HomeMy WebLinkAbout31. SPT Drainage Report (TIR) FlatCivil Engineers
NOVAdyne
Seattle 425-753-1869 Portland 971-295-6441
SEATTLE PIPE TRADES ADDITION
595 MONSTER RD SW
RENTON, WASHINGTON
Prepared Exclusively for Seattle Pipe Trades by:
Novadyne Civil Engineers
(425) 753-1869
15
April 8, 2015April 22, 2015
TABLE OF CONTENTS
1.0 PROJECT OVERVIEW ................................................................................................................. 1
2.0 CONDITIONS AND REQUIREMENTS SUMMARY ................................................................. 2
2.1 Analysis of the Eight Core Requirements ............................................................................... 2
2.2 Analysis of the Five Special Requirements ............................................................................ 3
3.0 OFF-SITE ANALYSIS .................................................................................................................... 5
3.1 Upstream Drainage .................................................................................................................... 5
3.2 Downstream Drainage Course ................................................................................................. 5
4.0 ANALYSIS AND DESIGN ............................................................................................................. 6
4.1 Existing Site Hydrology ............................................................................................................. 6
4.2 Developed Site Hydrology ........................................................................................................ 6
4.3 Flow Control ................................................................................................................................ 7
4.4 Water Quality .............................................................................................................................. 7
4.5 Flood Plain................................................................................................................................... 7
5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN ................................................................ 9
6.0 SPECIAL REPORTS AND STUDIES ....................................................................................... 10
7.0 OTHER PERMITS ........................................................................................................................ 11
8.0 ESC ANALYSIS AND DESIGN .................................................................................................. 12
9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT . 13
10.0 OPERATIONS AND MAINTENANCE MANUAL ..................................................................... 14
Page 1
1.0 PROJECT OVERVIEW
The Seattle Pipe Trades Addition is located at the Seattle Pipe Trades facility in the
City of Renton Washington at 595 Monster RD SW andlies within Section 24, Township 23 North, Range 4
East. Please refer to the Vicinity Map within this section for a depiction of the project
site.
The project site is currently an undeveloped grassed area just west of an existing
parking lot. The surrounding properties are the Boeing Building 25-01 to the north,
Oakesdale Avenue Southwest to the east, vacant land owned by Boeing to the south,
and existing stormwater ponds and mitigated wetlands to the west. According to the City
of Renton soils maps, the on-site soils consist of Puget Silty Clay Loam, also known as
till soils. The site is located within the 100-year floodplain per current adopted FIRM
mapping. No regulated wetlands currently exist on site. The site is also located within a
Seismic Hazard Area according to the City of Renton mapping.
The project area drains to the north through an existing 12-inch culvert to existing
stormwater ponds that were constructed as a part of the Boeing Company Surface
Water Management Project in 1999. The site is within the Black River Basin, also a part
of the Duwamish-Green watershed.
The parking lot expansion area will incorporate permeable paving to provide stormwater
treatment, storage, and infiltration. WWHM was used to model the permeable pavement
section. The 8-inch base will provide stormwater storage, while the stormwater infiltrates
into the underlying soils. Surface runoff from the permeable pavement is not anticipated
and will only occur in the event that the porous asphalt pores get clogged or a storm
event that exceeds the 100 year model. The permeable pavement section has been
modeled to infiltrate the entire 100-year developed storm event. The parking area
expansion will minimize impacts to the existing floodplain and will not reduce the
effective storage volume within the floodplain. The onsite stormwater facilities will be
designed in accordance with the 2009 King County Surface Water Design Manual
(KCSWDM), 2012 Low Impact Development Technical Guidance Manual for Puget
Sound, and the City of Renton Amendments to the KCSWDM.
The Seattle Pipe Trades Addition is located at the Seattle Pipe Trades facility in the City
of Renton Washington at 595 Monster RD SW and lies within Section 24, Township 23
North, Range 4 East. Please refer to the Vicinity Map within this section for a depiction
of the project site.
Seattle Area Pipe Trades is proposing to add an 11,900SF addition to the current
53,400sf Building on the south side of the building located at 595 Monster Rd SW
Renton, WA 98057
Parcel 240324-9122
County of King, State of Washington.
This will require relocation of some utilities and expansion of parking to the south of the
5.53 Acre Site. The neighboring property Owner has agreed to sell additional area and/or
possibly grant construction and slope easements to allow additional parking to be
developed.
According to the City of Renton soils maps, the on-site soils consist of Puget Silty Clay
Loam, also known as till soils. The site is located within the 100-year floodplain per
current adopted FIRM mapping. No regulated wetlands currently exist on site. The site is
also located adjacent to a Seismic Hazard Area according to the City of Renton
mapping. The project area drains to the north through an existing 12-inch culvert to
existing stormwater ponds that were constructed as with the original building
construction. The site is within the Green River Basin, also a part of the
Duwamish-Green watershed.
The parking lot expansion area will incorporate permeable paving to provide stormwater
treatment, storage, and infiltration. WWHM was used to model the permeable pavement
section. The 8-inch base will provide stormwater storage, while the stormwater infiltrates
into the underlying soils. Surface runoff from the permeable pavement is not anticipated
and will only occur in the event that the porous asphalt pores get clogged or a storm
event that exceeds the 100 year model. The permeable pavement section has been
modeled to infiltrate the entire 100-year developed storm event. The parking area
expansion will minimize impacts to the existing floodplain and will not reduce the
effective storage volume within the floodplain. The onsite stormwater facilities will be
designed in accordance with the 2009 King County Surface Water Design Manual
(KCSWDM), 2012 Low Impact Development Technical Guidance Manual for Puget
Sound, and the City of Renton Amendments to the KCSWDM.
Page 2
2.0 CONDITIONS AND REQUIREMENTS SUMMARY
The project is subject to Full Drainage Review as dictated by the KCSWDM and the City
of Renton Amendments to the KCSWDM. Core Requirements No. 1 through 8 and
Special Requirements No. 1 through 5 are described below:
2.1 Analysis of the Eight Core Requirements
Core Requirement No. 1: Discharge at the Natural Location.
The intent of this requirement is to “prevent adverse impacts to downstream
properties caused by diversion of flow from one flowpath to another, and to
discharge in a manner that does not significantly impact downhill properties or
drainage systems,” KCWSWDM pages 1-19.
The existing site drains to northerly to the existing onsite stormwater facilities and
is then conveyed easterly into Springbrook Creek. The ultimate discharge
location for the site will remain unchanged. Stormwater runoff will be infiltrated
with the use of permeable paving.
Core Requirement No. 2: Off-Site Analysis.
The intent of this requirement is to identify and evaluate off-site flooding and
erosion problems that may be created or aggravated by the proposed project and
to ensure appropriate measures are provided for preventing creation or
aggravation of those problems.
This project is proposing to infiltrate stormwater runoff with the use of permeable
paving. This will result in lower peak flows from the site; therefore, no off-site
flooding or erosion problems will be created or aggravated by this project. Based
on these conditions, an offsite analysis is not required.
Core Requirement No. 3: Flow Control.
The intent is to ensure the minimum level of control needed to protect
downstream properties and resources from increases in peak, duration, and
volume of runoff generated by new development.
This site is located within a Peak Rate Flow Control zone according to the City of
Renton flow control map. A reduction in peak flows is expected as a result of the
development. This is because the proposed permeable paving system will
infiltrate of all stormwater runoff within the development area.
Core Requirement No. 4: Conveyance System.
The intent of this requirement is to ensure proper design and construction of
engineered conveyance system elements.
New conveyance systems are designed to convey the developed 100-year peak
storm event.
The existing site drains to northerly to the existing onsite stormwater facilities and
is then conveyed southwesterly to Green River. The ultimate discharge location
for the site will remain unchanged. Stormwater runoff will be infiltrated with the
use of permeable paving.
There is no discharge to any underground conveyance systems.
Page 3
Core Requirement No. 5: Temporary Erosion and Sediment Control.
The intent of this requirement is to prevent the transport of sediment and other
impacts, such as increased runoff, related to land disturbing activities.
A Temporary Erosion and Sedimentation Control (TESC) Plan has been
prepared as part of the Civil Plan Set. The TESC Plan will control the transport
of sediment to downstream surface waters and adjacent properties in
accordance with all the applicable standards of the KCWSWDM and the City of
Renton.
Core Requirement No. 6: Maintenance and Operations.
The intent is to ensure that the maintenance responsibility for drainage facilities
is clearly assigned and that these facilities will be properly maintained and
operated in perpetuity.
Operations and Maintenance instructions are included in Section 10.0.
Core Requirement No. 7: Financial Guarantees and Liability.
This requirement is intended to ensure financial guarantees are posted to
sufficiently cover the cost of correcting, if necessary, incomplete or substandard
drainage facility construction work, and to warrant for two years the satisfactory
performance and maintenance of those newly-constructed drainage facilities to
be assumed by the City of Renton for maintenance and operation.
All applicable guarantees will be provided for the project. The bond quantities are
included in Section 9.0 of this report.
Core Requirement No. 8: Water Quality.
The intent of the water quality requirement is "to require an efficient, cost-
effective level of water quality treatment tailored to the sensitivities and resource
protection needs of the downstream receiving water to which the project site
drains." and "Core Requirement No. 8 requires that water quality treatment
facilities be provided to remove pollutants from runoff discharging from the
project site."
Stormwater treatment will be provided via a soil treatment layer beneath the
permeable paving section. Refer to section 4.0 for more information.
2.2 Analysis of the Five Special Requirements
Special Requirement No. 1: Other Adopted Area-Specific Requirements.
The following is a list of other possible adopted area-specific requirements
according to the KCWSWDM:
Critical Drainage Areas – This development is not located within a critical
drainage area.
Page 4
Master Drainage Plan – The area is not part of a master drainage plan.
Basin Plans – This project does not fall into any specified basin plan.
Salmon Conservation Plan – A Salmon Conservation Plan does not apply to this
development.
Lake Management Plan – It does not appear that there is a Lake Management
Plan that impacts the proposed development.
Flood Hazard Reduction Plan Updates – It does not appear that the flood hazard
reduction plan adversely affects the proposed development.
Shared Facility Drainage Plan – The project does not propose to connect to a
shared detention facility system or create a shared facility. This plan does not
apply.
Special Requirement No. 2: Flood Hazard Area Delineation.
The proposed site is located within the 100-year floodplain of Springbrook Creek.
The base flood elevation identified by FEMA is approximately 19.0 (datum in
NGVD 29). Based on a review of current survey information, the 100-year
floodplain corresponds to elevation 22.5 (datum in NAVD 88). Please refer to the
included FIRM map.
Special Requirement No. 3: Flood Protection Facilities.
Special Requirement No. 3 is not applicable to the proposed site because the
site does not meet either of the conditions set forward in the 2009 KCWSWDM:
· Contains or is adjacent to a Class 1 or 2 stream that has an existing flood
protection facility (such as a levee, revetment, or berm).
· Proposed to construct a new or to modify an existing flood protection
facility.
The design of the site will not affect any existing flood protection facilities.
Special Requirement No. 4: Source Control.
Special Requirement No. 4 will be met through a variety of on-site source control
BMPs. This includes the good housekeeping practices and maintenance.
Special Requirement No. 5: Oil Control.
The proposed parking area is not classified as a high use site as defined in the
KCSWDM.
Page 5
3.0 OFF-SITE ANALYSIS
3.1 Upstream Drainage
There is an upstream basin of approximately 1.3-acres that drains to the project
site. The upstream area will be collected and routed around the proposed parking
lot expansion and is therefore considered negligible and has no impact on the
proposed development.
3.2 Downstream Drainage Course
The existing downstream drainage course for the project area starts at the
existing 12-inch culvert at the northern portion of the project site. This culvert
conveys flows to the north and runoff then flows to the northwest into the existing
storm drainage and mitigated wetland system. Runoff then flows to the east in a
series of culverts and ditches, until entering Springbrook Creek approximately
one half mile downstream from the project site.
This project is proposing to infiltrate stormwater runoff from the proposed parking
expansion area with the use of permeable pavement. Infiltration of stormwater
runoff will result in a reduction of peak flows to the downstream area; therefore,
no off-site flooding or erosion problems will be created or aggravated by this
project. Based on these conditions, an offsite analysis is not required.
There is no uptream drainage onto the site. Drainage off the hillside to the south
drains to the existing seasonal pond that is offsite. We maintain the runoff from
this hillside to it's natural direction.
Existing Drainage from the Building and parking lot is collected into a system of
12" storm drains and Catch Basins and conveyed to the North to a Storm Facility
then southwesterly to a Regional Pump Station where it is pumped to the River.
This project is proposing to infiltrate stormwater runoff from the proposed parking
expansion area with the use of permeable pavement. Infiltration of stormwater
runoff will result in a reduction of peak flows to the downstream area; therefore,
no off-site flooding or erosion problems will be created or aggravated by this
project. Based on these conditions, an offsite analysis is not required.
Page 6
4.0 ANALYSIS AND DESIGN
4.1 Existing Site Hydrology
According to the City of Renton soils maps, the on-site soils consist of Puget Silty
Clay Loam, also known as till soils. The site is has slopes ranging from 1 percent
to 3 percent, tending to the north. The site is currently a vacant grassed area.
Per the City of Renton Amendment to the KCSWDM, the existing site conditions
are those that existed prior to 1979. During that time, the site existed as a portion
of the Longacres Racetrack per aerial photography and has been modeled as till
grass. Please see Pre-Developed Basin Map for the existing site conditions.
Runoff from the predeveloped site sheet flows northerly until entering a 12-inch
culvert, is then conveyed to the northwest into the existing stormwater system,
and eventually discharges into Springbrook Creek one half mile downstream
from the site.
The predeveloped peak flows are as follows (from WWHM output):
Q2= 0.095 cfs
Q10= 0.236 cfs
Q100= 0.494 cfs
4.2 Developed Site Hydrology
The proposed construction of the parking lot, sidewalk and internal landscaping
will utilize permeable paving to infiltrate stormwater runoff. The proposed
improvements cover approximately 1.21-acres of the site. The site will be graded
within a 1.5 percent slope to the west. An interceptor swale will be constructed
along the west to intercept any runoff that may occur during an emergency event
(i.e. soil saturation or permeable pavement failure). The existing land use cover
was modeled as till grass. The geotechnical report by Geo Engineers found that
the factored underlying soils support a 0.25 inches/hour infiltration rate. Please
see the Developed Conditions Exhbit.
Site Area = 1.21 acres
Assume all is permeable pavement = 1.21 acres
Pervious Area (landscaping) will infiltrate into the permeable subsurface
therefore will be modeled as permeable pavement
Assuming that infiltration is not possible the peak flows would be:
Q2= 0.54 cfs
Q10= 0.78 cfs
The existing Parking Lot drains to existing Catch Basins and 12" Storm Drains that
convey the water to the north to the facility constructed for the existing building.
The railroad spur and area south of the Site currently drain to the south to a
seasonal swale and pond.
The expansion into these areas as well as existing pavement will be regraded to
avoid impacts to the floodwater volumes and impervious areas replaced with
pervious asphalt pavement to provide water quality treatment and infiltration for
groundwater recharge, an LID, Low Impact Development Technique. The wetland
is identified and classified along with the 25ft buffer as shown on the plans. No
work to be done within this buffer or wetland.
4.2 Developed Site Hydrology
Page 7
Q100= 1.11 cfs
4.3 Flow Control
Permeable paving, a Low Impact Development (LID) technique, is proposed to
mitigate for the increased stormwater from new impervious surfaces constructed
on site. The permeable pavement section has been modeled with WWHM 2012,
which has the ability to model permeable pavement. The in accordance with the
KCSWDM guidance and will infiltrate the full developed 100-year peak storm
event.
The permeable paving section was modeled over the entire area. The
permeable paving layer thickness is 0.25 feet with a pavement porosity of 0.20 or
20 percent. The choker course thickness is 0.17 feet and has an assumed 0.20
porosity. The base course (storage) is 0.67 feet and has a conservative 0.30
porosity or 30 percent voids within the aggregate base storage bed. The soil
layer was modeled with a 0.25 inch/hour infiltration to be confirmed by the Geo
Engineers.
The modeled permeable pavement basin will infiltrate 100 percent of storm event.
4.4 Water Quality
This site is subject to Enhanced Basic Water Quality treatment since it is a
commercial property. The site is exempt from providing a traditional water quality
treatment facility since the project’s stormwater runoff will be infiltrated into
subsurface soils. The subsurface soils will act as a soil treatment layer, which
meet the groundwater protection criteria per the City of Renton Surface Water
Design Manual Amendment.
The criteria are outlined as follows:
1) The first 2 feet or more of soil beneath the infiltration facility has a cation
exchange capacity greater than 5 and an organic content of greater than
0.5%, AND
2) The soil must have a measured infiltration rate of less than or equal to 12
inches per hour.
The project will infiltrate 100 percent of the stormwater runoff into the subsurface
soils, which meets the treatment criteria. Please refer to the calculations within
this section and included soil reports in Section 6.0 for values regarding cation
exchange, organic content, and infiltration rates.
4.5 Flood Plain
Review of the King County Flood Insurance Rate Map (Firm) #53033C0976 F,
found that the site is within the 100-year flood Zone AH. Much of the site is below
the 100-year flood elevation contour of 19.0. The site will be graded to minimize
Page 8
impact within the flood plain. We have created additional floodwater volume
by excavating into the hillside to the south.
Page 9
5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN
Stormwater runoff generated from the parking lot expansion area will be 100 percent
infiltrated through permeable pavement section. No new flow to conveyance systems
or pipes are a part of this proposal.
Page 10
6.0 SPECIAL REPORTS AND STUDIES
Geotechnical Engineering Services, Boeing 25-20 Parking Lot Addition
Boeing Longacres Park, Renton, Washington, prepared by GeoEngineers,
dated November 15, 2013.
Wetland Determination for Boeing Building 25-20 Parking Expansion,
prepared by Ecological Solutions, Inc. , dated September 3, 2013
Geotech Consultants Report JN14436 GES - Seattle Pipe Trades.
Dated December 9, 2014
Wetlands Assessment by J. S. Jones Associates
Date March 25, 2009
and updates by:
Wetland Resources, Inc.
Dated September 8, 2014
Page 11
7.0 OTHER PERMITS
The following permits and/or approvals are thought to be required as part of this project:
· Construction Stormwater General Permit (Department of Ecology) May not be needed
as no discharge from the site due to the permeable pavement. Confirm.
· SEPA Environmental Review
· Land Surface Modification (grading) Permit
· Drainage Plan Review
· Clearing and Grading Permit
Page 12
8.0 ESC ANALYSIS AND DESIGN
TESC measures are put into place to prevent sediment from leaving the site. The site is
generally flat. The proposed TESC plan will include, but not be limited to, the following
guidelines set in the 2009 KCWSWDM in order to comply with Core Requirement No. 5.
1. Clearing Limits – Clearing limits specify the boundary of the work to be done.
Clearing are defined on the TESC plans and will be flagged in the field.
2. Cover Measures – Cover measures are involved (typically) with the means to control
erosion of exposed soil and are specified on the TESC plans.
3. Perimeter Protection – Perimeter protection keeps site sediment from leaving the
construction site. This type of protection typically involves a silt fence. The silt fence
and clearing limits are shown on the TESC plans.
4. Traffic Area Stabilization – Traffic area stabilization is addressed by a stabilized
construction entrance.
5. Sediment Retention – Retention will be established by silt fences around the
perimeter and catch basin inserts that will control of the on-site sediment-laden
water.
6. Surface Water Collection – An interceptor ditch with check dams is shown in the
plans and will be implemented in the field if necessary.
7. Dewatering Control – Any water from dewatering shall be filtered or contained so
sediment can filter out prior to discharge downstream.
8. Dust Control – Dust control will be provided by sprinkling.
9. Wet Season Construction – Construction will be conducted according to the City of
Renton standards during the wet season.
10. Construction Within Sensitive Areas and Buffers - Any construction within the
wetland buffer will be subject to sensitive areas restrictions and is contained in the
TESC notes.
11. Maintenance – Maintenance requirements are detailed in the TESC notes within the
engineering plans.
12. Final Stabilization – Upon completion of the project, all disturbed areas will be
stabilized and Best Management Practices removed.
Page 13
9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT
The Bond Quantities, Facility Summaries and Declaration of Covenant will be included
when the comments are received, the areas and quantities are determined and the
Construction Documents are submitted.
Page 14
10.0 OPERATIONS AND MAINTENANCE MANUAL
The drainage facilities on this project will be private facilities owned and maintained by
the owner.
Maintenance of the onsite drainage facilities are limited to maintaining the permeable
pavement parking lot and the adjacent ditch, conveyance pipe and pipe inlet trash rack.
Existing Pipe and Conveyance Systems
Please see the following Maintenance requirements No. 6 – Conveyance Pipes and
Ditches and No. 7 – Debris Barriers (i.e. Trash Racks).
Permeable Pavement
The primary goal of porous pavement maintenance is to prevent the pavement surface
and/or the underlying infiltration bed from being clogged with fine sediments. To keep
the system clean throughout the year and prolong its lifespan, the pavement surface
should be vacuumed biannually with a commercial cleaning unit. All inlet structures
within or draining to the infiltration beds should also be cleaned out on a biannual basis.
Planted areas adjacent to porous pavement should be well maintained to prevent soil
washout onto the pavement. If any washout does occur it should be cleaned off the
pavement immediately to prevent further clogging of the pores. Furthermore, if any bare
spots or eroded areas are observed within the planted areas, they should be replanted
and/or stabilized at once. Planted areas should be inspected on a semi-annual basis.
All trash and other litter that is observed during these inspections should be removed.
Superficial dirt does not necessarily clog the pavement voids. However, dirt that is
ground in repeatedly by tires can lead to clogging. Therefore, trucks or other heavy
vehicles should be prevented from tracking or spilling dirt onto the pavement.
Furthermore, all construction or hazardous materials carriers should be prohibited from
entering a porous pavement lot.
Winter Maintenance
Winter maintenance for a porous parking lot may be necessary, but is usually less
intensive than that required for a standard asphalt lot. By its very nature, a porous
pavement system with subsurface aggregate bed has superior snow melting
characteristics than does standard pavement. Therefore, ice and light snow
accumulation are generally not as problematic. However, snow will accumulate during
heavier storms. Abrasives such as sand or cinders should not be applied on or adjacent
to the porous pavement. Snow plowing is necessary for significant snow accumulation,
but should be done carefully (i.e. by setting the blade slightly higher than usual, about an
inch). Standard road salt is acceptable for use as a deicer on porous pavement,
although a non-toxic, organic deicer, applied either as a blended, magnesium chloride-
based liquid product or as pretreated rock salt, is recommended. Please consult local
governmental agency for an acceptable deicer.
Seattle Pipe Trades425-277-6680595 Monster RD SW #100Renton, WA 98057Donald Scarberry, PENovadyne Civil Engineers425-753-1869Seattle Pipe TradesAddition24N3E24Renton, WA595 Monster RD SW #100xSite Plan Review
Black RiverGreen River ValleyEnhanced Basic WQ / Peak Rate Flow ControlXXZone AHBeCSlight2-10%XX
22.5888 NAVDFF EL 1ft above flood level.Training Facility, School, Union
XXXXXXXXXXXPermeable PavingXTreatment layerin paving sectionPermeable PavingXPermeable Asphalt Pavement
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Sidn
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Jones Ave NEB
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Industry DrSE 196th
D
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89th Ave S66
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N 33rd Pl
N 35th St
75th
A
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6
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8
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183rd Ave SESE 160th Pl
SE 174th StLake Washington TrlLogan Ave NSE 132nd St
SE 91st St
110th Ave SESE 122n
d
S
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SE 64th St
SE 209th St
NE 27th
S
t
So
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s
C
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T
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Rd
Costco Dr Nile Ave NES 32nd St
S Creston St
72nd Ave S77th Ave SEWo
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s
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D
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S
E
S 77th PlSE 68th St
SE 3rd Pl
98th Pl S183rd Way SE113th Pl SES 129th St
M
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a
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L
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99th Pl S120th Ave SE118th Pl SE83rd Ave SES 23rd St SE 100
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S
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S Taft St
Gl
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w
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o
d
A
v
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S
E
SE 187th St
S 196th St
184th Pl SE
103rd Pl SES 45th Pl
Lake Youngs Service RdS 36th Pl
S 120th St
N 41st Pl161st Pl SESE 179th P
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SE 133rd St94th Ave SESE 72nd Pl
S 1
1
6
t
h
P
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S 126th
S
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166th Pl SES 55th St
N 38th St
Rosario Pl NES 112th St
Renton Ave SNE 7th St
NE 9th St
87th Ave S105th Ave SEN 8th St
SE 123rd Pl
SE 82nd St
SE 109th St
125th Ave SERipley Ln N191st Pl SEInterurban TrlSE 188th Way
N 31st St90th
Ave
SE
SW 34th St Mon
t
e
re
y
P
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NE59th Aly SS 48th St 174th Ave SES Myrtle St
129th Ave SEFor
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A
v
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S
NE 4th St61st Ave SS 75th Pl17
1
s
t
A
v
e
S
E
190th Ave SESE 180th St
S 119th St63rd Ave SSE 141st
St
S 199th Pl 80th Pl SS 168th St Benson Rd SAndover Park E184th Ave SE16
9
t
h
A
v
e
S
E
111th Ave SES
E
8
9
t
h
P
l
157th Pl SEDuvall Ave NES 113th St
S 115th St 178th Ave SESE 159th Pl
163rd Pl SESW 41st St
S 117th Pl
Renton Maple Valley Rd
SE 108th St
106th Ave SE188th Ave SESE 128th St
136th Pl SESE 191st St
Kli
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i
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a
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D
r Main Ave SSE 2nd St121st Ave SESE 170th StLind Ave SWNE 21st St
West Valley Hwy132nd Ave SENE 8th St122nd Ave SEIn
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a
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A
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S
77th Ave SHard
ie
Ave
SW
SW 19th St
68th Ave SSE 95th Wa
y
SE 200th St
SE 160th St
S 118th Pl
116th Ave SEAvalon Dr173
rd
Av
e
SE177th Ave SESE 102nd St
SE 120th St
SE 72nd St
SE 208th St117th Ave SE85th Pl SE186th Ave SEIsland Dr SMonste
r
R
d
S
W
Forest Dr SE
NE 5th
S
t
76th Ave SSE 121st Pl
96th Ave SNE 25th St
166th Ave SEB
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W
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S 14
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SES 123rd St84th Ave S80th Ave SES 184th StSE 79th Pl
113th Ave SES 124th St
S 116th St
SE 204th Pl
SE 139th Pl
NE 24th StNE 23rd Pl
NE 2nd St
NE 16th
S
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164th Ave SESE 168th St
SE 186th St 152nd Ave SE57th Ave SSE 161st St112th Ave SESouthcenter PkwySE 172nd Pl
108th Ave SEPark Ave NNewcast
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118th Ave SE148th Pl SE124th Ave SES 2nd St
SE 63rd St
S
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1
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SE
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109th Ave SESW Grady
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SE 65th Pl
151st Ave
SE
Minkler Blvd
S 128th St
SE P
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R
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S Tobin St
SE 190th St
S 212th Way156th Ave SEMonroe Ave NE15
9
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A
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SEE Mercer Way62nd Ave SNE 20th Pl
Aberdeen Ave NE59th Ave S5
6
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P
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S
SE 201st Pl 168th P
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SE
SE 116th StNE 10th St
168th Ave SES 188th St
SE 112th St
138th Ave SE80th Ave SS 130th St
92nd Ave SSW 39th StMaule
A
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S134th Ave SE65th Ave SMa
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V
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14
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t
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W
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S
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S 194th St Lakemont Blvd SE164th Pl SE13
6
t
h
A
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S
E
NE 6th Pl
Kent Boeing AcRd
S 190th St
S Holly St
Lind Ave NW129th Pl SE180th Ave SE181st Ave SE142nd Ave SESE 144th St
SE
1
6
1
s
t
P
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S 121st St
S 114th St 135th
P
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SE148th Ave SEI-5
R
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S 194th St 84th Ave SP
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116th Ave SESR 515
N
E
2
7
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NE 7th St
East Valley RdI-405
F
w
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SE 188th St
S 132nd St NE 3rd St
Talbot Rd SPrivate Rd
SE May V
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l
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R
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BN Inc Rd110th Ave SE1
7
1
s
t
A
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S
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148th Ave SEI-405 FwySE 82n
d
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SE 120th St 174t
h
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SEPedestrian WalkSE Jones Rd
80th Ave SS 116th
P
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Private RdPedestrian WalkLake
Youn
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T
r
a
i
l
W
a
l
k
SE Jones R
d
SR 167SE 208th St
Ra
i
n
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e
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A
v
e
S
Soos Creek TrlPrivate RdS 190th St 116th Ave SEPri
v
a
t
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R
dSunset Blvd NESE 159th PlSR 167S 200th St
Flow Control Standards
Peak Rate Flow Control Standard (Existing Site Conditions)
Flow Control Duration Standard (Existing Site Conditions)
Flow Control Duration Standard (Forested Conditions)
Renton City Limits
Potential Annexation Area
±
0 1 2Miles
Flow Control Application Map
Printed 1/14/2010
Reference 11-A
SITE
SITE