisfying flow control requirements, the existing onsite detention system will be enlarged to account for
additional impervious surface area created by the proposed improvements. The existing control structure will be removed and a
new control structure will be installed which will be designed to release stormwater at the 10 and 100 year eAsting rates. King
County's Hydrograph Model (SBUH) was used to size the detention tank to meet the current City of Edmonds stormwater control
standards.
KING COUNTY DEPARTMENT OF PUBLIC WORKS
Surface Water Management Divrision
HYDROGRAPH PROGRAMS
Version 4.21B
1 - INFO ON THIS PROGRAM
2-SBUHYD
3 - MODIFIED SBUHYD
4 - ROU7rE
5 - ROUTE2
6 - ADDHYD
7 - BASEFLOW
8 - PLOTHYD
9 - DATA
10 - RDFAC
11 - RETURN TO DOS
ENTER OPTION:
10
R/D FACILITY DESIGN ROLMNE
SPECIFY TYPE OF R/D FACILITY:
I - POND 4 - INFILTRATION POND
2 - TANK 5 - INFILTRATION TANK
3 - VAULT 6 - GRAVEL TRENCH/BED
2
ENTER: TANK DIAMETER (ft), EFFECTIVE STORAGE DEPTH (ft)
22 TANK DIA.= 24", DEPTH=2.0'
ENTER [d:][path]fllename[.ext] OF PRIMARY DESIGN INFLOW HYDROGRAPH:
100YD
PRIMARY DESIGN INFLOW PEAK = .42 CFS
ENTER PRIMARY DESIGN RELEASE RATE(cfs):
.28 <— TARGET 100 YEAR PEAK
ENTER NUMBER OF INFLOW HYDROGRAPHS TO BE TESTED FOR PERFORMANCE (S MA)GMUM):
ENTER [d:][path]fllename[.ext] OF HYDROGRAPH 1:
11YD
PACE Engineers, Inc.
Seattle Office
1601 Second Avenue I Suite 1000 1 Seattle, WA 98101
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paceengrs.com
0
0
OVWSD — Equipment and Maintenance Facility
JN:08094
Date: 7/20/2010
Page 2
ENTER TARGET RELEASE RATE(cfs):
.16
ENTER: NUMBER OF ORIFICES, PISER-HEAD(ft), RISER-DIAMETER(in)
2212
RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW .12 FT
SPECIFY ITERATION DISPLAY: Y - YES, N - NO
N
SPECIFY: R - REVIEW/REVISE INPUT, C - CONTINUE
C
INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 2361 CU-FT
Engineers I Planners I Surveyors
<- TARGET 10 YEAR PEAK
BOTTOM ORIFICE: ENTER Q-MAX(cfs)
.23
DIA.= 2.45 INCHES <- BOTTOM ORIFICE DIAMETER
TOP,ORIFICE: ENTER HEIGHT(ft)
I <- TOP ORIFICE HEIGHT
DIA.= 1.36 INCHES <- TOP ORIFICE DIAMETER
PERFORMANCE: INFLOW TARGET -OUTFLOW ACTUAL -OUTFLOW PK-STAGE STORAGE
DESIGN HYD: .42 .28 .28 2.00 506 <- MATCHING 100YR STORM
TEST HYD 1: .2S .16 .16 .99 250 <-- MATCHING 10YR STORM
SPECIFY: D - DOCUMENT, R n REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP
E
ENLARGEMENT OPTION: ALLOWS FOR INCREASING STORAGE AT A SPECIFIED
STAGE HEIGHT, TO PROVIDE A FACTOR OF SAFETY,
ENTER: STORAGE -INCREASE(%), STAGE-HEIGHT(ft)
302 <-- 30% ENLARGEMENT
PERFORMANCE:. INFLOW TARGET -OUTFLOW ACT`UAL-OUTFLOW PK-STAGE STORAGE
DESIGN HYD: .42 .28 .25 1.70 593 k- REQ. DETENTION VOLUME
TEST HYD 1: .25 .16 .15 .90 280
SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP
PROVIDED DETENTION VOLUME = 608 CF <-PROV. DETENTION VOLUME
V PROV. > V REQ. <- OK
P:\P08\08094.00 - Edmonds Way Site\Calcs\2010-7-20 SBUH Flow Control Calculabons\Tank Sizi ng-24in.doc
rPAC E
E
0
rp
WATER QUALITY CALCULATIONS
Olympic View Water and Sewer District
Administration and Operations Office
Drainage Report
July 20, 2010
Appendices
0
CPACE
I An Engineering Services Company
Engineers I Planners I Surveyors
PACE IN: 08094
OVWSD — Equipment and Materials Center
Date: 05/24/2010
DETEP,MINING THE WATER QUALrrY FLOW RATE USING KCHYD (SBUH) METHOD:
P2n = 1.5"
P6r,, ft = 1.5"x.64 = 0.96"
S.C.S. TYPE-1A DISTRIBUTION
6-MONTH 24-HOUR STORM **** .96" TOTAL PRECIP.
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 Aiszey,4
Tt yE 7e--
.26 86.S5 98 6.3
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A - CN
.8 .3 86.0 .6 98.0 6.3
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.1.2 7.83 1669 Q6-MD'NTH DEV
ENTER [d:)[pathjfi1ename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
6MD
The existing compost media filtration system was sized to treat up to 0.49 CFS
(See appendix D for calculations)
Q6-MONTH DEV < 0.49 CFS OK
PACE Engineers, Inc.
Seattle Office
1601 Second Avenue I Suite 1000 1 Seattle, WA 98101
P 206.441.1855 1 f 206.448.7167
rnm
0
APPENDIX D
APPROVED DRAINAGE REPORT
(FOR 1994 IMPROVEMENTS)
Olympic View Water and Sewer District
Administration and Operations Office
Drainage Report
July 20, 2010
Appendices
OLYMPIC VIEW WATER & SEWER DISTRICT NEW OFFICE
STORM SYSTEM HYDRAULIC CALCULATIONS
FOR MAINTENANCE FACILITY & FUTURE OFFICES
Prepared for:
Olympic View Water & Sewer District
23725 Edmonds Way
Edmonds, WA 98026
November 12,1993
!3.1_1
'W' / I A:
1 40
]VAL
1 ; 18 9 5
RECEIVED
DEC 3 1993
McAdoo, MaIC01M & YDUI�
a
lo,
L
as I `
5/26/9-,5'
Eng ' ineering
Consulting
Plarinirig
Penhallegon Associates Consulting Engineers, Inc.
750 SIXTH STREET SOUTH SUITE 200 KIRKLAND, WA 98033 (206) 827-2014
Hydraulic Calculations
See attached site plans for site b . asins, areas, and time of concentration paths.
LCalculations
Tr 10 + U60V Where, L Length of Travel
V Velocity
TC Time in Minutes
Existing Conditions
L, 170' (Bare Ground)
L2= 73' (Asphalt)
S, ELEV 403.9 - 391.0 0.076
L, 170
S2 =�&ELEV 391.0 - 389.20 0.025
L2 73
V, 2.9 fUsec
V2= 3.25 ft/sec
T. —.Tj + T2
.Tr 10 + 170. + 73 11.35 MIN
(60)(2.9) (60)(3.25)
D eveloped Conditions
L, = 75' (Lawn)
L2 = 90' (Asphalt)
L3 = 115' (Pipe Flow)
S, = A ELEV = 403.9 - 392.0 0.16
L, 75
S2= A ELEV = 392.0 - 391.0 = 0.011
L2 90
V, 3 ft/sec
V2 2 ft/sec
V3 3 ft/sec (Full Flow Pipe Velocity)
Tr=Tj +T2+T3
T,=10.+ 75 + 90 + 121 =11.84MIN
�60)(3) F6O)(2). (60)(3)
1
0
0
0
Rational method will be used for Peak Rate Runoff calculations.
Q = CIA Where, Q.= Peak Rate Runoff for Design Storm (CFS)
C = Dimensionless Runoff Coefficient
110YR = 1 .80 Inches (Existing Conditions) I = Rainfall Intensity for.Site
A = Site Area (Acres)
125yP = 2.10 Inches (Developed Conditions)
Runoff Calculations
Existing Conditions
Area 36,115 ft' (0.83 Acres)
-- 15,090 ft2 (0.35 Acres) Asphalt/Roof Area. C = 0.90
21,025 ft2 (0.48 Acres) Bare Ground C = 0.25
CEXIST = (1 5,D90)(0.90) + (21,025)(0.25) = 0.52
36,115
Q10 YR EXIST = C11DA = (0.52)(1.80)(0.93) 0.78 cfs
.Developed Conditions
A 36,115. ft2- (0.83 A -ore s)
.21,865 ft' (0.52 Acres) Asphalt/Roof Area C 0.90
14,250 ft2 (0.327 Acres) Grass C = 0.20
CDEV = (21,865)(0.90) + (14,250)(0.20) 0.6238
36,115
Q25YR DEVELOPED = C125A = (0.6238)(2.10)(0.83) = 1.09 CfS
/'V A7zW1
Detention Volume Calculations
Detention Volume is based on the increased flow generated from the site after development..
VT = VS * Acres * Developed Runoff Coefficient Total Storage Volume
Storage. III be provided for the 25 year developed storm while releasing the 10 year existing storm.
.W�
Q1DYFI EXIST= 0.78 cfs =Allowable Outflow = QA
Q 25 YR DEVELOPED = 1 - 0 9 CfS
2
Vs 4.329 T -40 QOT (Design for Drificewith Head)
T+25
QO Allowable Qutfiow (Qj
Site Acreage * Future Runoff Coeff.
T = -25 + (2706/Qo)'-'
Q0 0.78 1.508
(0.8291)(0.6238)
T =725 + (27D6/1,508)'-5 = 17.36 MIN*
Vs (4329)(17.361 - (40)(1.508)(17.36) 727 Cu. Ft./AC
17.36+25
Vt (727)(0.8291)(0.6238) 376 Cu. Ft. Storaae Reai�mred
74 LF of 28" x 20" corrugated metal pipe arch, 54 LF of 18" diameter corrugated metal pipe, one 54"
manhole, and two 48" manholes will be provided for storage volume.
Check storage capacft� of 28" x 20" -pipe arch, 18" pipe, 54" manhole, and 48" manholes.
Total depth = 74 LF of 28" x 20" pipe arch at S = 0.5% + 54 LF of 18"' pipe at S = 0.5% + 18" (pipe
diameter) = 2.14 feet above invert of detention pipe at control structure, (5.4" manhole). At center
manhole depth will equal 1.77 feet, at upstream manhole depth will equal 1.5 feet.
28" x 20" CMPA has 2.90 Cu. FULF storage capacity, 1 a" CMP.has'l.767 cu. FULF storage capacity.
74 LF * 2.90 Cu. FULF = 214.6 Cu. Ft.
54 LF * 1.767 cu. FULF = 95.4 Cu. Ft.
Consider Manholes, V = A * h TTD' * h
4
VMANHOLES = TT(54/1 R2.141 + TT(48/12R1;77') + TT(48/12��(l .5') = 75.1 Cu. Ft.
4 4, 4
Total Storage = 214.6 + 95.4 + 75.1 385.1 Cu. Ft. provided > 376 Required, O.K.
Water Quality Vault Calculations:
Q2YR DEVELOPED � C12A
\L
Q2YR DEVELOPED - (0.6238)(0.95)(0,83) 0.49 cfs
3
Orifice Sizina Calculations:
QA = CA(2gh)'-'
0.78 = 0.62 (A) (2(32.2)(2.14))'-'
Where QA = Allowable Release Rate = 0.78 cfs
C = Coefficient for Sharp Edge Orifice = 0.62
A = Area of Orifice, Ft'
G = Gravitational Constant = 32.2 Ft/Sec'
H = Head = 2.14 Ft
X= 0. 1072 FF d = (4A/TT)" = 0.3694 ft. = 4-3/8"
0
EI
RUNOFF FACTORS FOR STOR1,1 SEI,�ERS
(Values of "C" in Q CIA)
FLAT ROLLING
0-5%
UNDEVELOPED LAND
Wood & Forest... **"**''*'*''*'*'*'** ..........
0.10
0.15
Sparse Trees & Ground Cover ...................
0.15
0. 20
Light Grass to Bare Ground ....................
0. 20
0.25
DEVELOPED AREA
Pavement & jRoofs ...... ................
0. 90
0. 90
Roads & Parking Lots ...................
0.75
0.80
City Business .................................
0. 85
0. 90
Apartment Dwellinq Areas ......................
0.80
0. 85
Inclustrial Areas Oleavy) .......................
0.70
0.80
Industrial Areas (T,irjht) .... ...................
0. 60
0.70
Earth Shoulder .................................
0.50
0.50
Playground ............. ...
0.25
0. 30
Lawns, Meadows & Pastures .....................
0.20
0.25
Parks & Cemeteries ............................
0.15
0.20
SINGLE FAJ-1ILY RESIDENTIAL
�Dwelling Unit/Gross Acre)
IiO - 1.5 DU/GA ....................... .......
0. 30
1.5 - 3.0 DU/GA ..................................
0.35
3.0 - 3.5 DU/GA ..................................
0.40
.3.5 - 4.0 DU/GA .................................
0.45
4.0 - 6.0 DU/GA .... lb ............................
0 ; 5 0
6.0 - 9. 0 DU/GA ..................................
0.60
9.0 - 15.0 DU/GA ..................................
0.70
0
-5
0
0
This'figure may be used to.help
estimate overland flow times for
surface flow.
TRAVEL TIME FOR OVERLAND FLOW
.6
0 C I f I C. e %4 1 L 11 head
TT L i I'
5 PZ7 -qEl
Design Fcequency Pealk S.torage Time Max,imum Storage Volume Ct-e
A,
1142
2 Tp -25+ S)l 228OTp
year
0
—Q, VS Tp+25 - 4 OQ()'i'p 4�,
3180'Fp
5 year Tv -25+11988
V 9 4 0 Q T
I:—QU) Tp+25 0
10 year 2211)1), V,
Tp 40Q Tj�
T:
'rp+2 5 0
Q
0
12706
It 3 2 9,rp
25 year Tp -25+
F i':
VS IOQoTp
Q rp-+25 22- 1
-F
100 year Tp -25+ (3450 11 _�5 2 OTj)
Vq _ _ I,.OQ Tp - - - - - -
C) Tp+25
0 T..
(r.fs)
Arca (acres) x d.cveloped land u!jv coefficient (C) J J I.,
/* 4-
r
W
J-' 7
T
- �-, r-I
14-
JA-
T1 J
IIIIIIIIIII
0
lllilmilpoillmom-
WIM M MEN
ME
/0 20 30 .40 50 60 70 190 .-90 /00
0
0
.6i;
APPENDIX E
COMPOST MEDIA FILTRATION CASE STUDY
(The.Unified Sewerage Agency)
Olympic View Water and Sewer District
Administration and Operations Office
Drainage Report
3uly 20, 2010
Appendices
_7
Cse Stormw'ater Treatment System
Data Compiled and Ana�yzed by.
Tile Unified Sewerage Agency
Hillshoro, Oregon-
New ofMeasuring H-F7uine and -Automatic Sampler
NCY OF WkSHINGTON COUNTY
UNIFIED SEWERAGE ACiE
February.1, 1994
James H. Lenhart, P.F,.
CSF Treatment Systems, Inc.
P.O. Box 19390
Portland, Oregon 97280
Dear Jim:
A . t your request I have prepared this overview of the r.ole that the
Unified Sewerage Agency (USA) has played in the testing of the
prototype ComposL. Storm Water Filter which drains 72 acres and is
located at 185th Avenue in Hillsboro, Oregon.
During the first year of the project it was a j'oint effort between
several jurisdictions. Metropolitan'Service District. of Portland
.-provided the money for the consulting services to design the filter,
Washington.County
oversee the project, and write the final report.
DeDartment of Land Use and Transportation paid for the construction of
the filter. USA conducted the monitoring program to determine the
effectiveness of the filter. During the second and third years of
monitoring costs.
operation, USA assumed all the consulting and'
71 My role was to design the monitoring program and coordinate the
sampling, analysis, and storage of the data in the USA data base.
USA selected, purchased, and operated the automatic storm water
The samples were analyzed in USA's Water
samplers and flow monitors.
Quality Laboratory using standard environ.mental testing' procedures.
The oil and Grease tests were contracted to a private lab by USA.
I produced the laboratory and flow data reports from the data base for
W&H Pacific. I also reviewed all reports, including the tables,
statistical analysis, and graphs, prepared by w&H Pacific before they
were published.
The data and interpretations, that have been published, 'accurately
reflect our current knowledge of the system.
The working relationship between W&H Pacific'pe rsonnel and myself has
been very professional and.we have both gained from it.
if I can be of further assistance, please contact me at 503-693-4493.
Sincerely,
gl.nice) K�.�Miller
Water Resources Analyst
/bk
Phone: 503/64B-8621
rn
STORMWATER
MANAGEMENT
Technical Memorandum
IEE YEAR -PERFORMANCESUMMARY --j851h.AVENUE..'._._.-
BACKGROUND
77
This report su=anzes threevears of siorm%vaier pollutant and treatment data taken from
a prototype CSF' Stormw2ter Treatment System.
Data were first taken* in the Fall of 39911 and are termed 'yVinter 1991-92'resulls.
Subsequent]\-. sampling xvas continued for the Winter 1997-1-93. and 'Winter 1993-94.
-aier in and out of the CSF' Nvas sampled and tested for organic chemicals.
Sto=%�
-v metals, etc.), nutrients, and solids.
inorganic chemicals (heaN.
Tributan, Area
A total of 74 acres drains to the site. This consists of 3.9 acres of five lane arterial (S.'\%?..
85" Ave.), which is piped directly to the storm ouilet, and 70 acres of 'Mixed residential
xvhich is also intercepted by the storm drain system and routed to the site.
aterTreatment Facility Sizina
CSF Storm -A, 0�
The facility was sized primarily on the basis of permeability tests. From these tests, a
design flo . %x rate of 2.25 gpni/f� was chosen as an average flow rate for the first half hour
of flow throup-h a drained compost bed. This is equivalent to a compost bed surface area
requirement of-200 fr�/cfs.
For the western Tualatin River Basin, it has been found that peak, design flows for the
water qualiTV period (May through October 1) rarely exceed 1/3) times the two-year design
storm. For th�is small basin.. using the Ratio'nal Method. the peak, design flow for the test
facilin7was determined to be 6.7 cfs.
The CSF' as constructed, has approximately 1.2200 f�of compost surface in a 100 foot
Ion by 12 foot wide bed.
9
SAMPLING AND LABORATORY -ANALYSIS *
Third party sampling and laboratory analysis were done by the Unified Sewerage Agency
(USA), using standard USEPA sampling protocol. The majority of chemical analysis
were also performed at the -USA Water Quality Laboratory.
A sampling rate of I per 10..000 gallons was based on rainfall of 0.2 inches and the size of
the drainage area. Sampling, first flush and flow paced flows was accomplished using
programrnable ISCO automatic samplers.
Laboratory Analvsis
Influent and effluent samples were collected from the automatic samplers by technicians
of the USA lab following cessation of a sampled storm event.
Table I sho,.vs, laboratory analysis procedures. used for the water chemistry during the
third vear of this project. Althouah essentially similar over the three vear course of
sampling. minor procedural modifications resulted in increased sensitivitv for some tests.
ICP analvsis %vas used for the metals.
R.AINFALL CHARACTERISTICS AND SAMPLING DATES
Year 1, 1991-92
The nev;ly constructed facility was ready to receive swrrn%vater in early August. 199.1.
Ho,A-ever. rainfall duTinp- the fall of 1991,�vas anomalous. Rainfall durinE the months of
Aua . ust, September and October were all below normal: August 3 ) V,'O, 'September 99.8%,
October 50.-;% belov normah' In November however, rainfall amounts increased to 19
percent above nor . mal followed by a record drought.
Table 2 shows rainfall amounts. intensities and storm durations for the samples taken
during the first year of testing. These were recorded at the Reedville Fire Station
continuous monitoring rain gauge. which is located about one mile from the site, There
were two isolated small storms at the site on Aupaust 9 and 31, for which influent and
effluent grab samples were obtained, which was not measured at the Reedville gauge
since the gauge %vas out of service on those days.
A total of nine storm events were sampled during the first year of testing.
Year 2, 1992-93
Following the drought of 1991-92, the 1992-93 storm season vas characterized by a
record rainfall amount, Because of the sampling problems it was not possible to sample
the fall period adequately. Thus sampling and data analysis for the 1992-9.) season
concentrated , on the late winter and spring periods, This is useful since sampling during
the first year of operation (1991-92) concentrated on the fall storms, ftom which one
expects th�e heaviest loading of pollutants. 'Withthe second year of operation, we now
have a good picture of how effective the CSF". is at pollutant removal during the late
winter and spring operation.
Table 'D shows rainfall amounts. intensities and storm duration for the samples taken
during the second year of testing as recorded at the 'Reedville Fire Station continuous
monitorina rain 2au2e.
A total of four storm events were sampled during the second yeaT of testing.
Year 3, 1993-94
3-9) and the record rainfall of 1992-93).. the 1993-94 storm
Folloxinc the drouaht of 199 —
season sa%v -a 'return to more normal conditions. . Table 4. shows rainfall amounts.
intensities and storm duration for the samples taken during the.third year of testing. A ' 11
were recorded at the Reedville Fire Station continuous monitoring rain gauge. As seen in
Table 4. the sarnpling Period %vas more tven)y spread over the season than that of the
previous two years.
A total of four storm evenis were sampled during, the third year of testing.
—71
Comparing, these rainfall data. it can be seen that the hiahesi rainfall quantities and
intensities were seen in storms sampled during the firstyear of operation.
SEDIMENT BUILD-UP ON THE CSF"'
Summer 1993
In August 199"), a systematized sampling of accumulated sediment layer which had
'ken, The results are suramdrized as
formed on top of the compost bed was underta,
follows:
A,�erage Thickness Thickness Range Estimated Volume
16 ft'
Cell 1 1.27 Inches 0.85 to 1.6 Inches
Cell 2 0.7.5 Inches 0.4 to 1.5 Inches 42 ft'
Cell 3 0.25 Inches 0.1 to 0.5 Inches 16 ft'
0
Total 74 ft3 (2.7 yd S 3)
0
0
This does not include the additional sedimeni which had accumulated in the forebay.
which was estimated as an additional 1.5 cubic -yards. This material represents suspended
and settled solids removed by the CSF', due to the filtration action of the compost bed.
Summer 1994
In August 1994t sediment accumulation. on each.cell was again mea . sured, although not as
The results are summarized as follows:
intensively as during- the previous summer.
Averaee Thickness tstima—tedVolume
Cell'i 1.0 Inches 12. 5 ft.'
Cell 2 1.) Inches 6 7.5 ft�
Cell 3 0.5 Inches ')1.0 ft
Ili ft' (4.1 yds')
Total.
ST'OP-),j IN I ATER QU..kL= DATA �k'.ND kNALYSTS
The data for the . three Year Pe-�ic`d of tes-Ling aice summarIzed for each pollutant in tabular
perMIrted the collection of an,iniMal first fl F)
f automatic s2rnplers ush (F'"
form. The useo nt-
sample and a second flow pared (Fp) sample for he dura6on of the storm eve
The first flush portion of a sTc)r-,n eventis generally significantly higher in chemical and
solids loading. First flush runoff represents the most crit�ica.] need for storm water
treatment due to. the effect of pollutant shock loadings on receiving waters. Each table
h portion under a SeParate
(except in cases where data are limited) presents the first flus
column. The flow paced portion of a storm event exhibits relat:ivelY low pollutant load�inzs
(compared to first flush), as can be seen by examining the data tables.
in eac . h table, both first flush and flow paced data are also,combined and weighed equally
for statist�ica] purposes under a third column (Mean - All Data).
Fo . r each set of data, the mean and. percent removal for the first flush , Mean - All Data�
and flow paced are given. In addition, the standard deviation, the 95% confidence interval,
and the upper and lower 95% confidence intervals are calculated for most data. . I .
There are rel . atively few set standards for storm water treatment. As a guide to water
quality goals, Table 5 shows the relative concentrations of metals in water, considerina
both fresh and marine -waters, for which measured acute and chronic adverse affects Bre
known. In addition, Table 5 gives the EPA drinking water standards and Oregon
secondary standards.
A- Lab pH
The three year mean data forLab pH, Solids and COD are summahzed in Table 6.
Lab pH
pH was measured in the laboratory immediately upon retrieval of the samples. Data for
Lab pH are given in Table 7. Influent mean pH was 7.6 for the first flush data and mean
of all da-ta; effluent mean pH was 7.4 for the first flush data and mean of all data also.
w
Influent pH ranged from a low of.6.7 to a high of 8.3; effluent pH ranged from a lo of
7.0 to a high ofS.Q.
One of the otential advantages of the CSF is that the compost used has a very high
p
bufiferingcapaclt�, in the slightly alkaline range.
B. Turbidity, Total Suspended Solids (TSS) and Chemical Oxyc;en Demand (COD)
&D
Turbidity, TSS and COD represent prDbab)y some of the most important penmeters in
regard to evaluating pollution control Zrom storm water runoff.
Tuxbi di ty
Turbidity is a measurement of the clarity or vansparency of wati-.r. In addition to soil
particles, colloidal organic matter in particularvrill scatter or absorb light and thus prevent
its transmission, resulting in increased turbidity. Turbidiry is measured in IS= units. A
clear lake, for example, will have a turbidity of 20 to 25 N=.
Turbi dit ity
I.y -data are given in Table 8 and Graph 1. Mean first flush removal for turbid'
was 86.3. percent. For the Mean - Ail Data category, it averaged 81.7 percent.
wing
r. The, only exception is follo
Effluent from the CSF is invariably very clea
maintenance (sediment removal arid.�tilling) or the installation of new compost, when the
effluent during the first.one to two storms will have a light tan color, indicative of tannin
release. However, this quickly clears -up.
Total Suspended Solids. (TSS)
Total Suspended Solids (TSS) measures those solids which can be removed by settling
0
0
F� -7
L—A
over an extended period of time, such as would occur in a wastewater -Lreatment clarifier.
The environmental impact of TSS' is not only due to the solids themselves and th . el . r
smothering effect and oxygen demand, but also to the fact that the solids are active
binding agents, and transport nutrients, heavy metals and pathogenic microorganisms. The
I iltration by the CSF.
primary removal mechanism for TSS is by direct f
The TSS data a -re given in Table 9 and Graph L Mean first flush remov * a] for TSS was
93.6 percent. For the Mean - All Data. category, it averaged 91.8. percent.
In wastewater treatment, secondary treatment objectives require a mean TSS effluent of
30.0 mg/L.
Chemical Oxygen Demand (COD)
Chemical Oxygen Demand (COD) measures the total amount of organic matter in. the
oxidizing agent, is used for COD
sample.* An acid digestion Process, using a strong
determination.
irst flush removal for COD was
The COD data are given in Table 10 and Graph 1. Mean f
79.3 percent. For the Mean - All Data . category, it averaged 70.4 percent.
COD in raw municipal wastewater usually averages two to three times measured BOD5
levels, COD in the effluent of secondarily treated wastewater will be in the Tange of 70
g
to 90 mg/L.
Standard Deviation/Dampening EfTect - Turbidity, TSS and COD
&aph . 2 shows the calculated standard deviations for Turbidity, TSS and COD based I on
es the degree to which
the data given in Tables 9, 9 and 1O..Siandard deviation measur
data tend to spread or deviate from the mean. In any treatment process, the influent storm
waters can be expected to have a high variability, or standard deviat�ion, in measured
values. The object of -a go I od treatment process is to reduce the effluent levels to a
consist . ent and reliably low value, with a low staridard deviation. This is -called a
dampening effect. The standaid dev�iations shown in Graph 2 illustTate the high expected
standard deviation expected for influent storm waters and. the very good dampening
effected by the compost treatment system, evidenced by the low effluent standard
deviat�ions. This indicates that the system is capable of withstanding high influent shock
loadings while maintaining'relatively uniform effluent treatment standards.
PWI
C. Total Volatile Suspended Solids, Settleable Solids, Total Dissolved Solids, Total
Solids
Total Volatile Suspended Solids (TVSS)
Total Volatile Suspended Solids (TVSS), an es�timate of the organic content of the Total
Suspended Solids, were determined only during the first year of testing (1991-92), The
T.VSS data are given in Table I I and, due to the relatively small data set, only the Mean -
All Data value is calculated. For TVSS, influent averaged 39.9 47.4 ma/L; effluent 4.5
5.7 mg/L, for a 89.8 percent reduction.
Settleable Solids (SS)
Settleable Solids (SS) are measured by determining the am ' ount of solid material which
will settle out in an Imhoff Cone in one hour, It is a volumetric measurement, expressed
as ml/L and includes sand and grit. The weight per volume (mg/L) is also included in the
st
Total Suspended Solids tes
Settleable Solids were -measured on an ir7-egular basis over the three yea� test period, so
r
ent
only the Mean - All Data is calculated as shown in Table 22. For TVSS, influ
averaaed 1.75 ± 2.0 mn, effluent 0.09 ± 0.02 ml/L, for a 94.7 percent reduction.
Total Dissolved Solids CMS)
Total Dissolved Solids (TDS) is a measurement of the soluble salts and other small ionlic
sample.
species present in a water
In the effluent of the CSF , there is always a slight increase in the TDS, primarily due to
the loss of lighter cations, primarily Ca, K, Mg and Na in. the. ion exchange process (See
also Seztion 5.4).
f S was
The TDS data are given in Table 13. Mean fifirst flush remo I o TD
+22.4 percent. For the Mean - All Data category, it averaged a 36.5 percent increas—
These data are also shown (together with TS) in Graph 3.
This relatively small increase in TDS does not represent an environmental problem at the
effluent levels measure.d. For comparison, Oregon Secondary Drinking Water Standards
stipulate a maximum TDS of.500 mg/L for drinking water. The trade-off for the relatively
slight increase in TDS by the Compost Storm Water Filter is the capture of heavy metals
from the storm water influent.
Total Solids (TS)
To . tal Solids (TS) includes the Total Suspended (TSS) and Total Dissolved (TDS) solids,
added together. The TS data are given in Table 14. Mean first flush removal for TS was
All Data catecory, averaged 48.7 percent. These data BIC
62.5 percent. For the Mean
also shovm (together with TDS) in Graph 3.
The relatively low percent reduction in TS, despite very high TSS removal rates, is
expla�intd by the concomitant increase in TDS. Graph 4 plots the relationship between
TDS and TSS in determining TotaJ Solidt removal.
D. Nutrients
The nutrients tested for the three year period were Total Phosphorus, Soluble Phosphorus,
Total Kjeldahl Nitrogen (TKN), Ammonia (NH3) and Nitrate (NO3). A summary of these
nutrient data is given in Table 1.5.
Phosphorus - -
Phosphorus was measured in two forms - Total Phosphorus (T-P) which includes both.that
bound to suspended solids and the soluble or ortho form, and Soluble Phosphor -as (S-P),
which includes only the free ionic (unbound) form. 1n storm waters, most influent.
phosphorus is present. in the bound. form and is measured as Total Phosphor -us. Water
quality regulations are typically written a -round Total Phosphorous. L
Total Phosphorus (T-P) Vs. Soluble Phosphormus (S-P)
The data for Total Phosphorus measurements axe given in Table 16 and Graph 5. Mean
first flush removal for T-P was 62.5 percent. For the Men - All Data category, it
averaged 48.7 percent. These removal rates appear similar to those re=rded for
aRemative types of storm watertreatment - ponds, swales and sand filters. 7F
The data for Soluble Phosphorus measurements are given in Table 17 and Graph 1 5. L
Soluble Phosphorus sh.owed a consistent increase in the effluent from the CSF"m , WIth
an effluent
an influent mean of 0.09 mg/L (FF) to 0.10 mgIIL (Mean - All Data), and
mean of 0.29 mg/L. Thus, while influent S-P comprised less than 8% of the Total
Phosphorus in the first flush influent . , it comprised 56% of the Total Phosphorus in the
first flush effluent, despite the 57.4% overal I I ' decrease in effluent Total Phosphorus. Th . is
relationship between Total 'Phosphorus 'a'nd Soluble Phosphorus, and the increase in
Soluble Phosphorus as a proportion of the Total Phosphorus in the effluent, is also shown
in Graph 6.
We hypo . thesize that as the Total Phosphorus is captured by the compost bed, primarily
through filtration, Soluble Phosphorus is released (unbound) from the captured suspended
solids through microbial and/or chemical action. Soluble Phosphorus is. an anion, and,
although the compost.has a very high cation exchange . capacity, it is relatively weak in
anion exchange . sites..Thus, the Soluble Phosphorus "leaks" through into the effluent. This
ima* in
relatively weak anion exchange capacity is also the pri . cause of the increase i
effluent concentrat�ions of nitrate nitrogen and boron (See below). CSF Treatment
to correct this problem.
Systems, Inc, is curT=tly workina on an additive
Over the three year period of these tests, there has been an incmase in Total Phosphorus
removal efficiency, and a decrease in effluent levels of Soluble Phosphorus. This could
be due to a build up of aluminum complexing compounds in the compost bed, which will
tend to bind soluble forms of phosphorus.
it is also importarit to recognise that the total amount of phosphorous loading to recleving
water is decreased by. the use of a CSF.
Nitmgen Compounds
Nitrogen compounds tested included Total Kjealdahl Nitrogen (TKN), Ammonia Nitrogen
(NH3) and Nitrate Nitrogen (NO3). The means from these data are also summarized in
Table ) 5.
I -ms of nitroge the most
Total Kj-.Idahl Nitrogen (TK-N) measures organ c for n 7KN was
common form of nitrogen at the site. The data for TKN measurements are given in Table
19 and Graph 7. Mean first flush removal for TKN was 72.3 percent. For the Mean. - All
Data category, it averaged 57.4 percent.
Ammonia (N-H3)'Is a problem in storm water . since it is toxic to many forms of aquatic
life. It. is reported to be acutely toxic to s2dmonids in concentrations as low as 0.083
mg/1- The data for NTH3 measurements are aiven in Table 19 and Graph 7. Influent
NH3 levels measured at 185th Avenue were fairly low, with the highest v2Jue recorded
as 0.228 mg/L. Mean first flush removal for NTH3 was 64.6 percent. For the Mean - All
Data category, it averaged 59.5 percent.
The data for Nitrate CN03) measurements aie given in Table 12 and Graph 7, Nitrate
values showed a consistent increase in effluent levels throughout the three years of
sampling.. Nevertheless, nitrate is not considered a w ' ater quality problem unless
concentrations are high. The mean first flush (worst case) conDentration for NO3 of 1.63
mg/L is still well below the drinking water sta.ndard of 10 mg/L (Table 5).
Nitrate is an'anion, and thus is poorly retained by the compost bed. We think that the
increase is due to the microbial metabolism of organic nitrogen and ammonia, captured
by the filter, and their conversion to nitra * te which then is released into the effluent waters.
Over the three yeai period of this testing, there appaars to be an increase in nitrate release
in the effluent, possibly due to the buildup and continued metabolism of other nitrogen
compounds.
Total . NitTogen is determined by adding TKN, NH3 and NO3. Graph 8 shows mean Total
Nitrogen, determined through addition, in the influent and effluent for the first flush and
Mean - All 'Data. It also depicts the relationship between the different * forms of n' tTogen -
the decrease in TKN and NH3 levels in the effluent, and relative increase in NO3.
0
0
F_ Metals
All metals were analyzed by ICP (Inductively Coupled Plasma) scan. With the except�ion,
of the exchance ions (Section 5.5), the metals are determined to the part -per -billion (ug/L)
level. A summary of the metals data is given in Table 21.
The metals are discussed in groups below, based on the relative concentration of each
metal in -the storm water.
AlurrLinum (Al) and Imn (Fe)
Aluminum and Iron were present in the highest concentrations. While high levels of
aluminum are not known to be of environmental concem, iron is known to produce
adverse chronic effects on fresh wat I er organisms in. concentrations. as low as 1,000 ug/L.
State of Oregon Secondary Drinking Water Standards limit iron to 3DO ug/L,
The aluminum data are given in Table 22 and Graph 9. Mean first flush removal for Al
was 98.2 p� . ercent For the Mean - A.fl Data category, it averaged 84.4 percent.
Iron was present in the highest concentrat�ions of any metal in the stor.m waters tested.
The iron data are given in Table"t3 and. Graph 9. Mean first flush removal for Fe was
93.4 perceiit, For the Mean - All Data category, it averaged 90.6 percent.
In the data for the vrinter of 1993, it is interestina to note the exceptionally high value for
iron (Fre) in the first flush portion of the January 19, 1993 storm - 130,000 ug (Graph
10). This storm occurred after a protracted period of freezing weather and unusually heavy
sn . ow fall in January, a peniod when the surface of the compost in the CSF was frozen
solid for over a week. During this week preceding the storm event, the roads were heavily
sanded and many vehicles used chains. We suspect that the high iron values are due.10
the san� blasting effect on vehicular under -bodies, as well as erosion of iron from tire
is represents the highest metal loading expenienced to date with the CSF.
chains. T`h'
Removal of iron- duning the first flush period of this particular storm was 99.3 percent.
Barium (Ba), Manganese (Mn), Lead (Pb), Zinc (Zxi)
This group was measured it the second highest concentrations. Of the four metals, ba * rium
and manganese are relatively benign in regard to adverse environmental impact, although
both are listed on either the EPA Drinking Water Standards (Ba - 1,000 ug/L) or the
Oregon Secondary *Drinking Water Standards (2vin - 50 mgfL). The test results for Ba and
M . n are given in Tables 24 and 25 respectively and Graph 11. Removal rates for both by
the CSF were satisfactory.
Lead and Zinc, on the other . hand, are both listed priority pollutants. Lead has been
demonstrated to produce adverse acute effects on fresh water organisms in concentrations
as low as 83 ug/L, and chronic effects at 3.2 ug/L. Zinc is listed as producing adverse
r
acute effects on fresh water organisms in Donczntra�Dns as low as 120 ug/L, and chronic
effects at I 10 ug./L.
In the hrst year of testing (1991-92), no lead was detected in influent samples, an
anomaly which was questioned. When the Core sainples taken during the summer of 1992
were analyzed following the:FITSI year of operation, increased levels Of lead Were detected
over background levels in the compost, indicating that lead had been present in the
influent storm waters. USA laboratory personnel then discovertd that the reason no lead
was found was due to a programming error in the ICP. This was corrected and, during
d
the vanters of 1992-93 and 1993-94, considerable quantities of lead have been dete: te
in the influent storm waters. For this reason, there are only two years of data available
for lead.
The lead dah are given in Tabl . e 26 and Graph 11. Mean first flush removal for Pb was
86.4 percent. For the Mean - All Data category, it averaged S2.5 percent.
Zinc was present in rela�yelyh.iszh concentrations. The zinc data are given in Table 27
—71 and Graph 11. Mean first flush removal for Zri was 85.9 percent. For the Mean - All
Data category, it averaged 835.2 percent.
Chmrrdurn (Cr), Cobalt (Co), Copper (Cu), Nickel (Ni), Vanadium (V`)
T"his group of metals ,vas present in relatively low concentr#ons. Chromium, Copper and
Nickel are listed pnioriv pollutants. The data for these metals are given in Tables '118 (CY)i
2 9 (Co), 3 0 (CU), 3 ) I (N72) an d 3 2 (V) - an d Graph 12.
Boron (B)
B oron is unusual for a m etal in th at it is an ani on. 'For this reason, -th ere was an in Crease
in boron in the effluents of the CSF, the data for which are given in Table 33. We believe
_j ! that most of tl�e increased boron in the efflutntis derived directly from the compost itself.
Fortunately, boron, in most localities, poses rela�ve]Y little environmental and./or human
health risk. The main problem with boron is in regard to irrigation of boron sensitive
plants, such as lettuce, where it becomes a -problem at the 750 ug./L level for long-term
irrigation use. The mean value of rivers and lakes in the US is stated (EPA) to be 0.1
mg/L, Sea water is reported to contain 4.5 mg/L in the form of borate. The mi nimum
os-d to boric acid is reported to *range from 18,000 to 19.,500
lethal dose for minnows exp
m /L, depending on the hardness of the water.
9
In the case of the CSF, the highest mean level of Boron was 36.0 ug/L (mean - FP). T'he
highest one-�me value recorded was 130 ug/L, during the second storm samp ed in 1991
immediately following completion of construction.
0
Metals - Below Detection Limits or Estimms.
icp* scans were also run on other metalls. Of these, Beryllium (Be), Thallium (TL), Silver
(Ag), Selenium (Se), Antimony (Sb)., an.d, during the last year, Molybdenum (Mo) were
consistently below detection limits.
Arsenic (As) was usuafly also not detected except in 5 samples. For these five samples,
the mean influent measured 8.9 ug/L 7.4; the effluent 2.6 ug/L 0.8, yielding a mean
removal efficiency of 70.9 percent. -7
Cadmium (Cd) was consistently either below detection limits,. or just above detection
limits in the estimate range. The estimate range for the ICP analysis yields values with
a certa3nty of ± 50%.
On 'a theoretical basis, cadmium removal by the CSF should be high, if sufficient
quantities of cadmium were present. This has also been demonstrated by bench-sca]e tests.
F. Cation Exchange Ions
capacity being
The compost in the CSF acts as.an ion exchanger, with its cation exchange . L
greatest. In cation exch . ange, lighter elements are exchanged for heavier elements, such
as heavy metals. This should result In the loss from the system of such lighter cations as 1,
calcium (Ca), I potassium (K), magnesium (Mg) and sodium (Na). Tables 34 (1991-92),
35 (19921 -93) and 36 (1993-94) show that the measured results are consistentwith theory,
there being a in the amounts of these light elements in effluent samples. It is important
to bear in mind that the data shown in these Table are in mg/L or parts per mi ion, as
opposed to the ug/L or parts per billion standard used for the heavy metals measured. The
loss'of these lighter elements during the exchange rocess is probably responsible for the
p
major part of the increase in total dissolved solids observed in the CSF effluent samples
(Section 5.1.5). 4
G. Oil & Grease and Petroleum Hydrocarbons
Oil Grease samples were taken on an irTegular basis. Table 3� and Graph 13 show the
results for the samples taken and analyzed. Oil & Grease removal averaged 80.9 percent;
Petroleum Hydrocarbon removad 84.0 percent.
The influent values for '011 & Grease are probably low due to the difficulty in obtaining
a properly mixed sample.
There were numerous storm events during the three year period in which heavy oil and
grease influent loadings were visually apparent, with no sign of sheen in the CSF effluent.
I-L S urg, e Lo ads
The CEF has consistently demonstrated best results under the heaviest pollutant loadings.
To asse:ss the relative magnitude of these surge loads, and the treatment capability of the
highest peak loading
CSF under these conditions, Table 38 was prepared. In this table, the ig
event for each of the constituents listed, along with the measured effluent data., were taken
from the 3 year Summary -Tables, The percent removal for that peal, loading event was
calculate'd. For companson purposes, the 3 Year first flush (FF) mean for each of the
constituents was also used. These values were also depicted in Graphs 14 through 18.
As'can be . seen, surge loadings many times higher than mean first flush loadings were
successfully handled with very high remova] efficiencies, This indicates that the CSF is
well suited for installation in more heavily polluted environments, and could probably
handle many accidental spill con.ditions with a high degree of reliability.
L Comparison of Mean Data Over Three Years
Table 39 shows a yeal-by-ytar comparison of mean first flush and Mean - All Data
influent and efflue-nl measurements. The purpose is to ascertain as to whether or not any
improvement and/or loss of treatment efficiency has taken place over the curTent three
Year life of the facility. Although the compost in the new Cell 1, constructed duning the
summer of 1992, and that added to the top of Cell 3, has been in service for only Two
years, the majonity of the compost at the 185th Avenue site has been in service iTeating
storm water flows for a total of three years.
The Data from Table 39 are also shown in Graphs 19 through 28.
uent values, since the
In reviewing these data� it is important to look at measured eff'l
percent removal value i.s strongly influenced by mean influent loading rates. Loading
(based on samples measured) during the second and third years of operation was not as
high as during the first yea.T of operation. However, based. on sediment accumulation rates
r ti on
and rainfall amounts, cumulative loadings during the second and third yezrs of ope a
were significantly higher.
On reviewing these da-ta, it appears that some decrease in treatment efficiency has taken
place over the three year period. Mean effluents I for Turbidity and TSS have risen slightly.
COD has remained relatively stable (following an improvement in 1992-93); while TKN
(based on absolute effluent -values had improved..
In all of the metals, there appears to be a slight decrease.in removal rates, and a
concomitant increase in effluent values. Nevertheless, . metal removals are still very
satisfactory through the three'years of oper�tion. The decrease in metal removal rates is
most likely due to a decrease in the availability of cation exchange ions, as the exchange
site becom e loaded with the removed metals.
enj values) and percentage
Total Phosphorus removal, on both. an absolute (based on efflu
removal basis has increased over the three year period. Table 40 shows mean values for
Total and Soluble Phosphorus, showing that the improvemen . I in Total Phosphorus
performance is primarily due to greatly improved retention of Soluble Phosphorus. We
think that this may be due to the accumulation of aluminum ions in the compost bed
(which have been removtd from the influent storm waters) and the formation of insoluble
ai uminum -phosphorus complexes in the compost bed. However, this is just a theory, due
to the chemical complexity of the system, other interactions may be taking place as well
and the . improved removal of Soluble Phosphorus may be, and probably is, due -to a
number of synergistic events.
Table 40 also shows that there has been an increase in Nitrate levels in effluent samples
over the three year period. This indicates that the improvement in Soluble Phosphorus
removal is tot due to an increase in anion exchange capacity, for such an increase would
also improve Nitrate removals. The'increase, . d.. effluent levels of Nitrate are probably due
to the accumulation of organic nitrogen species, and the microbial metabolism of these
compounds.
Comparison to Recieving Waters
k a grab sample from Beaverton Creek
On October 22, 1991, personnel of the USA lab too
pling site was upstream
at the stan of a 0.6 inch storm, and analyzed the samples. The Sam
of the compost storm water treatment site discharge. Beaverton Creek is the receiving
water for the compostfilter effluent. These data provide an interesting compa-rison of the
pollutant levels bf the treated effluent from the compost storm water filter, with those
levels in thecreek. These data are given in Table 41, and compared graphically in Graphs.
29 to 3 1. Both. the November 1991 first flush influent and the � 1991 measi influent ' data
at the veatm ent facility site are used for comparison of potential levels.of untreated storm
water discharge into the Creek. The 1991 mean effluent levels from the treatment facilirY
are used- to show treatment results.
Both, mean total suspended solids and total volatile suspended solids from the treatment
facility were lower than values in the receiving waters. Nutrients were generally higher,
icantly lower than the raw storm
with the exception of Nitrate, but nevertheless signifi
water prior to treatment. Since 1991, effluent levels of Nitrate have increased. For metals,
Zinc and Barium showed the best results, effluent levels from the compost treatment being
lower than those in the receiving water. Other heavy metals, particulail Cobalt,
y
ot significantly higher than those levels found in
chromium, Copper,, and Nickel, were n
the creek waters. The one problem was Boron, which increased in' concentration as a
result of treatment, probably due to anion exchange losses. However, the levels of Boron
encouritered do not pose an environmental problem.
K Bacteria and Floatables
(These data am fmm the facility during the first year of opo--r-ation)
Bacteria
it was intend5d to sample and analyze for potential pathogens, pafticular)Y fecal
cc,11forms and.Enterococcus. To obtain reliable samples for this purpose, it was necessary
to obtain fresh grab samples during a storm event, using sterilized containers. Because Of
timing and logistic problems, it was not possible to obtain these samples.
Removal of bacteria and other' microorganisms is generally directly . related to Total
Suspended Solids (TSS) removal rates, since the majority of microor . ganisms are attached
directly to solids. ne high TSS removal efficiencies obtained by the CSF would
indirectly suggest correspondingly high microbial removal rates.
Floatables
Although not sampled quantitatively, visual observation showed large quanti . tii--s of
floatables ent*ering V'rith the influent storm water. items included oil, containers, cigarette
filters, leaves, wood d5bri's- and misDellantous plastics. Normally many of these. items
would float over the surface of a treatment pond or swa3e and into the receiving water.
I igned ith sc . um baffles all I V.1111 be
If the compost treatment facility desic, . vq of these
n s ndards the
captured on the surface of the compost bed.. Cur -rent desig ta-
I loatables,
installation of 2 series of scum baffles to ensure high Temova) efficiencies for I
including oil & grease.
-ledgments
Ac�mo,%
-d r-ooperation and interest in
We thank the Unifif-�d Sewerage Agency for their continue
the testing of the CSF at 185th Avenue in 11illsboro. Particular thanks are due to John
Resources A-ri2dyst; Jan Wilson,
Jackson, Director of Planning; Jan )�Iiller, Water
Supervisor of the USA. Water Quality Laboratory; and the laboratory and field operations
staff.
We also v�ish to thank Pick Raetz, P.E., and the Washington County Department of Land
Use and Transpottation for their continued interesi and cooperation in the. CSF project.
is
do
TABLE I
Laboratory Analysis Promdures
CSF Trearneni Sys:1ems, Inc.
9/4/�4
ANALYSIS
UNrrS
REFERENCE
EDMON
PROCEDURE
MIN. REPORT.
LIMIT WRLL
Turbidity
NTU
Sid. Methods
I Rth
2130
D.1
Conductivity - Lab
umhD/C:M
Sid.. Methods
I Sth
2510
01
COD (Chemical Oxygen Demand)
mo/I
EPA
Rev. 83
410.4
5.9
pH - La ' b
p�
Sid. Methods
1 Bth
45DD-H
0.1
TS (Total Solids)
mgA
Sid. Methods
I 8th
2W-B
2.0
TDS (Tolal Dissolved Solids)
MgA
Calwl2tion
D.1
TSS (Total Suspended Solids) -
mgA
Sid. Methods
1 Bih
254D-D
D.2
TVSS (Total Volatile Suspended Solids)
MaA
Sid. Methods
I 6th
2D9D
0.2
SS (Setbeable Solids)
MIA
Sid. Methods
16th
209E
0.1
NH3-N (Ammonia)
mgA.
Sid. Methods
171h
45DD-NH3-H
D.025
TKN (Total Kjeldahl-(Droanic) Ningen)
MOA
EPA
Rev. 83
351.2
0.025
NO2NO3-N (Nitrile-NitTale Nitrogen)
MgA
Sid. Methods
17th
4500-NO3-F
D.D1
T-PD4-P (Total Phosphorus)
mciA
EPA
Rev. 83
365.4
D.025
S-OPD4-P (Soluble or DrthD Phosphorus)
mgA
Sid. Methods
171h
45DO-P F�
0.025
-Ge (Calcium)
MOA
EPA
Rev. 83
206.7
14.1
Mp (Magnesium)
MOA
EPA
Rev. 83
2DO.7
D.D-'
-Nla (Scdium)
moA
EPA
Rev. 63
200.7
0.03
(PV,2--sium)
MgA
EPA
Rev. 63
2DO.7
'11.2
C1 (Chloride)
moA
EPA
Rev. K
352.2
0. 2 15
As (ksenic)
UgA
EPA
Rev. 93
206.3
2 5'. 8
B2 (Barium)
up/l
EPA
Rev. 83
2DD.7
0.5
Be (Berylllium)
uciA
EPA
Rev. 93
2DO.7
0.4
B (Boron)
U�l
EPA
Rev. 93
2DO.7
11.13
11-1d (Cadmium)
L10/1
EPA
Rev. 83
2DO.7
2.8'
C,r (Chromium)
UgA
EPA
Rev. 93
2DD.7
4.0
Co (Coball)
uaA
EPA
Rev. 83
2DO.7
3.13
-VU (Copp-er)
ugA
EPA
Rev. 93
2DO.7
4.4
Fe (Iron)
ug/l
EPA
Rev. 93
2DO. 7
3.5
Pb (Lead)
W
EPA
Rev. B3
M.7
3.3
Mn (Manoanese)
u�A
EPA
Rey. B3
2DD.7
3.2
Ni (Nickel)
41
EPA
Rey. 93
2DO.7
7.3
Ao (Silver)
ugh
EPA
Rev. 93
2DD.7
6.3
V (Vanadium)
ugA
EPA.
Rev. B3
2DO.7
4.7
--Zn (Zinc)
ugA
EPA
Rev. 83
2DO.7
1.4
Sb (Antimony)
ug/I
EPA
Rev. 83
2DO.7
.2.7
Al (AJuminum)
UgA
EPA
Rev. 83
2DO.7
44.2
Se (Selenium)
ugA
EPA
Rev. 83
2DO.7
45.0
TI (Thallium)
ug/l
EPA
Rev. 83
200.7
3�-.B
Ho (Mercury)
ug/l
EPA
Rev. 83
245.1
D.05
Dil & Grease
MCA
EPA
Rev. 93
IR - 413.2
0.5
Pei. Hydro. (Petroleum Hydrxarbons)
MgA
EPA
Rev. 83
IR - 41 B.1
D.5
Raf. - USA Laboratory
0
TABLE 2 CSF Treatment Systems, Inc.
Compost Storm Water Fi Iter (CSF TM) _ 185th Avenue
Rainfall bata - Storm Events Sampled - Winter.1991-92
Date of
Storm Event
Previous
72 Hours (in.)
Total Storm
Rainfall (in.)
MaximumJ
Hour (in.)
Storm
Duration (hrs.)
8/9/91
8/31/91
I . 10122/91
O.DDO
0.600
0.160
8
2. 1 D/25/91
1.080
1.474
0.257
22
3. 10/28/91
0. 5,33 7
0.599
0.120
10
4. 11/12,91
0.512
0.317
0.099
5
5. 11/13/91,
0.916
0.830
0.256
15
6. 11 /1 5�91
1.167
0.897
0.199
14
7. 11/19/91
2.712
1.376
0.218
24
1 .600
1 4 0 0
1,200
1.000
C)
0.800
.0.600
0.400
0.200
0,000
Rainfall Data - 1991-92
F--�
1 2 3 4 5 6 7
Storm Event
TABLE3 CSF Treal,meni Syslems, Inc,
Compost Storm Water Filter (CSF11) - 185th Avenue.
Rainfall Data - Storm Events Sampled - Winter 1992-93
Date Di
Storm Event
Plreybu7
72 Hoursc, R T-
TDtal StDrm
Rainfall (in.)
Maximum/
Hour(in.)
Stprm
Durafion (hrs.)
0.032
D.736
0.072
18
2. 2/20t?3
0.176
D.352
0.072
12
3. 3/1,/93
0.0
D.552
V 28
10
4. 3/14,193
0.024
D.168
0.056
22
Rainfall Data - 1992-93
0
TABLE4 OSF Tre-a . Iment Systems, Inc.
Compost Storm Water Filter (CSF T11 185th Avenue
Rainfall Data - Storm Events Sampled -1 993�94
Date oi
Storm Event
Previous
72 Hours (in.)
Total Storm
R-ainfall (in.).
Maximum/
Hour [in.)
Storm
Duratbnl�[LL
1. 11121193
0.030
0.192
0120
7
2. 11/30/93
0.455
0.376
0.088
9
3. 12J30/93
0.0
0.368
0.056
12
4. 2/1194
0.016
0.328
0..072
12
. ............
TABLE 5
Compost Storm -Water Filter (CSF TIVI)
Water Quality Criteria (EPA 440/5-86-001)
GSF'Frealmenl Systems, Inc.
9/4194
Fresh Waters
Marine W
-7-N-ioriiy
EPA Drinking
Oregon Secondary
Pollutant
Carcinogen
Water
D rinking Water
A c
e,
Chronic
-A-cule
Chronic
Metals
Hut
U /L
(ug/L)
'(ug/L)
(ug/L)
mq1L (uq/L)
.
mg/L jug/L)
Antimony (Sb)
9,000.0
1,600.0
Y
Y
N
Y
0-05(50.0)
Arsenic (As)
Y
Y
Arsenic (As) - Pont.
850.0
48.0
2,319.0
13.0
Arsenic (As) - TO.
360.0
190.0
69.0
36.0
Y-
N
Y
N
i.0 (1000.0)
Barium (Pa)
Beryllium (Be)
130.0
5.3
Y
Y
0.01(10.0)
Cadmium (Cd)
3.9
1.1
43.0
9.3
Y
N
.0.05 (50-0)
Chloride
060.0
230.0
N
N
-
-Hex.
11.0
1.1
50.0
Y
N
U-05(50-0)
Chromiurn�Cr) -
16.0
N
N
0.05(50.0)
Chromium (Cr) - Tri.
1,700-0
210.0
10,300.0
N
1.3 (1,300.0),
Copper (Cu)
18.0
12.0
2.9
2.9
Y
Cyanide jCn)
22.0
5.2
1.0
1.0
Y
N
N
N
0.3 (300.0)
Iron (Fe)
Lead (Pb)
02.0
1,000.0
3.2
14U.0
5.6
Y
N
0.01 5( . 15.0)'
N
N
0.05(50-0)
Manganese (Mn)
Mercury (Hq)
2.4
0.012
2.1
0.025
Y
N
O.UO2 (2.U)
Nickel (Ni)
1,400-0
160.0
75.0
0.3
Y
Y
N
N
0.01 j10.0)
Selenium (Se)
260.0
35.0
410.0
54.0
Y
N
0.05 (50.0)'
Silver (Ag)
4.1
0.1
2.3
Thallium (TI)
1,400.0
40.0
2,130.0
-
Y
N
N
5.0 (5,000-0)
Zinc (Zn)
120.0
110.0
'95.0
86.0
Y
Additional Criteria
6.0-9.0
pH
500 mg/L
Total Dissolved Solids JDS)
N
I N
10 mg/L
I
Nitrate Nitrogen (NO3)
* = Action Level
0
TABLE 6 CSF Treatment Systems, Inc,
9/3&
Compost Storm Water Filter (CSF TM)
3 Year Data Summary - 185th Avenue
Mean Data Summary - Lab -pH, Solids & COD
First Flush (FF)
Mean
Mean - All Data'
Mean
Influent Effluent
Permnt
Influent Effluent
Percent
(mo/L) (ma/L)
Removal
(mall-) (ma/L)
Removal
Lab pH (=pH units)
7.6 7.4
NA
7.6 7.4
NA
Standard Deviation ±
0.4 0.2
0.4 0.2
7utidity (=NTU. units)
143.9 19.7
86.3%
92.3 16.9
81J%
Siandard Deviaiion
116.4 11.7
102.0 9.8
Total Suspended Solids (TSS)
38M 24.5
93.6%
225.9 18.5
91.811/1z
Standard Deviation
420.6 16.0
324.5 13.9
Chemical Oxygen Demand (DOD)
211.1 43.7
79.3%
137.9 aa
70.4%
Standard Deviation
159.9 19.0
132.8 20.06
Total Volatile Suspended Solids (TVSS)'
39.9 4.5
88.8%
Standard Deviation
47.4 5.7
Settle2ble Solids (SS = rhl/L units)
1.75 0.09.
9 4. 7 0/1P
Siandard Deviation
2.00 0.02
Total Dissolved Solids (TDS)
139.0 170.1
+22-4%
111.7 152.5
+36.5%
Standard Deviation
63.3 57.2
56.3 62.6
Total Solids FS)
519.3 194.5
62.5%
337.5 173.1
48.7%
,Standard Deviation
412.8 62.7
333.4 69.3
FF = First Rush (Time Paced)
FP = Flow Paced
* = One Year Data Only
Mean - All Data = First Flush & Flow Paced Data Weighed Equally
NA -- Not Applicable
E
0
TABLE 7 CSF Treatmeni Systems, Inc.
Compost Storm Water Filter (CSF TM)
3 Year Data Summary - I 85th Avenue - Lab PH (PH)
Storm Event
Date
First Flush (FF)
Storm Event
Date
Mean - All Data'
Storm Event
Date
RDW-Paced (FP)
Influent Eff luent
OWL) (mofl-)
Influent Eff luent
(rrioll-) (rnoll-)
Influent Eff luent
I D/22-91 -G
919,91 -G
819191 -G
10/25191-FF
6.7 7.3
B/31191 -G
B/31 191 -G
0/28!91 -FF
7.1 7.2
10122-91 -G
1 D/22191 -FP
7.3 7.5
III 2191-FF
7.6 7.5
10/22-191 -FrP
7.3 7.5
10/25!91 -FP
7.1 7.3
iIiI3/9i-FF
7.6 7.3
1 D/Z5i9i-.FF
6.7 7.3
ID/2&191-FP
7.3 7.5
11/19t9i-FF
7.7 7.4
7.8 7.6
1 D/25!91 -FP
10129!91-FF
7.1 /.3
7.1 . 7.2
11/13191-FP
11 /1 5igi -FP
7.2 7.4
1!19!93-FF
1/1 9193-FP
2/20193-'rF
7.7 7.5
10129!91 -FP
7.3 7.5
7.7 7.7
3!14!93-F-F
6.1 7.5
7.6 7.0
11 /12/9', -FF
11 /13/91 -FF
7.6 7.5
7.6 7.3
2/20193-'rP
3/1193-FP
7.9 7.7
7.6 7.5
I"ji'21/93-FF
11 .'30!93-FF
8.3 7.5
11/13/91-FP
7.2 7.4
3!14!93-FP
7.8 B.0
I 1,13D/93-FP
21 3!0-4-FF
7.8 7.3
11115!91 -FP
7.4 1.2
I', /19!91 -F't
7.7 7.4
1213D!93-FP
7.5
7.8 7.6
2,13/94-FP
7.7. 7.5
I 119!9' )-FF
1119!93-FP
7.7 7.7
Z12019347
7.7
Zi2D/93,-FP
7.9 7.7
3/1193-FP
7.6 7.5
3!14/93-FF
8.1 7.5
3/14193-FP
7.8 8.0
I I /21/93-FF
7.6 7.0
I I i3o/93-FF
8.3 7.5
11130/93-FP
7.4 7 ' 2
12WI93-FP
7.5 7.4
2.113/94-FF
7.8 7.3
2113,194-FP
7.7 7.5
Mean=
7.6 7.4
7.6 3.4
7.5 7.5
Mean % Removal
NA
NA
NA
Std. Dev.=
0.4 0.2
0.4 0.2
0.3 D.2
Maximum=
B.3 .7.6
8.3 8.0
7.9 8.0
Minimum=
6.7 7.0
6.7 7.0
7.1 7.2
N=
22 22
11 11
Fr' = First Flush (Time Paced) Mean - All Data = First Flush & Flow Paced Data Weighed Equally
FP = Flow Paced
Blank Oell = Analysis Not Perform, ed NA Not Applicable
0
0
.0
TABLE 8
compost Storm Water Filter (CSF TM)
3 Year Data Summary - I a5th Avenue - Turbidity
CSF Trealmeril Sysiems, Inc.
8/30G4
Storm Event
Date
First Flush FF)
Storm Event
Date
Mean - All Data '
Storm Event
Date
Flow -Paced (FP)
influent Effluent
(NTU) fNTU)
influent Effluent
(NTU) (NTU)
influent Effluent
(NTU) (NTUL-
10,122-91 -G
10125191 -FF
10/2B/91 -Fr'
11 /1 V91 -FF
I', /13!91 -Fr-
1119!9', - FF
42.00 33.DO
8.10 s.5o
350.00 B.DO
3DO.DD 36.Do
110.00 6.DO
150.00 17.00
131.00 17.00
84.00 26.0D
250.DD 33.DO
64.DO 15DO
B/9191 -G
8!31191 -G
1 o/22-91 -G
I o/22J91 -FP
10,'25!9*1 -FF
10/25/91 -FP
10128/91 -FF
1 olagi -FP
11/12-/91 -FF
11113/91 -FF
_1P
11/13/91 r
i1ii5,,9i-FP
jj/i9!91-FF
120.DD 2100
42.DO 33.00
.17.00 8.00
8.10 5.50
8.10 5.40
350.00 B.00
30HO 36.00
34.0D 26.00
11.DO
11 D-00 6.00
8/9/91 -G
at3 1 /91 -G
I nni -FP
10/25/91 -FP
10/2&191 -FP
11/13/91-.FP
11 /15/91 -FP
120-00 2100
17.00 8.00
8.10 5.40
34.DD 26.00
18.00 11 * .00
39.0D I VO
26.00 12-00
19.00 15.00
1/1 9193-FF
Zt2o/93-FF
3!14/93-FF
j/19i93-FP
212D/93-FP
3/1/93-FP
3/14/93 -FP
11/21/93-FF
i 1/30!93- FF
Zij 3!94. - FIF
11/30/93-FP
12/30193-P.
150.00 17.00
2113/94-FP
.34..DO 8.50
1/1 9i93-Fr-
i/19i93-FP
39-00 18.00
2120!93-FrF
2/20193-FP
3/i/93-FP
3114/93-FF
812 17.00
3/14/93-FP
26.DD 12.00
84.DD
11/21/93-FF
11/30/93-FF
250.00 33.DO
i 113D/93-FP
19.00 15.DO
12J30193-FP
2Jl3!94-FF
&4.DO 15.DD
2/13194-FP
34.00 8.50
Mean=
Mean % Removal
1 a9 19.7
86.3%
16.9
81.7%
35.0 13.8
60.7%
Std, Dev.=
95% Conf. Int.=
Upper 95% Int-=
Lower 95% Int.=
Maximum=
Minimum,
N=
116.4 11.7
72.2 7.2
216.1 26.9
71.7 12.4
350.0 36.0
8.1 5.5
10 10
102.0 9.8
45.8 4.4
138.2 21.3
.46.5 12.4
350.01 36.0
B.1 5.4
1. 19
I
33.4 6.6
21.8 4.3
.56.8 18.1
13.2 9.4
12O.D 26.0
8.1 5.4
9 9
FF = Firsi Flush (Time Paced) Mean - All Dal2.= First Flush Flow Pac I ed Data Weighed Equally
FP = Flow Paced
Blank Cell - Analysis Nof Pedormed
9
TABLE 9
CSF Treatment Systems. Inc.
8/30/94
Compost Storm.Water Filter (CSF TM)
3 Year Data Summary I 85th Avenue - Total Suspended Solids (TSS)
First Flush (Fq
. Mean ..All Data'
RDw-Paced (FP)
Storm Event,
influent Effluent
Storm Event
Influent Effluent
Storm Event
Influent Effluent
Date
(moll-) (ma/L)
Date
(moll-) (mWL)
Date
(mo/L) (mo/L)
10/22-91 -G
522.DD 35.DD
aG/91 -G
54.60 3.70
&19191 -G
54.60 3.70
1 D12519) -Fr'
96.10 20.90
S T-i 9 -1- G---
-3 B - 7U�-i 2. 6 0 -
EV31/91 -G
3B.7D 12.60
10/2B!91-FF
56.90 24.20
10/22-91 -G
522.DD 35.DD
10,122J91 -FP
451.00 28.70
,, 1 /1 2!S i - FF
33D.DD Z.30
1 D!22191 - FP
451.DD 213.70
10/25191 -FP
46.40 7.00
11/13/91-FF
161100 31.20
1D/25191-FF
96.1 D 20.9D
1012131911-FP
24.50 1.70
11 /19!91 -FF
156.DD 2.30
292.DD 123D
1 D/25/91 - FP
IDOV-FF
46AD 7.DD
56.90 24.20
1111 Big 1 - FP
11/) 5igi -FP
151 -OD 13.DD
38.2D 4. ZD
1/ig/93-FF
111 9!93-FP
2120!93-FF
76.0D 16.40
1012B!91-FP
24.5D 1.70
9B.DD 13.20
3!14!93-F"F
436.DD 40.DO
306.DD 5P,.50
11/1MI-FF
I i 113191 -FF
330.DD 2.30
1610.00 31.2D
2J2D/93-FP
3/1193-FP
27.20 8.9D
54.0D S.DD
1 i?,, 1,03- FFF
1 !3 - F F
52D.DD 2140
11/13191-r'P
151,.DD 1 B.DO
3/)4/93-FP
66.DD 21.DD
i 1/30!93-FP
12130,193-FP
211 3.G4 - -F Fr
63, 0 0 30. D. I)
11/15/9i-FP
1)119!9i-FF
38.20 4.20 -
56.DD 2.30
59.00 9.130
82.DD 36.DD
292.DD 12.80
213194, - F P
I I B.DO 20.0D
i/i9!93-FF
1 / i R/913 - F P
98.DD 13.20
2/20193-FF
76.OD 16.40
2J2D!93-FP
27.20 8.130
311 193-FP
54.0D S.DO
3!14/93-FF
436.DD 40.00
3/14193-FP
66.DD 21.DD
3D6.DD 58.50
11/2)193-FF
11/30/93-FF
520.Do 20.40
11130193-FP
59.DD 9.80
12130!93-'rP
132-00 36.DD
2/13/94-FF
163,DD KOD
2J13194-FP
118.00 20.DD
Mean=.
W.3 24.5
225.9 18.5
93.5 13.4
Mean % Removal
93.6%
91.8%
85.7%
Sid. Dev.=
420.6 16.0
324.5 13.9
1 D9.D 9.9
95% C�onf. Int:
238.0 9.0
124.7 5.4
57.1 5.2
Upper 95% Int.=
618.3 33.5
350.6 23.9
15D.5 18.6
Lower 95% Int-=
142.3 15.5
101.1 13.2
.36.4 8.2
Maximum=
1610.0 58.5
1610.0 58.5
451.0 36.0
Minimum=
56.9 2.3,
24.5 1.7
24.5 1.7
N=
12 12
26 26
14 14
FF = Firs', Flush (Time -Paced) Mean - All Data = First Flush & Flow Paced Data Weighed EqUally
FP = Flow Paced
0
.0
TABLE 10
CSF Treatment Systems, Inc.
9130/94
Compo.st Storm Water Filter (.CSF TI)
3 Year Data Summary - 185th Avenue - Chemical Oxygen Demand (COD)
First Rush (FF)
Mean - All Data
Row -Paced (FP)
Storm Event
Influent Eff luent
Storm Event
Influent Eff luent
Storm Event
Influent Effluent
Date
(mo/L) (mci/L)
Date
(mo/L) (mcjL)
Date
(ma/L) (mcYL)
10122-91 -G
1130.00 80.0 ' 0
n151 -G
175.00 55.DO
a/9/91 -G
175.D.0 55.DD
10/25/91-Fl"
105.00 68.00
11131/91 -G
BD.40 64.DD
8131/91 -G
BO.40 64.DD
10129/91 -FF
.44.00 40,D0
10/22-91 -G
180.00 80.D0
10/2MI-FP
127.DO 96.50
1111 Z/91 -FF
150.00 32.DD
10/22191-FP
127.00. 96.50
10125191-FP
66.DD 31.DD
11/13/91-FF
64.Do 46.DO
10/25/91 -FF
105.D01 68.DD
10/2B/91-FP
32.DD 26.00
11/19/91-FrF
210.DD 27.00
174.DD 37.DD
10/25/91 -FP
1 O/ZB!91 -FF
66.DD 31.DD
44.DD 40.DO.
11/13/91-FP
11 /15/91 -FP
54.0D 29.DD
64.00 45.60
1/19/93-FF
1/1 9/93-FP
2/2D/93-FF
55.30 24.10
10128/91 -FP
32.00 26.DD
52.DD 13.DD
3/14/93-Fr'
246.00 24.00
222.DD 62.30
11 ti 2/91 -FF
11113/91 -FF
150.00 32.DD
644.00 46.00
2/20/93-FP
3/1/93-FP
39.10 27.00
11721193-Fr-
11/30/93-FF
315 1. 0 0 55.90
11/13/91-'rP
54.00 299.00
3/14/93-FP
57.60 L730
11/30193-FP
2/13/94--FF
152.00 27.10
1, 1/15/91 -FP
64.00 45.60
52.00 34-50
i 1 /19!91 -FF
21 O.DD 27.DO
1213D/93-FP
57.13D 2E.3D
174.0,0 37.DD
2/13,194 -FP
57.2D 24.90
ij19i93-FF
1119/93-FP
52.00 13.00
2J20193-FF
55.30 24.10
2J20/93-FP
3/1/93-FR
'19.10 27.00
3/14/93-FF
246.00 24.00
3!14193-FP
57.60 2230
11/21/93-FF
222.00 62.30
11/30/93-FF
351-DO 56.90
11 30193- FP
52.00 a4.50
1 Z/30/93. Irp
57.K 26.30
2/13/ 9A - F F
152.0D 27.10
2ji3/94-FP
57.20 24.90
Mean=
211.1 43.7
137.9 4Z).8
70.3 38.1
Mean % Removal
79.3N.
70.4.D/10
Sid. Dev.=
159.9 19.0
132.8 20.6
38.9 22.4
95%.Conf. Int.=
90.5 10.7
52.1 8.1
21.2 12.2
U I pper 95% Int.=
Lower 95% Int-=
301�.6 54.4
120.6 33.0
19D.0 48.9
85.8 32.7
91.5 50.3
49.1 26.0
Maximum=
644.0 K.0
644.0 96.5
175.0 96.5
Minimum=
44.0 24.0
32.0 13.0
32.0 13.0
N=
12 12
25 25
13 13
FF First Flush (Time Paced', Mean - All Data First Flush & Flow Paced Data Weighed Equally
FP = Flow Pacecl
Blank Cell = Analysis Nol Performed
'j
Graph 1 GSF Trealmenl S . ystems, hic
912/94
CSFrm - 3 Year Data Summary
Turbidity, Total Suspended Solids (TSS) & Chemical Oxygen Demand (COD)
400
350
300
250
mg/L
(TSS & COD) 200
NTU
(Turbidily)
15C
10C
5C
C
Turb TSS COD Turb. TSS COD
Mean - First Mean - All Data
Flush Data Weighed -Equally
Influent
El
Ej Effluent
Graph 2
CSFTM - 3 Year Data Summary
Standard Deviation - Turbidity, TSS & COD
450
400
350
30C
mg/L
25C
(TSS & COD)
NTU
20(
(Turbidity)
15(
10(
5(
CSF Treatment Systems, Inc.
9/2194 -
Turb TSS COD i urt) . iz3zi %-I %J U
Mean - First Mean - All Data
Flush Data Weighed Equally
Influent
Effluent
7-1
0
TABLE 11
CSF Treatment Systems, Inc.
Compost Storm Water Filter (CSF TM)
'3 Year Data Summary - 185th Avenue
Total Vol atile Suspended Solids (TVSS)
Total. Volatile Suspended S lids (TVSS)
Storm Event
Influent Effluent
Percent
Date
(moll-) (mol)
Removal
8!9!91 -G
B"31 191 -G
1.29 I.D5
18.6%
10122-911 -G
61.50 5.67
90.5%
io/22,91-FP
48.DD 6.40
B6.7%
1 D125/91 - FF
26.10 3.60
86.2010
10125/91-FP
7.20 1.76
10/28!91-FF .
UD 20.90
1 D,213!91 - FP
5.98 I.DD
F,3.D%
i ri ?-1 c-n - F F
72-30 1.14
9 B. 4 0/',
3!91 -FF
170.00 6.BD
96. DO/
11/13!91 -FP
21.50 '332
8.3.6%
i 1 /15!9,, -FP
9.60 1.32
B6.3%
11119,191 -FF
48.DD D.24
Mean=
39.9 4.5
Mean Removal
8. 8
Std. Dev.=
47.4 5.7
95% Coni. Int=
26.8 S.2
Upper 95% Int-=
66.8 7.7
Lower 95% Int-=
13.1 1.3
Maximum=
170.0 20.9
Minimum=
1.3 0.2
N=
12 12
FF = First Flush (Time Paced)
FP = Flow Paced
Blank Cell = Analysis Not Perlormed
1!
'7
0
0
TABLE 12 CSF Treatment Systems,.Inc.
9/3/94
'Compost Storm'Wat . er'Filter (CSF TM)
3 Year Data Summary - 1 B5th Avenue
,Settleable Solids (SS)
Settleable Solids (SS)
Storm Event
Influent Effluent
Percent
Date
(m I/L)
Removal
10/22/91-FP
3.00 <0.10
96.7%
10/25!91 -FP
1.60 <0.10
93.8%
10/28/91-FP
1.90 <0.10
94.7%
I 1113191 - F F
7.50 4.10
98.7%
11/13/91-FP
0.70 <0.10
85.7%
ii/15/gi-FP
0.40 <0.10
75.D%
I I / 191!91 - F F
0.50 <0 . 10
90.0%
1/1 9/93-FP
0.60 <0.10
83.3%
311-A/93-FF
11.50 <0.10
93.30/10
1 i30/93- FP
2.00 <0.05
97.5%
11 130/93-FF
0.20 <0.05
75.0%
2/1 3/9-4-F�
1.13 0.12
89.4%
Mean=
1.75 0.09
Mean % Removal
94.7%
Std. Dev.=
2.0 0.02..
95% Conf. InL=
1.1 0.01
Upper 95% Int.=
2.9 0.11
Lower 95"/'D Int.=
0.6 D.08
Maximum=
7.5 0.12
Minimum=
0.2 0.05
N=
12 12
FF = First Flush (Time Paced)
FP = Flow Paced
< Below Delection Limit. Detection Limit During 1991 Was 0.1 mVL; Detection Limit
Improved To 0.05 mI/L In 1993.
TABLE '13
CSF Treatment Systems, Inc.
9/3. N_
Compost Storm Water Filter (CSF TM)
3 Year Data Summary - I a5th Avenue - Total Dissolved Solids JDS)
First'Rush (FF)
Mean - All Data'
Row-Pac:ecl (FP)
:Storm Event
Influent Effluent
Storm Event
Influent Effluent
Storm Event
Influent Eff luent
Date
(mo/L) (mo/L)
Date
(mo/L) (mo/L)
Date
imo/L) (mo/L)
10/22-91 -G
38-00 144.DD
8,19/91 -G
185.DD
aG/91 -G
185.DD 202.00
1 D/25!91 -FF
114.DD 21 9.Do
ai3i/91-G
1 D7.DD 247.00
B/31191 -G
107.00 247.DD
10128!91 -PF
63.00 144.DD
I D/22-91 -G
3B.DD 144.DD
I D/22GI -FP
95.00 161DO
i 1 /1 n*i -PF
266.DD 1 D6.00
10/2Z/91-FP
95.DD 163.OD
io/25191-FP
56.DD 131.00
11 /13191 - FF
110.00 131.DD
I D/25!91 -FF
114.00 219.OD
I D1213191 - FP
5B.00 78.DD
1 vi 9/9 1 -FF
13-14.DD 9B.DD
196.DD 243.DD
10125!91 -FP
1 D/28!91 -FF
56.DD B1.DO
63.OD 144;DD
11113/91 -FP
11 /15!91 -FP
B1.DO 107.DD
9B.DO 116.DD
1/19,193-FF
1/1 9!93-FP
Z!�D/93-FF
194.00 28O.DD
1012B!91 -FP
58.00 78.OD
44.DD 83.DO
3/14193-FF
11 O.DD 242.DD
111 B.DD 184.0 D
i i /12/91 -FF
11/13!91-FF
266.DD I D6.DD
11 D.DO 131.DD
2120/93-FP
311t93-FP
139.DD 145.DD
8O.DD I D6. DO
I 1;21/93-F'r
11130193-FF
132.DD 14400
11 /13!91 -FP
81.00 107.DD
3114!93-FP
102.00 .195.00
11 /30/93- FP
2/13.G4-FF-
193.DD I 26.DD
I I �1 5!91 -F'P
9B.00 1116.DD
63.00 78.00
/19.,91 -FF
134.DD 96.bo
12,,3 o ig F P
60.00. 66.DD
195-.DD 243,DD
2113194-FP
68.OD 256.DO
v9!93-FF
I /I 9!93-FP
44.00 K.DD
20193-F-F
194-.DD 25O.DO
2120.193-FP
139.DD 14 15.OD
311/93-FP
K.DO I D6. DO
3114/93-FF
11 O.DO 242.DO
3/14!93-FP
102.DD 195.DD
I I B.DO 184,DD
11/21193-FF
11/3D!93-FF
132.00 144.DD
11/3D!93-FP
63.DD 7B.DD
12/30193-FP
6D.DO 6G.DO
2)',3!94-FF
I 103.DO 1.26.00
2J13/9-14-FP
68.DO 256.DD
Mean=-
139.0 170.1
111.7 152.5
98.3 137.4
Mean % Removal
+22-4%
+36.5%
+55.6%
Std. Dev.=
63.3 57.2
56.3 62.6
37.7 6.5.0
95% Donf. Int=
35.8 32.4
21.6 24.0
19.8 34.1
Upper 95% Int.=
Lower 95% Int.=
174.8 202.4
103.2 137.7
133.3 176.5
90.1 128.4
108.0 171.4
68.5 103.3
Maximum=
266.0 260.0
266.D 260.0
185.0 256.0
Minimum=
38.0 98.0
3B.D 66.0
4.4.0 66.0
N=
12 12
26 26
14 14
FF = First Flush (Time Paced)
FP = Flow Pared
Blank Cell Analysis Not Peftmed
Mean - All Data = First Flush & Flow Paced Data Weighed Equally
0
TABLE 14
Compost Storm Water Filter (CSF TM)
3.Year Data Summary - 185th Avenue - Total Solids (TS)
CSFF Treatment �ysiems, Inc.
9/3/94
First Flush (FF)
Mean - All Dat2' "
Fllow-Pac:� (FP)
Influent Effluent
Influent Effluent
Influent Effluent
Storm Event
Storm Event
Storm Event
Date
(ma/L) (ma/L)
Date
(mo/L) (mck)
Date
(mo/L) (ma/1-)
10/22-91 -G
56O.DO 1 KOO
a/9191 -G
240-00 260-00
819191 -G
24O.OD 260.00
10125/91-Fr'
210. DO 240.00
MI/91-G
146.DO 260-DO
a131/91 -G
146.00 260.00
1 OM!91 - FF
120.00 168.00
10/22-91 -G
56D.DO 190.00
10/22J91 -FP
546.00 192.00
11 /12/91 -FF
596,DD I OB,DD
1012?-191 -FP
W.DD 192.00
10/25/91 -FP
102.00 88.00
11 /13/91 -FF
1720.00 162.DO
10/25/91 -FF
210.DO 240.00
1O/2Bi91-FP
82-OD 80.OD
11 /19191 - FF
29O.OD 100.00
488.OD 256.DD
10/25/,01 -FP
100/91 -FF
102.DO a8.00
12D.DD 168.DO
11/13191 -FP
11/15/91 -FP
232.00 120.OD
136.00 12O.DD
1/19 * !93-FF
1/1 9/93-FP
2/20/93-FFF
270.00 276.00
10/28/91 -FP
82.00 aO.00
142.00 96-DD
3!14193-FF
546.DD 282-00
424.00 242.00
11 /12/91 -FF
11/13/91-FF
596.00 108.00
172D.OD 162.00
2j2O/93-FP
3/1193-FP
166.00 154.DD
134.00 114.00
11121/93-FF
11130/93-FF
65�.00 :164.00
11 /13/91 -FP
232.DO 120.00
3/14/93-FP
168.00 216.DO
11/30/93-FP
Z, 13!94'. F
356.00 156.OD
11/15/91 -FP
136.DO 12O.DD
122.00 98.DO
11/19/91 -FrF
290.DD 1 DD.DO
12/30/93-FP
142.00 102.00
488.DO 256.00
2/1 3/94-FP
1810.00 276.DO
1/1 9/93-FF
1/1 9/93-FP
142.00 96.00
2/20/93-FF
270.DD, 276.00
Z/20/93-7r
166.DO 154.DO
3/1/93�FP
134.DO 114.00-
3114/93-FF
546..DO 282.00
3/14/93-FP
168.DO 216.DO
11/21193-FF
424.00 242.00
11/30/93-FF
652.00 164.00
11/30/93-FP
122.00 a&oo.
l2j3D/93-FP
142.OD 102.00
2jl3/94-FF
356.00 156.00
2ji 3/94 -FP
1 aG. DO. 276.00
Mean=
519.3 194.5
337.5 173.1
181.7 154.7
Mean % Removal
52-5%
48.7%
14.9%
Std. Dev.=
412.8 62.7
333.4 69.3
113.6 71.7
95% Conf. Int.=
233.5 35.5
128.1 26.7
59.5 37.6
Upper 95% Int.=
752.9 230.0
485.7 199.7
241.2 192.3
Lower 95% Int.=
285.8 159.0
209.4 146.4
122.2 117.2
Maximum=
1720.0 282.0
1720.0 282.0
546.0 276.0
Minimum=
.120.0 100.0
BLO 90.0
82.0 80.0
N
12 12
26 26
14 14
FF = First Flush (Time Paced)
FP = Flow Paced
Blank Cell = Analysis Not Periormed
Mean - All Data = First Flush & Flow Paced Data Weighed Equally
CSF Trealmeril Syslerns, Iric.
Graph 3 9/5/94
TM
CSF - 3 Year Data Summary
Total Solids (TS) & Total Dissolved Solids (TDS)
600
500
400
rng/L 300
20C
10C
El
TS TDS TS TDS
Mean - First Mean - All Data
Flush Data Weighed Equally
Influent
Effluent
nD
Graph 4
CSFTM - 3 Year Data Summary
Relationship Total Solids (TS) = TSS & TDS
M
I
500
400
. . . . . . ... .
Mg/L 300
TS Reduction
. . . . . . . . . ..
62.5%
200
....... ........
100*
0
Influent Effluent
Mean - First
Flush Data
CSF Treatment Systems, Inc.
9/2/94
TS Reduction
. . . . . . . . 48.7%
....... ........
....... ......
........ .......
. . . . . . . . . . .. . . . .
....... ....
....... .........
Influent Effluent
Mean - All Data
Weighed Equally
o TOS
m TSS
.. . ...... .
E
TABLE 15
Compost Storm Water Filter (CSF11)
-3 Year Data Summary. 185th Avenue
Mean Data Summary - Nutrients
C;Sr' Treatment Systems, Inc.
9094
First Flush (FF)
mean
Mean - All Data'
Mean
Influent Eff luent
PerPent
Influent Eff iuent
Percent
(mo/U (moll-1
Removal
(moQ �mo/!-)
Rernval
Total Phosphorus (T-P)
Standard Deviaiior.
1.22 0.52
1.29 D.41
57. 4
0.90 0.49
0.97 '0.36
40%
Soluble Phosphorus (&-P)
Standard Deviation
O.D9 0.29
0.05 0.21
+244.4
0.10 0.29
0.06 0.20
+1 97.4%.D
Total Kjeldahl Nitrogen (TKN)
Standard Devialion
2-48 0.69
2.17 0.313
72-3110'
1.63 0.70
1.70 D.46
57.4%
ArnmDnia Nitrogen (NH3)
0.14 O.D5
54 -61>r�
.0.12 .0.05
59.5%
Standard DevialiDn +-
D.D9 0.03
O-D9 .0.03
Nitrate Nitrogen (NO3)
S iandard Deviation
0.58 1.63
0.43 1.47
+1 80.9"f6
0.49 1.21
0.39 1.17
+144.8 %
FF = First Flush (Time Paced)
FP = FIDw Paced
0
Mean - All Data = First Flush & Flow Paced Data Weighed Equally
0
.0
TABLE 16
Compost Storm Water Filter (CSF TM)
3 year Data Summary - 185th Avenue - Total Phosphorus (T - P)
CSFF Trewment Syslems, Inc.
8/30G4
First Flush (FF)
Mean - All Data'
Flow -Paced (FP)
Storm Event
Date
Influent Effluent
(ma/L) (mo/L)
Storm Event
Date
influent Effluent
(ma/L) (mo/L)
Storm Event
Date
Influent Eff luent
(mci/L) (moll-)
10/22- 91-G
10/'25!91-FrF
1.360 O.M
0.440 0.800
8/9191 -G
a/31191 -G
1..2K--.- 0.780
1.480 0.517
8.19/9 1 -G
8/31/91-G
1 .2K 0780
1.4K 0.517
10128!91-FF
11 /12/9,, -FF
1'1/13!91- . FF
11119!91 - FF
.0.0,113 0.51D
3.200 1,4DO
4.400 1.DDO
0.6-4o 0.306
0.99D 0.195
D.289 0.210
0.919 0.278
0.752 0.262
1.220 O.L�>q
DA43 0,163
10/22-91 -G
i 0/2Z/91 -FP
10/25/91 -FF
10/25/91 -FP
1 D/28/91 -FF
10/28/91 -FP
11 /1 2j91 -FF
11/13/91 -FF
I i /13191 -FP
11 /15191 -FP
1111 9,f9i -FF
1.360 0.900
0.945 0.920
0.440 0.800
0.470 0.55D
0. 0313 o.510
0.190 0.460
3.200, 1.400
4.4DD- 1.000
1.40D 1.000
0.900 I.ODD
O.W 0.306
10122/91 -FP
10/25/91 -FP
10/28191 -FP
11/13/91-FP
11/15/91-FP
0.�45 O.M
0.470 0.550
0,190 DA-60
1,4DO I.DDO
09DO 1,ODO
0.-404 0.250
0.1 BI 0.173
0.1138 0.209
0,2138 D.2-23
0.410 .0.2DO
0.180 0.120
1/19!93-F,::
2�2()/93-FF
3/14/93-FF_
1/19193-FP
2J20193-17P
3/i/93-FP
3/14193-FP
1,121, /93 - F.:
1 v3o/93-FFr
213/94-Frr
11/30/9'i-rP
1 V30193-FP
0.990 0.195
2ji 3/964-FP
0.280 D. 180.
1/19/93-FF
1/1 9!93-r'P
0.404 0.250
2J20/93-Fr'
0.2B9 0.210
2,,20/93-FP
0.181 0. 173'
3/1/93-FP
0.188 0.2D9
3/14/93-FF
0.919 0.278
3114/93-FP
D.298 0.223
0.752 0.262
11121/9')-FF
11/30193-FF
1.220 0-M
11/30193-FP
0.410 0.200
12/30/93-FP
0.180 0.120
2/13G4-FF
0.443 0.163
2,'13194-rP
0.280 O.1K
Mean=
Mean 11,; Removal
1.22 0.52
57.4%
0.90 0.49
44. 9%
0.61 0.47
23.4%
Std. Dev.=
95% Conf. InL=
Upper 95% Int.=
Lower 9�% Int.=
Maximum=
Minimum=
N=
1.29 0.41
0.73 0.23
1.95 0.75
0.50 0.29
4 * 40 1 , 40
0.03 0.16
12 12
0.-
0.97 >O
0.37 0.14
1.27 -.0-63.
0.52 0.36
4.40 1.40
0.03 0.12
26 26
0.49 D.33
D.25 0.17
0.87 0.64
D.36 0.30
1.48 1.DO
0.18 0.12
14 14
FF = First Flush (Time. Paced) Mean All Data = First Flush & Flow Paced Data Weighed Equally
FP = Flow Paced
E
-7 1
TABLE. 17
CS:7 Treatment Systems, Inc.
9/1 N
Compost Storm Water Filter.(CSF TI)
3 Year Data Summary - 185th Aven ue - Soluble Phosphorus (S,- P)
First Flush (FF)
Mean - All Data'
Flow-Pa�ed (FP)
influent Effluent
influent Effluent
Influent Effluent
StDrm Event
Storm Event
Storm Event
Date
OWL) (mall-)
Date
(mo/L) (mofl-)
Date
(m&L) (mall-)
10/22-91 -G
0.187 , 0.648
1119191 -G
819191 -G
10/25/91 -FF
0.027 0,511
&131191 -G
0.096 D.644
B131/91 -G
0.096 0.644
10128191-FF
O.D98 0.425
1 D/22-91 -G
0.. 1 B7- D.W
1 D 122-191 - F P
0.216 0.627
1 . 1 2191 -FF
0.1, 31 0.527
1 D/ZZ'91 -FP
0.216 0.627
10125191 -FP
O.DBO 0.411
1 3/9', - FF
V 32 0.454
ID/25!91-FF
O.D27 0.511
10128191-FP
0.074 0-362
1/19!91 �FF
'O.D90 D31 21
D-D61 V15
1 D/25!91 -FP
1D,128/91-FF
D.DBO D.41 1
O.OB8 0.425
11113191 - FP
] 1/15/91 -FP
0.244 0.465
0.247 0.419
/I 9!93-FF
1/19!93-FP
2/20!93-r'F
0.052 D.1 12
1 D/213/91 -FP
O.D74 0.362
O.D61 0.147
3/14!93-FF
0.03B D.133
D.D97 0.105
1111 Z191 -FF
11 il 3!91 - FF
0.131 0.527
0.132 0.454
2/20/93-FP
3/1193-FP
O.D75 VD9
D.D49 0.146
11 '21!93-r'F
11,'30!93-FF
O.DSD 0.091
11/13!91-FP
D.244 0.465
3,,141013-FP
D.D54- 0.142
11 1/3D/93-FP
Zil 3!9.4 -FF
O.D513 O.D74
111 SGI, -FP
0.247 0.419
0136 0.135
11 /19!91 -FF
0.090 0.321
12J30!93-FP
D.N' 3 O.DC-4
0.061 0.115
2/,,3!94-FP
O.D47 0.078
i/19!93-FF
1119/93-CP
O'D6, 0.147
2!201013-FF
0.052 0.112
2/20/93-FP
D.075 0.109
311193-FP
O.D49 0.146
3114!93-r'F
0.03B 0.133
3/14!93-FP
D.D54 0.142
0.097 0.1 D5
11/21/93-FF
11130/93-FF
0.060 D.D91
1113D!93-FP
0.136 0.11,15
1213D!93-FP
O.D43 D.D64
2/13!94-FF
0.05B 0.074
2j13194-FP
o.0,47 0.076
Mean=
O.D9 0.29
0.10 0.29
0.11 0.29
Mean % Removal
+244.4%
*197.4%
+163,6%
Std. Dev.=
0.05 0.21
0.06 0.2D
0.013 0.21
951,110 Conf. lht=
0.03 0.12
0.02 O.D8
O.D4 0.11
Upper 95% Int.=
Lower 9511,; Int.=
0.11 0.41
O.D6 0.17
0.12 0.37
0.07 0.21
0.15 b.40
0.07 0.18
Maximurn=
0.10 0.65
0,25 0.65
.0.25 0.64
Minimum=
0.03 0.07
0.03 0.06
O.D4 0.06
N=
12 12
25 25
13 13
FF = First Flush (-, ;me Paced)
FP = Flow Pa�ed .
Blank Cell = Analysis Not Performed
Mean - All Data = First Flush & Flow Paced Data Weighed Equally
Graph 5
CSFTNI .- 3 Year Data Summary
Total Phosphorus (T - PO4) & Soluble Phosphorus (S - PO4)
1.4
.1.2
1
0.8
rng/L
0.6
0.4
0.2
0
T - PO4 S - PO4 T - PO4 S - PO4
Mean - First Mean - All Data
Flush Data Weighed Equally
CSF Treatment Systems, Inc.
912/94 . .
El Influent
Effluent
L A
Graph 6
CSFTM- - 3 Year Data Summary
Relation.ship - Total (T - PO4) to Soluble (S - PO4) Phosphorus
1.4
1.2
1
0.8
mg/L
0.6
0.4
WIA
I
Influent Effluent Influent Effluent
Mean - Fii-st Mean - All Data
Flush Data Weighed.Equally
CSF Treatment Systems, Inc.
9/2/94
E] Total Phosphorus
Soluble Phosphorus
0
E
0
- TABLE 18
CSF Treatment Systems, Inc.
9/1/94
Compost Storm Water Filter (CSF TM)
3 Year Data Summary -'l 85th Avenue - Total Kieldahl Nitrogen (TKN)
Storm Event
.Date,
Rrst Flush (FF)
Storm Event
Date
Mean - All Data'
Storm Event
Date
Row -Paced (FP)
influent Effluent '
(mq/L) (mo/L)
influent Effluent
(mo/L) (mq/L)
influent Effluent
(ma/L) (mo/L)
10/22- 91 -G
10/25/91 -FF
10/2B/91 -FF
i vi Z19i -FF,
11 /13/91 -F'r
" 1 /19!91 -Fr'
3.400 1.260
1.170 1.010
0.520 O.D4,1
3.000 1.100
8.720 O.BDO
1.400 0.200
1.400 0.497
0.718 0.413
o.669
2.500 1.1oo
2.950 0.722
1.810 b.420'
n/91 -G
81,31/91 -G
10/22-91 -G
10/22-191 -FP
10/25!91 -FF
10/25/911-FrP
10129!91 -FF
1012MI-FP
1111 2j9l -FF
11/13/91 -FF
11113/91 -F`P
ii/15/91-FP
i i /19!91 -FF
2.530 1.6DO
1.800 I.W
3.4�0 1.260
1.400 1.160
1.170 1.010
0.730 0.360
0.520 o,D4.4
0.350 o.25o
3.DDD 1.1oo
8.720 0.800
O.SDO 1.100
0300 0.960
1.4DO 0.2DO
EL/9,191 -G
8/31/91 -G
10/22191-FP
10/25f9l-FP
1 D/28/91 - FP
11 /13191 -FP
11/15/91 -FP
2.5BO 1.60D
1,900 I.W
1.400 1.160
0,730 0.360
0.350 0.250
0.600 1.100
0300 0,960
0.596 0.397
0.424 0.324
.0.486 0.491
0.1364 0-5N
0.642 0.135
0.756 0.476
i /i 9,193-FIFF
2/20193-FF
3/14/93-PrF
i/19/93-FP
2120193-FP
3/1/93-FP
3/14193-FP
11/21/93-Fr'
11/30/93-Fl-
211 3/94-F F
11/3D/93-FP
12/30!93-FP
1.40D D.497
'21113! 9-4 - r' P
0.716 0.269
1/19/93-FF
1/19193-FP
0.596 0.397
2120193-FF
0.718 0.413
2/20!93-FP
0.424 0.324
3/1/93-FP
0.486 0.491
3/14/93-FF
2.160 0.669
3/14!93-FP
0364 0.5D4
2.500 1.1DO
11/21/93-FF
1113D/93-FF
2.950 0.722
11/30193-FP
0.642. 0.135
12130/93-FP
0.756 0.476
2/13194-FF
1.810 0.426
Zii3!�4-FP
.0,716 0.269
Mean=
Mean % Removal
2.48 0.69
72.3%
1.63 0.70
57.4%
0.91 0.70
.22.6%
Std. Dev.=
95% Conf. lnt=
Upper 95% Int.=
Lower 95% Int.=*
Maximum=
Minimum=
N
2.17 0.38
1.23 0.22
3.71 0.90
1.25 0.47
8.72 1.26
0.52 0. D-4
12 12
1.70 0.46
0.66 0.18
2.29 0.87
0,98 0.52
8.72 1.84
0.35 O.D4
26 26,
0.62 0.54
0.32 0.28
1.23 0.�9
0.59 0.42
2.58 1.84
0.35 0,14
14 14
FF = First Flush (Time Paced) Mean - All Data �- First Flush & Flow Paced Data Weighed Equally
FP = Flow Paced
NE
TABLE 19
Compost Storm Water Filter (CSF TI)
3 Year Data Summary - 1a5th Aven.ue - Ammonia Nitrogen (NH3.)
CSF Treatmeril Systems, Inc.
9! 1194
First Rush (FF)
Mean - All D2t2'
FIDW-Pac:ed (FP)
Storm Event
Date
influent Effluent
(mo/Q (mq/L)
Storm Event
Date
Influent Eff luent
(mo/L) (mo/b
Storm Event
Date
influent Effluent
10122-91 -G
1 D/25/91 -FF
1 D/28!91 -FF
11/12/91 -FF
1/13!91 -FF
1-1 /19.191 - FF
0.268 0.054
0.051. O.D41
0.097 D.D49
0.038 O.D55
O.D48 D.031
D.01 B 0.140
0.171 0.054
O.1B4 0.051
o.166 0.032
0.268 0.052
D.14D O.D1 0
0.276 O.D41 2
B!9/91 -G
9131 /91 -G
10/22-91 -G
io/22j9l-FP
I D;25!91 -FF
iD/25/91-FP
1 D,2B!gl #
10/213/91 -FP
11 /12-191 -FF
11113!91 -FF
11/13/91-FP
5!91 -FP
9!91 -FF
0.273 D.D93
0.268 o.o54
0.258 O.oAq
0.05.1 0,041
'7 D.o3q
0.04
0.097 D.D49
O.DB9 O.D54
0.0313 o.055
D.W O.D31
0.017 D.D93
0.017 o.o15
0.018 0.14D
a/9G I -G
9/31 /91 -G
1 D122191, -FP
10/25!91-FP
1 D/29191 - FP
11 /13/91 -FP
11/15igi-FP
0,273 0.093
.0.258 O.D49
D.D47 0.039
D.DB9 0.054
OV7 D.093
D.D17 O.D1 5
V 12 'D.076
O.D58 0.050
0.146 0.07D
D.DSO O.D21
O.D14 0.010
VD4 D.D10
i/i9/93-FF
20/93-FF
3114!93-FF
1/1 9!93-FP
2j2D/93-FP
311/93-FP
3/14i93-FP
,, 1121 !93-FF
11130/93-FF
Z11 3/94-FrF
i i t3Q/93-FP
12/30/93-FP
D,171 D-054'
213194-FrP
D.D69 D.020
1/1 9!93-FF
1/ig.,93-FP
0.112 0.076
2,'20!93-FF
0.18.4 Q.051
2j2o,,93-FP
O.D5B D.D50
3ii,613-FP
0.146 0.070
3;i4-/93-FF
0.166 D.032
3114!93-FP
O.D60 O.D21
0.268 D.052
11121193-FF
11/3D!93-FF
D.14D O.D1 0
i w3o!93-FP
O.D.14 D.01 0
l2j3D!93-FP
VD4 O.D10
2113/-S�4-FF
0.276 O.D42
2;13/�4-FP
0.069 0.020
Mean=
Mean % Removal
0.14 O.D5
64.6%
0.12 D,D5
59.5%
0.10 0.05
52-5%
Std. Dev.=
95% Doni. Int=
Upper 95% Int.=
Lower 95% Int.=
Maximum=
NI I in . imum=
N=
D.D9 0.03
0.05 D.02
D.20 0.07
0 , 09 D.03
0.28 0,14
0.02 D.01
12 12
0.09 0.03
O.D4 0.01
D.16 0.06
O.D8 O-D4
0.215 0.14
OV 0.01
25 25
D,D8 D.03
0.05 0.02
0.14. O.D6
0.05 0.03
D.27 0.09
D.01 O-DI
13 13
FF = First Flush (Time Paced) '.Mean - All Data First Flush & Flow Paced Data Weighed Equally
FP = Flow Paced
Blank Cell = Analysis Not. Peflormed
0
0
Ic
TABLE 20
Compost Storm Water Filter (CSF T11)
3 Year Data Summary - 185th Avenue - Nitrate Nitrogen (NO3)
CSFF Treatment Systems, Inc.
9111 /�4
First Flush (FF)
Mean - All Data'
Row -Paced (FP)
Storm Event
Influent Effluent
Storm Event
Influent Eff luent
Storm Event
Influent Eff luent
Date
(ma/L) (mo/L)
Date
(mo/L) (ma/L)
Date
(mci/Q (mQ/L)
10122-91 -G
0.423 0.592
&/9/91 -G
n/91 -G
10/25/91-FF
0.427 I.D40
8/31/91 -G
0.558 D.71 5
6/31/91 -G
0.558 0.715
io/28/91-FF
0.102 0.326
10/22-91 -G
0.423 0,592
10122igi -FP
0.703 0.711
11/12/91 -FrF
11/13/91 -FF
0.491 0.259
0.059 0.143
1 Oi2Zi91 -FP
10/25/91 -FF
0.703 0.711
0.427 I.D40
10/25191-rP
10/28/91-FP
D.230 0.235
0.170 0.191
11/19/91-FF
0.245 0.223
0.765 2.570
10/25/91 -FP
10/28/011 -FF
0.230 0.235
0.102 0326
11/13/91-FP
i1i15191-FP
0.110 0.193
D.072 0.190
-1/19!93-FF
1/1 9/93-FP
2120/93-F-r
1.01 D 3.460
1 D/28191 -FP
0.170 0.191
0.323 0.862
3!14/93-FF
0.568 2.930
1.010 4.230
11/ini-FF
I,,/13/91-FF
0.491 0.259
0.059 0. 14
2/20/93-rP
3/i/93-FP
1.310 1.330
0.444 0.866,
11/21/93-Fr'
1'1/30193-FF
0.326 0.949
11 /13/91 -FP
0,110 0.193
3!14/93-PP
D.677 2.590
11/30/93-FP
-FP
12130/93 r
Z,'13!94-Fz
1.520 2.790
11 /15191 -FP
11/19/91-FF
0.0712 0.190
0.245 0.223
D.08,4 0.431
0.326 1.080
5
0.765 2.570
2A ' )/94 -FP
0.406 1.350
i /i 9/93-FF
1/1 9/93-FP
03 )23 0.862
2/20193-FF
1.D1 0 3.460
2J20/93-FP
1.310 1.330
3m93-FP
0.�u 0.866
3il4/9')-FFr
0.568 2.930
3/14/93-FP
0.677 2.590
11/21/93-FF
1.010 .4.230
11/30/93-FF
0.326 -D-949
11/30/93-'rP
0.084 D. 4311
Zi3o/93- FP
0.326 1.080
2j13!94-FF
1.520 2.790
2/13,194-FP
0.406 1.350
Mean=
0.58 1.63
0.49 1.21
0.42 0.83
Mean % Removal
+180.9%
+144.8%
+98.5%
Std. Dev.=
0.43 1.47
0.39 1.17
0.34 0.67
95% Coni. InL=
0.24 0.93
0.15 0.46
0.19 0.37
Upper 95% Int.=
Lower 95% In1-=
0.82 2.46
0.34 0.80
0.65 1.67
0,34, 0.75
0.60 1.19
0.23 0.46
Maximum=
. 1.52 4.23
1.52 4.23
1.31 2.59
Minimum=
0.06 0.14
O.D6 0.14
0.07 0.19
N=
12 12
25 25
13 13
FF = First Flush (Time Paced)
FP = Flow Paced
Blank Cell = Analysis Not Pedormed
Mean - All Data "- First Flush & Flow Paced Data WeigN-,d Equally
L—J
Graph 7.
CSFTM - 3 Year Data Summary
Total Kjeldahl (TKN), Ammonia (NH3) & Nitrate (NO3) Nitrogen
2.5
2
1.5
,mg/L
0
TKN NI-13 NO3 TKN NI-13 N 0.3
Mean - First Mean - All Data
Flush Data Weighed Equally
CSF Trealrnenl Syslerns, Inc.
9/2/94
Ei Influent
Ei Effluent
Graph 8
CSFTIVI - 3 Year Data Summary
Total Nitrogen (TKN.+ NH3 + NO3)
3.5
3
2.5
2
mg/L
O.E
C
Influent Effluent Influent Effluent
Mean - First Mean - All Data
Flush Data Weighed Equally
CSF Treatment Systems, Inc.
9/2/94
NO3
NH3
TKN
L
CSF Treatment Systems, Inc.
9/3!94
Compost Storm Water Filter .(CSF T11
3 Year Data Summary - 185th Avenue
Mean Data Summary - Metals
First Flush�F
Mean
ats
Mean - All Dal-,
Mean
Percent
Percent
_ff Ift
Inftuent E luent
Influent Eff luent
(uo/L) WWI-)
Removal
(uo/L) (uo/L)
ReMDVal
Aluminu m (Al)
11,180.7 1 X6.2
88.2%
6,B89.9 1,077.4
64.4%
S*,andard Deviai'bn
12,DD5.1 751.5
9,DBE.3 .625.9
Iron (Fe)
27,515.1 1,820.1
93.4%
15,D68.8 1,417.1
90.6%
Siandard Deviation
36.615.1 890.2
26.976.6 780.8
Barium (Ba)
145.9 34.0
76.7%
89.9 30.2
66.5%
S',andard Deviation -
10.8
89.8. 14.8
-Manganese (Mn)
336.8 43.6
87.1 %
21-D-3 39.2
S*,andard DeViRfiDn'=
34-B.0 21.2
266.0 23.7
Lead (Pb)*
8.6
86.4%
37.3 6.5
8 2. 5
S' andard Dev;.a!iD,) t
31 .9 3.5
32.3 3. 1
Zinc (Zn)
256.2 36.0
155.90;
177.3 29.7
1�
Siandard Deviation t
154.4 15.2
132.5 12.9
1
C:hromium (Cr)
19.2 3.4
82-31,110
11.8 4.1
65.1 W.
Standard Deviation
.12.4 1.6
10.6 4.4
Cobalt (CD)
10.0. 0.9
90.6%
6.5 0.9
85.9%
Standard Deviation
9.D 0.6
7.4 0.9
Copper(Cu)
37.9 9.5
75.1%
2-5.8 9.0
65.3%
Standard DevialiDn
18.9 3.1
.18.3 3.8
Nickel (Ni)
13.9 4.5.
67.�%
9.5 -4.9
Standard Deviatic)n
B.6 1.9
7.5 3.7
Vanadium M
44.5 9.6
78.3%
28.8 9.1
68.3%
Standard Deviation
47.6 3.6
35.5 3.6
Boron (B)
24.2 34.0
+40.4%
21.8 35.1
+61.2%
Standard Deviation
9.4 20.2
12.7 27.5
FF = Fir st Flush (Time Paced)
FP = Flow Paced
Two Years Data Only
Mean - All Data = First Flush & FIDW Paced Data Weighed Equally
0
1E
TABLE 22
Compost Storm Water Filter (CSF TM)
3 Year Data Summary - 185th Avenue - Aluminum (Al)
CSF Treatment Systems, Inc.
First Rush (FF)
Mean - All Data'
Flow -Paced (FP)
Storm Event
Date
Influent . Effluent
(ug/L) (uo/L)
Storm Event
Date
Influent Effluent
(uo/L) (ucVL)
Storm Event
Date
Influent Eff lu ent
(uO/L) (uol)
1 D/22-91 -G
302.5 1,576.0
8/9/91 -G
n/9 I -G
i D/25/91 -FF
3,799.0 1,919.0
8/31191 -G
5,554.0 1,408.0
EV31 /91 -G
5,554.0 1,408.0
10/28/91 -FF
10/22-911-G
302.5 11576.0
10122igi -FP
10,880.0 1,396.0
11 /12191 -FFF
23,1 DO.0 50 1. 6
10/22/91 -FP
I O,8K-O 1,396.0
10/25/91 -�P
1,168.0 514 �O
11 /1 Y91 -FF
11 il 9!91 -FF
41,080.0 2,085.0.
756.1 327.5
9,660.0 598.0
1 D/25!91 . -FF
10125/91-FP
10128191�FF
3,799.0 1,919.0
1,168.0 514.0
10128,/91 -FP
11 /13/91 -FP
11115191-FP
1,465.0 383.1
4,762.0 1,760.0
3,660.0 608.6
1/19!93-FF
1/1 9/93�FP
2/20/93-FP
3/1/93-FP
2/ . 20/93-FF
3!14!93-FF
3,850.0 732.D
12,200.0 1,560.0
10,4DO.0 2,310.0
10/28/91 -FP
11 /1 PJ91 -FFr
11/13/91-FF
1,465.0 383.1
23,100.0 501.6
41,D80.0 2,085.0
3,000.0 932.0
1,460.0 736.0
1,940.0 448.0
11121/93-r-F
11130/93- . F F
14,200.0 2,16D.0
11/13/91-FP
4,762.0 1,760.0
3114/93-FP
2,300.0 871,0
11/30/93-FP
12130/93-FP
21113/94-Fr-
3,640.0 709.0
11 /15191 -FP
9191 - FF
3,660.0 608.60
756.1 327.5
1,8K.0 1'OK.0
1,950.0 81 I.D
9,660.0 598.D
2/13i94-FP
2,370.0. 452.0
1/19/93-FrF
1/1919^�--FP
3,DOO-O 932.0
2,,20/93-FF
.3,B50.0 732.0
2J20/93-FP
1,460.0 736.0
3/1/93-FP
1,940.0 448.0
3114/93-'rF
12-2DO-0 1,560.0
3/i4/93-FP
2,300.0 871.0
10,4DO.0 2,310.0
11/21/93-FF
11130!93-FF
14,200.D 2,160.0
i 1/3oi93 - FP
1,1360.0 1,D60.0
12130!93-FP
1,950.0 811.0
2ji 3/94-FF
3,640.0 709.0
2/13��-FP
2,370.0 452.D
Mean=
Mean % Removal
11,180.7 1,316.2
98.20/6
6,389.9 1,077.4
64.4%
3,259.2 875.4.
72.1%
Std. Dev.=
95% Coni, lnt=
Upper 95% Int.=
Lower 95% Int.=
Maximum=
Minimum=
12,DO5.1 751.5
7,094.4 444.1
18,275.1 1,760.3
4,086.3 872.1
41,080.0 2,310.0
302.5 327.5
9,OB6.3 625.9
3,635.2 250.4
10,K5.0 1,327.8
3,254.7 827.0
41,OK.0 2,310.0
302.5 327.5
24 24
2,642.3. 428.6,
1,436.3 233.0
4,695.5 1,108.3
1,822.8 642.4
10,B8D.0 1,760.0
1,16B.0 3B3.1
13 13
FF = First Flush (Time Paced)
FP.= Flow Paced
Blank Cell = Analysis Not Pedoned
' Mean - All Data = Firs, Flush & Flow Paced Data Weighed Equally
TABLE 23
Compost Storm Water Filter'(CSF�m)
3 Year Data Summary - I 85th Avenue - Iron (Fe)
CSF Treatment Systems, Inc.
First Rush (FF)
Mean - All Data'
Flow -Paced (FP)
Storm Event
Influent Eff luent
Storm Event
Influent EffluenT-
Storm Event
Influent Eff iuent
Date
(uoJL) Wall-)
Date
(UYL) (upfL)
Date
(uall-) (uofL)
I D/22- 91 -G
25,B40.0 1,928.0
1119/91 -G
B19.91 -G
10125!91-FF
5,M.0 2,44-4.D
11131/91 -G
5,465.D 1,23.0
EV31191 -G
5,465.0 1,233.0
10/28!91-FF
I D/22-91 -G
25,W.0 1,928.0
10,122191 - FP
16,750.0 1,914.D
11 /1 2-t9i -FF
13,B60-0 60B.i
I D/2V91 -FP
16,750.D 1,914.0
1 D/25/91 - FP
1,795.0 722.2-
11/13!91 -FF
53,140.0 2,730.D
I D125191 -FF
5,636.D 2,444.D.
10128f9l -FP
2,D29.0 54A.1 -
i i il 9/91 -FF
10,W.0 1,330.0
13D,DDD.0 93-4.0
10/25191-FP
10/128/91 -FF
1,795.0 72-12.2
.11113!91 -FP
11/15!91-FP
6,3131.0 11,926.0
4.801.0 7K.9
i ii 9/93-FF
1/1 9/93-FP
212D/93-FF
4,96D.0 .947.0
1D/28!9',--P
2,029.0 544.1
4,50D.0 1,220.0
3114!93-FF
16,500.0 1,95D.0
1 5,M.0 3,020.()
11/12191-FF
11 /1 Y91 -FF
13,BK.0 60B.i
53,140.0 2,73D.D
Z/2D!93-FP
3/1M-FP
2,20.0 907.0
2,510.D 293.0
11 '21!93- Fr'
11 /30!93-FF
20,900.0 3,03D.0
11/13!91-FP
6,331.0 1,926.0
3114193-FP
3,M.0 1,1 30.D
11/3D/93-FP
2113!9-4 - F 'r
5,690.0 1.1 DD.D
11/15!91 -FP
4,B01.0 7130.9
Z,6K.O 1,420.0
11 /101!91 -FF
10,940.0 1,33D.D
12130,193-cP
3,DDO.0 1,D90.0
1/1 9!93-FF
13D,DDO.O 934.0
2113!�4-FP
3.94D.0 BID.0
1/1 9!93-FP
4,5DO-0 1.,220.0
Z/20!93-'rF
O&H 947.0
20193-FP
2,DBO.D 9D7.0
3/1/93-FP
2,510.0 293.D
3/14!93-FF
16,6DO.0 1,950.0
3/14193-FP
3,223.0 1,1 3D.0
11121193-FF -
15,2DD.D 3,020.0
11/30/93-FF
20,9DD.0 3,030.0
11/30!9' )-FP
2,660.D 1,420.0
11 Z13D/937FP
3,DDO-0 1,090.0
Ztl3/94-FF
5,690.0 1,100.0
2/13!94-FP
3,B40.0 81 D.0
Mean=
27,515.1 1,820.1
15,D68.8 1,417.1
4,537.2 1,076.2
Mean % Removal
93.4%
90.6%
76.3%
Std. Dev.=
36,615.1 89D.2
26,976.6 7BO.8
3,930.2 483.0
95% C-Dnf. Int.7
21,637.7 526.1
10,792-7 312.4
2,136.5 -262.5
Upper 95% Int.=
49,1518 2,346.2
25,861.4 1,729.5
6,673.7 1,338.7
Lower 95% Int.=
5,877.4 1,294.D
4,276.1 1,104.8
2,4DO.B 813.6
Maximum=
130,000.0 3,00.0
13D,DDO.0 3,030.0
1,926.0
Minimum=
4,1560.0 608.1
1,795.0 293.0
1,795.0 293.0
N=
11 11
24 24
13 13
FF = First Flush (Time Paced) Mean - All Data = First Flush & Flow Paced Data Weighed Equally
FP = Flow Paced
Blank Gell = Analysis Not PerlDrmed
Graph 9
CSFTIVI - 3 Year Data Summary
Aluminum (AI) & Iron (Fe)
30000
25000
20000
ug/L , 15000
i
1 5000
R
At A] Fe
Mean - First Mean - All Data
Flush Data Weighed Equally
11- -3 11
CSF TrealmenI Syslems, Inc.
9/2/94
m Influent
Ei Effluent
F— I
GRAPH 10
CSFT M— 3
Year Data Summary,
First Flush - January 19,1993 Storm Event
140000—/
130,000.0
120000—
..............
99,3%
Rornoval
................
100000—
................
................
80000—
................
................
. ..............
ug/L
............
............
60000—
. ..............
40000-
..............
................
.............
93.8%
.............
................
X
Removal
20000—
...............
9660.0
934.0
598.0
....................
Iron (Fe)
Alurninurn (At)
CSF Trealment Syslems, Inc.
9/4/94
0 Influent
El Effluent
0
TABLE 24
Compost Storm Water Filter (CSF TM)
3 Year Data Summary - 1 815th Avenue - Barium (Ba)
CSF Treatment Syslams, Inc.
9/3,94.
First Rush (FF)
rs'
Mean - All Data'
Row -Paced (FP)
Storm Event
fl
tn ent Effluent
u
Storm Event
Influent Eff Went
Storm Event
Anfluent Effluent
Date
(uoIL) (ua/L)
:
Date
(ucVL) (U01L)
Date
(uoh-) (uo/L)
0/22-91 -G
142.60 26.7D
919/91 -G
NG 1 . -G
10125!91-FF
47.80 42.130
B/31191 -G
94.70 74.90
8/31/91 -G
134.76 74.90
10128!9 1 - FF
10/22-91-G
142.60 26.70
1 D122/91 - FP
111.30 29.90
I 1 /12/91 -FF
219.10 15.30
1 D/22/9 i - F P
11113D 29.90
10/25/91 -FP
16.10 11.70
11/13/91 -FF
425.90 31.50
10125!91 -FF
47.80 42.8D
10/28!91 -FP
f1i;90 19.70
11 /19/91 - FF
I DO.00 24.K
124.00 37.DO
10/25191 -FP
10/28/91-FF
16.10 11.71)
11/13!91-FP
11 /15191 -FP
57.9D 21.70
50.K 16.00
1/1 9/93-FF
1/19193-FP
2/20/93-FF
57.DO 39.DO
10/28/91-FP
21.90 19.70
38.30 18.70
3/14/93-FF
138.00 52.60
108.00 41.90
11 /12/91 -FF
11 /13/91 -FF
219.10 15.30
425.90 31.50
2/2D/93-FP
3/1 W-FP
24.00. 23.130
25.10 15.50
11/21/93-FF
11130/93-FF
176.DO 39.80
11/13!91 -FP
57.90 21.70
3/14/93-FP
2 91. 8 0 38.60
11/3D/93-FP
Z/ 1 3!9,A-FF
66.50 22.130
11/15/91-PP
60.80 16.00
26.90 19.30
1v19!91,-FF
100.50 24.90
12,13D/93-FP
30.70 15.80
124.DD 37.00
Z,13!0--4-FP
34-50 43.80
i/19/93-FF
I-P
38.3D 1830
20!93-FF
57.DD 39.00
2120/93-FP
24.0D 23.80
3!1/93-FP
25.10 15.50
3/14193-FF
13B.DO 52.60
31 4/93-FP
29.130 38.60
108.00 41.90
11121/93-FF
11/30/93-FF
176.00 39.30
11/30/93-rP
26.90 19.30
12�30/93-17P
30.70 15.80
2/13/94-FF
66.50 22.K
2/13/c-L4-FP
34.60 43.130
Mean=
145.9 34.0
89.9 30.2
42-5 26.9
Mean % Removal
76.7%
66.5%
36.7%
Std. Dev.=
106.1 10.8
89.8 14.8
27.7 17.2
95% Gonf. lnt=
62.7 6.4
ag 5.9
15.1 9.4
Upper 95% Int.=
208.6 40.4
125.8 36.1
57.5 36.2
Lower 95% Int.=
93.2 27.6
54.0 24.2
27.4 17.5
Maximum=
425.9 52.6
425.9 74.9
111.3 74.9
Minimum=
47�8 15.3
16.1 11.7
16.1 11.7
N=
11 11
24 .24
13 13
FF = First Flush (Time Paced)
FP = Flow Paced
Blank Cell = Analysis Not Pedormed
Mean - All Data = First Rush & Flow Paced Data Weighed Equally
TABLE 25
Compost Storm Water Filter (CSF TM)
3 Year Data Surnmary -. 185th Avenue . Manganese (Mn)
CSF 7realmeni Systems, Inc.
913 N-
First Flush (FF)
Mean - All Data'
FIDW-Pac*d (FP)
Influent Effluent
Influent Effluent
Influent Effluent
Storm Event
Storm Event
Storm Event
Date
(uqIQ (uoIL)
Date
(uo/Ll cVQ
Date
WoU (uaA-)
10122-91 -G
61.01
10125.t9l-FF
105.50 52.30
8/31/91 -G
152.7D 64.0D
a131/91 -G
152.70 64,DD
10,1213/91 - FF
10/22-91-G
39.26 61.01
1012219, -FP
364.10 51.01
11 /12191 - FF
601.9D 9.12
10122191 -FP
364.10 51-01
10/25,191 -FP
36.29 15.90
11/13!91-FF
1264.DD 58 - 04
10!25/91-FF
105.5D 52.30
1 Di'28191 -FP
53.72 19.133
1/19191 - FF
226.50 11.90
2341.DD 23.60
10/25191 - FP
10128,GI-FF
36.29 15.90
11/13!91-FP
11/15/91 - FP
154.BD 33.138
1 D4,OD 13.92
/I 9!93-F r'
2/20/93-FF
81.5D 43.0D
101213,191 -FP
53.72 19-133
98.00 19.70
1/1 9/93-FP
3/14!93-FF
30R.DD 70.50
287.DD 66.40
11 /12/91 -FF
11/13/91-FF
601.9D 9.12
1264.00 58.D4
2/2D/93-FP
311/93-FP
33.60 19.13D
49.30 143D
11121/93-Fz:
11/3D!93-FF
421.00 46.30
11/13/91 -FP
154.BD .33-88
3114193-FP
65.20 45.20
2/','a!94-FF
135.0D 37.00
11I15!9I-FP
1N.DD 13.92
77.00 311.90
11/30/93-FP
11/19!91-PF
226.50 11.90
12/30!93-FP
63.70 22.90
1/19!93-Fr'
23-14.DD 23.60
213/94 -FP
89.70 10,1,.DD
III 9!93-FP
98.0D 19.70
2/20!93-FF
81.50 43.DD
2120!93-'rP
33.60 I9.K
3/1,93-FP
4 9.3D 14.60
3/14!93-FF
3D9.DD 70.50
3/14193-FP
65.2D 45.20
11121!93-FF
287.DD 66.40
1113D.193-FF
421.DO 46.30
11/30/93-FP
77.DO 37.9D
12/3D!93-FP
63.70 22.90
2jl3!94-FF
135.DD 37.DD
2113!94-FP
89.70 ID4.00
Mean=
336.8 43,6
210.3 39.2
.103.2 35.6
Mean % Removal
87.1%
81.3%
65.5%
Std. Dev.=
34-8.0 21.2
266.D 231
87.4 25.9
95% Conf. lnt=
2D5.6 12.5
1 DBA 9.5
47.5 14.1
Upper 95% lnt.=
542.4 56.1
316.7 48.7
1 SD.B 49.7
Lower 95% InL=
131.1 31.1
103.9 29.8
55.7 21.5
Maximum=
1264.0 70.5
12fA..O 104.0
364.1 ID4.0
Minimum=
39.3 9.1
33.6 9.1
33.6 13.9
N=
11 11
24 24
13 13
FF = First Flush (Time Paced)
FP = Flow Paced
Blank �ell = Analysis Not Performed
Mea;! - All Data = First Flush & Flow Paced Data Weighed Equally
0
TABLE 26
Compost Storm Water Filter. (CSF TM)
.3 Year Data Summary . 1 B5th Avenue - Lead (Pb)
CSF Treatment Systems, Inc,
9/1 /;4
Rrst Rush (FF)
Mean - All Data'
FIDW-P3Ced (FP)
Influent Eff luent
(uo/L) (uo/L)
influent Effluent
(ua/L) (u;IL)
Influent Effluent
(uo/L) fuo/L)
StDrm Event
Date
Storm . Event
Date
StDrm Event
Date
10122-91-G
n/91 -G
BG/g I -G
10/25/91-FF
W31/91 -G
8/31 /91 -G
10/28191 -FF
10/22-91 -G
10/22J91 -FP
-1 -1 /12/91 - FF
10/22/91-FP-
10/25/91-FP
11 /13/91 -FF
10/25191 -FF
1012BI91-FP
11/19,191-FF
67.00 6.65
10/25/91.FP
!D/28/91 -FF
11113,191-FP
11115191 -FP
1/19/93-FF
1/1 9/93-FP
NO/93-FF
27.DO 5.31
10/28/91 -FP
20.80 5.68
3114/93-FF
90.90 8.39
62.60 11. 10
104.DD 14-30
26.60 5.59
11 /1 �J91 -FF
11/13)91 -FF
11 /1 3,G1 -FP-
11 /1 �igl -FP
2j2o/K-FP
311/93-FP
3/14/93-FP
10.110 5.48
1 18D 3.48-
15.70 5.01
13.50 5.36
11/21/93-FF
11/30/93-FF
2/13/94-FF
11/30/93-FP
1 1A 9/91 -Fr' -
12/30/93-FP
16.40 4.15
67.00 6.65
2113/9-0-FrP
17.20 3.66
i/19/93-FF
1/19/93-FP
20.80 5.68
2120/93-FF
27.DD 5.31
rP
Z120/93 r
10.10 5.48
3/1193-FrP
12-80 3.48
3/14/93-FF
90.90 8.39
3/14/93-FPz--
15.70 5.01
11/21/93-FF
62.60 11.10
11/30/53-FF
104.DD 14.30
11/30/93-FP,---
13.50 5.86
12,10/93-FP'�
16.40 4.15
W3/94-FF
26.60 5.59
?jl3/94-FP-
17.20 3.66
Mean=
Mean-0; Removal
63.0 8.6
85.4%
37.3 6.5
82.5%
15.2 4.8
68.7%
Std. Dev.=
95% Conf, InL=
Upper 95% Int.=
Lower 950% Int.=
31.9 3.5
25.5 2.8
a8.6 11.4
37.5 5.7
32.3 3.1
17.6 1.7
54.9 8.2
19.7 4.8
3.5 1.0
2.6 0.7
17.8 5.5
12.7 4.D
Maximum=
Minimum=
N=
1N.0 14.3
26.6 5 . .3
6 6
104.0 14.3
10.1 3.5
13 13
20.8 5.9
1 V 3.5
7 7
FF = First Flush (Time Paced)
FP = Flow.Paced
Blank Cell = Analysis Not Pedormed
' Mean - All Data = Firs4 Flush & Flow Paced Data Weighed Equally
TABLE 27
Compost Storm Water Filter (CSF TM)
3 Year Data Summary - 1 Both Avenue - Zinc (Zn)
CSF Treatment Systems, Inc..
911/94
Storm Event
Date
First Flush (FEL-
Storm Event
Date
Mean - All Data'
M
StDrrn Ev
ate
Date
Flow-pac�e�d (FP)
influent. Effluent
(uo/L) WWI-)
influent Efflue) 4t::ent
n
(uoll-) (uQ1L)
Influent Effluent
�uoll-) (uoU
10/25!91-FF
10/28!91-FF
1111 2J 91 - Fr FF
3!91 -FF
11/19!9i--.-F
15.76 .21-40
144.9D 27.40
274AD 21.139
556.40 37.54
230.00 .17.46
294.DD 36.20.
119.DD 36.70
3D9.00 4 9.3D
312.00 57.DD
439.00 &A,.20
124.00 27.1D
&19/91 -G
M1191-G -
i Di22-91 -G -
1012?J91 -FrP -
10,'25191-FF
io,,25!91-FP
1 D28!91 -FF
1 0/2B!91 - FP
iviz/91-FF
i i /13191 -FrF
11113li9i-FP
ii/15i9i-Fp�-
r
1n9!9i-'F -
15O.DD 32.90
133.50 22.DD
15.76 21.4.0
3113-10 123.5s
144..90 27.40
5232 12.71
180. DO 13. 5,A
274.40 21.89
556.40 37.54
I D93D 2D.52
99.58 13.59
23O.DD 17.46
&,9191 -G
9/31191 -G
10/22191 -FP
i o/25!91 -FP
10/28!91 -FP
11113191 -FP
I I /15!91 -FP
150.00 32.90
133.5D 22.DD
31B.10 '23.56
52.132 12.71
I 8O.DD 1111.54-
109.30 20.52
99.58
9BAD 24.2D
54-10 213-20- -
76.60 36.10--
92.90 4D.DD
78.20 3O.DD
94.70 22.30
1/19/93-F,r
2120/93-FF
3!14!93-FF
i/19/93-FP
2j2D,193-FP,
3/1,193-FP
3/14193-FP
1112V93-FF
11/3D!93-FF
11130/93-FO
--P
1 2/3D/93 r
294.DD 36.2o
w3!94-FP
134.80 27.20
u19!9--,-FF
9!93-::p -
88.40 24.20
2j2o!93-FF
119.00 36.7D
2j2o,,93-FP
54-10 26.20
3n,,93-FP
76.60 36.10
3/14/93�-FF
3D9.DO 49.30
3/14!93-FP,,-
92.90 40.DD
31 Z.DD 57.DD
11 /21/93- FF
1113D/93-FF
4-39.DD 64.20
11 wi93- FP,--
78-20 3D.DD
IZ13D,193-FP-
94.70 22.3D
20 3194 -FF
124.DD 27.10
Zli3/94-FP
84-BO 27.2D
Mean=' 256.2 35-D
Mean % Removal 85.9%
I T7.3 .29.7
83.20/6
115.2 .24.8
78.5%
Std. Dev.= 154.4 15.2
95% Conf.. InL= 91.2 9.0
UppeT,95% Int.-= 347.5 45.0
Lower 95% Int-= 165.0 27.0
Maxi murn= 556.4 64.2
Minimum= 15.8 17.5
N= 11 11.
132.5 12.9
51.9 5.1
M.2 34.8
125.3 24.7
556.4 64.2
15.8 12;7
25 25
A
68.1 8.3
35.7 4.4
150.9 29-i
.79.6 20.4
318.1 4D.D
52.8 12.7
14 14
FF = First Flush (Time Paced)
FP = Flow Paced
Blank"Cell = Analysi s Not Pedormed
Mean - All Data = First Flush & Flow Piic:ed Data Weighed Equally
Graph 11
CSFTM- 3 Year Data Summary
Barium (Ba), Manganese (M'n.)g Lead (Pb) & Zinc (Zn)
350
300
25C
20C
ug/L
15(
10(
5(
Ba Mn Pb
Mean - First
Flush Data
CSF Treatment Systems, In.c.
gfM4
Zn Li a ivin t'll
Mean - All Data
Weighed Equally
Influent
Effluent
TABLE 28
Compost Storm Water Filter (CSF TM)
3 Year Data S ummary - 1 B5th Avenue - Chromium (Cr)
CSF Treatment Systems, Inc.
911/�4
First Rush (FF)
Mean - All Data'
RDw-Paced (FP)
Influent Effluent
Influent Eff lu ant
Influent Efflu6nt
Storm Event
Storm Event
Storm Event
Date
(uoQ (UoIL)
Date
(uo/L) (uo/L)
Date
(uoA-) (UQL)
17.58 3.90
B19/91 -G.
6.70 3.30
8/9/91 -G
6.70 3.31)
I D125,191 -FF
7.00.. SID
a/31191 -G
6,4D 4.oD
ai3i/gi-G
6.4D 00
1 D/2B/91 - FF
10122-91-G
17.58 3.90
1 D122J91 -FP
14.59 23.69
i 1 /12/91 -FF
17.96 1.65
1 O/Mi -FP
14.59 23.69
10/25J91 -FP
2.44 6.84
11 /13191 -FF
52,D8 2.99
1 b/25191 -FF
7.DO 3.10
1 D1213/91 -FP
3.DO 1.56
/19191 -FF
13.24 1.56
15.40 2.68
10/25!91 -FP
10128!91-FF
2.44 6.134
11/13191-FP
11 /15!91 -FP
6.98 2.75
5.25 3.94
1 9/93A - F F
1/1 9193-FP
2120193-FF
10.40 2.60
10/28191 -F P
3.DD 1.56
4.35 2.24
3114193-PF
.24.20 4.29
16.DD 4.9D
11 /1 ?-!91 - FF
11/13/91 -FF
17.96 1.65
52.D8 2.99
20193-0
3/1 t93-FP
2. Ell 5 2.32
536 D.71
11121/9B-FF
11130!93-FF
26;5D 6.98
11113!91 -FP
6.913 2.75
3114193-FP
5.47 2.68
1113D/93-FP
2/13!-4-FF
10.3D 2.47
11 /15!91 -FP
5.25 �.94
6.55 6.56
i i 119!91 -FF
.13.24 1.66 1
1 ?/3D/93-FP
7.64. 2.3.4
15.40 2.68
2J13194-FP
5.29 2.51
ing!93-FF
1119/93-FP
4.35 2.24
2;2D!93-FF
10.40 2.60
?-/20!93-FP
2.95 232
3/1/93-FP
5.136 0.71
3,114/93-FF
24.20 4.29
3114193-17P
5.47 2.613
11121193-FF
16.DD 4.9D
1113D/93-FF
26.50 6.98
11/3D/93-FP
6.55 6.%
',213D!93-PP
7.64 2.34
Zi13 N.-FF
10.30 2.47
2/13!94-FP
5.29 2.51
Mean=
19.2 3.4
11.8 4.1
6.0 4.7
Mean % Rernoval
82-3%
65.1%
21.6%
Sid. Dev.=
12.4 1.6
10.6 4.4
3.1) 5.7
95% Conf. InL=
.7.3 0.9
4.2 1.7
1.5 3.0
Upper 95% int.=
26.5 4.3
15.9 5.8
7.5 7.7
Lower 95% Int.=
11.8 .2.5
7.6 2.4
4A 1.7
Maximum=
52.1 7.0
52.1 23.7
14.6 23.7
Minimum=
7.0 1.7
2.4 V
2.4
25 25
14 14
FF = First Flush (Time Paced)
-FP = Flow Paced
Blank Cell = Analysis Not Pe�ormed
Mean - Ail Data = First Flush & Flow Paced Data Weighed Equally
TABLE 29
TM)
compost Storm Water Filter (CSF
3 Year Data Summary - 185th Avenue - Cobalt (Co)
CSF Treatment Systems, Inc,
913/94
form Event
Date
First . Flush (FF)
Storm Event
Date
Mean - All Data'
Storm,Event
Date
Flow-Pac:ed (FP)
influent Effluent
(uq1L) (uw'L)
Influent Effluent
-(uo/L) (uo/L)
influent Effluent
4uall-) (ua/L)
10122-91 -G
10/2&191 -FF
10/ . 2a,191 -FF
i I /I Z/91 -FF
11/13i9i-FF
9/9 1 -FF
I.DO
3.DO i.io
.
1236 O.-,pq
35.16 1,45
5.78 0.20
7.86 0.55
2.81 D.45
12.50 1.25
8.96 2.o5
13.70 1.65
3. 4 5 0.74
2.26 O.K
a/9191 -G
a/3i/;i-G
10/22-91 -G
io/22191-FP
10/25/91-FF
10125/91 -FP
1 D/28/9i -FF
10128191 -FP
11 /1 2j91 -FF
i 1/13191 -FF
11 A 3/91 -FP
11 /15/91 -FP
1 jj1qjqi-FF
5.80 4.40
11.3 * 1 I.DO
9.80 1.35
3.00 1.10
0.80 0.32
1.20 0.29
1236 o.29
35.16 1.45
3.98 0.135
2.69 0.42
5.78 0.20
7.86 0.55
8/9191 -G
8131/91-G
1 o/22i9i -FP
1 D/25/91 -FP
10/28191 -FP
11 /13/91 -FP
il 5/91 -FP
5.80 4.40
9.80 1.35
0.80 0.32
1.20 0.29
3.98 0.85
2.69 0.42
2.79 0.69
0.96 D.DO
1.66 O.DO
2.20 0.82
1.84 0.91
2.05 0.66
i/19!013-FF
2/20193-r'F
3/14/013-FF
1/ig/93-FP
2120/93-FP
3/1/93-FP
3,'14/9S-FP
11/21/93-Fr'
11 . /30!9' )-FF
2-1131-0-1 -FF
?.,'13/94-FP
1 1i3Q/93-FP
12J30193-FP
vi9!93-FF
i /i 9/93-FP
2.79 0.69.
z�2o/93-FF
2.81 0.45
2!20/93-FP
0.9-1 0.00
3/v93-FP
1.68 O.DO
3114193-FF
12.50 1.25
314/93-FP
2.20 0.82
8.96 2.05
11121193-FF
1113D/93-FF
13.70 1.65
I i 130/93-FP
1.84 0.91
12/3D/93-FP
2.05 0.65
2j13/94-F'r
3.45 0.74
211 Y�4 -F P
2.25 0.50
Mean=
Mean % Removal
10.0 0.9
6 .5 0.9
a 5. r/O
3.0 0.9
70.1%
Sid, Dev�=
95% Conf. InL=
Upper 95% Int.=
Lower 95% Int.=
Maximum=
Minimum=
N=
9.0 0.6
5.1 0.3
15.1 1.3
4.9 0.6
35.2 2.1
2.3 0.2
12 12
7.4 0.9
3.0 0.4
9.4 1.3
3.5 0.6
35.2 4.4
O's 0.0
24 24
2.6 1.2
.1.4 D.7
4.4 1.6
1.5 0.2
9.8 4.4
0.8 0.0
12 12
FF.= First Flush (Time Paced)
FP = Flow Paced
Blank Cell = Analysis Nol Performed
' Mean - All Data = First Flush & Flow Paced Data Weighed. Equally
TABLE 30
compost Storm Water Filter (CSFI")
3 Year Data Summary - 1 B5th Avenue - Copper (Cu)
CSF Treatment Systems, Inc.
Storm Event
Date
First Rush (F
�1
Storm Event
Date
Mean - All Data'
-
Storm Event
Date
FIDW-Paced (FP)
Effluent
Influent Ilu -ni
(uok) ujoll-)
influent Effluent
(uok) (uOl
tinfluent Eff luent
(ucJL)
10/22-91 -G
1 D/25/91 -FF
10/28191 -FF
i /12191 -FF
3!91 -FF
;t9i -FF
36.71 11.90
20.60 8.11)
5. 5 9 6.74
B1.18 9.30
25.96 7.Z2
34.9D 8.29
15.60 632
41.60 9.50
56.10 15.40
4S.20 14.20
2D.5D 7.01
af9s I -G
ai3l/91-G
10/22-91 -G -
1 oi,22i9i - FP -
lol25/9l-FF-
lD/25/91-FP;--
1 D/28!91 - FF -
10129191-FP-
llil2/91-F'r
ll,,13!91-FF
ll/',3/91-FP-
lvi5!9l-FP-
ii/i9!9i-FF -
46.30 17.70 'B/9i9l
31.70 1 8.6o
36.71 11.90
28-56 11.20
20.60' s.io
E.95 6,119
10.30 6.36
35.59 6.74
131.113 9.30
12.130 6.81
13-64 6.08
25.96 7.22
311.90 8.29
-G
a/31/9i -G
0122t9l -F
1 rp
101251911 -FP
i o,,28,,9i - FP
11 /13,191 -FP
I I /15/91 -FP
46.30 .17.70
31.7D 18.60
28.56 11.20
6.95 6.79 -
10.30 6.36
12.130 6.131
13.64 6.DB
11.21) 5.49
B.24 7.34
10 , 10 5.D5
15.90 B.61
11.70 B.48
11.30 730
103D
ill 9!93-FF
2j2o!R3-FF
3ti4!93-FF
ill 9193-FP
2/20/93-FP
3ii/93-FP
3114/93-FP
11/2V93-Fr'
i i /3D!93-FF
2 3!9-1� - F F
1113D/93-FP
12/30!93-FP
2113!941 -'P
r
-19,93 -FF
lii9!93-FP
11-20 5.49
2l2D!93-FFL-
15.6D 6.32
Z,20193-lrp-
8.24 7.34
3/1193-FP
10.10 5.D5
-'F -
3/14193 r
41.60 9.50
3/14/93-FP-
15.90 8.6.1
56.10 15.40
11 21193-FF - *
I l,3D/93-FF -
48-20 14.20
i 1/3D/93-FP,
11.70 &48
i Z/30193-FP-
11-30 7.80
2)i3!94-FF
201-50 7.01
?/l 3!94-FP -
10.60 4.D5
Mean=
mean % Removal
37.9 9.5
75.1%
25.8 9.0
65.3%
16.4 8.6
47.5%
Std. Dev-=
95% Cont. lht=
Upper 95% Int-=
Lower 95% Int,=
Maximum=
Minimum=
N=
1 B.9 3.1
11.2 1-13
49.1 11.3
26.7 7.6
81.2 15.4
15.6 6.3
18. 3 3.8
7.2 1.5
33.0 10.5
18.7 7.5
81 * .2 18.6
7.0 4.1
25 25
11.2 4.4
5.9 2.3
22.3 10.9
10.5 6.3
46.3 18.6 ,
7.0 4.1
14 .14
FF = First Flush (Time Paced) Mean - All Data = First Flush & Flow Paced Data Weighed Equally
FP = Flow Paced
Blank Cell = Analysis Not Performed
0
0
0
TABLE 31
Compost Storm Water Filter (CSF.T"I)
3 Year Data summary -1 la5th Avenue - Nickel (Ni)
CSF Treatment Systems, Inc.
9/ZG4
Storm Event
'Date
First Flush (FF)
Storm Event
Date
Mean - All Data'
Flow -Paced (FP)
influent Eff luent
(uolL) (ucVL)
Influant Effluent
(uojL) (uo/L)
Storm Event
Date
Influent Eff luent
(uo/L) (UCA)
10/22-91-G
1 o/25191 - FF
10128191-FF
1 ill 2191 -FF
11/13/91-FF
1 ill 9!91 -FF
4.34 .3.00
5.10 3.2o
19.61 4.3�
33.94 8,22
11.95 1.90
17.13D 6.40
9.6,1 4.12
15.90 4.24
11.50. 5.26
1730 6.49
4.94 2.24
B/9191 -G
Bi3l/91 -G -
10/22-91 -G -
1 ola2ig 1 -FP -
10/25!91 -FF-
10/25/91 -PP -
100191 -FF -
1 D/2819 I -FP
11 /1 Z/91 -FF
11 /13191 -FF
11113/91 -FP
11 /15191 -FP
11 /19/91 -FF-
15.20 13.20
4.34 3.DO
12.OD 17.28
5.10 3.20
'3-18 6.10
2.69 2.00
19.61 4.36
33.94 8.22
4.64 2.89
4.58 1.89
11-95 1.90
a/9/91 -G
M1191 -G
i 0/22J91 -FP
10/25191-FP
10/28/91 -FP
11/13/91 -FP
11 /15191 -FP
. 15.20 13.20
12.DD 17.213
.3.18 6.10-
2.69 2.00/
4.64 2.89
.4.58 139 -
4.70 4.40
4.22
4.48 5.88-
7.40 4.35
3.36 2.94
4.39 1.96
1/19!93-FF
20/93-FF
3/14/93-FF
ill 9/93-FP
?j2O/93-FP
3/l/93-FP
3/14/93-FP
11/21/93-Fr'
11/30193-FF
2113194-Fr'
11/30/93-FP
12130/91)-rP
17.80 6.40
2/13/Q-4-FP
3.91 1.71
1/19193-FF
1/19/931-FP
4.70 4.4D
2120/93-FF
9.64 4.12
2120193-FP,
4.22 3.85
3/l/93-FP
4.4B 5.138
31)4193-rrF
15.90 4.24
7.40 4.35
11;50 5.26
-3*1,'14193-FP-
11121/93-F=,-
11/30/93-FF
17.80 6.49
11/30/93-FP
136. 2.94
l2f3D/9,-FP-
4.39 1.96
Z11 3/94 -FF -
4.94 2.24
2,/13194-FP-
3.91 1.71
Mean=
"Mean % Removal
13.9 4.5
67.6%
9.5 .4.9
48.1%
.5.8 5.31
8.4%
Std. Dev.=
95% Conf. Int.=
Upper 95% lnt.=
Lower 951116 Int.t
Maximum=
Minimbm=
N=
8.6 1.9
5.1 1.2
19,D 5.6
B.B. 3.3
33.9 8.2
4.3 1.9
11.0 11.0
7.5 3.7
3.0 1.5
12.5 6.4
6.5 14
33.9 17.3
2.7 1.7
24.0 24.0
3.7 4.7
2.0 2.6
7.8 7.8
3.7 2.7
15.2 17.3
2.7 1.7
13.0
FF = Firs,, Flush (Time Paced)
FP = Flow Paced
Blank Cell = Analysis Not Pedormed
Mean - All Data = First Flush & Flow Paced Data Weighed Equally
TABLE 32
Compost Storm Water Filter (CSF TM)
3 Year Data Summary - 185th Avenue - Vanadium (V)
CSF Trealmenl Systems, Inc.
912194
Storm Event
D . ate
First Flush (FF)
Storm Event
Date
Mean - All Data'
Storm Event
Date
RDw-Pacad (FP)
Influent Effluent
(uall-)
Influent Effluent
(ua/L) (ua/L)
influent Effluent
(uo/L) (uo/L)
-(uo/L)
I D/22-91 -G
10/25/91-FF
10/28G', -FF
11/12,91-FF
11/13!9, -FF
11/19!91-FF
9.30 16.74
16.10 11 . 10
13.42 B.iB
177.DD 12.50
27.9B 4.99
4D.20 5.51
18.20 6.78
82.3D 11.70
42.4D 125D
61.20 9.3D
20.50 6.66
8,19,131 -G
&131/91 -G
10/22-91-G
10,122J91-FP
ID125!91-FF
1 D/25!91 -FP
1 D/2B!91 -FF
100/91 -FP
11/1Zf91-FF
ivi3ai-FF
I I . /13! ' 91 -FP
11/15!91-FP
i vi 9!91 -FF
26.10 1 ?-60
9.15D 16.74
45.15 15-913
16,1D 11.10
6.69 13.68
7.DB 8.11
13.42 8.18
.177.DD 12,50
19.DD 10.50.
14.71 6.7B
27.98 4.99
81991 -G
&131 t9i -G
10/2?j9i-FP
io/25!91.FP
ID/28!91-FP
11113/91-FP
i I il 5V -FP
26.10 12-6D
45.15 15.98
6.69 13.68
7.03 8.11
19.00 10.50
14.71 6.78
15.00 6.39
9.76 6.55
I D.30 3.28
14.20 9.19
9.49 7.713
1 D.60 5.59
iii 9!93-F-"l
?J20/93-FF
3/1 . 4/93-FF
1 /1 9/93-FP
2J20/93-17P
3/1/93-FP
31 4193-FP
11 i21 !93-FF
11/30193- FF
Z/11 31�4-FF
11/3DM-FP
12J3D!013-FP
4D.2D 5.51
21 Y94 P
1'3.70 6.45
11 9.193-FF
it,19!93-FP
15.00 6.39
Zz!93-FrF
18.20 6.713
2120.11,13-FP
9.76 6.55
3/1193-FP
10.3D 3.2B
3114/93-FF
62.30 11.70
3,'14/93-FP
14.20 9.19
42.40 12.50
11/21/93-FF
ii/K/93-FF
61.20 9.3D
3-�P
111/3019 r,
9.49 7.78
2j3D/93-FP
10.60 5.59
2/1 3194-FF
20.50 6.66
2/13/94 -FP
13.7D 6.45
Mean=
44.5 9.6
28.8 9.1
15.5 8.7
Mean % Removal
78.3%
68.3%
44.1%
Std. Dev.=
47.6 3.6
35.5 3.6
10.3 3.6
95% Conf. Int=
Upper 95% Int.=
Lower 95% Int.=
28.2 2.1
72.6 11.8
16.3 .7.51
14.2 1.4
43.D 10.5
14.6 7.7
5.6 2.0
21.1 10.6
9.9 63
Maximum=
Minimum=
N=
177.0 16.7
9.8 5.0
11 11
177.0 16.7
6.7 3.3
24 24
45.2 16.0
6.7 3.3
13 13
FF = First Flush (Time Paced) Mean - All Data = First Flush & Flow Paced Data Weighed Equally
FP = Flow Paced
Blank Cell = Analysis Not Performed
Gr'aph .12 CSF Treatment Systems, InG.
912194
CSFTM - 3 Year Data Summary
Chromium (Cr), Cobalt (Co), Copper (Cu), Nickel (Ni) & Vanadium (V)
EEO EMEM
T!
Cr Co Cu NI v- Cr Co Cu Ni v
Mean - First Mean - All Data
Flush Data Weighed Equally
. 0.1
TABLE 33
Compost Storm'Water Filter (CSF TM)
3 Year Data Summary - *1 85th Ave nue - Boron (S)
6�
CSF 7realmeril Sysiems, inc.
9/1, &
First Rush (FF)
Mean - All Data'
Row -Paced (FP)
Storm Event
Storm Event
Storm Event
Influent Effluent
lnfie-nt EffluenF
Influent Eff luent
Date
(ua/L) (UPIL)
Date
(uo/Ll (ua'L)
Date
(uo/L) (uoll-)
10122-91 -G
9.90 70.DD
8/9/91 -G
&19/91 -G
10125/91 -FF
26.90 61.70
W31/91 -G
64.60 . 130.DD
a-131/91 -G
64.60 130.DD
I D/28!91 - FF
ID/22-91-G
9.90 70.DO
1012PJ91 -FP
4.6D 76.7D
11 /12/91 -FF
22.7D .40.70
10122191-FP
14.60 76.70
10125!91 -FP
1I.BD 40.20
1 Vl 3!91 - FF
8.7D 29.DD
10125!91-FF
26.90 61.70
1 D128!91 -FP
12.80 36.90
I VI 9!91 -FF
16.10 12.10
"', 3
11.9D 11.40
10/25191-FP
1 D/28191 -FF
ll.K 4D.20
1111 3GI -FP
11 /15191 -FP
14.40 30.DD
29.DD 27.10
1 /1 9!93-FF
1/1 9193-FP
2/20!93-FF
25.9D 23.30
IW2a!9l-FP
12.80 36.90
9.31 .11.30
3/14/93-FF
27.10 23.20
299.13D 52.00
11/12191-FF
11/13/91-FF
?2-70 40.70
8.70 29.DD
2/20193-FP
311/93-FP
12.20 16.20
I D.BD 5.21
11/2119' 3-PF
11!3D!93-FF
20'. 10 36.60
11/13/91-FP
14.40 30.DD
3/14193-FP
14.50 19.K
11130193-FrP
2(',3!94-Fr'
39.DD 13.71)
11 / 15!9 1 - FP
29.0D 27.10
26.10 26.30
11 ,19!91 -FF
16.10 12.10
12/3D!93-FP
26.DD 19.10
33.90 11.40
Z/13/9-41-FP
9.97 27.0D
Ill 9!93-FF
1/1 9/93-FP
9.31 ii.K
112D/93-FF
25.90 23-3D
Z0193-FP
I ZZ 16.20
3,11/93-FP
1O.K 5.21
3,114!93-Fr
27.10 23.20
,3/14193-FP
14.50 19.130
11121/93-FF
29.K 52.00
11,130/93-FF
26.10 36.60
11/30/93-FP
26.10 2B.3D
12J30193-17P
26.DO 19.1 D
2jl3!94-FF
.39.00 13.7D
2/13G4-FP
9.97 27.00
Mean=
24.2 34.0
21.8 35.1
19.7 S6.0
Mean % Removal
+40.4%
Std. Dev.=
9.4 20.2
12.7 27.5
15.0 33.2
95% Conf. lnt=
5.5 12.0
5.1 11.0
8.2 18.1
Upper 95% Int.=
290.7 45.9
26.8 46.1.
27.9 54.1
Lower 95% lnt=
18.6 22.0
16.7 Z4.1
11.5 IB.0
Maximum=
39.0 70.0
64.6 130.0
64.6 130.0
Minimum=
8.7 11.4
8,7 5.2
9.3 5.2
N=
11 11
24 24,
13 13
FF First Flush (Time Paced) Mean - All Data = First Flush & r' low Paced Data Weighed Equally
FP Flow Paced
Blank Cell = Analysis Not Per-lormed
TABLE 34 CSF TTealmenl Systems, Inc.
8131/94
Compost Storm Water Filter (CSF TIVI)
Mean Removal Rates - Cation Exchange. Ions - 1991-92
Storm Event
Date_
Go - I
(mg/L)
Ca - E
(mq/L)
K- I
(mg/L)
K - E
(mg/L)
Mg-1
(mq/L)
Mg - E
(mg/L)
Na-I
(mq/L)
Na-E
(mq/Q
8/9/91 -G
8/31/91 -G
24.80
48.36
3.74
13.29
2.84�
12.14
11.35
11.69
10/22-9i-G
11.87
9.47
3.52
9.95
3.54
2.65
2.91
3.64
10/22/91-FP
13.05
14.66
3.12
10.47
3.81
3.76
3.86
5.11
10125/91-FF
12.50
25.30
1.79
7.74
1.46
6.03
3.75
5.00
10125/91 -FP
5.50
6.53
1.33
4,75
0.93
1.65
1.85
2.06
10/28/91 -FF
10128191-FP
6.66
14.51
1
4.94
1.05
3.64
2.46.
.2.52
11/12191-FF
29.95
12.43
4.58
2.09
5.93
2.58
8.54
3.32
11/13/91-FF
34.80
13.70
4.47
3-39
7.53
3.10
4-13
3.24
11/13/91-FP
7.91
9.74
1.91
3.36
1.64
2.34
2.35
2.49
11/15191-FP
21.34
11.96
2.17
2.33
3.33
2.45
5,92
2.57
11/19/91-FF
10.54
13.138
2.01
2.20
2.37
2.74
4.02
3.74
Mean=
17.0
16.4
2.7
5.9
3.1
3.9
4,6
4.1
Mean % Removal
3.4%
+111.7%
11.3%
Sid. Dev.=
9.7
11.6
1.2
3.0
2.1
3.0
2.9
2.7
Maxlmum=
34-8.
46.4
4.6
13.3
7.5
12.1
11.4
11.7
Minimum=
5.5
6.5
1.3
2.3
0.9
1.7
1.9
2.1.
N=
I = Influent FF = First Flush (Time Paced)
E = Effluent FP = Flow P,aced
Blank Cell = Analysis.Nol Performed
r
TABLE 35
Compost Storm Water Filter (CSF TM)
Mean Removal Rates - Cation Exchange Ions - 1992-93
CSF Treatment Systems, Inc.
8/31/94
49
Storm Event
Date
ca - I
(mg/L)
Ga-E
(mg/[-)
K-1
(mg/L)
K - E
(mq1Q
Mg -I
(mq'L)
Mg-E
(mg /Q
Na-1
(mg/L)
Na - E
(mq1L)
1119/93-FF
31.40
30.70
2.10
1.97
5A5
9.21.
10.30
9.67
1/19193-FP
8.04
10.30
1.04
1.23
1.64
U2
2.09
3.79
2/20/93-FF
28.70
33.10
1.81
1.66
5.95
11.40
7.87
8-95
2/20/93-FP,
IGAO
10.10
1.16
1.45
4.95
5.93
5.20
6.14
311193-FP
10.50
12.60
0.90
1.13
2.47
3.76
3.00
3.09
3114193-FF
28JU
40.20
2.05
2.06
4.07
13AU
6.76
9.04
3/14/93-FP
13.60
29.40
1.16
1.89
3.32
9.23
4.24
7.BU
Mean=
19.6
24.9
1.5
1.7
3.9
0.0
5.6
7.2
Mean % Removal
+27.0%
+12.5%
+102.4%
+26.7%
Sid. Dev.=
9.7
11.3
0.5
0.4
1.5
3.9
2.9
.2.6
Maximum=
31.4
40.2
2.2
2.1
6.0
13.4 -
10.3
9.8
Minimum=
8.0
'10.3
0.9
1.1
1.6
2.8
2.1
3.8
N=
7
7
7
7
7
7
7
7
I Influent FF = First Flush (Time Paced)
E Elfluent FP = Flow Paced
TABLE. 36
Compost Storm Water Filter'(CSF TIVI)
Mean Removal Rates - Cation Exchange Ions - 1993-94
GSF Treatment Systems, Inc.
0/31/94
Ca - I
(mg/L)
Ca - E
(mq/L)
K - I
(mg/L)
K - E
(mq/L)
Mg - I
(rng/L)
Mg -
_ /L)
(mg
Na -
(mg/L)
Na - E
(mg
Storm Event
Date
11/21/94 - FF
11130'194 - FF
11/3o/.94 � FP
12/30/94 - FP
2/13194 - FF
2/13/94 - FP
16.40
22.30
5.10
9.04
27.00
10.20
10.10
13.40
6.95
7.89
13.70
33.00
237
1.92
0.80
1.41
2.07
1.13
IV
1.51
1.10
0.93
1.23
1.70
2.50
3.11
0.02.
1.37
2.46
5.42
3.64
1.96
2.22
4.30
1'2.20
4.46
4.00
1.70
2.27
0.42
2.06
3.64
2.26
2.49
4.50
8.6.4
Mean=
Mean % Removal
15.0
15.5
1.6
1.4
14.3%
2.5
5.0
�+1 01 .7%
4.0
47
46 - 2��
Sid. Dev.=
Maximurn=
Minimum=
N=
0.4
27.0
5.1
6
9.5
33.0
7.0
6
0.6
2.4
0.8
6
0.4
1.8
0.9
6
1.3
4.5
0.0
6
3.8
12.2
2.0
6
2.4
8.4
1.7
6
2.3
8.6
2.3
6
I Influent FF = First Flush (Time Paced)
E Elfluent FP = Flow Paced
011
L-1
TABLE 37
Compost Storm Water Filter (CSF11)
3 Year Data Summary - 185th Avenue
Oil & Grease, Petroleum Hydrocarbons
CSF Trealm.em Systems, Inc.
Oil & Grease
Petroleum Hydroca ons
Storm Event
Influent Eff luent
Percent
Influent Eff luent
Percent
Date
(mci/L) (m oll-)
Removal
(mall-) (mo/D
Rernoval
10125/91 -FF
4.90 O.Do
79.6%
3.90 CO.60
84.6%
11/13!91-FF
2.70 43D
81,511f.0,
11/19!91-FF
5.40 CO.5D
90.7%D
1/1 9!93-FP
B.20 D.112
9 1. ?/6
B.DD <0.50
91.7:/1/c
11121 I-'13-FF
1.60 <0-5D
68.8%.
1.10 C0.50
54.5%
I 1,13D!9-',-FF
4.30 1.40
671A % r
3.30 0.913
70.3%
Mean=
4's 0.9
3.7 0.6
Mean 0-. Removal
80.R%
84. 01;
Std. Dev.=
2.7 DA
-13 0.2
9511,T1 Conf. InL=
2.7 0.4
1.4 0.2
Upper 95% Int.=
7.4 1.3
5.2 0.13
Lower 95% Int.=
2." 0.5
2.3 DA
Maximum=
6.2 1.4
6.0 1.0
Minimum=
1.6 0.5
1.1 0.5
N=
4 4
6 6
FF = Firsl Flush (Time Paced)
FP = Flow Paced
Blank Cell = Analysis Not Pedormed
< Below Delection Limit DeleCtiDn,Limil During 1991 Was 1.0 mg/L For D&G And 0.6 mg/L For Pet.H.; Deledion
Limit Was Improved 7o 0.5 mg/L For Both In 1993.
Graph 13
CSFTIVI - 3 Year Data Summary
oil & Grease; Petroleum Hydrocarbons
.5
4
mg/L
CSF Trealment Syplerns, Inc.
9/2194
Oil & Grease veiruieum nyu, uutz, uv, a
Mean - All Data
Weighed Equally
Influent
Effluent
......... .
i ; . .. . .1 ... . I . 0 1
TABLE 38
Compost Storm Water Filter (CSF T 1 1)
3 Year Data Summary - Peak or Surge Loading Events
GSF Treatment Systems, Inc.
915/94
Peak Load
Peak Loa d-
__Fe_akL03d
Peak Load
3 Year Mean
3 Year Mean
3 Year Mdan
Constituent
Dale
Influent
F-Illuent
Removal
FF - Influen1l
FF - Elfluent
FF - % R emovkI
Solids & Nutrients
11113191 - FF
350.00
0.00
97.7%
143.91
19.65
86.3%
Turbidity (NTU)
Total Suspended Solids (TSS - mg/L))
I 1113191 - FF
1610-00
31.20
96.1%
300.30
24.50
93.6%
Volatile Suspended Solids (TVSS - mg/L)
11113/91 - FF
170.00
6.60
96.0%
39.95'
4.47*
88.0%
.Total
Chemical Oxygen Demand (COD - mg/L))
11113191 - FF
644.00
46.00
92.9%
211.11
43.70
79.3%
-Total Phosphorus (T - PO4 - mg/L)
11/13/91 - FF
4.400
1.000
77.3%
1.224
0.521
57.4%
-Total Kjeldahl Nitrogen (TKN - mg/L))
11.113191 - FF
0.800
90.6%
2.479
0.687
72�3%
Ammonia Nitrogen (NH3 - N - mg/L)
2113/94 - FF
.8.720
0.276
.0.042
84.8%
0.144
0.051
64.6%
Metals
11/13191 - FF
4 1,U60.0
2,005.0
94.9%
11, 1 8U.7
1,316.2
UB.2%
Aluminum (At - ug1L)
Iron (Fe - ug/L)
1119/93 - FF
130,000.0
934.0
99.3%
27,515.1
1,820.1
93.4%
Barium (Ba - ug1L)
.11113/91 - FF
425.9.0
31.50
92.6%
14 5.90
34.02 -
76.7%
Manganese (Mn - ug/L)
11/13/91 - FF
1264.00
58.04
95.41/6
336.79.
43.56
.67.1%
- ead (Pb - ug/L)
1'1130/93 - FF
104.00
14.3U
86.3%
63.02"
6.56"
06.4%
-7inc (Zn - ug/L)
11/13/91 - FF
556.40
37.54
93.3%
256.22.
36.02
85.9%
-Chromium (Cr - ug/L)
1 IM3191 - FF'
52.00
2.99
94.3%
19-15
3.38
62.3%
Cobalt (Go - ug/L)
11/13191 - FF
35.16
1.45
95.9%
9.97
0.94
90.6%
opper (Cu - ug/L)
11/13/91 - FF
61.18
15.40
81-0%
37.90
.9.45
75.1%
Nickel (Ni - ugIL)
1111319 1 -- FF
33.94
8.22
75.8%
13.07
4.49
67.6%
Vanadium (V - ug/L)
11113/91 - FF
177.00
12.50
92.9%
44.46
9.63
78.3%
One Year Data Only FF = First Flush
Two Years Data Only
... 0
CSF Treatment Systems, Inc.
Graph 14 9/4194
CSFTIVI - 3 Year Data Summary
Turbidity, TSS & COD - Peak Load Event vs. 3. Year Mean First Flush Data
1800—/----
1600 influent
Effluent
1400
1200
mg/L
(TSS & COD) 1000
NTU
(Turbidity) 80C
60C
40C
20C
[I
Turb TSS COD Turb 1:5ti L;UU
Peak Load Event 3 Year Mean - First
Flush Data
CSF Trealment SyslOfns, Inc.
Graph 15 915194
TIVI
CSF - 3 Year Data Summary
T-PO4, TKN & NH3 - Peak Load Event vs. 3 Year Mean First Flush Data
9
.8
7
6
5
mg/L
4
3
2
0
T-PO4 TKN NH3 T-PO4 TKIN NH3
Peak Load Event 3 Year Mean -Tirst
Flush Data
lhfluent
Elflu*ent
Graph 16 CSF Trealment Sysleni§; Inc.
9/4/94
CSFm - 3 Year Data Summary
Al & Fe - Peak Load Event vs. 3 Year Mean First Flush Data
140000
120000
100000
8000C
ug/L
6000C
4000(
2000(
A I Fe Al. Fe
Peak Load Event 3 Year Mean - First
Flush Data.
Influent
Eff luent
'I I
Graph 17
CSFTIVI - 3 Year Data Summary
Ba, Mn, Pb, Zn - Peak Load Event vs. 3 Year Mean First Flush Data
CSF Trealmeni Sysldrns, Inc.
9/4/94
1400,-
1200
1000
800
ug/L
600
400
.... .... ....
200
.... .... .... ....
... .... ... .... ....
0' �e
L
T_ ___1___T _T_ Tt
Ba Mn Pb- Zn - Ba Mn Pb Zn
Peak Load Event 3 Year Mean - First
Flush Data
ElIntl uent
Elfluent
Graph 18
CSFTM --3 Year. Data Summary
Cr, Co, Cu, Ni,'V - Peak Load Event vs. 3 Year Me an First Flush Data
180
160
.140
120
ug/.L 100
80
6C
4C
2C
C
CSF Trealmenl Syslerns, Inc.
9/4/94
Cr CO Cu Ni V Cr Co CU Ni v
Peak L oad Event 3 Year Mean - First
Flush Data
ED Influent
Effluen t
0
TABLE 39
Compost Storm Water Filter (CSF TM)
Comparison - 3 Seasons - Mean Data
CSF Treameril Systems, Inc.
9/4&
1991-92 Storm Season
1992-93 S;t Drm Season
igga-94 Storm Season
Mean Mean
%
Mean Mean
%
Mean Mean
%
Influent Effluent
Removal
Influent Eff Wen
Removal
Influent Effluent
Removal
Turbidity (NTU)
All Data
1 DD.7 15.9
94.20,6
74.0 16.1)
78,41110
90.2 19.5
7B.4%
Firs', Flush Data
253.3 16.7
93.4%
11�.5 17.0
85.3%
132.7 24.7.
81.4%
TSS (mg/L)
All Daia
275.0 14.4
94.8%
149 9 17.2
98.5%,
208.0 29.1
B6.00110
7irsi Flush Da,,a
698.7 11.9
98.3111t,
268.D 23.1
9 1. 4
3 291. 7 36.3
139.0%
COD (mg/L)
All Dam
148.6 49.2
66.90flo
104.0 24.7
76.3%
148.7 36.7
701/16
Firs,, Flush Dam
1�
.,34.7 35.0
158.1. 28.4
K 1
2410 48.8.
79.8%
Total P (mg!L)
All, r;a*,a
1.31 0.76
40.50k
D.47 0.22
53.20;
D.E5 0.19
6 5. 5.
I
Nrs'-, Flush Da-,---
2.75 D.90
67.30,;
0.7/3 0.23
68.?k
0.81, . D.22
72.?,;
TKN (mg1L)
All Data
2.D4 D.90
0.95 0.47
50.5%
1.56 0.52
66.7%
Firsi Flush Data
4.37 0.70
54.(rk
1.43 0.56
60.8%
L42 D.75
69.V/6
Fe (ug!L)
All Da*,2
13,326.1 1,469.1
89.04/6
23,396.1 1,054.4
95.5%
8.548,3 1,745.0
Firsi Flush DaLa
25,98D.0 1,556.D
94.0%
5D,486.7 1,277.0
97.5%
113,93D.0 2,3E3.3
82-9%
Or (ug!L)
All Dala
12.77 4.95
6 I.r/.
9.80 2.5D
74.5%
12.D4 4.30
54.3%
Firsi Flush Data
27.76 2.11
92.4%
16.70 3.20
80.8%
17.60 4.78
72-8%
Cu (ug/L)
All Data
29.19 9.73
66.7%
19.70 7.20
63.5%
26.40 9.49
64.1%
Firsl Flush Data
47.5B 7.75
83.7%
317D B.D0
73.9%
41.60 12.2D
70.7%
Pb (ug/L)
All Data
30D 5.20
85.1%
40.05 7'44
81.4%
Firm Flush Daia
61.60 630
89.0101;
64.4() 10.33
84, (No
Zn (ug/L)
All Daia -
I B8.73 22.D4
88.3%
147.70 5. BO
75.8%
188.78 37.97
79.9%
Firsi Flush Data
IV, [13.60 25.60
92.8%
240.70 40.70
83.1%
291.67 49.43
83.1%
TABLE 40
Coimpost Storm Water Filter (CSF TIVI)
Comparison - 3 Seasons - Mean Data
CSF Treatment Systems, Inc.
9/4194
1991-92 Storm Season
1992-93 Storm Season
1993-94 Storm Season
Mean Mean
%
Mean Mean
%
Mean Mean
%
Influent Effluent
Removal
Influent Effluent
Removal
Influent Effluent
Removal
Total P ((mg/L)
Mean - All Data
1.29 0.76
39.5%
0.47 0.22
53.2%
0.55 0.19
65.5%
Soluble P (mg/L)
Moan -All Data
0.13 0.49
+276.9%
0.06 0.13
+116.7%
0.07 0.09
+20.6%
Nilrale-N (mg/L)
Mean - All Data
0.29 0.40
+37.9%
0.73 2.09
+106.3%
0.61 1.81
+196.7%
-A . ....... I
GRAPH 19
CSFTM - Comparative. Results.- 3 Storm Seasons
Turbidity
Mean - All Data and First Flush Data - 185th Avenue
M
250
R full
NTU 150
WON
50
A
CSF Treatment Systems, Inc.
915/94
Mean F F Mean F F Mean F F
1991-92 1992-93 .1993-94
EJ Influent
0 Effluent
GRAPH20
CSFTM - Comparative Results - 3 Storm Seasons
Total Suspended Solids (TSS)
Mean - All Data and Firs - t Flush Data .- 185th Avenue
FIDIC
11WO
50C
40C
mg/L
30C
20(
10(
Ll
CSF Treatment Systems, Inc.
9/5/94
Mean FF Mean FF Mean V 11-
1991-92 1992-93 1993-94
Influent
Effluent
..........
I F. L J
GRAPH 21
CSFTm Comparative Results - 3 Storm Seasons'
Chemical Oxygen Demand (GOD)
Mean -'Ali Data and First.Flush Data - 105th Avenue
350
300
250
20C
ing/L
1 5C
10C
5(
CSF Treatment Syslerns, Inc.
9/5/94
Mean F F Mean F F Mean
1991-92 1992-93 1993-94
Influent
Effluent
GRAPH 22
CSFTM -Comparative Results - 3 Storm Seasons
Total Phosphorus (T-P)
Mean - All Data and First Flush Data - 1051h Avenue
3
2.5
.2
mg/L 1.5
1
w
CSF Treatment Systems, Inc.
9/5/94
Mean - FF Mean FF Mean FF
1991-92. 1992-.93 1993-94
Influent
Effluent
F r I
GRAPH23
CSFTM - Comparative Results - 3 Storm Se.asons
Total.Kjeldahl Nitrogen (TKN)
Mean - All Data and First Flush Data - 185th Avenue
MIN
CSF Treatment Systems, Inc.
9/5/94
Influent
Effluent
GRAPH 24
CSFTM - Comparative Results - 3 Storm Seasons
Chromium (Cr)
Mean - All Data and First Flush Data - 185th Avenue
30
25
20
ug/L . I E
1 (
CSF Treatment Systems, Inc.
9/5194
Mean F F Mean F F Mean [-I-
1991-92 1992-93 1993-94
Influent
Effluent
0 1
A
GRAPH25
CSFTM- Comparative Results - 3 Storm Seasons
Copper (Cu)
Mean - All Data and First Flush Data - 185th Avenue
ALI
40
3(
ug/L
2(
GSF Treatment SystemS, Inc:
9/5/94
Mean . F F Mean F IVIVU11 . 1 1
1991-92 1992-93 1993-94
Influent
Effluent
GRAPH26
CSFTM -Comparative Results - 3 Storm Seasons
Iron (Fe)
Mean - All Data and First Flush Data - 185th Avenue
50000
40000
ug/L 30000
2000C
1 000C
Ll
CSF Trealmeni Syslerns, Inc.
9/5/94
Mean FF Mean TF Mean FF
1991-92 1992-93 1993-94
Influent
Effluent
F.
GRAPH 27
CSFTM -Comparative Results - 3 Storm Seasons
Lead (Pb)
Mean - All Data and First Flush Data - 1851h Avenue
70
60
5C
4(
ug/L
3(
21
Mean FF MUM I
1992-93 1993-94
CSF Trealmotil SYStems, Inc.
9/5/94
Influent
Effluent
GRAPH28
CSFTM - Comparative Results - 3 Storm Seasons
Zinc (Zn)
Mean - All Data and First Flush Data - 185th Avenue
400
350
300
250
ug/L 200
150
100
50
I
CSF Treali-new Syslerns, Inc.
9/5194
Mean F F Mean F F Mean F F
1991-92 1992-93 1993-94 -
ol nfluent
Effluent
...........
GRAPH 29
CSF*lm - Comparison to Receiving Waters - 1991
700
600
.500
40C
mg/l.
30.(
20(
I
fSS TVSS
SOLIDS & COD
.. . . ....... .. .....
CSF Treatment Systems, In(;.
El
FIRST FLUSIA INFLUENT
Ei
MEAN INFLUENT
E]
MEAN EFFLUENT
BEAVERTON GREEK
I
I
TABLE - 41
Comparison - Stormwater Influent and CSFTm
Effluent to Receiving Water Ouality - 1991 Data
CSF Treatmen.1 Systems, Inc.
PD11utant
Units
First Flush
Influent,
(Mean - NDv. 1991)
Mean
Influent
(Mean - All Da*,a - 1,091)
CSF`11 Mean
Effluent
(Mean - All Data)
Beaverton
Creek
(Grab - 1 D;22!91)
�TS
moA
383.08
155.69
232.DD
TDS
mgA
I D8.08
141.23
216-DD
TSS
moA
698.70
275-03
14.37
.15.60
TVSS
mg/l
98.60
39.95
4.47
5.12
COD
mgA-
3341.70
148.57
49.24
1 HD
T-PO4
moA
2.75
1.31
0.78
0.29
S-PO4
MoA
0.09
0.32
0.0B
TKN
m 9A
2.04
.0.90
0.65
NO3-N
moA
0.30
0.40
0.46
NH3-N
MgA
DID
0.D6
0.03
Al
UP/I
8775.1
478.00
ug/l
21.D4
5139
15.91
Ba
ucill
116.24
28.63
51.85
Ca
MgA
16.99
16.41
21.08
cc)
ugA
17.93
8.40
I.D6
1.0D
Cr
UO/I
27.76
12.77
4.95
2.01
Cu
UgA
.47.58
29.19
913
B.96
Fe
ug/I
13326.D9
1469.12
1219.DD
K
mgA
2.73
5.95
2.85
Mg
mgA
3.13
3.92
7.36
Mn
UgA
282.07
35.54
101B.DD
Na
mg/l
4.65
4.13
14.79
Ni
ugA
21.83
10.66
5.82
.3.32
V
ugA
33.DD
11.01
4.59
Zn
Ug/I
351.60.
1 B8.73
2�.04
36.82
GRAPH
.31
CSF Treatment Systems, Inc.
CSFTM Comparison
to Receiving Waters - 1991
400
FIRST FLUSH INFLUENT
350
MEANINFLUENT
F -1
300
MEAN EFFLUENT
250. —
BEAVERTON GREEK
1-19/1 200
13
150 —
ul
13
100
50
13
0 P
13
131
Co
Cr Cu Ni-
Zn
HEAVY METALS
I �j
L ---1
I k .. - A . . I
0 — �,
GRAPH30
CSFTM - Comparison to Receiving Waters - 1991
mg/l. . 1.
T-P-04 TKN NO3-N NH3-N
NUTRIENTS
CSF Trealmeni Syslerns, Inc.
FIRST FLU SHINFLUENT
MEAN INFLUENT
El MEAN EFFLUENT
BEAVERTON CREEK
0
0
APPENDIX F
COMPOST MEDIA FILTRATION MAINTENANCE PLAN
Olympic View Water and Sewer District
Administration and Operations Office
Drainage Report
July 20, 2010
Appendices
00
Mai ntenance Plan:
The CSF@ must be maintained annually. The following procedure must be followed.
I . Remove all compost and dispose to an authorized landfill.
2. Remove all accumulated sediments and wash clean the sedimentation chamber.
Sediments shall be disposed of in an approved manner.
3. Inspect and repair or replace all damaged interior appurtenances.
4. Inspect and clear all pipe obstructions
5. Remove filter fabric and dispose to an authorized landfill. Install new filter fabric as
specified on original plan.
6. Install new compost as specified on the original plan.
A reduced size "original plan" has been included on the following page.
Manufacturer Contact Informatiom
CONTECH Construction Products Inc.
11835 NE Glenn Widing Drive Portland, OR 97220
Office: 800.548.4667 ext. 176 Direct: 508-258-3176
Fax: 80b.561.1271
Contact:
Kathryn Thornason, P.E.
Senior Design Engineer - Stormwater Products
thomasonk(a)_contech-cpi.dom
contephstormwater.com
Olympic View Water and Sewer District
Equipment and Materials Center
Drainage Report
July 20, 2010
CA FILE NO. z- 4 4--
Sitical Areas Checkliso
--------------------------------------------------------------
Site Information (soils/topography/hydrolo Y/Ve etation)
I . Site Address/L
2. Property Tax Account Number: :!X(ePf2_,' 7 - 4 - CV1 —
3. Approximate Site Size (acres or square feet):
4. Is this site currently developed? _4Zyes;
no.
If yes; how is site developed? UA
5. Describe the general site topography, Check all that apply.
F I at: less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% a vertical rise of
10-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: .; Approx. Depth:
7. Site contains areas of seasonal standing water: X e ; Approx. Depth:
What season(s) of the year?
8. Site is in the floodway floodplain lt-e of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are Year-
round? ,L/ 0 Flows are seasonal? lxt,'el (What time of year?
10. Site is primarily: forested meadow ;shrubs mixed
urban landscaped (lawn,shrubs etc)
11. Obvious wetland is present on site: /��j 0
DETE]kMINATION
^ca_Chk.doc; Rev 10/03/97
City of Edmonds
Iff CRITICALAREAS CHECKLIST
The Critical Areas Checklist contained on this form is
to be filled out by any person preparing a
Development Permit Application for the City of
Edmonds prior to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The
information needed to complete the Checklist should
be easily available from observations of the site or
data available at City Hall (Critical Areas inventories,
maps, or soil surveys).
An applicant, or his/her representative, must fill out
the checklist, sign and date it, and submit it to the
City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
Please submit a vicinity map along with the signed
copy of this form to assist City staff in finding and
locating the specific piece of property described on
this form. In addition, the applicant shall include
other pertinent infor m-ation (e.g., site plan, topography
map, etc.) or studies in conjunction with this Checklist
to assist staff in completing their preliminary
assessment of the site
I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the
best of my knowledge (fill out the appropriate column below).
Owner/Applicant:
Name
Street Address
city State Zip
Telephone
Signature
Date
Applicant Representative:
IJC/
Name
2 9
Street Address
city State Zip
2-
Telephone
J, 7
Signa e
Date --7-7
creceptionyanakad.doc
(over)
4
4P C. 1 B913
CITY OF EDMONDS BARBARA FAHEY
MAYOR
121 5TH AVENUE NORTH - EDMONDS. WA 98020 - (425) 771-0220 - FAX (425) 771-0221
COMMUNITY SERVICES DEPARTMENT
Public Works e Planning/Building * Parks and Recreation - Engineering o Wastewater Treatment Plant
October 6, 1998
John E. Maxin, Jr.
7629 Lake Ballinger Way
Edmonds, WA 98026
Subject: Determination regarding Critical Areas Checklist # 98-244
Dear Applicant:
Enclosed please find a copy of the Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City
is located on the reverse side of the form (bottom of page).
It is very important for you to retain a copy of this Critical Areas Checklist "DETERMINATION" for your records.
.... IMPORTANT INFORMATION TO BE NOTED:'
PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENT ' S. YOU MA Y NEED TO SUBMIT
ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENT4L CHECKLIS OR CRITICAL AREAS STUDY,
The 'DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not a
project -specific determination.
milo, You must submit a copy of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL
PERMIT APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED.
Permit applications include the following:
Enc: Determination
* Architectural Design Board
C:ReceptIonUana\CRLTR.doc
Building Permits
Conditional Use Permits
Subdivisions
Variances
Applications to the ADB* Land Use Applications
Any other development permit applications.
Thank you.
Planning Secretary
* Incorporated August 11, 1890 0
Sister Cities International — Hekinan, Japan
(10
RZA AGRA, Inc.
Engineering & Environmental Services
20 July 1993
McAdoo, Malcolm & Youel Architects
1718 East Olive Way
Seattle, Washington 98102
Attention:
Subject:
Gentlemen:
Mr. Garold Malcolm
11385 NE 122nd Way
Suite 100
Kirkland, WA 98034-6918
(206) 820-4669
FAX (206) 821-3914
W-8982
RECEIVED
J U L 2 21 1993
McAdoo, Malcolm youel
Limited Subsurface Exploration and Geotechnical Engineering Evaluation
Proposed Office and Garage Building
Olympic View Water & Sewer District -
23725 Edmonds Way SW
Edmonds, Washington
�C �F77 D1,'
FEB - 5 2010
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
This letter report presents the results of our limited subsurface exploration and geotechnical engineering
evaluation conducted for the above referenced project. The purpose of this study was to interpret the
general subsurface conditions encountered at the site and formulate foundation design recommendations
for the proposed building. This report has been prepared for the exclusive use of the Olympic View Water
and Sewer District and their agents for specific application to this project in accordance with generally
accepted geotechnical engineering practices.
The subject property is located at the intersection of Edmonds Way and 238th Street S.W. in Edmonds,
Washington, as shown on Figure 1. The site I . s currently occupied by the existing office building and storage
yard operated by the Olympic View Water and Sewer District. The site is bordered byEdmonds Way to the
southwest, 238th Street S.W. to the south, and other private property to the east. and north. The site
topography is relatively flat due to what appears to be extensive modification to the toe of the existing hill
to the east. The flat area occupied by ihe storage yard is covered by variable thicknesses of crushed rock
ranging from about 1 inch to. 6 inches. We observed one above -ground diesel fuel tank in the south west
corner of the site. In addition, Water District employees indicated the presence of a second underground
mgm,
a or,
/At
My AGRA
STREET FILE Earth & Environmental Group
(4
McAdoo, Malcolm & Youel Architects
20 July 1993
W-8982
Page 2
gasoline tank in the same area. At the time of. our evaluation, no surface water was observed on the site.
It is our understanding that a two story building housing a new office and garage is to be built In the yard
area of the site.
FIELD EXPLORATION
Four test pits were excavated on 3.0 June 1993 with a rubber -tired backhoe supplied by the Water District.
the approximate location of the test pits accomplished for this study and other pertinent site information
are shown on the enclosed Site and Exploration Plan, Figure 1. Each test pit was located, logged, and
sampled by one of our experienced geologists. In -situ strength and quality attributes of materials
encountered in the test pits were estimated by our field observer based on experience with similar soils and
on the difficulty incurred during excavation. Representative samples of the soils in the test pits were
retrieved and classified in the field and transported in plastic containers to our laboratory for further
evaluation and classification. Interpretive logs describing the subsurface conditions encountered in the test
pits are enclosed at the end of this report. The nature and extent of soil conditions between exploration
locations may not become evident until construction begins. If significant variations are encountered at that
time, the recommendations contained herein should be reviewed by RZA AGRA, Inc. (RZA AGRA) and
modified as necessary to reflect those conditions.
SUBSURFACE CONDITIONS
Our test pits generally encountered approximately 1 to 8 inches of crushed aggregate surfacing overlying
medium dense to dense granular soils to depths of about I to 3 feet. Soils encountered below these depths
consisted of very dense silty gravelly sand (interpreted to be glacial till) in test pits TP-1, TP-2, and TP-4.
A very dense gravelly sand was encountered below a depth of 2 feet in test pit TP-3. The native glacial till
encountered and those soils stratigraphically lower have been overridden and compressed by the weight
of advancing ice mass known as the Vashon Stade of the Fraser Glaciation. As a result of thecompressive
effects of the weight of the glacial ice, these unweathered soils exhibit high strength and low compressibility
and permeability characteristics. While groundwater was not observed at the time of our excavations, it
should be noted that groundwater seepage volumes and levels typically vary with changes in season,
precipitation, both on- and off -site land usage, and other factors. Such. variable groundwater conditions can
be more pronounced in sand and gravel layers/lenses within the glacial till or perched above the glacial till,
particularly during the wet winter months or after periods of heavy precipitation.
/At
%-.F A G R A
Earth & Environmental Group
McAdoo, Malcolm & Youel Architects W-8982
20 July 1993 Page 3
CONCLUSIONS AND RECOMMENDATIONS
Current development plans call for the construction of a new two story garage and office building
established near existing grade. The subsurface conditions are, in our opinion, generally favorable from a
geotechnical standpoint for the use of conventional spread footings and slab -on -grade floors for support of
the proposed structure. Recommendations for site preparation, design of footings and slab -on -grade floors,
and drainage measures are presented below. Because some of the near -surface soils are silty and are
highly susceptible to disturbance when wet, special attention to wet -weather construction would be required.
Site Preparation
The near -surface materials observed at the site and encountered in our test pits appear suitable for support
of the proposed building pad. Any surficial debris, rubble, or existing utilities or buried fuel or septic tanks
in the area to be developed should be removed or. abandoned according to State and local guidelines.
Resulting excavations should then be backfilled up to subgrade elevation with "structural fill" as described
in the following section of this report. Any existing topsoil or other deleterious materials should be stripped
as necessary.
Removal and decommissioning of the existing underground storage tank at the site should be completed
in compliance with local, state and federal requirements. RZA AGRA is available to assist In planning or
coordinating the tank removal. We are also available to provide soil sampling and analytical testing services
which are typically required for tank closures.
The suitability of exposed native soils for the support of foundations and floor slabs, or the placement of
structural fill should be evaluated during con�structlon. We recommend that all subgrade areas be
compacted with a roller or other suitable heavy equipment to achieve a firm and non -yielding condition, and
then proofrolled to confirm adequate compaction. As the slab -on -grade will support heavy vehicles, we
recommend compacting the upper foot of subgrade soils and any required structural fill soils to 95 percent
of the modified Proctor maximum dry density (ASTM:D-1557). We recommend that an RZA AGRA
representative evaluate the suitability of prepared subgrades prior to pouring floor slabs and foundations.
Because some of the near -surface site soils are relatively silty and highly susceptible to disturbance when
wet, the contractor should minimize traffic over prepared subgrades areas. Surface water sources around
the work areas should be Intercepted and diverted prior to con struction. Once the silty, native soils are wet,
it may be very difficult or impossible to recompact them. If wet conditions occur during earthwork, a
working surface of qaarry spalls, crushed rock, or clean sand and gravel should be placed to protect the
/At
VY AGRA
Earth & Environmental Group
McAdoo, Malcolm & Youel Architects W-8982
20 July 1993 Page 4
native subgrade, especially from vehicular traffic. Similarly, if perched groundwater or surface water collects
on surfaces to receive structural fill, or In utility trenches, a drainage layer of quarry spalls or washed rock
may be needed above the wet surface to allow further fill placement. Based on our explorations and the
nature of the proposed construction, we anticipate that pumped sumps and/or local interceptor trenches
would adequately collect and remove any water from the work site.
Structural Fill
All fill placed within the building area, under paved areas and sidewalks, and In utility trenches should be
placed, in accordance with the recommendations contained herein. Prior to placement of structural fill, all
surfaces to receive fill should be prepared as previously recommended.
Structural fill should be placed in horizontal lifts not exceeding 8 inches in loose thickness. We recommend
that all structural fill within the building pad and in areas to be paved be mechanically compacted to a
uniform density of at least 95 percent of the modified Proctor maximum dry density (ASTM:D-1557). Fill
placed in utility trenches or under walkways outside the building pad should be compacted to at least 90
percent of the modified Proctor maximum dry density. Utility trench backfill procedures should also satisfy
local utility district requirements. We recommend that a representative of RZA AGRA be present during the
placement of structural fill to observe the work and perform an appropriate number of in -place density tests.
In this way, the adequacy of earthwork may be evaluated as grading progresses.
Soils used for structural fill should not contain individual particles greater than about 6 inches in diameter
and should be free or organics, debris, and other deleterious materials. Given these prerequisites, the
suitability of soils used for structural fill depends primarily on the grain -size distribution and moisture content
of the soil when it is placed. As the amount of 'lines" (that soil fraction passing the U.S. No. 200 Sieve)
increases, soils become increasingly sensitive to small changes in moisture content. Generally, soils
containing more than about *5 percent fines (by weight) cannot be consistently compacted to a firm, non -
yielding condition when the moisture content during compaction is more than about 2 percent above or
below, optimum. The glacial till soils encountered at this site are relatively silty in nature, and would be
highly moisture sensitive. The upper sand and gravel soils encountered at the site were found to be
relatively clean and would likely be suitable for structural fill use under a wider variety of weather conditions.
Imported, "clean," granular soil free of organic and other deleterious material may be needed for use as
structural fill during wet weather or wet site conditions, if suitable on -site soils are not available. Imported
material of this type may be successfully placed and compacted under a wider variety of weather conditions.
Even during the summer, delays in grading may occur due to sustained precipitation or the presence of
AW -
MY AGRA
Earth & Environmental Group
McAdoo, Malcolm & Youel Architects W-8982
20 July 1993 Page 5
uncontrolled surface water or groundwater. If such inclement weather occurs, the upper wetted portion of
silty soils may need to be scarified and allowed to dry prior to further earthwork. If it Is not practical to dry
wet silty soils, they may need to be removed and replaced with Imported or on -site "clean" fill material.
Foundation Considerations
In our opinion, spread footings would provide suitable foundation support for the proposed garage and
office building at the subject site. We recommend that all structural fill placed within building areas be
compacted to at least 95 percent of the modified Proctor maximum dry density. For foundations bearing
on the. near -surface, medium dense to dense sands and gravelly sands, or properly compacted structural
fill, we would recommend utilizing an allowable soil bearing pressure of 2,500 pounds per square foot (pso.
Structural fill placed below foundations should extend laterally beyond the edges of the footing a distance
equal to the thickness of the fill below the footing. Footings extending at least 1 foot into the very dense
glacial till or gravelly sand may be designed for an allowable bearing pressure of 5,000 psf. These very
dense soils were encountered below depths of 1 to 3 feet in our test pits. When considering seismic or
transient loads, the allowable soil pressure may be increased by up to one-third. We anticipate that total
settlements of the foundations should not exceed 1 inch, with differential settlements on the order of one-half
of the total. Exterior footings should penetrate at least 18 inches below lowest adjacent grade for frost
protection. Interior footings need only penetrate 12 inches below adjacent grade or floor level. Continuous
wall footings should have a minimum width of 18 inches and individual spread footings should be a minimum
of 24 inches wide. If loose or soft materials are left within foundation areas prior to concrete placement,
settlements may significantly increase. Therefore, it would be appropriate to have the condition of all footing
subgrade soils evaluated by a representative of RZA AGRA immediately prior to concrete placement.
All footings must be founded on the prescribed bearing stratum and should not be set on or above soft,
loose or disturbed native soils or uncontrolled fill. Because some of the near -surface site soils exhibit a
relatively high silt content, site work in the presence of water or during wet weather would disturb the
bearing stratum. Consequently, the contractor should avoid disturbance of the bearing soils and limit traffic
across the building pad or foundation areas during wet weather. To minimize disturbance associated with
foundation or form work and reinforcement bar placement, the use of a lean concrete "mud matu or a quarry
spall, crushed rock or gravel working surface may be warranted during wet site conditions. We recommend
that the condition of all footing subgrade areas be evaluated by an RZA AGRA representative prior to
placement of gravel, quarry spalls, concrete or structural fill in order to confirm that the bearing soils are
undisturbed and are In a condition consistent with recommendations contained within this report.
IZAA G R A
g
Earth & Environmental Group
0 V
McAdoo, Malcolm & Youel Architects W-8982
20 July 1993 Page 6
Slab -On -Grade Floors
In our opinion, site conditions are suitable for the use of slab -on -grade floors. The floor subgrade areas
should be prepared as described In the Site Preparation section of this report, and structural fill should be
placed and compacted as described in the Structural Fill section.
We recommend that floor slabs be underlain by a 4-inch minimum thickness of clean sand and gravel,
washed rock, or pea gravel to serve as a capillary break. The capillary break material should contain at least
40 percent (by weight) gravel -sized particles retained on the U.S. No. 4 Sieve, and the fines content should
be limited to 3 percent or less, based on the soil fraction passing the U.S. No. 4 Sieve. An impervious
moisture barrier should be placed between the slab and capillary break material. Based on the soil and
groundwater conditions encountered In our explorations, we do. not anticipate that a below -slab drainage
system would be required, provided a perimeter footing drain is installed as described in the Drainage
Considerations section of this report.
Drainage Considerations
Based on our explorations, we do not anticipate significant seepage of groundwater into shallow site
excavations during the dry summer months. However, localized "perched" groundwater zones should be
expected during the wet season. Because the silty soils encountered at this site are highly sensitive to
moisture and are readily disturbed by traffic when wet, we recommend that the contractor take precautions
to maintain a dry construction site and protect the subgrade from disturbance. The contractor should be
prepared to control water seepage from precipitation or groundwater prior to site work and construction with
the use of interceptor trenches or pumped sumps. Site grades should be planned to slope away from
buildings in order to minimize the potential for ponding in, or adjacent to, the building area.
We recommend that the proposed structure be provided with a perimeter foundation drain system to collect
any groundwater seepage. This drain should consist of a perforated pipe within an envelope of pea gravel
or washed rock, extending outward at least 6 inches on all sides of the pipe. The drain should completely
encircle the exterior of all foundation walls approximately at the base elevation of the footings. The
pe rimeter drainage system should discharge by tightline to a storm sewer or other suitable discharge point.
Roof- and surface -runoff water should not discharge into the foundation drain system; instead, a separate
tightline drain system should be installed.
VY AGRA
Voa Earth & Environmental Group
c
-A
I
McAdoo, Malcolm & Youel Architects W-8982
20 July 1993 Page 7
CLOSURE
The conclusions and recommendations contained in this report are based on the explorations accomplished
for this study and on our understanding of the proposed project. The number, location, and depth of our
explorations were completed within the site, schedule, and budget constraints so as to yield adequate
information to formulate our recommendations. The integrity and performance of foundations and floor slabs
depend largely on proper site preparation and construction procedures. RZA AGRA Is available to provide
geotechnical 'engineering services throughout the earthwork and construction phases of the project. If
variations in the subsurface conditions are observed at that time, we would be able to provide additional
geotechnical recom.mendations to minimize delays as the project develops.
We appreciate this opportunity to be of service on this project. If you have any questions or need additional
information, please do not hesitate to contact our office.
Respectfully submitted,
RZA AGRA, Inc.
BenjamiTi R. Weiss, P.E. - 417-11mar-11ra —
Senior Project EnginejEXPIRES 10/2/q-+
John E. Zipper, P.E.
0 4,� rail 1�c
Associate
EXPIRES 1124 Jt;—
brw/jez/clt
Enclosures: Figure 1 - Site and Exploration Plan
Test Pit Logs TP-1 through TP-4
MY AGRA
Earth & Environmental Group
WIT,
NO
Z'
Wr)
0 30
SCALE IN I
BASED ON PLAN BY HORTON DENNIS & ASSOCIATES, INC. DATED 10-19-91.
JIAJ
RZA-AGRA
ENGINEERING & ENVIRONMENTAL SERVICES
60 11335 N.E. 122nd Way
iiiiiiia Suite 100
T Kirkland, Washington
98034-6918
-(1
LOCATION MAP
LEGEND
TEST PIT NUMBER AND APPROXIMATE LOCATION
W.O. W-8982 OLYMPIC VIEW WATER & SEWER DISTRI(
PROPOSED GARAGE/OFFICE BUILDIN
DESIGN RFC 23725 EDMONDS WAY S.1
DRAWN DMW EDMONDS, WASHINGT(
DATE JUL 199 SITE & EXPLORATION PLA
SCALE NOTED
FIGURE
Depth (feet)
0.0 - 0.5
0.5 - 1.0
1.5 - 5.0
0.0 - 0.5
0.5 - 1.5
1.5 - 3.0
3.0 - 5.0
0.0 - 0.2
0.2 - 2.0
2.0 - 4.0
TEST PIT LOGS
Soil Classification
Test Pit TP-1
Approximate ground surface elevation: 398 feet
Crushed rock base course (Fill)
Dense, damp, tan, medium SAND, becomes gravelly at 1.5
Very dense, damp, tan, gravelly silty SAND (Glacial Till)
Test pit terminated at approximately 5.0 feet
No caving
No seepage
W-8982
Test Pit TP-2
Approximate ground surface elevation: 396 feet
Crushed rock base course (Fill)
Medium dense, damp, tan, medium to coarse SAND
Grades to coarse SAND, some silt and gravel, occasional cobble in excess of 6 Inches
in diameter
Very dense, damp, tan, coarse gravelly silty SAND (Glacial Till)
Test pit terminated at approximately 5.0 feet
No caving
No seepage
Test Pit TP-3
Approximate ground surface elevation: 394 feet
Crushed rock base coarse
Medium dense, damp, tan, medium SAND
Grades to very dense, tan, coarse gravelly SAND with some silt
Test pit terminated at approximately 4.0 feet
No caving
No seepage
0
-C.0
Depth (feet)
0.0 - 0.1
0.1 - 1.0
1.0 - 3.0
Soil Classification
W-8982
Test Pit Logs, Page 2
Test Pit TP-4
Approximate ground surface elevation: 399 feet
Crushed rock base coarse
Medium dense, damp, grey, gravelly silty SAND (Weathered Till)
Grades to very dense, damp, grey, gravelly silty SAND (Glacial Till)
Test pit terminated at approximately 3.0 feet
No caving
No seepage
Date excavated: 30 June 1993 Logged by: RBC
STHET FILE
BOSCH TRAFF9C CONSULTANT
TRAFFIC ENGINEERING e TRANSPORTATION PLANNING
2802 WETMORE AVE. - SUITE 220 - EVERETT, WA 98201 - PH: (425) 3394266 - FAX: (425) 258-2922
January 16,2008
APPROVED BY ENGINEERING
_R, 0 L. J I'll
Mr. Dave Gebeit P.E.
City of Edmonds
121 5b Avenue N
Edmonds, WA 98020
Re: Olympic View Water District on Edmonds Way (SR-104) JAN 1 -12008
Traffic Impact Analysis, GTC #07-025
Dear Mr. Gebert:
PERMIT COUNTER
Gibson Traffic Consultants (GTC) has been retained to provide a traffic study for the redesign
of the Olympic View Water District Equipment and Material facility located at 23725
Edmonds Way in the City of Edmonds. This study summarizes traffic generation, sight
distance and -mitigation information per the City's guidelines for developments generating less
than 25 peak -hour trips. This study has been organized in the same* manner as the SEPA
Traffic Impact Requirements for the City of Edmonds.
DEVELOPMENT SITE DESCRIPTION
The proposed re development located on the east side of SR-104 at 23725 Edmonds Way
removes 1,426 SF of existing general office space and accompanying parking lot that is
adjacent to the existing 7,480 SF vehicle storage building (to remain). There will be no
additional buildings added to the site with the redesign; however, there will be additional
outside storage of materials. With the redesign, both of the two existing Edmonds Way
accesses will be removed. The proposed access will be located approximately 245 feet away
from 238" Street SW. This would provide additional access spacing along Edmonds Way and
reduce potential conflict points. A site vicinity map has been included in Figure 1.
ACCESS ANALYSIS
The proposed development will be relocating the existing access along Edmonds Way (SR-
104) from MP 27.48 to MP-27.47. The access is located approximately 245 feet north of 238b
Street SW. The staff office trips will be removed from this location to a new facility on 228 1h
Street SW that is located outside of the City and also with the new 228' Street. facility-, the
equipment that is planned to be housed at the Edmonds Way site will be the less frequently
couwsisuRvEys - SITE IMPACTS - LOS ANALYSIS - EIS - HEARINGS - SAFETY - SIGNALS - PARIQNG
Mr. Dave Gebert, P.E
January 16, 2008
Page 2
utilized vehicles (i.e. back lioe, vactor truck, dump trucks). The 228th Street site will house the
vehicles that are utilized daily (i.e. management pickups, meter reader van, service trucks).
Edmonds Way (SR-104) is a class 4 managed access facility with a posted speed of 40 mph.
Only one access is allowed and it should meet the 250 feet access separation standard for a
class 4 facility. The access is located as far away from 238th Street SW as is feasible at 245
feet There is an adjacent commercial development that has an access located another 27 feet
north of the site access. This significantly improves access separation and comer clearance
over the existing condition. The proposed access was checked to see if they meet the road
approach sight distance requirements set-fortli in Figure 920-6 of the WSDOT Design Manual.
Based on the 40 mph posted speed and AWDVTE of 100 or less for the access the required
sight distance is 295 feet. The site access to Edmonds Way is a full access; therefore, the sight
triangle was checked to the left and right To both the left and right of the existing access there
is over 300 feet of sight distance. Vegetation is starting to get close to obscuring the sight
distance and should be cleared from,the sight distance triangles within the right-of-way.
TRIP GENFRATION
The removal of the 1,426 SF of general office space will reduce the trips to'the existing site.
To determine the amount of this reduction, trip generation rates were obtained from the ITE
Trip Generation Report, 7 th edition, 2003. Land Use Co de 710, general office, has been used
to determine the mirnber of trips that will be removed by the removal of the office portion of
the commercial development It is anticipated that -1 ' 5.70 average daily trips with -2 AM
peak -hour trips (-2 inbound/O outbound) and -2 PM peak -hour trips'(0 inbound/-2
outbound) wffl be removed with the redesign of the site. The trip generation calculations
have been included in the attachments.
MMGATION
With the removal of the office portion -of the existing site the development will -generate fewer
trips than the existing condition; therefore, no traffic mitigation fees should be assessed.
C_
MANTO
Mr. Dave Gebert, P.E
January 16,2008
Page 3
GTC trusts that this letter and attachments adequately address the - traffic impacts of the
proposed Olympic View Water District redesign of its existing site on SR-104. If you have
any questions please don't hesitate to contact us at (425) 339-8266.
Sincerely,
GiBsoN TRAFFic CoNsuLTANTs, iNc.
JOH
Matthew J. Palmer, P.E.
Traffic Engineer
Attachments
42322
ONAL
EXPIRES BA-3-
------ aRANOFUC
OMOUL
G16SON TRAFFIC CONSULTANTS TRAFFIC IMPACT STUDY
GTC #07-025
LEGEN FIGURE 1
OLYMPIC VIEW WATER DISTRICT
EQPIPMENT& MATERIALS PROJECT SUE SITE VICINITY
MAP
C,ITY OF EDMOND
S=
Olympic View Water District
Equipment and Materials
GTC #07-025
Trip G6neration for: Weekday
(a.k.a.): Average Weekday Daily Trips (AWDT)
NET EXTERNAL TRIPS BY TYPE
IN BOTH DIRECTIONS
DIRECTIONAL ASSIGNMENTS
TOTAL
PASS -BY
DIVERTED
NEW
PASS -BY
DIVERTED
NEW
Internal
Gross Trips
crossover
LINK
LINK
LAND USES
VARIABLE
ITE
LU Trip
%
%
In+Out
% of
Gross
Trips
In+Out
In+Out
% of
Ext *
In+Out
% of
Ex..
In+Out
In+Out
In
Out
In
Out
In
Out
Rate
code
IN
OUT
(Total)
Trips
(To
(Total)
Trips
(rotal)
Trips
(Total)
(Total)
General Office
1.426 ksqft
710 11.01
50%
50%
15.70
0%
0
16
0%
0
0%
0
16
0
0
0
0
=
8
�8
Totals i
15.70
0
16
0
0
16
0
0
-0
_tj
0
8
Olympic View Water District
Equipment and Materials
GTC #07-025
Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 7 and 9 AM
(a.k.a.): Weekday AM Peak Hour
NET EXTERNAL TRIPS BY TYPE
IN BOTH DIRECTIONS
DIRECTIONAL ASSIGNMENTS
'T9t.AL-
I
PASS-BY1
DIVERTED
NEW
PASS -BY
DIVERTED
NEW
Gross Trips Internal
C
.. .;. .
LINK
LINK
LAN D US P.3
VARIABLE
ITE
LU
Trip
%
%
In+Out
- % of
Gross-
Trips
In+Out
In+Out
% of
f
LExt
/ t.
In+Out
of
Ext.
ln+Out
ln+Out
t
In
Out
In
Out
In
Out
code
Rate
IN
OUT
(Total)
Trips
(Total)
(Total)
r f p ,
T I i.
Trlps�
�(Total)
Trips
(Total)
(rotal)
General Office
1,426 ksqft
710
1.55
88%
12%
2
0%
0
2
0%
0
0%
0
-2
0
0
0
0
2
0
Totals
2
0
2
0
2
0
0
0
::O�
2
0
Olympic View Water District
Equipment and Materials
GTC #07-025
Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 4 and 6 PM
(a.k.a.): Weekday PM Peak Hour
NET EXTERNAL TRIPS BY TYPE
IN BOTH DIRECTIONS
DIRECTIONAL ASSIGNMENTS
TOTAL
PASS -BY
DIVERTED
NEW
PASS -BY
DIVE TEDI
NEW
Gross Trips Internal
Crossover
LINK
LINK
LAND USES
VARIABLE
ITE
LU
Trip
%
I
%
In+Out
%of
Grp'ss..
. Trips
ln,:+*"O'u't
In+Out
ut
d2
% of:
Ext
ln+Out
% of
Xt.
Ext.
In+Out
ln+Out
u t
In
Out
In
Out
In
Out
code
Rate
L1.491
IN
—
OUT
(Total)
Trips....
'I
Tr4ps,
JTotal)
'.
rips.
Trips
(Total)
(Total)
1)
General Office
1.426 ksqft
710
171%,
83%
2
0%
0
--0%*.
0
.0%
0
2
0
0
0
0
0
1 2
Totals
2
2
0
0
2
0
0
0
2
1 2 3 4
NOTEb
EXISTING
VEN CLE &
eoui ENT
STORAGE
BUILDING
'AW -(; I!--'t\ll77Z7/
Ni
SITE DEVELOPMENT PLAN
w
OLYMPIC %qEW WATER AND SEWER Olam
237n EDMONDS WAY
EDMONDS, WA 98061
VICINITY MAP
R13CORD LEGAL DESCRIPTION
IM
NINOMAN AW" OMPT W
ml-ill"R MR, 171 Rlm FIR 'to"
AL
NOTES
PROJOCT INFORMATION
L Dow W.. Nd 1.5
L � .1.
I VUN�JoN� - a SMWIM "M
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EDMONDS WAY
EQUIPI & MATEPJALS CENTER
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0
ist FLOOR PLAN
RAMUOREARCHMM VAW HMN VAN HMS
liO61 NEWSWO ALTERNATIVE 2
sum 160 ff*l= AW9MMPUD
ad"*, WA Hm rV= EDMONDS
i'll =WA= WAY SITE
IN= * omm'm — I �� . . EQUIPMENT & MATERIALS
ve - v-w
ADMINISTRATlof4 & OPERATIONS CENTER
OLYMPIC VIEW WATER & SEWER DISTRICT
- ..=','AM. - 1p�'PNE
Sight clistance
* Not to exceed 18 it from the edge of traveled way.
Edge of traveled way
,vak
oulde�
Posted Speed
25
30
35
40
50
60
70
Limit (mph)
AMVTE
100 or less
IVV
20
230
.526
AWDVTE
200
306
100 tQ 16Q2
Road Approach -Sight Distance
(11)
These &lances require an approaching vehicle to reduce speed or stop to prevent a collision.
Design road approach sight distance for road approaches wIhAWQVTE over 1600 s an Intersection, see Chapter 910.
Provide decision right distance (Gha*r 650) for through traft at all utility and spgclal use mad approaches on facilities
with full access control.
For road approaches where left tums are not allowed, a sight Mangle need only be provided to the left, as shown.
For road approaches where left tums are allowed, provide a sight Mangle to the right In addition to the one to the let,
The sight distance to the right is measured along the center Ono of the roadway.
For additional information on calculating the sight Mangle, see Chapter 9%
Road Approach Sight Distance
Figure 920-6
RoadApproaches DesIgn Manual
Page 920-8 December2003
CD
tD
tr
Class
Noncon.
forming
Variance
Conforming
Access*
Point
I -Imitations
Spacing
Class 1
Yes*
132b"
1 access connection only to contiguous parcels
Mobility Is the primary function
under same ownership
Private access connection is not allowed unless
no other reasonable access exists. (Must use'
public road/street system if possible.)
Class 2 i
Yes*
yes*
660'
1 access connection only to contiguous parcels
Mobility favored over iccess
under same ownership unless frontage >1 320'
Private access connection Is not allowed unless
no other reasonable access exists. (Must use
public road/street system If possible.)
Class 3
Yes
Yes
Yes
33b,
1 access connection only to contiguous parcels
Balance between moliflity and
under.same ownership,
access In areas with less than
Joint access connection for subdivisions
maximum build out
preferred, but private access connection allowed
with acceptable justification.
Class 4
Yes
Yes
Yes
250'
1 access connection only to contiguous parcels
Balance between mo6ility and
under same ownership except with acceptable
access In areas with loss than
justification.
maximum build out
Class 5
Yes
yes
Yes
125'
More then I access connection per ownership
Access needs may N ' ive priority
allowed with acceptable justification.
over through mobility needs
The access connection �pntnues only until such Orne when other reasonable access to I a highway with a less restrictive class or acceptable access to the public road/street
system becomes available and Is allowed.
' Minimum, on the same SWe of the highway.
Managed Access Highway Clas . a D . e 1. s I brIption
FIgure 1436-3
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Structure Class Commercial
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Structure Type OLYMPIC VIZW WATER DISMCT
Year Built IM
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Goneral Desciiptfon
Pz=l Number 00463300600100 (CO2)
Struct= Class Commercial
Sftucture Use Service Garage
Structwe TWe
YearBuilt 1995
Features
Roof Cover Metal
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DESIGNED 11255 Kirkland Way, Suite 300 DATE JOB NUMBER
Kirkland, WA 98033
DRAWN p. 425.827.2014 1 f. 425.827.5043 7/13/10 OLYMPIC VIEW WATER & SEWERDISTRICT 08094
..... ... ............................................. SCALE DEVELOPED CONDITIONS SITE L I AYOUT SHEET NAME DEV
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Kirkland, WA 98033 OLYMPIC VIEW WATER & SEWER IMSTRICT
DRAWN p. 425.827.2014 1 f. 425.827.504.3 7Z1 3/10 1 08094
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PUBLIC UTILITY DISTRICT NO.1 OF SNOHOMISH COUNTY
LOCATION 23725 EDMONDS WAY HALLS LAKEAREA
POLE NO. SW 1/4S 31 T27 R 04 DATE 8/28/03 W.O. NO. -334870
REASON FOR WORK ENGINEER KINMAN TASK 03
INST-ALL DEVICES FOR WESTGATE CVR DRAFTER U.G. NO.
APPLICATION SCALE
APPROVED
DATE WORK COMPLETED & DATE PRINTED
FOREMAN
I FEES REO'D 0 YES E NO
PRIMARY OVERHEAD
• RESIDENTIAL
• COMMERCIAL
LEO NO.
I @s l=s
SECONDARY OVERHEAD
BASIC FEE 9
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PRIMARY UNDERGROUND
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BASIC FEE
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UNDERGROUND PLAT
BASIC FEE S_
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q FT.0 =8
WORK IN RIGHT OF WAY
0 PRIMARY
0 SECONDARY
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MISCELLANEOUS FEES .
VAULT S
PERMIT S
s
s
TOTAL DUE S_
DATE PAID
RECEPT NO.
NEW SVCE APPLICATION NO.
F (, Ni n:
ENVIRONMENTAL ANALYSIS
0 EXEMPT 0 NOT EXEMPT
PARA. 18 ITEM C
O.H. U.G. COND. KV
ADD' CKT. FT. PH
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NET CKT.FT.
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PERMITS (DATE GRANTED)
• TREE TRIM
• STATE
0 COUNTY
N CITY EDMONDS
0
EASEMENTS
0 REQUIRED 0 NOT REQUIRED
DATE RELEASED
FOREIGN CONTRACTS
0 VERIZON JPN NO.
0 CATV JPN NO.
0 JOINT TRENCH VERIZON 8, CATV
0 JOINT BORE VERIZON & CATV
0
POLE STENCILING
FROM TO
TAKE OFF POLE
PRE-CONST. REQUIRMENTS
0 TREE TRIM 0 PUD LOCATOR
0 BACKHOE 0 FLAGGING
0 ONE CALL DATE
No.
READY
PHASING
GIS
WORKING POLE/
XFMR
DMS
FINISHED
1 LINE
JOINT USE
LOCATION MAP PACE 474, J2
0 EXISTING POLE
X EXISTING POLE -TO BE REMOVED
0 NEW POLE
)K NEW POLE TO REPLACE EXISTING POLE
DATE_
SUBSTATION WESTGATE
CIRCUIT NO. 12-407 PHASE 1,2,3
ENGR'S TEL.
1425-783 _ 43841
ENGR'S PAGER #
425-514-4360
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30
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City of Edmon,ds Permit No:,,:�;-
RIGHT-OF-WAY"CONSTRUCTION PERMIT Issue Date:
A. Address or Vicinity of Construction: 72. S
B. Type *of Work (be sp�cific):.! "'N'y CA C�Ifa% C-Pi C-1-ga 'eA I I T il" j2 U
_J
C. -Contractor: VQ'.
Mailing Address: Pi4 J;jl" 9;82QG-11Q'_7
State License
D. Building Permit # (if applica�51�e--
E. Commercial
MUlti-Family
fNSPECTOR:
t, rr
Phone: -7 8'3 -1 it-777
.Se I
Liabilit� Insurarice-a-
--n ond:
Side Sewer Permit # (if applicable):
Subdivision �E] City Project EU(� �D, RIZON, PSE, AT& T, OVWD)
El Single Fithily Other'
F.. PAVEM . ENT CUT:' DYES 9NO G.. SIZE OF CUT x
CONCRETE CUT: El YES O�NO
A14"LICANT TO IZEAI) ANI) SIGN
INDE . MNITY. Applicant. understands by, his/her signature to this. application helshe hol& the -City of Edmonds harmless ftom
1. e made -a' inst the O(Y Of .
injurii?s, damage§ or claims of any' kind or d,escription whatsoever, foreseen or,unforeseen, that may b ga
Edm' ds or ainy of its.departme
nts or; employees, including but not limited to the defense of any legal proceedings including defense
costs'�nd attor�eyfees by reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND. MATERIALS FOR A PERIOD OF ONE YEAR. FOLLOWING THE FINA L
INSPECTION AND ACCEPTANCE OF THE. WORK ESTIMATED RESTORATION FEES 97LL BE HELD UNTIL THE FINAL. STREET PATCH IS
COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT 97LL BE PROCESSED FOR ISSUANCE TO THE APPLIC4NT.
"Traffic control and public safety. shall.be. in accordance with City regulations as required.by the City Engineer. Every
fla us rtification verifying- completion of the
gger must be trained as.required by (WAC)'296455-305 and m t -have.ce'
-required training in thei,r possession.
Restoration is 'to be in ac6rdahce with City codes. All stteet7ck trench work shall be patched with asphalt or City -
approved material prior to the end of the workday%w- NO EXCEPTIONS.
Three sets of construction drawings of proposed work are,required with the permit. application.
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK'
IRAVEREAD THE ABOVE STATEMENTS AND -UNDERSTAND THE PERMIT REQUIREMENTS AND -ACKNOWLEDGE
THATIMUSTMAKE THE PINK COPYOF THE PERMITA VAILABLE:ON SITEA TALL TIMES FOR.INSPECTIONS
Signature: Date-, 2
(Coi ntraft-or or Agent)
FOR* CITY USE ONLY
L9C_ V_T_ I VIZ, 113 6 'Way Fee:* 1W 4--1
Approved by�. b. 61 Rig'h�t_of-
Disruption Fee/Fund 111:
Time, Authorized: Void After
Special Conditions: W!9MeE� a0W PM OJAI �SA14bAM<� Rest*or , ittion"Fee:
J'
A� AbTM MG Total Fee: a 6t G
;7b9_FWA( "IA) a ti, (1,P0 FLE-71 a, 4 "Receilit No:
Issued by:
UPON'COMPLETION OF PERMITTED WORK, AN ENGINEERING. FINAL
INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE. EDMONDS
COMMUNITY DEVELOPMENT CODE (Phone 425-771-0220,. Ext. 1326)
FINAL APPROVAL OFPERMITTED WORK.- DATE:
For inspection requirements �see Engincerin g* Inspection Info
iation handout.
DAMy Documents\Forms\Engnmg\ROWpermit—.doc
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CAD/CALC JRD
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REVISED LEGEND, NOTES & ADDED SITE BENCHMARK
REVISED MISC. TOPO, VEG. TXT.
REVISION
3
CB RIM=387.61
IE 12*CPEP NW--385.52
IE 12"CPEP SE=385.49
STORM VAULT TOP=388.13 \<
IE 12%MP SE=384.59
IE 12"CMP SW=382.38
CB RIM=387.56
IE 12*CONC NE=381.81
IE 24'CONC SW=382.44
IE 36"CONC SE=381.36
IE 36'CONC NW=381.21
10/23/07 JRD
11/20/07 JRD
DATE BY
Ib
2
CB RIM=388.61
IE 6-CONC S=386.9
IE 6*CONC. NW=386.85
IE 8"CPEP NE=386.8
STA: 5+00.00 0.00()
FOUND CASED
CONIC FILLED 2.5" I.P.
@ PC S.R. 104
(VISITED 7/18/2006)
SITE BENCHMARK
ELEV.=388.97' (NAVD88)
7LI 0046JJOOJ00105
RECORD LEGAL DESCRIPTION:
N88*53'35"W 108.00' ALL THAT PORTION OF LOT 2 AND EAST HALF OF LOT 3, BLOCK 6. HANBURY'S
. .. . .. I SOUND MEW TRACTS, ACCORDING TO PLAT THEREOF RECORDED IN VOLUME 7 OF
H . . .. . .. PLATS, PAGE 20, LYING NORTHEASTERLY OF "L" LINE SURVEY OF S.R. 104, FROM
D �6
EDGI
236th STREET S.W. TO MERIDIAN AVENUE EXCEPT THE NORTH 100 FEET THEREOF;
Cg FOUND 5/8' REBAR/CAP TOGETHER WITH THAT PORTION OF LOT I BLOCK 6, HANBURY'S SOUND MEW
-5DEC- TRACTS, ACCORDING TO PLAT THEREOF RECORDED IN VOLUME 7 OF PLATS. PAGE
14\-DE1� 20, LYING NORTHEASTERLY OF "L" LINE SURVEY OF S.R. 104, FROM 236th STREET
------- - --
CA .116" EC S.W. TO MERIDIAN AVENUE.
to
ALL IN SNOHOMISH COUNTY, WASHINGTON.
'F1
" 2 IRI
ASPHALT
LEGEND
'11,01
WATER VALVE
HYDRANT
M WATER METER
@ MANHOLES (SS/SD)
0 CB
-0- POWER/UTILITY POLE
7'11)�C! E- GUY ANCHOR
DE BUILDING
FFE=389.9
j POWER JUNCTION BOX
R&I
POWER TRANSFORMER
FP_ 1 M POWER/TELEPHONE VAULT
0 'FIR'
H.V.A.C.
UNIT 0 TELEPHONE/TV RISER
GAS VALVE
STREET LIGHT
7LI 0046JJ00600100
000 LUMINAIRE
D I X SPOT ELEVATION
s 1 6"PVC n SIGN
s co
C3 MAILBOX
CX= ROCKERY
IN, /5 CONIFEROUS TREE
CB RIM=389.86 z
IE 4"PVC E=388.60/// 0 If Y', 11 1,
DECIDUOUS TREE
I� 91' IR11 CB RIM=391.40
IE 6*PVC N=388.22
IE ePVC W=387.37 FOUND CASED MONUMENT AS NOTED
%
IE 8"CPEP S=387.28
S
+ FOUND AS NOTED
dn
\5 D�C
C
00 390
-7- �oN H.V.A.C. 7LI 00688700100800 CENTE
UNIT 7L/ 00688700100600 R LINES
7LAF 00688700100400 PROPERTY LINES
ASPHALT TL/ 00688700100200 RIGHT-OF-WAY LINES
X BUILDING
0 7L/ 00688700JO0800 LOT, TRACT AND ADJACENT PARCEL LINES
CB RIM=389.20 FFE=391.7' 7L/ 00688700JO1100
- --- - --- FLOW LINE
a. IE 8*CPEP SE=385.55 7LI 00688700JOOJOO _w WATER LINE
IE 12"CPEP NW=385.30 ss SANITARY SEWER LINE
7LI 00688700JO1000
IE 12'CPEP SW-385.20 6,Fl� So
MI 00688700201000 STORM DRAIN LINE
7LI 00688700100100 GAS LINE
0. -0 0_011111 CB RIM=389.19 MY 0068870010000 -UP UNDERGROUND POWER LINES
IE 8"CPEP NW--386.7
N 7LI 00686700100500 -LIT UNDERGROUND TELEPHONE LINES
"MAP4E 7LI 00688700100700 P OVERHEAD POWER LINES
RAMP IAMINII.
L CB RIM=391.92 OHL OVERHEAD UTILITY LINES
-0 -0 -0 0
IE 8*CPEP N=386.3 (CALC) CHAIN LINK FENCE
�b -X-x-x-x- WIRE FENCE
'�,N IE 18"CMP SW=385.5 (CALC)
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CB RIM=389.32
IE 8*CPEP SW=385.9
IE 18'CMP NE=385.3
IE 28x2O*CMP NW=385.25
FOUND TWO 5/8'
REBAR/CAP 'H.D.A.'
S89'08'02"E
1.08'
S89108271E
1314.17'
FOUND CASED
TACK/LEAD IN CONC MON
(VISITED 7/18/2006)
11255 Kirkland Way, Suite 300 DATE
Kirkland, WA 98033 OLYMPIC VIEW WATER AND SEWER DISTRICT
: NOV 2007
p. 425.827.2014 1 f. 425.827.5043
2.3725 EDMONDS WAY SCALE
P,A= C.. -i v. i I - j - S_ -t-r-u- c. i.u. r--a- .1 - j - P.- I -a. n-. n. i n.- g.- - j - S_ u. r. v..e. y EDMONDS, WA 98026-8981 Tm2g
An En-qineedn-q Services Company Daceenars.com
HORIZONTAL DATUM: NAD 83/91
VERTICAL DATUM- NAVD 88
SITE AREA: 35,400 SQ. FT. 0.812 ACRES
TAX PARCEL NUMBER: 00463300600100
REFERENCES: *RECORD OF SURVEY BY HORTON DENNIS & ASSOCIATES, INC.
RECORDING NO. 8603135001
THE LOCATION AND DESCRIPTION OF ALL SURVEY MARKERS SHOWN HEREON ARE
BASED ON FIELD OBSERVATIONS TAKEN ON JULY 18, 2006, UNLESS OTHERWISE
INDICATED.
WORK PERFORMED IN CONJUNCTION WITH THIS SURVEY UTILIZED THE FOLLOWING
EQUIPMENT AND PROCEDURES: (A) 2" GEODIMETER 600 SERIES ELECTRONIC TOTAL
STATION, MAINTAINED TO THE MANUFACTURER'S SPECIFICATIONS PER W.A.C.
332-130-100. (B) FIELD TRAVERSE, EXCEEDING REQUIREMENTS SET FORTH IN
W.A.C. 332-130-090.
THIS SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A TITLE REPORT AND
DOES NOT PURPORT TO SHOW ALL EASEMENTS.
THIS TOPOGRAPHIC SURVEY DRAWING ACCURATELY PRESENTS SURFACE FEATURES
LOCATED DURING THE COURSE OF THIS SURVEY. UNDERGROUND UTILITIES SHOWN
HEREON ARE BASED SOLELY UPON INFORMATION PROVIDED BY OTHERS AND PACE
ENGINEERS DOES NOT ACCEPT RESPONSIBILITY OR ASSUME LIABILITY FOR THEIR
ACCURACY OR COMPLETENESS. CONTRACTOR/ENGINEERS SHALL VERIFY EXACT SIZE
AND LOCATION PRIOR TO CONSTRUCTION.
CALL FOR LOCATE: UTILITY LOCATION SERVICE: 1-800-425-5555.
FOUND CASED
2.5" CONC FILLED I.P. MON
w/ 1 11r," rr)i3Pr'P Dw
INTX. 238TH ST. SW & 84TH AVE.
(VISITED 7/18/2006)
PORTION OF: NW 1/4 SW 1/4 SECTION 31, T. 27 N., R.4 E., W.M.
EDMONDS WAY
EQUIPMENT & MATERIALS CENTER
TOPOGRAPHIC SURVEY
V
PROJECT NO.
07091.00
SHEET 0
tI
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EXISTING CONCRETE
RETAINING WALL WITH WOOD
FENCE AT TOP
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SEE LANDSCAPE PLAN
STRUCTURAL LOT COVERAGE:
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EXISTING BUILDING =5,400 SF
NEW DECANT STATION =840 SF
LOT SIZE-35,400 SF
a)
6240+35,400 -17.6%
UJI
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co
HEIGHT CALCS:
a
A =389.9'
C)
z
B=394.5'
C=391.0'
D=389.5'
AVG GRADE =391.2'
EXIST BLDG = 413.7'
L
NEW DECANT BLDG =412.9
MAXIMUM =414.9'
A.0
SETBACK
ALIGN NEW DECANT
AND STORAGE BIN
WALLS W/EXIST FND
WALL OF BLD TO BE
DEMOLISHED
6'-0" HIGH CONCRETE
WALLS WITH METAL
FRAME AND METAL
ROOFING ABOVE
10' SIDEYARD SETBACK TO
cn
STRUCTURES
TYPE I LANDSCAPE BUFFER
REQUIRED.
EXIST LIGHT FIXTURE 'B'
.910 MARKET STREET
KIRKLAND, WA 98033
TEL: 425.827.7850
FAX: 425.827.7014
INFOOPAGEANDBEARD.COM
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DATE: 01/29/10
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9/l/10 2ND PERMIT RE -
SUBMITTAL
THIS DOCUMENT REPRESENTS A PROPRIETARY
DESIGN OWNED BY THE ARCHITECT AND
SHALL NOT BE USED ON OTHER PROJECTS
FOR ADDITIONS TO THIS PROJECT OR FOR
COMPLETION OF THIS PROJECT BY OTHERS
EXCEPT BY PRIOR ARRANGEMENT IN WRITING
0 PAGE 81 BEARD ARCHITECTS, PS
5329 RE ISTERED
GALEN C.p G
STATE OF WASHINGTON
SITE PLAN
A-1,0
Z
EQUIPMENT LEGEND
SYMBOL D
ESCRIPTION
P.S.I.
RADIUS
RAINB.IRD 1800-SAM-PRS POP-UP MPR
1000
NOZZLE
30
5'
RAINBIRD 1800-SAM-PRS POP_u MPR
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1000
NOZZLE
30
8'
@
RAINBIRD 1800-SAM-PRS POP-UP�MPR
1000
NOZZLE
30
10,
RAINBIRD 1800-SAM-PRS POP-UP�MPR
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30
11'- 12'
L] E9
RAINBIRD 1800-SAM-PRS STRIP SPRAI)q^0ZILES
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30
15'
HUNTER MPR40-06-.MP2000
40
19,
HUNTER MPR40-06-MP3000
40
25'-30'
EXISTING IRRIGATION HEADS
p
EXISTING POINT OF CONNECTION
RAIN BIRD PEB SERIES CONTROL VALVE
EXISTING AUTOMATIC CONTROL VALVE
QUICK COUPLER VALVE
oc
RAINBIRD CONTROLLER - ESPLXM: 8 STATION OUDOOR, 1 20V
7
1 SCHEDULE 40 PVC MAIN LINE
EXISTING 1 MAINLINE
CLASS 200 PVC LATERAL PIPING - SIZE
AS NOTED
EXISTING LATERAL LINE PIPING
SLEEVI.NG - SEE SPECIFICATIONS
NOT SHOWN
#14 AWG TYPE UF CONTROL WIRE
MAIN UNE ISOLATION VALVE
/01
TREE PROTECTION: .
CRITICAL ROOT ZONE (CRZ) OF EXISTING
TREE
TO REMAIN
'/4" 1. ALL, LANDSCAPE AREAS SHOWN WITHIN LIMITS OF WORK SHALL BE IRRIGATED WITH AN AUTOMATIC IRRIGATION SYSTEM.
R 2. ALL MATERIALS TO BE INSTALLED ON OWNER'S PROPERTY.'
3
141'
J&�. =ALL NEEE��
3. VALVES, MAIN LINES, LATERAL LINES, AND POINT OF CONNECTION ARE SHOWN SCHEMATICALLY FOR GRAPHIC PURPOSES.
IRRIGATION EQUIPMENT SHALL REMAIN CLEAR OF ALL PAVEMENT, WALLS, TREES, AND OTHER EXISTING AND PROPOSED SITE
31x ELEMENTS UNLESS SPECIFICALLY NOTED ON THE PLANS OR DIRECTED BY THE LANDSCAPE ARCHITECT..
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VALVE NO.
VALVE SIZE
TOTAL GPM
2
1
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31
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4
1
NA"NOASSOCIATESLLC
Landscape Archltects
3609 S. Mt. Baker BW, 206 292 9392
Seott(e WA 98144 fax 206 292 9640
www.nakanoassoclates,com
DISTRICT
OVWSD EQUIPMENT AND
MATERIALS CENTER
23725 EDMONDS WAY
EDMONDS, WA 98026
5ECTION
I L- V v I I
UNDER MAINLINE
ALL I HKEADED CONNECTION5 TO HAVE KECTOK 5EAL T+ 2. ALL
NIPFLE5 TO BE PVC 5CH,50 IPT 51ZE Of THE 5PRINKLER
NOTE: REQUIRED VAULT EXTEN51ON5
AUTOMATIC
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A5 NECE55ARY BY 5AME
POP-UP SPRAY.HEAD MP.ROTATOR SPRINKLER
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ELECTRIC CONTROLLER
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2" CLEARENCE
AN APPROXIMATE
QUICK COUPLER
CONDITION FOR MOUNTING
VALVE WITH LOCKING
RUBBER COVER
CONTROLLER ON AN
PROVIDE ELECTRIC
EXTERIOR WALL. VERIFY.
C I ONDUIT PER CODE
55 cLAmp,,TYP.
EXACT LOCATION FOP,
CONTROLLER WITH
CONCRETE PAD
OWNER!5 P EPRE5ENTATIVE.
a,, nFPTH i Pni min
A r-% 11 la-r lkla-rA I I A'rit"Nki
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RESUB
NOV 17 2010
SU
STRE"T FILE
VICINITY MAP
ALL THAT PORTION OF LOT 2 AND EAST HALF OF LOT 3, BLOCK 6, HANBURY'S SOUND
VIEW TRACTS, ACCORDING TO PLAT THEREOF RECORDED IN VOLUME 7 OF PLATS PAGE
20, LYING NORTHEASTERLY OF 1" LINE SURVEY OF S.R. 104 , FROM 236th STREET
TO MERIDIAN AVENUE EXCEPT THE NORTH 100 FEET THEREOF;
TOGETHER WITH THAT PORTION OF LOT 1 BLOCK 6, HANBURY'S SOUND VIEW TRACTS;
ACCORDING TO PLAT THEREOF RECORDED IN VOLUME 7 OF PLATS, PAGE 20, LYING
NORTHEASTERLY OF 1" LINE SURVEY OF S.R. 104, FROM 236th STREET S.W TO
MERIDIAN AVENUE.
ALL IN SNOHOMISH COUNTY, WASHINGTON.
HORIZONTAL DATUM: NORTH AMERICAN DATUM OF 1983 / 1991
VERTICAL DATUM: NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88)
SITE AREA: 35,400 SQ. FT. 0.812 ACRES
TAX PARCEL NUMBER: 00463300600100
REFERENCES: RECORD OF SURVEY BY HORTON DENNIS & ASSOCIATES, INC. RECORDING
NO. 8603135001
THE LOCATION AND DESCRIPTION OF ALL SURVEY MARKERS SHOWN HEREON ARE BASED
ON FIELD OBSERVATIONS TAKEN ON JULY 18, 2006, UNLESS OTHERWISE INDICATED.
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Owner
OLYMPIC VIEW WATER
AND'SEWER DISTRICT
23725 Edmonds Way
Edmonds, WA 98026
Phone: (425) 774-7769
CONTACT: Roger Eberhart
Geotechnical Engineer
HWA GeoServices INC.
19730 64th Ave West, Suite 200
Lynnwood, WA 98036-5957
Phone: (425) �74-0106
CONTACT: Ralph N. Boirum, P.E.
Water and Sewer Purveyor
OLYMPIC VIEW WATER
AND SEWER DISTRICT
23725 Edmonds Way
Edmonds, WA 98026
Phone: (425) 774-7769
CONTACT: Roger Eberhart
I
SHEETINDEX
-Civil..
CO.0 COVER SHEET
11255 Kirkland Way, Suite 300
Kirkland, WA 98033
M p. 425.827.2014 1 f. 425.827.5043 Co. 1 TOPOGRAPHIC SURVEY
......................................................
Civil I Structural I Planning I Survey A1.0 SITE PLAN
An Engineering Services Company paceengrs.com
J& 7-
i
Civil Engineer
PACE Engineers, Inc.
11255 Kirkland Way
ir an 98033
Phone: (425) 827 2014
Fax: (425) 827 5043
CONTACTS: Phil Cheesman P.E.
Zack Kvasnikoff, Engineer
Architect
PAGE & BEARD
ARCHITECTS PS
910 Market Street
Kirkland, WA 98033
Phone: (425) 827 7850
Fax: (425) 827 7014
CONTACT: Galen Page
Storm Drainage System Purveyor
CITY OF EDMONDS
121 5th Avenue North
Edmonds, WA 98020
Phone: (425) 771-0220
CONTACT: Jeanie McConnell
C1.0 TESC AND DEMO PLAN
C1.1 TESC NOTES, AND DETAILS
C2.0 GRADING AND STORM DRAINAGE PLAN
C2.1
GRADING AND STORM
DRAINAGE
NOTES AND DETAILS
C2.2
GRADING AND STORM
DRAINAGE
NOTES AND DETAILS
C3.0 WATER AND SEWER PLAN
C3.1 WATER AND SEWER DETAILS
C3.2 WATER AND SEWER NOTES AND DETAILS
0-4,0 -TMVrjc aow-�VzL_ pLA_�j
. APPROVED A3 NOTED
,4BYQE�GINEERIN.
Date: 71- 9 /-09 1 _0
PERMIT RE -SUBMITTAL
Call
bef ore you
D4g.
1-800-424-5555
UNDERGROUND SERVICE (USA)
RESUB,
OCT 2 0 2010
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IE 12*CPEP SW=386.0
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CB RIM=387.61
IE 12*CPEP NW=385.52
IE 12"CPEP SE=385.49
STORM VAULT TOP=388.13
IE 12*CMP SE=384.59
IE 12"CMP SW=382.38
CB RIM=387.56
IE 12'CONC NE=381.81
IE 24"CONC SW=382.44
IE 36"CONC SE=381.36
IE 36*CONC NW=381.21
CB RIM=389.37 SOLID LID
WATER LEVEL=384.9
IE 12* CPEP NE=384.9 (CALC.)
IE 28"x2O" CMP SE=384.9 (CALC.)
IE 12- RCP NW=384.9 (CALC.)
REVISED LEGEND, NOTES & ADDED SITE BENCHMARK
10/23/07
JRD
REVISED MISC. TOPO, VEG. TXT.
11/20/07
JRD
REVISION
DATE
BY
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CB RIM=388.61
IE 6"CONC S=386.9
IE 6"CONIC NW=386.85
IE 8"CPEP NE=386.8
FOUND CASED
CONC nLLED 2.5' I.P.
0 PC S.R. 104
(WSITED 711812006)
SIIE BENCHMARK
ELEV=388.97' (NAW88)
11255 Kirkland Way, Suite 300
Kirkland, WA 98033
p. 425.827.2014 1 f. 425.827.5043
�: .................. .... ** ... """ ...
ivil I Structural I Planning I Survey
.T
fj'�--VDEC
6 111-�tKFIR Z4",26"F
FOUND CASED
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13N,
CB RIM=389.32
IE 8*CPEP SW=385.9
IE 18"CMP NE=385.3
IE 28x2O*CMP NW=385.25
7",12"hNE
FOUND TWO 5/8-
REBAR/CAP "H.D.A."
S89'08'02-E
1. 08'
238th ST SW S69'08'27"E
1314.17'
OLYMPIC VIEW WATER AND SEWER DISTRICT DATE NOV 2007
23725 EDMONDS WAY SCALE
EDMONDS, WA 98026-8981 . I'm209
It I RECORD LEGAL DESCRIPTION:
THAT PORTION OF LOT 2 AND EAST HALF OF LOT 3. BLOCK 6. HANBURY'S
SOUND VIEW TRACTS, ACCORDING TO PLAT THEREOF RECORDED IN VOLUME 7 OF
PLATS, PAGE 20, LYING NORTHEASTERLY OF "L" LINE SURVEY OF S.R. 104, FROM
236th STREET S.W. TO MERIDIAN AVENUE EXCEPT THE NORTH 100 FEET THEREOF;
TOGETHER WITH THAT POR11ON OF LOT 1 BLOCK 6. HANBURY'S SOUND MEW
TRACTS, ACCORDING TO PLAT THEREOF RECORDED IN VOLUME 7 OF PLATS, PAGE
20, LYING NORTHEASTERLY OF "L" LINE SURVEY OF S.R. 104, FROM 236th STREET
S.W. TO MERIDIAN AVENUE.
ALL IN SNOHOMISH COUNTY, WASHINGTON.
LEGEND.
WATER VALVE
HYDRANT
Ea WATER METER
0 @ MANHOLES (SS/SD)
CB
POWER/AJTIUTY POLE
E-- GUY ANCHOR
0 POWER JUNCTION BOX
FAI POWER TRANSFORMER
F-P-1 M POWER/TELEPHONE VAULT
13 TELEPHONE/TV RISER
M GAS VALVE
Y--J4 STREET LIGHT
[140 LUMINAIRE
x SPOT ELEVATION
-m . SIGN
C3 MAILBOX
CC00 ROCKERY
CONIFEROUS TREE
DECIDUOUS TREE
FOUND CASED MONUMENT AS NOTED
+ FOUND AS NOTED
CENTER LINES
PROPERTY LINES
RIGHT-OF-WAY LINES
LOT, TRACT AND ADJACENT PARCEL LINES
. ... . ... FLOW LINE
w WATER LINE
ss SANITARY SEWER LINE
SD STORM DRAIN LINE
GAS LINE
UP UNDERGROUND POWER LINES
-UT UNDERGROUND TELEPHONE LINES
p OVERHEAD POWER LINES
- - OHL OVERHEAD UTILITY LINES
-0 - 0 -0 0 CHAIN LINK FENCE
-X-X-X-X- WIRE FENCE
WOODPENCE
NOTES:
HORIZONTAL DATUM: NAD 83/91
VERTICAL DATUM: NAVD 88
SITE AREA: 35,400 SQ. FT. 0.812 ACRES
TAX PARCEL NUMBER: 00463300600100
REFERENCES: RECORD OF SURVEY BY HORTON DENNIS & ASSOCIATES, INC.
RECORDING NO. 8603135001
THE LOCATION AND DESCRIPTION OF ALL SURVEY MARKERS SHOWN HEREON ARE
BASED ON FIELD OBSERVATIONS TAKEN ON JULY 18, 2006, UNLESS OTHERWISE
INDICATED.
WORK PERFORMED IN CONJUNCTION NTH THIS SURVEY U11LIZED THE FOLLOWING
EQUIPMENT AND PROCEDURES: (A) 2" GEODIMETER 600 SERIES ELECTRONIC TOTAL
STATION, MAINTAINED TO THE MANUFACTURER'S SPECIFICATIONS PER W.A.C.
332-130-100. (8) FIELD TRAVERSE, EXCEEDING REQUIREMENTS SET FORTH IN
W.A.C. 332-130-090.
THIS SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A TITLE REPORT AND
DOES NOT PURPORT TO SHOW ALL EASEMENTS.
THIS TOPOGRAPHIC SURVEY DRAWING ACCURATELY PRESENTS SURFACE FEATURES
LOCATED DURING THE COURSE OF THIS SURVEY. UNDERGROUND UTILITIES SHOWN
HEREON ARE BASED SOLELY UPON INFORMATION PROVIDED BY OTHERS AND PACE
ENGINEERS DOES NOT ACCEPT RESPONSIBILITY OR ASSUME LIABILITY FOR THEIR
ACCURACY OR COMPLETENESS. CONTRACTOR/ENGINEERS SHALL VERIFY EXACT SIZE
AND LOCA-TION PRIOR TO CONSTRUCTION.
CALL FOR*:LOCATE: UTILITY LOCATION SERVICE: 1-800-425-5555.
FOUND CASED
2.5" CONC. FILLED I.P. MON
W/ 1/16" COPPER PIN
INTX. 238TH ST. SW & 84TH AVE.
(VISITED 7/18/2006)
AF-790VEU AS NOTED
13Y ENGINEERING
Date:
)6 F�I`Z 94SiPWXWVr-E;
PORTION OF: NW 1/4 SW 1/4 SECTION 31, T. 27 N., R.4 E., W.M.
EDMONDSWAY
EQUIPMENT & MATERIALS CENTER
TOPOGRAPHIC SURVEY
RESUB
OCT 2 0 2010
BUILDING DEPARTMENT
CITY OF EDMONDS
PROJECT NO.
07091.00
S EET-100.1 OF 11
SECTION 31, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.
IS'I
00
SILT FENCE (TYP.) A
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SHEET C1. 1 2
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RESPONSE TO CITY OF EDMONDS COMMENTS 7/20/2010
BID ADDENDUM 2 6/2/2010
BID ADDENDUM 1 5/28/2010
BID DOCUMENTS 5/12/20101
REVISION I DATE I BY 1APP
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Kirkland, WA 98033 ,
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0 GENERAL NOTES
1. UNDER THIS PERMIT THE CONTRACTOR SHALL NOT WORK
BEYOND THE FACE OF THE EXIS71NG CURB. A WSDOT PERMIT IS
REQUIRED FOR WORK WITHIN THE RIGHT-OF-WAY BEYOND THE
FACE OF CURB.
2. CONTRACTOR SHALL SAWCUT A NEATLINE WHERE ALL
PROPOSED PAVEMENT MEETS EXISTING PAVEMENT TO REMAIN
AND WHERE DEMOLITION OF EXISTING CURBS AND PAVEMENTS
LEAVE EXISTING PAVEMENT TO REMAIN NTH A ROUGH EDGE.
SAW CUT AND DEMOLISH EXISTING PAVEMENT AS NECESSARY
FOR THE CONSTRUCTION OF THE WALL FOOTIINGS, DECANT
STATION, UTILITIES, ETC. ADDITIONAL SAW CUTTING AND
DEMOLITION NOT SHOWN ON THIS PLAN MAY BE REQUIRED. ALL
QUAN11TIES OF SAWCUTTING AND PAVEMENT REMOVAL SHALL
BE DETERMINED BY THE CONTRACTOR AND BE INCLUDED AT THE
TIME OF BID.
3. CONTRACTOR SHALL RESTORE ANY PAVEMENT MARKINGS
DISTURBED OR REMOVED DURING CONSTRUCTION PER C.O.E.
GUIDANCE.
4. CONTRACTOR SHALL REMOVE ALL STUMPS, AND ERRATIC
BOULDERS NOT SHOWN ON THIS PLAN AS REQUIRED. FOR THE
CONSTRUCTION OF THE PROPOSED IMPROVEMENTS.
5. CONTRACTOR SHALL COORDINATE TEMPORARY
DECOMMISSIONING OF GAS SERVICE TO BUILDING WITH PSE AND
COORDINATE THE CONSTRUCTION OF A NEW SERVICE TO THE
EXISTING BUILDING AS SHOWN ON SHEET C3.0.
6. CONTRACTOR SHALL COORDINATE RELOCA11ON OF EXISTING GAS
METER WITH PSE TO LOCATION SHOWN ON SHEET C3.0.
7. CONTRACTOR SHALL COORDINATE RELOCATION OF EXISTING
COMMUNICATIONS PEDESTAL TO LOCATION SHOWN ON SHEET
C3.0.
8. REMOVE 54 LF-118" 0 CMP EXISITING DETENT10N PIPE. SEE
SHEET C2.0 FOR REPLACEMENT DETENTION SYSTEM.
9. CONTRACTOR SHALL LIMIT PUBLIC ACCESS TO SITE NTH
TEMPORARY CHAIN -LINK CONSTRUCTION FENCE ALONG
PROJECT FRONTAGE UNTIL SUBSTANTIAL COMPLETION IS
ACCEPTED.
DATE
OLYMPIC VIEW WATER AND SEWER DISTRICT FEB. 2010
23725 EDMONDS WAY
SCALE
EDMONDS, WA 98026-8981 in = 20'
FOUND CASED
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SIGN
MAILBOX
ROCKERY
CONIFER TREE
DECIDUOUS TREE
FOUND CASED MONUMENT
SET 5/8- IRON REBAR W/ YELLOW
PLASTIC CAP STAMPED L.S. #
UNLESS OTHERWISE STATED.
SET PK & WASHER STAMPED L.S. #
SITE BENCH MARK UNLESS OTHERWISE NOTED
CATCH BASIN PROTECTION
CENTER LINES
PROPERTY LINES
RIGHT-OF-WAY LINES
DITCH LINES/ FLOW
WATER LINE
SANITARY SEWER LINE
STORM DRAIN LINE
GAS LINE
UNDERGROUND POWER LINES
UNDERGROUND TELEPHONE LINES
CHAIN LINK FENCE
SILT FENCE
WOOD FENCE
SAWCUT LINE
LIMITS OF CLEARING & GRADING
ASPHALT OVERLAY PAVING
NEW CONCRETE
DEMO ASPHALT/CONCRETE
TEMPORARY SEDIMENT TRAP
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OCT 20 2010
BUILDING DEPARTMENT
CITY OF SDMONDS
09A-L Vng' ;e
JOB NUMBER
08094.00
SHEET NAME C1.0
SHEET C1-0 OF 11
SECTION 31, TOWNSHIP 27 NORTH, RANGE 4 EASTP W.M.
FILTER FABRIC
SECURED TO 2 "'X 21'
F
14 GA. WIRE FABRIC GRATE
EQUAL
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EQUIVALENT 11
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8'- 12'
25'MIN. RADIUS
QUARRY SPALLS
F24" MIN DIA FILTER SOCK WITH
8'!-12"MIN. DEPTH OVER FLOW HOLES
8 FILTER FABRIC MATERIAL IN
CONTINOUS ROLLS, USE STAPLES
PLACE 3/4"Aff' WASHED GRAVEL IN. OR WIRE RINGS TO ATTACH _dZaa1L
THE TRENCH AND ON BOTH SIDES OF
FABRIC TO WIRE. /\/V\/VVVVVVVVVVVVVVVVV\/tj11
FILTER FABRIC FENCE ON THE SURFACE.
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6' MAX. A CERTAIN CIRCUMSTANCES �SEE
U PROVIDE FULL WIDTH OF INGRESS/ 4. DETAIL E111). THIS APPLICAITON
EGRESSAREA SHALL BE MAINTAINED AT ALL
TIMES DURING CONSTRUCITON
L
2' X 2' WOOD POSTS OR PERIOD,
EQUIVALENT CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE
CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE DURING I THE CONSTRUCTION PERIOD.
STRAW BALES TO INSURE PROPER EROSION CONTROL,
CITY INSPECTION REQUIRED ON ALL ITY INSPECTION REQUIRED ON ALL EROSION CONTRO
EROSION CONTROL METHODS BEFORE FmcEASURES BEFORE WORK CAN BEGIN, CIT IN PECTION REQUIRED ON ALL EROSION. CONTR L
OTHER WORK CAN BEGIN, IIEASURES BEFORE WORK CAN BEGIN.
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ITY...' ..'..E.D.-M,
F:-..--.E--D MON...' S.- N.''D
EVISIONS STANDARD DETAIL REVISIONS STANDARD DETAIL REVISIONS STANDARD DETAIL
APPROVED BY DATE APPROVED BY DATE APPROVED BY DATE
D. GEBERT 10/6/03 D. GEBERT 10/06/03
FILTER FABRIC FENCE FILTRATION SYSTEMS STABILIZED CONSTRUCTION ENTRANCE A GEBERT 05/19/05 TEMPORARY SEDIMENT TRAP FOR CATCH BASIN
16 0-1 990 DATE 7/24/01 SCALE NTS DWO No' I E1.1 'as 0- 1 991D DATE 7/24/01 SCALE NTS DWG I No' E1.2 18SO-1990 D. GEDERT 05/05/06 DATE 7/24/01 !SCALE NTS DWO NO. E1.3
I I 1031EXIMM 1FREM INEEMEM I j I
ESC NOTES 6 -MUNICIPAL CODE 18.30.050)
AC.OE.
1. ESC MINIMUM REQUIREMENT- CONSTRUCTION ACCESS ROUTE. CONSTRUCTION VEHICLE ACCESS
x SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STAPILIZED
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N NTH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC
Of ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED
0
M THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING
I OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA "THIN 24 HOURS.
It
0) STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS.REMOVED IN THIS MANNER.
0
00 2. ESC MINIMUM REQUIREMENT: STABILIZATION OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND
0
x DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT
NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL
0
_j BMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE
0
EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO
SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30
AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30).
0 3. ESC MINIMUM REQUIREMENT: PROTECTION OF ADJACENT PROPERTIES. ADJACENT PROPERTIES SHALL
00
0 BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS,
x SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES
AND OTHER APPROPRIATE BMPS.
LIJ 4. ESC MINIMUM REQUIREMENT. MAINTENANCE. ALL EROSION AND SEDIMENT''CONTROL Bmps SHALL BE
REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF
THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE
0 WITH THE MANUAL.
00
0 ER APPROPRIATE BMPS
x 5. ESC MINIMUM REQUIREMENT: OTHER BMPS. AS REQUIRED BY THE CITY, OTH
LIE*r% 0"KinrC' CUAI I 0V ADDI IM
10 MIGAIE InE EFFE-Cla Ur INUKLA
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6. EROSION AND SEDIMENT CONTROL REQUIREMENT: UNDERGROUND UTILITY CONSTRUCTION. THE
LO
CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWIN G:
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A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS;
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B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT NTH SAFETY AND SPACE
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CONSIDERATIONS SHALLBE PLACED ON THE UPHILL SIDE OF TRENCHES;
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C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR
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OTHER ACCEPTABLE MEANS);
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D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING;
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7. ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS. ALL NEW DEVELOPMENT
U)
0
00
AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVITIES OF GREATER THAN, OR EQUAL TO,
0
ONE ACRE IN ADDITION TO MEETING THE MINIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPLY
x
WITH ESC REQUIREMENTS LISTED BELOW.
8. ESC MINIMUM REQUIREMENT: DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD, MARK
V)
CLEARING LIMITS AND/OR ANY EASEMENTS, SETBACKS, SENSITIVE/CRITICAL AREAS AND THE BUFFERS,
TREES AND DRAINAGE COURSES.
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9. ESC MINIMUM REQUIREMENT: SEDIMENT TRAPPING. PRIOR TO LEAVING THE SITE, STORM WATER
V)
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RUNOFF SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP, OR OTHER APPROPRIATE
SMPS. SEDIMENT PONDS AND 7RAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BMPS
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INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GRADING.
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THESE BMPS SHALL BE FUNCTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE. EARTHEN
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STRUCTURES, SUCH AS DAMS. DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING
WO-0-
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TO AN APPROVED TIMETABLE.
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10. ESC MINIMUM REQUIREMENT- CUT AND FILL SLOPES. CUT AND FILL SLOPES SHALL BE DESIGNED
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AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. IN ADDITION, SLOPES SHALL BE
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STABILIZED IN ACCORDANCE WITH ESC REQUIREMENT NO. 2.
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BID ADDENDUM 2
6/2/2010
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BID ADDENDUM 1
5/28/2010
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BID DOCUMENTS
5/12/2010
REVISION
DATE I
BY JAPP
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SYM!
11. ESC MINIMUM REQUIREMENT. CONTROLLING OFF -SITE EROSION. PROPERTIES AND WATER WAYS
DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN
THE VOLUME, VELOCITY, AND PEAK FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT SITF.
12. ESC MINIMUM REQUIREMENT- STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND
OUTLETS. ALL TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND
STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM A TWO-YEAR,
24-HOUR FREQUENCY STORM FOR THE DEVELOPED CONDITION. STABILIZATION ADEQUATE TO PREVENT
EROSION OF OUTLETS, ADJACENT STREAM BANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE
PROVIDED AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS.
13. ESC MINIMUM REQUIREMENT: STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE
OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED.SO THAT STORM WATER RUNOFF SHALL NOT
ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEINGFILTERED OR OTHERWISE TREATED TO REMOVE
SEDIMENT.
14. ESC REQUIREMENT: REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND SEDIMENT
CONTROL BMPS SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZA11ON IS ACHIEVED
OR AFTER THE TEMPORARY BMPS ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED
OR STABILIZED ON SITE. DISTURBED SOIL AREAS RESULTING FROM REMOVAL SHALL BE PERMANENTLY
STABILIZED.
15. EROSION AND SEDIMENT CONTROL REQUIREMENT: DEWATERING CONSTRUCTION SITES. DEWATERING
SYSTEMS SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND.
16. EROSION AND SEDIMENT CONTROL REQUIREMENT. CONTROL OF POLLUTANTS OTHER THAN
SEDIMENT ON CONSTRUCTION SITES. ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE.
DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE
CONTAMINATION OF STORM WATER.
17. EROSION AND SEDIMENT CONTROL REQUIREMENT: FINANCIAL LIABILITY. PERFORMANCE BONDING,
OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS TO
ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT. CONTROL PLAN. [ORD. 3013 1,
1995].
11255 Kirkland Way, Suite 300
Kirkland, WA 98033
p. 425.827.2014 1 f. 425.827.5043
....... . ...............................
PA%CE IVII I �i�ci�ral I Planning I Survey
An Engineering Services Company paceengrs.corn
N
1.? PRIOR TO ANY CONSTRUCTION OR STAGING, SCHEDULE A PRE- CONSTRUCTION CONFERENCE WITH
CITY OF EDMONDS INSPECTOR AND 24 HOURS IN ADVANCE FOR ALL INSPEC11ONS AT (425)
771-0220 EXT 1326. PRIOR TO CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE FOR
PROVIDING AN APPROVED TRAFFIC CONTROL PLAN IN ACCORDANCE WITH THE LATEST MANUAL ON
UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) AS REQUIRED BY THE CITY OF EDMONDS, AND
WSDOT.
2. VERIFY VER71CAL AND HORIZONTAL LOCATIONS OF ALL EXISTING UNDERGROUND UTILITIES.
CONTACT ALL UTILITY COMPANIES THAT MAY BE AFFECTED BY THE PROPOSED CONSTRUCTION.
VERIFY CROSSINGS NTH PROPOSED UTILITIES PRIOR TO ANY CONSTRUCTION. THE ONE CALL
NUMBER IS 1-800-424-5555.
3. MAINTAIN ALL EXISTING UTILITY SERVICES TO THE MAINTENANCE FACILITY DURING CONSTRUCTION.
4. FLAG OR FENCE CLEARING LIMITS WHERE APPLICABLE.
5. INSTALL ALL TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES.
6. DEMOLISH EXISTING BUILDING.
7. SAWCUT AND DEMOLISH PAVEMENTS, CURBS, FOUNDATIONS ETC. FRONTAGE IMPROVEMENT WORK
SHALL BE COMPLETED IMMEDIATELY FOLLOWING RIGHT-OF-WAY DEMOLITION.
8. CONSTRUCT ALL UNDERGROUND UTILITIES ' CATCH BASINS, MANHOLES, ETC. WITH STUBBED
UTILITIES FOR FUTURE SERVICE TO EXISTING BUILDING AND VACTOR DUMP STATIONS.
9. CONSTRUCT MATERIAL BIN WALLS, FUEL PAD, AND VACTOR DISPOSAL STATIONS.
10. FINISH GRADE SITE, CONSTRUCT PAVEMENT SUBGRADES, PAVEMENTS, AND EXTRUDED CURBS.
11. INSTALL LANDSCAPING AND FENCING.
12. HYDROSEED -ALL WORKED AREAS NOT SHOWN TO BE LANDSCAPED, PAVED, OR OTHER SURFACE
TREATMENT.
13. FLUSH STORM DRAINAGE SYSTEM AND CLEAN/VACTOR CATCH BASINS. SEDIMENT LADEN WATER
SHALL NOT BE FLUSHED INTO THE DOWNSTREAM SYSTEM.
14. CALL CITY INSPECTOR FOR FINAL INSPECTION (425) 771-0220 EXT 1326.
15. UPON APPROVAL BY THE CITY INSPECTOR, REMOVE ALL TESC BMP MEASURES.
GEMRAL NOTES
1.. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS
STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER
APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS:
- CURRENT INTERNATIONAL BUILDING CODE (IBC)
- 2010 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION
- WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET
SOUND BASIN (CURRENT EDITION)
2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS
STANDARD DETAILS, UNLESS NOTED OTHERWISE
3. A COPY OF THESE APPROVED PLANS.MUST BE ON THE JOBSITE WHENEVER
CONSTRUCTION IS IN PROGRESS.
4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL
GOVERNING AUTHORITY.
OLYMPIC VIEW WATER AND SEWER DISTRICT
23725 EDMONDS WAY
EDMONDS, WA 98026-8981
DATE
FEB. 2010
SCALE
AS NOTED
5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF
"AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF
REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND
ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS
PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL.
6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION.
7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED
BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE
CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE
RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY
LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UT1LITIES NOT SHOWN
HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL
VERIFY LOCATION, DEPTH, SIZE,, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION
OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUME� NO
RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE
FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF
CONFLICTS THAT ARISE.
8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL
CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS
PRIOR TO CONSTRUCTION.
9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE
STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES.
10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS.
11. NOT USED.
12. NOT USED.
13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY
DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET
OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WTH
COMPACTED STRUCTURAL FILL.
14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS,
LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES.
15. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE
TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS.
16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO
INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER.
17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS
SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE.
18. NOT USED.
19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO
THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE
REQUIREMENTS AND STANDARDS.
20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY ACCEPTABLE METHODS FOR THE
PREVEN11ON OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION
CONTROL PLANS FOR SPECIFIC EROSION CONTROL REQUIREMENTS.
21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING
OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL.
22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL
AND ROCK MATERIALS ARE REQUIRED.
23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS 613 SPOT
ELEVATIONS SHOWN.
24. NOT USED.
25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND
BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS,
UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS
OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL
OF SHORING AND BRACING, AS REQUIRED.
26. CONTRACTOR. SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL
WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS
RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST
OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL.
27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR
SERVICE INTERRUPTIONS NTH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES.
CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF
THE AUTHORITIES GOVERNING SAID UTILITIES.
28. -EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE
REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND
OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING.
29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE
INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED
BY OWNER'S REPRESENTATIVE AND CITY.
30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS,
PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES.
311. SEE MECHANICAL DRAWINGS FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING.
32. SEE ELECTRICAL DRAWINGS FOR EXTERIOR ELECTRICAL WORK.
33. SEE LANDSCAPE DRAWINGS FOR SITE IRRIGATION SYSTEM.
APPRUVED AS NOTED
EN(31�f.[ERING
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Date:
EQUIPMENT AND MATERIALS CENTER
TESC NOTES AND DETAILS
0 � "10
04 / 0
JOB NUMBER
08094.00
SHEET NAME C1.1
SHEET C1-1 OF 11
SECTION 31, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.
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0 GENERAL NOTES
1. ALL NEW PAVEMENT SHOWN WITHIN THE PROPERTY LIMITS
SHALL BE PER DETAIL 1,2, AND 3 ON SHEET C2.1. ASPHALT
SIDEWALKS SHOWN WITHIN THE RIGHT OF WAY SHALL GRAPHIC SCALE
CONSTRUCTED PER DETAIL, E2.12, SHEET C2.1.
20 0 10 20 40
2. WHERE NEW ASPHALT ABUTS EXISTING ASPHALT PAVEMENT
NEAT CUT, CLEAN,. HEAT AND TACK EDGES WITH SEALER CSS-1 MENEM
AND SEAL NTH AR4000 AND SAND, (TYP.).
IN FEET
N88'53'35"W 108.66' 3. CURBING ONSITE SHALL BE CONCRETE EXTRUDED CURB AND I Inch. 20 feet
6' fLN
. .. . .. SHALL BE CONSTRUCTED PER DETAIL 5. SHEET C2.1.
4. BASE BID SHALL INCLUDE CURBING WITHIN THE RIGHT-OF-WAY
TO BE WSDOT "CEMENT CONCRETE TRAFFIC CURB" PER WSDOT
FOU14D 5/8' REBAR/CAP
'OEC '9"bEC
STANDARD DETAIL F-10.12-00 AS SHOWN IN THIS PLAN SET ON
SHEET C2.1. MATCH EXISTING CURB HEIGHT IN FIELD. LEGEND
il(i"61EC'
EXIS71NG PROPOSED
TION THE ENTIRE
IF FOR ANY REASON DURING CONSTRUC
WATER VALVE M
LENGTH OF FRONTAGE CURB ALONG PROPERTY LINE MUST BE
HYDRANT _6
F F
REPLACED, THEN REPLACE WITH "CEMENT CONCRETE TRAFFIC WATER METER 10
CURB AND GUT
TER" PER WSDOT STANDARD DETAIL F-10.12-00. MANHOLES (SS/SD) 0 @ 00
CB 11,
Q IF EXISTING FRONTAGE CURB TO BE DEMOLISHED IS CURB AND,
POWER/UTILITY POLE -0-
GUTTER, REPLACE WITH "CEMENT CONCRETE TRAFFIC CURB AND GUY ANCHOR
Q -10.12-00. MA POWER TRANSFORMER liff
ASPHALT
GUTTER" PER WSDOT STANDARD DETAIL F TCH
EXISTING GUTTER HEIGHT AND OVERLAY. POWER/TELEPHONE VAULT EEI U1 [i)
TELEPHONE/TV RISER
00 zq- GAS VALVE
5. PRIOR TO CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE
I , " I ; ! STREET LIGHT
j " ! :1, ffg
a/. FOR PROVIDING AN APPROVED TRAFFIC CONTROL PLAN IN
SPOT ELEVATION (200.00) 200.00
ACCORDANCE NTH THE LATEST MANUAL ON UNIFORM TRAFFIC
SIGN n
CES (MUTCD) AS REQUIRED BY THE CITY OF
CONTROL DEVI C3
17'11),Ci MAILBOX
BUILDING 1 1 1 ROCKERY C-3071a
DS EDMONDS, SNOHOMISH COUNTY, AND WSDOT.
a/ rFE=389.9'
CONIFER TREE
Z 6. SEE LANDSCAPING PLANS FOR PLANTING AND RESTORATION
THOSE AREAS NOT
CB RIM=38B.67
WITHIN CLEARING AND GRADING LIMITS. DECIDUOUS TREE
H.V.A.C. 0FIR 0 0
1E 6"PVC SE=386.1 SHOWN TO BE LANDSCAPED SHALL BE FINE GRADED SMOOTH FOUND CASED MONUMENT 19
UNIT
5 IE 6"PVC IJE�386.8 3
AND HYDROSEEDED WITH DROUGHT TOLERANCE SEED MIXTURE. SET 5/8- IRON REBAR W/ YELLOW @)
IE 12"CPEP.SW=386.0 SLO TO DRAIN PLASTIC CAP STAMPED L.S. #
40 1-.388.650 ('588, �5). RIM. 3388.67 7LI 0046JJ00600100 7. WHERE EXISTING PAVEMENTS MEET PROPOSED PAVEMENT, UNLESS OTHERWISE STATED.
N88*53'J5"W. 11J.05'
MATCH EXISTING GRADE AND CROSS -SLOPE. SET PK & WASHER STAMPED L.S. #
SITE BENCH MARK UNLESS OTHERWISE NOTED Q�D eio
6"PVC
/=0
8. CONTRACTOR SHALL PROTECT BURIED UTILITIES DURING
�41RR CATCH BASIN PROTECTION
CONSTRUCTION OF BOLLARDS. VERIFY OFFSET WITH PROJECT
387.30 DEMOLITION LINE
7
REPRESENTATIVE PRIOR TO CONSTRUCTION.
CB RIM=389.86
CENTER LINES
IE 4"PVC E=388.6 PROPERTY LINES
9. SEE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR - - -
ROW
CB RIM=391.40 RIGHT-OF-WAY LINES
'88, 06"
DITCH LINES/ FLOW >
87.78- IE 6*PVC N=388.22
76)
A
��. X
(38-9.
6JUS
TO. P6 '19 IR MATERIAL BIN CONSTRUCTION DETAILS.
X
"N
4 "'3 WATER LINE w �w�
.388.33
IE 4'PVC W=387.37 SANITARY SEWER LINE ss- -SS
'38710 T 8"CPEP S=387.28
sTA:3+oz6o 3o-m (LT 1 O.� PROPOSED LOCATION FOR NEW GAS AND COMMUNICATIONS -SD- �SDIIIIIIIII
STORM DRAIN LINE
SERVICES SEE SHEET C3.0 FOR CONSTRUCTION OF NEW
(366.91)
G -
Z GAS LINE G
911,
0 (3-9
BEGIN 6" CURB AND SIDEWALK 0 NEW VACTOR DUMP STATION
AILS &IS SERVICES.
- , - , �;,�:� ; WER WAL& UNDERGROUND POWER LINES -UP- UP -
7_7,"'. N SEE DE TA IL S ON SHEE T C3. 2.
110 77 G 'P
RESTORATION PER DET
_UT -
UN E GROUND TELEPHONE LINES -UT-
MEA TMEI� T VA t .11. GRADE SHOWN IS LOCATED WITHIN GATE SWING.
10. 12- 00 AND E2.12 ON
F
SDC0#1
CHAIN LINK FENCE
SHEET C2. 1.
387.44
BOLL ALIO
��4 � SILT FENCE
:J!, RAIN LEADER CONNECT70N POINT x
MA TCH EXIS77NG GRADES A
(13 11`4=387,61
47,** 13
1E J87.50 WOOD FENCE
SEE , I
DETAIL 12. PRIOR'TO CONSTRUCTION, CONTRACTOR SHALL VERIFY IF RIM
AR 0)`
AM
IE 12"Cr NW=385-52
AND CURB HEIGHT 5=2.07. (MIN.) CAN BE LOWERED USING EXISTING STRUCTURE. IF EXISTING SAWCUT LINE
1:4 F.P SE=385.49 LIMITS OF CLEARING & GRADING
STRUCTURE CANNOT BE USED, CONTACT PROJECT
PE 2
�Dj&§t S-OLID: IVA%- REPLA CE EX. STRUCTURE W SDCB#4 TY -48
<
Y. WISOLID LOCKING LID 3
(.587.25) <1 (368.13' - '\ I' REPRESENTATIVE.
r3iJ�; 64 /7
TO-FG,'
s oil ASPHALT OVERLAY PAVING
h.
RIM=392. 00
13. PRIOR TO FINAL APPROVAL OF STORM DRAINAGE SYSTEM, THE
IN
4
A4
STA: 3+29.20 > IE 386.30 (N) EX., 1E J85.45 (S), 1E 38ZJO (W) OWNER SHALL SERVICE THE WATER QUALITY TREATMENT VAULT
. . ... ......... .
NEW CONCRETE PAVING
-T
35' COMMERCIAL DRIVE WA Y �,Q _-AK�E 77ON PIPE IN ACCORDANCE WITH CONTECH STORMWATER SOLUTIONS
0
C13 RIM-391.92
22LF 4" LCJ E
PER DETAIL E2.2Z2 ON SUGGESTED MAINTENANCE SCHEDULE.
III 8'CPEP N= (CALC)
)0 SHEE T C2. 1 --- R '09,ju DEMO ASPHALT/CONCRETE
7- )'FG�:C 03
4 ,". 4 .
:C
DAR 14. SLOPE FOR POSITIVE DRAINAGE TOWARDS EDMONDS WAY.
WISOLID LOCKING LID
K -48
DCB#J TYPE 2
RIM= 391.60-*
_j 39
0
D 7 /E=385.37 (NS, W)
PER DETAIL E5.3, SHEET C2.1
STA:.3+8ZOO 30.28 (LT) J98.50 DECI 3
STORM VAULT TOP=388.13
END 6" CURB AND SIDEWALK _X jitiu 7111" 1 FLOW CONTROL THRESHOLD
RESTORA77ON PER DETAILS IE 17"CMP 9E=384.59 ------5LF 12" LCPE
15
IE 12"CMP SW=382.38 �k- �; _/ - M I I
S=O. 000 EXISTING CONDITIONS (1994 CONDITIONS)
Z) F 10. 12-00 AND E2.12 ON D EC 8.9 83 ii/311 L
)0 3r
SHEET C2. 1. 1161.
7�! SDCBj2 TYPE 2-48- WISOLID LOCKING LID
CB RIM=, .'6 .79
L 2 LCPE,.,�,,
MA 00 39aol 0.29 ACRES
K TCH ExIS77NG GRADES AND TOTAL PERVIOUS AREA
IE 12"CON =381.81
st
1,0I RIM= J91.50± WATER QUALITY THRESHOLD
CURB HEIGH T C SW=382.44
'QNC
381,36 390.40 IE=385.37 (N, 0.52 ACRES
E 36 C il,�'T W) TOTAL IMPERVIOUS AREA TIONS 994 CONDITIONS)
90 EXISTING C NDI 1
PER DETAIL E5.3, SHEET C2.1
SDMH#2 TYPE IE 36"CONC NW=381.21 71, 2
<
"go 3 EXISTING PGIS 0.33 AC
(CON TROL S 77?UC TURE) J 011''11. DEVELOPED CONDITIONS
REPLACE EX. STRUCTURE
C8 RIM=3B9,37 SOLID LID CONNEC T TO MATERIAL BIN WALL F0077NG DRAIN
WAIER LEVE.L=31134.9
16
7 3PI, -
3) SEE DETAIL 1 SHEET C2.2 I.E.=,387.50 OR HIGHER ELEV TOTAL PERVIOUS AREA 0.26 ACRES
0 IL 1Z L;I,FP NE=384.9 lu M9.6 DEVELOPED CONDITIONS
00 RIM= 389. 10 WISOLID LID IE 28'x2O" CMP SE=.381,9 (C 390 60';
CB RIM=389.32
0.55 ACRES
CD IE 12" RCP NW=3,34 CALC.) :W11 �t �:Ilr" " , ;.... I �,
X E a CrEr Sw=385.9 TOTAL IMPERVIOUS AREA
10 PROPOSED PGIS 0.38 AC
28x2O CM =385.25
EX. IMPERVIOUS AREA TO REMAIN: 0.35 ACRES
0 391 71 ffPE NET NEW PGIS 0.05 AC/ 1,961 SF
EXISTING* DE7EN77ON STA:4+46.60 30.15 (LT)
9 45L 4" LCPE
PIPE -28"X20" BEGIN 6" CURB AND SIDEWALK �N /9 NEW AND REPLACED IMPERVIOUS AREA: 0.20 ACRES
74 LF _n nn
0
--- 24_6
00 CUP ARCH S=0.5X RESTORA71ON PER DETAILS IR '2 "f I UVA,
0 V\� 0.03 ACRES NOTES:
x F 10. 12- 00 AND E2.12 ON ADJUST RIM TO FG. .389.49 NET NEW IMPERVIOUS AREA:
*THIS PROJECT INCLUDES AN EXISTING COMPOST MEDIA FILTRATION
CONNECT NEW 12" & 24"
SHEET C2. 1. 4 4,
6 IN'COAF VAULT WHICH WAS ORIGINALLY SIZED TO TREAT UP TO 0.49 CFS.
MA TCH EXIS77NG GRADES AND PIPES TO EX. STRUCTURE NOTES:
>_ UNDER THE DEVELOPED CONDITIONS THE DETENTION FACILITY IS
LIJ IE 385.25
CURB HEIGH T 7"DF 1994 CONDITIONS HAVE BEEN USED AS EXISTING CONDITIONS FOR DESIGNED TO DISCHARGE THE 6-MONTH/WATER QUALITY FLOW RATE
\-SDCB#1 TYPE 2-48"WISOLID LOCKING LID THRESHOLD CALCULATIONS. THE EXIST'ING DETENTION SYSTEM AT 0.12 CFS. AND THE 100-YEAR FLOW RATE AT 0.51 CFS. THE
6"CONC S=386.9
It 61
x . V11 WAS PERMITTED BY SNOHOMISH COUNTY ON APRIL 24, 1994. ALL
0) E 13"CONC NW=386.85 - �- � I RIM= 389.60
0 ADJUST RIM IE B"CPEP NE=,386.8 PINE�' , - I EXISTING COMPOST MEDIA FILTRATION SYSTEM HAS BEEN SHOWN TO
00 TO FG. 388.78 IE-=.385.25 (N, E) NEW AND REPLACED IMPERVIOUS SURFACES HAVE BEEN ASSUMED REMOVE GREATER THAN 80% OF THE TOTAL SUSPENDED SOLIDS FOR
0 `7� 7".12 PINE TO BE FORESTED LANDCOVER FOR THE EXISTING CONDITION. THE DESIGN FLOW RATE.
x PER DETAIL E5.3, SHEET C2.1
Vi + FOUND two 5/8', THRESHOLD FOR DETENTION:
(n f 0 REBAR/CAP 1I.D.A.' 3 THRESHOLD FOR WAIER QUALITY:
DETENTION MUST BE PROVIDED IF >2,000 SF WATER TREATMENT MUST BE PROVIDED IF >5,000 SF
OF NEW OR REPLACED IMPERVIOUS SURFACE IS ADDED.
<
FOR NEW OR REPLACED POLLUTION GENERATING IMPERVIOUS
fo a 4
12r-Q tU REQUIRED VOLUME 593 CF SURFACES (PGIS). WATER QUALITY TREATMENT HAS BEEN PROVIDED
UTILIZING THE EXISTING COMPOST MEDIA VAULT.
0 FOUND CASED IPROVIDED VOLUME= 608 CF
00 1 S89'08'02"E
0 CONC FILLED 2.5' I.P. 5 8- 108' REQUIRED TREATMENT FLOW RATE 0.12 CFS
0 PC S.R. 104
(V1S1IE0 711812006) PROVIDED TREATMENT FLOW RATE 0.49 CFS
SITE BENCHMARK OP
V) ELEV.=388-97' (NAVD88) 7 0
RESU RE
APPHOVED AS NOTED
OCT 20 20
00 (7,,,WPINEERING
0 STA:5+2.5.25 30.00 (LT)
X BUILDING DEPARTMENT
CITY OF EaDMONDS
END 6" CURB AND SIDEWALK 61x D-ate: -_`711
> RESTORATION PER DETAILS b�f7wv_ A�
0 00
z F-10.12-00 AND E2.12 ON
SHEET C2. 1.
r MATCH EXISTING GRADES AND 238117 S T S W C all
32 WA
CURB HEIGH T 447.62 bef ore you
88a-1.32 gew,4L .-ro ST09"A
STA: 6+15.00 0.000 JWM*67C, V.-F-POILT
FOUND CASED Dig.
Ld FOUND CASED MONUMENT sq mm 11�
0 58BA-3.1 2.5" CONC FILLED I.P. MON
1 W/ 1/16" COPPER PIN _1/zopz�010 6
U N 289371.7256 1-800-424-5555
IL
0 E 1267192.4068 INTX. 238TH ST. SW & 84TH AVE. UNDERGROUND SERVICE (USA) LL fit
F_ FOUND CASF0 (VISITED 7/18/2006)
0
JOB
DATE
RESPONSE TO CITY OF EDMONDS COMMENTS 7/20/2010 11255 Kirkland Way, Suite 300
Kirkland, WA 98033 OLYMPIC VIEW WATER AND SEWER DISTRICT 08094.00
&i DESIGNED ZK BID ADDENDUM 2 6/2/2010 FEB.. 2010 EQUIPMENT AND MATERIALS CENTER
w 11 p. 425.827.2014 1 f. 425.827.5043 23725 EDMONDS WAY SHEET NAME C2.0
-j DRAWN ZK BID ADDENDUM 1 5/28/2010 SCALE
....................................................
BID DOCUMENTS 5/12/2010 FMCE Civil I Structural I Planning I Survey EDMONDS, WA 98026-8981 1 20' GRADING AND STORM DRAINAGE PLAN AND SHEET C2.0 OF 11
LIJ CHECKED PDC An Engineering Services Company paceengrs.com IFwPM:E= LA-(�j
lk� SYM, REVISION DATE BY APP'D
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SECTION 31, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.
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SIDEWALKWIDTH
VARIES
DEPTH OF ASPHALT CONCRETE PATCH SHALL
MATCH EXISTING PAVEMENT DEPTH WITH 2' MINIMUM
NO TRUNCATED
ON COLLECTOR STREETS AND 3' MINIMUM ON MAJOR
DOMES REQ.
ARTERIAL STREETS
FINAL JOINT SHALL BE SAW CUT AND ALL
EXPOSED EDGES SHALL BE TACKED NEATLY WITH
AR-4000W.
(SEE NOTE #3)
6, th
EXISTING ACP
70�
NO TRUNCATED
OMES REQ.
7.
LIP FINISHED TO
1"RADIUS
1 4"
SEE DETAIL
ABOVE 2%
IMPORT OR NATIVE MATERIAL BACKFILL
ADD2"CSTCBELOW
SHALL BE COMPACTED TO 95%
CONCRETE
4' MIN DEPTH 1 1/4 MINUS CSBC MAXIMUM DENSITY.
WIDTH OF SIDEWALK
2' MIN
2' OF 5/8 MINUS CSTC (SEE NOTE #2)
SECTION A -A
SLOPE MAY BE REVERSED TO IMPROVE ACCESS TO GRADE TO SITE.
NOTE:
NOTESi
1. IF DRIVEWAY WI . DTH EXCEEDES 15', INSTALL A FULL DEPTH EXPANSION JOINT.
1. SEE CITY OF, EDMONDS MODIFICATIONS TO DIVISION 9 OF THE CURRENT WSDOT
STANDARD SPECFICATIONS FOR BACKFILLING REQUIREMENTS,
2. THE ACCESS APRON SHALL BE A MINIMUM OF 6" THICK AND SHALL BE PLACED ON 2" OF %11 CSTC AND
2. SUBMIT PROCTOR AND DENSITY TESTS FROM CERTIFIED TESTING COMPANY
COMPACTED GRADE.
DOCUMENTING BACKFILL MEETS A MINIMUM 95% DENSITY PER ASTM D 1557.
3. MATERIALS- CONCRETE SHALL BE CLASS 3- 3000 PSI.
3. FINAL PAVEMENT JOINTS SHALL BE NEATLY AND UNIFORMILY SEALED WITH
APPLICABLE COMMERCIAL TYPE ENTRANCE BASED ON LOCATION AND
CRS-1 OR CRS-2 SEALANT.
4. CITY ENGINEER SHALL DETERMINE
OTHER SITE CONDITIONS.
0-F.- M " '.**
''0 N ."D - S-
ITY' -Q.F. E -' 'D - S.
REVISIONS STANDARD D ETAI L
R IONS - STANDARD DETAIL
I)ATr
APPROVED BY DATE
APPROVED BY
MULTI -FAMILY/ COMMERCIAL ENTRANCE
a -za--4 D. GEBERT 07/29/05 TYPICAL ACP AND UTILITY PATCH
DATE SCALE NTS IDWG NO
D, GEBERT 04/2/07
7/24/01 NTS E2.3
8/17/06 E 2.27.2
20" X 24" METAL FRAME AND GRATE
FOR CATCH BASIN.
CEMENT CONCRETE TRAFFIC CURB PER WSDOT
24" ROUND METAL FRAME AND GRATE (W/ "DRAIN- ON IT)
STANDARD DETAIL F-1 0. 12-00 THIS SHEET
SHALL BE USED WITHIN THE TRAVEL LANE
6 e P 4 G. V E 11% (E 2. 10)
ADJUSTMENT RISERS AND SHALL BE OUTSIDE THE WHEEL PATH
TYPE 'W'
FINISHED GRADE EAST JORDAN IRON WORKS
UTTER DETAIL
(E2.8)
% j >� MODEL # 00775001
110 <
C14 -
Cq :2
51 21 n-A
00
2%
z
POLYPROPYLENE SAFETY STEP 0
2" CLASS "B" ACP
12" O.C. (TYP) J.
4" -5/8" MINUS CSTC
(n
TACK CONC. SURFACE
"Not-
2'MIN SAW GUT 2"- 5/8" MINUS CSTC
(n
z
0
F_
V)
LADDER SHALL BE SECURED TO WALL 0
OF CATCH BASIN
NOTE:
==u C*4
PAVEMENT COMPACTION- 91 % RICE DENSITY
t.
SUBGRADE AND TOP COURSE COMPACTION - 95% (ASTM1 557)
CITY INSPECTION REQUIRED ON ALL EROSION CONTROL
MEASURES BEFORE WORK CAN BEGIN.
N 0 T E:
CURB/GUTTER FORMS AND SUBGRADE INSPECTION REQUIRED
ALL CATCH BASIN LIDS SHALL BE LOCKING
PRIOR TO POURING AND BEFORE APPLYING ACP
ITY' 'D -45.
-C F..
L. .. -0: F." M
REVISIONS STANDARD D ETAI L
EVISIONS STANDARD D ETAI L
APPROVED BY DATE
APPROVED BY DA TE
D. GEBERT 4/27/05 ASPHALT WALKWAY
D. GEBERT 10/6/03 CATCH BASIN TYPE 11 (4811)
DATE
,D. GEBERT 04/2/07 SCALE NTS DWG NO- E 2.12
D, GEBERT 4/2/07 DATE SCALE NTS NO.
18S OZ 7/24/01 E5.3
7/24/01
19,90
DESIGNED ZK
DRAWN ZK 1
CHECKED PDC
BID ADDENDUM 2
BID ADDENDUM 1
BID DOCUMENTS
REVISION
6/2/2010
5/28/2010
5/12/2010
DATE - I BY IAPP'D
11255 Kirkland Way, Suite 300
Kirkland, WA 11011
p. 425.827.2014 1 f. 425.827.5043
P'11ACE C. - 1 v. I I - I - S_ t.r. u.. II.t.u. r. a-1. .1 ... P. I a_ n_ n.-I.n. g. - I. S ... u. r. v.. e. y
An Engineeflng Services Company paceengrs.corn
2" ASPHALT PG 64-22
2 " C. S. T. C.
4" C.S.B.C.
COMPACTED SUBGRADE
NOTE:
1. ASPHALT, CSTC, CSBC AND SUBGRADE SHALL
BE COMPACTED PER GEOTECHNICAL
ENGINEERS RECOMMENDATIONS.
ONSITE
ASPHALT PAVEMENT SECTION
SCALE: NTS
4py 211-1
4_,�3/16- STEEL PLATE CUT TO CONFORM
TO TUBE. WELD & GRIND SMOOTH
_T_1w_______1" 0 HOLES - REMOVES BURRS
1 - 1/2 "T 1 2 PLACES
2 4" X 490 X 1�8" A36 STEEL SQUARE
TUBE INST LL PLUMB.
PAINT: 1 COAT RUISTOLEUM PRIMER #773
2 COATS RUSTOLEUM #7784
GREYSTONE.
PAINT FULL LENGTH PRIOR TO
PLACEMENT.
FINISH GRADE
A L
0
C14
CONC.
BOLLARD
SCALE: NTS
6 1/2"
1/2
#5 GRADE A706 REBAR,
4 PLACES. WELD TO TUBE
GL L)� CURB
TOP OF ROADWAY
CEMENT CONCRETE TRAFFIC CURB
WSDOT STANDARD PLAN F-10.12-00
SCALE: NTS
A*
0 6" CONCRETE.PAVEMENT
0
\-#4 BARS AT 12" O.C. EA. WAY
6" CRUSHED SURFACING
TOP COURSE
SUBGRADE COMPACTED TO
95% MAXIMUM DENSITY OR
AS DIRECTED BY GEOTECHNICAL
ENGINEER
ONSITE
CONCRETE PAVEMENT SECTION
SCALE: NTS
PAVEMENT
DATE
OLYMPIC VIEW WATER AND SEWER DISTRICT FEB. 2010
23725 EDMONDS WAY SCALE
EDMONDS, WA 98026-8981 1" m 20'
10"
2 1
1 1/2" R
(TYP 2PL)
#4 BARS ----
EXTRUDED CEMENT CONCRETE CURB
2" ASPHALT PG 64-22
EXISTING PAVEMENT
EXISTING PAVEMENT SUBBBASE
COMPACTED SUBGRADE
NOTE:
1. ASPHALT SHALL BE COMPACTED PER GEOTECHNICAL
ENGINEERS RECOMMENDATIONS.
2. EXISTING PAVEMENT SHALL BE TREATED WITH A
TACKIFIER PRIOR TO OVERLAY.
ASPHALT OVERLAY PAVEMENT SECTION
SCALE: NTS
AS SPECIFIED
15'
1'-0" _O" -on 1 9-0"
n n n
#3 BARS CEMENT CONCRETE CURB
CUT/SAWED JOINT
SPACING OF ANCHOR BARS
NOTES:
1. CONTROL JOINTS SHALL BE PLACED NOT TO EXCEED 10' CLS. THRU JOINTS
SHALL BE PLACED ONLY AT POINTS OF TANGENCY ON STREET ALLEY AND
DRIVEWAY RETURNS AND WHERE EXPANSION JOINTS OCCUR IN THE PAVEMENT SLAB.
2. CONCRETE SHALL BE CLASS 3000 OR COMMERCIAL NTH AIR- EN TRAINMEN T.
XTRUDED CURB
TS
�SCALE . N
61 1 /2- 1 -- FACE OF CURB
51/2 0
-\ /f MATCH ROADWAY SLOPE
1/2- R.
TOP OF ROADWAY
C4
44
V-6
RESUB
CEMENT CONCRETE. TRAFFIC CURB & GUTTER OCT 2 0 2010
WSDOT STANDARD PLAN F-10.12-00 BUILDING DEPARTMENT
SCALE: NTS CITY OF EDMONDS
NOTE: NOT USED EXCEPT AS NOTED IN NOTE NO. 4 ON SHEET C2.0
APPROVED AS NOTED
BLY _EN Gill EE RIN
Date: zd/0 01
EQUIPMENT AND MATERIALS CENTER 08094.00
SHEET NAME C2.1
GRADING AND. STORM DRAINAGE NOTES AND DETAILS SHEET C2.1 OF 11
ROUND SOLID COVER MARKED "DRAIN"
WITH LOCKING BOLTS UNLESS OTHERWISE
APPROVED BY ENGINNER
SECTION 31, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M. .
6" CMP PIPOE,,\'�f,
SOLID PLATE W/ 11-3/8"0 SHOP DRILLED,
SHARP EDGED ORIFICE
3
1-6"
AIN.
PIPE SUPPORT(S): 3" x .090 --------- j
CONNECT TO
EXISTING
12" OUTLET PIPE
384.90±/
PIPE SUPPORT(S): 3" x .090" GAGE
BOLTED OR EMBEDED 2" IN WALL AT MAX.
3" SPACING MIN. ONE SUPPORT
SEE DETAIL THIS SHEET FOR RISER
SOLID PLATE W/ 2-7/16-0 SHOP -Y
DRILLED, SHARP EDGED ORIFICE
(0
to
x
In
0
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(L CY) M a:
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DESIGNED ZK
lzt 6i L;j:2 W
:2:2 M -< _j
< f= z jz DRAWN ZK
z
W LL.
w Gj Lu CHECKED PDC
J<-JU)Df
ti- V) a_ Z) x
BOTTOM ORIFICE
00 2 z 71v�
1;00
TOP ORIFICE
RIM EL. 389.1 0±
385.90
112"0 04
RISER
383.14
Z
EL. 381.14
54"0
ELEVATIO
0
k "y
FINISHED PAVEMENT
AND GRADE
REMOVABLE WATER -TIGHT
IZ113
COUPLING OR FLANGE
2" MIN
CONNECT TO
EXISTING
6'
DETENTION
SYSTEM
MAX
112
M
MIN
IE 384.90
PLATE WELDED TO
I W/ In
ELBOW W/ ORIFICE
FRAME & LADDER OR STEPS
rri
. rjr
AS SPECIFIED.
OFFSET.
-SHEAR GATE W1 CONTROL ROD FOR
FLOW RESTRICTOR DETAIL
CLEANOUT/DRAIN (ROD BENT AS REQ'D
FOR VERTICAL ALIGNMENT W/COVER)
N.T.S.
'�-STEPS OR LADDER
TYPE - 11 54"0
CATCH BASIN
CONNECT TO EXISTING
28"x2O" ARCH PIPE
(DETENTION SYSTEM)
PLAN
SDMH #2 (CONTROL STRUCTURE)
SCALE: NTS
RESPONSE TO CITY OF EDMONDS COMMENTS
7/20/2010
BID ADDENDUM 2
6/2/2010
rSYM
BID ADDENDUM 1
5/28/20110
:BY
BID DOCUMENTS
5/12/2010
REVISION
-
DATE
D
NOTES:
1. PIPE SIZES AND SLOPES: PER PLANS.
2. USE MIN. 54" DIA. CATCH BASIN TYPE 2.
3. METAL PARTS: CORROSION RESISTANT. GALVANIZED PIPE PARTS TO
HAVE ASPHALT TREATMENT 1. -
4. FRAME AND LADDER OR STEPS OFFSET SO:
A. CLEANOUT GATE IS VISIBLE FROM TOP.
B. CLIMB -DOWN SPACE IS CLEAR OF RISER AND CLEANOUT GATE.
C. FRAME IS CLEAR OF CURB.
5. IF METAL PIPE CONNECTS TO CEMENT CONCRETE PIPE: OUTLET PIPE
TO HAVE SMOOTH I.D. EQUAL TO CONCRETE PIPE I.D. LESS Y4".
6. PROVIDE AT LEAST ONE 3"xO.090 GAGE SUPPORT BRACKET
ANCHORED TO CONCRETE WALL. (MAXIMUM S-0" VERTICAL
SPACING)
7. LOCATED ELBOW RESTRICTOR(S) AS NECESSARY TO PROVIDE
MINIMUM CLEARANCE AS SHOWN.
8. LOCATE ADDITIONAL LADDER RUNGS IN STRUCTURES USED AS
ACCESS TO TANKS OR VAULTSTO ALLOW ACCESS WHEN CATCH
BASIN IS FILLED WITH WATER.
9. PRIOR TO CONSTRUCTION CONTRACTOR SHALL VERIFY INVERT OF
EXISTING DETENTION TANK. CONTACT PACE ENGINEERS IF INVERTS
DO NOT MATCH CALCULATED SURVEY INVERT ELEVATIONS.
11255 Kirkland Way, Suite 300
_"O' Kirkland, WA 98033
p. 425.827.2014 1 f. 425.827.5043
CPAAC Ei) C. -I v-i I - j - S_ t.r. u_ c_t-u- t. a-.1. .1 ... P. I a_ n.- n.-in. g. - j ... S-u--rv-.e-y
An Engineering Services Company paceengirs.corn
HOOK NTH LOCK SCREW. .
X
9
0
w
L SIX EVENLY SPACED H
FOR BOLTING TO FLAN,
CONNECTION. MAXIMUM OPENING
NOTES: OF GATE
1. SHEAR GATE SHALL BE ALUMINUM ALLOY PER ASTM B-26-ZG-32a OR CAST IRON
ASTM A48 CLASS 308 AS REQUIRED.
2. GATE SHALL BE 8" DIAMETER FOR PIPE 12 INCHES OR LESS IN DIAMETER, 12" DIAMETER
FOR PIPES GREATER THAN 12" INCHES.
3. GATE SHALL BE JOINED TO TEE SECTION BY BOLTING THROUGH FLANGE.
4. LIFT ROD: AS SPECIFIED BY MFR. WITH HANDLE EXTENDING TO WITHIN ONE FOOT
OF COVER AND ADJUSTABLE HOOK LOCK FASTENED TO FRAME OR UPPER HANDHOLD.
5. GATE SHALL NOT OPEN BEYOND THE CLEAR OPENING BY LIMITED HINGE MOVEMENT,,
STOP TAB, OR SOME OTHER DEVICE.
6. NEOPRENE RUBBER GASKET REQUIRED BETWEEN RISER MOUNTING FLANGE AND GATE FLANGE.
7. MATING SURFACES OF LID AND BODY TO BE MACHINED FOR PROPER FIT.
8. FLANGE MOUNTING BOLTS SHALL BE 3/8- DIAM. STAINLESS STEEL.
9. ALTERNATE SHEAR GATES TO THE DESIGN SHOWN ARE ACCEPTABLE, PROVIDED
THEY MEET THE MATERIAL SPECIFICATIONS ABOVE.
r,__)"�SH�EAR�G�ATE �DETAIL.
�SUALE: NTS
DATE
OLYMPIC VIEW WATER AND SEWER DISTRICT FEB. 2010
23725 EDMONDS WAY SCALE
EDMONDS, WA 98026-8981 1w a 20'
,,,-HANDLE WITH
LOCK PIN.
ADJUSTABLE LOCK
11* ROD OR TUBING,
VARIABLE LENGTH.
LIFT HANDLE
0
0
Z, IrT U,
LIFT HANDLE SHALL BE
ATTACHED PER MANUFACTURER'S
RECOMMENDATIONS.
ELBOW bETAIL
APPROVED AS NOTEU
BY NGINEER114G
Date:_
* qzso gz4.zim -ro fiWAyw
cTa?_rA,Dw7A*6;r, p4wAz-r ev
ffte 0061W
ggS I ofileb '712i /Z01 0
EQUIPMENT AND MATERIALS CENTER
GRADING AND STORM DRAINAGE NOTES AND DETAILS
RESUB
OCT 20 2010
BUILDING DEPARTMENT
CITY OF EDMONDS
�0_ "10
@I It 10
JOB NUMBER
08094.00
SHEET NAME C2.2
SHEET C2.2 OF
SECTION 31, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.
V)
0
n
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U)
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LLJ
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GENERAL NOTES:
GRAPHIC SCALE
1. PRIOR TO CONSTRUCTION, CONTRACTOR SHALL COORDINATE 20 0 10 20 40
FIRE SERVICE PENETRATION POINT WITH MECHANICAL AND
PLUMBING PLANS
ILI, 0046JJOOJ00105
CONTRACTOR TO FIELD VERIFY SIZE AND HORIZONTAL AND
VERTICAL LOCATION OF EXISTING UTILITIES PRIOR TO IN FEET)
N88*5335"W 108.00'
CONSTRUCTION OR ORDERING OF ANY MATERIALS AND
v 1 inch 20 feet
6'FENU; PROVIDE CIVIL ENGINEER NTH FIELD AS BUILT INFORMATION TO
4117DOE HEDCE'
CONFIRM THE DESIGN AS SHOWN.
FOUND 5/8' REBAR/CAP NCH RESTORATION SHALL BE PER DETAIL 1. SHEET C3.1.
4 3. TRE
'_YbEC
F 4. MATERIAL BIN WALL PENETRATION SHALL BE MADE BY USING LEGEND
16"DEC
8" DIAMETER PVC OR DI SLEEVE THROUGH WALL, PRIOR TO
EXIS 77NG PROPOSED
WALL CONSTRUCTION.
-toi M
3 WATER VALVE
FIF HYDRANT
5. PRIOR TO CONSTRUCTION CONTRACTOR SHALL VERIFY DEPTH
WATER METER
OF EXISTING SEWER STUB TO DETERMINE AVAILABILITY OF MANHOLES (SS/SD) 00 0 0
CONNEC11ON TO EXISTING MAIN AT LOCATIONS SHOWN. CB
i2 IR 0 0
d POWER/UTILITY POLE, -0- -0-
PIV AND 4" FDC W14- STORZ
I ASPHA 6. CONTRACTOR SHALL COORDINATE RELOCATION OF GUY ANCHOR
ADAPTER PER CITY OF EDMONDS LT POWER TRANSFORMER
COMMUNICATIONS PEDESTAL TO LOCATION SHOWN.
SPECInCARONS ON BUILDING FACE,
U [I]
POWER/TELEPHONE VAULT EP MP M
SEE MECHANICAL PLANS FOR TELEPHONE/TV RISER
00 1
Zt.
7. CONTRACTOR SHALL COORDINATE THE CONSTRUCTION OF NEW
DETAILS. CO I GAS VALVE M
GAS SERVICE AND RELOCATION OF GAS METER AS SHOWN. STREET LIGHT
CONNECT NEW SERVICE TO EXISTING ELBOW AT FACE OF SPOT ELEVATION (200.00)_'�*
200.00
1-61 45- DI BEND(MJxMJ) 1_F7RE HYDRANT ASSEMBLY
BUILDING. SIGN n
IL
7'!D�C
1- 7HRUS T BLOCK WAEGALUGS AND SHACKLE RODS. BUILDING MAILBOX
C3
EX. IRRIGA 77ON CONNEC71ON PER OVIVSD S7DS PER 0 VWSD S 7DS FFE=389.9' 8. SAWCUT AND RESTORE EXISTING CONCRETE WALK FOR ROCKERY
CXDM com
POINT. CONNEC71ON POINT TO 7L/ Ot !(.,JJ00600201 kllf
CONSTRUCTION OF UNDERGROUND GAS AND COMMUNICATIONS CONIFER TREE
C8 RIM=388.67 <
REMAIN. SEE LANDSCAPE SERVICES. CONCRETE SHALL BE NEAT CUT AND RESTORED
PLANS IE 6"PVC SE=386.1 HN.A.C. '10!'FIR LIJ NTH 6" UN -REINFORCED CONC. P DECIDUOUS TREE
IE 6"PVC NE=386.8 i t : Cr AVEMENT WITH SMOOTH 0 0
UNIT FOUND CASED MONUMENT
TROWEL FINISH. COMPACT SUBGRADE- TO 95% MAXIMUM
IE 12"CPEP SW=386.0 IRON REBAR W/ YELLOW
0 DENSITY. SET 5/8
A'0 0 PLASTIC CAP STAMPED L.S.
7L
N88 UNLESS OTHERWISE STATED.
0046JJ00600100
9. NEW BURIED POWER FOR SERVICE TO FUELING STATION. SEE
'35"W 113.05'
�j jDtC,' ELECTRICAL PLANS FOR CONNECTION TO BUILDING. UTILITY SET PK & WASHER STAMPED L.S. #
0
0 'PVC
TRENCH SHALL BE LOCATED WITHIN LOCATION OF DEMOLISHED SITE BENCH MARK UNLESS OTHERWISE NOTED Q2)
EMERGENCY SHUT OFF PAVEMENT. CATCH BASIN PROTECTION
@
S141TCH FOR FUEL RELOCATE EX. GAS 07 DEMOLITION LINE
G.'!PUMP9.86 ME TER TO BA CK OF CENTER LINES
IE 4"PVC E=388.
WALL PROPERTY LINES
5 LF-6" b.l. 96 LF'�-�" Dil FUEUNG STATION NO"MIS:
I' IR' 1.40
9, RIGHT-OF-WAY LINES -ROW-
CLASS 52 CLASS"5522
N CO RIM=39
712-LA.VAULT 1E 6"PVC N=388.22 1. AN APPROVED PORTABLE FIRE EXTINGUISHER COMPLYING WITH >
I . . ' 4) i "I,- C 'i - 'i� - DITCH LINES/ FLOW
W16" DCVA; & W__ IE 4"PVC W=387.37 SEC11ON 906 WITH A MINIMUM RATING OF 2-A: 20-B: C SHALL WATER LINE _w_
SEE DETAIL .3, Ds IE §gbODSO7.28 BE PROVIDED AND LOCATED SUCH THAN AN EXTINGUISHER IS SANITARY SEWER LINE _SS_ �Ss�
an - STORM DRAIN LINE -SD- �SD�
SHEET CJ.2 W IE J86.38 NOT MORE THAN 75 FEET FROM PUMPS, DISPENSERS OR GAS LINE -G-
' \' -""' � ...... 7L,� 00688700100800 STORAGE TANK FILL -PIPE OPENINGS. L . G-
11 LF-6" D.1 PER DETAIL S-2 7LI 00688700100600 POWER LINES -UP-
UP-
UNDERGROUND TELEPHONE LINES UT-
-UT -
CLASS 52 CAU77ON U77LITY SHEET CJ. 1 7LI 00688700100400
71100688700100200 2. WARNING SIGNS SHALL BE CONSPICUOUSLY POSTED WITHIN
T CN CHAIN LINK FENCE 0- -0
CB RIM=3917.61 SILT FENCE X - -
CROSSING(j) 4 SIGHT OF EACH DISPENSER IN THE FUEL DISPENSING AREA AND.
VACTOR DISPOSAL 7LI 00688700300800
CB RIM=389. "0 7LI 00688700JOIlOO
IF 12"CPEP NW=385.52 WOOD FENCE
IE 12"CPEP SE=385.49 CA U 77ON U 77LI TY IE 8"CPEP S1 =385.5 12, STA 77ON DETAIL 1 SHALL STATE THE FOLLOWING: (11. IT IS. ILLEGAL AND SAWCUT LINE 13
ACCESS IIA'CROSSING IE IftPEP t �1=385 0 SHEET C3.2 7L� '006887000000 DANGEROUS TO FILL UNAPPROVED CONTAINERS NTH FUEL. 2.
LIMITS OF CLEARING & GRADING
TIP.) IE 12-CPEP ffiV-385. 0 FIR', to ILI 00688700201000
<1 7LI 00688700JO1000 SMOKING IS PROHIBITED. 3. THE ENGINE SHALL BE SHUT OFF G
4
CB RIM=389. 9 71100688700100100 DURING THE REFUELING PROCESS. 4. PORTABLE CONTAINERS
2-6" WET TAP CONNEC77ONS 7L# 006887001`00.300
ASPHALT OVERLAY PAVING
IE 8"CPEP N '=386.7 SHALL NOT BE FILLED WHILE LOCATED INSIDE THE TRUNK,
W16 " GA 7E VAL VES 7Lf 00688700100500
0 A 14E 7L# 00688700100700 PASSENGER COMPARTMENT, OR TRUCK BED OF A VEHICLE.)
TO EX 6" DI MAIN UP
NEW CONCRETE
.0 33 LF 6"D I C8 RIM=391.92
CLASS 3. THE FUELING STATION DISPENSER AND FILL CAP SHALL BE
IE 8"CPEP 14=386.3 (CALC)
A
LOCKED DURING PERIODS OF NON-USF_
"CEDAR bEMO ASPHALT/CONCRETE
_-4o LF-6" PVC
x
-4- A41N 4. DISPENSER HOSES FOR CLASS I AND 11 LIQUIDS SHALL BE
G STA ZZQA 46- S= 1. 0ox
EQUIPPED WITH A, LISTED EMERGENCY BREAKAWAY DEVICE CLEAN OUT
RELOCA 7ED GASOLINE FUEL TAW CONNECT VACTOR DISPOSAL 0
DESIGNED TO RETAIN LIQUID ON BOTH SIDES OF A BREAKAWAY
DRAINS PER DETAILS ON
ss 4
SEE FUELING STA77ON NOTES POINT. SUCH DEVICES SHALL BE INSTALLED AND MAINTAINED IN
2 STORM VAULT TOP=388.1.3
i2"DEC SHEET 0.2
SEE DETAIL 2, SHEET CJ.
IE 12"CMP SE=384.59 ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. POST INDICATOR VALVE 0
TWIN
FOR PAD CONS7RUC77ON . � 1,)"Fl
0 1E 12"CMP SVV=382.38 I P WHERE HOSES ARE ATTACHED TO HOSE -RETRIEVING
00 12"DIEC 9"DEC SSCO #1
MECHANISMS, THE EMERGENCY BREAKAWAY DEVICE SHALL BE
0 FIRE DEPARTMENT CONNECTION 1w
x CRLRIM=38J.56 IE 385.98 LOCATED BETWEEN THE HOSE NOZZLE AND THE POINT OF
PER
cl� IE 24"CONC SW=382.44
1E 12"CONC 14E=381.81 sD_ DETAIL S-2 ATTACHMENT OF THE HOSE-REMEVAL MECHANISM TO THE
0 SHEET C.3.1 HOSE. SEWERMANHOLE (iff)
36"CONC SE=381.36 LF '41V
IE 36"CONC NW=381.21
5. A LISTED AU TOM ATIC-CLOSIN G- TYPE HOSE NOZZLE VALVE NTH
o
00 CB RIM=389.37 SOLID LID \\\-JJ LF-6" DI OR WITHOUT A LATCH -OPEN DEVICE SHALL BE PROVIDED ON
0 WATER LEVEL=384.9 ISLAND -TYPE DISPENSERS USED FOR DISPENSING CLASS 1, 11,
x
IE 12" CPEP NE=384.9 (CALC.) S=1.0Ox OR IIIA LIQUIDS.
(D
0e,
d 1E 28"00" CMP SE=384.9 (CALC.) CB RIM=389.32
IE 12. RCP NW=384.9 (CALC.)
Ld IE 8"CPEP SW=365.9 6. EXISTING FUEL TANK SHALL BE EMPTIED OF IT'S CONTENTS
IE 28x2O"CMP NW=385.25 PRIOR TO RELOCATION.
0
00
5
EC
\5"FIR 0
0 x
24" 26"FIR \'/41'Y"D SSUH #1 7-YPE/ 48
6 RELOCA TED EX.
RIM .389 701 (MA TCH EX GRADE)
U_ COMM PEDESTAL
L0
IE 385.55 (S W)
YCEDAR
V) IE 385.65 (E)
0 01 2"'DEC
CB RIM 88 61 11 " - PROVIDE 2.0' SUMP
7 DEC,\
OCONNECT NEW GAS IE 6"CONC tz386',9
DETAIL S-4
z - 1 1 \
.85 V'L/ \.
0 SERVICE FROM EXIS77NG IE 6"CONC NW=386 SHEET CJ. 1
CPEP IIE=386.8
IE 8
00 SERVICE LINE _9' �p
0
x 7",1:2 �!"InE
Ui s
V) _. - &I FOUNDTW05/8'
I 0�>_ REBAR/CAP "II.D.A.-
<
0
00 FOUNDCASED
0 CONC FILLED 2.5' I.P. S89-08'02-E
x 0 PC S.R. 104 8- 1.08'
(WS1 TED 711812006)
SITE BENCHMARK
V)
I ELEV.=388.97' (NAVD88)
It RESUB
0)
0
00
0 APPROVED AS NOTED OCT 2 0 2010
x
I- 4GINEERING
BY 0111 �1,,All 11 L-L-1 �1111 %A��
BUILDING DEPARTMENT
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N 289371.7256 / 1/16" COPPER PIN
W 1-800-424-5555 2e
E 1267192.4068 INTX. 238TH ST. SW & 84TH AVE. UNDERGROUND SERVICE (USA) I
FIOUND CA.SF0 (VISITED 7/18/2006) ORAL -flu
I 1255 Kirkland Way, Suite 300 DATE JOB NUMBER
5 y
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A DESIGNED ZK BID ADDENDUM 2 6/2/2010 Kirkland, WA 98033 OLYMPIC VIEW WATER AND SEWER DISTRICT
A FEB. 2010 08094.00
_j BID ADDENDUM 1 p. 425.827.2014 1 f. 425.827.5043 EQUIPMENT AND MATERIALS CENTER
DRAWN ZKL 23725 EDMONDS WAY SHEET NAME C3.0
5/28/2010. PAWE ....... �i�c-iu-r ............................... SCALE
D CHECKED PDC BID DOCUMENTS 5/12/2010 F_ I . ivil I al I Planning I Survey EDMONDS, WA 98026-8981 WATER AND SEWER PLAN
An Engineadng Sentices Company. paceengrs.corn 1 20' SHEET C3.0
K REVISION DATE B Y j
SYM AP D OF _1
SECTION 31, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.
HORIZONTAL BLOCKING
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RESIDENCE
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CLEANIOUT WITH 45* a.
BEND AND CAP
NOT TO EXCEED 100' BETWEEN
CLEAN OUTS
CLEANOUT (WYE WITH CAP
AND LOCKING LAMPHOLE COVE
& CONCRETE LEVELING COLLAR
12"+/-
WATER TIGHT CAP
RISER
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W
Ld
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C.O.
1404NI3"
CONCRETE
COLLAR
LEVELING COLLAR
LAMPHOLE COVER
PAD
12" PVC
SLEEVE
6" RISER
4"OR6"SIDES R
R 6' SIDE SE�WER
GENERAL CLEANOUT DETAIL 6"WYE AND 45'
AND 118 BEND 6" DISTRICT STUB
12"+/-
4"0116"SIDESEMR
ASPHALT SURFACE CLEAN OUT DETAIL AT PROPERTY LINE
12" LOCKING LAMP H OLE COVER.
(OLYMPIC FOUNDRY CO.)
6"RISER 12" PVC SLEEVE (MODEL 5931 OR EQUAL)
Pvc CAP NOTE:
TYPICAL CLtNOUT UNDER ASPHALT SIDE SEWER JOINTS SHALL BE
OR CONCRETE GASKETED
SEWER CLEANOUT DETAILS
NTS
R APIC
OLYM VIEW WATER & SEWER DISTRICT
REVISIONS STANDARD DETAIL
R. Eberhart 5/31/2007 Sewer Cleanout Detail
DATE SCALE DWG HO.
10/23/02 nts S-2
ALIGN VALVE BOX EARS ALONG VALVE AXIS BLUE, DOUBLE- SIDED RAYOUTE MARKER
VALVE BOX, CAST IRON SLIDE EXTENSION 'PLACE OFF CENTER OF ROAD TOWARDSHYD.
CLOW MEDALLION, M & H 929,
u"ri I rp rrm-n ipInN AVK OR EQUAL
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3'x3'x6" CONCRETE PAD
1' MAX.
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10 MIL, PLASTIC BETWEEN
HYDRANT, BLOCKING AND
0
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10 MIL PLASTIC
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4" x 4" x 8" BRICK
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6" D.I. PIPE, CLASS 52, CEMENT
LINED, 3'-0 . MIN. LENGTH REQUIRED 6" AWWA C515 RESILIENT SEAT GATE VALVE
NON RISING STEM, '0" RING SEALS, FL x MJ
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OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS STANDARD DETAIL
FIRE HYDRANT ASSEMBLY DETAIL
DATE SCAM DWG NO.
02/25/03 1 NTS I W-3
BID ADDENDUM 2 6/2/2010
BID ADDENDUM 1 5/28/2010
BID DOCUMENTS 5/12/2010
REVISION DATE I BY
RING AND COVER
AD-
POLDS2
ADJUSTMENT SECTION
to
EVELING BRICKS OR GRADE
�INGS
OPTIONAL).
24*
>_
STEPS 2
in
PRECAST CONE
(ECCENTRIC UNLESS
OTHERWISE SPECIFIED).
la
48% 54'�, OR 60'
�7
L/.'
PRECAST RISER SECTIONS
SLOPE
LADDER
142*�FT*
CONSTRUCT IN FIELD CHANNEL AND
SHELF TO THE CROWN OF THE PIPE
MORTAR
PRECAST BASE &
INTEGRAL RISER.
FILL
V-0.
z�
00
Lei 0:
GRAVEL BACKFILL FOR FOUNDATIONS
6" MIN. COMPACTED DEPTH
MIN.
FOR PRECAST BASE ONLY.
SEPARATE CAST IN PLACE
BASE OR SEPARATE
0
PRECAST BASE.
REINFORCING STEEL (FOR PRECAST BASE INTEGRAL RISER ONLY)
0.15 SO. /FT. IN EACH DIRECTION FOR 48" DIAM.
REINFORCING STEEL (FOR SEPARATE BASES OVLY)
0.19 SO. N IN EACH DIRECTION FOR 54' DIAM.
0.25 SO. IN./FT. IN EACH DIRECTION FOR 60' DIAW
EACH DIRECTION FOR 48 DIAM.
0.23 SQ. IN./FT. IN
0.19 SO. IN./FT. IN EACH DIRECTION FOR 54- DIAM.
rjl- 0.25 SO. IN./Fr. IN EACH DIRECTION FOR 60* DIAM.
4 ,
'0*
RING
PRECAST BASE JOINT
OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS STANDARD DETAIL
Type I Manhole Sheet I of 2
I DATE SCALE DWO NO.
10/23102 nts S-4
RESILIENT SEAT TAPPING
GATE VALVE (FLxMJ)
I
RM
MIL PLASTIC
/-VALVE BOX-OLYMPIC FOUNDRY VB 940 OR EQUAL
TAPPING TEE
ROMAC MODEL FTS 420
FUSION EPDXY COATED
OR ROMAG SST
10 MIL PLASTIC
THRUST BLOCKING PER SCHEDULE.
10 MIL PLASTIC BETWEEN TEE
AND BLOCKING.
UNDISTURBED SOIL, TYPICAL
ELEVATION
WET -TAP CONNECTION
OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS STANDARD DETAIL
10/03/05 RCE WET -TAP CONNECTION
DATE 10/23/02 SCALE NTS DWO NO. W_7
NOTES:
1 . MANHOLES SHALL BE CONSTRUCTED IN ACCORDANCE WITH
AASHTO M199 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED
IN THE WSDOT/APWA STANDARD SPECIFICATIONS.
2. HANDHOLDS IN ADJUSTMENT SECTION SHALL HAVE 3" MIN.
CLEARANCE. STEPS IN MANHOLE SHALL HAVE 6" MIN.
CLEARANCE. SEE ."MANHOLE STEPS DETAIL."
HANDHOLDS SHALL BE PLACED IN ALTERNATING GRADE
RINGS OR LEVELING BRICK COURSE WITH A MIN. OF ONE HAND,
HOLD BETWEEN THE LAST STEP AND THE TOP OF THE MANHOLE.
3. ALL REINFORCED CAST -IN -PLACE CONCRETE SHALL BE CLASS 4000.
ALL PRECAST CONCRETE SHALL BE CLASS 4000. NON -REINFORCED
CONCRETE IN CHANNEL AND SHELF SHALL BE CLASS 3000.
4. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR
KNOCKOUTS. KNOCKOUTS SHALL HAVE WALL THICKNESS OF 2"
MIN. UNUSED KNOCKOUTS NEED NOT BE GROUTED IF
WALL IS LEFT INTACT. PIPES SHALL BE INSTALLED ONLY IN
FACTORY KNOCKOUTS UNLESS OTHERWISE APPROVED BY THE
ENGINEER.
5. KNOCKOUT OR CUTOUT HOLE SIZE SHALL EQUAL PIPE OUTER
DIAM. PLUS MANHOLE WALL THICKNESS. MAX. HOLE
SIZE SHALL BE 36" FOR 48" MANHOLE, 42" FOR 54" MANHOLE,
48" FOR 60" M.H. MIN. DISTANCE BETWEEN HOLES SHALL BE 8".
6. MANHOLE RINGS AND COVERS SHALL BE IN ACCORDANCE
WITH SEC. 7.05 AND MEET THE STRENGTH REQUIREMENTS
OF FEDERAL SPECIFICATION RR-F-621D. MATING SURFACES
SHALL BE FINISHED TO ASSURE NON -ROCKING FIT WITH ANY
COVER POSITION.
7. ALL BASE REINFORCING STEEL SHALL HAVE A MIN. YIELD
STRENGTH OF 60,000 PSI AND BE PLACED IN THE UPPER HALF
OF THE BASE WITH 1" MIN. CLEARANCE.
8. FOR HEIGHTS OF 12' OR LESS, MIN. SOIL BEARING VALUE
SHALL EQUAL 3,300 POUNDS PER SQUARE FOOT. FOR HEIGHTS
OVER 12', MIN. SOIL BEARING VALUE SHALL EQUAL 3,800
POUNDS PER SQUARE FOOT.
9. FOR DETAILS SHOWING GRADE RING, LADDER, STEPS, HANDHOLDS,
AND TOP SLABS, SEE SHEET 1 OF 2
10. SEE THE WSDOT/APWA STANDARD SPECIFICATIONS SEC.
7-05.3 FOR JOINT REQUIREMENTS.
11. MANHOLE CHANNELS SHALL BE SHAPED TO ALLOW
PLACEMENT AND USE OF TELEVISION INSPECTION EQUIPMENT.
OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS STANDARD DETAIL
Type I Manhole Sheet 2 of 2
DATE SCALE DWO NO.
10/23102 1 nts I S4
REQUIRED PAVEMENT
RESTORATION IN RIGHT OF WAY.
SEE RIGHT OF WAY USE PERMIT
SURFACE RESTORATION
AS SPECIFIED
'177 77.71 -
"GRAVEL BORROW" OR SUITABLE EXCAVATED -
MATERIAL. COMPACT TO 90% OF MAX. DENSITY.
BENCH AS NEEDED FOR SHORING OR TRENCH BOX
(TYP.) WHEN DEPTH IS 4 FT. AND GREATER.
PIPE BEDDING
Pipe
Size
DIA.
BEARING
AREA
OF BLOCK SQ.FT.
TEES &
go-
45-
22-1/2'
IN.
ENDS
ENDS
ENDS
ENDS
4"
3
1
1
1
6"
4
4
2
1
8
7
6
4
2
ion
11
10
6
3
12"
16
14
9
5
TYPE "A* BLOCKING
FOR 11YV - 221�t* 30* VERTICAL BENDS
4 TURNBUCKLES
THREAD 6"
PAINT SHACKLE RODS NTH
2 COATS OF COAL TAR OR
ASPHALT PAINT
TYPE *B* BLOCKING
FOR 45' VERTICAL BENDS
4 TURNBUCKLES
THREAD 6"
NOTES
ALL BLOCKING SHALL BE POURED AGAINST FIRM UNDISTURBED SOIL
BEARING AREA AT FITTINGS NOT* GIVEN IN BEARING TABLE
SHALL BE AS DIRECTED BY THE ENGINEER.
WHEN POURING AGAINST PLUGS AND BLIND FLANGES SET STEEL
METER BOX LID AGAINST FITTING TO KEEP CONCRETE OFF BOLTS
LAYOUT TO BE APPROVED BY DISTRICT PRIOR TO CONCRETE POUR.
THRUST BLOCKING
SAWCUT
EXIST. PAVEMENT
FSURFACE
v V, �//s
NEAT -LINE TRENCH (TYP.)
Z
1< WHEN DEPTH IS LESS THAN 4 FT.
"CRUSHED SURFACING -TOP COURSE"
Z COMPACT TO 95% MAX. DENSITY.
4
"GRAVEL BORROIC OR SUITABLE
EXCAVA7ED MA7ERIAL. COMPACT TO
6" MIN. 95X OF MAX DENSITY
0
PIPE
0
0 c. a_0
-0
MIN.
1qFF Mbm ---I
NOTES:
1. MAXIMUM WIDTH OF TRENCH AT TOP OF PIPE
* 30" FOR PIPE UP TO AND INCLUDING 12" NOMINAL DIAMETER.
* O.D. PLUS 16" FOR PIPE LARGER THAN 12" NOMINAL DIAMETER.
11255 Kirkland Way, Suite 300 DATE
Kirkland, WA 98033 OLYMPIC VIEW WATER AND SEWER DISTRICT FEB. 2010
p. 425.827.2014 1 f. 425.827.5043 23725 EDMONDS WAY
SCALE... .. .. . ... .. . ....
P,=E Ci.v.11.i.St-ru.ct.u.ral.-I.-Pi���i;.I.S.u.rvey EDMONDS, WA 98026-8981
An Englneedng SeMces Company paceengrs.com NTS
PAINT SHACKLE RODS NTH
2 COATS OF COAL TAR OR
ASPHALT PAINT
TYPE "A" BLOCKING
FOR 1114V - 2211' - 30* VERTICAL BENDS
300
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APPRUVEL) AS NOTED
BY EN13INEERING
Date:, RESUB
OCT 2 0 2010
BUILDING DEPARTMENT
CITY oF EDMONDS
EQUIPMENT AND MATERIALS CENTER
WATER AND SEWER DETAILS
JOB NUMBER
08094.00
SHEET NAME C3.1
SHEET C3.1 OF 11
28'-0"
SECTION 31, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.
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27'.-0"
19'_O"
NOTES*
1. SEE STRUCTURAL DRAWINGS FOR CONCRETE AND REBAR SPECIFICATIONS.
2. HEAVY DUTY WELDED STEEL GRATING SHALL BE AS MANUFACTURED BY GRATING PACIFIC$
3651 SAUSALITO STREETj LOS ALAMITOS, CA 90720, (800) 321-4314. GRATING SHALL BE
TYPE W-15-2 OR APPROVED EQUAL CAPABLE OF SUPPORTING H-20 LOADING ACROSS
2.0' SPAN. THE GRATING SHALL BE CUT IN 48" LENGTHS.
6' HIGH CONCRETE SIDE WALLS
CONC.
19'-0"
N
,,GRATING (TYP.)
SEE NOTE 2
a 5 %
20-L6 w
SECTION A— A
6" PVC SEWER
. (SEE PLANS)
i $—on
C.O.
CLEANOUT
TO SURFACE
6- PVC PIPE (TYP)
CLEANOUT
TO SURFACE
EXISTING RELOCATED FUEL TANK:
1,000 GALLON CONCRETE DOUBLE WALLED
CONVAULT TANK WITH LEAK MONITORING
AND SPILL PROTECT`ION/CON TAINM ENT.
f'%Ik 1� - A ^�# I&
UZ) LD r OR S I C
MEGALUG FITTING
18"
MIN.4
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ALL PENETRATIONS SHALL BE
CORED DRILLED AND MADE WATER
�O
TIGHT USING NON -SHRINK GROUT
WITH WATER SEAL _/
EXISTING FUEL, DISPENSER:
CM 2115 GPI HEAVY DUTY
rfirl IMAKIC-rt'M L'%1t1-rMA
flnul
L STATION PAD AND RELOCATED FUEL TANK
: 1"=2'
REFER TO CHART
ALIGN WITH HATCH
LADDER PER APWA STD PLAN #41
EXTENDLADDER
PRE -ASSEMBLED, DOH STATE APPROVED LOUT AS REQUIRED
DOUBLE CHECK VALVE ASSEMBLY I FOR EASY ACCESS
10
18"
A FLANGED
COUPLING
I ADAPTER
712—LA VAULT
EXTERIOR PLAN VIEW
GENERAL NOTES:
1. ACCESSES BY L.W. HATCH: TYPE "D" ( HD-10 PEDESTRIAN LOAD; H-30 TRAFFIC LOAD)
WITH SIDE OUTLET GUTTER DRAIN.
2. VAULT COVER GUTTER DRAIN SHALL CONNECT TO A DRY WELL OR CATCH BASIN.
3. DCVA MUST BE TESTED BY A CERTIFIED BACKFILOW ASSEMBLY TESTER.
4. ALL TEST COCKS MUST BE PROVIDED WITH PCV PLUGS.
5. A CITY APPROVED VALVE IS REQUIRED BETWEEN THE SUPPLY MAIN AND THE VAULT.
6. VAULT SHALL BE PLACED ON PRIVATE PROPERTY AT PROPERTY LINE.
VAULT SIZES
DCVA SIiE
APPROXIMATE EQUIP
DIMENSIONS
MINIMUM INSIDE VAULT
DIMENSIONS
(EXCLUDES SIAMESE CONNECTION)
A
B
C
LENGTH
WIDTH
HEIGHT
4" X 3/4"
2'-9"
4'-3"
'0'-67
i'l 0'-0"
5'-0'
60-6"
6" X 3/4"
3'-9"
5'-6"
0'-8"
11'-0"
60-0"
61-6"
8- X 3/4-
40-5"
6P-4"
0'-9'
120-0-
6P-O"
W-6tv
10" X 1"
60-0-
8t-6-
0'-11'
140-6'�
7'-0"
60-69P
DOUBLE CHECK VALVE ASSEMBY
N.T.S.
- 6w
(TV)
1. THE CONVAULT TANK STRUCTURE CONSISTS OF THREE MAIN COMPONENTS.
A. STEEL TANK CONSTRUCTION A" OR )16" STEEL.
B. SECONDARY CONTAINMENT — Y4-STYROFOAM.
C. CONCRETE VAULT — 6" REINFORCED CONCRETE.
2. UL LISTINGS
A. UL-142, ABOVEGROUND TANKS FOR FLAMMABLE AND COMBUSTIBLE
LIQUIDS.
B. UL-2085, TWO HOUR FURNACE FIRE TEST AND TWO HOUR SIMULATED
POOL FIRE TEST FOR INSULATED TANKS.
C. UL-2085 AND UFC SECTION (79-7) APPENDIX # A-11—F-1, BALLISTIC
AND VEHICLE IMPACT TEST FOR PROTECTED TANK.
D. UL-2085, INSULATED AND PROTECTED SECONDARY CONTAINMENT
ABOVEGROUND TANKS FOR FLAMMABLE AND COMBUSTIBLE LIQUIDS.
APPHOVED AS NOTED
BY ENGI EERIN Call
I
bef ore you
Date: ?J1 0
Dig.
IN&W-rs BLI 1-800-424-5555
6 V Vi&b UNDERGROUND SERVICE (USA)
E1,43- U 8
OCT 20 20
BUILDING DEPARTMENT
GI-ry OF EDMONDS
top/
11255 Kirkland Way, Suite 300 DATE JOB NUMBER
DESIGNED — ZK BID ADDENDUM 2 6/2/2010 Kirkland, WA 98033 OLYMPIC. VIEW WATER AND SEWER DISTRICT FEB. 2010 08094.00
p. 425.827.2014 1 f. 425.827.5043 EQUIPMENT AND MATERIALS CENTER
LDRAWNZK BID ADDENDUM 1 5/28/2010 23725 EDMONDS WAY SCALE SHEET NAME C3.2
C C
P
BID DOCUMENTS 5/12/2010 PiAMM E �i*v!'I'I"S't*r'*u*'c*t'U*'r**a*1"1"*P'I"a"n*'n*ih"g"*I'*'S*'u*r**v"ey WATER AND SEWER NOTES AND DETAILS
CHECKED PDC SYMI REVISION DATE BY IAPP'D An Engineering Services Company paceengrs.corn EDMONDS,. WA 98026-8981 1 0 4 SHEET C3.2 . OF __11
c�lemz�1419A
RESUB
OCT 2 0 2010
BUILDING DEPARTMENT
CITY OF EDMONDS
Aaron
MET FILE
END or reverse cone toper to
ROAD WORK] show end of work area
G20-2a Buffer Vehicle with
.500' MAX TMA (a
(See N=tionol)
R
W4-2(L) W20- 5 (�I W2b- 1^
Block on Orange .. DAD
GHT LANE
CLOSED WORK
WAHEAD
— — — — — — — — —
-
—
SIGN SPACING TABLE
Speed
X
45/50 MPH
5001±
35/40 MPH
_�5/30.MPH
350,±
I
200't
LE11DIN I
Channe I I zi ng Dev I ces
IMI Sequential Arrow Sign
Typical 0PplIcat Ion - daytime operation of short duration
on a four -lone divided roadway where one lone Is closed.
NOTES
I. Flashing warning lights and/or flags shall be
used to call attention to early warning signs
when specified in contract.
2. See Buffer Data Table. Use of buffer vehicle
is recommended. If may be a war.: vehicle, I
buffer vehicle Is used, minimum from end o-� '-f
toper to work area shall be total of "R" (roll
ahead distance) plus length of vehicleo plus "B"
(buffer space). If buffer vehicle is not used,
minimum distance shall be "B".
BUFFER DATA-j
Buffer Space
Speed (MPH)i
30
35
40
45
50
B (FT)
1 55
85
120
170
220
280
Buffer Vehicle Roll Ahead Distance
4 Yard Du' Sr
24,000 LPB' 'c'
Stationary
Operation
R (F�) =
too
MI.NIMUM TAPER LENGTH L IN FEET
Lone Posted Sp MPH)
Width
(feet) 25
30
35
40
45
50
10 105
150
205
270
450
500
11 115
12 125
180
245
320
540
600
CHANNELIZING
DEVICE SPACING (FT)
MPH
Toper
Tangent
35/SO
30
60
25/30
20
40
FOR =LOCCAL
Cy UOE
A&EMP-W flngm�
TRAFFIC CONTROL PLAN
IST9
IONAL
STANDARD PLAN K-7
APPROVED FOR PUBLICATION
2-W-- MVf tA ANSPDRWIGN
23725 Edmonds Way, Edmonds, WA - Google Maps
Page I of 18
M"
4
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3/2/2011
2' )725 Edmonds Way, Edmonds, WA - Google Maps
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Address 23725 Edmonds Way
m a p s Edmonds, WA 98026
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SECTION 31, TOWNSHIP.27 NORTH, -RANGE 4 EAST, W.M.
7L,,g 00116JJ00J00105
11255 Kirkland Way, Suite 300
Kirkland, WA 98033
p. 425.827.2014 1 f. 425.827.5043
PACE
BID DOCUMENTS 15/12/20101 1 CP,
REVISION I DATE I BY JAPP'D An Engineedng Services Company paceengrs.com
FOUND 5/3- REBAR/CAP
H.D.A.'
EX. BUILDING
TO REMAIN
F-
SA WCUT EX. CONC. WALK FOR
COJVSTRUC77ON OF BURIED U77LITIEs,
SEE SHEET C3.0 FOR
U77LITY
CONS77?UC7ION.
C8 RIM=391.4.0
IE 6'PVC N=388:22
IE 4'PVC* IV=387.37
IE O'CPEP, S=387.28
I-INAX.
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UNIT
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DEMOLISq EX
Tb7 00683700100400
TL'�' 00688700100200
c,q
BUILDING
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PR07ECT EX. TREES
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GAS SERWCE.
C8 RAAI=391.�2
1E 8"CPEP 11=336.3 (CALC)
E 18"CIAP SVY'=33585.5 (CALC)
PROMICT-EX. 77?EE
DEMO EX.
DEAD 22" PINE TREE
SILT FENCE (TYP.)
PER DETAIL El. I
SHEET C1. 1
CB RIM=389.3 21
IE 8'�CPEP SW=385.9
IE 18'CMP NE=385.3
IE 26x2O"CMP NW=3,G5.25
REMOVE EX
ASPHALT & CURBING
PROTEC7 EX. TREES
%9 '08'02 "E
0 08,
8
S T S W
S69108'271E
13f4.17'
'-58BA-3.1 MONUMENT
N 289371.7256
DATE
OLYMPIC VIEW WATER AND SEWER DISTRICT FEB. 2010
23725 EDMONDS WAY
A E
EDMONDS, WA 98026-8981 1 IV a 2U
0 GENERAL
1. UNDER THIS PERMIT THE CONTRACTOR SHALL NOT WORK
BEYOND THE FACE OF THE EXISTING CURB. A WSDOT PERMIT IS
REQUIRED FOR WORK WITHIN THE RIGHT-OF-WAY BEYOND THE
FACE OF CURB.
2. CONTRACTOR SHALL SAWCUT A NEATILINE MERE ALL
PROPOSED PAVEMENT MEETS EXISTING PAVEMENT TO REMAIN
AND WHERE DEMOLITION OF EXISTING CURBS AND PAVEMENTS
LEAVE EXISTING PAVEMENT TO REMAIN NTH A ROUGH EDGE.
SAW CUT AND DEMOLISH EXISTING PAVEMENT AS NECESSARY
FOR THE CONSTRUCTION OF THE WALL FOOTINGS, DECANT
STATION, UTILITIES, ETC. ADDITIONAL SAW CUTTING AND
DEMOLITION NOT SHOWN ON THIS PLAN MAY BE REQUIRED. ALL
QUANTITIES OF SAWCUTTING AND PAVEMENT REMOVAL SHALL
BE DETERMINED BY THE.C.ONTRACTOR AND BE INCLUDED AT THE
TIME OF BID.
3. CONTRACTOR SHALL RESTORE ANY PAVEMENT MARKINGS
DISTURBED OR REMOVED DURING CONSTRUCTION PER C.O.E.
GUIDANCE
4. CONTRACTOR SHALL REMOVE ALL STUMPS, AND ERRATIC
BOULDERS NOT SHOWN ON THIS PLAN AS REQUIRED FOR THE
CONSTRUCTION OF THE PROPOSED IMPROVEMENTS.
5. CONTRACTOR. SHALL C OORDINATE TEMPORARY
DECOMMISSIONING OF GAS SERVICE TO BUILDING NTH PSE AND
COORDINATE THE CONSTRUCTION OF A NEW SERVICE TO THE
EXISTING BUILDING AS SHOWN. ON SHEET C3.0.
6. CONTRACTOR SHALL COORDINATE RELOCATION OF EXISTING GAS
METER WITH PSE TO LOCATION SHOWN ON SHEET C3.0.
.7. CONTRACTOR SHALL COORDINATE RELOCATION OF EXISTING
COMMUNICATIONS PEDESTAL TO LOCA71ON SHOWN ON SHEET
C3.0.
8. REMOVE 54 LF-18" 0 CMP EXISITING DETENTION PIPE. SEE
SHEET C2.0 FOR REPLACEMENT DETENTION SYSTEM.
9. CONTRACTOR SHALL LIMIT PUBLIC ACCESS TO SITE WITH
TEMPORARY CHAIN -LINK CONSTRUCTION FENCE ALONG
PROJECT FRONTAGE UNTIL SUBSTANTIAL COMPLETION IS
ACCEPTED.
FOUND CASED
2.5" CONIC FILLED I.P. MON
W/ 1/16- COPPER PIN
INTX. 238TH ST. SW & 84TH AVE.
(V]SITED 7/18/2006)
11111#[*pilub,
EXISTING PROPOSED
WATER VALVE
HYDRANT
WATER METER
MANHOLES (SS/SD) 0 @
ce.
POWER/UTILITY POLE
GUY ANCHOR
POWER TRANSFORMER
POWER/TELEPHONE VAULT Fp_1 ED FFI E]
TELEPHONE/TV RISER
GAS VALVE
STREET LIGHT
SPOT ELEVATION (200.00)-%u 200.00
SIGN
MAILBOX
ROCKERY C= CIKM
CONIFER TREE
DECIDUOUS TREE
0 0
FOUND CASED MONUMENT
SET 5/8- IRON REBAR W/ YELLOW
PLASTIC CAP STAMPED L.S. #
UNLESS OTHERWISE STATED.
SET PK & WASHER STAMPED L.S. #
SITE BENCH MARK UNLESS OTHERWISE NOTED (n
CATCH BASIN PROTECTION
CENTER LINES
PROPERTY LINES
RIGHT--�-OF-WAY LINES -ROW
DITCH LINES/ FLOW
WATER LINE _w_ W
SANITARY SEWER LINE _SS_ -SSNN=m
STORM DRAIN LINE -SD-
GAS LINE G - G
-UP- -UP-
UNDERGROUND POWER LINES
UNDERGROUND TELEPHONE LINES. _UT -
UT.
CHAIN LINK FENCE 0 -
SILT FENCE x -
WOOD FENCE 13 -
SAWCUT LINE
LIMITS OF CLEARING GRADING G
ASPHALT OVERLAY PAVING
5 71
NEW CONCRETE
DEMO ASPHALT/CONCRETE
TEMPORARY SEDIMENT TRAP
0
DEMOLISH TREE AND ROOTS
DEMOLISH LINEAR FEATURE
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MUM V",AqMW
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EQUIPMENT AND MATERIALS CENTEFi
TESC AND DEMO PLAN